civil criteria

SP870-S-1-1-2 - Published - Tkachyk, Stephanie - 2007/07/12 03:39:22

SP870-S-1-1-2 - Accepted for to republish for mclaren upgrade

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Civil Design Criteria Approved by

Max Wang Standard Number

SP870-S-1-1

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2007-06-11

Specifications Origin Company

Specification

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THIS DOCUMENT UNCONTROLLED WHEN COPIED

FORT HILLS Standard Procedure Civil Design Criteria

Standard Number SP870-S-1-1

Summary of Revisions from Revision No: 1A4 to Revision: 2

Revision Date: 2007-06-11

Paragraph Revision 1.5.1 Bullet added 1.5.4 Bullet added 1.5.5.1 Bullet added 1.6.1 Text revised for consistency 2.1.1 Text revised for consistency 2.1.3 Text added 2.1.4 Text added for completeness 3.2.1 Values revised for correctness 3.2.5 Text added for clarity 3.2.9 Text revised for clarity 3.3.2 Text deleted and new text added 3.3.3 Text deleted for clarity 3.5.1 Text revised for clarity 5.1.2 Text revised for clarity 5.3.1 Text revised for clarity 5.4.5 Text deleted for consistency 5.4.9 Sentence added for clarity

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TABLE OF CONTENTS

1.0 GENERAL ............................................................................................................. 5

1.1 Purpose .....................................................................................................5

1.2 Scope ........................................................................................................5

1.3 Definitions..................................................................................................5

1.4 Conflicting Requirements...........................................................................6

1.5 Codes and Standards................................................................................7

1.6 PCOSI Reference Documents...................................................................8

1.7 Technical Deviations................................................................................10

1.8 Engineering Calculations and Drawings ..................................................10

2.0 GENERAL GRADING ......................................................................................... 10

2.1 Design Criteria .........................................................................................10

3.0 AREA PAVING .................................................................................................... 12

3.1 General ....................................................................................................12

3.2 Concrete Work.........................................................................................12

3.3 Asphalt Paving.........................................................................................13

3.4 Parking Areas ..........................................................................................13

3.5 Walkways.................................................................................................13

4.0 FINISHED GRADING.......................................................................................... 14

4.1 Details......................................................................................................14



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5.0 SITE DRAINAGE AND SEWERS........................................................................ 14

5.1 Trenching.................................................................................................14

5.2 Site Drainage...........................................................................................14

5.3 Ponds ......................................................................................................15

5.4 Underdrains for Collection of Groundwater .............................................16

5.5 Miscellaneous..........................................................................................17



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1.0 GENERAL

1.1 Purpose

1.1.1 The purpose of this document is to provide criteria for the design of civil site work.

1.1.2 This standard applies to the Fort Hills Project (Fort Hills), under the direction and control of Petro-Canada Oil Sands Inc. (PCOSI), as attorney for Fort Hills Energy Limited Partnership (FHELP).

1.2 Scope

1.2.1 This standard applies to Fort Hills Project, including both the Fort Hills Mine and Upgrader sites.

1.3 Definitions

1.3.1 The following definitions are applicable to all standards and specifications for the Fort Hills Project:

a) Buyer (See Owner)

b) Contractor (See Seller)

c) Engineer Means the person responsible for the technical integrity of the project, usually a professional engineer registered with the Association of Professional Engineers, Geologists and Geophysicists of Alberta (APEGGA).

d) Owner Means Petro-Canada Oil Sands Inc. (PCOSI) or its designated representative.



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e) Regulatory Authority Means the governmental or regulatory agencies having jurisdiction over laws, codes, rules, or regulations at the project sites in the Province of Alberta. Also referred to as Authority Having Jurisdiction.

f) Seller Means the entity, manufacturer, fabricator, vendor, or Contractor including all subcontractors that supplies the equipment, materials and/or services described in the contract documents.

