September 2016
TENDER DOCUMENTS
Eastside Water Catchments Rockfall Protection - Phase 1A
Submitted to: Technical Services Department HM Government of Gibraltar Joshua Hassan House Secretary's Lane Gibraltar
Report Number 1535219.500/A.3 Distribution:
REPORT HM Government of Gibraltar - 1 copy (pdf) Golder Associates (UK) Ltd - 1 copy ([pdf)
ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
Table of Contents
1.0 SITE LOCATION AND DESCRIPTION OF WORKS ...... 1
2.0 SCOPE OF WORKS ...... 1
3.0 GROUND CONDITIONS ...... 2
3.1 Background...... 2
3.2 Trial Anchors, Golder 2014/15 ...... 2
3.3 Dudley Ward Rockfall Protection, 2009 ...... 2
3.4 Soil Nailing, 2000/03 ...... 3
4.0 TENDER DOCUMENTS ...... 3
4.1 Communications and Queries...... 3
4.2 Submission of Tender ...... 3
5.0 PREPARATION OF TENDERS ...... 4
6.0 PRE-TENDER SITE INSPECTION ...... 4
7.0 REQUIREMENTS FOR A COMPLIANT TENDER ...... 4
8.0 SELECTION CRITERIA ...... 5
9.0 CONTRACT AWARD CRITERIA ...... 6
10.0 PUBLICITY ...... 6
11.0 CONFIDENTIALITY ...... 6
12.0 ADJUSTMENT ITEM ...... 6
13.0 BOND...... 7
14.0 AMBIGUITY, DISCREPANCY, ERROR, OMISSION ...... 7
15.0 ERRORS AND CORRECTIONS ...... 7
16.0 SUB-CONTRACTORS...... 8
17.0 COMPLETION OF TENDERS ...... 8
18.0 COMPLETION OF PRICING DOCUMENTS ...... 8
19.0 VALUE ADDED TAX ...... 8
20.0 RATES AND PRICES ...... 9
21.0 RATES AND EXTENSIONS ...... 9
22.0 INSURANCES ...... 10
23.0 DAYWORKS ...... 10
24.0 NOTICE FROM EMPLOYER ...... 10
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25.0 COMMUNICATIONS...... 10
26.0 INFORMATION TO BE SUBMITTED WITH THE TENDER ...... 11
27.0 ALTERNATIVE BIDS...... 11
28.0 CLOSING DATE FOR RETURN OF TENDERS ...... 11
29.0 RETURN OF DOCUMENTS ...... 12
30.0 VALIDITY OF TENDERS ...... 12
31.0 ACCEPTANCE OF TENDERS ...... 12
32.0 COST OF TENDERING ...... 12
33.0 TENDERERS AND CONTRACTOR TO VOUCH ...... 12
TABLES Table 1: Tender Award Criteria Evaluation Weighting ...... 6
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APPENDICES APPENDIX A Schedules to the Tender APPENDIX B Conditions of Contract APPENDIX C Specification Section 0 - Preamble APPENDIX D Specification Section 1 - General APPENDIX E Specification Section 2 - MicroPiles APPENDIX F Specification Section 3 - Ground Anchors APPENDIX G Specification Section 4 - Civil and Structural Works APPENDIX H Specification Section 5 - Falling Rock Protection Kits APPENDIX I Specification Section 6 - Earthworks APPENDIX J Preamble to the Bill of Quantities APPENDIX K Bill of Quantities APPENDIX L Health and Safety Plan APPENDIX M Designer’s Risk Assessment APPENDIX N Supporting Site Investigation Data APPENDIX O Drawings
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INSTRUCTIONS TO TENDERERS Tenders must be submitted fully in accordance with these Instructions to Tenderers which are issued for the guidance of the Tenderer and do not form part of and will not be incorporated into the Contract. The Tenderer’s particular attention is drawn to the fact that non-compliance with such instructions shall, in certain circumstances, invalidate their Tender.
This tender document outlines the requirements and specification for the pricing and undertaking of the Phase 1A Rockfall Protection Measures at the Eastside Water Catchments, Gibraltar. The primary deliverable is a falling rock protection kit and associated foundations, fully designed and constructed by the successful Contractor, with a design Maximum Energy Level of 5000kJ and 7m design height. The use of the terms falling rock protection kit and associated foundations within this tender document shall mean the same as the terms “rockfall protection fence”, “rockfall catch fence”, “rockfall protection system” as reasonably inferred from the descriptions provided in this tender.
1.0 SITE LOCATION AND DESCRIPTION OF WORKS The Site is situated on the eastside of Gibraltar (Drawing 1) and includes the sand slopes and limestone cliffs above Sir Herbert Miles Road running from the East-West Admiralty Tunnel to the north end of the Both Worlds residential development (Drawing 2). Within the southern section of the Site, the slopes are dominated by steep, moderately vegetated, weathered limestone. The limestone cliffs extend to c.420m above mean sea-level (amsl), harbouring many loose boulders along their irregular surfaces. At the toe of the cliffs, the limestone is draped by Scree Breccia and sand, forming shallower slopes with more uniform surfaces. The central and northern sections of the Site contain slopes dominated by sand, typically holding an angle of 32°-35°. The southern section is more irregular with outcrops of Scree Breccia and some man-made gabion retained terraces. The toe of the limestone cliffs in the southern section is approximately 100 m above sea level and increases to 200 m amsl in the central and northern sections.
The Works comprise the erection of a rockfall catch fence that will be anchored in to the cemented sand. A drawing defining the fence elevation and alignment is presented in Drawing 3. The fence will cover a total length of 40 m. The southern section of the fence will extend between the end of the Lower Channel and the Scree Breccia outcrop, across the irregular terrain.
The rockfall catch fence shall be rated to 5000 kJ and be 7 m in height, rated to Category A by ETAG 027 with components of Category A corrosion resistance under EN10244-2 and EN 102464-2. The Tenderer’s have the freedom to propose a falling rock protection kit, including anchorages, that satisfies the requirements of the Specification. Design resistances for anchorages shall be as specified by the falling rock protection kit and ground anchorage manufacturer and designed and tested in compliance with Eurocode 7.
2.0 SCOPE OF WORKS In summary, the scope of the works is: Construction of a rockfall catch fence of 5000 kJ rated fence, 7 m in height, along the alignment shown in Drawing 3, including all temporary works, block removal from the slope and all associated components such as the anchoring system. The rockfall catch fence and all associated components shall be installed to the specifications included in these Tender Documents unless they are contrary to the Tenderer’s chosen manufacturer’s specifications, in which case, the manufacturer’s specification shall take precedence: 1 nr suitability test to Eurocode 7 (EN ISO 22477-5) on a sacrificial anchor; and 3 nr acceptance tests to Eurocode 7 (EN ISO 22477-5) on working anchors.
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Provisional work: 1 nr suitability test to Eurocode 7 (EN ISO 22477-5) on a sacrificial solid bar anchor in the location of the Lower Water Channel.
3.0 GROUND CONDITIONS 3.1 Background A brief description of similar works in the vicinity of the Site has been included principally to draw the Tender’s attention to the variability of ground conditions at the Site and how it has influenced and prevented the application of certain installation techniques.
Several drilling campaigns have been completed in the vicinity of the Site. Experience has shown that the ground conditions are highly variable and problematic in places. The Tenderer’s attention is drawn to some key information from previous work that should be considered in selecting methods. The work described below is non-exhaustive and the Tenderer shall satisfy themselves at the time of tendering that their selected methods are suitable.
This tender package forms the first phase of a larger rockfall protection works programme which will be completed over several financial years, see Drawing 3. Phase 1A will focus on closing a section of the slope which currently affords no rockfall protection but also offers an opportunity to explore the most cost effective and technically viable construction methodology for the latter phases. A significant component of the rockfall protection system is the ground anchors installed to support the rockfall protection fences and these are discussed below. 3.2 Trial Anchors, Golder 2014/15 To inform the design of the catch fence of which Phase 1A forms one section, several trial anchors were attempted under Golder’s supervision at a location approximately 150 m north of Phase 1A (Drawing 2). The findings of the investigation are summarised below.
Both self-boring hollow bar and cased-hole solid bar anchors were attempted using an A-frame rig and with a 150 PSI air compressor positioned 100 m away and 30 m vertically below the rig. All drilling was at 30° to the horizontal. Self-boring anchors were successfully installed to depths of 7, 8, 11 and 16 m and a return of grout was observed at the end of each installation.
All attempts to install solid bar anchors failed due to difficulty installing and retrieving casing to the depths required. Drilling with a Down The Hole (DTH) hammer on the casing was initially carried out to a depth of 7.5 m, with the ground unable to provide a stable bore without casing at any point up to this depth. Withdrawing the casing was extremely time consuming with 7.5 m of casing taking up to 2 hours to retrieve and casing to 3 m regularly taking up to 30 minutes.
Furthermore, both drilling methods detected bands of weak sand at depth. A factual summary of these works in included as Appendix N. 3.3 Dudley Ward Rockfall Protection, 2009 Completed in 2009, a rockfall protection scheme comprising several catch fences was installed to the area immediately south of the site, above Dudley Ward Way (Drawing 2). Here, anchorages in the vicinity of the COMCEN tunnel were installed to depths of 10 m and successfully tested to 345 kN. Anchorages were hollow bar self-boring.
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3.4 Soil Nailing, 2000/03 Soil nailing was carried out to stabilise the sand slope between 2000 and 2003. Little information has been made available on the actual drilling and anchor installation techniques used on this project; however, it is known that large rigs were used, travelling on purpose built tracks to avoid sinking in the loose sand. Some of these soil nails are exposed at the northern end of the catchments. From a visual inspection it appears that 16 mm diameter steel bars were used as the tendons, suggesting a casing system was successfully used with higher powered rig. It is understood that a pressure grouted system was to be adopted to improve the pullout resistance of the anchors.
By word of mouth, it is also understood there were issues with small landslides in the loose sand being triggered upslope of the rig whilst it was being maneuvered.
4.0 TENDER DOCUMENTS Tenderers are hereby supplied with one electronic set of the Tender Documents in pdf, referenced in the letter of invitation to tender.
A Form of Tender and Appendix to the Form of Tender, along with Bill of Quantities, have been included in the Tender Documents and indicate quantities estimated from the information available at the time of issuing the Tender Documents. The extent of the work to be undertaken is indicated on the Drawings and Specifications provided. 4.1 Communications and Queries All communications during the tender period must be submitted in writing to the Head of Procurement, Procurement Office, Unit 93 New Harbours, Rosia Road, Gibraltar (Tel. (+350) 200 51631; Email: [email protected]).
The Procurement Office will only correspond with those parties who have registered their interest and H.M. Government of Gibraltar accepts no liability for those parties who, having obtained this document through other means, have not been made aware of any changes, amendments, clarifications, extensions etc. which impact on the delivery of the requirements and the Tenderer’s bid.
Queries arising from the tender documents should not be submitted later than 5 working days before the closing date.
In order to ensure equality within the tender process, replies to queries will be circulated to all tenderers.
Requests for clarification or additional information post tender submission, if applicable, will be circulated by and forwarded to the Head of Procurement, Procurement Office, Unit 93 New Harbours, Rosia Road, Gibraltar (Tel. (+350) 200 51631; Email: [email protected]). 4.2 Submission of Tender One original, one copy and an electronic version in USB or other media of the complete tender is to be submitted in a sealed envelope marked "Tender for ESWC Rockfall Protection" and deposited in the Tender Box situated at the entrance to No.6 Convent Place by the due date. Please ensure that your envelope does not bear any distinguishing marks other than the address and reference given above.
Tenders will only be accepted before and up to the time stated below and any tenders received after the closing date may not be considered.
All documentation submitted in support of the Tender submission is to be in English. Where the original literature is in another language a translation into English, of all of the text, shall be affixed to the original.
The Employer does not bind itself to accept the Tender with the lowest stated Tender Total or any Tender, and will not pay any compensation whatsoever in connection therewith.
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5.0 PREPARATION OF TENDERS The Tenderer shall be responsible for obtaining for himself and considering all the information necessary for preparing a sufficient tender for the Eastside Water Catchments Rockfall Protection Works. He shall satisfy himself with regard to the nature of the ground and the extent, nature, quality and duration of the works proposed. In submitting his tender, the Contractor shall be deemed to have informed himself fully of the Employer’s requirements under the Contract, in particular to have examined the Tender Documents, to have visited the Site and to have included in his Tender Total all the costs of carrying out the works described in the Specification and Drawings.
Gibraltar laws may be viewed online at http://www.gibraltarlaws.gov.gi/
6.0 PRE-TENDER SITE INSPECTION Tenderers are hereby invited to inspect the Site at their own expense for the purpose of obtaining information referred to section 5 above. Arrangement for all such visits should be made with: Head of Procurement, Procurement Office, Unit 93 New Harbours, Rosia Road, Gibraltar (Tel. (+350) 200 51631; Email: [email protected]).Upon request the Procurement Office will arrange one visit to the site prior to closing of the tender and will notify all Tenderers with the details.
Tenderers are not to make their own arrangements or contact site users/managers to view the site on their own.
7.0 REQUIREMENTS FOR A COMPLIANT TENDER Tenderers are required to comply with the following requirements: a) Tenders shall not be qualified and shall be submitted strictly in accordance with the Tender Documents; b) No additional items shall be inserted in the Tender Documents; c) Tenders shall not be accompanied by statements which could be construed as rendering the tender equivocal or placing it on a different footing from other tenders; d) The Tenderer shall sign the Form of Tender and shall insert therein the Tender Total; and e) No unauthorised alterations or additions shall be made to the Tender Documents.
Any Tender which does not comply with the above requirements shall be excluded from further consideration. The Employer’s decision as to whether or not a Tender complies with the stated requirements shall be binding on the Tenderer.
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8.0 SELECTION CRITERIA As part of a two phase evaluation process Tenderers will need to satisfy the selection criteria (1st phase) in order to qualify for evaluation under the award criteria listed in section 10 (2nd phase).
The selection criteria for this tender are as follows: a) Compliance with these instructions to tenderers; b) Compliance with the technical requirements stated in the Specifications and shown on the Drawings; c) Submit proof that they will, if awarded the tender, be able to provide a technically qualified team on site and off site, in terms of both experience of similar type projects and similar type projects with preference to those with actual experience in the execution of similar works in Gibraltar.
As part of c) above, demonstrate technical knowledge and ability; furnishing evidence of the educational and professional qualifications of the person or persons responsible for carrying out the works; d) Submit proof that they will, if awarded the tender, have the necessary tools, plant and technical equipment available to them to carry out said works; e) Tenderers must have financial resources adequate to complete the requirement; with annual turnover (preferably in the area covered by the contract) no less than twice the contract value quoted in their tender; f) Tenderers must propose temporary protection works proposal which recognises the construction risks possible during the contract period; g) Tenderers must submit a tender programme and health and safety plan which recognises the construction risks possible during the contract period; h) Tenderers must be in possession of a current and relevant business licence, as required by the Fair Trading Act 2015;
(i) Tenderers must submit evidence of being included in HM Government of Gibraltar’s current approved list of contractors. Supporting Documentation In support of c) above, evidence of the Tenderer’s technical knowledge and ability shall be furnished by providing a statement of the educational and professional qualifications of the person or persons responsible for carrying out the works;
In support of d) above, Tenderers will provide a statement of the tools, plant and technical equipment available to them for carrying out the work.
In support of e) above, evidence of the Tenderer’s financial and economic standing shall be furnished by a statement of the Tenderer’s turnover on construction works for the last three financial years together with a statement from the Tenderer’s bankers that the Tenderer is financially capable of undertaking a project of this size at this time.
In support of f) and g) above, tenderers must provide a project/works specific tender programme and health and safety plan; containing details of temporary protection works.
In support of h) and i) above, tenderers must provide copies of licences and proof of inclusion as required.
The above criteria will be applicable to subcontractors, where the value of said sub-contract constitutes more than one third of the total contract sum; excluding suppliers/manufacturers of construction materials.
Similarly, the above criteria will also be applicable to joint ventures with proof of compliance required from all participating companies. Details of the joint venture (JV), including the relationships, roles and responsibilities of each company in the JV, must be included in the submission.
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Only submissions received from tenderers which have qualified as above will be evaluated on the basis of the most economically advantageous tender taking into account of the award criteria listed in section 9 below. HM Government of Gibraltar reserves the right to suspend completely or in part, if it chooses to do so, the selection criteria above at its sole discretion.
9.0 CONTRACT AWARD CRITERIA Tender submissions who have met the selection criteria (1st phase) will be evaluated by a panel comprising three Senior Public Officers who will use the following criteria award criteria as part of the 2nd phase of evaluation: a) Price – Scores will be allocated pro-rata in accordance with the tender sums quoted; b) Methodology – Scores allocated to Tenderers whose proposed methodology, take into account all site and project variables identifying the best manner of carrying out the works in a safe and high quality manner; provide the most beneficial technical solution, in particular with regards to (1) a ground anchorage construction that facilitates the installation of proprietary wire rope anchors over self-boring anchors with connecting heads or chains. Self-boring type anchors will be considered but the Engineer’s preference is a system that will allow wire rope anchor installation; (2), a rockfall protection kit system that meets or exceeds the minimum requirements set out in the specification; and c) Environmental Impact – Scores allocated to Tenderers who have demonstrated recognition and compliance with local Environmental, Nature protection legislation and exceeded the requirements of the same mitigating the environmental impact of the works. The weighting which shall be applied to the criteria defined in Section 2 will be as follows: Table 1: Tender Award Criteria Evaluation Weighting Criteria Scoring Price 40 Methodology 40 Environmental Impact Evaluation 20 Total Score Achievable 100
Pursuant to the provisions of Regulation 31 (6) of the Procurement (Public Contracts) Regulations; abnormally low prices may be rejected.
10.0 PUBLICITY The Tenderer should note that the Employer may make public the name of the successful Tenderer and the amount in which the Contract was awarded.
11.0 CONFIDENTIALITY Tenderers shall treat the Tender Documents, their tender and any other information made available by the Employer either directly or indirectly in confidence and shall not make any announcement or disclosures in connection with the information contained therein.
12.0 ADJUSTMENT ITEM An adjustment item shall be deemed to be a lump sum and will not vary with re-measurement or variations.
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13.0 BOND The Tender should be accompanied by evidence in writing from a recognised insurance, bank or bonding company (not agents) that if the Tender is successful a bond as required by the Tender Documentation will be made available not later than 3 days prior to the date of commencement of the Works. Failure to submit such evidence may cause the Tender to be rejected.
The insurance company and/or sureties referred to above will be required to enter into a bond jointly with the Tenderer in the sum provided in the Tender for the due performance of the contract. PERSONAL SURETIES WILL NOT BE ACCEPTABLE.
Bonds must be in the form of the Annexed Form of bond and in no circumstances will bonds with added notification clauses be accepted.
Failure to obtain and produce to the Engineer a bond not later than 3 days prior to the date of commencement of the Works shall entitle the Employer to determine the Contract by not less than 7 days’ notice, without prejudice to the liability of the Contractor for damages to breach of contract.
14.0 AMBIGUITY, DISCREPANCY, ERROR, OMISSION The Contractor shall carefully examine the Conditions of Contract, the Specification (including any other specifications referred to therein), the Bills of Quantities and Drawings and if he identifies that any ambiguity, discrepancy or error exists between any of these documents which may affect the cost of performing the Works he shall immediately notify: Head of Procurement, Procurement Office, Unit 93 New Harbours, Rosia Road, Gibraltar (Tel. (+350) 200 51631Email: [email protected]). The Engineer may issue addenda or corrigenda in writing to clarify the Tender Documents at any time prior to the date for the return of completed tenders stated in the letter of invitation to tender. Any such clarification shall be incorporated into the Tender Documents.
15.0 ERRORS AND CORRECTIONS All priced Bills of Quantities will be extracted from their sealed envelopes, and will be inspected and examined for errors which might alter the Tender pricing determined from the figures in the Form of Tender.
FOR THE PURPOSE OF THE ASSESSMENT OF TENDERS and in order to determine the Tender Price of a Tender, the following steps shall be undertaken, without reference to the Tenderer, and the Tender Price shall form the basis for comparison with other tenders: 15(a) If, on receipt of any Tender, any errors shall be apparent in the extension of any item in the Bill of Quantities, the extension shall be adjusted so as to be a product of the quantity and the rate set against the item and the Tender Total shall be adjusted accordingly. Where a number is listed in the quantity column of the Bill of Quantities and a rate has not been entered in the corresponding rate column, the rate shall be considered to be zero even though the Tenderer may have included a sum in the extension column;
15(b) If, on receipt of any Tender, any error in addition shall be apparent, it shall be corrected and the total amount of the Tender Total altered accordingly;
15(c) If, on receipt of any Tender, it shall be discovered that there is a discrepancy between the Bill of Quantities and the Contract Specifications or the Contract Drawings the said documents shall be applied in the following order of precedence: i) Contract Specifications; ii) Contract Drawings; and iii) Bill of Quantities.
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If any discrepancy is discovered between the quantities stated in the Bill of Quantities and the quantities as described in or determined from the Contract Specifications and Contract Drawings, the latter quantities shall be applied to the rates and prices stated by the Tenderer in its Tender and the Tender Total shall be corrected accordingly.
This Instruction 15(c) shall only be applied by the Engineer to discrepancies which can be clearly demonstrated to be the result of an error in the computation of quantities into the Bill of Quantities. No unsolicited information regarding any such discrepancies received after the latest date for receipt of communications (Instruction Number 25) shall be considered in the assessment of Tenders and, where practicable, shall be returned; and 16(d) Notwithstanding Instruction No.12, no alterations shall be made to the lump sum adjustment item, inserted by the Tenderer, arising from the above corrections.
In the event that, prior to any corrections being made as referred to above, a Tenderer is in contention for the award of the Contract, the Tenderer shall be notified of the corrections made in accordance with the provisions of sub-paragraphs 15(a) to 15(c) above and its agreement sought to the Tender Price. The Engineer’s decision as to the corrections required to be made shall be binding. If the Tenderer rejects the corrections to its Tender, its Tender shall be excluded from further consideration. If the Tenderer accepts the corrections, the Tenderer shall be bound by the Tender Price.
16.0 SUB-CONTRACTORS The Contractor shall enter on Schedule 2 to be signed and returned with his tender the name and address of each proposed sub-contractor.
17.0 COMPLETION OF TENDERS Tenders shall be submitted on the Form included with the Tender Documents. The Form of Tender shall be signed by a person fully authorised to sign tenders on behalf of the Contractor.
Tenderers shall make no alteration whatsoever to any of the Tender Documents without the written authorisation of the Engineer. Any alteration, addition or deficiency in completing any of the Tender Documents may result in rejection of the tender.
Tenders accompanied by significant qualifications, to be indicated in Schedule 11 may be rejected unless such qualifications are considered by the Engineer to be warranted.
18.0 COMPLETION OF PRICING DOCUMENTS Entries in the Bill of Quantities shall be in supplied MS Excel format accompanied by the Schedule of Basic Prices and the Form of Tender made legibly in ink on the documents supplied and where relevant, shall be properly carried forward.
19.0 VALUE ADDED TAX The rates quoted in the Bill of Quantities shall be exclusive of Construction Value Added Tax. Value Added Tax is not applied in Gibraltar.
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20.0 RATES AND PRICES Only those Tenders which comply with the following requirements shall be considered:
20(a) Any Tender which does not comply with the following requirements shall be excluded from further consideration: i) All “items” or “sums” in the Bill of Quantities shall be priced; ii) All “quantities” in the Bill of Quantities shall be priced; iii) Each rate or price shall properly cover the full inclusive value of the work covered by the item description, and specification reference and shall reflect the quantity set against that item; iv) The use of negative rates or prices, the omission of rates, the use of zero or “nil” rates, the use of the term “included”, or the insertion of a dash in the “rate” column is prohibited. (This includes zero rates arising from the implementation of Instruction 15(a)); and v) The use, in the rating of items by Tenderers, of abnormally high or abnormally low rates or prices which expression shall include the use of procedures or strategies which have the effect (or possible effect) of the Tenderer benefiting disproportionately from anticipated quantity increases or decreases is prohibited.
Should any question arise as to whether any Rate or Price in the Bill of Quantities is abnormally low or as to whether it properly covers the full inclusive cost of the work covered by that rate or price, then the Tenderer shall (if requested) provide a breakdown of such rate or price to the Employer and show that the Tenderer has properly included for the cost of each of the following: i) Required materials at prices current at the Designated Date; ii) Labour at rates not less favourable than those laid down by local regulations; iii) Contractor’s Equipment inclusive of running and maintenance costs; and iv) Site overheads and staff both on and off Site but excluding those elements of cost for which specific items are provided elsewhere in the Bill of Quantities. 20(b) If it is considered that a Tenderer’s rates or prices are abnormally high or, alternatively abnormally low, the Tenderer shall be requested, in writing, to provide any details of the constituent elements of the Tender which the Employer considers relevant. The Engineer shall verify those elements and take into account the explanations received in determining whether or not the Tender complies with the requirements set out above. The Engineer’s decision as to whether or not a Tender has complied with the above requirements shall be binding and any failure to comply with the above requirement, if confirmed, shall exclude the Tender from further consideration; and
20(c) The pricing of items, in the Preliminaries/General Items Section of the Bill of Quantities, by Tenderers so as to provide for substantial payments at the outset of the Contract disproportionate to the actual expenditure anticipated by the Engineer as being reasonably required to be expended by the Tenderer shall be carefully examined to establish whether or not same can be accepted by the Engineer. If, in the opinion of the Engineer, such substantial payments appear excessive in relation to the requirements of the Contract or in relation to the funds available from time to time for the performance of the Contract, the Engineer may require the Tenderer to whom the Contract is awarded to spread, over the duration of the Contract, such proportions of the rated prices of the affected items as are so considered to be excessive.
21.0 RATES AND EXTENSIONS The rates and extensions in the Bill of Quantities and all other sums leading to and including the Tender Total shall be in Gibraltar Pounds and shall be completed to two decimal places.
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22.0 INSURANCES Tenderers must submit, prior to award of Contract, details of the terms of the insurance they propose to effect, or which they already hold and intend to use, to meet the requirements of Clause 24 of the Conditions of Contract. Where the insurance terms submitted for approval provide for an excess sum i.e. a provision under which the insurer is not liable for the first £5,000 of a claim or for claims below that figure, Tenderers must include with their Tenders a statement undertaking responsibility for dealing with third party claims, or parts of such claims within the excess amount. Excess sums of more than £5,000 will not be approved. Questions about insurance terms may be raised with the Engineer before return of Tender.
23.0 DAYWORKS Attention is directed to the modification to Clause 56(4) with regard to Dayworks, and to the limitations on additions/deductions allowed for in the relevant Bill of Quantities items.
24.0 NOTICE FROM EMPLOYER Prior to the latest date for receipt of tenders stated in Instruction 29, the Engineer may issue a Notice by circular letter to all persons or firms who have received the Tender documents, deleting, varying or extending any item in these documents. Tenderers shall immediately acknowledge the receipt of each such Notice by letters addressed to the Engineer. Any such Notice shall then become part of the Tender documents and shall be treated as such by the Tenderer. Any such Notice will be issued not later than three working days before the latest date set for receipt of Tenders.
25.0 COMMUNICATIONS Any communications in connection with the Tender should be forwarded to: Head of Procurement Procurement Office Unit 93 New Harbours Rosia Road Gibraltar Tel. (+350) 200 51631 Email: [email protected]
The latest working date for receipt of communications from a Tenderer in connection with the Tender shall be five working days before the latest date for receipt of tenders stated in Instruction 29. All queries and resulting replies given will be circulated to all Tenderers, not later than three working days before the latest date set for receipt of Tenders.
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26.0 INFORMATION TO BE SUBMITTED WITH THE TENDER Tenderers shall complete and sign the following sections of the Tender Documents and submit all supporting information required in the Specification and the document sections listed below: Form of Tender; Appendix to the Form of Tender; Schedules to the Tender (Numbers 1 to 14); and Bills of Quantities. Tenderers are advised that part of the tender evaluation procedure will entail an assessment of the information provided by Tenderers in the Schedules that should therefore be comprehensive and sufficiently detailed to enable comparison of competing tenders. Comments such as “Details to be advised” or “Plant and equipment will be provided as appropriate to carry out the work” are not sufficient for this purpose.
27.0 ALTERNATIVE BIDS Tenderers may also submit alternative proposals for the works involving modifications to the Conditions of Contract, Specification, or programme. Such alternative tender shall be enclosed in a separate envelope from the tender clearly marked “Alternative Proposal” and will be considered only if accompanied by and subordinate to a fully conforming tender in accordance with the Tender Documents as instructed in Instruction Items 18, 19, 26 and 29.
Tenderers are required to give at least seven days’ notice before the date for return of tenders of any intention to submit an alternative proposal. Alternative proposals must be accompanied by supporting information such as drawings, calculations, risk assessments and a priced Bill of Quantities addendum to enable a full assessment of technical acceptability, construction time and cost.
Alternative bids may, for example, include details for the rockfall catch fence system adopting a different ground anchorage system.
28.0 CLOSING DATE FOR RETURN OF TENDERS Tenders must be submitted by hand or by Recorded Delivery postage to Head of Procurement in a plain sealed envelope bearing no external marks or franking indicative of the tenderer’s identity and marked: TENDER FOR Eastside Water Catchments Rockfall Protection – Phase 1A Tender Box No. 6 Convent Place Gibraltar
To arrive not later than (Date and Time Indicated in the Invitation to Tender).
The return envelope shall be sealed and clearly marked as follows:
“TENDER DOCUMENTS – Eastside Water Catchments Rockfall Protection – Phase 1A”
Late tenders will normally be disqualified. No request for extension of time shall be considered unless received at least seven days before the date for return of tenders.
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
29.0 RETURN OF DOCUMENTS Any drawings and other documents not returned with the Tender shall be sent to: For The Attention of: Head of Procurement Procurement Office Unit 93 New Harbours Rosia Road Gibraltar
30.0 VALIDITY OF TENDERS All Tenders shall remain valid for acceptance at any time within a period of 120 days following the closing date for return of completed Tenders.
31.0 ACCEPTANCE OF TENDERS The Employer is under no obligation to accept the lowest or any tender. The Engineer may elect to award all or part of the tendered works as detailed in the Bill of Quantities.
The Employer will notify the successful Tenderer of the acceptance of his tender by means of an official Order which will form a binding contract between the parties.
Upon receipt of the Employer’s Order, the Tenderer shall be required to enter into a Contract with the Employer for the performance of the Works in accordance with the Form of Agreement.
The Employer will notify unsuccessful Tenderers in writing.
32.0 COST OF TENDERING The Tenderer shall bear all costs involved in the preparation of his tender.
33.0 TENDERERS AND CONTRACTOR TO VOUCH Tenderers and the successful Contractor shall supply and if required vouch to the Engineer all information relevant to their tenders of any part of the Works of the Contract that he may reasonably require.
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
Report Signature Page
GOLDER ASSOCIATES (UK) LTD
Nick Naylor Stewart Lightbody Geotechnical Engineer Principal Date: 9 September 2016
NN/SW/ke
Company Registered in England No.1125149. At Attenborough House, Browns Lane Business Park, Stanton-on-the-Wolds, Nottinghamshire NG12 5BL VAT No. 209 0084 92 Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation.
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX A Schedules to the Tender
September 2016 Report No. 1535219.500/A.3
APPENDIX A Schedules to Tender
SCHEDULES TO TENDER SCHEDULE 1 – FINANCIAL RESOURCES The Tenderer shall provide evidence of the Tenderer’s financial and economic standing by furnished a statement of the Tenderer’s turnover on construction works for the last three financial years together with a statement from the Tenderer’s bankers that the Tenderer is financially capable of undertaking a project of this size at this time.
If the Tenderer intends to subcontract over 50% of the value of the Works, they shall also provide equivalent financial statements from their sub-contractor’s
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APPENDIX A Schedules to Tender
SCHEDULE 2 – LIST OF PROPOSED SUB-CONTRACTORS The Tenderer shall provide hereunder details of any sub-contractors he proposes to employ on the Works together with an indication of any work to be sub-contracted subject to the approval of the Engineer.
Details of technical staff and the number of operatives to be employed by sub-contractors shall be shown in Schedule 5. Name and Address of Sub-Contractor Nature of Work to be Sub-Contracted
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APPENDIX A Schedules to Tender
SCHEDULE 3 – METHOD OF WORKING AND PLANT UTILISATION The Tenderer shall state the proposed working arrangement including specific details of their proposals for the installation of ground anchorages and the erection of the catch fences on the Contract.
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APPENDIX A Schedules to Tender
SCHEDULE 4 – PLANT AND EQUIPMENT SPECIFICATIONS The Tenderer shall specify the numbers, type, model, manufacturer, age and ownership of all principal items of plant and specialist equipment to be allocated to the Contract.
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APPENDIX A Schedules to Tender
SCHEDULE 5 – SUPERVISORY STAFF The Tenderer shall submit herewith a detailed description of the management and supervision structure proposed for the Contract, comprising: Organisation structure; Names and curricula vitae of proposed key personnel including Site Agent. Particular attention will be paid to the nominated Site Agent when evaluating the bids from the various Tenderers as in accordance with Clause 15(20) of the CoC he/she shall be constantly on the Works and experienced with similar nature works; and Numbers of staff, technicians and operatives involved in carrying out the Works, including off-site personnel as appropriate. The frequency of time that off-site personnel shall be on Site shall be stated below.
Sub-Contractor’s staff and their positions within the overall scheme shall be clearly identified.
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APPENDIX A Schedules to Tender
SCHEDULE 6 – METHOD STATEMENTS Permanent Works The Tenderer shall provide a detailed description of all principal items of equipment and procedures involved in the proposed method for construction of the Permanent Works. This shall include, but not be limited to, ground anchorages and falling rock protection kit.
Temporary Works The Tenderer shall provide a detailed description of the exact temporary works allowed for in his tender to meet the requirements set out by the Designer’s Risk Assessment. This shall include, but not be limited to, erection of the rock fall catch fences.
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APPENDIX A Schedules to Tender
SCHEDULE 7 – PRELIMINARY WORKS PROGRAMME The Tenderer shall provide a Preliminary Works Programme as part of his Tender.
The Tenderer is required to provide programme and progress information in accordance with the Tender Documents and requirements of the Contract. Reference should be made to Clause 1.8 of Section 1 of the Specification (General).
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APPENDIX A Schedules to Tender
SCHEDULE 8 – SUPPLIERS OF MATERIALS The Tenderer shall provide hereunder details of the source of any imported materials to be incorporated into the Permanent Works. Components for Rockfall Protection Works: i) Falling rock protection kit superstructure (including test certificates, product manuals and erection procedures)
ii) Foundations for the falling rock protection kit (including connection details for catch fence post, upslope, downslope, lateral and intermediate anchorages)
iii) Concrete
iv) Ordinary Portland Cement
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APPENDIX A Schedules to Tender
SCHEDULE 9 – CONTRACTOR’S QUALITY ASSURANCE STATEMENT The Tenderer may include a statement setting out the position of his organisation with reference to BS 5750: 1987 Quality Assurance. Accredited firms may attach a copy of their Quality Manual.
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APPENDIX A Schedules to Tender
SCHEDULE 10 – CONTRACTOR’S HEALTH AND SAFETY POLICY STATEMENT The Tenderer shall attach or describe below his firm’s Site Safety Policy, with particular reference to arrangements for health and safety, training and supervision, accident and emergency procedures and the name of the Tenderer’s Safety Officer.
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APPENDIX A Schedules to Tender
SCHEDULE 11 – TENDER QUALIFICATIONS The Tenderer shall submit a compliant, unqualified tender, in accordance with the Instructions to Tenderers.
Should the Tenderer wish to submit an alternative (qualified) tender, the Tenderer shall set out below any requirements under the Contract for which he is unable to include in his tender. Qualifications causing significant departure from the Specification may lead to rejection of his tender.
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APPENDIX A Schedules to Tender
SCHEDULE 12 – DETAILS OF INSURANCES The Tenderer shall set out below the details of Employer’s Liability, Public Liability, All Risk Insurance and any other Insurances required under the Contract. Copies of the insurance documents will be required for transmission to the Employer’s Insurance for inspection.
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APPENDIX A Schedules to Tender
SCHEDULE 13 – DETAILS OF CONTRACTOR’S WORKING HOURS The Tenderer shall state below the normal working hours actually to be worked during the Contract taking into account the site hours detailed inClause 45(2) of the Conditions of Contract. Starting Time Finishing Time am pm
Monday to Friday Saturday
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APPENDIX A Schedules to Tender
SCHEDULE 14 – INDEPENDENT AND OFF-SITE LABORATORIES The Contractor shall state below the names and addresses of independent off-site laboratory facilities proposed for the Works.
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APPENDIX A Schedules to Tender
SCHEDULE 15 – SCHEDULE OF BASIC RATES FOR SPECIALIST PLANT
Unit Rate Item No. Description £ p BS 1 Rock drill 20 kg pneumatic, with 30 m airline £/hour BS 2 Breaker, pneumatic with 30 m airline £/hour Lightweight pneumatic/hydraulic drill mast and £/hour BS 3 consumables for cliff rig mount Heavy pneumatic/hydraulic drill mast and consumables for £/hour BS 4 excavator/tele mount BS 5 A frame/tele basket/360o L-bracket £/hour
BS 6 Airleg mount for rock drill £/hour
BS 7 Water pump £/hour
BS 8 Airline ¾” air hose (15 m) £/hour
BS 9 Airline 1.5” air hose (20 m) £/hour
BS 10 Small grout plant (Weldgrip) £/hour
BS 11 Large colloidal grout plant (e.g. Keller) £/hour
BS 12 Grout hose (25 m) £/hour
BS 13 Disc Cutter (petrol driven) £/hour
BS 14 Spenax Gun £/hour
BS 15 Rotary Borer, pneumatic £/hour
BS 16 Concrete Mixer £/hour
BS 17 Welding Set £/hour
BS 18 Air winch, 1,000 kg £/hour
BS 19 Tirfor winch plus cable, max 1,600 kg £/hour
BS 20 Stressing jack, 40 t £/hour
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX B Conditions of Contract
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APPENDIX B Conditions of Contract
CONDITIONS OF CONTRACT 1.0 GENERAL The Conditions of Contract applying to this Contract shall be the “Infrastructure Conditions of Contract – Measurement Version, August 2011” which is based on the ICE Conditions of Contract and has been adopted by the Association for Consultancy and Engineering Civil Engineering Contractors Association subject to the following amendments to Clauses therein which amendments shall form part of the said Conditions of Contract.
2.0 DEFINITIONS Clause 1(1)(a) “Employer” shall mean HM Government of Gibraltar and includes the Employer’s personal representatives or successors. Clause 1 (1)(c) “Engineer” shall mean Golder Associates (UK) Limited or other Engineer appointed from time to time by the Employer and notified in writing to the Contractor to act as Engineer for the purposes of the Contract in place of the said Golder Associates (UK) Ltd.
3.0 CONTRACT AMENDMENTS Clause 2 – Duties and Authority of Engineer Delete Clause 2(1)(b) and substitute with the following:-
“(b) The Engineer may exercise the authority specified in or necessarily to be implied from the Contract. If the Engineer is required under the terms of his appointment by the Employer to obtain the specific approval of the Employer before exercising any such authority particulars of such requirements shall be those set out in the Appendix to the Form of Tender and /or by notice in writing from the Employer to the Contractor from time to time restricting the authority of the Engineer. In the event of such restriction or requirement, the Contractor shall look to the Employer to exercise the relevant authority or to confirm that he has given the relevant approval.” Clause 3 Assignment Delete Clause 3 and substituted with the following Sub Clauses 3(1) and 3(2)
Sub Clause 3(1): The Employer may, without the consent of the Contractor, assign the benefit of all or any of the contractor’s obligations under the Contract; and/or benefit arising under or out of the Contract.
Sub Clause 3(2): The Contractor shall not, without the prior written consent of the Employer, assign the benefit of all or any of the Employer’s obligations under the Contract; and/or any benefit arising under or out of the Contract. Clause 4 Sub-contracting Add the following Sub-Clause (6)
“(6) The Engineer shall not discuss any matter directly with Sub-Contractors. Should any Sub-Contractor require information, such information shall be supplied only through the Contractor who will if he is not already in possession of the information required, himself make the necessary application to the Engineer. The Contractor shall acquaint his Sub-Contractors with the terms of this Sub-Clause.”
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APPENDIX B Conditions of Contract
Clause 10 Performance Security In Sub Clause (1), the part of the first line “Within 28 days of the award of the Contract” is deleted and substituted by “No later than 3 days prior to the Date for Commencement of the Works under Clause 41”. Clause 15 Contractor’s Superintendence and Contractor’s Agent Clause 15(2) Contractor’s Agent Delete Sub Clause 15(2) and replace with the following:
“15(2)(a) The Contractor shall provide the Engineer with full details of the experience and qualifications of the competent and authorized agent or representative (“the Contractor’s Agent”) for the approval in writing by the Engineer on behalf of the Employer (which approval may at any time be withdrawn).”
“15(2)(b) Subject always to the terms of his contract of employment, the Contractor’s Agent shall first ensure that, so long as he remains an employee or servant of the Contractor and is not incapacitated by illness or otherwise nor absent in consequence of his reasonable holiday entitlement, the Contractor’s Agent will be constantly on the Works and shall give his whole time to the superintendence of the same. The Contractor’s Agent shall be in full charge of the Works and shall receive on behalf of the Contractor directions and instructions from the Engineer or (subject to the limitations of Clause 2) the Engineer’s Representative. The Contractor’s Agent shall be responsible for the safety of all operations.”
“15(2)(c) The Contractor’s Agent shall not be changed by the Contractor without the consent of the Employer to such change and the approval of the Engineer of the substitute pursuant to Clause 15(2)(a).”
“Clause 15(2)(d) The Engineer may at any time request the removal from the Works of the Contractor’s Agent for reasons of incompetence or inefficiency and request the prompt appointment of a satisfactory substitute, approved by the Engineer pursuant to Clause 15(2)(a).”
“Clause 15(2)(e) Any costs incurred by the Contractor in replacing the Contractor’s Agent (in any circumstances) shall be borne by the Contractor.” Clause 19 Safety and Security Add the following Sub-Clauses (4) and (5):
“(4) The Contractor shall conform with any safety legislation which is applicable to the Works especially, when working in or around contaminated conditions, confined spaces, culverts, tunnels, embankments or such similar locations of work. The Contractor shall ensure that his employees and sub-contractors also conform. In preparing the contract drawings and documents every endeavour has been made to assist the Contractor to comply with these requirements. However, the Contractor must make himself fully aware of the possible safety hazards and additional information which he may need to fulfil his obligations under the Contract. The Contractor shall provide the Engineer with any specific safety instructions relevant to the Works.
(5) The Contractor is deemed to be the Principal Contractor under the Construction (Design and Management, Health, Safety and Welfare) Regulations 1998 and accordingly he is required to comply with the requirements under the said ordinance.” Clause 22 Damage to Persons and Property The words “and the Engineer” shall be inserted after the words “indemnified the Employer” and “indemnify the Employer” on the Clause. Clause 26 Giving of Notices and Payment of Fees Within Clause 26, any reference to “Act of Parliament or any Regulation or Bye-law of any local or other statutory authority” shall be deemed to include the Laws of Gibraltar and Gibraltar Ordinances.
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APPENDIX B Conditions of Contract
Clause 28 Patent Rights The words “and the Engineer” shall be inserted after the words “indemnify the Employer” on the first line of the sub-clause. Clause 29 Interference with Traffic and Adjoining Properties Clause 29(1) Interference with Traffic and Adjoining Properties The following sentences are added after the word “matters” at the end of sub-clause (1):
“The Contractor shall so programme and execute the work as to ensure the safety of the general public, cause the minimum inconvenience to road users and maintain traffic on all public roads, as the approved Traffic Management Plan with the Highways Department, and maintain access to Public Utility Services to all premises. Whenever the Works interfere with existing public or private roads, footpaths or other ways over where there is a public or private right of way the Contractor shall ensure that there are alternative routes which shall include alternative access for vehicular and pedestrian traffic constructing temporary diversion routes or roads or footpaths where necessary with a clear sign system installed. A care and maintenance system must be introduced by the Contractor on a daily basis to ensure that all footpaths, roads and accesses are safe, level and effective for the duration of the Works”. Clause 29(2) Noise Disturbance and Pollution Delete Sub Clause 29(2) and replace with the following:-
“29(2) The Contractor shall take all reasonable precautions to prevent any nuisance or inconvenience to the owners, tenants or occupiers of other premises upon or in the locality of the site and to the public generally, including measures to reduce the nuisance from noise, dust, smell, fumes, leakages, obstruction and vibration during the carrying out of the Works.” Clause 29(3) Indemnity by Contractor The following sentences are added after the words “liability” at the end of sub-clause (3):
“For the avoidance of doubt, the Engineer may issue the Contractor such instructions as he considers necessary if any injunction is granted or court order is made in consequence of any such nuisance or inconvenience, but (save as aforesaid) no such instruction shall be construed as a variation under sub-clause 51.” Clause 29(5) Add Sub Clause 29(5) after Sub Clause 29(4):
“29(5) Without prejudice to the Contractor’s obligations under Clause 8, if the carrying out of the Works or the remedying of any defects therein is likely to necessitate any interference (including the over sailing of tower crane jibs) with the rights of adjoining or neighbouring landowners, tenants or occupiers, then the Contractor shall without cost to the Employer obtain the prior written agreement of such landowners, tenants and/or occupiers, and such agreement shall be subject to the approval of the Employer before execution. The Contractor shall comply in every respect with any conditions contained in any such agreement.” Clause 35 Returns of Labour and Contractor’s Equipment This Clause shall be deleted and replaced by the following:
“The Contractor shall, if required by the Engineer, deliver to the Engineer’s Representative a daily form showing in detail the hours worked and the activity engaged upon by the individual work-people and items of plant employed on the site. He shall also supply a daily form showing in detail the docket number, delivery time, quantity and other information as may be required by the Engineer of all materials delivered to the site and the location and method in which these materials were incorporated in the Works. The Contractor shall require his sub-contractors to observe the provisions of this Clause”.
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APPENDIX B Conditions of Contract
Clause 44 Extension of Time for Completion In Sub Clause (2)(a), add after the words “…and make an assessment of the delay (if any)..” the words “in accordance with Sub Clause 44(6)”
In Sub Clause (2)(b) add after the words “…make an assessment of the delay..” the words “in accordance with Sub Clause 44(6)”
Add the following Sub Clause 44(6):-
“44(6) Notwithstanding the generality of the foregoing, the Engineer shall, in assessing any delay or extension of time for the purpose of Sub Clause 44(2): a) Not take into account any event or cause of delay which is in any way consequent upon or necessitated by any negligence, omission, default, breach of contract or breach of statutory duty of the Contractor, his servant or agent or any Sub-contractor or Supplier or their respective servants or agents; or b) Any delay which is concurrent with another delay for which the Contractor is responsible; c) Take into account an event or cause of delay only if and to the extent that the Contractor establishes to the satisfaction of the Engineer that he has used his best endeavours to adjust the order and sequence in which he proposes to execute the Works in such a manner as to minimise the effects of the delay in, or if possible to avoid altogether any delay in, the progress of the Works; d) Take into account only those events or causes of delay which appear to him to be likely to result in the eventual delay in completion of the Works (or, as the case may be, a Section thereof) in accordance with the Contract.” Clause 45 Night and Sunday Work Existing clause shall be redefined as 45(1).
Add new sub-clauses 45(2) and 45(3):
Sub Clause 45(2) The normal working hours during the Contract will be as stated by the Contractor in Schedule 13 but within the site working hours as permitted below: Monday to Saturday 08:00 to 18:00
Sunday or Gibraltar Public Holiday working shall be subject to agreement with the Employer
Sub Clause 45(3) The Engineer may consider some activities, which are at low noise and vibration levels, to be carried out outside the working hours specified in Sub-clause (2), except the extended Easter Shutdown. The Contractor shall submit details of any activities, including plant, equipment, working areas and labour, he proposes to carry out outside the normal working hours for the approval of the Engineer. The information shall be supplied at least one week prior to commencement of these works. The Engineer’s decision shall be final without stating reasons for rejection. No work outside normal working hours should be carried out without the prior written approval of the Engineer. Clause 47 Liquidated Damages Clause 47(3) Damages not a Penalty The following sentences are added after the words “penalty” at the end of sub-clause (3):
”The recovery by the Employer of liquidated damages under this Clause shall not in any way relieve the Contractor from his obligation to complete the Works (whether the whole of the Works or any Section of the Works), nor from any of his other obligations or liabilities under the Contract.”
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APPENDIX B Conditions of Contract
Clause 52 Alterations, Additions and Omissions Clause 52(6) Dayworks Clause 52(6) shall be deleted and shall be replaced by the following:
“The Engineer may if in his opinion it is necessary or desirable order in writing that any additional or substituted work shall be executed on a dayworks basis. The Contractor shall then be paid for such work at the rates and prices and under the conditions contained in the “Schedule of Dayworks carried out incidental to Contract Works” hereinafter referred to as the “Schedule of Dayworks”, issued by the Federation of Civil Engineering Contractors, London, subject to the following overriding conditions”: The “Schedule of Dayworks” shall be the edition current at the Designated Date; Labour for dayworks will be reimbursed at the all-in rates priced by the Contractor in the Schedule provided in the Bill of Quantities; The rates and prices payable in respect of materials used in dayworks shall be those current at the Designated Date as stated in the Schedule of Basic Prices.
The rates and prices payable for plant used in dayworks shall be at the rates in the “Schedule of Dayworks” but deeming the sterling rates listed as being in fact Gibraltar currency without applying any currency conversion factors. Provision is made in the Bill of Quantities for the Tenderer to enter a percentage increase or decrease for these rates, should he so wish. The rates will not be subject to any further change arising out of new editions of the “Schedule of Dayworks”, currency fluctuations or any other cause. Clause 57 Method of Measurement This clause is deleted and the following clause substituted:
“Except where any statement or general or detailed description of the work in the Bill of Quantities expressly shows to the contrary, the Bill of Quantities shall be deemed to have been prepared and measurements shall be made according to the procedure set forth in the “Civil Engineering Standard Method of Measurement” (4th Edition 2012) approved by the Institution of Civil Engineers and the Federation of Civil Engineering Contractors, notwithstanding any general or local custom”. Clause 60 Certificates and Payment Clause 60(2) Monthly payments The opening paragraph shall be amended to read “Within fourteen days of the date of delivery to the Engineer in accordance with sub-clause (1) of this Clause of the Contractor’s monthly statement the Engineer shall certify and within a further fourteen days the Employer shall pay the Contractor (after deducting any previous payments on account):” Clause 66 Avoidance and Settlement of Disputes Sub Clause 66 (1) Avoidance of disputes Delete “any one or more of the procedures set out in Clauses 66A 66B 66C or 66D shall apply” and replace with “the procedures set out in Clause 66A shall apply” Clause 66A Notice of Dispute and Amicable Dispute Resolution Sub Clause 66A(1) Notice of Dispute Delete from Sub Clause 66A(1) the words “(other than Clauses 66 66A 66B or 66C)” and replace with “ (other than Clauses 66 or 66A)”.
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APPENDIX B Conditions of Contract
Sub Clause 66A (2) Amicable Dispute Resolution Delete Sub Clause 66A(2)(a) and replace with “The Employer or the Contractor may at any time by notice in writing seek the agreement of the other party for a dispute identified in a Notice of Dispute (or a matter which if not resolved could become a dispute) to be considered for resolution by negotiation between the parties or by conciliation.”
Delete Sub Clause 66A(2)(c) and replace with “The conciliator shall not be called as a witness in any legal proceedings arising out of or in connection with the matter referred to him unless he and both the parties otherwise agree.” Sub-Clause 66A(3) Effect on Contractor and Employer Delete Sub-Clause 66(3)(b)(ii) and replace with the following:
“(ii) the recommendation of a conciliator has been accepted by both parties or (iii) the decision of the Engineer is revised by the Courts of Gibraltar and an award made and published.” DELETE Clause 66B 66C and 66D and replace with Clause 66B Conciliation “In relation to any dispute notified under Clause 66A (2) and in respect of which: a) The Engineer has given his decision; or b) The Engineer’s decision has not given his decision with one calendar month after the Notice of Dispute each party may give notice in writing requiring the dispute to be referred to a conciliator under the provision of Clause 66A(2)(a). Either party may within 28 days of the receipt of the conciliator’s recommendation give notice to the other party that the conciliator’s recommendation is rejected. Either party may then refer the matter to the courts and any dispute or difference so referred, as to the construction of the Contract or any matter or thing or whatsoever nature arising under the contract on in connection herewith, arising between the Employer or the Engineer on his behalf and the Contractor, either during the progress or after the completion or abandonment of the Works or after the determination of the employment of the Contractor, shall be finally determined in the courts of Gibraltar and not in arbitration. The party requiring that a dispute or difference be referred to the courts shall serve on the other party a Notice of Rejection of the conciliator’s recommendations.” Clause 69 Tax Matters Clause 69 shall be deleted. Clause 70 Value Added Tax Clause 70 shall be deleted.
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APPENDIX B Conditions of Contract
Clause 71 CDM Regulations 1994 Delete existing Clause 71 and insert new Clause 71 below: 1) In this clause: a) “The Regulations” means the Construction (Design, Management, Health, Safety and Welfare) Regulations 1998 or any statutory re-enactment or amendment thereof for the time being in force. b) “Planning Supervisor” and “Principal Contractor” means the persons so described in Regulation 6(1)(a) and 6(1)(b) respectively of the Regulations. c) “Health and Safety Plan” means the plan prepared by virtue of Regulation 15 of the Regulations.
2) Where and to the extent that the Regulations apply to the Works and: a) The Engineer is appointed Planning Supervisor and/or b) The Contractor is appointed Principal Contractor; then in taking any action as such they shall state in writing that the action is being taken under the Regulations.
3) a) Any action under the Regulations taken by either the Planning Supervisor or the Principal Contractor and in particular any alteration or amendment to the Health and Safety Plan shall be deemed to be an Engineer’s instruction pursuant to Clause 13. Provided that the Contractor shall in no event be entitled to any additional payment and/or extension of time in respect of any such action to the extent that it results from any action lack of action or default on the part of the Contractor. b) If any such action of either the Planning Supervisor or the Principal Contractor could not in the Contractor’s opinion reasonably have been foreseen by an experienced contractor the Contractor shall as early as practicable give written notice thereof to the Engineer. Clause 72 Special Conditions Add under Clause 72:
1) Social Considerations and Employment Opportunities During the discharge of this Contract, the Contractor shall use its best endeavours to assist the Department of Employment in finding employment for persons registered as long term unemployed and seeking employment (the “Registered Unemployed”). In the event that as a direct result of being awarded this Contract, employment opportunities arise for persons who are Registered Unemployed, the Contractor shall not advertise the employment opportunity without obtaining the prior written consent of the Director of Employment or an officer from the Ministry of Business and Employment and, if so requested by the Director or official, the Contractor shall first consider the employment of Registered Unemployed persons as shall be provided by the Department of Employment or the Ministry of Business and Employment.
In the event that the Contractor terminates the employment of a person who was Registered Unemployed prior to or during the discharge of this Contract, the Contractor shall use its best endeavours to liaise with the Department of Employment or Ministry of Business and Employment to replace that person with another person who is Registered Unemployed.
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APPENDIX B Conditions of Contract
Short Description of the Works All Permanent and Temporary Works in connection with the Rockfall Protection Works at the Eastside Water Catchments – Phase 1A. Form of Tender (NOTE: The Appendix forms part of the Form of Tender) To ......
......
...... GENTLEMEN,
Having examined the Drawings, Conditions of Contract, Specification and Bill of Quantities for the construction of the above-mentioned Works (and the matters set out in the Appendix hereto) we offer to construct and complete the whole of the said Works in conformity with the said Drawings, Conditions of Contract, Specification and Bill of Quantities for such sum as may be ascertained in accordance with the said Conditions of Contract.
We undertake to complete and deliver the whole of the Permanent Works comprised in the Contract within the time stated in the Appendix hereto.
If our tender is accepted we will, if required, provide security for the due performance of the Contract as stipulated in the Conditions of Contract and the Appendix hereto.
Unless and until a formal Agreement is prepared and executed this Tender together with your written acceptance hereof, shall constitute a binding Contract between us.
We understand that you are not bound to accept the lowest or any tender you may receive.
We are, Gentlemen,
Yours faithfully,
Signature ...... Address ......
......
Date ...... * Complete as appropriate
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APPENDIX B Conditions of Contract
FORM OF TENDER (APPENDIX) NOTE: Relevant Clause numbers are shown in brackets
Appendix - Part 1 (to be completed prior to the invitation of Tenders)
1 Name of the Employer (Clause 1(1)(a)): HM Government of Gibraltar Address: 6 Convent Place, Gibraltar.
2 Name of the Engineer (Clause 1(1)(c)): Golder Associates (UK) Ltd Address: 2nd Floor Sirius Building, The Clocktower, Flassches Yard, South Gyle Crescent, Edinburgh, EH12 9LB, United Kingdom
3 Defects Correction Period (Clause 1(1)(s)) 52 weeks
4 Parts or Sections of the Works which shall not be sub-contracted All Works without the Engineer’s prior written approval:
5 Number and type of copies of Drawings to be provided (Clause 6(1)(b)) 4 nr A4/A3,pdf
6 Form of Agreement (Clause 9) Required Signed
7 Performance Bond (Clause 10(1)) Not Required Amount of Bond (if required) to be nil
8 Minimum amount of third party insurance (persons and property) (Clause 23(3)) £5,000,000. each and every occurrence 9 Works Commencement Date (if known) (Clause 41(1)(a))
10 Time for Completion (Clause 43)a For the whole of the Works 8 weeks
11 Liquidated damages for delay (Clause 47)
per week limit of liability EITHER for the whole of the £5,500 ...... £50,000 ...... Works £ ...... £ ...... OR for Section A (as above) £ ...... £ ...... Section B (as above) £ ...... £ ...... Section C (as above) £ ...... £ ...... Section D (as above) £ ...... £ ...... the Remainder of the Works (as above)
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APPENDIX B Conditions of Contract
12 Vesting of materials not on Site (Clauses 54(1) and 60(1)(c)) (if required by the Employer)d 1. 2. 2. 4. 5. 6.
13 Method of measurement adopted in preparation of Bills of Quantities (Clause 57)e CESMM 4 14 Percentage of the value of goods and materials to be included in Interim Certificates (Clause 60(2)(b)) 80% 15 Minimum amount of Interim Certificates (Clause 60(3)) £5,000
16 Rate of retention (recommended not to exceed 5%) (Clause 60(5)) 5%
17 Limit of retention (% of Tender Total) (Clause 60(5)) 3%
18 Bank whose Base Lending Rate is to be used (Clause 60(7)) Barclays Bank
19 Requirement for prior approval by the Employer before the Engineer can Act. DETAILS TO BE GIVEN AND CLAUSE NUMBER STATED (Clause 2(1)(b))r ......
20 Name of the CDM Co-ordinator (Clause 71 (1)(c)
Giovanni Barbara, Technical Services Department, HM Government of Gibraltar ......
21 Name of the Principal Contractor (if appointed) (Clause 71 (1)(c)
a If not stated is to be completed by Contractor in Part 2 of the Appendix. b To be completed if required, with brief description. Where Sectional completion applies the item for “the Remainder of the Works” must be used to cover the balance of the Works if the Sections described do not in total comprise the whole of the Works. c Delete where not required. d (If used) Materials to which the Clauses apply must be listed in Part 1 (Employer’s option) or Part 2 (Contractor’s option) e Insert here any amendment or modification adopted if different from that stated in Clause 57. f If there is any requirement that the Engineer has to obtain prior approval from the Employer before he can act full particulars of such requirements must be set out above.
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APPENDIX B Conditions of Contract
Appendix - Part 2 (To be completed by Contractor)
1 Insurance Policy Excesses (Clause 25(2)) £ ...... Insurance of the Works (Clause 21(1)) £ ...... Third party (property damage) (Clause 23(1)) £ ......
2 Time for Completion (Clause 43) EITHER for the whole of the Works ...... weeks OR for Sections of the Works (Clause (1)(u)) (as detailed in Part 1 of the Appendix)
3 Vesting of materials not on site (Clauses 54(4) and 60(1)(c)) (at the option of the Contractor - see d in Part 1)
1. 4.
2. 5.
3. 6.
4 Percentage(s) for adjustment of PC sums (Clauses 59(2)(c) and 59(5)(c)) (with details if required) ......
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APPENDIX B Conditions of Contract
FORM OF AGREEMENT
THIS AGREEMENT made the ...... day of ......
BETWEEN ......
Of ...... in the County of ...... hereinafter called “the Employer”) and ...... of ...... in the County of ...... hereinafter called "the Contractor")
WHEREAS the Employer is desirous that certain Works should be constructed, namely all Permanent and Temporary Works in connection with Rockfall Protection Works at the Eastside Water Catchments and has accepted a Tender by the Contractor for the construction and completion of such Works
NOW THIS AGREEMENT WITNESSETH as follows:-
1) In this Agreement words and expressions shall have the same meanings as are respectively assigned to them in the Conditions of Contract hereinafter referred to.
2) The following documents shall be deemed to form and be read and construed as part of this Agreement, namely:
a. The said Tender and written acceptance thereof b. The Drawings
c. The Conditions of Contract and Amendments to Conditions of Contract
d. The Specification e. The Priced Bill of Quantities
3) In consideration of the payments to be made by the Employer to the Contractor as hereinafter mentioned the Contractor hereby covenants with the Employer to construct and complete the Works and maintain the Permanent Works in conformity in all respects with the provisions of the Contract.
4) The Employer hereby covenants to pay the Contractor in consideration of the construction and completion of the Works and maintenance of the Permanent Works the Contract Price at all times and in the manner prescribed by the Contract.
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APPENDIX B Conditions of Contract
IN WITNESS whereof the parties hereto have caused their respective Common Seals to be hereunto affixed (or have hereunto set their respective hands and seals) the day and year first above written. SIGNED on behalf of the said ...... Ltd/plc Signature ...... Signature ...... Position ...... Position ...... In the presence of ...... In the presence of ...... or SIGNED SEALED AND DELIVERED AS A DEED by the said ...... Ltd/plc in the presence of ......
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX C Specification Section 0 - Preamble
September 2016 Report No. 1535219.500/A.3
APPENDIX C Specification 0 - Preamble
0.0 PREAMBLE 0.1 Project Location and Description of the Works 0.1.1 General Description of the Site Gibraltar stands near the junction of the continents of Europe and Africa, and close to the boundary of the Mediterranean Sea with the Atlantic Ocean. Gibraltar has a total land area of approximately 5.8 km2. It forms a narrow peninsula 5.2 km in total length and 1.6 km in maximum width, protruding southwards into the Mediterranean Sea from southern Spain.
Topographically, the peninsula can be described in terms of three parts. From north to south these comprise: The Isthmus. A narrow neck of low-lying land, at approximately 3 m above sea level, which joins Gibraltar with mainland Spain; The Main Ridge. From the North Front southwards for nearly 2.5 km, the Rock of Gibraltar forms a sharply ridged crest rising to a maximum height of 424 m above sea level. In an east-west profile the ridge is asymmetric. The eastern side slopes very steeply down to the sea. The lower parts of this slope are moderated by Scree Breccia and windblown sands, but the limestone cliffs above are nearly vertical. In places the Scree Breccia has been quarried leaving steep scree cliffs. In contrast, the western slope is less steep. Midway down the western slope there is a north-south trending cliff-line. The lower parts of this slope are covered in sands and locally in Scree Breccias; and, The Southern Plateaux. South of the Main Ridge, the Rock slopes steeply down to the Windmill Hill Flats, which is a flat plateau inclined gently southwards from 130 m down to 90 m above sea level. This plateau is bordered further south by a second abrupt slope which leads down to the Europa Flats plateau, inclined further southwards from some 40 m down to 30 m above sea level. Steep cliffs fringe this plateau where it meets the Mediterranean Sea.
The Site is located on the east side of Gibraltar, see Drawing 1. A plan of the Site is shown on Drawing 2. The approximate alignment of the Phase 1A rockfall catch fence is shown on Drawing 3. 0.1.2 General Description of the Works The rockfall protection works comprise the construction of a 5000kJ rated falling rock protection kit of 7 m in height at the alignment shown in Drawing 3, including all temporary works, block removal from the slope and all associated components such as the anchoring system. The fence shall comply with Category A by ETAG 027 with components of Category A corrosion resistance under EN10244-2 and EN 102464-2.
The Phase 1A catch fence spans approximately 40 m across the area indicated in Drawing 3. The quantities given herein are estimated and the actual values may differ depending on the proprietary rockfall protection system proposed by the Contractor.
The Contractor shall be responsible for the design of all the Permanent Works associated with the falling rock protection kit, including ground anchorages and for the construction of the above stated Works. The design of all Temporary Works shall be the responsibility of the Contractor.
The Contractor shall have the freedom to choose his own methods of construction for the Works subject to the proprietary falling rock protection kit being approved by the Engineer at the Date of Award or otherwise agreed by the Engineer whose approval shall not be withheld unless it is considered that the alternative proposals are not to a similar or higher specification to that proposed by the Contractor at tender stage. Access to the Site will be from Sir Herbert Miles Road and the method of access, as elected by the Contractor, as well as the storage of equipment must not interfere with the use Sir Herbert Miles Road unless a traffic management plan is approved by the Gibraltar Highways Agency. The method of works chosen by the Contractor will need to meet the manufacturer’s expectations.
Where necessary, the Contractor shall manage traffic to and from the Site. If any traffic management or possession of the public highway is required, this will need to be agreed by the Contractor with the Highways
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APPENDIX C Specification 0 - Preamble
Department in advance of the commencement of the works. Any traffic taking material off Site for disposal shall be managed by the Contractor.
The Contractor should note that confined working areas and restricted access exist within the Site as well as weight and width restrictions that may apply to access routes to the Site. Works areas shall be made available by the Employer to the Contractor for him to carry out his work.
The Designer, as defined by the CDM Regulations, has a responsibility to avoid, as far as is reasonably practicable, foreseeable risks to the health and safety of any person carrying out construction work within the Site.
The Contractor shall make provisions within his Method Statements and Works Programme to take account of these construction constraints. 0.2 Attendances Provided By the Employer The Employer shall provide an area in which the Tenderer can set up welfare services. 0.3 Design Responsibility The Contractor shall be responsible for the design of all Temporary and Permanent Works associated with the construction of the 5000kJ 7m high falling rock protection kit including foundations.
The Engineer has provided a reference design document for ground anchorages (sub-structure) based upon trial anchorages, in Appendix N. The Engineer has also specified the capacity requirements of falling rock protection kit (superstructure) herein.
The Contractor shall note that in accordance with Conditions of Contract Clause 8(2) he shall be responsible for the design of the Permanent Works associated with the construction of the 5000kJ 7m high falling rock protection kit both in terms of sub-structure and superstructure. With regards to the sub-structure permanent works design, The Contractor shall be required, prior to the construction of any permanent sub-structure works, to carry out trials with their chosen anchorage system(s), supported by calculations, drawings and other information as shall be necessary to satisfy the Engineer as to the suitability and adequacy of the design to support the superstructure. With regards to the superstructure, the Contractor shall be required, prior to commencing construction of the Temporary and Permanent Works, to submit calculations, drawings, specifications and other information as shall be necessary to satisfy the Engineer as to the suitability and adequacy of the super-structure design.
Approval by the Engineer of the Temporary or Permanent Works design does not relieve the Contractor of any of their responsibilities under the Contract.
On completion of the Permanent Works, the Contractor shall be required to obtain a technical report and completion certificate from the falling rock protection kit manufacturers that the fence has been constructed in accordance with their technical specifications, product manual and construction plan. To meet this requirement, the Contractor shall offer sufficient opportunities during the design and construction of the falling rock protection kit and foundations for the manufacturer to visit the Site. The Engineer shall be given 7 days’ notice of any planned visits to Site by the manufacturer or his approved representatives. 0.4 Schedules of Critical Dates 0.4.1 Date of Commencement and Duration The Date of Commencement of the Works shall be within 21 days of the award of the Contract. The Contractor shall be required to complete the Works within 8 weeks, excluding recognised construction and Gibraltar public holidays as stated in the Conditions of Contract. 0.4.2 Liquidated Damages The Contractor’s attention is drawn to the provisions in the Conditions of Contract regarding the application of liquidated damages.
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APPENDIX C Specification 0 - Preamble
0.5 Programme Restraints The Contractor’s attention is drawn to some possible programme restraints, which he shall take adequate provision in his Works Programme: a) The Contractor shall make adequate provision in his programme for delays anticipated due to conditions conducive to rockfall activity; b) The Contractor shall make adequate provision in his programme for the importation of plant, equipment and materials to Gibraltar and to carry out laboratory and in-situ testing on these materials; c) The Contractor shall make adequate provision in his programme for investigation, suitability and acceptance testing defined in the Specification; d) The Contractor shall make adequate provision in his programme for the arrangements of access to and from the Site. e) Notwithstanding any information indicated or supplied on the Drawings, the responsibility for obtaining all permits, statutory approvals and agreements of all Government and other statutory bodies and utility providers to his sequence and programme of the Works shall remain with the Contractor; f) The Contractor shall not assume that any relaxation of weight limits or temporary closure of lanes or whole roads for the duration of the Contract will be granted by any Government Department for this Contract. Temporary road or lane closures shall be obtained in accordance with 0.5 (d) above; g) The Contractor shall make adequate provision in his programme to protect flora and fauna identified by the Engineer to ensure that, where practicable, disturbance is kept to a minimum; h) The Contractor shall make adequate provision in the programme for preparation, submission and approval of designs for falling rock protection kits, method statements, Health and Safety Plans, trials, and other materials. The programme shall reflect the approval period indicated in the tender documents. 0.6 Construction Constraints a) The Contractor shall ensure that the design, construction and performance of the Temporary Works, or any Permanent Works for which he has design responsibility, shall be such that any ground movements in and around the Site will not result in movement, settlement and/or subsidence of the ground that causes damage to any existing buildings and structures, slopes, roads, footpaths, utilities or the Works; b) The Contractor shall be responsible for assessing the stability and subsequently for protecting, stabilising, maintaining and monitoring any existing or temporary slopes within or adjacent to the Site which may be affected by the Works; c) The Contractor shall be responsible for protecting all exposed services, pipelines and structures within or adjacent to the Site; d) The Contractor shall be responsible for preparing and managing a Dust Plan that will prevent adverse environmental effects within the surrounding area; e) The Contractor shall adopt methods of construction which take account of the access restrictions to and from the Site. These shall include any weight, height or traffic management restrictions that shall be enforced by the Highways and Sewers Department, Technical Services Department or other Government Department. The Contractor should be aware that there are weight restrictions in place on roads approaching the slopes and that he shall not assume that any waiving of these restrictions will be given by the Highways Department; f) The Contractor shall adopt means of storing equipment so as not to affect access along Sir Herbert Miles Road or third party access to parts of the Eastside Water Catchments outside the Site Boundary shown on Drawing 2;
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APPENDIX C Specification 0 - Preamble
g) Any works carried out by the Contractor will need to meet the Engineer’s expectations based on the manufacturer’s specification; h) The extent of temporary protection works will need to be agreed in detail between the Engineer and the Contractor but shall be at least those outlined in Section 0.1.2; i) The Contractor shall be responsible to ensuring that the works are carried out within the noise and dust control regulations current at the time the works are undertaken; j) The Contractor shall be responsible for reducing, as far as practicably possible, the amount of disturbance to the natural vegetation growing at Site. No trees with a girth greater than 50 mm shall be cut down without prior written approval from the Engineer; k) The Contractor shall be responsible for ensuring all efforts are made to protect rare species of plant identified within the vicinity; and l) The Contractor shall provide temporary works such that the use of the highway of Sir Herbert Miles Road is maintained throughout the works with no significantly elevated hazard to users of the highway. 0.7 Special Precautions a) Pre-Construction Condition Survey:
Prior to the commencement of the Works, a condition survey to record the pre-Works condition of adjacent structures in the vicinity of the Site shall be carried out by the Contractor. The areas to be surveyed are the immediate area of the Site and the surrounding public areas on Sir Herbert Miles Road. 0.8 Access to Site The Site is accessed from Sir Herbert Miles Road. Any works activities that may disrupt usage of the public highway must be covered by a traffic management plan approved by the Gibraltar Highways Agency 0.9 Weather Measurement The Contractor is required to provide to the Engineer, at the end of each calendar month, electronically formatted weather records (Excel format) from the Gibraltar RAF Airfield monitoring station as prepared by the Meteorological Office. These weather records shall include: The hourly and daily rainfall (mm) for each calendar day; Wind direction, speed and maximum gusts (km/hr) per hour; and, Any other meteorological data that the Contractor considers is relevant to the safe operation of the Site. 0.10 Contractor to Meet Engineer As soon as practicable after any award of the Contract, the successful Contractor will meet with the Engineer to explore and agree procedures for anticipating and reporting, avoiding or minimising, monitoring, recording and valuing contemporaneously and properly, any changes or impediments to the works or their progress that may arise. Any agreements reached shall be recorded, and the agreed procedures shall be implemented by the Contractor and sub-contractors and the Engineer throughout the Contract to fulfil their purposes. 0.11 Existing Services Although there are no known active services within the Site, the Contractor shall obtain up-to-date service records from the utility companies. Information made available to the Contractor at tender stage by the Engineer or the Employer does not relieve the Contractor of his obligations under Clause 11 of the Conditions of Contract.
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APPENDIX C Specification 0 - Preamble
The Contractor shall include in his rates and prices for taking measures for the support and full protection of pipes, cables and other apparatus during the progress of the Works and for keeping the Engineer informed of all arrangements he makes with owners of privately owned services, Statutory Undertakers and Public Authorities as appropriate and for ensuring that no existing mains and services are interrupted without the written consent of the appropriate authority.
The Contactor shall make arrangements with the Statutory Undertakers and others concerned, for the coordination of his work with all work which needs to be done by them or their contractors concurrently with the Works. Compliance with the periods of notice given in this Appendix does not relieve the Contractor of his obligations.
Private services to individual properties have not generally been listed or show on the Drawings. The Contractor shall make arrangements with the Statutory Undertakers and others concerned for the phasing of all necessary disconnections and diversion of private services affected by the Works.
Disconnected apparatus shall be removed by the Contractor only with the prior consent of the Authority concerned.
The Contractor shall make his own arrangements with the utility companies for services to site accommodation or for the safe operation of the Site including, for example, dust suppression spraying with AquaGib saltwater supply.
A non-exhaustive list of the names, addresses and telephone numbers of the authorities serving in the locality are listed below:
Names Contact Details Name of Contact
Gibtelecom Engineering Department Mount Pleasant South Barrack Road PO Box 929 Ronnie Payas Gibraltar Tel: +350 52200 Fax: +350 42998 Email: [email protected]
Aqua Gib 10B Leanse Place Mr J R Lopez, Planned Works 50 Town Range Statutory Undertakers Superintendent PO Box 842
Gibraltar Brian C Rowbottom, IT and Tel: +350 40880 Planning Engineer Fax: +350 40881 Email: [email protected]
Gibraltar Electricity Authority Gibelec House Northmole Road
Gibraltar Tel: +350 48918 Fax: +350 77408
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX D Specification Section 1 - General
September 2016 Report No. 1535219.500/A.3
APPENDIX D Specification 1 - General
1.0 GENERAL INTERPRETATION OF DOCUMENTS 1.1 Application of the Specification 1) Any ambiguities or discrepancies between this Specification, the Drawings and European Standards, British Standards, British Standard Codes of Practice or other national standards stated in the Contract shall be referred to the Engineer, who will clarify such ambiguities or discrepancies in accordance with the provisions of the Conditions of Contract; 2) Any such clarification by the Engineer shall take into account the following principles;
3) In the event of any ambiguity or discrepancy between a specific requirement of this Specification or the Drawings on the one hand and any standard, code of practice or general requirement on the other hand, the specific requirement shall prevail; and
4) In the event of any ambiguity or discrepancy between standards or codes of practice, the higher or more stringent requirement shall prevail. 1.2 Abbreviations 1) Abbreviations used in this Specification shall have the following meanings: AASHTO : American Association of State Highway and Transportation Officials
AWWA : American Water Works Association
ASTM : American Society for Testing and Materials BQ : Bills of Quantities
BS : British Standard
CCTV : closed circuit television CD : Chart Datum
CI : cast iron
CP : British Standard Code of Practice CS : Construction Standard
DI : ductile iron
DN : nominal size dn : nominal size of tees and tapers
EN : European Standard
FGL : finished ground level, or finished level of the Permanent Works CC : Conditions of Contract
GI : galvanised iron
HDPE : high density polyethylene HSFG : high strength friction grip
ISO : International Organisation for Standardization
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APPENDIX D Specification 1 - General
OPC : ordinary Portland cement
PD : Principal Datum PFA : pulverised-fuel ash
PPFAC : Portland pulverised-fuel ash cement
PPM : parts per million PS : Particular Specification
PTFE : polytetrafluoroethylene
PVC : polyvinyl chloride
RHPC : rapid hardening Portland cement
SIS : Swedish Standard
CESMM : Standard Method of Measurement for Civil Engineering Works SRPC : sulphate resisting Portland cement
UPVC : unplasticised polyvinyl chloride
2) Abbreviations of units of measurement used in the GS shall have the following meanings:
oC : degrees Celsius
g : gram g/ml : gram per millilitre
g/m2 : gram per square metre
ha : hectare hr : hour
Hz : hertz
J : joule kg : kilogram
kHz : kilohertz
kJ : kilojoule km : kilometre
km/hr : kilometre per hour
kN : kilonewton kPa : kilopascal
kV : kilovolt
kW : kilowatt L : litre
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APPENDIX D Specification 1 - General
L/min : litre per minute
L/s : litre per second m : metre
m2 : square metre
m3 : cubic metre m/s : metre per second
Mg : megagram
Mg/ : megagram per cubic metre
min : minute
mL : millilitre
mm : millimetre mm2 : square millimetre
mm3 : cubic millimetre
mm/s : millimetre per second MPa : megapascal
N : newton
N/mm : newton per millimetre N/m2 : newton per square metre
No. : number
Pa.s : pascal second r/min : revolution per minute
r/s : revolution per second
s : second t : tonne
µm : micrometre
% : percentage 1.3 Glossary of Terms 1) Words and expressions to which meanings are assigned in any section of the Specification shall have the same meanings in other sections of the Specification except when the context otherwise requires.
2) Utilities are electricity, lighting, traffic control, telephone and other communication cables and gas, water, sewage and drainage pipes and ducts, including all associated protection, supports, ancillary structures, fittings and equipment.
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APPENDIX D Specification 1 - General
1.4 Trials and Approval 1) Reference in the Specification to the approval of the Engineer shall mean approval given by the Engineer in writing. Materials, methods of construction and any other matters which have been approved by the Engineer shall not be changed without the approval of the Engineer to the proposed changes.
2) Trials shall be carried out as stated in the Contract to demonstrate that proposed materials and methods of construction will produce work which complies with the specified requirements.
3) Trials shall be carried out before the relevant permanent work starts so as to allow the Engineer a sufficient period to determine if the trial complies with the specified requirements. The Contractor shall inform the Engineer 24 hours, or such shorter period agreed by the Engineer, before the trial starts.
4) Trials shall be carried out using materials and methods of construction of the types submitted to the Engineer, and at locations agreed by the Engineer.
5) If in the opinion of the Engineer work which complies with the specified requirements has not been produced in the trial, particulars of proposed changes to the materials or methods of construction shall be submitted to the Engineer; further trials shall be carried out until work which complies with the specified requirements has been produced in the trial unless otherwise agreed by the Engineer. Works for which trials are required shall not commence until in the opinion of the Engineer work which complies with the specified requirements has been produced in the trial.
6) Unless permitted by the Engineer, the materials and methods of construction used to produce work which complies with the specified requirements in a trial shall not be changed unless further trials have been carried out to demonstrate that the proposed changes are satisfactory. 1.5 European Standards, British Standards, Codes of Practice and Other Standards 1) Unless otherwise stated in the Contract, reference in the Specification to European Standards, British Standards, British Standard Codes of Practice and similar standards shall be to that edition of the document stated in the Specification.
2) Later editions of British Standards, British Standard Codes of Practice and other similar standards, or standards which are considered to be equivalent, shall not apply unless approved by the Engineer. The Engineer shall not be bound to give or withhold his approval until the Contractor has provided him with a copy of the relevant standard for information. If approval is given, the Contractor shall provide two copies of the document for use by the Engineer.
3) Should the Contractor at any time propose the use of materials or work not complying with such standards and should such proposals be accepted such acceptance shall be conditional inter alia on the Contractor reimbursing to the Employer all costs of checking and redesign thereby necessitated. 1.6 Specifications in Metric and Imperial Units Specifications in imperial units shall not be substituted for specifications in metric units stated in the Contract unless approved by the Engineer. 1.7 Dimensions from Drawings Dimensions shall not be obtained by scaling from the Drawings. Dimensions which are not shown on the Drawings or calculable from dimensions shown on the Drawings shall be obtained from the Engineer.
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APPENDIX D Specification 1 - General
PROGRAMME 1.8 Programme 1) The Contractor shall provide the programme in a form of a bar chart produced as a result of a ‘critical path analysis’ and must abide by the constraints below. It shall show the level of detail appropriate to each stage of the Works and all activities and restraints, each of which shall be given a short title. All events shall be numbered and annotated with earliest and latest event dates.
2) Schedule of Constraints i) Work to privately and publicly owned services and supplies.
ii) Restriction on Access to the Sites, both physical and time of possession as outlined in Specification Section – Preamble.
iii) Possession (property, etc). iv) Traffic safety and management including notice requirements.
v) Restrictions arising from the use of substances hazardous to health.
vi) Provision of environmental protection prior to the main construction operations (environmental barriers, etc). vii) Permanent Works Design in relation to the rockfall protection system;
viii) Trials, Investigation Tests and demonstrations in advance of main construction.
ix) Compliance with technical approval procedures in relation to structures designed by the Contractor, including awaiting approvals, resubmissions and modifications.
x) The Contractor shall demonstrate to the Engineer that he has available suitable plant, labour and materials that will enable him to progress the work at such a rate as will ensure compliance with the Programme of Works including traffic management.
3) The level of detail should be not less than the following:
i) The Contractor shall programme the sequence of design and construction of the works to achieve the Critical Dates specified on the Drawings. The sequence shall be compatible with the Approved Programme and shall be subject to the Engineer’s approval.
ii) In addition to the programme to be submitted to the Engineer in accordance with the Conditions of Contract, the Contractor shall submit within a further 14 days a programme showing a detailed breakdown of the work to be carried out. A programme showing the work completed to date, a detailed breakdown of the work to be carried out shall be submitted to the Engineer not later than a week before the Date of Commencement.
iii) Programmes submitted in accordance with Clause (2) shall be in the form of a bar chart showing the earliest and latest start and finish dates for each activity, and the critical path.
iv) The breakdown of the work to be shown for each Section of the Works on the programme submitted in accordance with Clause (2) shall be comprehensive. It shall include the key activities and key dates from the programme submitted under the Conditions of Contract, the information required under the Conditions of Contract, together with the following:
a) Each element of work should be divided into distinct self-contained stages or activities of work, including all temporary works.
b) Submission and Approval dates for Method Statements which include for and makes due allowance for conditions and all restrictions imposed in the Specification.
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APPENDIX D Specification 1 - General
c) Submission and Approval dates for Method Statements which include alternative approaches to that imposed by the Specification.
d) Submission and Approval dates for Materials to be used in the Permanent Works. e) Work to be carried out, including testing and commissioning.
f) Start and Practical Completion Dates for Testing required in the Contract.
g) In support of the Works Programme, a schedule of labour, plant and materials to be expended on each activity.
h) The anticipated productivity of each labour resource per week in relation to the relevant items set out in the Bill of Quantities.
i) The activities should show the duration, the start and finish dates and its predecessors.
j) The critical path should be marked.
k) Activities for which the Employer or Engineer is responsible should be identified, including the issue of critical drawings and other information, provision of materials by the Employer, nomination and approval of Nominated Sub-contractors and consideration and approval of drawings and proposals.
l) Work to be carried out by Government departments, utility undertakings and other contractors shall be clearly defined.
m) The allowance for weather conditions as defined in the Contractor’s Health and Safety Policy.
n) The Contractor shall be responsible for arranging, coordinating and agreeing with the utility undertakings a programme for their works. The Contractor shall make full allowance for time and provision of facilities for the utility undertakings in the preparation of his programmes.