1.3.2 The following definitions are applicable to this document:

a) Standard Usually refers to design criteria or guidelines.

b) Specification Usually refers to purchase, fabrication or construction specifications.

c) Optimum Moisture Content Means the moisture content at which the Standard Proctor Maximum Dry Density is achieved.

d) Standard Proctor Maximum Means the maximum dry density achieved, Dry Density (SPMDD) ASTM D698, when testing a sample of materials representative of that to be compacted in the field.

1.4 Conflicting Requirements

1.4.1 In the event of any contradictions with other documents, the following order of preference shall govern; and the Engineer shall be notified about such contradictions:

a) Data sheets or design drawings.

b) Requirements of this specification.

c) Requirements of other PCOSI standards.

d) Industry standards.



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1.5 Codes and Standards

1.5.1 STATUTES AND REGULATIONS

ABC Alberta Building Code

AFC Alberta Fire Code

OHSA Occupational Health and Safety Act (Alberta) [including related code and regulations]

NFPA 30 Flammable and Combustible Liquid Code

Oil Sands Conservation Act with Alberta regulations76/88

1.5.2 CANADA STANDARDS ASSOCIATION CSA-A23 Concrete Materials and Methods of Concrete Construction

1.5.3 AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM):

ASTM C13 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C535 Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM D422 Standard Test Method for Particle-Size Analysis of Soils

ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))

ASTM D3282 Standard Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes

ASTM D4254 Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density



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ASTM D4328 Standard Test Methods for Liquid Limit, Plastic Limit and Plasticity Index of Soils

1.5.4 AMERICAN PETROLEUM INSTITUTE (API)

API 620 Shop Welded Tanks for Storage of Production Liquids API 650 Welded Steel Tanks for Oil Storage API 2510 Design and Construction of Liquefied Petroleum Gas

Installation (LPG)

1.5.5 DESIGN MANUALS

1.5.5.1 Alberta Energy and Utilities Board (AEUB), latest editions:

Directive 055 - Storage Requirements for the Upstream Petroleum Industry

Directive 058 Oilfield Waste Management Requirements for the Upstream Petroleum Industry

1.5.5.2 American Iron and Steel Institute (AISI), latest editions:

Handbook of Steel Drainage and Highway Construction Products - Canadian Edition

Modern Sewer Design - Canadian Edition

1.6 PCOSI Reference Documents

1.6.1 The following related PCOSI standards and specifications are referenced and are applicable as noted in this document:

SP870-A-34-1 Site Specific Climatic and Geographic Information for Engineering Design

SP870- L-16-1 Plant Layout

SP870- A-45-1 Design Criteria for Fire Protection Systems

SP870-A-100-1 Design Criteria for Fire Protection Philosophy



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SP870-L-72-2 Piping Specification- Line Classes.

SP870-L-80-1 Guideline for the Selection of Piping Material

SP870-S-2-1 Design Criteria for Sanitary Waste Water Collection

SP870-S-3-1: Design Criteria for Roads and Paving

SP870-S-4-1 Design Criteria for Secondary Containment Systems

SP870-S-5-1 Construction Specification for Site Preparation and Earthwork

SP870-S-14-1 Technical Service specification for Inspection and Testing for Earthwork and Road & Paving Construction

SP870-S-17-1 Design Criteria for Waste Handling and Landfills

SP870-S-18-1 Design Criteria for Railroad Services

SP870-Z-1-1 Design Criteria for Water Supply and Potable Water Treatment

SP870-Z-2-1 Design Criteria for Wastewater Treatment and Disposal

Geotechnical Reports

1.6.2 Upon request PCOSI will provide copies of pertinent geotechnical reports that have been completed for the site. Review the documents provided relative to the work under this standard. Requests for additional information, clarifications, resolution of conflicting information should be transmitted to the geotechnical engineer through PCOSI. Should an additional geotechnical investigation be required it shall be requested as outlined in the applicable standard.

1.6.3 Site specific and issue specific recommendations from the geotechnical engineer have precedence over the standards and specifications.



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1.7 Technical Deviations

1.7.1 Any deviations to the requirements of this standard must be individually itemized in the Sellers proposal. All deviations must be resolved with the Owner in writing.

1.8 Engineering Calculations and Drawings

1.8.1 All calculations, drawings and specifications shall be done on the following basis:

All dimensions including the site coordinates shall be in SI units. Calculation books (records) shall be prepared for the designs of all major

earthworks, drainages and ponds. All design calculations shall be checked and stamped by a Professional Engineer registered in the province of Alberta.

2.0 GENERAL GRADING

2.1 Design Criteria

2.1.1 All earthwork, grading design and construction shall be in accordance with the site geotechnical consultants recommendations, the relevant site permits as issued, the EUB Directive 55 and Directive 58, the Oil Sands Conservation Act with the Alberta Regulation 76/88 and this standard.

2.1.2 The site design shall consider grading of major features, drainage patterns, material balance, calculation of grade elevations, location of topsoil stockpiles, spoil areas and borrow areas. The Oil Sands Conservation Act and Alberta Regulation 76/88 requires that the site development not be done in a 'wasteful' manner, as defined in the statutes.

2.1.3 Earthwork and rough grading may include but not be limited to: clearing, grubbing, stripping, excavation, fill, compaction, disposal of surplus material, borrowing of suitable material, related survey work for layout of the work on site, construction of roads to subgrade, site drainage, earthwork for tank lots and storage tanks, and upkeep and dust control of roads on the site.

2.1.4 All site work shall conform to current environmental requirements, in particular EUB Directive 55. Process operating areas and building perimeters shall allow drainage to be carried away from the area or to a catch basin. The final grade shall direct the possible spillage of flammable material away from fired heaters,



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piperack, boilers, buildings, etc. Special consideration shall be given to directing contaminants that could result from a rupture, spill or wash down, to an acceptable pond.

2.1.5 No permanently exposed cut or fill slope shall be steeper than the maximum slope established in the site geotechnical reports or as specifically determined by a Geotechnical Engineer. Temporary cut and fill slopes can exceed the specified limits only when a slope stability failure will not affect the safety or economics of the project.

2.1.6 Where fill is to be placed on original hillsides or existing embankments with a side slope greater than 5H:1V, the slope shall be constructed as per the geotechnical report or as designed by a Geotechnical Engineer.

2.1.7 Erosion preventative measures shall be incorporated in the initial grading design. All cut and fill slopes greater than 3H:1V shall be protected against erosion and weather.

2.1.8 The high points for grading shall be at pipe racks, buildings and similar permanent structures.

2.1.9 The site work shall include establishing or conforming to an established site survey coordinate system to ensure that the work is laid out as shown on the drawings.

2.1.10 Roadways, parking areas, trenches, culverts, underground utilities and all other underground installations that will be accessible to vehicle loading shall be designed to withstand loads as defined in SP870-S-3-1: Design Criteria for Roads and Paving.

2.1.11 Underground and surface facilities subject to specific heavier potential live loads shall be designed accordingly.

2.1.12 Facilities shall be located with due consideration to maintaining adequate spacing with adjacent facilities for firefighting and safety requirements.



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3.0 AREA PAVING

3.1 General

3.1.1 Area paving subject to wheel loads shall be designed as described in SP870-S-3-1: Design Criteria for Roads and Paving.

3.1.2 Consider using asphalt pavement in open areas and concrete paving under equipment, in congested areas or areas subject to drips or spills harmful to asphalt such as hydrocarbons.

3.2 Concrete Work

3.2.1 Concrete paving used for housekeeping not subject to wheel loads, shall be installed on 150 mm of prepared subgrade and 150 mm of granular base course. The slab subject to wheel loads shall have a minimum thickness of 150 mm and be reinforced with 152 mm x 152 mm x mw 18.7 PVC coated wire mesh or 10 mm reinforcing bars at 300 centers each way.

3.2.2 Concrete pavement should be provided at all equipment where hydrocarbon spillage during maintenance operations is expected.