CONTRACTOR'S SUPERINTENDENCE 1.9 Contractor’s Superintendence 1) The Contractor shall submit a Staff Organisation Plan. This plan shall be updated and resubmitted whenever there are changes to the staff. The Plan shall show the management structure and state clearly the duties, responsibilities and authority of each member of staff.
2) Full details shall be submitted of the qualifications and experience of all staff, including the specialists listed in Clause 1.11. 1.10 Particulars of Site Agent The Site Agent and his assistants shall have experience appropriate to the type and magnitude of the works and shall possess qualifications in a branch of engineering appropriate to their individual duties. The Site Agent shall be full time on Site and shall be employed by the Contractor and not any sub-contractor in accordance with Clause 15(2) of the Conditions of Contract. The Site agent and his assistants shall be fluent in English. 1.11 Particulars of Specialist Supervisor and Engineers 1) The Contractor shall employ on the Site in connection with each trade or speciality supervisors who are suitably experienced in that trade or speciality. The supervisor shall be on Site at all times when that trade or speciality is being carried out and shall directly supervise the personnel actually carrying out the tasks.
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APPENDIX D Specification 1 - General
2) The Contractor shall submit details of the qualifications and experience of the supervisor and any specialist engineers that he proposes to use for the earthworks and geotechnical works.
SAFETY 1.12 Safety 1) Adequate provision of safety equipment including as appropriate safety helmets, footwear, goggles, ear protectors, high-viz vests, safety belts, fire extinguishers, first aid equipment and other necessary safety equipment shall be made available on the Site at all times.
2) Safety equipment, scaffolds, working platforms, ladders and other means of access, and lighting, signing and guarding equipment shall be inspected and maintained regularly. Lights and signs shall be kept clean and easy to read. Equipment which is damaged, dirty, incorrectly positioned or not in working order shall be repaired or replaced immediately.
3) Exclusion or Managed Zones shall be clearly identified.
4) Posters in English and Spanish drawing attention to safety shall be displayed prominently on the Site. 5) Daily toolbox talks shall be undertaken. WORK IN ROADS 1.13 Approval for Temporary Traffic Arrangements and Control 1) In addition to any other requirements stated in the Contract, the temporary traffic arrangements shall be in accordance with conditions and restrictions imposed by the Government Highway Department and the Police, and temporary lighting, signing, guarding and traffic control arrangements shall be in accordance with conditions and restrictions imposed by the relevant authorities.
2) The Contractor shall make all arrangements with and obtain the necessary approvals from the Government Highway Department, the Police and any other relevant authority for temporary traffic arrangements and control. The Contractor should be aware that at least 14 days’ notice is normally required for the submission of a traffic management plan to the Highways Department but the Contractor should confirm this with the Highways Department directly at the time of preparing a traffic management plan. 1.14 Temporary Traffic Arrangements and Control 1) Temporary traffic diversions and pedestrian routes shall be provided where work in roads or footways obstruct existing vehicular or pedestrian access. The relevant work shall not commence until the approved temporary traffic arrangements and control have been implemented.
2) Temporary traffic light signals shall be a type approved by the Government Highway Department and the Police.
3) The arrangement of information contained on sign faces for temporary traffic directional signs shall be designed by the Contractor. The details of the background, borders and legends, including letters, numerals, characters and symbols shall comply with the requirements of the Government Highway Department and the Police.
4) Temporary traffic arrangements and control shall be inspected and maintained regularly, both by day and night. Traffic lights, lights and signs shall be kept clean and easy to read. Equipment which is damaged, dirty, incorrectly positioned or not in working order shall be repaired or replaced immediately.
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1.15 Particulars of Temporary Traffic Arrangements and Control The following particulars of the proposed temporary traffic arrangements and control shall be submitted to the Engineer for approval at least 7 days before the traffic arrangements and controls are implemented in each Area: a) Details of traffic diversions and pedestrian routes; b) Details of lighting, signing, guarding and traffic control arrangements and equipment; and c) Any conditions or restrictions imposed by the Government Highway Department and the Police or any other relevant authority, including copies of applications, correspondence and approvals. 1.16 Use of Roads and Footways 1) Roads and footways on the Site in which work is not being carried out shall be maintained in a clean and passable condition and shall not be used to store materials or park constructional plant or other vehicles.
2) Measures shall be taken to prevent excavated material, silt or debris from entering drainage systems in roads and footways; entry of water to the gullies shall not be obstructed.
3) Surfaced roads on the Site and leading to the Site shall not be used by tracked vehicles unless protection against damage is provided.
4) Constructional Plant and other vehicles leaving the Site shall be loaded in such a manner that excavated material, mud or debris will not be deposited on roads; loads shall be covered or protected to prevent dust being emitted. The wheels of Constructional Plant and other vehicles shall be washed when necessary before leaving the Site to avoid the deposition of mud and debris on roads.
5) The Contractor shall not assume that any part of the public highway or pavement outside the Site boundary may be occupied or taken up by any part of the works.
6) The Contractor’s attention is drawn to the restrictions imposed on vehicular access to the Site due to, but not exclusively, weight restrictions, height restrictions and road widths. The Contractor will be required to define and agree access routes with the relevant Government Department and the Police prior to mobilisation of heavy or wide plant. The Contractor shall make suitable allowance in his programme for the arrangements of access. The cost of arranging road closures, diversions and the like shall be borne by the Contractor.
7) The Contractor shall maintain all existing footpaths affected by the Works and all temporary covered walkways required to maintain access to these footpaths. The location of all existing footpaths may be modified, subject to approval of the Engineer.
8) For any temporary or permanent possession of footpaths required by the Works, the Contractor shall provide and maintain safe, illuminated and clean footpath diversions to the satisfaction of the Engineer.
9) The Contractor shall provide directly employed labourers with responsibility for maintaining footpath diversions in a clean, safe and clear condition. The names of these labourers shall be submitted to the Engineer for approval.
10) The Contractor’s attention is drawn to the provisions under the Conditions of Contract relating to use of the Permanent Works by Construction Traffic for access to and from the Site.
11) The Contractor’s attention is drawn to the limitations in the movement of machinery and plant on public roads due to weight limits and restrictions on height and width on roads and road tunnels. No waiving of weight restrictions shall be assumed by the Contractor.
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Work in Roads and Footways
1) Work in roads on the Site shall be carried out in sections such that the length of road occupied at any time does not exceed the width of one traffic lane unless permitted by the Engineer. Work in each section shall be completed and the road shall be reinstated and opened to traffic before work commences in the next section. Work in any section, including loading and unloading, shall be carried out in such a manner that traffic and utilities in the adjacent road and pedestrian access in the adjacent footway will be adequately maintained.
2) Before excavations are carried out in roads or footways, except in areas covered with paving blocks or tiles, the limits of the area to be reinstated shall be bounded by a continuous saw-cut groove. The groove shall be at least 6 mm wide and at least 50 mm deep. Cutting the groove and breaking out the road or footway shall be carried out in such a manner that the adjacent road or footways, including edges, are not damaged.
3) Excavated material shall not be stored adjacent to excavations in roads or footways unless permitted by the Engineer.
4) Vehicular access across excavations in roads shall be provided by steel covers. The covers shall be designed to BS 449: Part 2 and shall be capable of withstanding the full traffic load permitted to use the road. The covers shall be secured in position and shall have anti-skid coating so that the skid resistance values on the covers measured in accordance with BS 3262 shall be not less than 45. Sufficient steel covers shall be kept on the Site adjacent to excavations in roads to permit vehicular access across the excavations in case of emergency. 1.17 Reinstatement of Roads and Footways 1) Temporary diversions, pedestrian access and lighting, signing, guarding and traffic control equipment shall be removed immediately they are no longer required. Roads, footways and other items affected by temporary traffic arrangements and control shall be reinstated to the same condition as was existing before the work started or to such other condition as may be agreed or instructed by the Engineer.
CARE OF THE WORKS 1.18 Protection from Water 1) Unless otherwise permitted by the Engineer, all Work shall be carried out, as near as may be practicable in the circumstances, in dry conditions, except where the work is required to be carried out in or with water or other fluids.
2) The Works, including materials for use in the works, shall, where necessary and as near as may be practicable, be kept free of water and protected from damage due to water. Water on the Site and water entering the Site shall be disposed of by temporary drainage or pumping systems or by other methods capable of keeping the works free of water and protected from damage due to water. Silt and debris shall be intercepted by traps before water is discharged from the Site.
3) The discharge points of the temporary drainage and pumping systems shall be as approved by the Engineer. The Contractor shall make all arrangements with and obtain the necessary approvals and inspections from the relevant authorities for discharging water to drains, watercourses or the sea. The relevant work shall not start until the approved arrangements for disposal of the water have been implemented. 4) Measures shall be taken to prevent flotation of new and existing structures.
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1.19 Protection from Weather 1) Work shall not be carried out in weather conditions which may adversely affect the work unless protection by methods agreed by the Engineer is provided.
2) Permanent work, including materials for permanent work, shall be protected by methods agreed by the Engineer from exposure to weather conditions which may adversely affect the work or materials. 1.20 Protection of Work Finished work shall be protected by methods agreed by the Engineer from damage which could arise from the execution of adjacent work. Work shall be carried out in such a manner that work carried out by others, including Government departments, utility undertakings and other contractors, is not damaged.
DAMAGE AND INTERFERENCE 1.21 Damage and Interference 1) Work shall be carried out in such a manner that, as far as is reasonable and practicable, there is no damage to or interference with the following, other than such damage as is required to enable the execution of the Works: a) Watercourses or drainage systems;
b) Utilities;
c) Structures, roads including street furniture, or other property; d) Public or private vehicular or pedestrian accesses; and
e) Trees, graves or burial urns.
2) The Contractor shall inform the Engineer as soon as practicable of any item, utility or thing which is not stated in the Contract as requiring diversion, removal or relocation but which the Contractor considers as requiring diversion, removal or relocation to enable the Works to be executed. The Contractor shall not divert, remove or relocate any such item, utility or thing without the prior approval of the Engineer.
3) Items which are damaged or interfered with as a result of the Work being carried out and items which are diverted, removed or relocated to enable the Work to be carried out, shall be reinstated to the same condition as was existing before the work started or to such other condition as may be agreed or instructed by the Engineer.
4) All Works and movement of plant shall be carried out in such a manner as to cause as little inconvenience and disturbance as possible to nearby residents and the general public. The Contractor shall not enter or disturb any private land, graveyard, building, structure, urns or agricultural land outside the boundary of the Site, or otherwise, without the prior consent of the Engineer and land owner. 1.22 Watercourses and Drainage Systems 1) Existing watercourses and drainage systems shall be temporarily diverted as required to enable the work to be carried out. Particulars of the proposed diversions shall be submitted to the Engineer for approval at least 14 days before the relevant work starts. The diversions shall be maintained while the work is being carried out and shall be reinstated, including the removal of any obstructions to flow, as soon as practicable after the work is complete.
2) Measures shall be taken to prevent excavated material, silt or debris from being deposited in existing drainage systems, watercourses or the sea.
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3) Until all permanent drainage Works have been completed the Contractor shall provide and maintain temporary drainage measures across the reclamations, fill and excavations to accommodate all surface water runoff from the Site, the hillsides adjacent to the Site and the interfacing contracts and to discharge such runoff to the sea. 1.23 Utilities 1) The details of existing utilities are given for information only and the accuracy of the details is not guaranteed. The Contractor shall make his own enquiries and shall carefully excavate trial holes to locate accurately the utilities indicated to him by the utility undertakings. In addition, he shall comply with the requirements for protection, inspection and monitoring of utilities required of him by the relevant Utility Companies. The Contractor shall be responsible for any charges levied by the Utility Companies for carrying out their Works, including any attendance and inspection charges.
2) Temporary supports and protection to utilities shall be provided by methods agreed by the Engineer; permanent supports and protection shall be provided if instructed by the Engineer.
3) The Contractor shall inform the Engineer and the utility undertakings without delay of the following: a) Damage to utilities;
b) Leakage of utilities;
c) Discovery of utilities not shown on the Drawings; and
d) Diversion, removal, repositioning or re-erection of utilities which is required to enable the execution of the Works.
4) The Contractor shall take all steps necessary to enable the utility undertakings to proceed in accordance with the programme agreed between the Contractor and the utility undertakings under Clause 1.8(4). The Contractor shall maintain close liaison with the utility undertakings and shall inform the Engineer of any delays in Works by the utility undertakings.
5) Records of existing utilities encountered shall be kept by the Contractor on the Site and a copy provided for the Engineer. The records shall be agreed by the Engineer and shall contain the following details: a) Location of utility;
b) Date on which utility was encountered;
c) Nature and size of utility; d) Condition of utility; and
e) Temporary or permanent supports provided. 1.24 Structures, Roads and Other Property The Contractor shall immediately inform the Engineer of any damage to structures, roads or other property which is not required for the execution of the Works.
Access
1) The Contractor shall make his own arrangements for any access which he may require subject to the restriction outlined in Section 0.1.2. The Contractor shall ensure that access to every portion of the Site is continually available to the Engineer.
2) Vehicular entry to and exit from each works area shall be controlled by the Contractor and shall only be available at the locations permitted by the relevant Government Department, and the Engineer. Access to and from public roads shall be in forward gear only.
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3) The Contractor shall be responsible for ensuring that any access or egress through the Site boundary which is required as part of the Works is controlled such that no disturbance to residents or damage to property occurs as a result.
4) The Contractor’s attention is drawn to the restrictions imposed on vehicular access to the Site due to, but not exclusively, weight restrictions, height restrictions and road widths. The Contractor will be required to define and agree access routes with the relevant Government Department and the Police prior to mobilisation of heavy or wide plant. The Contractor shall make suitable allowance in his programme for the arrangements of access. The cost of arranging road closures, diversions and the like shall be borne by the Contractor.
5) Alternative access shall be provided if interference with existing public or private vehicular or pedestrian access is necessary to enable the execution of the Works. The arrangements for the alternative access shall be as agreed by the Engineer. The permanent access shall be reinstated as soon as practicable after the work is complete and the alternative access shall be removed as soon as practicable after it is no longer required. 1.25 Trees Trees which are to be retained or which are not required to be removed in order to carry out the Works shall be protected from damage at all times by methods agreed by the Engineer. Materials, including excavated materials, shall not be banked around such trees and they shall not be trimmed or cut without the WRITTEN approval of the Engineer. 1.26 Control of Noise and Vibration Noise 1) Noise shall be controlled within the Environmental (Assessment and Management of Noise) Regulations 2006.
2) Exposure limit values and action values.
The lower exposure action values are: a) A daily or weekly personal noise exposure of 80 dB (A-weighted); and
b) A peak sound pressure of 135 dB (C-weighted).
3) The upper exposure action values are: a) A daily or weekly personal noise exposure of 85 dB (A-weighted); and
b) A peak sound pressure of 137 dB (C-weighted).
4) The exposure limit values are: a) A daily or weekly personal noise exposure of 87 dB (A-weighted); and
b) A peak sound pressure of 140 dB (C-weighted). Vibration 1) The use of equipment that will generate vibration must be managed such that the resultant peak particle velocity against any permanent structure within or adjacent to the Site does not exceed 5 mm/sec. Similarly, in order to manage rock fall risk, the peak particle velocity on the limestone cliffs around the Site shall not exceed 8 mm/sec.
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RECORDS 1.27 Records of Correspondence Copies of correspondence relevant to the execution of the Works and not of a confidential nature received from or despatched to Government departments, utility undertakings and other contractors employed by the Employer shall be submitted to the Engineer for information as soon as possible but in any case not later than 7 days after receipt or despatch. 1.28 Records and Reports Reports and records which are to be submitted to the Engineer shall be in a format agreed by the Engineer. Reports and records shall be signed by the Contractor's agent or by another representative authorised by the Contractor. 1.29 Liaison with Others 1) The Contractor shall make all necessary arrangements with and obtain the necessary approvals from Government departments, utility undertakings and other duly constituted authorities for carrying out the Works.
2) The Contractor shall maintain close liaison with other contractors employed by the Employer, utility undertakings or other authorities who are carrying out work on or adjacent to the Site. The Contractor shall ensure as far as possible that the progress of the Works is not adversely affected by the activities of such other contractors.
SITE CLEANLINESS 1.30 Site Cleanliness 1) The Contractor shall provide sufficient number of directly employed labourers whose responsibility it shall be to keep the boundary of the Site, including hoardings, fences, gates and the like in a clean, tidy and safe condition. The names of these personnel shall be submitted to the Engineer. The Engineer shall have authority to direct these labourers to specific responsibilities associated with keeping the boundaries of the Site, including hoarding, fences, gates and the like in a clean, tidy and safe condition.
2) Materials, including materials required for temporary works, shall be stored in an orderly manner. Rubbish and debris shall be disposed of at least once a week. 1.31 Prevention of Mosquito and Flea Breeding on Site Measures shall be taken to prevent mosquito breeding and flea breeding on the Site. The measures to be taken shall include the following:
1) Empty cans, oil drums, packing and other receptacles which may retain water shall be deposited at a central collection point and those not required for future use shall be removed from the Site regularly;
2) Standing water shall be treated at least once every week with an oil which will prevent mosquito breeding and all flea infested areas fumigated; and
3) Constructional Plant and other items on the Site which may retain water shall be stored, covered or treated in such a manner that water will not be retained.
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1.32 Prevention of Dust Dust shall be managed in accordance with the Environment (Control of Dust) Regulations 2010. Work shall be carried out in such a manner that avoidable dust is not generated. Areas of the Site in which dust is likely to be generated shall be sprayed with water regularly. Screens, dust sheets, tarpaulins or other methods agreed by the Engineer shall be used to prevent generation of dust. Mechanical ventilation and dust suppression measures shall be provided by the Contractor if air quality falls below safe levels in accordance with EU Standards. Materials, including earthworks material, from which dust may be generated when being transported to or from the Site shall be sprayed with water or covered.
MATERIALS AND EQUIPMENT 1.33 Materials and Equipment Provided by the Employer 1) Materials and equipment which are to be provided by the Employer will be as stated in the Contract.
2) Materials and equipment provided by the Employer shall be collected by the Contractor from the locations stated in Contract and delivered by the Contractor to the Site. The Contractor shall inspect the materials and equipment before taking receipt and shall immediately inform the Engineer of any shortage or damage.
3) Materials or equipment provided by the Employer which are damaged after collection shall be repaired by the Contractor and submitted to the Engineer for approval. Materials or equipment which are lost or which in the opinion of the Engineer are not capable of being or have not been repaired satisfactorily shall be replaced by the Contractor.
4) Crates and containers for materials or equipment provided by the Employer shall be disposed of by the Contractor.
5) Equipment and materials provided by the Employer which are surplus to the requirements of the works shall be returned to the locations stated in the Contract.
6) The Contractor shall protect and maintain equipment provided by the Employer while it is on the Site and shall provide operatives, fuel and other consumables required to operate the equipment. 1.34 Materials 1) Materials for inclusion in the permanent work shall be new unless otherwise stated in the Contract or approved by the Engineer.
2) Certificates of tests by manufacturers which are submitted to the Engineer shall relate to the material delivered to the Site. Certified true copies of certificates may be submitted if the original certificates cannot be obtained from the manufacturer. A letter from the supplier stating that the certificates relate to the material delivered to the Site shall be submitted with the certificates.
3) Materials which are specified by means of trade or proprietary names may be substituted by materials from a different manufacturer approved by the Engineer provided that the materials are of the same or better quality and comply with the specified requirements.
4) Samples of materials submitted to the Engineer for information or approval shall be kept on the Site and shall not be returned to the Contractor or used in the permanent work unless permitted by the Engineer.
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TESTING 1.35 Quality Assurance Schemes Tests stated in the Contract may be omitted or reduced in number as agreed by the Engineer if materials or articles delivered to the Site: a) Bear the stamp of the registered certification trade mark of the BS Institution, known as the BS Kitemark; or b) Are covered by a manufacturer's quality assurance scheme stated in the Contract or approved by the Engineer. 1.36 Batches, Samples and Specimens 1) A batch of material is a specified quantity of the material which satisfies specified conditions such that it may be assumed that all of the material in the batch is of consistent type and quality. If one of the specified conditions is that the material is delivered to the Site at the same time, material delivered to the Site over a period not exceeding 7 days may be considered as part of the same batch if in the opinion of the Engineer there is sufficient evidence that the other specified conditions applying to the batch apply to all of the material delivered over the period.
2) A sample is a specified amount, or a specified number of pieces or units, taken from a batch for testing, such that the result of tests on the sample can be taken as representing the quality of the batch as a whole.
3) A specimen is a portion of a sample which is to be tested. 1.37 Samples for Testing 1) Samples shall be of sufficient size to enable all specified tests to be made.
2) Samples taken on the Site shall be selected by, and taken in the presence of, the Engineer and shall be marked for identification.
3) Once selected and taken, samples stored on Site prior to delivery to the place of testing shall remain in the charge of the Engineer, who shall be given facilities to keep samples securely under lock and key at all times. Samples shall be protected, handled and stored in such a manner that they are not damaged or contaminated, and such that the properties of the sample do not change.
4) Samples shall be delivered by the Contractor, under the supervision of the Engineer, to the specified place of testing. Samples on which non-destructive tests have been carried out shall be collected from the place of testing after testing and delivered to the Site or other location instructed by the Engineer.
5) Samples which have been tested may be incorporated in the permanent work provided that: a) The sample complies with the specified requirements, and
b) The sample is not damaged.
6) Additional samples shall be provided for testing if in the opinion of the Engineer: a) Material previously tested no longer complies with the specified requirements; or
c) Material has been handled or stored in such a manner that it is no longer represented by previously tested samples.
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1.38 Testing 1) Laboratory tests shall be carried out in an independent accredited laboratory to European standards. Particulars of the proposed laboratory shall be submitted to the Engineer for approval.
2) Unless otherwise stated in the Contract or instructed by the Engineer, in-situ tests shall be carried out by the Contractor in the presence of the Engineer.
3) Unless otherwise stated in the Contract, equipment, apparatus and materials for in-situ tests and laboratory compliance tests carried out by the Contractor shall be provided by the Contractor. The equipment and apparatus shall be maintained by the Contractor and shall be calibrated before testing starts and at regular intervals agreed by the Engineer. The equipment, apparatus and materials for in- situ tests shall be removed by the Contractor as soon as practicable after testing is complete.
4) The Engineer shall be entitled to attend testing associated with the works that is carried out in the independent laboratory, and to inspect relevant records. 1.39 Compliance of a Batch 1) Unless otherwise stated in the Contract, the results of tests on samples or specimens shall be considered as representing the whole of the batch from which the sample was taken.
2) A batch shall be considered as complying with the specified requirements for the material if the results of specified tests for specified properties comply with the specified requirements for the properties.
3) If additional tests are permitted and separate compliance criteria for the additional tests are not stated in the Contract, the Engineer shall determine if the batch complies with the specified requirements for the material on the basis of the results of all tests, including the additional tests, for every property. 1.40 Records of Tests 1) Records of in-situ tests and laboratory compliance tests carried out by the Contractor shall be kept by the Contractor on the Site and a report shall be submitted to the Engineer within 7 days, or such other time stated in the Contract, after completion of each test. The report shall contain the following details:
a) Material or part of the work tested;
b) Location of the batch from which the samples were taken or location of the part of the work; c) Place of testing;
d) Date and time of tests;
e) Weather conditions in the case of in-situ tests; f) Technical personnel supervising or carrying out the tests;
g) Size and description of samples and specimens;
h) Method of sampling;
i) Properties tested;
j) Method of testing;
k) Readings and measurements taken during the tests; l) Test results, including any calculations and graphs;
m) Other details stated in the Contract; and
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n) Serial or identification numbers of the equipment and apparatus used in the tests should also be included in the test records.
2) Reports of tests shall be signed by the contractor's agent or by another representative authorised in writing by the contractor.
3) Records of tests carried out by the Employer's staff or by the Engineer will be given to the Contractor on request.
WORKMANSHIP AND TOLERANCES 1.41 Workmanship Workmanship shall comply with best international trade practices and with relevant European and British Standard Codes of Practice. 1.42 Tolerances 1) Tolerances stated in the Contract shall be measured perpendicular to the specified lines unless otherwise stated in the Contract.
2) If adjacent parts of the Works are subject to different dimensional tolerances then the most critical tolerance shall apply to all such Works which are related to each other in respect of dimension, line and level.
SITE ESTABLISHMENT 1.43 Use of the Site 1) The Site is shown on the Drawings.
2) The Contractor shall not do, nor permit or suffer anything to be done at any time in or upon the Site or any part thereof or any part of any structure erected or to be erected therein which may be or become a nuisance or annoyance or which may cause damage or inconvenience to the owners or occupiers of any adjoining or neighbouring lot, lots or premises.
3) The Contractor shall take all necessary precautionary measures to prevent the infestation of any part of the Sites, site accommodation or storage areas by rodents, fleas and other pests.
4) The location and size of each stockpile of materials, including excavated materials, within the Sites shall be as permitted by the Engineer. Stockpiles shall be maintained at all times in a stable condition.
5) The Contractor shall not remove any trees, shrubs or bushes within or adjacent to the works areas unless such removal is, in the opinion of the Engineer, necessary for the execution of the works Permission shall be obtained in writing from the Engineer prior to any removal of trees, shrubs and bushes.
6) The Sites shall not be used by the Contractor for any purpose other than for executing the Works or carrying out other work which is associated with the works and approved by the Engineer.
7) Entry to and exit from the Site shall be obtained only at the locations stated in the Contract or agreed with the Engineer.
Permitted access routes to the Site are along Sir Herbert Miles Road either from the North or South, subject to weight limits and height restrictions. Access off Sir Herbert Miles Road to the slopes can be obtained via the existing concrete steps shown on Drawing 3. The Contractor shall only use the designated laydown area shown between the existing static catch fence and Sir Herbert Miles Road, as shown on Drawing 3.
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1.44 Submission of Particulars 1) The following particulars shall be submitted to the Engineer for approval not more than 14 days after the award of the Contract:
a) Drawings showing the layout within the Site of the Contractor's accommodation, access routes and major facilities required early in the Contract; and
b) Drawings showing the location of stores, storage areas and other major facilities not required early in the Contract shall be submitted to the Engineer for approval as early as possible, but in any case not later than 7 days before such facilities are constructed on the Site. 1.45 Survey of the Site 1) The Engineer shall provide the Contractor with a topographic survey of the Site to aid the Contractor in the design and construction of the falling rock protection kit and associated foundations. The topographic survey was undertaken in 2013 and the Contractor shall satisfy themselves of the accuracy and validity of the survey for their design purposes and shall, at their own cost, undertake any additional or supplemental survey to assist their design.
2) The Contractor shall carry out a photographic record of the state of all Works Areas before work commences on Site. The survey shall establish the condition of the slopes and structures within and around the Works Areas and the precise location and condition of all aspects of the Works Area that requires reinstatement. Particular attention shall be paid to those areas where reinstatement will be carried out in the latter stages of the Contract. The survey shall be carried out before any site clearance or excavations by the Contractor and agreed by the Engineer.
3) The Contractor shall carefully protect all the survey reference points, bench marks, setting out points, monuments, towers and the like from any damage and shall maintain them and repair or replace any points damaged from any cause whatsoever. The Contractor shall regularly recheck the position of all setting out points, bench marks and the like to the satisfaction of the Engineer. Where construction work necessitates their removal the prior approval of the Engineer shall be obtained in sufficient time to allow for a replacement to be established and agreed before removal. 1.46 Fences and Signs on the Site 1) The Contractor shall supply, erect, maintain until completion of the Works and remove upon completion, hoardings, fencing and gates to prevent entry by unauthorised persons to the Works Areas. 1.47 Accommodation for the Engineer The Contractor shall provide, maintain, service and remove all accommodation including contents, access roads and hardstanding. The accommodation shall be serviceable and furnished by within one week of the Date of Commencement of the works. The Site accommodation shall be for the sole use of the Engineer and shall comprise the following: 1) 1 office with a floor area not less than 20 sqm;
2) Heating and air conditioning equipment installed by the Contractor to enable interior temperatures within a range of 20-24oC;
3) 1 toilet; and 4) Windows to each room shall be of an area not less than 10% of the floor area.
The accommodation shall be maintained in a clean, stable and secure condition and shall be cleaned at least weekly. The Contractor shall be responsible for all charges, fees or other expenses arising from the servicing and maintenance of the Engineer’s office. This shall include: electricity, water, telephone and other such utility services.
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The Contractor shall supply and replenish all toilet supplies and consumables for the Engineer’s staff including soap, paper towels and toilet paper.
The Contractor shall supply and maintain for the duration of the Works, the following items of furniture and equipment. All items shall be supplied new and shall be subject to the approval of the Engineer: 1) HP Officejet 7500A All-In-One Printer or similar approved;
2) Wireless Router (for Engineer use only);
3) Mobile Phone – Pay-as-you-Go Type; 4) 2 Double pedestal desks with lock (1500 x 750 mm); and,
5) 2 office chairs and 2 visitor chairs.
Equipment provided for the use of the Engineer shall be maintained in a clean and serviceable condition and all consumables shall be replenished when required. Equivalent replacements shall be provided for equipment which is out of service.
The permission of the Engineer shall be obtained before accommodation or equipment is removed. Portable accommodation shall be moved at the times instructed by the Engineer. The Printer shall be retained by the Employer at the end of the Contract.
Temporary water, electricity, telephone, sewerage and drainage facilities shall be provided by the Contractor for the Engineer. The Contractor shall make all arrangements with and obtain the necessary approvals from the relevant authorities for the facilities.
Access roads and parking areas shall be provided within the Site as required and shall be maintained in a clean, passable and stable condition. 1.48 The Engineer’s Vehicle A Renault Clio or similar approved shall be provided for the Resident Engineer from the Date of Commencement to one week after the Date of Substantial Completion. 1.49 Equipment for use by Engineer’s Staff The Contractor shall provide the Engineer with rope access equipment; the equipment shall satisfy legal requirements for Gibraltar and conform to European and British standards of manufacturing. If there is doubt as to whether the equipment conforms to British Standards; the Contractor shall provide proof to the Engineer that he has sought guidance from the manufacturer or his authorised representative that the equipment is suitable for use as Industrial Rope Access equipment. As a minimum the following Industrial Rope Access equipment shall be provided: i) Full Body Harness, the harness shall be adjustable with attachment points for ascending devices, descending devices, back-up devices, device lanyards and anchor lanyards; ii) 4 m Dynamic Rope (3 Device Lanyards); iii) 5 Steel Connecters (4 Karabiners, 1 Maillon Rapide); iv) 1 Descending Device (Stop); v) 2 Ascending Devices (1 chest croll and 1 hand ascending device); vi) 1 Back-up Device (Shunt); vii) 2 Lanyards and Slings (1 Footloop and 1 sling); viii) 1 Work Seat;
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APPENDIX D Specification 1 - General
ix) 1 Helmet, adjustable with ear defenders; x) Gloves; and, xi) Eye protection glasses.
The equipment shall be provided as new and marked and traceable, and be maintained and inspected by the Contractor. The Engineer reserves the right to reject any equipment that is not provided as new. The Contractor shall be responsible for all charges, fees or other expenses arising from the servicing and maintenance of the Engineer’s equipment. Unless otherwise required in the Contract or directed by the Engineer, all equipment other than expendable items shall revert to the Contractor at the end of the Contract. 1.50 The Contractor's Site Accommodation The Contractor's offices, sheds, stores, mess rooms, latrines and other accommodation on the Site shall be maintained in a clean, stable and secure condition. Living accommodation shall not be provided on the Site unless stated in the Contract or approved by the Engineer.
The Contractor shall provide a meeting room with meeting table and six chairs for routine meetings with the Engineer, Employer and affected authorities. The Contractor’s offices shall be separate from the Engineer’s. 1.51 Site Utilities and Access 1) Temporary water, electricity, telephone, sewerage and drainage facilities shall be provided by the Contractor for his own use in carrying out the works. The Contractor shall make all arrangements with and obtain the necessary approvals from the relevant authorities for the facilities.
2) The Contractor shall provide the Engineer with a two-way radio communication system with at least four portable units. The location of the base station for the radio communication system shall be at the office for the Engineer. Each set shall be portable with a spare set of batteries. The frequency for the radio communication system shall be within a range permitted by the Government of Gibraltar and Ministry of Defence but the same as the one operated by the Contractor. 1.52 Assistance to the Engineer and the Employer The Contractor shall provide, for the duration of the slope stabilisation works, an IRATA Level III Access Supervisor to assist the Engineer in carrying out inspections of construction of these Works. The Engineer’s Representative will be trained to at least IRATA Level I. In addition, the Contractor shall provide to the Engineer’s Representative a chainman at such times requested.
The Contractor shall be solely responsible for all instruments and apparatus to be used for surveying. All instruments and apparatus shall be in good working order and shall be to the consent of the Engineer. Unless otherwise required in the Contract or directed by the Engineer; all equipment other than expendable items shall revert to the Contractor at the end of the Maintenance Period.
Any operation of the works which interferes with the checking of lines and levels shall be temporarily suspended at the request of the Engineer until checking is complete. 1.53 Clearance of the Site Temporary Works which are not to remain on the Site after completion of the works shall be removed on completion of the works or at other times instructed by the Engineer. The Site shall be cleared and reinstated to the lines and levels and to the same condition as existed before the works started except as otherwise stated in the Contract.
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APPENDIX D Specification 1 - General
MEETINGS 1.54 Meetings 1) The Contractor shall attend routine meetings on matters such as progress, safety, programming, etc, together with such other meetings as may be required by the Engineer. The Contractor shall also arrange for sub-contractors, Government Departments, and utility undertakings to attend meetings when required by the Engineer.
2) When the Contractor arranges meetings with Government Departments, utility undertakings or other contractors affected by the Works, he shall inform the Engineer 48 hours, or such shorter period agreed by the Engineer, before they are to be held and shall give the Engineer and the Employer the opportunity to attend such meetings. This requirement does not apply to meetings involving only the Contractor and his sub-contractors.
SITE SECURITY 1.55 Site Security 1) The Contractor shall be responsible for the 24hr security of the Site for the whole time the Site is in his possession. He shall set up and operate a system whereby only those persons entitled to be on the Site may enter. To this end, the Contractor shall provide specific points only at which entry through the security fence can be affected, and shall provide gates and barriers at such points of entry.
DRAWINGS 1.56 Drawings 1) The Drawings forming part of the Contract are those listed in the Schedule of Drawings and such other drawings as may be issued or approved from time to time by the Engineer.
2) Copyright in all Drawings and any other document issued is reserved. The Drawings and documents may only be used for carrying out the works in accordance with the Contract.
3) The Contractor shall carefully check all Drawings and advise the Engineer of all discrepancies, omissions, errors and ambiguities should any be found.
4) Although the Drawings are prepared to scale, all works must be set out from dimensions given in the Drawings. Scaled dimensions must not be used. Dimensions which are not shown on the Drawings or calculable from dimensions shown on the Drawings shall be obtained from the Engineer.
5) All references to Drawing numbers shall refer to the latest issued amendment of that Drawing. 1.57 Information Boards Not required. 1.58 Progress Photographs Not required.
1.59 Quality Management System The Contractor shall institute and operate a quality management system complying with BS EN ISO 9001 and Clause 104. The quality management system shall be described in a Quality Plan that shall be submitted to the Engineer for its acceptance.
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APPENDIX D Specification 1 - General
The Quality Plan shall cover the following items:
Contractor’s organisation and management; 1) Contractor’s method statements and construction procedures;
2) Contractor’s construction quality control; and
3) Organisation’s Quality Plans.
Items (i) and (iii) of the Quality Plan shall be submitted to the Engineer for its acceptance not later than 21 days after award of the Contract.
The Contractor shall submit other parts of the Quality Plan prior to commencement of any related work or activity and to a timetable included in item (i).
CONTRACTOR’S ORGANISATION AND MANAGEMENT This section of the Quality Plan shall include:
1) Definition of the Contract and its documentation.
2) The organisation of the Contract, including the line of command and communication links between parties involved in the Contract.
3) Names, roles, responsibilities and authority of principals and key personnel.
4) Control of liaison and meetings with third parties. 5) Identification of the Contractor’s own staff responsible for overseeing each major activity.
6) The main Contractor’s control of subcontracts.
7) Document control. 8) Programme for submission of method statements and Organisations’ Quality Plans.
The Quality Plan shall identify procedures (which may be a part of the Contractor’s general procedures) that cover the topics listed below. Copies of these procedures shall be made available to the Engineer on request.
9) The quality plans for subcontractors and suppliers of work, goods and materials which are the subject of quality management schemes.
10) Procedure for the preparation, review and adjustment of programmes for the effective progression of the Works and the recording of this.
11) Control and approval of purchases of materials.
12) Control of off-site activities (where appropriate).
13) Procedures for the regular review and recording by the Contractor of the quality of the Works.
14) Control of personnel selection, based on their care, skill and experience.
15) Management review/audits to monitor and exercise adequate control over the implementation of the quality plan. 16) Any other relevant item.
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CONTRACTOR’S METHOD STATEMENTS AND CONSTRUCTION PROCEDURES This section of the Quality Plan shall include: 1) Detailed method statements for each major activity whether directly controlled or subcontracted.
Method statements are required for the principal activities e.g: Site Establishment; Site clearance i.e. de-vegetation, pruning and removal of boulders from the slope; Drilling for ground anchors; Installation of ground anchors; Method of delivery and erection of the rockfall catch fence components (e.g. carnage, helicopter, manual handling etc); Testing Assembly for Pull Out Tests for solid, hollow bar and wire rope anchors. The method statements shall identify hold points and invoke: Work instructions; Quality control procedures; Compliance testing/inspection arrangements; and Work acceptance procedures.
For all activities that might affect the quality of the permanent and temporary works.
1) Identify the relevant construction procedures in the Contractor’s Own Quality Management System (and provide copies on request).
These procedures invoked by method statements will typically include; from the quality controls required by the contractor’s construction quality control: Control, identification and traceability of materials, including any material or samples temporarily or otherwise removed from site for testing or other reasons; Procedure for the prevention of inadvertent use, installation or covering up of non-conforming work; and Other corporate and/or contract-specific work instructions to be applied.
CONTRACTOR’S CONSTRUCTION QUALITY CONTROL This section of the Quality Plan shall include:
1) Statement of the Contractor’s organisation for quality control.
The quality plan shall identify procedures (which may be a part of the Contractor’s general procedures) that cover the topics listed below. Copies of these procedures shall be made available to the Overseeing Organisation on request. These statements will normally be expected to include: a) The responsibility for the initiation and updating of the Quality Plan;
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b) Responsibility of the ‘Management Representative’ for quality for monitoring compliance with it; c) Responsibility for the adequacy of the quality records produced; d) Arrangements for ‘receiving’ and ‘in-process’ testing; e) Control of test laboratories; f) Control of test, measuring and inspection equipment; and g) Document control.
These controls should include their identification, traceability requirements, control of document issues and their status.
They should also include the control of documents recording the verification review, approval, release and amendment of the works. a) Procedure for monitoring and recording the inspection, test and approval status of the constructed/installed work. b) Procedures for tests and inspections for the purposes of the Contractor certifying that prior to covering up, each part of the Works is complete and conforms to the Contract. c) Procedure for the review of work submitted for review but not accepted as conforming to the Contract. d) Procedure for the collation of the quality records as identified in BS EN ISO 9001 and provision of copies when requested by the Engineer.
ORGANISATIONS’ QUALITY PLANS The Quality Plan shall include: a) Definition of the product or service to be provided; b) The organisation organogram shall describe the line of command and stating the name of the senior manager responsible for the contracted Work and the name of the Organisation’s on-site Management representative. Contact addresses, telephone numbers etc. shall be provided; c) *Identification of the relevant parts of the Organisation’s quality system relevant to the product or service being provided (Copies to be provided to the Engineer on request); and d) The control of personnel selection (at works and on site), including special requirements for skilled personnel e.g. certification of welders, training of operatives, experience requirements etc.
Specific procedures for the following: a) *Receipt and examination of certificates of conformity and test results for purchased products; b) *Product identification and traceability; c) *Handling, storage, packaging and delivery to site and storage and handling on Site; and d) Quality records.
Items marked * where available and appropriate, copies of the Organisation’s quality system/general procedures may be acceptable.
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX E Specification Section 2 - MicroPiles
September 2016 Report No. 1535219.500/A.3
APPENDIX E Specification 2 - Micropiles
2.0 MICRO PILES INTRODUCTION 2.1 Definition Micropiles shall be deemed to refer to drilled micropiles, with a shaft diameter not greater than 300 mm that are installed in the ground to transfer actions on the falling rock protection kit post foundations at the tensile and compressive loads defined by the falling rock protection kit manufacturer at Maximum Energy Levels (MEL).
This section shall take precedence over all other specification sections where there is ambiguity in respect of micropile design and construction. 2.2 Relevant Standards The details given in this specification shall comply and should be read in conjunction with EN 197-1, Cement - Part 1: Composition, specifications and conformity criteria for common cements. EN 206-1: Concrete - Part 1: Specification, performance, production and conformity. EN 791, Drill rigs – Safety. EN 934-2, Admixtures for concrete, mortar and grout - Part 2: Concrete admixtures - Definitions, requirements, conformity, marking and labelling. EN 996, Piling equipment – Safety requirements. EN 1008, Mixing water for concrete - Specification for sampling, testing and assessing the suitability of water, including water recovered from processes in the concrete industry, as mixing water for concrete EN 1536:1999, Execution of special geotechnical work - Bored piles. EN 1537:1999, Execution of special geotechnical work - Ground anchors. EN 1991-1, Eurocode 1: Basis of design and actions on structures – Part 1: Basis of design. EN 1992-1-1, Eurocode 2: Design of concrete structures - Part 1: General rules and rules for buildings EN 1993-1-1, Eurocode 3: Design of steel structures - Part 1-1: General rules and rules for buildings EN 1993-5, Eurocode 3: Design of steel structures – Part 5: Piling EN 1994-1-1, Eurocode 4: Design of composite steel and concrete structures - Part 1-1: General rules for buildings. EN 1997-1:2004, Eurocode 7: Geotechnical design – Part 1: General rules. EN 10025, Hot-rolled products of non-alloy structural steels. EN 10080, Steel for the reinforcement of concrete weldable ribbed reinforcing steel B 500 - Technical delivery conditions for bars, coils and welded fabric prEN 10138-4, Prestressing steels - Part 4: Bars. EN 10210, Hot finished structural hollow sections of non-alloy and fine grain structural steels. EN 12699:2000, Execution of special geotechnical works - Displacement piles. EN 12794, Precast concrete foundation piles.
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APPENDIX E Specification 2 - Micropiles
EN ISO 11960, Petroleum and natural gas industries - Steel pipes for use as casing or tubing for wells (ISO 11960:2004) 2.3 Ground Characteristics The available geotechnical information on the ground conditions is included as Appendix N to the Specification.
The design bond resistances of the cemented sands on the catchment slopes have been determined by different construction techniques. For reference these are as follows:- 90 mm self-boring anchor with continuous grout flush – 75 kPa (Ultimate Bond Resistance 125kPa); 100 mm open holed non-pressure grouted anchor – 50 kPa (Ultimate Bond Resistance (85kPa); and 100 mm open holed 5 bar pressure grouted anchor – 70 kPa (Ultimate Bond Resistance 117kPa). For preliminary design purposes, and until these can be verified by site trials based on the Contractor’s chosen method of construction, these design bond resistances shall be adopted unless otherwise agreed by the Engineer. 2.4 Design Loads for Catch Fence Components The design loads for micropiles to support rock fall catch fence systems vary depending on the manufacturer and the Contractor shall verify the design load for each micropile at both border and middle post locations in the ground conditions identified on Site, with the manufacturers. A copy of the design loads agreed with the manufacturers shall be provided to the Engineer prior to the commencement of the installation of any micropile.
The Contractor shall provide documentation to the Engineer to confirm that the falling rock protection kit manufacturer approves the micropile system proposed. 2.5 Dimensions of Foundations Dimensions of the foundations shall be specific to the product selected and design resistance shall be greater than or equal to the design loading calculated under Eurocode 7. Foundations must be sufficient to resist all internal and external forces that can be reasonably foreseen during the working life of the product. 2.6 Materials and Products 2.6.1 General All material and products for incorporation into the micropiles shall comply with the specification for the works.
The sources of supply materials shall be documented and shall not be changed without prior notification. 2.6.2 Reinforcement and Load Bearing Elements 2.6.2.1 Steel for Reinforcement Cage Elements Steel bars of the reinforcement of concrete micropiles shall comply with EN 10080.
When selecting the type and grade of steel, attention shall be given to the assembly of reinforcement cages and the weldability requirements. 2.6.2.2 Steel for Load Bearing Elements Steel for load bearing elements shall comply: with EN 10080 or prEN 10138-4 when bars are used; with EN 10210 or EN 10219 or EN ISO 11960 when hollow sections (e.g. tubes) are used.
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APPENDIX E Specification 2 - Micropiles
When selecting the type and grade of steel, attention shall be given to weldability requirements when relevant.
Connecting elements shall not compromise the required capacity of the bearing element.
Re-used and second choice steel elements shall as a minimum comply with the requirements concerning geometrical and material properties specified in the design and shall be free from damage, deleterious matter and corrosion that would affect strength and durability. 2.6.2.3 Other Materials for Reinforcement and Load Bearing Elements Other materials may only be used if their suitability has been proven and they are approved by the Engineer. 2.6.3 Materials for Grout, Mortar and Concrete 2.6.3.1 Cement Cement for micropiles shall be in accordance with EN 197-1.
When selecting the type of cement, account shall be taken of the aggressiveness of the environment. The exposure class shall be defined in accordance with EN 206-1.
High sulphate content cements shall not be used in contact with prestressing steel according to prEN 10138- 4. 2.6.3.2 Aggregates Aggregates shall comply with EN 206-1.
Rounded aggregates should be preferred when placing mortar or concrete by tremie or by pumping. 2.6.3.3 Water Mixing water should comply with EN 206-1.
NOTE: Potable water is acceptable for the preparation of grout, mortar or concrete. Mixing water obtained from natural sources on site should be tested, particularly for chlorides, sulphates and organic matter, and approved by the Engineer. Acceptance criteria and water testing methods as required in this sub-clause shall comply with EN 1008. 2.6.3.4 Additions and Admixtures Additions and admixtures shall comply: a) with EN 206-1 and EN 934-2; b) with the approval documents and the manufacturer’s instructions. 2.7 Cement Grout 2.7.1 General Grout composition and the grouting or filling technique and procedure shall be planned and carried out in a manner appropriate to the application and the ground conditions.
Sand and fillers can be used in cement grouts as bulking agent or as a means of varying the consistency of the grout, its resistance to wash out or segregate.
NOTE: Cement grouts to which filler or sand (maximum grain size 2 mm) is added to a quantity by weight of less than 1.0 times the cement quantity are still considered as cement grout. For more quantity of filler or sand, the mix shall be considered as a mortar. Water/cement ratio should be appropriate to actual ground conditions and unless otherwise specified, not more than 0,55.
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APPENDIX E Specification 2 - Micropiles
Unless otherwise specified the minimum unconfined compressive strength shall be at least 25 MPa at 28 days (or at the date of the first loading of the micropile if it is carried out before this delay) with cylindrical test samples having height-diameter ratio equal to 2.
Laboratory and field tests should be undertaken to verify mixture, mixture efficiency, setting time and performance, these tests should be undertaken in accordance with EN 445 where applicable. The allowable bleed after 2 h should be less than 3%.
For cement-grout used to encase a reinforcement within and encapsulation, the mix should be designed to minimize bleeding and shrinkage according to EN 447. 2.7.2 Quality Control The quality of the grout shall be controlled during the works.
On site, the grouts should be subjected to the following routine tests: Density at the mixer and, if applicable, at the inlet and at the outlet of the borehole; Viscosity (Marsh value), where applicable; and Bleed. Unless otherwise specified, for each site and for each period of maximum 7 working days, at least 2 sets of 3 samples (cylinders or cubes) shall be taken and tested for compressive strength.
When mixing automatically, the batching process shall be checked periodically and when not mixing automatically, the batching process shall be recorded. 2.8 Mortar and Concrete 2.8.1 Mortar and Concrete In Situ The mix composition shall be designed in accordance with EN 206-1, unless otherwise specified. The mortar and concrete for micropiles shall: a) have a high resistance against segregation; b) be of high plasticity and good cohesiveness; c) have good flow properties; d) have the ability to self-compact; e) be sufficiently workable for the duration of the placement procedure, including the removal of any temporary casing; f) have a minimum unconfined compressive strength of 25 MPa at 28 days (or at the date of the first loading of a micropile if it is carried out before this delay, determined on cylindrical test samples having a height-diameter ratio equal to 2.
Unless otherwise specified for placement in submerged conditions the cement content shall be at least 375 kg/m3, with water/cement ratio < 0,6.
For mortar, the size of the aggregates shall not exceed the following grain size distribution:
d85 ≤ = 4 mm; d100 ≤ = 8 mm.
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APPENDIX E Specification 2 - Micropiles
For concrete, the maximum grain size of the aggregates shall not exceed 16 mm, 1/4 of the clear distance of the longitudinal bars and 1/6 of the internal diameter of the used tremie pipe or pumping pipe, whichever is the lowest value. 2.8.2 Other Concrete For driven prefabricated concrete elements the materials and fabrication, including joints, shall comply with EN 12794.
Concrete which is subsequently cast inside a micropile casing is covered by 2.6.1. 2.9 Spacers, Centralizers and Other Components Spacers or centralizers may be used to provide the grout or concrete cover specified in sub clause 7.6.
Spaces and centralizers shall be designed and manufactured using durable materials which will not lead: To corrosion of the reinforcement or bearing element; To spalling of the grout, mortar of concrete cover. Materials for spacers, centralizers and other components shall be compatible with the materials of the micropile and shall not compromise the corrosion protection. 2.10 Coatings and Corrosion Protection Compounds Coatings and compounds for corrosion protection shall comply with the design specifications. The continuity of the protection, close to the connection elements shall comply with the specifications and the design. 2.11 Geometrical Construction Tolerances Geometrical construction tolerances shall be considered for the design and execution.
If the specified geometrical construction tolerances are exceeded the extent of possible overloading of any structural part shall be taken into consideration and suitable measures shall be taken as necessary. 2.12 Installation Where ground conditions differ from those stipulated in the design, appropriate action shall be taken to modify the design in order to provide the required bearing resistance of the micropile or foundation.
If micropiles encounter an impenetrable obstruction prior to reaching their designed founding depth, the design shall be reviewed in the light of any available knowledge about the obstruction and in view of consequences on the bearing behaviour of the foundation.
The installation of a permanent casing or lining shall be taken into account for the design of the load transfer length in the soil. 2.13 Reinforcement The reinforcement cage for cast in place micropiles shall be designed not only to have adequate strength in the final micropile, but also adequate strength and stiffness during its handling and during the construction of the micropile. It shall also allow the fresh grout, mortar or concrete to flow easily around each of its components.
Unless otherwise specified, cast in place concrete micropiles shall be reinforced over their full length.
Connection to a superstructure of the rock fall protection structure shall be in accordance with the manufacturer’s recommendations.
When steel reinforcement is considered as the load bearing element of a micropile, the design shall be in accordance with EN 1993-1-1.
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APPENDIX E Specification 2 - Micropiles
When steel reinforcement and mortar or concrete are considered as bearing members of the micropile, the design shall be in accordance with EN 1994-1 (bars, tubes or sections) shall have been agreed before the commencement of the works.
The grout, mortar or concrete cover, shall be specified according to 7.6 in the project specifications. 2.14 Connecting Elements Connecting elements shall be dimensioned for all actions which can occur during handling, transportation and installation.
For couplers and nipples, the cross section which is reduced by a thread shall be calculated on the base of the nominal diameter (minimum section).
Joints between load bearing elements shall satisfy the required capacity in compression, tension and bending.
When reinforcement bars or cages are installed within a permanent casing, filled afterwards with grout, mortar, or concrete, normal overlapping may be used in accordance with EN 1992-1-1. 2.15 Corrosion Protection of Steel Elements The protection against corrosion of steel elements placed in a micropile shall take into account: The aggressiveness of the environment (groundwater, soil, stray electric currents, etc.); The micropile type; The type of load (tension or compression); The type of steel; and Required design working life. A corrosion protection shall consist of: An efficient cover of appropriate grout, mortar or concrete not less than 50mm or; A sacrificial thickness of steel for the corrosion; Specific precautions. The selection of grout, mortar and concrete composition and properties shall take into account the environment exposure class given in EN 206-1.
The class of exposure on the environment should be chosen with special care and the time dependent development of the aggressiveness should be taken into account.
Specific precautions shall not reduce other properties.
When steel components of prestressing steel are used corrosion protection shall be in accordance with EN 1537.
For connecting elements the same rules of corrosion protection shall be applied as for the other steel elements.
Particular care shall be given to the continuity of the corrosion protection at connecting elements. 2.16 Spacers and Centralizers The design of spacers and centralizers shall take into account the size of the hole, the weight of the reinforcement, the grout, mortar or concrete cover and the possible disturbance of soil during the insertion of the reinforcement.
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APPENDIX E Specification 2 - Micropiles
Spacers and centralizers shall not impede grout, mortar or concrete flow. 2.17 Connections to the Superstructure Unless otherwise specified the connection between the micropile and the superstructure shall be designed for the micropile capacity and in accordance with the manufacturer’s specification for base plate connection. 2.18 Spacing of micropiles The spacing of micropiles shall be considered in relation to micropile type, micropile diameter, length of micropile, the ground conditions, and their group performance.
The possible interference of one micropile with another during installation should be considered when determining micropile spacing, orientation and installation sequence. 2.19 Special Requirements for Micropiles Installed through Very Weak Soils In very weak soils it can be necessary to provide a sacrificial lining or permanent casing to contain the fresh grout, mortar or concrete.
For micropiles installed through soil layers with characteristic undrained shear strength of less than 10 kPa a check for buckling is required taking into account the geometrical construction tolerances. 2.20 Micropile Shoe When a micropile shoe is used it shall be designed in accordance with 7.8.3 of EN 12699:2000. 2.21 Execution 2.21.1 General The micropiles shall be executed and supervised by trained and experienced personnel.
A method statement should be provided before starting the execution of micropiles. This method statement should contain (but is not limited to) the following information: Identification, objective and scope of the micropiles; Soil description; Environmental issues; Technical requirements; Equipment and working procedure for: . Drilling and/or driving;
. Installation of reinforcement or bearing element;
. Filling, grouting or concreting; Measures to ensure the boring accuracy: . Grouting parameters
. Site installation and working areas;
. Spoil management;
. Quality control procedures
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Where the ground conditions differ from those stipulated in the design or where unexpected underground obstructions are encountered, appropriate action shall be taken.
The execution should be conducted in such a way that any major variation of the ground conditions, from those on which the micropile design has been based, may be detected.
Any major deviation of the ground conditions shall be reported and considered in the design of micropiles as indicated in 2.10. 2.22 Site Preparation The working platform, necessary for the installation of the micropiles, shall be prepared and maintained in such a way that all operations can be carried out safely and efficiently. Services and existing underground installation should be recognised and removed if necessary. 2.23 Sequence of Installation The sequence of installation of micropiles shall be planned,
This sequence shall take into account if relevant: The detrimental effect of settlements on structures to be underpinned or on adjacent structures; The detrimental effects on the bearing resistance of previously installed micropiles. 2.24 Drilling 2.24.1 General Micropile boreholes shall be drilled until they reach: The specified embedment in the bearing stratum; or The anticipated founding level; or The prescribed length. Boreholes shall be checked for position and length. Boreholes shall be checked for inclination and orientation when specified.
Loose and remolded drilling deposit shall be removed from the borehole for end bearing micropiles.
For shaft bearing micropiles the drilling and flushing method shall not impede the required shaft bearing capacity.
The drilling method to be used shall be decided by taking care of all requirements of soil and foundation conditions, and in such a way that the designed length can be reached and that a stable borehole and the intended cross-section is created over the entire length.
When uncontrolled inflow of water and soil into the borehole can occur or when there is a risk of collapse, special measures shall be taken to maintain the stability and thereby prevent the uncontrolled entry of soil and water. 2.24.2 Use of Flushing Drilling can be performed with water, air and drilling fluids.
The drilling fluid shall not impede the success of any subsequent filling or grouting operation.
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APPENDIX E Specification 2 - Micropiles
2.24.3 Boreholes Supported by Casings Casings should be used when the borehole is unstable or there is a significant fluid loss or when filling or grouting is performed through the casing. 2.24.4 Drilling with Continuous Flight Auger Drilling with continuous flight augers shall be done in accordance with 8.1.5 of EN 1536:1999.
No special limitations exist concerning the inclination on the basis that the direction of excavation is controlled and the installation of the reinforcement can be achieved correctly. 2.24.5 Reinforcement and Load Bearing Elements 2.24.5.1 Handling and Storing Reinforcement cages shall be constructed in such a way they can be handled and lowered into the borehole or casing without damage or permanent distortion.
Steel reinforcement shall be stored under controlled conditions and shall be clean and free from loose rust and loose mill scale at the time of installation and filling, grouting or concreting. 2.24.5.2 Joints Joints in reinforcement bards shall be made so that there is no detrimental displacement of the reinforcement during the installation and the withdrawal of the casing.
Joints shall be fastened and checked properly before lowering into the ground.
Welding and cutting of steel elements shall be done in accordance with sub clause 8.4.33.8 of EN 12699:2000.
When bearing elements of a micropile are welded on site the welding shall be carried out in appropriate installations or with appropriate protection.
Welding of galvanized or coated reinforcement bars or bearing elements shall only be done when a procedure for repair of the corrosion protection is agreed before the commencement of the work. 2.24.5.3 Spacers and Centralizers The concentric position of the reinforcement in the borehole and the necessary grout, mortar or concrete cover shall be maintained by spacers and centralizers unless the position and cover are otherwise provided.
Spacers and centralizers shall be provided at intervals of not more than 3 m and at least 2 nr for every element.
For inclined micropiles the intervals shall be chosen in such a way that the required cover is provided after placing taking into account the weight and stiffness of the reinforcement and bearing elements. 2.24.5.4 Installation Reinforcement cages or load bearing elements shall be suspended or supported so as to maintain their correct position and level during filling grouting or concreting.
The sequence of reinforcement of load bearing element installation and the borehole filling shall take into account: The execution method (drilling, driving); The filling material (grout, mortar or concrete); The type of reinforcement (cage, tube, bar); and The condition of filling (dry or submerged condition).
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APPENDIX E Specification 2 - Micropiles
The installation of the reinforcement or bearing element shall assure its alignment with the micropile axis and maintain the correct grout, mortar or concrete cover over its full length.
When reinforcements or load bearing elements have to be installed in raking micropiles, suitable means of support shall be employed for the installation and the direction control of the reinforcement or load bearing element.
The temperature of the reinforcement or bearing element shall be high enough to avoid formation of ice on the surface when installed. 2.25 Grouting 2.25.1 General The following methods may be employed for filling and grouting the borehole: Filling the borehole with grout; Grouting: . Single step grouting through a temporary casing;
. Single step grouting through a bearing element; and
. Grouting during driving and/or drilling. Single or multiple step grouting through tubes-à-manchettes, special valves or post-grouting tubes (= multi-stage grouting).
The method of grout placement shall be determined by the ground conditions, the required shaft and end bearing capacity, the type of grout and equipment used and shall be specified in the project specifications.
For shaft bearing micropiles, high pressure second stage grouting may be used to increase the friction/ground resistance by introducing further grout into the ground and raising the normal stresses at the ground/grout interface. This may be carried out before or after installation of the reinforcement. 2.25.2 Grout Preparation The grout preparation and the filling or grouting procedure shall be carried out in such a way that the required design strength of the material is assured.
Contamination of the grout and its constituents shall be avoided during storage, handling and delivery.
The proportioning of grout components shall be carried out with certified measuring devices and respecting the tolerances given by the suppliers.
Batching and/or mixing processes shall be controlled in accordance with 2.5.2.
Mixers shall be selected to ensure the homogeneity of the grout.
An intermediate holding tank should be located between the mixing tank and the pump(s). The mix in the holding tank should be agitated to prevent segregation and/or premature setting.
Pumps and grouting systems shall be compatible with the selected filling or grouting method.
The grouting pressure should be measured as close to the point of placement as it is practicable. 2.25.3 Borehole Testing and Pregrouting For micropiles installed into weathered or strongly fissure rock, borehole testing and pregrouting may be necessary to avoid uncontrolled loss of grout into the surrounding rock mass and to guarantee the required grout cover of the reinforcement or load bearing element.
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APPENDIX E Specification 2 - Micropiles
2.25.4 Filling the Borehole with Grout The interval between the completion of the borehole drilling and the filling up of the borehole with grout shall be kept as short as possible.
Measures shall be taken to ensure that the micropile length is completely filled with grout.
When filling the borehole with the tremie pipe or through the drill rods or tubular bearing elements, the end of the tremie pipe or drill rods shall remain submerged in the grout and grouting shall continue until the consistency of the grout emerging on top is almost the same as that of the injected grout. When filling the borehole, air and drilling fluid shall be able to escape to permit complete grout filling.
For drilled boreholes the remaining cuttings shall be able to escape when filling the borehole. 2.25.5 Single Step Grouting through a Temporary Casing The reinforcement shall be placed before the temporary casing is extracted.
During extraction of the temporary casing the grout level within the casing shall be brought back up to ground level before the next length of casing is removed. The grouting pressure should be applied at least every 2 m during the extraction of the casing. 2.25.6 Single Step Grouting through a Load Bearing Element When tubes are used as bearing elements, single step grouting can be applied at the bottom of the bearing element.
When the specified grouting pressure cannot be applied, re-grouting shall be performed after a certain waiting period until the specified grouting pressure can be applied. 2.25.7 Grouting and Filling during Driving For driven micropiles grouting and filling shall be done in accordance with EN 12699. 2.25.8 Grouting during Drilling When grouting is applied during drilling, the bearing elements are fitted with a drill bit and they are drilled into the ground.
For grouting during drilling, the grout pressure and flow rate should be adjusted depending on the grout susceptibility to penetrate the ground loosened by the drilling process and contained within the annulus around the reinforcing element.
When grouting during drilling, grout flushing should be carried out at a constant rate and the flush should be re-established each time a new section of bearing element are added prior to advancing the drill bit. 2.25.9 Multi-stage Grouting Multi-stage grouting may be executed by single step grouting through tubes-à-manchettes or by multiple step grouting through tubes-à-manchettes or by single step grouting through several post-grouting tubes staggered in length .
The multi-stage grouting phase(s) shall take place only after the grout placed into the borehole according to 2.23.4, 2.23.5, 2.23.6, 2.23.7 or 2.23.8 has set.
The grouting shall be carried out either in single or multiple step(s) and in single or multiple stage(s) according to the project specifications.
When the specified grouting pressure cannot be applied additional step(s) of grouting shall be performed after a certain waiting period until the specified grouting pressure can be applied.
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APPENDIX E Specification 2 - Micropiles
The grouting tubes shall be flushed with water after each grouting step and filled with grout at the end of the whole grouting process. 2.25.10 Concreting Concreting in submerged conditions shall be in accordance with EN 1536:1999, sub clause 8.3.3.
Concreting through a continuous flight auger shall be in accordance with EN1536:1999 sub clause 8.3.6. Concreting in dry conditions shall be in accordance with EN 12699:2000 sub clause 8.5.2.5. 2.25.11 Trimming of Micropiles The trimming operation: Shall be carried out only when the grout or concrete has obtained sufficient strength; Shall remove all grout or concrete which is contaminated or of lower quality than required. Cutting off and stripping of the micropile head shall be done carefully to avoid shattering and damage of the rest of the micropile.
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX F Specification Section 3 - Ground Anchors
September 2016 Report No. 1535219.500/A.3
APPENDIX F Specification 3 - Ground Anchors
3.0 GROUND ANCHORS INTRODUCTION 3.1 Definition Ground Anchors shall be deemed to refer to reinforcement installed in the ground to provide support all falling rock protection kit upslope, lateral, intermediate or downslope cable elements. This section shall take precedence over all other specification sections where there is ambiguity. 3.2 Relevant Standards The details given in this specification shall comply and should be read in conjunction with Eurocode 7, BS EN 1537:2013 and BS 8081:2015. 3.3 Ground Characteristics The available geotechnical information on the ground conditions is included as Appendix N to the Specification.
The design bond resistances of the cemented sands on the catchment slopes have been determined by different construction techniques. For reference these are as follows: 90 mm self-boring anchor with continuous grout flush – 75 kPa (Ultimate Bond Resistance 125kPa); 100 mm open holed non-pressure grouted anchor – 50 kPa (Ultimate Bond Resistance (85kPa); and 100 mm open holed 5 bar pressure grouted anchor – 70 kPa (Ultimate Bond Resistance 117kPa). For preliminary design purposes, and until these can be verified by site trials based on the Contractor’s chosen method of construction, these design bond resistances shall be adopted unless otherwise agreed by the Engineer. 3.4 Anchors for Upslope, Lateral and Intermediate Ropes The anchor system for attachment to the upslope, lateral and intermediate ropes shall:
1) Satisfy the design loads stated by the manufacturers of the ground anchors and catch fence protection system;
2) If required, include a flexible connection between the ground anchors and the ropes at ground level which has been demonstrated by field and/or laboratory testing to satisfy the design loads on the ground anchors; and
3) Be limited to individual anchor lengths not exceeding 10 m, unless otherwise agreed by the Engineer;
4) Dual or other multiple anchor systems are likely to be required to satisfy the design loads on ground anchors and the connection block between these multiple anchors and the single catch fence ropes shall satisfy the design load requirements. 3.5 Design Loads for Catch Fence Components The design loads for ground anchors to support rock fall catch fence systems vary depending on the manufacturer and the Contractor shall verify the design load for each ground anchor at lateral, upslope, downslope and intermediate locations based on the ground conditions stated in Section 3.4 above. A copy of the design loads agreed with the manufacturers shall be provided to the Engineer prior to the commencement of the installation of any ground anchors.
The Contractor shall be responsible for the design of the multi-anchor head assembly for multiple anchors if his chosen drilling and anchoring system requires more than one anchor to meet the manufacturers design loads.
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APPENDIX F Specification 3 - Ground Anchors
The Contractor shall provide documentation to the Engineer to confirm that the catch fence manufacturer approves the multi-anchor system proposed. 3.6 Permanent Anchors The design and installation of permanent ground anchors, including drilling, falling head grout testing of drillholes, anchor installation, testing, stressing and monitoring, shall be carried out in accordance with this Specification.
The Contractor shall inform the Engineer in writing at least fourteen (14) days before installation commences of the name of the ground anchor system and the ground anchor types they propose to use for approval by the Engineer. 3.7 Contractor’s Responsibilities The Contractor shall be responsible for the design of the ground anchor to satisfy the design load defined by the catch fence manufacturer. Thereafter, the Contractor is responsible for providing and installing the anchors and for determining the following, unless otherwise specified by the Engineer:
1) The drillhole diameter;
2) Details of the grout to be used; 3) Details of the corrosion protection system for anchorage;
4) Quality control of works; and,
5) Any other details necessary for the installation and performance of the anchors. The Contractor shall test the performance of the anchors and shall replace any anchor that fails to meet the test conditions specified in Section 3.9 of this Specification.
TRIALS FOR GROUND ANCHORS 3.8 Trials for Ground Anchors 1) Details of trials to be carried out for the Ground Anchors shall be as stated in this Specification.
2) Suitability tests to EN ISO 22477-5 shall be carried out on a minimum of one (1) anchorage. Anchorages used for suitability tests shall not be subsequently used as production anchorages. a) The Contractor shall provide a means of limiting settlement of the testing apparatus as much as reasonably practicable so that displacement readings can be obtained; b) A rigid reference frame shall be erected around the trial anchor to allow displacement readings to be taken without interference with the anchor; c) Displacement readings shall be taken at the nail head to an accuracy of 0.01 mm; d) A datum load, Pa of the greater of 50 kN or 10% of the proof load, Pp; e) The maximum test load or proof load, Pp, shall be 2.0 times the working load; f) The anchor shall be loaded in five cycles to the proof load in increments of: i) Peak Load 0.40 Pp, observation period at peak load 15 minutes ii) Peak Load 0.55 Pp, observation period at peak load 15 minutes iii) Peak Load 0.70 Pp, observation period at peak load 30 minutes iv) Peak Load 0.85 Pp, observation period at peak load 30 minutes
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APPENDIX F Specification 3 - Ground Anchors
v) Peak Load 1.00 Pp, observation period at peak load 60 minutes a) The loading procedure shall be as specified in EN ISO 22477-5 with the load at the peak of each cycle held until a constant creep rate is observed or failure occurs; b) Loading shall not be applied or released at a rate greater than 10 kN per second
3) Acceptance tests to EN ISO 22477-5 shall be carried out on a minimum of three (3) production anchorages. Provided that the anchorage is proven to satisfy the design criteria, then it may subsequently be used as a production anchor. a) The Contractor shall provide a means of limiting settlement of the testing apparatus as much as reasonably practicable so that displacement readings can be obtained; g) A rigid reference frame shall be erected around the trial anchor to allow displacement readings to be taken without interference with the anchor; h) Displacement readings shall be taken at the nail head to an accuracy of 0.01 mm; i) A datum load, Pa of the greater of 50 kN or 10% of the proof load, Pp; j) The maximum test load or proof load, Pp, shall be 1.5 times the working load; k) The anchor shall be loaded in five cycles to the proof load in increments of: i) Peak Load 0.40 Pp, observation period at peak load 1 minute ii) Peak Load 0.55 Pp, observation period at peak load 1 minutes iii) Peak Load 0.70 Pp, observation period at peak load 1 minutes iv) Peak Load 0.85 Pp, observation period at peak load 1 minutes v) Peak Load 1.00 Pp, observation period at peak load 15 minutes a) The loading procedure shall be as specified in EN ISO 22477-5 with the load at the peak of each cycle held until a constant creep rate is observed or failure occurs; l) Loading shall not be applied or released at a rate greater than 10 kN per second
4) The trials shall be carried out to demonstrate that the proposed materials and methods of construction will produce work which complies with the specified requirements.
5) Trials shall be carried out in sufficient time before the Permanent Works starts to allow the Engineer a sufficient period to determine if the trial complies with the specified requirements.
6) The Contractor shall inform the Engineer 24 hours, or such shorter period agreed by the Engineer, before the trial starts.
7) Trials shall be carried out using the materials and methods of construction submitted to the Engineer. Trials shall be carried out at locations agreed by the Engineer. 3.9 Non-Compliance: Trials for Ground Anchorages If in the opinion of the Engineer work which complies with the specified requirements has not been produced in the trial, particulars of proposed changes to the materials or methods of construction shall be submitted to the Engineer; further trials shall be carried out until work which complies with the specified requirements has been produced in the trial.
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APPENDIX F Specification 3 - Ground Anchors
SUBMISSIONS 3.10 Particulars of access Particulars of the proposed means of access for the catch fence construction works, including access structures and reinstatement, shall be submitted to the Engineer for approval at least 14 days before the catch fence construction works commence. 3.11 Particulars of Ground Anchors The following particulars of the materials and methods of construction for the Ground Anchors shall be submitted to the Engineer:
1) Details of Ground Anchors and centralizers;
2) Methods of drilling, installation, grouting and stressing of the Ground Anchors; 3) Proposed working loads;
4) Previous performance records if available; and
5) Details of equipment for testing Ground Anchors, including test and calibration certificates.
The particulars shall be submitted to the Engineer for approval at least 7 days before the Investigation Tests start.
MATERIALS 3.12 General Requirements The requirements listed in the following clauses shall apply, wherever relevant, to materials used in all Ground Anchors except when otherwise agreed by the Engineer. The handling, storage and use of materials shall comply with manufacturers' instructions.
An anchor shall not contain materials that are mutually incompatible with each other and the surrounding environment. 3.13 Tendons Pre-stressing tendons shall comply with the following European Standards:
1) BS EN 10138: Design of pre-stressing steel; 2) Eurocode 2 Part 1-5: The use of unbonded and external prestressing tendons.
Alloy steel bars shall be straight. The tendon bond length will comprise ribbed bars in accordance with ENV 1992-1: Eurocode 2.
A certificate shall be submitted to the Engineer containing the following particulars on the pre-stressing tendons:
1) The manufacturer's name and the date and place of manufacture;
2) Cast analysis;
3) Diameter, cross sectional area and unit mass; and,
4) Results of tests for mechanical properties, including the characteristic breaking load, characteristic 0.1% proof load, elongation at maximum load, relaxation and modulus of elasticity.
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APPENDIX F Specification 3 - Ground Anchors
3.14 Anchor Head 1) The anchor head shall be able to carry the characteristic tensile load of the tendon of 100% Ptk.
2) The anchor head shall compatible with the requirements of the catch fence manufacturer’s recommendations for the transfer of load from the catch fence support cables into the supporting ground. 3.15 Couplers 1) If extension of tendon bars using couplers is required, then the couplers strength shall not be less than that of the tendon.
2) Couplers shall comply with BS EN 1992-1-1: Eurocode 2.
3) The tendon shall not be coupled inside the bond length.
4) The corrosion protection of the coupler shall be compatible with the corrosion protection provided to the tendon. 3.16 Cement Grout 1) Cement grout for Rockfall Protection Works shall consist of OPC, sand and water. Admixtures shall not be used unless permitted by the Engineer.
2) Sand for grout shall be clean dry sand complying with BS EN 13139: 2002 and shall have a particle size distribution such that 100% passes a 2 mm BS test sieve and not more than 30% passes a 0.2 mm BS test sieve.
3) Water for grout shall be clean fresh water having a temperature not exceeding 30oC or less than 5oC.
4) Cement grout shall have a minimum crushing strength of 30 MPa at 28 days.
5) The amount of bleeding of grout shall not exceed 0.5% by volume 3 hours after mixing or 1.0% maximum when measured at 20oC in a covered glass or metal cylinder of 100 mm internal diameter and with a grout depth of approximately 100 mm. In addition, the water shall be reabsorbed by the grout within 24 hours.
The flow cone efflux time of grout shall not be less than 15 seconds 3.17 Particulars of Grouting for Rockfall Protection Works 1) The following particulars of the proposed materials and methods of construction for grouting for Rockfall Protection Works shall be submitted to the Engineer: a) Details of drilling, grouting and testing equipment; b) Details of grout mix, including admixtures; c) Methods of storing, mixing and injecting grout; d) Methods of drilling, cleaning, capping and sealing grout holes; e) Methods of grouting, including grouting stages, order of working and regrouting methods; f) Methods of controlling surface water, groundwater, leakage and ground movement, including methods of monitoring and instrumentation;
2) The particulars shall be submitted to the Engineer for approval at least 28 days before grouting starts.
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APPENDIX F Specification 3 - Ground Anchors
3.18 Trials for Grouting Unless otherwise permitted by the Engineer a grouting trial shall be carried out. The extent and depth of holes for grouting trials and the tests to be carried out shall be as stated in the Contract.
SYSTEM COMPONENTS 3.19 General The anchor shall be designed and constructed so that any compressive forces generated within the free length will not damage the corrosion protection. 3.20 Fixed Anchor Length The fixed anchor length shall be determined by the Contractor to meet the working load required for each support cable configuration for the catch fence system. 3.21 Spacers and Centralisers 1) Spacers or centralisers shall be provided on all installed tendons and encapsulations to ensure separation between the individual components, and to ensure individual tendons are positioned uniformly over the cross-section of the drillhole.
2) Spacers or centralisers shall be provided on the tendon at suitable intervals to meet the following requirements: a) Within the fixed anchor length, the tendon shall be positioned in the grout column so that a minimum grout cover to the tendon of 10 mm is maintained. b) Within the design free anchor length, there shall be a minimum clearance of 10 mm between the tendon and the sides of the drillhole or casing.
3) Spacers and centralisers shall be made of a material that has no deleterious effect on the tendon itself. The use of metal dissimilar to the tendon shall not be used.
4) When used outside an encapsulation in a permanent anchor spacers or centralisers should be manufactured from corrosion resistant materials.
5) Spacers shall be installed at 2 m intervals along the tendon with a minimum of 2 nr spacers per anchor, unless otherwise approved by the Engineer. 3.22 Reinforced Concrete Connection Blocks Where concrete is used for connection blocks as part of multiple anchor systems, the concrete must conform to Specification Section 4.
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APPENDIX F Specification 3 - Ground Anchors
CORROSION PROTECTION OF STEEL TENDON AND STRESSED STEEL COMPONENTS 3.23 Corrosion Protection for Permanent Anchors 1) The corrosion protection system shall be a minimum of hot-dip galvanised anchor with a minimum of 20mm grout cover.
2) All materials used shall be maintained clean and free of defects. In particular, all tendons shall be free of pitting. The corrosion protection system provided shall remain effective during installation and throughout the service life of the anchor.
3) The corrosion protection system for the anchor shall be protected from mechanical damage during loading by the provision of protective casing or a similar approved protection system. Grouting for Rockfall Protection Works 3.24 Monitoring of Grouting Operations 1) Instrumentation shall be installed to monitor heave, bulging, settlement, lateral movement, deformation or fracturing of the ground or structures due to grouting operations. Records of monitoring shall be kept by the Contractor on the Site and a copy provided for the Engineer. Arrangements for installing instruments and taking measurements inside and outside the Site shall be made by the Contractor.
2) The accuracy of the instruments shall be checked before grouting starts and at regular intervals agreed by the Engineer. 3.25 Grouting Equipment 1) Grouting equipment for Rockfall Protection Works shall be a type, quantity and size suitable for the grouting required; the equipment shall be kept clean and in good working order.
2) Standby grouting equipment shall be available at all times and shall be capable of being brought into operation immediately in the event of breakdowns during grouting operations.
3) Grout mixers shall be high speed colloidal mixers having a rotor speed of at least 1000 r/min and capable of producing a colloidal grout mix. Mixers shall be fitted with a water volume measuring device for batching purposes.
4) Holding tanks shall be fitted with an agitator to provide continuous agitation of the grout at 100 r/min. The tank shall be fitted with a dipstick to allow continuous measurement of the volume of grout in the tank. A 2.36 mm removable screen shall be provided between the tank and the pump or grout lines.
5) Grout pumps shall be a positive displacement type. Pumps shall be fitted with bypass valves to allow a standby pump to be brought into operation.
6) Working pressure gauges shall be accurate to within 3% and shall be calibrated against a test gauge before grouting starts and at weekly intervals. A test gauge with accompanying calibration certificates shall be kept on the Site for the purpose of calibrating working gauges. Working gauges shall be numbered and a record shall be kept of gauge number, shifts worked, calibration dates and repairs undertaken; records shall be kept on the Site and shall be available for inspection by the Engineer at all times.
7) Packers shall be such that they seal holes in rock at the specified level and shall be capable of withstanding the maximum grout or water pressure to be used at that level without leakage. Packers may be of the mechanical or inflatable rubber type. A sufficient number of packers of a size to suit the holes shall be available on the Site.
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APPENDIX F Specification 3 - Ground Anchors
8) Grout hoses shall be of sufficient length and shall be arranged in such a manner to allow continuous circulation of the grout from the pump to the hole and back to the agitator and holding tank. Circulation hoses shall be kept to a minimum and sufficient spare hoses shall be available in the event of ruptures.
9) Pressure grouting shall be to 5 bar and where specified, the Contractor shall provide all equipment for achieving and measuring this pressure. 3.26 Mixing Grout 1) Grout for Rockfall Protection Works shall be mixed by volume. The mix proportions may be adjusted if approved by the Engineer depending on the results of the trial grouting, water tests in the hole or the results of previously grouted holes.
2) Grout shall be mixed by adding approximately two-thirds of the cement to the water adding any admixture and adding the remaining one-third of cement. Other mixing procedures shall not be used unless permitted by the Engineer.
3) The time for which grout shall be mixed in high speed mixers shall be suitable for the type of mixer used. Grout shall be continuously agitated in a holding tank after mixing and shall be screened before being circulated in the grout lines. Mixed grout shall be continuously circulated in such a manner that grout which is not taken in a hole can be returned to the holding tank.
4) Grout to which a retarding agent has not been added, and which is not used within 30 minutes after mixing, shall not be used for grouting. 3.27 Grouting for Rockfall Protection Works 1) Holes in rock shall be grouted in grouting stages not exceeding 3 m. Grouting may be carried out in either an upstage or a downstage sequence.
2) Ground other than rock shall be grouted in such a manner that grout can be injected at various points along the grout hole in a multi-stage operation. The grouting method shall employ perforated pipes with rubber sleeve valves unless otherwise permitted by the Engineer.
3) Grouting pressures shall initially be 100 kPa per 4 metre depth of hole and shall not exceed the overburden pressure unless permitted by the Engineer.
4) Holes shall be grouted in a continuous operation at the grouting stages and pressures stated in the Contract. Unless otherwise permitted by the Engineer grouting shall be carried out by injecting the grout under pressure into each grouting stage of the hole until the grouting stage refuses to take further grout.
5) If in the opinion of the Engineer grouting of any hole or grouting stage has not been completed due to excessive grout takes, low pressures, excessive leakage or other causes, the hole shall be redrilled or flushed out with water and re-injected with grout. 3.28 Loss or Leakage of Grout 1) If during the grouting of any hole, grout is found to flow from adjacent grout holes in quantities which in the opinion of the Engineer are sufficient to interfere seriously with the grouting operation or to cause appreciable loss of grout, the holes shall be temporarily capped. If in the opinion of the Engineer capping is not essential, ungrouted holes shall be left open to allow air and water to escape.
2) If during the grouting of any hole grout is found to flow from joints in the geological formation at the Site or any other location, the leaks shall be plugged or caulked in a manner agreed by the Engineer.
3) If during the grouting of any hole the grout take increases suddenly by a significant amount, the Engineer shall be informed immediately.
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APPENDIX F Specification 3 - Ground Anchors
3.29 Making Good Holes 1) Grout holes through concrete shall be made good using concrete agreed by the Engineer; the concrete shall be firmly compacted and shall be finished to match the adjacent surface.
2) Uncapped holes in rock shall be topped up after grouting using cement grout consisting of OPC and water in the proportions 1:1 by volume, or 1:3 cement sand mortar. 3.30 Records of Grouting for Rockfall Protection Works 3) Records of grouting for Rockfall Protection Works shall be kept by the Contractor on the Site and shall be available for inspection by the Engineer at all times. Records shall include the following details: a) hole location and reference number; b) depth of hole; c) type of grout and grout mix proportions; d) volume of grout injected e) grouting pressures; and f) times and details of any interruptions, leakages and equipment malfunctions.
A record of grouting for each hole shall be submitted to the Engineer within 24 hours after completion of grouting of the hole. The record shall contain the following details: a) hole location and reference number; b) grouting stage numbers and lengths; c) collar level and hole inclination; d) details of grout injections; and e) details of the grouting procedure, including any stoppages, leaks to other holes, surface leaks and ground movement.
4) A record of the testing for each hole, including test results, shall be submitted to the Engineer within 24 hours after completion of testing of a hole. Records of Packer tests shall contain the following details: a) hole location and reference number; b) depth of packer in the hole; c) date and time of test; d) type of gauge or meter and identifying reference number; e) test readings for each 5 minute period; f) calculated test results in Lugeons; and g) details of any equipment malfunctions, sudden water losses or blockages, surface leakage or other variations in test procedure.
5) A report of grouting for each part of the Works as stated in the Contract, including record drawings and logs of holes, shall be submitted to the Engineer within one week after completion and testing of grouting for that part of the Works. The form of records, logs and record drawings shall be as agreed by the Engineer.
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APPENDIX F Specification 3 - Ground Anchors
Testing: Grout – General Requirements 3.31 Batch: Grout for Rockfall Protection Works A batch of grout for Rockfall Protection Works is any quantity of grout used for grouting Rockfall Protection Works in one continuous operation in one day. Testing: Grout – Bleeding 3.32 Samples: Bleeding of Grout 1) One sample of grout shall be provided from each batch of grout for Rockfall Protection Works to determine the amount of bleeding of the grout.
2) Samples shall be provided not more than 30 minutes after the grout has been mixed and shall be protected from moisture content changes before the tests for amount of bleeding are carried out. 3.33 Testing – Bleeding of Grout 1) Each sample of grout taken shall be divided into three specimens; each specimen shall be tested to determine the amount of bleeding.
2) Each specimen shall be contained in a 100 mm diameter covered cylinder. The depth of grout in the cylinder shall be 100 mm. The amount of bleeding shall be measured by a scale fixed on the outside of the cylinder. The test shall be carried out at a temperature of 20oC.