3.2.3 At the joint of concrete slabs of varying thickness, slope the underside of the thinner slab at 1:20 to give a slab thickening to match the thicker slab.

3.2.4 Where foundations protrude through concrete paving, crack control reinforcement bars shall be placed diagonally at all corners as defined in the Concrete Standard and Structural Design Standard.

3.2.5 Cracking of the concrete paving shall be controlled through the use reinforcement and the use of control joints in a 6000 mm square grid, and expansion / contraction joints as shown on drawings. Control joints shall either be doweled or have continuous reinforcing to prevent vertical movement.

3.2.6 All concrete paving shall have a broom finish perpendicular to the primary traffic flow.

3.2.7 For concrete paving and slabs subject to wheel loads refer to SP870-S-3-1: Design Criteria for Roads and Paving, SP870-Q-3-1 Supply Specification for



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Concrete Materials and SP870-Q-4-1: Construction Specification for Concrete Construction.

3.2.8 In operating areas, paving shall be divided into catchment areas of 450 sq m maximum size and sloped to catch basins. (The slope shall range between 1 % minimum to 3% maximum for concrete paved areas.)

3.2.9 Isolation joints around manholes, catch basins and foundations shall be provided. The edges of concrete pavement adjacent to manholes and catch basins shall be thickened.

3.2.10 Provide a minimum 150 mm high curb around the paved areas where hazards from spills or water wash down occurs. The paving shall slope away from the curb to a catch basin.

3.3 Asphalt Paving

3.3.1 Asphalt paving shall be used for surfacing areas where hydrocarbon or chemical spillage cannot occur and where access for regular maintenance exists.

3.3.2 The paving slope shall range between 1.0% minimum to 3% maximum for asphalt-paved areas.

3.3.3 The asphaltic pavements shall be designed as defined in SP870-S-3-1: Design Criteria for Roads and Paving.

3.4 Parking Areas

3.4.1 Design parking areas according to SP870-S-3-1: Design Criteria for Roads and Paving.

3.5 Walkways

3.5.1 Walkways and pedestrian paths shall be designed according to SP870-S-3-1: Design Criteria for Roads and Paving.



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4.0 FINISHED GRADING

4.1 Details

4.1.1 Finished grading shall consist of but not be limited to excavation, fill, disposal of surplus material, borrowing of material, placing of finished gravel, and related survey work.

4.1.2 For details on roads see SP870-S-3-1: Design Criteria for Roads and Paving.

4.1.3 Grading within 4000 mm around buildings shall be at 2% or more. Grading over 4000 mm away from buildings shall be at 0.5% minimum.

4.1.4 All areas shall be properly graded so that they are free from low spots and that drainage will be carried away from buildings and permanent structures.

4.1.5 Finished grade shall be the grade shown on the drawings within a tolerance of 25 mm.

4.1.6 Graveled or unsurfaced areas shall not drain across paving in operating areas.

5.0 SITE DRAINAGE AND SEWERS

5.1 Trenching

5.1.1 Trenches shall be excavated so that the piping or other facilities can be laid to the alignment and depth shown on the drawings.

5.1.2 Trenches shall be of sufficient width to allow the satisfactory joining of pipe and tamping of sand bedding under and around the pipe.

5.1.3 Trench walls must satisfy the requirements of the geotechnical report as well as all Occupational Health and Safety guidelines.

5.2 Site Drainage

5.2.1 Site drainage shall be shown on the drawings including the elevations, grades and details.

5.2.2 Refer to SP870-S-30-1: Design Criteria for Storm Drainage for details on issues such as ditches, rip rap, culverts, storage, and drainage design criteria.



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5.2.3 Operating plant areas must be graded so that surface run off, spillage and leaks are contained.

5.2.4 During grading and excavating operations, sufficient ditches and drains shall be dug to ensure adequate site drainage during construction in accordance with this specification.

5.2.5 Undeveloped areas shall have surface run off diverted away from the developed areas following the existing natural drainage patterns, where possible, to the surrounding watershed area.