3) The tolerance for testing shall be:
Diameter of cylinder: + 10 mm. Depth of grout: + 5 mm. 3.34 Non-Compliance: Bleeding of Grout If the result of any test for amount of bleeding of grout for Rockfall Protection Works does not comply with the specified requirements for amount of bleeding, particulars of proposed changes to the materials, grout mix or methods of production shall be submitted to the Engineer; further grouting trials shall be carried out unless otherwise permitted by the Engineer. Testing: Grout – Flow Cone Efflux Time 3.35 Samples: Flowability of Grout One sample of grout shall be provided from each batch of grout for Rockfall Protection Works to determine the flow time of the grout. 3.36 Testing: Flowability of Grout Each sample of grout taken as stated in Clause 3.35 shall be tested to determine the flow mixes envisaged should produce pumpable grout with flow readings of, say, 300 to 600 mm when measured in a metre of the ‘Colcrete’ type. 3.37 Non-Compliance: Flowability of Grout If the result of any test for flowability of grout does not comply with the specified requirements for flow, particulars of proposed changes to the materials, grout mix or methods of production shall be submitted to the Engineer; further grouting trials shall be carried out unless otherwise permitted by the Engineer.
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APPENDIX F Specification 3 - Ground Anchors
Testing: Grout – Crushing Strength 3.38 Samples: Crushing Strength of Grout One sample of grout shall be provided from each batch of grout for Rockfall Protection Works to determine the crushing strength of the grout. One batch shall not exceed more than one day of grouting operation.
Samples shall be provided not more than one hour after the grout has been mixed and shall be protected from moisture content changes before test cubes are made. 3.39 Testing: Crushing Strength of Grout Nine 100 mm test cubes shall be made from each sample of grout taken as stated in Clause 3.38. Three test cubes shall be tested to determine the crushing strength at 3 days, three test cubes shall be tested to determine the crushing strength at 7 days and three test cubes shall be tested to determine the crushing strength at 28 days. Once the Engineer is satisfied that the results are consistent, the number of cubes per batch shall be reduced to three. All three cubes shall be tested after 7 days. 3.40 Non-Compliance: Crushing Strength of Grout If the result of any test for crushing strength of grout for Rockfall Protection Works does not comply with the specified requirements for grout, particulars of proposed changes to the materials, grout mix or method of production shall be submitted to the Engineer; further trial mixes shall be made and further grouting trials shall be carried out unless otherwise permitted by the Engineer.
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX G Specification Section 4 - Civil and Structural Works
September 2016 Report No. 1535219.500/A.3
APPENDIX G Specification 4 - Civil and Structural Works
CIVIL AND STRUCTURAL WORKS 4.0 GENERAL The Civil and Structural Works (namely slope drainage) for the Rockfall Protection Works shall follow this Specification.
IN SITU CONCRETE CONSTRUCTION - GENERAL 4.1 Standards and Particulars Concrete shall be to Eurocode 2. The Contractor shall provide the concrete producer with information required by Eurocode 2, clauses 4 and 5.
The following particulars shall be satisfied: Embedded metal: Carbon steel reinforcement; Compressive strength class (cylinder/ cube minimum): C28/35; Target density (oven-dry): 2400 kg/m3; Fibres: None; Aggregates: Size (maximum): 20 mm; Type/Density: Normal weight; Coarse recycled aggregates: None permitted; Additional aggregate requirements: None; Design chemical class DC2; Water: Binder ratio (maximum): 0.5; Air content in situ (minimum): No special requirement; Consistence class: S3 Permitted cement/combinations: llB – V or lllA; Chloride class: CL 0.3; Admixtures: No requirement; Colour: No requirement; and Additional mix requirements: None. 4.2 Eurocodes United Kingdom National Annexes are deemed to be included. Nationally determined parameters shall apply. No substitution of alternative design rules for Application Rules shall be permitted.
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APPENDIX G Specification 4 - Civil and Structural Works
4.3 Temperature Records Monitoring of temperature is required throughout the period of concrete construction. Records shall include: Daily: Maximum and minimum air temperatures in shade; and Under adverse temperature conditions: Temperature at commencement and end of placing. A calibrated maximum and minimum thermometer shall be used for monitoring temperatures. Temperature shall be monitored in a location in the shade, close to the structure. 4.4 Structural Testing Concrete testing, in the form of cube strength, shall be undertaken in accordance with BSEN 206 EBS800 Parts 1 & 2 BSEN12390. Cubes shall be tested at 7 days and 28 days unless otherwise instructed by the Engineer. The reporting shall be to BSEN12390 and shall be submitted within 5 working days after testing. 4.5 Surface Cracking Surface cracking shall be monitored to ensure it does not exceed 0.3 mm when measured using a graduated magnifying device. Should cracks occur that are wider than the critical crack width, the following action shall be taken: Survey: Frequency and extent of such cracks and investigate cause. Report: Findings together with recommendations for rectification.
IN-SITU CONCRETE CONSTRUCTION - MATERIALS, BATCHING AND MIXING 4.6 Ready-Mixed Concrete Suppliers The production plant shall be required to be certified by a body accredited by UKAS to BS EN 45011 for product conformity certification of ready-mixed concrete. It is expressly required that the source of ready- mixed concrete shall be from one source if possible. If this is not possible, the Contractor shall submit alternative proposals in writing for approval by the Engineer.
The name and address of the concrete depot shall be submitted for approval by the Engineer before any concrete is delivered.
All delivery notes shall be retained for inspection.
Changes to the specification of fresh concrete are outside concrete producer's responsibility and is prohibited. 4.7 Interruption of Supply during Concreting If there is an interruption to concreting during pouring the following actions shall be taken: Elements without joints: Where elements are detailed to be cast in a single pour without joints make prior arrangements for a back-up supply of concrete. Elsewhere: . Preparation: Manage pour to have a full face, and have materials available to form an emergency construction joint while concrete can still be worked.
. Before pour is completed: Submit location and details of joint, make proposals for joint preparation.
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4.8 Admixtures Calcium chloride and admixtures containing calcium chloride shall not be used.
IN-SITU CONCRETE CONSTRUCTION -PLACING/COMPACTING/CURING AND PROTECTING 4.9 Temperature of Concrete Measures shall be taken to limit maximum temperature of concrete to minimize cracking during placing, compaction and curing. This shall include taking account of high temperatures and steep temperature gradients from: Prevent build-up during first 24 hours after casting; and Prevent coincidence of maximum heat gain from cement hydration with high air temperature and/or solar gain.
Rapid changes in temperature should be prevented during the first seven days after casting. Proposals for meeting this objective shall be submitted by the Contractor for approval. 4.10 Surfaces to Receive Concrete Surfaces to receive concrete shall be cleaned immediately before placing concrete so that they are free of debris, tying wire clippings, fastenings or free water. 4.11 Inspection of Surfaces The Contractor shall give 24 hour notice to the Engineer to allow inspections of reinforcement and surfaces before each pour of concrete. 4.12 Transportation of Concrete Concrete shall be transported to the place of permanent deposition such that it avoids contamination, segregation, loss of ingredients, excessive evaporation and loss of workability. It shall also be protected from heavy rain. 4.13 Placement of Concrete Records shall be maintained of time, date and location of all pours. Placement should take place as soon as practicable after mixing and while sufficiently plastic for full compaction. Concrete shall be placed in the temperature range: 30°C (maximum) and 5°C (minimum), unless otherwise specified. Concrete shall not be placed against frozen or frost covered surfaces. Concrete pours shall be in to final position in one continuous operation up to construction joints. The formation of cold joints should be avoided. Concrete shall be discharged such that it prevents uneven dispersal, segregation or loss of ingredients or any adverse effect on the formwork or formed finishes. The thickness of layers shall be to suit methods of compaction and achieve efficient amalgamation during compaction. Poker vibrators shall not be used to make concrete flow horizontally into position, except where necessary to achieve full compaction under void formers and cast-in accessories and at vertical joints. 4.14 Compacting Concrete Concrete shall be fully compacted to full depth to remove entrapped air. It shall continue until air bubbles cease to appear on the top surface. Particular attention shall be given to areas around reinforcement, under void formers, cast-in accessories, into corners of formwork and at joints. Consecutive batches of concrete shall be amalgamated without damaging adjacent partly hardened concrete. The method of compaction shall be agreed with the Engineer but shall suit the consistence class and use of concrete.
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4.15 Vibrators for Concrete Sufficient numbers and types of vibrator shall be maintained to suit pouring rate, consistency and location of concrete. 4.16 Plastic Settlement of Concrete Particular attention shall be given to monitoring settlement cracking. Fresh concrete shall be inspected closely and continuously wherever cracking is likely to occur, including the top of deep sections and at significant changes in the depth of concrete sections, particularly during the first few hours after placing and whilst concrete is still capable of being fluidized by the vibrator. Cracks shall be removed by re-vibrating concrete. 4.17 Curing of Concrete - General Surface layers of concrete shall be kept moist throughout curing period, including perimeters and abutments, by either restricting evaporation or continuously wetting surfaces of concrete.
In surfaces covered by formwork, this shall be retained in position and, where necessary to satisfy curing period, cover surfaces immediately after striking.
Top surfaces shall be covered immediately after placing and compacting. If covering is removed for finishing operations, replace it immediately afterwards.
Surface temperature shall be maintained above 5°C throughout the specified curing period or four days, whichever is longer.
Records shall be maintained containing details of location and timing of casting of individual batches, removal of formwork and removal of coverings. All records shall be kept on site and available for inspection by the Engineer. 4.18 Coverings for Curing of Concrete Suitable impervious material shall be used for covering sheets. Until surfaces are in a suitable state to receive coverings in direct contact, cover with impervious sheeting held clear of the surface and sealed against draughts at perimeters and junctions Curing compounds shall meet the following criteria: Curing efficiency: Not less than 75% or for surfaces exposed to abrasion 90%; Colouring: Fugitive dye; Application to concrete exposed in the finished work: Readily removable without disfiguring the surface; and Application to concrete to receive bonded construction/ finish: No impediment to subsequent bonding. 4.19 Additional Curing Requirement – Water Curing Water curing shall be commenced as soon as practicable after placing and compacting concrete.
Surfaces covered by formwork shall be exposed to water curing as soon as practicable.
Top surfaces shall be covered immediately with impermeable sheeting to prevent evaporation before commencement of water curing. Surfaces shall be wetted continuously throughout curing period.
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Select methods from: Mist spray; or Wet hessian covered with impermeable sheeting. 4.20 Curing Periods - General The minimum period of curing shall not be less than indicated to Table 6.1 BS8110-1:1997. 4.21 Protection to Concrete Measures shall be taken to prevent damage to concrete, including: Surfaces generally: From rain, indentation and other physical damage. Surfaces to exposed visual concrete: From dirt, staining, rust marks and other disfiguration. Immature concrete: From thermal shock, physical shock, overloading, movement and vibration. In cold weather: From entrapment and freezing expansion of water in pockets, etc.
FORMWORK FOR IN SITU CONCRETE General 4.22 Loading of Formwork The design and construction of formwork shall be to withstand the worst combination of the following: Total weight of formwork, reinforcement and concrete; Construction loads including dynamic effects of placing, compacting and construction traffic; and Wind and snow loads. 4.23 Formwork Details The Contractor shall provide the Engineer with the following details for formwork proposed: Full details, joint layout, surface finish, etc. 4.24 Propping Propping shall be such as to prevent deflection and damage to the structure. Props shall be carried down to bearings strong enough to provide adequate support throughout concreting operations.
The Contractor shall provide the Engineer with full details of his proposals for prop bearings and sequence of propping/repropping and backpropping. This shall be submitted 5 days prior to requirements to use formwork props. 4.25 Formwork Construction Formwork shall be constructed such that it can be accurately and robustly constructed to produce finished concrete in the required positions and to the required dimensions. Formed surfaces: Free from twist and bow (other than any required cambers). Intersections, lines and angles: Square, plumb and true.
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4.26 Joints in Forms Joints in form linings and between forms and completed work shall be suitable to prevent loss of grout by using seals where necessary. In addition, the formation of steps shall be prevented by securing the formwork tight against adjacent concrete. 4.27 Inserts, Holes and Chases The positions and details are dimensioned on drawings are shall not be changed without written consent by the Engineer.
The Contractor shall submit proposals for any un-dimensioned inserts, holes or chases or the use of alternative material sources for approval by the Engineer.
The Contractor shall give notice of any conflicts between positioning, in relation to reinforcement, well in advance of placing concrete.
The method of forming shall be by fixing inserts or box out as required. The cutting out of hardened concrete shall not be permitted without written approval. 4.28 Kickers The Contractor shall submit proposals including means of achieving quality of concrete consistent with that specified for the column or wall. Kicker height shall be 150 mm. 4.29 Form Ties The metal associated with form ties/devices shall be compatible with reinforcement metal. Ties shall be prohibited within cover to reinforcement. 4.30 Column Shutters The Contractor shall submit details of the proposed supplier for approval by the Engineer. 4.31 Release Agents The Contractor shall submit details of the proposed supplier for approval by the Engineer. Any release agent shall be suitable to achieve a clean release of forms without disfiguring the concrete surface. It shall be compatible with formwork materials, specified formed finishes and subsequent applied finishes. The same product shall be used throughout the entire area of any one finish.
The Contractor shall prevent contact of release agents with reinforcement, hardened concrete, other materials not part of the form face, and permanent forms. 4.32 Surface Retarders The Contractor shall submit details of the proposed supplier for approval by the Engineer. The Contractor shall prevent contact of release agents with reinforcement, hardened concrete, other materials not part of the form face, and permanent forms. Striking 4.33 Striking Formwork The timing of the striking of formwork shall be such as to prevent any disturbance, damage or overloading of the permanent structure.
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4.34 Minimum Period for Retaining Formwork/Temporary Supports in Position The Contractor shall retain the formwork/temporary supports in place until the concrete strength at time of formwork removal is a minimum of 20 MPa (Cube strength)
Earth cushion shall not be placed until specified strength is achieved on any earth supporting concrete structure.
Before removing formwork, the Contractor shall submit proposals if assumptions will not be realised.
The Contractor shall provide details on the method to be used in assessing early age strength of concrete for agreement with the Engineer. 4.35 Formed Finishes Samples of all formed finishes shall be made available for inspection by the Engineer. These shall include sample panels for all fair faced components of walls, columns and soffits. 4.36 Control Samples Sample areas that are part of the finished work shall include joints, arises, tie belts, etc. 4.37 Basic Finish A basic finish shall be provided such that the face is fully compacted and to tolerance. It shall be used on unseen faces below against ground, back face of retaining walls and front face of retaining walls with facing. 4.38 Plain Smooth Finish A plain smooth finish shall be even with panels arranged in a regular pattern as a feature of the surface. The permissible deviation of surfaces shall be as follows: Sudden irregularities (maximum): 5 mm; Gradual irregularities when measured from the underside of a 1 m straight edge, placed anywhere on surface (maximum): 5 mm; Variations in colour: . Permitted: Those caused by impermeable form linings;
. Not permitted: Discoloration caused by contamination or grout leakage. Surface blemishes: . Permitted: Blowholes less than 10 mm in diameter and at an agreed frequency;
. Not permitted: Voids, honeycombing, segregation and other large defects; Formwork tie holes: In a regular pattern and filled with matching mortar; and Standard – To be Type B to BS8110 Clause 6.2.7.3.
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REINFORCEMENT FOR IN-SITU CONCRETE 4.39 Reinforcement - General Reinforcement shall be to BS 4449, BS 4482, BS 4483 or BS 6744. Cutting and bending shall be to BS 8666.
Reinforcement shall be sourced from companies holding valid certificates of approval for product conformity issued by the UK Certification Authority for Reinforcing Steels (CARES). 4.40 Plain Bar Reinforcement Plain Bar reinforcement shall be to BS 4482 and strength grade: 250. 4.41 Ribbed Bar Reinforcement Ribbed Bar Reinforcement shall be to BS 4449 and strength grade 500B or 500C. 4.42 Standard Fabric Reinforcement Standard Fabric Reinforcement shall be to BS 4483 and strength grade: 500B. 4.43 Prefabricated Reinforcement Prefabricated elements shall be used at the Contractor’s discretion.
The Contractor shall obtain from a manufacturer holding valid certification of approval for welded fabrications issued by the UK Certification Authority for Reinforcing Steels (CARES). The Contractor shall demonstrate to the Engineer through certification that it has reached achievement of CARES appendix 6 for tack welding and appendix 10 for semi-structural/structural welding. 4.44 Prefabricated Continuity Reinforcement Strips The Contractor shall obtain from a manufacturer holding a valid Technical Product Approval certificate issued by the UK Certification Authority for Reinforcing Steels (CARES) or equivalent. 4.45 Proprietary Mechanical Couplers The Contractor shall submit proposals for proprietary mechanical couplers for approval by the Engineer. 4.46 Mechanical Couplers The Contractor shall obtain from a manufacturer holding a valid Technical Product Approval certificate issued by the UK Certification Authority for Reinforcing Steels (CARES) or equivalent.
WORKMANSHIP 4.47 Cutting and Bending Reinforcement Cutting and bending of reinforcement shall be to the provided schedules (where appropriate) and to BS 8666.
Bending on site is permitted, including minor adjustments but subject to B500B ribbed bars not being bent on Site. 4.48 Protection of Reinforcement The Contractor shall prevent dropping of reinforcement from height, mechanical damage and shock loading.
At time of pouring concrete, reinforcement shall be free from corrosive pitting, loose millscale, loose rust and contaminants which may adversely affect the reinforcement, concrete, or bond between the two.
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4.49 Laps and Splices 1) Laps in bar reinforcement (minimum): 40 bar diameters. 2) Laps in fabric reinforcement (minimum): 40 bar diameters.
3) Laps at corners: Avoid four layer build-up. 4.50 LAPS IN FABRIC REINFORCEMENT As defined in BCA publication 97.321.
Lap type: Long edge of fabric: Nested in plane; and Short edge of fabric: Nested in plane. 4.51 Welded Joints Site welding of joints is not permitted. 4.52 Fixing Reinforcement The fixing of reinforcement shall be to BS 7973-1 and -2.
In addition to any spacers and chairs shown on drawings or schedules, the Contractor shall provide adequate support, tie securely and maintain the specified cover.
Wire ties shall be 16 gauge black annealed. Stainless steel wire shall be used for stainless steel reinforcement.
The Contractor shall ensure that ends of tying wire are prevented from intrusion into the concrete cover. All loose ends are to be removed.
The Contractor shall prevent contact between ordinary carbon steel and stainless or galvanized reinforcement. 4.53 Cover Meter Survey The purpose of the survey is to check positions of reinforcement and that the specified cover has been achieved. The cover meter shall be a magnetic induction digital display type selected to suit arrangement and type of reinforcement. It shall be used in accordance with recommendations of BS 1881-204 and manufacturer as appropriate to yield accurate results. It shall be carried out by a surveyor experienced with cover meter surveys. The equipment shall be calibrated at the outset and thereafter regularly at 45 minute (maximum) intervals.
Cover meter surveys shall be carried out as soon as practicable after casting and shall be notified in advance to the Engineer. The results shall be submitted within 24 hours of the survey and the Engineer shall also be notified immediately where specified cover has not been achieved.
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX H Specification Section 5 - Falling Rock Protection Kits
September 2016 Report No. 1535219.500/A.3
APPENDIX H Specification 5 - Rock Fall Protection System
5.0 ROCKFALL PROTECTION SYSTEM 5.1 Definitions For the purposes of this Specification, the use of the terms “rockfall catch fence”, “rockfall protection systems” and similar designations shall be considered the same as a “falling rock protection kit” as defined in ETAG 027 Guideline for European Technical Approval of Falling Rock Protection Kits dated September 2012, amended April 2013.
Falling rock protection kits are defined as being made up of: Interception Structure, which has the function of bearing the direct impact of the mass, deforming elastically and/or plastically, and transmitting the stresses to the connection components, the support structure and the foundations; Support Structure, which has the function of maintaining the interception structure unbent, which is by nature not rigid. It can be directly connected to the interception structure or through a connection structure. Connection Components, which have the function of transmitting the stresses to the foundation. In order to allow the deformation, devices can be installed onto the structure, which permit a controlled lengthening. The foundation is not considered part of the kit. The design of the foundation is defined in Specification Sections 2, 3 and 4.
The following table summarizes the components, which form the various main parts. Table 1: Falling Rock Protection Kit Components Main Parts Components Function Principal net: made up of metallic cables, wires and/or bars of different types and materials (for example cable nets joined with clamps, Bearing the direct impact of the mass, submarine nets and ring nets. In the last two deforming elastically and/or plastically, Interceptor cases the rings forming the net are connected to and transmitting the stresses to the Structure each other). connection components, the support Additional layers: usually with a finer meshwork structure and the foundations. than the principal net made up of cables and or wires or other materials. Posts made of different materials, geometries and Maintains the interception structure Support length (for example, pipes, structural metallic erected. It can be connected to the Structure elements) and which may be provided at the interception structure directly or bottom with a hinge. through the connection components. Connecting ropes, steel cables, wires and/or bars Transmit the stresses to the of different types and materials, junctions, wire Connection foundation structure during impact rope grips, energy dissipating devices (elements components and/or maintain the interception which are able to dissipate energy and/or allow a structure in position. controlled displacement when stressed). Not part of ETAG 027 but shall comply with Transmits the forces derived from the Foundations Specification Clauses 2,3 and 4 block impact to the ground.
Drawing 4 gives a general arrangement of a falling rock protection kit that shall be applied to this Contract and explains, in general terms, the different components of the kit defined in Table 1 above.
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APPENDIX H Specification 5 - Rock Fall Protection System
5.2 Standards The falling rock protection kit shall comply with ETAG 027 Guideline for European Technical Approval of Falling Rock Protection Kits dated September 2012, amended April 2013 and be designed, manufactured and installed in accordance with the ETA holder’s design and installation guide.
The falling rock protection kit shall have an ETA certificate number that is valid at the Date of Commencement of the construction works. A copy of a valid certificate shall be provided to the Engineer prior to the ordering of materials from the manufacturers.
The falling rock protection kit shall have a CE marking that is valid at the Date of Commencement of the construction works. The CE marking of falling rock protection kit shall be accompanied by the following information: the name and address of the producer (legal entity responsible for the manufacture); the last two digits of the year in which the CE marking was affixed; the number of the EC certificate of conformity for the product; the number of the European Technical Approval; and, indication on the classification of the energy level and the category of the residual height for maximum energy level according to2.4.3.2 in this ETA Guideline.
The components of the falling rock protection kit shall comply with the following standards. The list is not exhaustive and reference should also be made to ETAG 027 supporting documents:-
Relevant Standard Cold formed welded structural hollow sections of non-alloy EN 10219 and fine grain steels Hot rolled products of structural steel – Part 1: General technical delivery conditions Hot rolled products of structural steel – Part 2: Technical EN 10025-1, 10025-2, 10025-3 delivery conditions for non-alloy structural steels Hot rolled products of structural steel – Part 3: Technical delivery conditions for normalised/normalised rolled weldable fine grain structural steels Hot dip galvanised coatings on fabricated iron and steel EN ISO 1461 articles – Specifications and test EN 12385-1, 12385-2, 12385-3 and 12385-4 Steel wire ropes -Safety Steel wire and wire products – steel wire for ropes for EN 10264-2 general applications Steel wire and wire products for fences – Hexagonal steel EN 10223-3 wire netting for engineering purposes Steel wire and wire products – non-ferrous metallic EN 10244-2 coatings on steel wire – Zinc or zinc alloy coatings
5.3 Performance Rating The falling rock protection kit shall be compliant with ETAG 027 Section 2.4.3 and have a Class 8 energy level classification with a Category A classification for residual height at Maximum Energy Level. The Maximum Energy Level shall be 5000kJ.
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5.4 Corrosion Protection Class The following standards are relevant to the definition of corrosion protection class.
BS EN ISO 12944-2: 1998, Paints and varnishes – Corrosion protection of steel structures by protective paint systems – Part 2: Classification of environments, BSI
BS EN ISO 9223: 2012, Corrosion of metals and alloys – Corrosivity of atmospheres – Classification, BSI
The corrosivity category according to EN ISO 9223 for the Site is C4 to C5 with a high to very high risk due to the marine environment.
The falling rock protection kit shall be required to provide an increased level of corrosion protection to suit this environment. The kits should be supplied with elements coated in Zn-Al5% Class A (EN 10244-2, EN 10264-2) or similar proprietary system provided by the falling rock protection kit manufacturer such as Geobrugg Supercoating.
Shackles and anchor bars shall be hot-dip galvanised according to EN ISO 1461. Bolts and nuts shall be hot-dip galvanised or non-electrolytic zinc flake coated U-bolt wire rope grips to EN ISO 10684. Ground anchors shall have a minimum of 20 mm cover on all sides with the protruding elements bitumen coated after installation.
The manufacturer shall be required to give an indication of the working life of the falling rock protection kit in the Site environment assuming no rock impact and the falling rock protection kit is subject to normal maintenance. The indications given as to the working life of the falling rock protection kit shall not be interpreted by the Engineer or the Employer as a guarantee but are regarded only as a means for choosing the appropriate products in relation to the expected economically reasonable working life of the works. 5.5 Installation Procedure The falling rock protection kit shall be installed in accordance with the installation guide included in the relevant product manual provided by the manufacturer. The manufacturer will be expected to provide a written statement that the falling rock protection kit has been installed in accordance to their product manual prior to the Engineer issuing a Certificate for Substantial Completion. Any conflict or ambiguity between the design and the Specification and/or Drawings shall be brought to the attention of the Engineer prior to the falling rock protection kit being constructed on Site. 5.6 Foundations and Ground Anchors The ground anchorages/ micropiles required to support the falling rock protection kit shall be constructed in accordance with Specification Section 2 – Micropiles, Section 3 – Ground Anchors and Section 4 – Civil and Structural Works.
Design loads will be compliant to Eurocode 7 based on the working loads provided by the manufacturer of the falling rock protection kit.
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX I Specification Section 6 - Earthworks
September 2016 Report No. 1535219.500/A.3
APPENDIX I Specification 6 - Earthworks
6.0 EARTHWORKS GLOSSARY OF TERMS 6.1 Areas of Fill Areas of fill are areas within the Site, including areas in embankments, platforms and slopes and in excavations for structures, pits and trenches, in which fill material is deposited and compacted as part of the permanent work. 6.2 Earthworks Final Surface Earthworks final surface is the surface to which the work included in Section 5 is finished.
6.3 Earthworks Material Earthworks material is material of a soil or rock type which is on or below the Site at the commencement of the Contract, or which is imported to the Site to carry out the Works.
6.4 Formation Formation is that part of the earthworks final surface on which a pavement, structure or utility, is constructed, or on which the blinding or bedding for a pavement, structure or utility is placed.
6.5 Rock Rock shall mean all hard material which in the opinion of the Engineer, requires blasting or the use of metal wedges and sledge hammers or the use of compressed air drilling for its removal or cannot be extracted by ripping or rooting with a heavy tractor (Caterpillar D8 or equivalent) and single type rooter. Boulders exceeding 0.2 m3 in volume in bulk excavation shall be classified as rock only when their nature and size are such that they cannot be removed without recourse to one of the aforesaid methods.
MATERIALS 6.6 Fill Material 1) Fill material shall consist of naturally occurring or processed material which at the time of excavation or importation or after selection, processing, mixing and adjustment of moisture content is capable of being compacted in accordance with the specified requirements to form stable areas of fill.
2) Fill material shall not contain any of the following:
a) Material susceptible to volume change, including marine mud, soil with a liquid limit exceeding 65% or a plasticity index exceeding 35%, swelling clays and collapsible soils;
b) Peat, vegetation, timber, organic, soluble or perishable material;
c) Dangerous or toxic material or material susceptible to combustion, and
d) Metal, rubber, plastic or synthetic material.
3) The different types of fill material shall have the particle size distributions within the ranges stated in Table 6.1.
4) Special fill material shall be wholly frictional. 5) Granular fill material shall consist of clean, hard, durable material.
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6) Rock fill material shall consist of pieces of hard, durable rock of which in the opinion of the Engineer not more than 30% by mass is discoloured or shows other evidence of decomposition. Concrete, masonry, brick and similar materials shall be used instead of rock if permitted by the Engineer.
7) The soluble sulphate content of fill material placed within 500 mm of concrete, cement bound material or cementitious material shall not exceed 1.9 grams of sulphate, expressed as SO3, per litre.
8) The total sulphate content, expressed as SO3, of fill material placed within 500 mm of metalwork shall not exceed 0.5% by mass.
Table 6.1: Particle size distributions of fill material Percentage by mass passing Type of fill material Size BS test sieve 1,000 mm 400 mm 200 mm 75 mm 20 mm 600 µm 63 µm Fine fill - - - 100 - - - material General fill - - 100 75-100 - - - material Special fill - - - 100 - - 0-20 material Granular fill - - - 100 - 0-5 - material Rock fill material 100 30-80 20-75 10-30 0-25 - - (Grade 400)
SUBMISSIONS 6.7 Particulars of Earthworks 1) The following particulars of the proposed materials and methods of construction for earthworks shall be submitted to the Engineer:
a) Details of Constructional Plant and haulage vehicles; b) Sequence of construction;
c) Programme of Works;
d) Methods of excavation and of deposition of fill material;
e) Details of compaction methods including the thicknesses of compacted fill layers and capacities of earth moving and compaction equipment;
f) Use of different types of excavated material;
g) Arrangements for stockpiling excavated material and fill; h) Methods of controlling the moisture content of fill material;
i) Methods of controlling surface water and groundwater and of protecting earthworks and earthworks material from damage due to water and from weather conditions which may affect the earthworks or earthworks material;
j) Methods of monitoring groundwater levels;
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k) Methods of monitoring the ground and structures for movements;
l) Methods and sequencing and working for earthworks adjacent to structures; and m) Method of supporting the temporary facing units during construction.
2) The particulars shall be submitted to the Engineer at least 7 days before the relevant work starts. 6.8 Particulars of blasting Blasting shall not be permitted for these works.
GENERAL EARTHWORKS REQUIREMENTS 6.9 General Requirements 1) The Contractor can adopt any methodology for the breaking up, excavation and transportation of rock and soil for foundation, ground anchor or fence alignment requirements from the Site subject to non- explosive techniques being adopted.
2) The final finished surface following removal of the material shall be agreed by the Engineer. Any excavated surface shall be reinstated to not less than the original slope angle.
3) All material shall be broken down into a size where it can be safely excavated, loaded and transported to a suitable disposal area off Site. The location and maximum size of rock that this disposal area will accept will be responsibility of the Contractor in discussion with landfill agents. 6.10 Temporary Works for Earthworks The design of Temporary Works associated with earthworks, including temporary slopes, stockpiles and drainage, shall be such that the risk of failure is not more than that which would be adopted if the Temporary Works were to be permanent. Allowance may be made in the design of the Temporary Works for the shorter design life and for the risk to persons and property and the surface water and groundwater conditions which are likely to occur during construction. 6.11 Handling and Storage of Earthworks Material 1) Earthworks material shall not be handled or stored in a manner which will result in segregation, deterioration, erosion or instability of the material.
2) Different types of earthworks material shall be kept separate from each other. Earthworks material which is suitable for use as fill material shall be maintained in a suitable condition and shall not be contaminated. 6.12 Protection from Water and Weather 1) Earthworks after site clearance, excavation or filling and earthworks material after excavation shall be kept free from water and shall be protected from damage due to water and from exposure to weather conditions which may affect the earthworks or earthworks material. The measures to be taken shall include the following: a) As stated in Clauses 6.19, 6.20 and 6.21;
b) Surfaces shall be maintained in a stable condition and shall be formed to falls to shed water and to prevent ponding;
c) The area of exposed surfaces shall be kept to a minimum; and
d) Temporarily exposed surfaces shall be sealed or covered with impermeable sheeting or protected by other methods approved by the Engineer.
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2) Excavations for structures, pits and trenches shall not be carried out on or adjacent to slopes unless measures are taken to drain the excavation and to prevent water from the excavation entering the slope. 6.13 Earthworks Material allowed to become unsuitable or to deteriorate 1) Earthworks material which has been used, or is required for use, in the permanent work and which is allowed to become unsuitable such that in the opinion of the Engineer it no longer complies with the specified requirements for that type of material shall be replaced or dealt with by methods agreed by the Engineer.
2) Earthworks material which is not stated in the Contract to be excavated and which the Contractor causes or allows to deteriorate such that in the opinion of the Engineer the permanent work will be affected shall be replaced or dealt with by methods agreed by the Engineer.
3) Material provided to replace earthworks material which has been allowed to become unsuitable or which the Contractor causes or allows to deteriorate shall be an equivalent material approved by the Engineer. The replacement material shall have the same volume after compaction as the material replaced.
4) The material which is to be replaced shall be disposed of by the Contractor. 6.14 Additional Excavation and Stabilisation 1) Earthworks material which is not stated in the Contract to be excavated but which in the opinion of the Engineer has inadequate strength, durability or stability shall be dealt with by additional excavation or filling as stated in Clause 6.14(2) or by other methods instructed by the Engineer.
2) Additional excavation shall be carried out and the resulting voids shall be dealt with as follows:
a) General fill material, shall be deposited and compacted below areas of fill and below formations other than in rock.
b) Grade 10 concrete shall be placed and compacted below formations in rock.
c) Granular fill material shall be deposited below standing water. 6.15 Removal of Earthworks Material Earthworks material which is required for use in the permanent work as fill material shall not be removed from the Site unless permitted by the Engineer. The Contractor shall notify the Engineer before any earthworks material is removed from the Site.
EXCAVATION 6.16 Disposal of Excavated Material 1) Excavated material above the finished surface shall be disposed of at the eastside reclamation by the Contractor unless otherwise stated in the Contract.
2) All excavated material removed from Site shall be disposed of at a location on the eastside reclamation agreed by the eastside reclamation site manager.
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APPENDIX I Specification 6 - Earthworks
6.17 Use of Excavated Material 1) Excavated material required for use in the permanent work which is capable of being selected, processed and mixed to make it suitable for use as fill material shall not be used for any other purposes unless permitted by the Engineer.
2) Excavated material which is required for use in the permanent work as fill material and which the Engineer permits to be removed from the Site or used for other purposes shall be replaced by an equivalent material approved by the Engineer. The replacement material shall have the same volume after compaction as the material replaced. 6.18 Obstructions in Excavations 1) The Contractor shall inform the Engineer without delay of the nature and location of any unforeseen obstruction encountered during excavation.
2) Boulders which intersect the earthworks final surface or formation shall be dealt with as excavation proceeds by methods agreed by the Engineer. Boulders shall not be left protruding unless permitted by the Engineer. 6.19 Excavation 1) Temporary supports or other methods shall be used to maintain excavations in a stable condition and to prevent settlement of structures or utilities due to excavation or dewatering.
2) Constructional Plant or other vehicles shall not be operated or parked adjacent to excavations and earthworks material or other materials shall not be placed adjacent to excavations unless this has been allowed for in the design of the Temporary Works for the support of the excavation. 6.20 Excavations adjacent to Structures and Utilities 1) Excavations shall be carried out by hand adjacent to utilities that are known, proven or suspected to exist.
2) Unless otherwise permitted by the Engineer excavations next to structures shall be carried out by hand. 6.21 Excavations for Structures, Pits and Trenches 1) Excavations for structures, pits and trenches shall be the minimum size necessary to construct the permanent work. The sides of excavations shall be vertical unless otherwise permitted by the Engineer.
2) The length of trench excavation left open at any one time shall not exceed that agreed by the Engineer.
3) Unless permitted by the Engineer, trenches for utilities in areas of fill shall not be excavated until the fill material has been deposited and compacted up to the earthworks final surface or formation or up to 1 m above the top of the utility, whichever is lower.
BLASTING 6.22 General 1) The Contractor will NOT be permitted to use explosives.
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APPENDIX I Specification 6 - Earthworks
COMPLETION OF EARTHWORKS SURFACES 6.23 Completion of Earthworks Final Surfaces 1) Earthworks final surfaces shall be completed to a stable condition as soon as practicable after excavation or after deposition and compaction of fill material, if required, has been completed. The subsequent permanent work or surface protection shall be carried out as soon as practicable after the earthworks final surface has been completed.
2) Earthworks final surfaces shall be completed to smooth alignments without abrupt irregularities unless otherwise stated in the Contract. 6.24 Completion of Formations 1) Formations above structures or utilities shall be completed after construction of the structure or utility.
2) Except in excavations in rock and in areas of fill formed of rock fill material, formations shall be compacted to obtain a relative compaction of at least 98% to a depth of 200 mm below the formation.
3) Unless otherwise permitted by the Engineer, proof rolling shall be carried out on formations. The formation shall be rolled in the presence of the Engineer by at least two passes of a non-vibrating rubber tyre roller. The roller shall have a static load per 100 mm width of roll of at least 4 kN and shall travel at a speed not exceeding 2 km/hr. Any defect in the formation which is revealed during proof rolling by deformation of the formation which in the opinion of the Engineer is excessive shall be made good as instructed by the Engineer.
4) After all other formation work and testing have been completed and damage caused by testing reinstated, formations for pavements shall be rolled with one pass of a smooth steel-wheeled non- vibrating roller. The roller shall have a load per 100 mm width of roll of at least 2 kN.
5) Unless otherwise permitted by the Engineer, formations which will not be immediately covered by the subsequent permanent work shall be protected by methods agreed by the Engineer. 6.25 Protection of earthworks final surfaces and formations 1) Earthworks final surfaces and formations shall be maintained in a stable condition and shall be protected from damage due to water or other causes and from exposure to conditions, which may adversely affect the surface.
2) Formations shall not be used by Constructional Plant or vehicles other than those, which in the opinion of the Engineer are essential to construct the subsequent work.
TOLERANCES 6.26 Tolerances: earthworks final surfaces and formations 1) Earthworks final surfaces and formations shall be within the tolerances stated in Table 6.2 of the specified lines and levels. The tolerances for formations do not apply for pipes or preformed structures which require to be supported over their complete length or area.
2) In excavation, a positive tolerance refers to insufficient excavation and a negative tolerance refers to excess excavation. In areas of fill, a positive tolerance refers to excess fill material and a negative tolerance refers to insufficient fill material.
September 2016 Project No. 1535219.500 6/7
APPENDIX I Specification 6 - Earthworks
Table 6.2: Tolerances for earthworks final surfaces and formations Tolerance (mm) Type of surface Method of forming surface + - Excavation except in rock 0 25 Formations for structures and utilities Excavation in rock 0 150 Deposition and compaction of fill material 0 25 Earthworks final surfaces other than Excavation except in rock 0 100 formations, with a gradient not Excavation in rock 0 200 exceeding 1 vertical to 10 horizontal Deposition and compaction of fill material 0 100 Excavation except in rock 100 100 Other earthworks final surfaces Excavation in rock 100 200 Deposition and compaction of fill material 100 100
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX J Preamble to the Bill of Quantities
September 2016 Report No. 1535219.500/A.3
APPENDIX J Preamble to the Bill of Quantities
LIST OF PRINCIPAL QUANTITIES The following list of principal components together with approximate estimated quantities is provided solely to assist tenderers in making an initial assessment of the general scale and character of the proposed Works.
The quantities in the Bill of Quantities are estimated from the information available at the time of issuing the Tender Documents. The Bill of Quantities are prepared on the basis of typical falling rock protection kits and, therefore, it is recognised that there will be variations in the actual quantities based on the manufacturer chosen by the Tenderers and, ultimately, approved by the Engineer. Therefore, all quantities stated in the Bill of Quantities are indicative only and are intended to provide an overview of the extent and nature of the Works so that a meaningful tender evaluation can be undertaken.
PREAMBLE TO BILL OF QUANTITIES 1.0 GENERAL The Bills of Quantities indicate quantities estimated from the information available at the time of issuing and shall be read in conjunction with the whole of the Tender Documents including the Tender and Tender Appendices, Conditions of Contract, Specification and Drawings as scheduled. The extent of the work to be undertaken is indicated on the Drawings.
The objective of the Bill of Quantities is to provide such information of the quantities of work to enable tenders to be prepared efficiently and accurately. After the award of the Contract the Bill of Quantities will be used in the valuation of the work executed.
2.0 METHOD OF MEASUREMENT Measurement of quantities shall be made in accordance with the procedures set out in the Civil Engineering Standard Method of Measurement, 4th Edition (CESMM4) issued by the Institution of Civil Engineers except where expressly shown to the contrary in the Bills of Quantities or otherwise modified by any Preamble.
The very presence of items in the Bills of Quantities which are not described or measured in accordance with CESMM4, or the very absence of other descriptions or measurements, constitutes an amendment to CESMM4 which has been adopted in accordance with the requirements of CESMM4 Section 5 Clause 5.4.
Insofar as any Preamble clause may conflict or be inconsistent with any provision of CESMM4 the Preamble clause shall prevail.
For items not measured strictly in accordance with CESMM4 the Contractor shall satisfy himself that he has included all the tasks involved in the construction of these items.
3.0 DEFINITIONS In the document entitled Civil Engineering Standard Method of Measurement, fourth edition (thereinafter referred to as ‘The Method of Measurement’) unless the context otherwise requires, the following words and expressions shall have the meanings hereby respectively assigned to them that is to say: a) “Conditions of Contract” means the Infrastructure Conditions of Contract – Measurement Version, August 2011, unless stated otherwise in the Tender; b) Words and expressions to which meanings are assigned in the Conditions of Contract have the same meanings in the Method of Measurement;
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APPENDIX J Preamble to the Bill of Quantities
c) Words and expressions to which meanings are assigned in the Specification and Drawings referred to in the Conditions of Contract have the same meanings in the Method of Measurement; d) The word ‘work’ includes work to be carried out, goods, materials and services to be supplied, and the liabilities, obligations and risk to be undertaken by the Contractor under the Contract; e) The expression ‘expressly required’ means shown on the Drawings, described in the Specification or ordered by the Engineer pursuant to the Contract; f) “Bill of Quantities” means a list of items giving brief identifying descriptions and estimated quantities of work comprised in the execution of the works to be performed; g) “Daywork” means the method of valuing work on the basis of time spent by workmen, the materials used and the plant employed. Payment for dayworks will only be made if instructed in writing by the Engineer; h) “Work Classification” means the Work Classification set out in Section 8 of CESMM4; i) “Original Surface” means the surface of the ground before any work has been carried out; j) “Final Surface” means the surface indicated on the Drawings to which excavation is to be carried out; k) “Commencing Surface” means, in relation to an item in a Bill of Quantities, the surface of the ground before any work covered by the item has been carried out. “Commencing Surface” means, in relation to a group of items in a Bill of Quantities for work in different materials in an excavation or a bored, drilled or driven hole, the surface of the ground before any work covered by any item in the group has been carried out; l) “Excavated Surface” means, in relation to an item in a Bill of Quantities, the surface to which excavation included in the work covered by the item is to be carried out. “Excavated Surface” means, in relation to a group of items in a Bill of Quantities for different materials, the surface for which excavation included in the work covered by an item in the group is to be carried out; m) A hyphen between two dimensions means a range of dimensions which include all dimensions exceeding that preceding the hyphen but not exceeding that following the hyphen; and n) ‘BS’ means British Standard. References to British Standards are deemed to include equivalent national standards of member states of the European Community and European Community Standards.
4.0 WORK DESCRIPTIONS General directions and descriptions of work and materials given in the Specification are not necessarily repeated in the Bills of Quantities. The sub-headings and item descriptions in the Bills of Quantities identify the work covered by the respective items listed and the exact nature and extent of all work to be performed shall be ascertained by reference to the Specification, the Appendices and the Drawings as appropriate.
Wherever a cross-reference is made in the Bill of Quantities description to a section of the Specification, such a cross-reference is provided for the Contractor's guidance and does not necessarily purport to represent the only or a comprehensive list of relevant specification sections. In a like manner, cross- references to drawings do not purport to reflect the only or a comprehensive list of drawings. 5.0 QUANTITIES REMEASURABLE All quantities stated in the Bill of Quantities are provisional and are given chiefly to enable comparison of tenders. No variation in the Contract Rates (including sums) shall be authorised by reason of the actual quantities of work executed or materials supplied being greater or less than the billed quantities provided in the tender.
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APPENDIX J Preamble to the Bill of Quantities
Notwithstanding the provisional quantities stated in the Bill of Quantities payment shall be determined by re-measurement of the permanent materials installed. The quantities shall be computed net using dimensions from the Drawings unless stated otherwise in the Method of Measurement, and no allowance shall be made for bulking, shrinkage or waste.
In addition to items for measured work, lump sum items are provided to cover specified duties and obligations of the Contractor. The rates and prices for establishment on Site of all equipment and services shall except where indicated otherwise include for removal from Site on completion. Requirements for items marked “PROVISIONAL” must be confirmed beforehand in writing by the Engineer.
6.0 RATES AND PRICES FULLY INCLUSIVE The prices and rates to be inserted by the Contractor in the Bill of Quantities shall be deemed to be full and inclusive value of the works covered by the several items, including all costs and expenses which may be required in and for the construction of the work described in the Contract Document including but not limited to the following: i) The design of the falling rock protection kit including foundations in accordance with the Specification; ii) All means of access to the site, including gaining of access/works permits to the Site from third parties, Government Departments and others outside the direct control of the Employer; iii) Labour and costs in connection therewith; iv) The supply of materials, goods, storage and costs in connection therewith including wastage and delivery to Site; v) Plant and equipment and all costs in connection therewith; vi) Fixing, erecting and installing or placing of materials and goods in position; vii) All temporary Works including earthworks and rock slope stabilisation that is not expressly measured separately by a specific item in the Bills of Quantities. Temporary Works shall include all access tracks for the use of the Contractor and other authorised authorities or organisations and subsequent reinstatement to the satisfaction of the Engineer; viii) The effect on the planning of the Works of alterations or additions to existing services and mains to the extent that such work is set forth or reasonable implied in the documents on which the tender is based; ix) All trials and testing reasonably implied in the documents on which the tender is based; x) All general obligations, liabilities and risks involved in the execution of the Works set forth or reasonably implied in the documents on which the tender is based; xi) Establishment charges, overheads and profit; xii) All measures necessary to prevent contamination of groundwater as a result of the works; xiii) Such temporary marker barriers as may reasonably be required for safety reasons to delineate the working locations; xiv) Any levies, duties or other costs payable for Police or Police Escorts for carrying out any element related to the Works; and, xv) Provision of all records and survey drawings required for the Site Health and Safety File (CDM Regulations) and CQA documentation.
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APPENDIX J Preamble to the Bill of Quantities
A rate and/or price is to be entered against each item in the Bill of Quantities to two decimal places whether quantities are stated or not. The cost of any Bill item against which the Contractor has not entered a rate or price shall be deemed to be fully included in other prices or rates inserted by the Contractor elsewhere in the Bills of Quantities.
All rates and prices are to be net exclusive of any Value Added Tax. VAT does not apply in Gibraltar.
7.0 METHOD RELATED CHARGES Where special risks, liabilities and obligations or anything in the Conditions of Contract or Specification cannot be dealt with as described above and for which the Contractor considers a separate charge is required then the price thereof shall be separately stated and fully described and priced by the Contractor (inserting the relevant Clause number or reference) in the items provided for the purpose in Bill No.1 General Items. The sums inserted in this bill shall be considered to be fixed lump sums covering the whole of the works and as such will not be subject to adjustment. If the Contractor does not make an allowance in the space provided, then the rates inserted in the Bills hereafter shall be deemed to cover all the Contractor’s obligations under the Contract.
8.0 TEMPORARY WORKS The design and construction of all temporary works including any additional slope stabilisation and temporary works whether permanently left in place with the Engineer’s consent or not but which are adopted, installed and operated by the Contractor during the execution of the works shall not be measured separately and shall be deemed to be included in the tendered rates.
The cost of all measures required to keep the works free of standing water shall be fully included for in the tendered rates.
The costs associated with the construction and maintenance of temporary access roads shall be fully included for in the tendered rates.
The costs associated with the establishment of the management of, and/or the closure and re-opening of any road associated with the works shall be fully included for in the tendered rates.
The costs associated with the protection to utilities, pipelines, public highways, footpaths and other structures to be retained within and adjacent to the Site shall be fully included for in the tender rates.
9.0 DAYWORKS AND SCHEDULE OF PRICES Measurement of Dayworks as instructed by the Engineer shall be compiled by the Contractor and presented for approval during the following shift together with all pertinent supporting information as may be requested by the Engineer’s Representative.
Where the rates and prices are inserted in the Daywork Schedule these rates shall be applied net and shall be deemed to be all-inclusive of all incidental matters, small tools, overheads and profit.
Where items of Daywork are not listed in the Daywork Schedule the amounts for work executed or services provided on a Daywork basis shall be calculated by adding the percentage additions stated in the current edition of the “Schedule of Dayworks carried out incidental to Contract Work” issued by the Federation of Civil Engineering Contractors, and adjusted as stated in the Bill of Quantities, to the rates and prices contained in the aforementioned Schedules. Payment shall be made under the conditions and using the rates and prices contained in the edition of the aforementioned Schedules current at the date of execution of the Daywork adjusted by the percentages inserted by the Contractor at the time of tendering.
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APPENDIX J Preamble to the Bill of Quantities
Payment as Daywork shall only apply to additional work requested in advance by the Engineer which are not included in or reasonably implied by the Specification or Drawings.
10.0 GEOTECHNICAL WORKS The Contractor's rates shall include for carrying out all geotechnical works detailed in the Specification. The Contractor shall be deemed to have satisfied himself of the different potential geometries of the Site that are likely to be encountered during the works prior to completing the Bill of Quantities. These shall include but not limited to working on ground that is soft, loose, undulating, scattered with boulders at surface level and near surface.
The Contractor's rates for geotechnical works shall include for permanent and temporary design (as defined in the Conditions of Contract and Specification), sourcing, transportation to site, surveying of alignment, setting out, installation and maintenance during the maintenance period of the falling rock protection kit. The Contractor’s rates for geotechnical works shall include for all components necessary to provide a completed falling rock protection kit system including foundations, unless specifically measured separately in the Bill of Quantities.
The Contractor's rates for installation of micropiles and ground anchors shall include all the works reasonably inferred from the Specification, including but not exclusively, setting-up, drilling, casing, borehole support, pre-grouting, re-drilling, bolt installation, centralising, coupling of bars, spike plate assembly and stressing and testing, as required in the Contract.
The Contractor’s rates shall also include for working restrictions around plant, shrubs or trees specified by the Engineer or by legal notice to be retained and protected during the works.
Pre-grouting for foundation works shall be taken to mean grouting up to a volume equal to five times the total drillhole volume. Pre-grouting is assumed to be a single stage operation.
The Contractor’s rates shall include for stabilising the drillhole for foundations (namely ground anchors and micropiles) installation by casing, grouting or adoption of self-boring anchors or other means approved by the Engineer.
The Contractor’s rates shall include for all standing awaiting for grout to harden for re-grouting and drillhole installation.
The Contractor's rates for scaling expressly instructed by the Engineer shall include for all labour, access systems and hand-held tools as well as a water jet coupled to compressed air. The Contractor's rates shall include measures to prevent uncontrolled falls of debris arising from scaling and trimming works that may damage roads, utilities or structures within and adjacent to the Site. The Contractor’s rates shall also include for the disposal of scaled material off Site at an approved waste dump.
The Contractor's rates for block removal expressly instructed by the Engineer shall include for all labour, access systems, plant, equipment and materials for their removal. The Contractor's rates shall include measures to prevent uncontrolled falls of debris arising from block removal that may damage roads, utilities or structures within and adjacent to the Site. The Contractor’s rates shall also include for the disposal of debris arising from the block removal off Site at an approved waste dump.
The Contractor’s rate for the provisional work comprising 1 nr trial anchor in the vicinity of the Lower Water Channel shall include for provision of all plant, materials and equipment, mobilisation to the site, installation and testing as described in the Specification. The Contractor shall provide a rate only item in the bill of quantities for this provisional work.
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APPENDIX J Preamble to the Bill of Quantities
11.0 ADDITIONAL OR OMITTED WORK The Engineer will determine the amount (if any) to be added to or deducted from the sum named in the Tender in respect of any extra or additional work done or work omitted by his order. All such work shall be valued at the prices or rates, set out in the Bill of Quantities of the same shall be applicable.
12.0 APPLICATIONS FOR PAYMENT The Contractor shall submit his applications in triplicate for payment for works completed, measured to the 1st day of each calendar month, in a form to be approved by the Engineer’s Representative and accompanied by all necessary supporting documentation. The Contractor may use a copy of the Bill of Quantities, with agreed quantities inserted, as a basis for compiling applications which should state the Employer’s Order Number and be submitted to: Mr Emil Hermida Technical Services Department HM Government of Gibraltar Joshua Hassan House Secretary’s Lane Gibraltar With a copy submitted to: Mr Stewart Lightbody Principal Golder Associates (UK) Ltd 2nd Floor, Sirius Building, The Clocktower, Flassches Yard, South Gyle Crescent, Edinburgh, EH12 9LB, Scotland United Kingdom quoting the reference “Eastside Water Catchment Rockfall Protection Works – Phase 1A”.
The Contractor should identify his bank account details on each Application including bank name, branch address, clearing number, account name and account number.
The triplicate copy should be handed to the Engineer’s Representative on Site. The Contractor should attach to each Application all supporting documentation as requested by the Engineer.
13.0 STATUTORY BODIES The Contractor’s attention is drawn to the need to protect all of the appliances and apparatus owned and/or operated by the Statutory Bodies. The Contractor shall indemnify the Employer against claims for damages caused by the Contractor’s operations during construction and maintenance of the works. Furthermore, the Employer expressly requires the Contractor to indemnify him against claims resulting from the actions of the Statutory Bodies which results in delays or additional costs to the Contractor.
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ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX K Bill of Quantities
September 2016 Report No. 1535219.500/A.3
Rock Fall Catch Fence For The Protection BoQ 1 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
CLASS A: General Items
A1 Contractual requirements
A110 Performance Bond;fixed sum
A120 Insurance of the works;fixed sum
A130 Third party insurance; fixed sum
A2 Specified requirements
Accommodation for the engineers staff
Establishment of Accommodation for the Engineer's A211.1 sum staff in accordance with the Specification;fixed
Maintenance of Accommodation for the Engineer's staff A211.2 sum in accordance with the Specification;time related
Removal of Accommodation for the Engineer's staff in A211.3 sum accordance with the Specification; fixed
Services for the engineers staff
Establishment of Telephone Services for the Engineer's A222.1 sum staff in accordance with the Specification;fixed
Maintenance of Telephone Services for the Engineer's A222.2 sum staff in accordance with the Specification; time related
Removal of Telephone Services for the Engineer's staff A222.3 sum in accordance with the Specification;fixed
Communication Systems
Establishment of Communication System for the A223.1 Engineer's staff in accordance with the sum Specification;fixed
Maintenance of Communication System for the A223.2 Engineer's staff in accordance with the sum Specification;time related
Removal of Communication System for the Engineer's A223.3 sum staff in accordance with the Specification;fixed
Equipment for use by the engineers staff
Establishment of Office Equipment for the use of the A231.1 Engineer's staff in accordance with the sum Specification;fixed
Maintenance of Office Equipment for the use of the A231.2 Engineer's staff in accordance with the sum Specification;time related
Removal of Office Equipment for the use of the A231.3 sum Engineer's staff to the Employer's offices;fixed
Total Carried to Summary
Golder Associates Sheet 1 of 14 Rock Fall Catch Fence For The Protection BoQ 2 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
Establishment of Vehicle for the use of the Engineer's A232.1 sum staff in accordance with the Specification;fixed
Maintenance of Vehicle for the use of the Engineer's A232.2 sum staff in accordance with the Specification;time related
Removal of Vehicle for the use of the Engineer's staff A232.3 sum to the Employer's offices;fixed
Establishment of Surveying Equipment for the use of A232.4 the Engineer's staff in accordance with the sum Specification;fixed
Maintenance of Surveying Equipment for the use of the A232.5 Engineer's staff in accordance with the sum Specification;time related
Removal of Surveying Equipment for the use of the A232.6 sum Engineer's staff to the Employer's offices;fixed
Attendance upon the engineer's staff IRATA technician
A242 Attendance of a chainman upon the Engineer's staff hr 15
Attendance of an IRATA III Technician upon the A244 Engineer's staff for duration of rock slope engineering sum works;fixed
Trials and testing of materials
Testing of Materials as required in the A250.1 sum Specification;fixed
A250.2 Trials for the Works as required in the Specification sum
Temporary Works
Establishment and removal of road closures to traffic for the duration of the Works, including establishment, A271 sum repositioning, reinstatement and removal of all associated plant, equipment and labour;fixed
Regulation of road closure for the duration of the works, A272 including operation, repositioning and maintenance of sum all associated plant, equipment and labour;time related
Establishment and removal for the duration of the works of all temporary haul roads through the Site A273.1 sum during the works including all associated plant, equipment and labour;fixed
Operation and Maintenance for the duration of the works of all temporary haul roads through the Site A273.2 sum during the works including all associated plant, equipment and labour;time related
Total Carried to Summary
Golder Associates Sheet 2 of 14 Rock Fall Catch Fence For The Protection BoQ 3 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
Dewatering for the duration of the works, including establishment, operation, repositioning, maintenance A277 sum and removal of all associated plant, equipment and labour;fixed
Removal of hoarding, screens, fencing and gates to A279.7 sum prevent entry of unauthorised persons;fixed
Signboards
Establishment of project signboards in accordance with A279.8 nr 2 the Specification and Drawings;fixed
Operating and maintenance of projects signboards for A279.9 the duration of the works in accordance with the sum Specification;time related
A279.10 Removal of project signboards;fixed nr 2
Meetings
Attendance of routine meetings in accordance with the A281 sum Specification;fixed
Photographs
Provision of record progress photographs in A282 accordance with the Specification for the duration of the nr works;time related
Site security
Provision of security of the Site for the duration of the A283 sum works;time related
Condition/Dilapidation Survey
Provision, prior to the commencement of Works, an A285 independent condition survey of all structures affected sum by the Works;fixed
Topographical Survey
Provision of a detailed topographic survey of the A286 sum Site;fixed
Total Carried to Summary
Golder Associates Sheet 3 of 14 Rock Fall Catch Fence For The Protection BoQ 4 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
A3 Method-Related Charges
Items for Method-Related Charges, if any, shall be inserted hereinafter by the tenderer in accordance with Section 7, attaching further sheets as necessary. Item descriptions for Method-Related Charges shall distinguish between Fixed and Time-Related Charges. Following Items are for guidance only
A310 Accommodation and buildings (i) Site establishment; Fixed Charge sum (ii) Operation and maintenance; Time-Related sum (iii) Removal; Fixed Charge sum
A320 Services (i) Installation and connection; Fixed Charge sum (ii) Operation and maintenance; Time-Related sum (iii) Disconnection and removal; Fixed Charge sum
A333 Earthmoving plant (including excavators) (i) Establishment and removal; Fixed Charge sum (ii) Operate and maintain; Time-Related sum
A334 Compaction plant (including excavators) (i) Establishment and removal; Fixed Charge sum (ii) Operate and maintain; Time-Related sum
A335 Drilling and Anchoring Plant (i) Establishment and removal; Fixed Charge sum (ii) Operate and maintain; Time-Related sum
A342 Access Systems Plant (i) Establishment and removal; Fixed Charge sum (ii) Operate and maintain; Time-Related sum
A344 Lifting Plant (i) Establishment and removal; Fixed Charge sum (ii) Operate and maintain; Time-Related sum
Management & engineering supervision for the duration of construction including all superintendence of A371 sum earthworks, retaining wall and slope stabilisation works; Time-Related.
Administration for the duration of construction; Time A372 sum Related
Labour Attendance for the duration of construction; A373 sum Time-Related
Total Carried to Summary
Golder Associates Sheet 4 of 14 Rock Fall Catch Fence For The Protection BoQ 5 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
Health & Safety
Health & Safety Provisions, including meeting CDM A374 sum Regulations
THE CONTRACTOR SHALL INCLUDE BELOW FOR ANY ITEMS REQUIRED IN RESPECT OF METHOD RELATED CHARGES NOT INCLUDED IN THIS SECTION
A4 Provisional Sums
Include the following amounts for work to be executed or services to be provided on a Daywork basis
Daywork
A411 Labour. £5,000.00
Percentage adjustment to Provisional Sum for Daywork A412 % labour.
A413 Materials. £2,000.00
Percentage adjustment to Provisional Sum for Daywork A414 % materials.
A415 Plant. £3,000.00
Percentage adjustment to Provisional Sum for Daywork A416 % plant.
A417 Supplementary charges. £500.00
Percentage adjustment to Provisional Sum for Daywork A418 % plant.
Other Provisional Sums
A421 Telephone Calls made by the Engineer's Staff sum £200.00
Stationary and equipment for the Engineer, in addition A422 sum £50.00 to that required in the Specification
Laboratory Testing instructed by the Overseeing A423 sum £500.00 Organisation
Delays to overall programme due to events conducive A424 days 7.00 to rock falls
Total Carried to Summary
Golder Associates Sheet 5 of 14 Rock Fall Catch Fence For The Protection BoQ 6 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
General Clearance
Demolition and removal of all vegetation, hedges, D1.1 m2 400.0 structures, shrubs and rubbish from fence alignment
Demolition and removal of existing static fence where it D1.2 m 40.00 lies in front of the new rockfall protection fence
Total Carried to Summary £0.00
Golder Associates Sheet 6 of 14 Rock Fall Catch Fence For The Protection BoQ 7 1535219 Of Sir Herbert Miles Road -Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
CLASS C: Geotechnical and Other Specialist Processes
Ground Improvements - Provisional Items
Provision of IRATA or other qualified labour, either operating directly on ground improvements or standing C756.1 hr 80.00 as a result of ground improvements work and cannot be reallocated to other works.
Provision and operation of plant and equipment, including but not limited to compressors, drill rigs, grout C756.2 hr 30.00 plant and stressing equipment during ground improvement works.
Standing of plant and equipment, including but not limited C756.3 to compressors, drill rigs, grout plant and stressing hr 30.00 equipment during ground improvement works.
Provision and placement of cement grout for ground C756.4 litres 6500.00 improvement works - materials only.
Provision and placement of sand: cement grout for C756.5 litres 650.00 ground improvement works - materials only.
Provision and placement of chemical grout for ground C756.6 litres 65.00 improvement works - materials only.
Total Carried to Summary £0.00
Golder Associates Sheet 7 of 14 Rock Fall Catch Fence For The Protection BoQ 8 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
CLASS E: Earthworks
Excavation For Foundations
Excavation for foundations in material other than E323 topsoil, rock or artificial hard material to a maximum m3 6.00 depth not exceeding 0.5-1m
Excavation for foundations in rock to a maximum depth E333 m3 1.00 not exceeding 0.5-1m
Excavation for foundation through concrete slab not E343 exceeding 100mm, to a maximum depth not exceeding m3 0.50 0.5-1m
Excavations For Cutting
Excavations For Cutting shall include all excavation on a catch fence alignment where the slope inclination along the line of the fence is greater than 20 degrees
Excavation For Cutting in topsoil to a maximum depth E212 m3 4.50 not exceeding 0.5m
Excavation For Cutting in material other than topsoil, E224 rock or artificial hard material to a maximum depth not m3 0.50 exceeding 2m
Excavation of Cutting in rock to a maximum depth not E236 m3 0.50 exceeding 2m
Excavation of Cutting in artificially hard material, E244 including reinforced concrete, to a maximum depth not m3 0.50 exceeding 2m
General Excavation
General Excavations shall include all excavation on a catch fence alignment where the slope inclination along the line of the fence is lower than 20 degrees
General excavation of topsoil to a maximum depth not E412 m3 0.50 exceeding 0.5m
General excavation of material other than topsoil, rock E424 or artificial hard material from the demolition works to a m3 3 maximum depth not exceeding 2m
General excavation of rock to a maximum depth not E434 m3 2.00 exceeding 2m
General excavation of artificially hard material, E444 including reinforced concrete, to a maximum depth not m3 1.00 exceeding 2m
Total Carried to Summary £0.00
Golder Associates Sheet 8 of 14 Rock Fall Catch Fence For The Protection BoQ 9 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
Preparation of Excavated Surfaces
E521 Preparation of excavated surfaces in topsoil m2 rate only
Preparation of excavated surfaces in material other E522 m2 rate only than topsoil, rock or artificially hard material
E523 Preparation of excavated surfaces in rock m2 rate only
Preparation of excavated surfaces in concrete or other E524 m2 rate only artificially hard material
Landscaping
E820 Landscaping PROVISIONAL sum
Total Carried to Summary £0.00
Golder Associates Sheet 9 of 14 Rock Fall Catch Fence For The Protection BoQ 10 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
CLASS F: In Situ Concrete
Provision of Concrete - Foundations
Provision of Grade C32/40 concrete, cement to BS 12, F263.1 m3 2.50 for post bases
Placing of Concrete - Foundations
Placement of mass blinding of maximum thickness not F511.1 m3 0.50 exceeding 150mm for catch fence post bases
Placement of reinforced concrete for structural bases to F623.1 m3 2.50 catch fences of thickness not exceeding 300 to 500mm
Provision of Concrete - Upslope (Border) Anchorages
Provision of Grade C32/40 concrete, cement to BS 12, F263.2 m3 0.65 for post bases
Placing of Concrete - - Upslope (Border) Anchorages
Placement of mass blinding of maximum thickness not F511.2 m3 0.15 exceeding 150mm for catch fence post bases
Placement of reinforced concrete for structural bases to F623.2 m3 0.50 catch fences of thickness not exceeding 300 to 500mm
Provision of Concrete - Upslope (Middle) Anchorages
Provision of Grade C32/40 concrete, cement to BS 12, F263.3 m3 1.30 for post bases
Placing of Concrete - - Upslope (Middle) Anchorages
Placement of mass blinding of maximum thickness not F511.3 m3 0.30 exceeding 150mm for catch fence post bases
Placement of reinforced concrete for structural bases to F623.3 m3 1.00 catch fences of thickness not exceeding 300 to 500mm
Provision of Concrete - Bottom Support Anchorages
Provision of Grade C32/40 concrete, cement to BS 12, F263.4 m3 0.50 for post bases
Placing of Concrete - - Bottom Support Anchorages
Placement of mass blinding of maximum thickness not F511.4 m3 0.15 exceeding 150mm for catch fence post bases
Placement of reinforced concrete for structural bases to F623.4 m3 0.50 catch fences of thickness not exceeding 300 to 500mm
Provision of Concrete - Top Support Anchorages
Provision of Grade C32/40 concrete, cement to BS 12, F263.5 m3 0.50 for post bases
Placing of Concrete - - Top Support Anchorages
Placement of mass blinding of maximum thickness not F511.5 m3 0.15 exceeding 150mm for catch fence post bases
Placement of reinforced concrete for structural bases to F623.5 m3 0.50 catch fences of thickness not exceeding 300 to 500mm
Total Carried to Summary
Golder Associates Sheet 10 of 14 Rock Fall Catch Fence For The Protection BoQ 11 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
CLASS G: Concrete Accessories
Reinforcement
Deformed high yield steel bars to BS4449, nominal size G525 t 1.1 16mm
Concrete Accessories
G811 Finishing of top surfaces with wood float m2 21
Total Carried to Summary
Golder Associates Sheet 11 of 14 Rock Fall Catch Fence For The Protection BoQ 12 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Description Unit Quantity
Rock Fall Protection Fences - Superstructure
Supply and Installation of a rock fall protection system, X900.1 m 40.00 as stated in Specification
Rock Fall Protection Fences - Ground Anchors
Rock Anchors, as defined in this Bill of Quantities, shall include for all materials, drilling, grouting and testing as set out in the Specification
Border Post Anchorages 300kN working load rock anchor for fence post, installed through material which includes rock or artificially hard X910.10 nr 16.00 material, total length 10m, permanent with galvanised corrosion protection
Total length of 300kN working load rock anchor for fence post, installed through material which included rock or X910.30 m 160.00 artificially hard material, total length 10m, permanent with galvanised corrosion protection
Intermediate Post Anchorages 300kN working load rock anchor for fence post, installed through material which includes rock or artificially hard X910.11 nr 24.00 material, total length 10m, permanent with galvanised corrosion protection
Total length of 300kN working load rock anchor for fence post, installed through material which included rock or X910.31 m 240.00 artificially hard material, total length 10m, permanent with galvanised corrosion protection
Upslope Border Anchorages 300kN working load rock anchor for upslope border rope, installed through material which includes rock or X910.12 nr 8.00 artificially hard material, total length 10m, permanent with galvanised corrosion protection
Total length of 300kN working load rock anchor for upslope border rope, installed through material which X910.32 m 80.00 included rock or artificially hard material, total length 10m, permanent with galvanised corrosion protection
Upslope Middle Anchorages 300kN working load rock anchor for upslope middle rope, installed through material which includes rock or X910.13 nr 12.00 artificially hard material, total length 10m, permanent with galvanised corrosion protection
Total length of 300kN working load rock anchor for upslope middle rope, installed through material which X910.33 m 120.00 included rock or artificially hard material, total length 10m, permanent with galvanised corrosion protection
Bottom Support Anchorages 300kN working load rock anchor for bottom support rope, installed through material which includes rock or X910.14 nr 8.00 artificially hard material, total length 10m, permanent with galvanised corrosion protection
Total length of 300kN working load rock anchor for bottom support rope, installed through material which X910.34 m 80.00 included rock or artificially hard material, total length 10m, permanent with galvanised corrosion protection
Total Carried to Summary
Golder Associates Sheet 12 of 14 Rock Fall Catch Fence For The Protection BoQ 13 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities
Rate £ Item No. Unit Quantity
Top Support Anchorages 300kN working load rock anchor for top support rope, installed through material which includes rock or X910.14 nr 8.00 artificially hard material, total length 10m, permanent with galvanised corrosion protection
Total length of 300kN working load rock anchor for top support rope, installed through material which included X910.34 m 80.00 rock or artificially hard material, total length 10m, permanent with galvanised corrosion protection
Downslope Anchorages 300kN working load rock anchor for downslope anchorage, installed through material which includes rock X910.15 nr 1.00 or artificially hard material, total length 10m, permanent with galvanised corrosion protection PROVISIONAL
Total length of 300kN working load rock anchor for downslope anchorage, installed through material which X910.35 included rock or artificially hard material, total length m 10.00 10m, permanent with galvanised corrosion protection PROVISIONAL
Transition Rope Anchorages 300kN working load rock anchor for transition rope, installed through material which includes rock or X910.17 nr 16.00 artificially hard material, total length 10m, permanent with galvanised corrosion protection PROVISIONAL
Total length of 300kN working load rock anchor for transition rope, installed through material which included X910.37 rock or artificially hard material, total length 10m, m 160.00 permanent with galvanised corrosion protection PROVISIONAL
Suitability Tests for Ground Anchors 150 kN working load rock anchor for suitability testing installed through material which includes rock or X910.16 artificially hard material, total length 10m, permanent with nr 1.00 galvanised corrosion protection. Installed at elevation and alignment of rockfall protection fence
Total length150 kN working load rock anchor for suitability testing installed through material which includes rock or artificially hard material, total length X910.36 m 10.00 10m, permanent with galvanised corrosion protection. Installed at elevation and alignment of rockfall protection fence
150 kN working load rock anchor for suitability testing installed through material which includes rock or X910.17 artificially hard material, total length 10m, permanent with nr 1.00 galvanised corrosion protection. Installed at elevation of 50m channel to north of concrete steps PROVISIONAL
150 kN working load rock anchor for suitability testing installed through material which includes rock or X910.37 artificially hard material, total length 10m, permanent with m 10.00 galvanised corrosion protection. Installed at elevation of 50m channel to north of concrete steps PROVISIONAL
Acceptance Tests For Ground Anchors
Carry out Acceptance Tests In Accordance With The X921 nr 3.00 Specification
Total Carried to Summary
Golder Associates Sheet 13 of 14 Rock Fall Catch Fence For The Protection BoQ 14 1535219 Of Sir Herbert Miles Road - Phase I - 5000kJ Version Bill of Quantities Item Description Class A: General Items BoQ 1 BoQ 2 BoQ 3 BoQ 4 BoQ 5 Sub Total
CLASS C: Geotechnical and Other Specialist Processes BoQ 6 Sub Total
CLASS D: Demolition and Site Clearance BoQ 7 Sub Total
CLASS E: Earthworks BoQ 8 BoQ 9 Sub Total
CLASS F: In Situ Concrete BoQ 10 BoQ 11 Sub Total
CLASS G: Concrete Ancillaries BoQ 12 Sub Total
CLASS X: Miscellaneous Work BoQ 13 BoQ 14 Sub Total
TOTAL
Continguency of 20%
TENDER TOTAL
Golder Associates Sheet 14 of 14 ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX L Health and Safety Plan
September 2016 Report No. 1535219.500/A.3
EASTSIDE WATER CATCHMENT ROCKFALL PROTECTION JUNE 2016 PRE-TENDER HEALTH & SAFETY PLAN ______Eastside Water Catchment Rockfall Protection
Pre-Tender Health and Safety Plan
PRE-TENDER HEALTH & SAFETY PLAN Page 0 of 27 EASTSIDE WATER CATCHMENT ROCKFALL PROTECTION JUNE 2016 PRE-TENDER HEALTH & SAFETY PLAN ______Contents
1.0 Project Description 1.1 Client 1.2 Contract Engineer 1.3 Planning Supervisor 1.4 Principal Contractor 1.5 Location of Work 1.6 Scope of Works 1.7 Timescale 1.8 Associated documentation
2.0 The Site 2.1 Location 2.2 Existing services 2.3 Safe removal of material from site 2.4 Location of unloading and storage areas. 2.5 Protection of the Public during the works 2.6 Site Welfare Facilities 2.7 Weather conditions
3.0 The Works 3.1 Method statements and hazards identified 3.2 COSHH Assessments of Hazardous Material 3.3 Noise and Vibration Controls 3.4 Protective Equipment 3.5 Fire Extinguishers 3.6 Hotworks 3.7 Use of Power Tools 3.8 Portable Air Compressors 3.9 Dust and Spillage Controls 3.10 Protecting the Public 3.11 Working at Heights 3.12 Testing of Anchors 3.13 Monitoring and Auditing the Safety during the Works
4.0 Client Requirements 4.1 Site Conditions during the Works 4.2 Client Requirements
5.0 Site Rules 5.1 Health and Safety Issues 5.2 First Aid 5.3 Health and Safety File
Appendix
A Duties of Principal Contractor B The Health and Safety File C Method Statements and Risk Assessments D COSHH Data Sheets E Report of Inspectors
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1.0 Project Description
1.1 Client Government of Gibraltar Technical Services Department Joshua Hassan House Secretary’s Lane Gibraltar
1.2 Contract Engineer Specialist Consultants
Government of Gibraltar Golder’s Associates (UK) Technical Services Department Sirius Building, The Clock Tower, Joshua Hassan House South Gyle Crescent Secretary’s Lane Edinburgh Gibraltar UK
Contact: John Baldachino Contact: Stewart Lightbody Tel: 200 59800 Tel: 0044 131 314 5900
1.3 Planning Supervisor
Technical Services Department Joshua Hassan House Secretary’s Lane Gibraltar
Contact: Giovanni Barbara Tel: 200 50295/54589000
1.4 Principal Contractor
The Main Contractor will be expected as part of his duties for this project to take on the role as the Principal Contractor (PC) with regards to The Factory Act– Construction (Design, Management Health and Safety and Welfare) Regulations 1998.
The Design responsibilities of the Main Contractor are included in Appendix C, Specification), Preamble 0.3 Design Responsibility.
These duties are detailed in Appendix BA.
1.5 Location of Work
The works are to take place at the Eastside Water Catchment, along Sir Herbert Miles Road, on the slopes above the southern end of the Bothworlds Apartments Complex. The specific location of the works can be determined from Tender Documents prepared by Golder Associates, with drawings contained within Appendix N.
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1.6 Scope of the Works
The scope of the works is fully covered by the Tender Documentation. The works briefly entail the provision of the following:-
A rockfall catch fence rated at 5000kJ and of 7 metres of height and approximately 40 metres in length, to the alignment and profiles shown within the Tender Documents Appendix N. The works are also to include all temporary works as well as block removal from the slope and all associated components such as anchoring systems.
1.7 Time scale
The duration of the works is estimated at 8 weeks
1.8 Associated Documentation
The Pre-Tender Health and Safety plan has been produced in accordance with:
1. Tender Documents prepared by Golders Associates.
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2.0 The Site
2.1 Location
The works are to take place on the sandy slopes found above Sir Herbert Miles Road (Bothworlds Apartment Complex) and are part of the medium term plan for the replacement and upgrade of the existing rock protection measures for the Eastside Water Catchments.
Aerial Photograph of Works Area
This area has been subject to stabilisation works (March 2001), prior to the decommissioning and removal of the Eastside Side Water Catchment (2003), these works including the installation of soil nails and dynamic rockfall catch fences in addition to the historic static rock fall protection measures.
It is necessary to note that the area is highly prone to rockfall activity, in particular during high winds and heavy precipitation.
2.2 Existing Services
The PC is to ensure they are aware of existing services, which could affect the project prior to carrying out any works on site.
Hence he shall seek service clearance records and establish an active liaison with utilities in order to ascertain the location of services and prevent accidental interference.
PRE-TENDER HEALTH & SAFETY PLAN Page 4 of 27 EASTSIDE WATER CATCHMENT ROCKFALL PROTECTION JUNE 2016 PRE-TENDER HEALTH & SAFETY PLAN ______Any exposing of underground apparatus or excavation in the proximity of services (within 1 metre) shall be carried out by hand.
2.3 Safe Removal of Material from Site
The PC is to establish a method of disposal for different types of material. If required, proposed storage areas to be agreed prior to commencement of works.
Access routes for general traffic along Sir Herbert Miles Road as well as areas adjacent to the Site are to be maintained during the construction works, especially emphasis is to be paid in respect of excavation and loading of excavated/building material. To this effect PC will have to seek an activity liaison through the Highways Inspectorate with the Royal Gibraltar Police, and other Emergency Services.
The PC must ensure that during the works the formation and effluence of associated dust is controlled by means of adequate wetting of un-bound layers and substrate. Additionally the PC must ensure that adequate provisions are made on site to cleanse vehicle wheels and avoid spillage of debris along the route to disposal i.e. wheel cleaning pits, tenting of vehicles etc.
Should the material removed be contaminated in any way, then this removal shall be carried out according to the specific requirements the Environmental Agency.
2.4 Location of unloading and storage areas
Unloading and storage areas to be identified and agreed with the Engineer (Engineer) prior to commencement of the Works.
2.5 Protection of the Public during the Works
The PC shall identify both pedestrian and vehicular traffic routes for safe access during the works. An outline traffic management plan is to be submitted at tender stage with proposed protective measures to be taken to ensure work areas remain safe throughout the duration of the works; this must be linked to the method statement and programme of works.
Access for general traffic along Sir Herbert Miles Road as well as areas adjacent to the site is to be maintained throughout the duration of the works.
The PC shall make provisions for temporary protection of these access routes from any debris falling downslope generated by the works activity.
2.6 Site Welfare Facilities
The PC is to submit proposals to the CA for approval with regard to welfare facilities to be provided for the workforce during the works.
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2.7 Weather Conditions
During adverse weather conditions the PC is to take adequate precautions with regards to general conditions of work areas to ensure these are kept safe and clean.
Due to the high incidence of rockfall episodes within this area especially during high winds and heavy precipitation, the PC will have to make provision to cancel/postpone works during severe adverse weather conditions.
The guideline definition for severe adverse weather for this project shall be wind in excess of 50 km/hr or heavy rain greater than 10 mm in one hour or 25 mm in one day.
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3.0 The Works
3.1 Method Statements and Hazards Identified
The contractor shall submit at tender stage an outline method statement and risk assessment to cater for the foreseeable scope of the works. Special emphasis is to be placed with respect to safe slope access techniques (working at heights), protection against falling rocks/objects, hotworks, micro-piling for anchoring bolts and traffic management.
The PC shall assess the nature of the works and submit operational method statements and risk assessments for the main items of work. These procedures are to be approved prior to commencement of the works. If the site conditions require deviations from the approved procedures this must be supported by new method statements for approval by the CA, prior to commencement of revised method of working.
The contractor’s attention is drawn to the provision of specific information within the method statement with regards to all construction and associated rockfall temporary safety measures, stability of adjoining slopes and reinstatement procedures.
The PC is to ensure that adequate procedures are to be adopted during the construction of the catch fence specially related to the provision of temporary rockfall protection measures hence enabling the safe installation of the permanent protection. These specific issues are to be addressed in a method statement, which is to be provided prior to commencement of these works.
3.2 COSHH Assessment of Hazardous Materials
The PC is to check and ensure that all non-specific materials used by any persons on the contract fulfil the performance specification of the project and are non-hazardous in the use to which they are put to.
The PC shall approve or refute the use of hazardous chemicals before any work is put at hand, COSHH data sheets to be provided before a decision can be made. All COSHH data sheets for materials used in the project shall be passed to the Planning Supervisor to form part of the Health and Safety File.
3.3 Noise and Vibration Controls
Any work sequence to be carried out by a contractor or sub-contractor that might lead to excessive noise levels shall be discussed and approved by the PC before any work is put in hand.
The PC is to actively seek to reduce all noise levels to which operatives are exposed to below First Action Level (85dB (A)) as described in Noise at Work Regulation. Upon this level being exceeded the PC is to ensure that the relevant Noise Assessment has been carried out and that Ear Protection is provided to all operatives who request it.
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Upon exceeding Second Action Level (90dB (A)) as described in Noise at Work Regulation the PC is to ensure that the relevant Noise Assessment has been carried out, that control measures are in place to reduce noise to first action level. These measures should reduce exposure to noise by means other than the provision of ear protection i.e. engineering controls and isolation procedures.
Upon establishing a zone where the second action level is exceeded and noise can not be reduced to first action level, the PC is to ensure that adequate signs declaiming the area as an “Ear Protection Zone” are displayed. Within the Ear Protection Zone, the compulsory use of ear protection is to be enforced at all times.
All ear protection provided, whether earplugs or muffs, shall comply with BS5228.
The use of rock breaking/anchoring equipment will generate vibration which must be adequately managed in compliance with the current Health and Safety Legislation.
The PC is to ensure that an appropriate control strategy and procedures in respect of vibration safety measures are implement on site, this should consider the following:-
Consider Alternative Method - which eliminate or reduce exposure to vibration, mechanise or automate the work as much as possible.
Equipment Selection - Make sure that equipment selected or allocated for tasks is suitable and can do the work efficiently. Equipment that is unsuitable, too small or not powerful enough is likely to take much longer to complete the task and expose employees to vibration for longer than is necessary. Select the lowest vibration tool that is suitable and can do the work efficiently and limit the use of high-vibration tools wherever possible.
Purchasing policy for replacing old equipment and tools - Check with manufacturers/suppliers that that equipment purchased is suitable and will be effective for the work, compare vibration emission information for different brands/models of equipment, ask for vibration information for the way you plan to use the equipment, and ask for information on any training requirements for safe operation. Find out about the equipment’s vibration reduction features and how to use and maintain the equipment to make these features effective.
Workstation Designs - Where possible improve the design of workstations to minimise loads on employees' hands, wrists and arms caused by poor posture. Use devices such as jigs and suspension systems to reduce the need to grip heavy tools tightly.
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Maintenance - Introduce appropriate maintenance programmes for equipment to prevent avoidable increases in vibration (following the manufacturer’s recommendations as appropriate). Avoid the use blunt or damaged concrete breaker, rock drills and chipping hammer chisels and replace consumable items such as grinding wheels, so that equipment is efficient and keeps employee exposure as short as possible.
Work Schedule - Limit the time that your employees are exposed to vibration. Plan work to avoid individuals being exposed to vibration for long, continuous periods – several shorter periods are preferable, introduce job rotation. Where tools require continual or frequent use, introduce employee rotas to limit exposure times.
Provision of appropriate clothing and PPE - Provide your employees with protective clothing when necessary to keep them warm and dry, as this will encourage good blood circulation which should help protect them from developing vibration white finger. Gloves can be used to keep hands warm, but should not be relied upon to provide protection from vibration.
3.4 Protective Equipment
The PC shall detail the need for protective equipment in his site rules and enforce them.
The PC shall ensure that all contractors on site involved in the work sequences, which are at risk from being hit by falling objects or where they might hit their head are provided with suitable Head Protection which is to comply with EN 397 or EN 812.
Footwear with suitable toe cap and sole protection shall be worn where there is a risk of injury from materials being dropped on operatives’ feet or from puncture injury as result of sharp debris. All Safety Footwear is to comply with EN 345.
Goggles or face shields shall be worn at all times when site operative is in danger of receiving injury to eyes or face e.g. as result of employing angle grinders and disc cutters and the like.
All contractors handling paints, detergents, degreasing agents’ solvents or any chemical/biological agent shall wear suitable protection, which protects against dermatitis or other associated risk related to the substance. Specific recommendation issued by manufacture contained in the Safety Data Sheet shall be strictly adhered to.