5.2.6 Ditches and culverts serving areas subject to firewater flows shall be designed to carry the design storm run off, or the design firewater flow from the area, whichever is greater.

5.2.7 Ditches shall be considered at full flow when the water reaches the lesser elevation of 100 mm below the road subgrade of an immediately adjacent road or the top lip of the ditch adjacent to open areas.

5.3 Ponds

5.3.1 All ponds will require containment liners, ponds that containing only clean water require a primary liner however ponds containing contaminated water will require a secondary liner completed with leak detection system. Analysis of the systems providing flow into the ponds and the degree of risk of contamination can be used to determine if secondary containment is required.

5.3.2 The selection process for the primary and/or secondary liner material and system is parallel to or similar to that for secondary containment of petroleum products. The selection of the liner shall be as outlined in PCOSI Standard SP870-S-4-1: Design Criteria for Secondary Containment.

5.3.3 The geotechnical engineer will provide guidance for design of the side slopes of these ponds. The angle of repose of cover material on a liner surface may promote the use of 5H:1V side slopes for the pond interior slopes. Use of grades steeper than 3H:1V for the pond interior slopes is discouraged.



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5.3.4 Erosion protection can consist of vegetation, gravel, rip rap or other product as appropriate. The extent of erosion protection required is a function of the size of pond, the orientation of the pond relative to the prevailing winds, and the anticipated fluctuation of the fluid level in the pond.

5.3.5 Ponds should have a minimum freeboard of 500 mm. Ponds for specific uses may require additional freeboard.

5.4 Underdrains for Collection of Groundwater

5.4.1 The geotechnical engineer should provide guidance regarding the need for underdrains. If required, refer to Clause 5.4.

5.4.2 For underdrains, width of trenches shall not be greater than required for installation of pipe and tamping of backfill, but shall not be less than the outside diameter plus 300 mm. The bedding surface shall provide a firm foundation of uniform density for the length of the pipe.

5.4.3 The pipe shall be embedded firmly in the granular filter material and laid with perforations down and centered about the flow line.

5.4.4 The granular filter material for underdrains shall be placed on all sides of sub-drains. There shall be at least 50 mm for filter material space below the subdrain and a minimum of 150 mm on each side and above the subdrain. The granular filter material shall meet the criteria given in the geotechnical report or the Sewer Design Criteria. Where geotexile materials are used, they will be laid and wrapped around the granular filter material according to drawing and manufacturer's recommendations.

5.4.5 The backfill material in the trench shall meet the requirements of the SP870-S-2-1 Design Criteria for Gravity Sewers.

5.4.6 Where drains are located under roads, rail lines, silos or other developed areas, trench backfill shall be compacted to 98% SPMDD. Where drains are located under agricultural land, trench backfill shall be compacted to 85% SPMDD with excess fill mounded over the trench and the subsoil and topsoil agricultural soil horizon restored.



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5.4.7 Manholes should be installed at the end of each line, at all changes in grade, size or alignment, and at all piping intersections. Manhole spacing shall not exceed 120 meters.

5.4.8 Temporary dewatering systems shall be designed so that pumps, well points or other de-watering equipment, and the discharge from the equipment, will not damage existing structures or to other work under construction.

5.4.9 Discharge from dewatering systems shall be treated to meet water quality standards prior to discharge. See process (PFD) for detail information.

5.4.10 All underground piping that will be used during winter months shall be installed below the frost line as identified in the SP870-S-2-1 Design Criteria for Gravity Sewers or shall be protected from freezing using heat tracing or other insulation methods.

5.5 Miscellaneous

5.5.1 All underground electrical duct banks shall be covered in red colored concrete, 150 mm thick. A 150 mm thick layer of sand with yellow warning tapes shall be installed on top of the duct banks.

5.5.2 Catholic protection shall be designed according to SP870-L-39-1 Catholic Protection.

5.5.3 Guardrails, guard posts and traffic control devices shall be designed according to SP870-S-3-1 Design Criteria for Roads and Paving.

- End of Specification -



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