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3.5 Fire Extinguishers
All contractors working on the project shall take all necessary precautions to prevent personal injury, death or damage to the works or other property from fire. The PC is to ensure that sufficient numbers and types of extinguishers appropriate to the work are provided close to work areas which could give rise to risk of fire, especially any hot working or disc cutting activity.
All fire extinguishers to be manufactured and labelled to current British or equivalent European standards and carry a current certificate of test and service. The location of the fire extinguishers shall be clearly marked and made known to all contractors and sub-contractors. All construction staff shall be trained in the selection and operation of the extinguishers on the site.
3.6 Hotworks
Due to the works taking place on the slopes above Sir Herbert Miles Road, which are populated by extensive vegetation (employed as part of the stabilisation strategy) and the possibility of a fire developing as result of hotworks, all such activities, shall be subjected to a permit-to-work issued by TSD’s Authorised Person.
Hot work shall be defined as any process that can be a source of ignition when flammable materials are present or can be a critical fire hazard regardless of the presence of flammable material within the site of the works. Common hot work processes are welding, soldering, oxy set cutting, use of plasma cutting equipment, grinding etc. Where the potential for a fire developing, industrial processes such as grinding and drilling become hot work processes.
The PC shall provide method statement and risk assessment to deal specifically with the control of risks associated with hotworks. Such documentation shall be integrated into the Construction Phase Health and Safety Plan.
3.7 Use of Power Tools
All power tools, unless detailed otherwise, in the main specification and agreed with the PC, shall be pneumatic, hydraulic or 110V max centre trapped to earth, so that the maximum voltage to earth does not exceed 55V. Power tools are only to be employed by suitably trained and qualified personnel.
3.8 Portable Air Compressors
All portable air compressors provided for the operation of air powered tools shall be fitted with the manufacturers approved silencer and a catalyst converter or oxidation catalyst throughout the project. The type of compressor selected for use shall be the type, which allows for the covers to be kept closed during normal operation.
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No compressor shall be operated in an enclosed space where other site personnel will be affected by the air requirement, exhaust gas or high ambient temperature. The PC shall approve the siting and type of portable compressors on the site before being put to use. Evidence of current test and maintenance certificates shall be submitted to the CA for his approval before any portable air compressor equipment is put to work.
Air compressors shall be accompanied by appropriate spill kits to contain and clean and spilled fluids.
3.9 Dust and Spillage Control
The Principle Contractor is required to abide by the Environmental (Dust Control) Regulations 2010; via which they must develop and implement a suitable Dust Control Plan approved by the Environmental Agency.
The PC shall provide a copy of their Dust Control Plan as well as any relevant and current certificate issued by the Environmental Agency in relation to the Environmental (Dust Control) Regulations 2010.
The Principle Contractor shall ensure that adequate methods for the control and suppression of dust forming as result of the works are employed. This will take the form of the dampening of excavated material with water, sheeting of disposal lorries, operation of drilling/rocking cutting equipment which has water dust systems etc.
The Principle Contractor shall also consider restricting the speed of vehicles, regular cleaning of road area adjacent to site (by means of hosing down), the provision of a wheel wash at site exit, as well as designating specific vehicle routes to disposal site.
Additionally the provision of drain filters and/or protective plates in order to prevent the silting up of site drains/sewers during the works may have to be considered.
3.10 Protecting the Public
The PC shall ensure that as far as is reasonably practicable, members of the Public are deterred from accessing the work areas. Suitable signs and barriers are to be placed to acknowledge the location of the work area. The demarcation of the works is to be clearly visible and suitable signs to be provided. Adequate precautions are to be taken to ensure that these signs are stable and will not create an obstruction to access routes.
The PC is to nominate a person who is to be responsible for the upkeep of the site perimeter and traffic control measures after normal working hours.
Due to the possible interaction with pedestrians and vehicular traffic one of the main concerns is the possibility of persons gaining access to site during or after
PRE-TENDER HEALTH & SAFETY PLAN Page 11 of 27 EASTSIDE WATER CATCHMENT ROCKFALL PROTECTION JUNE 2016 PRE-TENDER HEALTH & SAFETY PLAN ______working hours. To this effect the boundary of the working area or part thereof are to be demarcated/secured using 1.8m high barriers/fence. Additionally suitable protective measures are to be implemented to prevent the possibility of equipment, materials or debris rolling down the slope unto Sir Herbert Miles Road.
The PC is requested to exercise extreme caution in the setting up and maintenance of the pedestrian control measure throughout the duration of the works.
3.11 Working at Heights
Due to the fact that the works will entail working on steep, soft slopes above Sir Herbert Miles Road and accessing sections of the rockfall catch fence at height, the PC must produce a safety method statement (inclusive of an emergency rescue plan) for all working at heights activities which takes account and applies best practice principles outlined in the hierarchy of controls displayed below. Methods shall satisfy the Working at Height Regulations 2005.
i. Eliminate the risk of falls by carrying out as much of the works as possible at ground level and away from the cliffs slopes hence avoiding the need to expose operatives to working at heights.
ii. However where the above criterion may have reduced effectiveness due to access to heights being required to perform task safely, the use of collective measure such as edge protection (e.g. full perimeter guard rails to all elevations) to safe guard from falling from heights is to be employed.
iii. Creating a restricted “working at heights” zone within which only personnel essential to the working at heights are allowed. Hence reducing the numbers of employees exposed to the risk of falling from the heights.
iv. The provision of safe access to exposure edges by means of guardrails to prevent/protect from the consequence of a fall through any unprotected area such as the “leading edge” of the works.
v. Operatives who are required to work at heights over a “leading edge” are to enter the restricted zone are to be kitted out with harnesses and landyards, and this must be secured to adequate anchor points by means of a life-line. This will limit the possibility as well as the consequence of any potential falls. All roped access work shall be carried out to IRATA standards.
vi. The need to provide adequate means, to prevent objects from falling from the works area e.g. toe boards, material guards, close knit safety mesh laid over safety net etc.
The PC is to ensure that employees engaged in this aspect of the works have received adequate training in relation to working at heights and rope access works. The PC will be required to provide evidence of the training at tender-stage.
PRE-TENDER HEALTH & SAFETY PLAN Page 12 of 27 EASTSIDE WATER CATCHMENT ROCKFALL PROTECTION JUNE 2016 PRE-TENDER HEALTH & SAFETY PLAN ______Additionally all the personnel involved in working at heights shall be suitable certified medically fit by an occupational health practitioner.
3.12 Testing of Anchors Ground anchors will be tested to the point of failure. The PC shall make provision for an exclusion zone and appropriate signage to be erected during the anchor tests. No personnel shall stand in front of an anchor whilst it is being tested.
3.13 Monitoring and Auditing of Safety during the Construction Works
The PC is to submit to the Planning Supervisor (PS) prior to commencement of any works, comprehensive details of the method of the monitoring and auditing procedures that will be used in order to ensure compliance with the requirements of the fully developed Health and Safety Plan.
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4.0 Client Requirements
4.1 Site Conditions During the Works
The Site must be maintained in a tidy and safe manner during the works. Areas in which works are in progress and which are in a temporarily unstable condition to be cordoned off as necessary and adequately identified.
4.2 Client Requirements
The Client requires that the PC is to ensure their employees or sub-contractors do not cause hazards by their actions during the project that could lead to injury or death to themselves or others.
The PC to ensure that the existing services that remain in use during the works are adequately protected. The PC is to obtain all the necessary clearances (updated) prior to commencing the works.
Contractor to ensure good liaison between Royal Gibraltar Police, City Fire Brigade and other emergency services during the works. Access routes for essential services are to be maintained at all times.
PRE-TENDER HEALTH & SAFETY PLAN Page 14 of 27 EASTSIDE WATER CATCHMENT ROCKFALL PROTECTION JUNE 2016 PRE-TENDER HEALTH & SAFETY PLAN ______5.0 Site Rules
5.1 Health and Safety Issues
The PC shall be responsible for and ensure a suitable accident report structure is in place during the works on site.
The PC shall ensure that all his employees, sub-contractors and self-employed or any other person engaged on the project are fully trained in health and safety and are fully aware of the hazards involved in the project.
All sub-contractors shall inform the PC of any hazardous task to be undertaken so that due regard to the health and safety of the operator and others may be given. The PC shall act accordingly offering a less hazardous method of working was possible, or, as a last resort to issue of Personal Protective Equipment (PPE) to other workers and the placing of notices as required.
The PC shall agree the site rules and welfare facilities, i.e. WC are, washing facilities, special working hours with the Planning Supervisor and CA before any work commences. Site rules shall be issued to all sub-contractors and persons employed on the site and enforced.
5.2 First Aid
The PC is to ensure that First Aid facilities on the site meet the requirements of the Factories Ordinance – First Aid at Work Regulations. This will include a suitable number of qualified first aiders, a box with sufficient first aid equipment to cope with the number of workers on the site and an appointed person to contact the accident and emergency services.
Note that the nearest accident and emergency department is located at St Bernard’s Hospital, Europort. The phone numbers of all emergency services should be clearly visible in site accommodation and fixed at a suitably visible location on site.
5.3 Health and Safety File
The contents of the Health and Safety Files, as required under the Factory Ordinance - Construction (Design, Management of Health, Safety, and Welfare) Regulations 1998 are detailed within Appendix C. It is the PC’s duty under the CDM Regulations and this contract to ensure that this information is put together and then passed to the Planning Supervisor for approval. The Planning Supervisor will then issue the satisfactorily completed and checked files to the client for retention.
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APPENDIX A
DUTIES OF THE PRINCIPAL CONTRACTOR
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The Factories Ordinance – Construction (Design, Management, Health and Safety and Welfare) Regulations 1998.
The PC must be appoint a Health and Safety Co-ordinator during the demolition and preparatory construction phase. This will normally be the Main Contractor’s Site Manager.
The PC’s major duties include:
Developing the Health and Safety Plan produced by the Planning Supervisor for the Contract.
Including the developed Health and Safety Plan rules for management of the construction work for health and safety purposes, such rules must be in writing and be brought to the attention of the persons affected by the rules. These rules must be constantly monitored and up-dated by the PC’s Health and Safety Officer; ensuring co-operation between all contractors on site.
Ensuring as far as is reasonably practicable that every contractor and every employee complies with the rules in the developed Health and Safety Plan.
Ensuring that reasonable steps are taken to allow only authorised persons to enter the construction work premises.
Promptly provide the PS with information which:
Is in his possession or which he could ascertain after reasonable enquiries of a contractor
It is reasonable to believe the Planning Supervisor would include in the Health and Safety File
Giving directions to contractors to enable him to comply with his duties
Ensuring that so far as is reasonably practicable that each contractor is given clear and comprehensive information on health and safety risks to their employees or others under their control, arising out of the construction works including:
preventive or protective measures required emergency procedures
Health and Safety Training on:
being transferred to the project change of work system new equipment or method of working introduced
Ensuring that all persons employed in relation to the contract, whether directly or self- employed, can discuss and offer advice to the PC on project matters which may foreseeable affect their or other employees health and safety.
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To comply with the minimum requirements as detailed in the Factories Ordinance – Construction (Design, Management Health and Safety and Welfare) Regulations 1998 as specified in regulation 16. (1-3).
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APPENDIX B
THE HEALTH AND SAFETY FILE
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THE HEALTH AND SAFETY FILE
When putting together the Health and Safety file, the PC should consider including information about each of the following, where they are relevant to the health and safety of any future construction work on the structure, building or site.
The level of detail should allow the likely risks to be identified and addressed by those carrying out any future work: a) A brief description of the work carried out; b) Any residual hazards which remain and how they have been dealt with (e.g. surveys or other information concerning asbestos; contaminated land; buried services; safe access techniques etc.); c) Key structural principles (e.g. bracing, sources of substantial stored energy – including prior post-tensioned members) and safe working loads for catch fence, particularly where these may preclude placing scaffolding or heavy machinery adjacent to it; d) Hazardous materials used and/or retained within the structure (e.g. lead paint; pesticides; special coatings which should not be burnt off etc); e) Information regarding the removal or dismantling of installed catch fence (e.g. any special arrangements for temporary rock fall protection etc.) as may be applicable to the project; f) Health and safety information about equipment provided for cleaning or maintaining the structure; g) The nature, location and markings of significant services, including underground cables; as supply equipment; fire-fighting services etc;
h) Information and as-built drawings of the structure, its plant and equipment (e.g. the means of safe access to and from service voids fire doors and compartmentalisation etc.)
i) Maintenance Manuals that assist in the future maintenance and repair of the structure, for presentation to the Client on completion of the works.
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APPENDIX C
METHOD STATEMENTS AND RISK ASSESSMENTS
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Method Statement and Risk Assessment
Apart from describing the sequential execution of the works the method statement for the works is to make specific reference to the following issue, which we no doubt arise out of the execution of the works.
1. Due to the nature and location of the works and the possible impact they may have upon traffic along Sir Herbert Miles Road, the PC shall approach the project with due regards to vehicular and pedestrian traffic in this area. To this effect the PC is required to liaise with the Highways Inspectorate and submit for the approval of the CA a detailed method statement in relation to traffic management for the all phases to the works.
It is important to note that vehicle access to areas adjacent to site must be maintained throughout the duration of the works.
2. The method to be employed for the construction of the Rockfall Catch Fence as well as any temporary protecting measures/works. The fore-mentioned Project Method Statement shall be procured by the PC and provided to the CA for approval.
3. Detailed method statement highlighting the methods/controls to be employed for the works on the exposed cliff slopes and how they proposed to prevent the fall of personnel and materials from the slopes.
4. The PC is to provide specific information within the method statement, relate to the main aspects of the works. Hence the following hazards are to be assessed and proposed control measure submitted for consideration by the CA and Planning Supervisor: -
Noise & Vibration Operation of heavy vehicle/plant Manual Handling. Service Apparatus Traffic Management Issue Use of Work Equipment Storage of materials on site Excavation Safety Working at Heights and rope access works Mirco-piling Hotworks activities
5. The PC will have to provide Risk Assessment to cover all planned activities to be carried out as part of the works, before the commencement of work on site. Additionally the PC will be required to provide any assessment to cover any other activities, which arise out of extra or unforeseen works.
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APPENDIX D
COSHH DATA SHEETS
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COSHH DATA SHEETS
The following hazardous materials have been specified by the designers for use in this project:
Dusts arising out of the works.
Cement Mortar
Cementitious Non-Shrinking Grout
Concrete
Ordinary Portland cement
Others to be confirmed
The PC shall approve specific manufacturers COSHH data sheets supplied by the respective contractor before any work is put at hand for above listed and other hazardous products introduced in the works.
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APPENDIX E
REPORT OF INSPECTORS
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REPORT OF INSPECTORS
Particulars to be included in an inspection report:
1. Name of person carrying out the inspection 2. Location of work area inspected 3. Description of work or part inspected 4. Date and time of inspection 5. Details of any matter identified that could give rise to a risk to the health and safety of any person 6. Details of any action as a result of any matter identified in item 5 above 7. Details of any further action considered necessary 8. Name, position, company and address of person making report
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APPENDIX M Designer’s Risk Assessment
September 2016 Report No. 1535219.500/A.3
Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Severity
Insignificant 1 No injuries, low financial loss Minor 2 Minor cuts, bruises, no long-term effects, on-site release immediately contained, medium financial loss Moderate 3 Heavy bruising, deep flesh wounds, lost time accident, on-site release contained with outside assistance, high financial loss Major 4 Lost time accidents and major injuries, loss of production capability, off-site release with no detrimental effects, major financial loss Catastrophic 5 Long term disability or death, toxic release off-site with detrimental effect, huge financial loss
Likelihood Description:
Very Unlikely 1 Freak event - no known history Unlikely 2 Unlikely sequence of events Possible 3 Foreseeable under unusual circumstances Likely 4 Easily foreseeable, odd incidents may have occurred Very Likely 5 Common occurrence - aware of incidents
Risk Analysis Matrix:
Severity: Likelihood: Insignificant Minor Moderate Major Catastrophic 1 2 3 4 5 Very Unlikely 1 1 2 3 4 5 White = Insignificant Risk Unlikely 2 2 4 6 8 10 Green = Low Risk Possible 3 3 6 9 12 15 Yellow = Moderate Risk Likely 4 4 8 12 16 20 Pink = High Risk Very Likely 5 5 10 15 20 25 Red = Very High Risk
Hierarchy of control: 0 - 4 Insignificant 5 - 9 Low - Complete Further Action if Required 10-12 Moderate - actions taken to further reduce risk 15-16 High - Stop/Do not complete - Review additional controls to reduce risk 20-25 Very High - Stop Activity, Do not complete item of work
Personal injuries = Medical treatment
1 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Project Number 1535219 Short Title Eastside Water Catchments
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measure most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence
Hire of fully equipped off road vehicle - air bags, Travel (Domestic - all) Driving - 4WD Inexperienced 4WD off road Plant & equipment Personal injuries 4 3 12 4 2 8 roll cage, bull bar, 4WD awareness training 1 Use of appropriate tools - cross brace, heavy duty Travel (Domestic - all) Driving - Changing tyres Manual handling Manual handling Personal injuries, strains 4 1 4 4 1 4 jack, Manual handling 2 training Driving - Adverse wet Do not drive in adverse Travel (Domestic - all) Loss of control of vehicle Plant & equipment Personal injuries 4 3 12 4 1 4 3 conditions, fog conditions Driving - Adverse wet Do not drive in adverse Travel (Domestic - all) Loss of control of vehicle Plant & equipment Death 5 2 10 5 1 5 4 conditions, fog conditions 5 Travel (Domestic - all) Driving - General Driver fatigue Plant & equipment Personal injuries 4 4 16 Don't drive when tired 4 1 4 6 Travel (Domestic - all) Driving - General Driver fatigue Plant & equipment Death 5 4 20 Don't drive when tired 5 1 5 Allow sufficient time to familiarise oneself with Travel (Domestic - all) Driving - General Driving an unfamiliar vehicle Plant & equipment Personal injuries 3 1 3 vehicle controls, must 2 1 2 hold appropriate licence 7 (manual/automatic) Driving an unsuitable vehicle - can't Do not drive vehicle that Travel (Domestic - all) Driving - General reach controls, low cabin roof, poor Plant & equipment Personal injuries 3 1 3 cannot be adjusted to 2 1 2 8 or no seat controls suit physical needs Driving too fast (Speeding, reckless Travel (Domestic - all) Driving - General Plant & equipment Personal injuries 4 2 8 Comply with road rules 4 1 4 9 driving) Driving too fast (Speeding, reckless Travel (Domestic - all) Driving - General Plant & equipment Death 5 1 5 Comply with road rules 5 1 5 10 driving) Impacts with birds and animals e.g Driving to local Travel (Domestic - all) Driving - General Plant & equipment Personal injuries 3 1 3 3 1 3 11 seagulls, apes conditions Maintain vehicles in accordance with Travel (Domestic - all) Driving - General Inadequate vehicle maintenance Plant & equipment Personal injuries 3 2 6 3 1 3 manufacturers 12 specifications Operate fully roadworthy Travel (Domestic - all) Driving - General Loss of control of vehicle Plant & equipment Personal injuries 3 3 9 vehicles, compliance 3 1 3 with road rules 13 Different traffic rules on Contractor responsible Travel (Domestic - all) Driving - Construction sites construction sites - vehicle Plant & equipment Personal injuries 4 2 8 for all transport on 4 1 4 14 hierarchy construction sites. Contractor responsible Different traffic rules on mine sites - Travel (Domestic - all) Driving - Construction sites Plant & equipment Death 5 2 10 for all transport on 5 1 5 vehicle hierarchy 15 construction sites. Do not drive through tall grass. Arrange for site Travel (Domestic - all) Driving - through tall grass Fire/ sparks Plant & equipment Burns 2 1 2 2 1 2 to be cleared prior to 16 access. Driving to local Travel (Domestic - all) Driving - Unsealed roads Unsealed roads Plant & equipment Personal injuries 4 3 12 4 1 4 17 conditions
18
19
20
2 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measure most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence
Hierarchy of control: 0 - 4 Insignificant 5 - 9 Low - Complete Further Action if Required 10-12 Moderate - actions taken to further reduce risk 15-16 High - Stop/Do not complete - Review additional controls to reduce risk 20-25 Very High - Stop Activity, Do not complete item of work
3 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Project Number 1535219 Short Title Eastside Water Catchments
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence 1 Drilling and Drilling Investigation or Construction Slips, trip fall whilst walking General Sitework Moderate injury, lost 3 2 6 Work performed during 2 2 4 Supervision Drilling on/around site, particularly during time accident daylight, safety adverse weather footwear, gloves, coveralls 2 Drilling and Drilling Investigation or Construction Risk of being struck by vehicles General Sitework Major/Catastrophic 5 3 15 Designated traffic 4 2 8 Supervision Drilling whilst on/around site Injury routes, site speed restrictions, high visibility clothing, site induction 3 Drilling and Drilling Investigation or Construction Risk of vehicle collision on site General Sitework Major injury 4 3 12 Designated traffic 4 1 4 Supervision Drilling routes, speed restrictions, don't drive own vehicle further than visitor car park 4 Drilling and Drilling Investigation or Construction Fire risk due to large amounts of Drilling for investigation or Catastrophic 5 3 15 Smoking on site 2 2 4 Supervision Drilling combustible waste construction of rockfall Injury/Death prohibited unless in protection measures designated smoking areas. Safe working distance from drill rig and associated plant to be maintained. 5 Drilling and Drilling Investigation or Construction Drill rig overturning owing to Drilling for investigation or Catastrophic 5 2 10 Rig setup by competent 2 2 4 Supervision Drilling instability of ground construction of rockfall Injury/Death BDA accredited protection measures operators. Maintain safe working distance from rig during operation
6 Drilling and Drilling Investigation or Construction Manual handling of equipment Drilling for investigation or Major injury 4 1 4 All manual handling 1 1 1 Supervision Drilling during drilling construction of rockfall associated with drill rig protection measures operation to be undertaken by competent drillers and not Golder personnel 7 Drilling and Drilling Investigation or Construction Transport, storage and use of Drilling for investigation or Major injury 4 2 8 All refueling operations 1 1 1 Supervision Drilling diesel construction of rockfall associated with drilling protection measures to be undertaken by rig operators. Safe working distance maintained from rig
8 Drilling and Drilling Investigation or Construction Noise induced hearing loss Drilling for investigation or Major injury 4 3 12 Ear defenders to be 4 1 4 Supervision Drilling construction of rockfall worn whilst rig protection measures operating. Maintain safe working distance from rig 9 Drilling and Drilling Investigation or Construction Leptospirosis from contact with rat Drilling for investigation or Disease 4 2 8 Wear gloves whilst on 4 1 4 Supervision Drilling droppings/urine and other zoonoses construction of rockfall site, strict hygiene, wash protection measures hands before eating, driving etc. 10 Drilling and Drilling Investigation or Construction Cuts and abrasions from sharp Drilling for investigation or Minor Injury 2 4 8 Wear gloves, coveralls, 2 2 4 Supervision Drilling edges on equipment and drilling construction of rockfall safety helmet and safety arisings protection measures footwear. First aid kit
4 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence 11 Drilling and Drilling Investigation or Construction Contamination from cuts and Drilling for investigation or Disease 4 2 8 Broken skin must be 4 1 4 Supervision Drilling abrasions, i.e. blood poisoning construction of rockfall sterilized and suitably protection measures dressed before resumption of work
12 Drilling and Drilling Investigation or Construction Contact with chemical substances Drilling for investigation or Minor Injury 2 3 6 Wear gloves when 1 1 1 Supervision Drilling such as cement, bentonite etc. construction of rockfall performing dip protection measures measurements of well. All well installation to be carried out by drilling contractors
13 Drilling and Drilling Investigation or Construction Contact with mineral oils and Drilling for investigation or Minor Injury 2 3 6 Gloves to be worn when 1 1 1 Supervision Drilling lubricants construction of rockfall approaching drill rig. All protection measures maintenance to be completed by drilling contractor
14 Drilling and Drilling Investigation or Construction Electrocution from overhead or Drilling for investigation or Catastrophic 5 2 10 Minimum of 10m 5 1 5 Supervision Drilling buried power cables construction of rockfall Injury/Death clearance between protection measures drilling and cables, rigs transported with masts lowered. Service clearances sought
15 Drilling and Drilling Investigation or Construction Electrocution from electrical storms Drilling for investigation or Catastrophic 5 2 10 Drilling to cease during 5 1 5 Supervision Drilling construction of rockfall Injury/Death storms. Retreat to safe protection measures distance from rig.
16 Drilling and Drilling Investigation or Construction Exposure to weather extremes Drilling for investigation or Minor Injury 2 5 10 Winter - adverse 2 2 4 Supervision Drilling construction of rockfall weather clothing. protection measures Summer - lightweight coveralls and sun protection cream 17 Drilling and Drilling Investigation or Construction Use of non-powered hand tools Drilling for investigation or Minor Injury 3 2 6 All maintenance and 1 1 1 Supervision Drilling construction of rockfall drilling operations to be protection measures undertaken by drilling contractor 18 Drilling and Drilling Investigation or Construction Entrapment in drill whilst in normal Drilling for investigation or Catastrophic 5 2 10 Never approach drilling 5 1 5 Supervision Drilling operation construction of rockfall Injury/Death rig whilst in operation. protection measures All drilling operations to be completed by drilling contractor
19 Drilling and Drilling Investigation or Construction Contamination from waste Drilling for investigation or Moderate injury, disease 3 3 9 Wear gloves whilst 3 1 3 Supervision Drilling arisings/leachate construction of rockfall performing dip protection measures measurements of well, clean dip tape and wash hands after use
5 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence 22 Drilling and Drilling Investigation or Construction Exposure to asbestos fibres Drilling for investigation or Major injury 4 2 8 Carry out asbestos 4 1 4 Supervision Drilling construction of rockfall survey prior to protection measures commencement of works though filled area. Wear dust mask at all times
25 Drilling and Drilling Investigation or Construction Failure of drill head or winch cables Drilling for investigation or Major injury 4 2 8 Maintain safe distance 4 1 4 Supervision Drilling construction of rockfall from rig during protection measures operation. Drilling contractor should regularly inspect all equipment 26 Drilling and Drilling Investigation or Construction Risk of falling down excavated hole Drilling for investigation or Major injury 4 2 8 Maintain safe distance 4 1 4 Supervision Drilling construction of rockfall from open hole. All protection measures open holes to be made safe overnight
27 Drilling and Drilling Investigation or Construction Risk of entanglement whilst using Drilling for investigation or Major injury 4 2 8 Only accredited drill rig 4 1 4 Supervision Drilling winch construction of rockfall operators to work with protection measures winch. Maintain safe working distance
28 Drilling and Drilling Investigation or Construction Separation of drilling rods during Drilling for investigation or Major injury 4 2 8 Maintain safe distance 4 1 4 Supervision Drilling drilling operation construction of rockfall from drill rig during protection measures operation.
29 Drilling and Drilling Investigation or Construction Loss of steerage whilst driving drill Drilling for investigation or Catastrophic 5 3 15 Drilling contractor only 5 1 5 Supervision Drilling rig/dumper around site construction of rockfall Injury/Death to drive plant, maintain protection measures safe distance from site vehicle routes 30 Drilling and Drilling Investigation or Construction Vehicle overturning/falling down Drilling for investigation or Catastrophic 5 2 10 Maintain safe distance 5 1 5 Supervision Drilling temporary or permanent construction of rockfall Injury/Death from faces earthworks face protection measures
31 Drilling and Drilling Investigation or Construction Repairs to hydraulic systems of Drilling for investigation or Major injury 4 2 8 Remain at safe distance 4 1 4 Supervision Drilling drilling rigs construction of rockfall from rig during protection measures maintenance. All maintenance to be carried out by drilling contractor 32 Drilling and Drilling Investigation or Construction Burns from contact with hot engine Drilling for investigation or Minor Injury 2 2 4 Maintain safe working 2 1 2 Supervision Drilling components construction of rockfall distance from drill rig protection measures engine when dipping well
33 Drilling and Drilling Investigation or Construction Vandalism/misuse of equipment Drilling for investigation or Major injury 4 2 8 Rig and support vehicles 4 1 4 Supervision Drilling construction of rockfall made secure overnight. protection measures Drilling contractor to perform morning inspection prior to rig use
6 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence 34 Drilling and Drilling Investigation or Construction Risk of being struck by rotary head Drilling for investigation or Moderate Injury 3 2 6 Maintain safe distance 3 1 3 Supervision Drilling or rod loader as head is lowered construction of rockfall from drilling area where protection measures possible
35 Drilling and Drilling Investigation or Construction Risk of rock falls Drilling for investigation or Major/Catastrophic 5 3 15 On slope, drilling to be 4 2 8 Supervision Drilling construction of rockfall Injury restricted to times where protection measures likelihood of rock falls is reduced due to favourable weather conditions. A set of reference conditions shall be set by the Contractor e.g. limit on hourly rainfall intensity (20mm advised), maximum daily rainfal (30mm)l, wind speed and gusts (50/60km/hr), fog, earthquake/seismic activity etc. These thresholds to be monitored by keeping a rockfall log to determine if they are appropriate or need adjusting due to actuial conditions.
36 Drilling and Drilling Investigation or Construction Risk of rock falls Drilling for investigation or Major/Catastrophic 5 3 15 On or below fence 4 2 8 Supervision Drilling construction of rockfall Injury construction area, protection measures inspection, scaling, block removal and construction of temporary rock fall protection measures to be installed if work deemed to be carried out in rock fall risk area. Rockfall log to be maintained to support assessment of rockfall 37 Drilling and Drilling Investigation or Construction Falling From height Drilling for investigation or Major/Catastrophic 5 3 15 All operatives working at 4 1 4 Supervision Drilling construction of rockfall Injury height to be trained to protection measures IRATA regulations
38 Drilling and Drilling Investigation or Construction General Public being impacted by Drilling for investigation or Major/Catastrophic 5 3 15 The drilling area to be 3 1 3 Supervision Drilling the works construction of rockfall Injury secures from all public protection measures access
39 Drilling and Drilling Investigation or Construction Splintering of plastic pipes during Drilling for investigation or Moderate Injury 3 2 6 All installations to be 3 1 3 Supervision Drilling installation construction of rockfall completed by drilling protection measures contractor. Maintain safe working distance
Hierarchy of control: 0 - 4 Insignificant
7 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence 5 - 9 Low - Complete Further Action if Required 10-12 Moderate - actions taken to further reduce risk 15-16 High - Stop/Do not complete - Review additional controls to reduce risk 20-25 Very High - Stop Activity, Do not complete item of work
8 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Project Number 1535219 Short Title Eastside Water Catchments
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence Do not work under the Site Work General Affects of alcohol / illegal drugs Plant & equipment Personal injuries 3 2 6 influence of alcohol or 3 2 6 1 illegal drugs
Do not work when taking prescription drugs that may affect ability to work Affects of prescribed or over the Site Work General Plant & equipment Personal injuries 3 1 3 safely. Comply with 3 1 3 counter medication while working manufacturers warnings, advise PM and rotate to alternative tasks 2 Aggressive behaviour - Decline project, project Site Work General Employer/Contractor/Subcontractor/L Workplace environment Stress 3 1 3 3 1 3 specific training andowners/Protestors/General Public. 3 Bites and Stings (e.g. mosquitoes, First aid kit and qualified Poisoning, bites, skin Site Work General ticks, wasps, bees, snakes, Workplace environment 2 3 6 first aider on Site at all 2 2 4 irritation 4 scorpions, spiders and plants) times Regulatory requirements, Confined space (if no alternative Asphyxiation, SWP for confined space Site Work General Workplace environment 5 1 5 4 1 4 possible) claustrophobia entry, confined space entry permit system 5 Possible long term health Health Surveillance, Site Work General Dangerous minerals e.g. Asbestos Hazardous substances 3 1 3 3 1 3 effects Regulatory requirements 6 Distraction caused by use of mobile Switch phone off whilst Site Work General Plant & equipment Personal injuries 3 4 12 3 3 9 7 phones/radios doing task Provide appropriate PPE Hypothermia, frostbite, or cease work during Site Work General Extreme cold or heat Workplace environment 3 1 3 3 1 3 heat stroke, sunburn abnormal or hazardous weather conditions 8 Cease work when Site Work General Fatigue Workplace environment Personal injuries 4 4 16 fatigued, comply with 4 4 16 9 fatigue policy Cease work when Site Work General Fatigue Workplace environment Death 5 4 20 fatigued, comply with 5 4 20 10 fatigue policy Bites, scratches, Cuts, Staff awareness, first aid Site Work General Fauna - domestic, farm, feral or wild Workplace environment bruises, abrasions, 3 1 3 3 1 3 kit 11 punctures, rabies Eliminating ignition Fire hazard areas - bush, industrial, sources and fuel on site, Site Work General Workplace environment Burns, smoke inhalation 2 2 4 2 2 4 urban appropriate fire fighting 12 equipment Flora - plants which are poisonous on Skin and eye irritation, Staff awareness, first aid Site Work General Workplace environment 2 2 4 2 2 4 13 contact cuts kit 14 Site Work General Isolation - lone worker Workplace environment Personal injuries, stress 3 2 6 Avoid lone Working 3 2 6 15 Site Work General Lack of lighting Workplace environment Slip trip fall 2 2 4 Artificial lighting 2 2 4 Poor housekeeping - building Slip trip fall, cut, Point of work risk Site work General Workplace environment 2 3 6 2 2 4 16 rubble/equipment/vehicle punctures assessments Cease work during Poor visibility - rain, sunset, dust Site Work General Plant & equipment Personal injuries 3 1 3 abnormal or hazardous 3 1 3 storms leading to accident 17 weather conditions No smoking. The historical magazine area to be identified and Potential exposure to explosive and isolated from the Works Site Work General Hazardous substances Burns 3 2 6 3 1 3 flammable gases as an exclusion zone. Toolbox talk so all staff aware of its presence and associated risks 18 19 Site Work General Sabotage (vandalism) of equipment Plant & equipment Personal injuries, stress 3 1 3 Staff awareness 3 1 3
9 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence Sunburn, dehydration, heat stress, heat stroke, Cease work upon onset Site Work General Sun/solar radiation Workplace environment heat exhaustion, 2 4 8 of symptoms, roster for 2 3 6 hyperthermia, sunburn, frequent breaks, PPE 20 dehydration Point of work risk Site Work General Uneven/unstable ground Workplace environment Slip trip fall 2 3 6 2 3 6 21 assessments Fatigue, stress, personal HASEP Plan, roster for Site Work Night time work Working at night Workplace environment 3 2 6 3 2 6 22 injuries shift work
Approved suppliers Site Work General Unknown/unproven subcontractors Workplace environment Stress, personal injuries 3 5 15 3 3 9 register, staff awareness 23 Ensure stockpiles are not oversteepended Site Work General Failure of Temporary Stockpiles Workplace environment Personal Injuries 4 3 12 3 2 6 during construction or subsequent excavation 24 Site Induction and Site Work General Concreting Works at Height Workplace environment Personal Injuries 4 3 12 3 2 6 25 Training Avoid blasting or blasting only to be carried out by Site Work General Blasting Workplace environment Personal Injuries 5 3 15 3 2 6 a specialist sub- contractor 26 27 Site Work General Contact with unexploded ordinance Workplace environment Personal Injuries 4 1 4 4 1 4 Uncontrolled removal of rock from the Site Work General Workplace environment Personal Injuries 5 3 15 Work topdown manner 5 1 5 face Block Removal: Highly unstable Individual assessment of Action plan will be under blocks, unlikey to withstand minor each block required prior constant review at Site Work General breaking works without producing an Workplace environment Personal Injuries 4 4 16 to work commencing. 4 2 8 Construction Stage un-controlled fall TMP to be in place
De-Vegetation: Unknown materials Hazardous substances hidden within the vegetation. and materials survey has Materials may be hazardous been commissioned prior Site Work General Workplace environment Personal Injuries 3 3 9 to any demolition 3 1 3 activties 28 Inspection, scaling, block removal and construction of rock fall protection measures to be installed if work carried out in rock fall risk area. A managed zone shall be set up at least 30m from Site Work General Rock Falls Workplace environment Personal injuries, death 5 3 15 the toe of the cliff which 4 2 8 shall only be entered in a permitted basis due to increased risk of rockfalls
29
Hierarchy of control: 0 - 4 Insignificant 5 - 9 Low - Complete Further Action if Required 10-12 Moderate - actions taken to further reduce risk 15-16 High - Stop/Do not complete - Review additional controls to reduce risk 20-25 Very High - Stop Activity, Do not complete item of work
10 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Project Number 1535219 Short Title Eastside Water Catchments
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measure most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence
Staff awareness, site Working on a site where there Contact with on ground power Heavy machinery on site Plant & equipment Personal injuries 4 3 12 safety course/induction, 5 1 5 is heavy machinery supply PPE 1 Staff awareness, site Working on a site where there Contact with on ground power Heavy machinery on site Plant & equipment Death 5 3 15 safety course/induction, 5 1 5 is heavy machinery supply 2 PPE Staff awareness, site Working on a site where there Heavy machinery on site Machinery toppling/over reaching Plant & equipment Personal injuries, death 5 2 10 safety course/induction, 5 1 5 is heavy machinery 3 PPE Ear defenders to be worn whilst rig Working on a site where there Noise induced hearing Heavy machinery on site Noise Noise 3 5 15 operating. Maintain 3 1 3 is heavy machinery loss safe working distance 4 from rig Staff awareness, site Working on a site where there Sub-contractors/operators unaware Heavy machinery on site Workplace environment Personal injuries 5 4 20 safety course/induction, 5 2 10 is heavy machinery of field staff location 5 PPE Staff awareness, site Working on a site where there Sub-contractors/operators unaware Heavy machinery on site Workplace environment Death 5 4 20 safety course/induction, 5 2 10 is heavy machinery of field staff location 6 PPE Designated traffic routes, site speed Working on a site where there Risk of being struck by vehicles Major/Catastrophic Heavy machinery on site Workplace environment 5 3 15 restrictions, high 4 2 8 is heavy machinery whilst on/around site Injury visibility clothing, site 7 induction Designated traffic routes, speed restrictions. Any Working on a site where there highway control 8 Heavy machinery on site Risk of vehicle collision on site Workplace environment Major injury 4 3 12 4 1 4 is heavy machinery measures on Sir Herbert Miles Road by Both Worlds needs to be agreed in advance with RGP Earthworks equipment should not be overfilled. Maximum block size to be 5t or otherwise agreed after site trials Working on a site where there Risk of rock falls from dump trucks Major/Catastrophic 9 Heavy machinery on site Workplace environment 5 3 15 with Engineer's 3 2 6 is heavy machinery and other earthmoving equipment Injury approval. Overfilling and control of block size should be controlled by banksman
Earthworks equipment should not be allowed to move dry/dusting Working on a site where there Poor visibility due to dusting of 10 Heavy machinery on site Workplace environment Personal injuries 4 3 12 material. Material liable 2 1 2 is heavy machinery dump truck loads to dusting should be covered or wetted prior to movement
11 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Reduction in speed limit Working on a site where there Restricted sighting distances on Sir to increase decision 11 Heavy machinery on site Workplace environment Personal injuries 5 3 15 3 2 6 is heavy machinery Herbert Miles Road time, improved signage and Traffic management Plan Have wheel washing facilities and street Working on a site where there 12 Heavy machinery on site Mud on Roads Workplace environment Personal injuries 5 3 15 sweeping, maintain dry 2 1 2 is heavy machinery site by improved drainage. Ensure banksman Working on a site where there 13 Heavy machinery on site Reversing injuries Workplace environment Personal injuries 5 3 15 employed at all times 3 2 6 is heavy machinery
Provide barriers,signage around excavations and Working on a site where there Driving over edge of excavation or 14 Heavy machinery on site Workplace environment Personal injuries 5 3 15 at edges of 3 2 6 is heavy machinery embankment embankments. Daily briefings
All refueling operations Working on a site where there Transport, storage and use of associated with heavy 15 Heavy machinery on site Workplace environment Major injury 4 2 8 1 1 1 is heavy machinery diesel plant to be undertaken by operators.
No unloading/loading on Sir Herbert Miles Road without advanced approval from Highways Working on a site where there and RGP due to 16 Heavy machinery on site Traffic Management Workplace environment Major injury 5 3 15 5 1 5 is heavy machinery likelihood of requiring full road closure due to narrow road width and associated traffic disruption
Hierarchy of control: 0 - 4 Insignificant 5 - 9 Low - Complete Further Action if Required 10-12 Moderate - actions taken to further reduce risk 15-16 High - Stop/Do not complete - Review additional controls to reduce risk 20-25 Very High - Stop Activity, Do not complete item of work
12 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Project Number 1535219 Short Title Eastside Water Catchments
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence Lack of understanding of local Travel (International - all) General Workplace environment Stress 1 5 5 Staff awareness 1 4 4 1 laws, customs, language Staff awareness, Gastric, Cholera, Travel (International - all) General Microbiological/biological agents Workplace environment 2 5 10 travellers medical 2 3 6 Hepatitis, HIV etc 2 advice All travels to take E111 No access to/ quality of medical Exacerbates injuries, and international Travel (International - all) General Workplace environment 3 3 9 3 2 6 treatment infections emergency evacuation 3 cover 4 Travel (International - all) General Personal safety general Workplace environment Stress, personal injuries 3 3 9 Staff awareness 3 2 6
Stress, rape, personal Staff awareness, Travel (International - all) General Personal safety women Workplace environment 3 4 12 3 2 6 injuries consider alternate staff 5 Commonwealth Government Advisory Stress, personal injuries, Travel (International - all) General Terrorism / Kidnapping Workplace environment 5 2 10 Site, international 5 2 10 death emergency evacuation service, staff awareness 6 7 Travel (International - all) General Unfamiliar road and traffic laws Plant & equipment Personal injuries 3 3 9 Staff awareness 3 3 9 International emergency Stress, personal injuries, Travel (International - all) General Using local forms of transport Plant & equipment 5 2 10 evacuation service, staff 5 2 10 death awareness 8
Hierarchy of control: 0 - 4 Insignificant 5 - 9 Low - Complete Further Action if Required 10-12 Moderate - actions taken to further reduce risk 15-16 High - Stop/Do not complete - Review additional controls to reduce risk 20-25 Very High - Stop Activity, Do not complete item of work
13 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Project Number 1535219 Short Title Eastside Water Catchments
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence 1 Sampling and Testing Grout sample collection Contact with unhardened concrete Hazardous substances Skin and eye irritation 2 3 6 PPE 2 1 2 Manual handling Sampling and Testing Lifting and carrying samples Manual handling Manual handling Strains, sprains 2 4 8 2 3 6 2 training, SWP Lifting samples from grout Manual handling Sampling and Testing Manual handling Manual handling Sprains, strains 3 4 12 3 3 9 3 plant / training, SWP Slump testing and casting of Sampling and Testing Manual handling Manual handling Sprains, strains 3 4 12 PPE 3 2 6 4 cylinders 5 Sampling and Testing Testing stressed anchors Struck by anchors Plant & equipment Personal injuries 4 1 4 Staff awareness, PPE 4 1 4 Using point load testing Sampling and Testing Flying fragments Plant & equipment Eye injuries 3 3 9 PPE 3 2 6 6 equipment Near-drowning, Sampling and Testing Water sampling Water Workplace environment 5 1 5 Assess need for 2 staff 5 1 5 7 drowning Working in close proximity to Strike or entanglement - concrete Sampling and Testing Plant & equipment Limb crush/amputation 4 4 16 Staff awareness 4 2 8 8 shotcrete pump pump and pipelines Working in close proximity to Sampling and Testing Flying fragments Plant & equipment Eye injuries, cuts 3 4 12 PPE 3 1 3 9 Shotcrete pump Working in close proximity to Sampling and Testing Noise Plant & equipment Hearing damage 3 4 12 PPE 3 1 3 10 Shotcrete pump
Hierarchy of control: 0 - 4 Insignificant 5 - 9 Low - Complete Further Action if Required 10-12 Moderate - actions taken to further reduce risk 15-16 High - Stop/Do not complete - Review additional controls to reduce risk 20-25 Very High - Stop Activity, Do not complete item of work
14 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Project Number 1535219 Short Title Eastside Water Catchments
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence First aid cover - no access to first Seek first aid en-route Site Visit General Workplace environment Personal injuries 3 2 6 2 2 4 1 aid kit or at client's premises Abide with local client arrangements via client Site Visit General Fire safety Workplace environment Personal injuries/death 5 2 10 3 2 6 contact of clients 2 reception
Have access to mobile phone, inform secretary Lone working - unable to raise Site Visit General Workplace environment Serious injury 5 2 10 of number, update 4 2 8 alarm outlook diary, company policy on lone working 3 Staff to choose appropriate type of Site Visit Travel Travelling - excess tiredness Plant & equipment Serious injury/death 5 2 10 2 2 4 transport, agree itinerary 4 with PM Adhere to highway code, full driving licence, pull Site Visit Travel Adverse weather conditions Plant & equipment Serious injury/death 5 1 5 in/do not travel until 3 1 3 weather conditions 5 improve Do not drive when under Decreased ability due to the influence of drugs Site Visit Travel Plant & equipment Serious injury/death 5 1 5 3 1 3 drugs/alcohol (including prescription medication) or alcohol 6 Switch phone off whilst Distraction caused by use of mobile Site Visit Travel Plant & equipment Serious injury/death 3 4 12 driving/legal hands free 3 2 6 phones/radios 7 kit Avoid excessive working Site Visit Travel Serious accident caused by stress Plant & equipment Serious injury/death 5 1 5 hours, overnight stay if 3 1 3 required 8 Awareness of local health and Site Visit General Workplace environment Serious injury/death 5 2 10 Site specific induction 5 1 5 9 safety systems Take regular breaks, Prolonged use of laptop when away Personal injury, blurred Site Visit General Plant & equipment 2 2 4 avoid excessive use, 2 1 2 from office vision, headaches 10 DSE training
Avoid carrying excessive loads, get Site Visit General Manual handling, loading of vehicle Workplace environment Personal injury 3 2 6 3 1 3 help loading/unloading at either end of journey 11
Hierarchy of control: 0 - 4 Insignificant 5 - 9 Low - Complete Further Action if Required 10-12 Moderate - actions taken to further reduce risk 15-16 High - Stop/Do not complete - Review additional controls to reduce risk 20-25 Very High - Stop Activity, Do not complete item of work
15 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx Eastside Water Catchments RISK DEFINITION 1535219 Rockfall Protection Works - Phase 1A October 2015 Risk Assessment
Project Number 1535219 Short Title Eastside Water Catchments
Ref Activity Task Hazard Hazard Category Injury and Illness Risk Assessment Risk Assessment No. (any unsafe condition or potential Description Consequence Likelihood of POTENTIAL Existing Control Consequence Likelihood of ESTIMATED Are any other controls source of accident) most likely accident RISK Measures most likely accident RESIDUAL required? (Y/N) outcome of occurring and (5x5 matrix) outcome of occurring and RISK If Yes then complete potential accident result in this potential accident result in this Action Plan consequence consequence 1 Scaling and Block Removal Carried out in top-down manner following Working at heights Falling rocks Workplace environment Personal injuries 5 3 15 sequence shown on 4 2 8 Drawing 4
Carry out after scaling and temporary rock fall Working at heights Geological mapping Being hit by falling objects Workplace environment Personal injuries 3 2 6 3 1 3 protection measures put 2 in place Height safety training, Industrial rope access Working at heights Geological mapping Falling from height Workplace environment Personal injuries, death 5 3 15 5 1 5 where necessary, 3 regulatory requirements 4 Working at heights Rope accessing work Abrasion Plant & equipment Rope burn 2 3 6 Height safety training 2 1 2 Maintain and inspect Working at heights Rope accessing work Equipment failure / maintenance Plant & equipment Personal injuries, death 5 3 15 5 1 5 5 equipment Height safety training, Industrial rope access - Working at heights Rope accessing work Falling from height Workplace environment Personal injuries, death 5 3 15 fall restraints, qualified 5 1 5 low to high angle rescue 6 tech 7 Working at heights Rope accessing work Falling rocks & equipment Workplace environment Personal injuries, death 5 3 15 Height safety training 5 2 10 8 Working at heights Rope accessing work Lack of appropriate training Workplace environment Personal injuries, death 5 4 20 Height safety training 5 1 5 9 Working at heights Rope accessing work Rapid changes to the weather Workplace environment Personal injuries 3 4 12 Staff awareness 3 2 6 Working with careless Working at heights Rope accessing work Workplace environment Personal injuries, death 5 4 20 Staff awareness 5 3 15 10 subcontractors Specific training, point Working at heights Ladder, step, cherry picker use Fall from heights Plant & equipment Falls 2 1 2 2 1 2 11 of work risk assessment Working with inexperienced height Approved suppliers Working at heights Rope accessing work Workplace environment Personal injuries, death 5 3 15 5 1 5 12 safety technicians register
Hierarchy of control: 0 - 4 Insignificant 5 - 9 Low - Complete Further Action if Required 10-12 Moderate - actions taken to further reduce risk 15-16 High - Stop/Do not complete - Review additional controls to reduce risk 20-25 Very High - Stop Activity, Do not complete item of work
16 of 16 Golder Associates Appendix M - Designers Risk Assessment - ESWC.xlsx ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX N Supporting Site Investigation Data
September 2016 Report No. 1535219.500/A.3
September 2016
APPENDIX N - SITE INVESTIGATION DATA AND REFERENCE DESIGN FROM GROUND ANCHOR TRIALS
Eastside Water Catchments above Sandy Bay
Submitted to: HM Government of Gibraltar Technical Services Department Joshua Hassan House Secretarys Lane Gibraltar
Report Number 1535219.500/A.2 Distribution:
REPORT HM Government of Gibraltar 1 copy (pdf) Golder Associates (UK) Ltd - 1 copy (pdf)
SITE INVESTIGATION DATA FOR GROUND ANCHOR TRIALS
Table of Contents
1.0 FIELD TESTING ON GROUND ANCHORS ...... 3
1.1 Introduction ...... 3
1.2 Trial Anchor Specification ...... 3
1.3 Trial Anchor Installations ...... 3
1.3.1 Hollow Bar Anchors...... 3
1.3.2 Solid Bar Anchors ...... 4
1.4 Actual Site Ground Conditions ...... 4
1.4.1 Hollow Bar Anchors...... 4
1.4.2 Solid Bar Anchors ...... 4
1.4.3 Ground Conditions Encountered ...... 5
1.4.4 Summary ...... 5
1.5 Trial Anchor Constructability ...... 5
1.5.1 Hollow Bar Anchors...... 5
1.5.2 Solid Bar Anchors ...... 5
1.6 Anchor Test Results ...... 6
1.7 Findings of the Trial Anchors ...... 7
1.7.1 Ground Conditions ...... 7
1.7.2 Constructability ...... 7
1.7.3 Bond Strength in Cemented Catalan Bay Sands ...... 8
1.7.4 Required Anchor Length ...... 8
1.7.5 Discussion ...... 9
2.0 DESIGN SOLUTION ...... 10
2.1 Dual Anchor System ...... 10
2.2 Design Loading ...... 11
2.3 Design Pullout Resistance ...... 12
2.3.1 Efficiency Factor...... 12
2.3.2 Effective Stress Design Method ...... 13
2.3.3 Adopted Value ...... 14
2.4 Summary ...... 14
3.0 REFERENCES ...... 15
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TABLES Table 1: Hollow Bar Anchor Test Results ...... 6 Table 2: Design Load Capacity of Dual Anchor System ...... 14
FIGURES Figure 1: Load-displacement curve for hollow bar anchor tests ...... 7 Figure 2: Geobrugg FLEX head and concrete head unit to anchors (Photograph provided by Geobrugg) ...... 11 Figure 3: Failure loads calculated using Barley 1995 and Ostermeyer and Scheele 1997 efficiency factors ...... 12 Figure 4: Bond length vs. bond pullout resistance for Trial Anchors, Effective Stress Method and Factored Effective Stress Method ...... 13
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SITE INVESTIGATION DATA FOR GROUND ANCHOR TRIALS
1.0 FIELD TESTING ON GROUND ANCHORS 1.1 Introduction In advance of developing the detailed design of the rock fall protection barrier system, a testing regime comprising two different anchor types and varied bond lengths was devised to verify the following: Constructability of the specified anchor types and depths in the actual site conditions; Verification of actual site ground conditions; The bond strength at the grout-ground interface in the cemented Catalan Bay Sands; Whether the relationship between bond length and pullout resistance is linear or limited by progressive de-bonding, as stated in BS8081 (Reference 1); and The optimal anchor type and length to provide the required design pullout resistance in the cemented Catalan Bay Sands.
Anchors were installed using an A-Frame rig, powered by a 150 PSI air compressor that was positioned approximately 100 m away and 30 m vertically below the rig. 1.2 Trial Anchor Specification The selection of anchor type was made based on experience gained from previous work on the site conducted by Gifford, Donaldson Associates (DAL) and BAM Nuttall during the decommissioning of the water catchments (Reference 2; Reference 3) as well as broader engineering experience in ground anchor design in similar ground conditions.
The two types of anchor selected were solid bar anchors and hollow bar self-boring anchors. Solid bars had been installed during the decommissioning of the water catchments, completed by Edmund Nuttall in 2005 (Reference 3). Hollow bars were also trialled as a suitable alternative for soft ground that would remove the requirement to using casing in the installation process; potentially leading to a more economical construction method. The materials used were as follows: Hollow bar – DYWIDAG Type R38N, 38 mm diameter tendons, installed with a 90 mm tungsten carbide ‘Carbide Button Bit’ sacrificial head; and Solid bar – DYWIDAG GEWI D 32 mm solid bar tendons, installed into open holes which were cased through the loose sands.
For each of the anchor types, 4 nr anchors were scheduled, with design bond lengths of 3 m, 6 m, 9 m and 15 m into the cemented sands. The proof load for the tests was 350 kN and displacement of the anchor head was measured over a single cycle. 1.3 Trial Anchor Installations 1.3.1 Hollow Bar Anchors The hollow bar trial anchors were installed at the level of the Lower Water Collection Channel (Lower Channel). The anchors were installed through the wall of the channel into the sands behind at an inclination of 30° to the horizontal.
A Lower Catch Fence below the channel provided protection to Sir Herbert Miles Road from any debris dislodged during the Works. The wall of the Lower Channel served as a solid base to limit movement of the testing equipment during the pullout tests. The trial anchors were installed over a total width of 16 m along the base of the wall and at an elevation of between 1.0 m and 1.5 m below the top of the wall.
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Since the de-commissioning of the Eastside Water Catchments, the Lower Channel has been backfilled. Therefore the anchors were installed through made ground of rockfill and sand behind the channel wall, before reaching the natural ground. The anchors were de-bonded through this section using a water flush to avoid obtaining artificially high values of bond strength as a result of the rockfill.
The anchors were installed to the following depths: Hollow Bar Anchor No. 1 – 7 m (3.35 m cemented sand); Hollow Bar Anchor No. 2 – 8 m (3.04 m cemented sand); Hollow Bar Anchor No. 3 – 11 m (7 m cemented sand); and Hollow Bar Anchor No. 4 – 15.95 m (9 m cemented sand). 1.3.2 Solid Bar Anchors Ground was broken in four locations on the face of the sand slope below the Lower Channel during drilling with the casing and Down the Hole (DTH) drill head. Four attempts were made to install anchors and one exploratory hole was bored at the location of the fourth attempt. Drilling was carried out at approximately 45° to the horizontal: perpendicular to the slope face.
The drilling depths by DTH drilling with casing at each location were: DTH Location No.1 – 6.5 m (5.0 m cased); DTH Location No.2 – 4.0 m (3.5 m cased); DTH Location No.3 – 6.0 m (3.5 m cased); and DTH Location No.4 – 7.5 m (7.5 m cased). 1.4 Actual Site Ground Conditions 1.4.1 Hollow Bar Anchors Ground conditions inferred from the resistance to drilling suggested loose sand, generally to a depth of 4 m and as much as 7 m in one location.
The level of reliability of the driller’s logs from the hollow bar anchors is considered to be lower than for an open hole as the flush is provided by the continuous grout return during drilling, rather than an air flush. This affects the driller’s ability to accurately determine changes in ground conditions in two ways. Firstly, the ability to visually identify the quality of rock being drilled by observing either a strong return from the air flush in competent rock versus a weak return as air is lost into fractures or void space. Secondly, the drilling time was in the region of one to three hours, with significant periods of inactivity every 1 m whilst new sections of hollow bar were added. Over this timescale, viscosity of the grout may increase, adding to the drilling resistance.
The variability of the ground conditions in the area of the trial anchors is highlighted by the comparison of anchors No.2 and No.4, which were installed approximately 5 m from each other. Anchor No.2 met refusal at 8 m, whereas anchor No.4 was successfully installed to approximately 16 m and experienced intermittent layers of looser material between 11 m and 16 m. The presence of looser layers was evident from the increased rate of drilling, indicating lower strength, and the loss of a return of grout from the hole, indicating a higher permeability. Furthermore, the presence of looser layers at depth may be an indication of historical deep seated movement within the sands. 1.4.2 Solid Bar Anchors The method of drilling for the solid bar anchors provides a more reliable indication of ground conditions. The local geology was inferred from the drilling resistance, observations from the hammer in the drill head and observation of the air flush.
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SITE INVESTIGATION DATA FOR GROUND ANCHOR TRIALS
During the drilling process, it is known that the hammer fires at a faster rate, with a higher pitch sound, in more competent rock. Whereas, a hammer that struggles to fire and produces a lower pitch sound, suggests weaker material exists. Whilst observing the flush, it is typically assumed that a better return on the flush indicates stronger material, with fewer voids. As the return disappears, or reduces, it is assumed that the hole has collapsed (material blocks the drill head and annulus), or that the permeability of the material is high enough to enable the air to take the path of least resistance (through the body of material). 1.4.3 Ground Conditions Encountered Through consideration of the indicators above, it is assumed that the local ground model below the approximately 18 m wide by approximately 10 m high testing zone is: 0 m to 1 m: Dry, large boulders, gravelly, cobbly, SAND. Boulders, gravels and cobbles are of limestone. Sand is of quartz. 1 m to 3 m: Dry, cobbly, gravelly, SAND. 3 m to 7.5 m: Moist, gravelly, SAND. Occasional thin beds of very weak, cemented sand. In each attempt to drill beyond the casing (at depths of 4 m to 6.5 m) the ground material strength was found to be variable with only thin beds of cemented sands which, overall, were insufficient to provide a stable bore without support.
It is inferred that the contact between the loose sand and the cemented sand exists between 8 m and 10 m. It is possible that from 6 m depth, an extremely weak, weathered zone of the cemented sand exists where the stresses imposed by the hammer reduce the material to an engineering soil. 1.4.4 Summary Both drilling methods suggested that loose sand was present to a depth exceeding predictions based on the Mackintosh Probes conducted historically at the site (References 2 and 3). The ground conditions inferred from the open hole boreholes were taken as the representative conditions for anchor design as the method is both more reliable and suggests a more conservative ground model. 1.5 Trial Anchor Constructability 1.5.1 Hollow Bar Anchors Four hollow bar anchors were successfully installed through the Lower Channel at 30° to the horizontal.
Although the return of grout from the hole was periodically lost in bands of loose material, it was present at the end of every hole, demonstrating that the method was successful in providing a consistent grout around the anchor tendon in the loose and cemented Catalan Bay Sands. 1.5.2 Solid Bar Anchors The ground model assumed from drilling the trial anchors suggests casing would be required to depths of between 8 m and 10 m. The specified anchor bond length would need to be installed in addition to this length.
Once the drill head was decoupled from the casing, i.e. after drilling beyond the casing and removing the internal drill string, it was found that withdrawing a hollow casing, without the support from the internal drill string, was extremely difficult with the equipment on Site. With the 150 PSI compressor, retrieving the casing from 5 m took approximately 2 hours and for the holes which were cased to 4 m the retrieval time ranged between 30 and 60 minutes.
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1.6 Anchor Test Results Details of the grout-ground bonds, failure loads and calculated bond average bond strengths for the hollow bar anchors are presented in Table 1. The bond strength is calculated assuming a grout annulus diameter of 90 mm (equal to the drill head diameter). In fact, permeation of the grout into the surrounding sand results in a larger grout annulus; however, it is not possible to accurately quantify the degree to which this permeation takes place.
When the calculated bond strengths are used for the detailed design, it is important that they are not extrapolated for systems with a larger or smaller drill head; assuming a smaller grout annulus returns a higher bond strength which would result in false confidence if that value is applied to a system that creates a larger bore. If, however, the results are used to calculate the required length of an anchor using the same drill head, the calculation process factors the assumed annulus diameter back in, cancelling itself out.
A distinction is made below between yield loads and ultimate loads for the anchors. The yield load is the load at which the linear elastic deformation of the anchor ceases and permanent plastic deformation begins. This does not represent complete failure of the anchor; however in this condition it is considered to be beyond its serviceability limit state. The ultimate load represents complete failure of the anchor and the exceedance of its ultimate limit state.
The load displacement curves for each anchor are presented in Figure 1. The section of each line with a uniform gradient represents the region of elastic (recoverable) deformation. The yield load is denoted by the point after which the gradient begins to become shallower and the displacement within each load increment increases. The final point on the graph indicates the ultimate load.
Hollow bar anchors #1 and #2 failed suddenly without exhibiting plastic deformation. Therefore the yield load is equal to the ultimate load. During the testing of hollow bar #4, failure occurred between the coupler and the bar due to eccentric loading caused by settlement of the testing equipment. Inspection of the load vs. displacement curve (Figure 1) shows that the anchor had not begun to yield when the last displacement reading was taken at 280 kN and therefore the failure load and bond strength stated represent minimum values which are likely to be exceeded in reality. Table 1: Hollow Bar Anchor Test Results Hollow bar #1 Hollow bar #2] Hollow bar #3 Hollow bar #4
(7.35 m) (8.04 m) (11.00 m) (15.95 m)
Bond length in cemented sand (m) 3.35 3.04 7 9
Bond area (m2) 0.95 0.86 1.98 2.54 300 Yield Load (kN) 105 100 250 (No failure)* 300 Ultimate load (kN) 105 100 315 (No failure)* Bond strength at Yield (kPa) 111 116 126 118* * No failure of grout-ground bond at this load. Values stated are the minimum possible values.
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Figure 1: Load-displacement curve for hollow bar anchor tests
BS 1537 provides a guideline for estimation of the grout-ground bond resistance to pullout based on the Unconfined Compressive Strength (UCS) of the material, stating the bond strength can be estimated at 10% of the UCS (Reference 5). This figure suggests a UCS of between 1.1 MPa and 1.3 MPa for the cemented Catalan Bay Sands, which is consistent with a weak rock. 1.7 Findings of the Trial Anchors 1.7.1 Ground Conditions As described in Section 1.4 ground conditions in the locality of the anchor trials were found to differ from the findings of the Mackintosh Probes. Selection of drilling method and required anchor lengths must be made with consideration of surficial deposits of loose sand up to 7 m as well as variation in strength at depth. 1.7.2 Constructability The difficulties encountered in the installation of the solid bar anchors suggest that, in the variable ground conditions at the Site and with the potential for a substantial depth of loose sand, the hollow bar system offers a simpler and more reliable means of installing anchors. However, this system would require the installation of flex-heads or chain connections between the hollow bar anchors and the support cables for the falling rock protection kit rather than allowing the use of wire rope anchors which is the preferred option. The use of open holes and casing is not considered completely infeasible but the success of this system is highly dependent on the specialist geotechnical contractor’s selection of drilling equipment based on the above ground conditions encountered.
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1.7.3 Bond Strength in Cemented Catalan Bay Sands The anchor tests gave consistent results for average grout-ground bond strengths in the cemented Catalan Bay Sands, in the region of 111 kPa to 126 kPa, which is consistent with their categorisation as a weak rock.
Variable material strengths over the depth of each installation prevented clear identification of any loss of efficiency over the increasing bond lengths and with the longest bond length successfully tested to failure being approximately 7 m, the effects of progressive de-bonding are expected to be minimal as BS8081:1989 states the effect should be considered in design for fixed lengths exceeding 6 m (Reference 1). 1.7.4 Required Anchor Length Historically, common practise in estimating pullout resistance of ground anchorages has been to assume a uniform stress distribution over the entire length of the anchor; however, extensive research has shown that this is generally not the case. The incompatibility of the elastic properties of the grout, ground and steel tendon results in stresses being focused at the proximal end of the fixed length, sometimes with a section at the distal end carrying no load. Should the focused stress exceed the capacity of the ground/grout or grout/tendon bond, failure of the reduced working anchor length will progressively occur down the length of the anchor. This is known as progressive de-bonding (Reference 6).
Many studies have been conducted into this phenomenon and attempts have been made to quantify an ‘efficiency factor’ to represent the reduction in the load carrying ability of anchors with increasing fixed lengths. The current European Standard, BS EN1537:2013 (referring to BS8081:1989) (References 5 & 1), recommends that the effect of progressive de-bonding is incorporated in design for anchors with fixed lengths exceeding 6 m. A number of further studies have also suggested that the increase in pullout resistance gained by extending the fixed length beyond 10 m is negligible in most cases (Reference 6).
The ultimate failure load of an anchorage at the grout/ground interface can be calculated using the equation below.
푇푢푙푡 = 휏푢푙푡 . 퐴푏표푛푑 . 퐿푓푖푥 . 푓푒푓푓 Where:
푇푢푙푡 is the ultimate failure load in kN;
2 휏푢푙푡 is the bond strength of the ground material in kN/m ;
2 퐴푏표푛푑 is the contact area of the grout with the ground in m ;
퐿푓푖푥 is the fixed length of the anchorage in m; and
푓푒푓푓 is the efficiency factor An initial estimation of the required bond length has been made using the lowest bond strength from the trial anchors was 111 kPa. With this resistance and no loss of efficiency, the required fixed length is 11.15 m for a working load of 350kN. Accounting for drilling through the loose sand before reaching the cemented sand the total required anchor length may be between 15 m and 18 m. Even before applying efficiency factors, the length significantly exceeds the recommended 10 m maximum length.
Vukotic et al suggests the efficiency factor for anchors in sand can be estimated based on the frictional strength of the sand (Reference 6).
퐿푓푖푥 .tan ∅ 퐿 푓푒푓푓 = (0.91) 0 Where:
퐿0 is a reference length of 1 m; and ∅ is the friction angle of the material
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Using this formula the efficiency factor for a 10 m anchor in sand with a friction angle of 35° (the minimum predicted for the Catalan Bay Sands) is 0.52. The efficiency factor and material strength are inversely proportional, so increasing ϕ reduces the efficiency factor.
Vukotic et al also suggested a relationship determined by testing in sands as well as cohesive materials like clays and silts, shown below. Using this relationship, the efficiency factor for a 10 m anchor is 0.43 (Reference 6).
−0.57 퐿푓푖푥 푓푒푓푓 = 1.6 . ( ) 퐿0 A further study by Ostermeyer and Scheele suggested efficiency factors for low pressure grouted anchors in sand, shown below. Using this estimation, the most favourable estimation of the efficiency factor for a 15 m anchor in the Catalan Bay Sands is 0.7.
퐿푓푖푥 푓푒푓푓 = exp (−0.05 . . 푡푎푛∅) 퐿0 Using the most favourable estimation of the efficiency factor, the required anchor length for a working load of 350 kN is greater than 20 m. Using the most conservative estimate, the anchor length would be 70 m. The efficiency factor may also be lower still as the friction angle, ϕ, may be greater than 35°. 1.7.5 Discussion The testing regime successfully determined many important characteristics of the Site under the objectives outlined in Section 1.1. The depth of loose sand and the variability of the interface make installation in open holes with casing difficult with the equipment used. A larger, more powerful drill rig may be able to cope with driving and withdrawing casing to the required depths, however the rig’s mobility may be reduced. Ground conditions vary considerably at depth. The potential to encounter localised zones of very high drilling resistance at depth creates a risk that drilling will meet refusal before the specified fixed length is installed. This risk is greater for greater specified fixed lengths. Conversely, there is also the possibility that zones of loose sand, requiring casing, will be encountered at depth. The calculated anchor fixed lengths needed to carry the working load are both in excess of the general recommendation (10 m) and may not be achievable due to the variability of ground conditions and potential for high drilling resistance at depth. Design and installation of the anchors must support a reactive approach to variation in ground conditions to ensure all anchors are installed with sufficient bond length in the cemented sand.
There are some limitations with self-drilled hollow bar systems in terms of corrosion protection and the effectiveness of grout as a protective barrier can be limited due to: Reduced grout cover at coupler locations or at points along the full length of the drilled bar, which often takes the form of a lazy spiral. Spacers are disruptive, restricting grout circulation/flush and causing disturbance to the borehole wall; Crack width control of the grout body, irrespective of threadform, is inconsistent at coupler locations or in areas of poor confinement; Grout placement is workmanship sensitive. Simultaneous drill and grout can produce grout bulbing through the assistance of reaming, but it is irregular over the full length of the tendon; and Contamination of the grout from the drill spoil or ground water. In addition, the connection between the hollow bar anchor and the catch fence cables can be considered to be a weakness in the system.
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It is important to emphasise that ground anchors for catch fence supports are passive and, hence, are low risk installations similar to rock bolts and soil nails rather than tensioned anchorages as considered in both BS8081 and EN1537. For these passive systems galvanising is universally recognised as a method of protecting exposed steel elements albeit that in the ground, the lifespans are variable dependent on the aggressivity levels. Hop Dipped Galvanising (in accordance with EN1461:1999) provides a minimum zinc cover of 85 microns.
An alternative would be to use high grade stainless steel but these are not normally available for hollow bar anchors.
2.0 DESIGN SOLUTION 2.1 Dual Anchor System Based on the proven successful trials, only hollow bar anchors have been considered further to develop a design solution that will provide sufficient pullout resistance for the anchors of the rock fall protection fence at the Eastside Water Catchments.
With the constraints that the difficult site conditions place on the selection of anchors, the only option considered feasible is to combine multiple hollow bar anchors into one unit that will provide a single point of attachment for the stay cables of the fence at ground level.
Using multiple anchors in a combined system divides the working load resulting in shorter individual anchor lengths. Subsequently this reduces the total required anchor length further as the loss of efficiency is also reduced.
A typical system comprises two anchors installed at ground level to the specified depth. The proximal ends are cast into a concrete connection block and a single point of attachment protrudes from the connection block for attachment to the stay cables of the catchment fence.
A flexible link between the connection block and the fence is preferred as this is more resilient to impacts and accidental loading, for example from rock falls. An example of a connection block with a flexible attachment is shown in Figure 2. Pictured is a Geobrugg FLEX head connection.
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Figure 2: Geobrugg FLEX head and concrete head unit to anchors (Photograph provided by Geobrugg)
The sequence of construction for this system would be: Excavation and preparation of the ground around for the head unit; Drill anchors; Construction of formwork; Construction of reinforcement cage; Concrete pour; Strike formwork after curing period of approximately 3 days; and Install connections to catch fence masts. 2.2 Design Loading Rocfall modelling determined a 5,000 kJ rated catchment fence would be generally required. According to Geobrugg’s specifications, the characteristic load on each anchor is 290 kN. The characteristic load has been factored by 1.35 to give a design load, Pd, of 391.5 kN.
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2.3 Design Pullout Resistance 2.3.1 Efficiency Factor The efficiency factors were calculated for the cemented sands using each of the three methods listed in Section 1.7.4. Efficiency factors calculated by each method differ considerably due to the different ground conditions they aim to represent; therefore, an iterative approach was taken to determine the most appropriate for the Catalan Bay Sands. The ultimate pullout resistance was calculated for each method, looking for agreement between the calculated value and the actual value achieved in the trials.
Using a ϕ value of 35°, the average pullout resistance measured in the trials of 118 kPa and an estimated diameter of grout annulus of 90 mm, the Ostermeyer and Scheele estimation gives the most accurate correlation with the test results and gives a conservative estimation for pullout resistance. Both of Barley’s relationships predict the loss of efficiency at depth to increase more rapidly than determined by the trials. A comparison of actual and predicted failure loads is presented in Figure 3.
Although the Ostermeyer and Scheele efficiency factor give the closest correlation, it does show a markedly larger loss of efficiency than was observed in the pullout trials. In fact, the calculated average bond stress mobilised at failure for the trial anchors actually increases for the longer anchors.
Figure 3: Failure loads calculated using Barley 1995 and Ostermeyer and Scheele 1997 efficiency factors
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2.3.2 Effective Stress Design Method Variation in ground conditions may account for some or all of the difference in values, although it is also possible that the resistance of the cemented sands does increase with depth. The Effective Stress Design Method for soil nails considers the ability of a greater overburden to increase the pullout resistance. This method is thought to underestimate the pullout resistance in granular soils (Reference 7), and application of the method to the trial hollow bar anchors reaffirms this. The method does, however, support the suggestion that the average bond strength in the Catalan Bay Sands may increase with depth.
Figure 4 compares the bond strength mobilised at failure (ultimate bond strength) for the trial nails with one estimation made using Effective Stress Design Method and one estimation that applies Ostermeyer and Scheele’s efficiency factors to the Effective Stress Design Method estimation. Overburden is calculated assuming a 30° installation angle and 45° slope angle.
The result shows that the Effective Stress Design Method initially underestimates the resistance, but as the anchor length increases the loss of efficiency means that the Effective Stress Design Method eventually overestimates the resistance at around 6.0 m. Application of the efficiency factor to the Effective Stress Design Method creates a similar curve to the trial anchors and consistently underestimates the pullout resistance, as it is generally thought to for anchors installed in sand.
Figure 4: Bond length vs. bond pullout resistance for Trial Anchors, Effective Stress Method and Factored Effective Stress Method
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2.3.3 Adopted Value The comparison made in this section shows that the trial anchor results are compatible with the generally accepted theories surrounding pullout resistance and loss of efficiency due to progressive de-bonding. It is concluded that the ultimate bond strength values for the trial anchors can be included in the design with no alteration other than that required by Eurocode 7 (EC7). In keeping with the general state of practice the bond length of an individual anchor will be limited to 10 m. The value of 130 kPa for the 9 m bond length has been estimated conservatively based on the trend and due to the flattening of the trend line up to this point, a 10 m anchor has also been assumed to provide an average bond strength of 130 kPa.
Eurocode 7 prescribes a method for determining the design pullout resistance from anchor tests. The tested values of 111 kPa, 116 kPa and 126 kPa as well as the estimated 130 kPa were used to determine characteristic values for pullout resistance at each depth. Although three tests determined failure loads and bond strengths at the site, the different bond length returning different average bond strengths means they must be treated as three sets of individual tests.
Initially a partial factor must be applied to account for variation in ground conditions across the site. Partial factors are not been specified by EC7; however, CIRIA C637 suggests that, where one single test is conducted, the characteristic value should be reduced by a factor of 1.5.
The design value is then calculated by applying a partial factor of 1.1 to the characteristic value. Hence the characteristic and design pullout resistances and the design load of the anchors at varied bond lengths are given in Table 2.
From Table 2 it can be seen that a dual anchor system comprising two DYWIDAG hollow bar anchors with a 90 mm Carbide Button Bit sacrificial head have a sufficient pullout capacity to support a 5,000kJ catch fence, providing the construction ensures that each anchor is loaded equally. Table 2: Design Load Capacity of Dual Anchor System Characteristic Design Dual Anchor Bond Length Average Bond Design Load Average Bond Average Bond Design (m) Strength (kPa) Capacity (kN) Strength (kPa) Strength (kPa) Capacity (kN)
3.00 111 74 67 57 114 7.00 126 84 76 151 302 9.00 130 87 79 200 401 10.00 130 87 79 223 446
2.4 Summary An EC7 compliant design can be produced for the rockfall catch fences on the Eastside Water Catchments by way of a dual anchor system, comprising 10 m bonded hollow bar anchors. It is critical that the implementation of the design is adaptive to the variable ground conditions at the site; loose sand with very low pullout resistance exists in variable thicknesses at ground level as well as in intermediate strata at depth. Total anchor lengths must be altered in response to changes in ground conditions to ensure a 10 m bond is installed in the cemented sand.
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3.0 REFERENCES 1 British Standards Institute (1989) BS 8081:1989. British Standard Code of Practice for Ground Anchorages: BSI
2 Donaldson Associates Limited – Decommissioning of East Side Water Catchments, Alternative Design Proposals – July 2001
3 Donaldson Associates Limited – Decommissioning of East Side Water Catchments, Design of Ground Nails for Lower Catchment – July 2001
4 Cooper, Stubb, Carter and Dunn (2008), Gibraltar Runoff: A Steep Challenge for Decommissioning. Civil Engineering. 161 (No. CE1), 35-41.
5 British Standards Institute (2013) BS 1537:2013. Execution of Specialist Geotechnical Works – Ground Anchors: BSI
6 Vukotic G et al. (2013). The influence of bond stress distribution on ground anchor fixed length design. Field trial results and proposal for design methodology. Proceedings of the 18th International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013. 2119-2122 7 CIRIA (2005), CIRIA C637 Soil nailing – best practice guide, London
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Report Signature Page
GOLDER ASSOCIATES (UK) LTD
Nicholas Naylor Stewart Lightbody Geotechnical Engineer Principal
Date: September 2016
LK/SWL/ke
Company Registered in England No.1125149. At Attenborough House, Browns Lane Business Park, Stanton-on-the-Wolds, Nottinghamshire NG12 5BL VAT No. 209 0084 92 Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation.
September 2016 Report No. 1535219.500/A.2
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Golder Associates (UK) Ltd Sirius Building, The Clocktower South Gyle Crescent Edinburgh EH12 9LB UK T: [+44] (0) 131 314 5900
ESWC ROCKFALL PROTECTION - TENDER DOCUMENTS
APPENDIX O Drawings Drawing No.1 – Site Location Drawing No.2 – Extent of Site and Locations of Previous Site Investigation Drawing No.3 – Proposed 5000kJ Fence Alignment for Phase 1A and 1B Drawing No.4 – General Arrangement of Falling Rock Protection Kit
September 2016 Report No. 1535219.500/A.3
Rock Gun 412m
Eastside Water Catchments Site Signal Hill 385m
O’Haras Battery 416m
0 250 500 750 1000m
Client Project GOVERNMENT OF GIBRALTAR EASTSIDE WATER CATCHMENS ROCKFALL PROTECTION - PHASE 1A
Consultant YYYY-MM-DD 2015-10-5 Sheet Title
PREPARED AD SITE LOCATION
DESIGN SWL
REVIEW SWL Project No Control Rev Drawing APPROVED SWL 1535219 0002-OA-0001 A 1 Eastside Water Catchments Site Boundary Approximate Location of Trial Anchors (2014/15)
Approximate Alignment of Phase 1A Rockfall Catch Fence
Approximate Location of Works for Dudley Ward (2009)
100 0 100 200m Scale
Client Project GOVERNMENT OF GIBRALTAR EASTSIDE WATER CATCHMENTS ROCKFALL PROTECTION - PHASE 1A
Consultant YYYY-MM-DD 2015-10-05 Sheet Title
PREPARED AD EXTENT OF SITE AND LOCATIONS OF PREVIOUS SITE
DESIGN SWL INVESTIGATION
REVIEW SWL Project No Control Rev Drawing APPROVED SWL 1535219 0002-OA-0002 A 2 289 100 E 289 200 E 289 300 E 289 175 E 289 200 E 289 225 E 289 250 E 289 275 E
EXISTING CONCRETE STEPS
4 000 900 N 4 000 900 N
40 m LONG 5000 kJ, 7 m HIGH PHASE 1A FENCE 4 001 200 N 4 001 200 N
EXISTING FENCE TO BE REMOVED (ONCE NEW EXISTING GABIONS FENCE COMMISSIONED ABOVE IN PHASE 1A)
4 000 875 N 4 000 875 N
4 001 100 N 4 001 100 N
4 000 850 N 4 000 850 N
4 001 000 N 4 001 000 N
1535219-0002-OA-0004.dwg EXISTING FENCE TO BE REMOVED (ONCE NEW FENCE COMMISSIONED ABOVE IN PHASE 1B | File Name:
EXISTING FENCE TO BE RETAINED 4 000 825 N 4 000 825 N
EXTENT OF LARGER SCALE PLAN OPPOSITE 4 000 900 N 4 000 900 N
0 10 20 4 000 800 N 4 000 800 N 1:500 METRES 289 175 E 289 200 E 289 225 E 289 250 E 289 275 E
CLIENT PROJECT 4 000 800 N 4 000 800 N GOVERNMENT OF GIBRALTAR EASTSIDE WATER CATCHMENTS ROCKFALL PROTECTION - IF THIS MEASUREMENT DOES NOT MATCH WHAT IS SHOWN, THE SHEET SIZE HAS BEEN MODIFIED FROM: ISO A3 PHASE 1A
25 mm CONSULTANT YYYY-MM-DD 2015-10-06 TITLE 0 50 100 PROPOSED 5000 kJ FENCE ALIGNMENT FOR PHASE 1A AND DESIGNED SWL 1B 1:2,000 METRES PREPARED AD
289 100 E 289 200 E 289 300 E REVIEWED SWL PROJECT NO. CONTROL REV. DRAWING \\not1-s-main01\CADD_GIS_GRAPHICS\Government of Gibraltar\Eastside Water Catchments\99_PROJECTS\1535219_Phase 1a\0002_phase 1a\02_PRODUCTION\DWG\ APPROVED SWL 1535219 0002-OA-0004 A
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UPSLOPE CABLE
POST NET
GROUND ANCHOR FOUNDATIONS DOWNSLOPE CABLE (UPSLOPE ANCHOR) GROUND PLATE
MICROPILE FOUNDATION (FENCE POST)
GROUND ANCHOR FOUNDATIONS (DOWNSLOPE ANCHOR) 1. LATERAL VIEW OF A TYPICAL FALLING ROCK PROTECTION KIT.
GROUND ANCHOR FOUNDATIONS (MIDDLE UPSLOPE ANCHOR)
UPSLOPE CABLE GROUND ANCHOR FOUNDATION ( UPSLOPE 1535219-0002-OA-0003.dwg BORDER ANCHOR)
| File Name: ENERGY DISSIPATING DEVISE
TOP ANCHOR TRANSITION CABLES NET NET NET GROUND ANCHOR FOUNDATIONS (TOP SUPPORT ANCHOR)
POST GROUND ANCHOR FOUNDATIONS GROUND ANCHOR (TRANSITION ANCHORS) FOUNDATIONS BOTTOM CABLE DOWNSLOPE CABLE (BOTTOM SUPPORT ANCHOR) GROUND ANCHOR FOUNDATIONS (DOWNSLOPE ANCHORS)
2. FRONT ELEVATION OF A TYPICAL FALLING ROCK PROTECTION KIT.
NOTES CLIENT PROJECT 1. GENERAL ARRANGEMENTS OF FALLING ROCK PROTECTION KIT ARE PROVIDED FOR GOVERNMENT OF GIBRALTAR EASTSIDE WATER CATCHMENTS ROCKFALL PROTECTION - TENDERING PURPOSES TO ENSURE UNIFORMITY OF FALLING ROCK PROTECTION KIT IF THIS MEASUREMENT DOES NOT MATCH WHAT IS SHOWN, THE SHEET SIZE HAS BEEN MODIFIED FROM: ISO A3 NOMENCLATURE. THE ACTUAL GENERAL ARRANGEMENT OF THE FALLING ROCK PHASE 1A
PROTECTION KIT WILL BE DEPENDANT ON THE MANUFACTURE DRAWINGS AND 25 mm PRODUCT MANUAL. CONSULTANT 2.THE ALIGNMENT OF THE FALLING ROCK PROTECTION KIT IS SHOWN ON DRAWING 3. YYYY-MM-DD 2015-10-06 TITLE 3.FALLING ROCK PROTECTION KIT SUPERSTRUCTURE SHALL REFER TO THE FENCE GENERAL ARRANGEMENT OF FALLING ROCK PROTECTION DESIGNED SWL POSTS, CABLES AND NETS, INCLUDING ANY SECONDARY NETS/MESH. KIT 4.FOUNDATIONS SHALL REFER TO MICROPILES FOR POSTS AND GROUND ANCHORS FOR PREPARED AD ALL CABLES. REVIEWED SWL PROJECT NO. CONTROL REV. DRAWING \\not1-s-main01\CADD_GIS_GRAPHICS\Government of Gibraltar\Eastside Water Catchments\99_PROJECTS\1535219_Phase 1a\0002_phase 1a\02_PRODUCTION\DWG\ APPROVED SWL 1535219 0002-OA-0003 A
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Caption Text
Golder Associates (UK) Ltd Sirius Building, The Clocktower South Gyle Crescent Edinburgh EH12 9LB UK T: [+44] (0) 131 314 5900