CITY OF BROOKS CONSTRUCTION SPECIFICATIONS ...

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS

DIVISION II

SITE WORK

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS

DIVISION II – SITE WORK

TABLE OF CONTENTS

Section 02000 Trench Excavation and Backfilling…………...……….…. 8 Pages

Section 02010 Temporary Fencing………………….....……………….… 2 Pages

Section 02020 Care of Water…………….…....…………………..………. 2 Pages

Section 02050 Cast-In-Place Concrete……………………………........... 9 Pages

Section 02600 Water Pipe and Fittings……………………………........... 6 Pages

Section 02610 Valves and valve Boxes………………………………….. 4 Pages

Section 02620 Couplings……………………………………………........... 4 Pages

Section 02630 Cathodic Protection…………………………………......... 3 Pages

Section 02685 Water Service Connections………………………………. 6 Pages

Section 02690 Hydrants……………………………………………............ 3 Pages Section 02695 Hydrostatic Pressure Testing……………………............. 3 Pages

Section 02696 Flushing and Disinfection……...……...…………............. 8 Pages

Section 02697 Thrust Blocking…………………………………................ 2 Pages

Section 02698 Swabbing……………………………………………........... 1 Page

Section 02700 Sanitary Sewer Pipe and Fittings………….…................ 6 Pages

Section 02710 Sanitary Service Connections……………………............ 4 Pages

Section 02720 Storm Sewer Pipe and Fittings………………….............. 6 Pages

Section 02730 Manholes and Catch Basins……………………….......... 6 Pages

Section 02740 Abandonment of Existing Sewer Pipe and Manholes…. 2 Pages

Section 03000 Stripping……………………………………………………... 2 Pages

Section 03010 Topsoil Placement…………………………………............ 1 Pages

Section 03020 Clearing and Grubbing……………………………............. 2 Pages

Section 03100 Site Grading………………………………………………… 7 Pages

Section 04000 Chain Link Fence and Gates…………………….............. 4 Pages

Section 04100 Bollard and Chain Fencing….……………………............. 2 Pages

Section 04200 Barbed and Barbless Wire Fencing…….………………... 4 Pages

Section 05000 Sub-Grade Preparation…………………………………..... 4 Pages

Section 05100 Granular Sub-Base and Base…………………………...... 5 Pages

Section 05200 Cutting of Pavement……………………………………...... 1 Page

Section 05250 Concrete and Asphalt Removal and Disposal…………... 2 Pages

Section 05260 Asphalt Milling………………………………………………. 3 Pages

Section 05270 Pavement Surface Cleaning………………………………. 1 Page

Section 05300 Extruded Concrete…………………………………………. 9 Pages

Section 05310 Sidewalk Construction……………………………………... 9 Pages

Section 05500 Asphalt Concrete Pavement………………………………. 24 Pages

Section 05510 Prime, tack and Fog Coats………………………………... 3 Pages

Section 05520 Pavement Crack Cleaning and Filling……………………. 3 Pages

Section 05530 Roadway Signs……………………………………………... 3 Pages

Section 05540 W-Beam Guiderail………………………………………….. 4 Pages

Section 05550 Culverts……………………………………………………… 3 Pages

Section 05560 Sub-Drain Systems………………………………………… 3 Pages

Section 05600 Pavement Markings General……………………………… 7 Pages

Section 05610 Pavement Marking Removal……………………………… 1 Page

Section 05620 Painted Pavement Markings………………………………. 3 Pages

Section 05630 Thermoplastic Pavement Markings………………………. 3 Pages

Section 05640 Spray Plastic Pavement Markings………………………... 3 Pages

Section 05650 Cold Plastic Pavement Markings…………………………. 3 Pages

Section 06000 Landscape Inspection……………………………………… 2 Pages

Section 06010 Irrigation Inspection……………………………….............. 3 Pages

Section 06030 Landscaping Topsoil and Soil Preparation……………… 3 Pages

Section 06040 Shrub Planting……………………………………………… 5 Pages

Section 06050 Tree Planting………………………………………………... 7 Pages

Section 06060 Turf Grass Seeding………………………………………… 3 Pages

Section 06070 Coarse Grass Seeding…………………………………….. 5 Pages

Section 06080 Sodding……………………………………………………… 3 Pages

Section 06090 Asphalt Trails……………………………………………….. 8 Pages

Section 06100 Irrigation Installation………………………………………... 17 Pages

Section 06110 Playground Specifications…………………………………. 3 Pages

Section 06120 Park Furniture………………………………………………. 2 Pages

Section 06130 Landscape Maintenance and Warranty………………….. 13 Pages

TRENCH EXCAVATION AND BACKFILLING SECTION 02000

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 1 OF 8

1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for location, use and placement of

trench excavating and backfilling specified herein.

.2 This Section is intended to be used as a reference section for excavating, backfilling of trenching required for installation of underground services which may include pipes, fittings, valves, manholes, vaults, catch basins, ducts, duct backs, conduits, cable, wire, etc.

1.2 Detailed Drawings.

.1 Division III Detail Drawings are appended hereto and form part of this Section.

Number Title

BPW-001 Utility Trench Backfill Requirements BPW-002 Class “A” Bedding BPW-003 Class “B” Bedding BPW-004 Frost Shield Mains and Services

1.3 Definitions .1 Unclassified Excavation: excavation of deposits of what ever character encountered

in work.

.2 Rock Excavation: excavation of material from solid masses of igneous, sedimentary or metamorphic rock which, prior to its removal, was integral with its parent mass, and boulders or rock fragments having individual volume in excess of 1 m3.

.3 Common Excavation:: excavation of materials of whatever nature, which are not included under definitions of rock excavation including dense tills, hardpan and frozen materials.

.4 Bedding Material: materials placed at the bottom of the trench beneath and up to the spring line of the pipe, as specified and approved by the Engineer.

.5 Pipe Foundation: subgrade material immediately below bedding.

.6 Initial Backfill: material placed within the trench, above the spring line of the pipe to 300mm above the crown of the pipe.

.7 Bedding Class: pipes to be bedded to one of the following classes, as specified by the Engineer or shown on the Construction Drawings.

.1 Class A Bedding

.1 Concrete Cradle:

.1 Pipe is bedded in concrete up to ¼ of the outside pipe diameter, for a minimum width of pipe diameter plus 200 mm. Above cradle, Type 1 granular fill shall be placed and compacted to 300 mm above pipe to a minimum 95% of standard Proctor maximum dry density and moisture conditioned by drying or by adding water, to obtain an in-place moisture



content ± 2% of the optimum moisture content as determined by ASTM D698 (Method C) over the full width of the cross section.

.2 Concrete Arch:

.1 Pipe is bedded in Type 1 granular fill to spring line of the pipe and compacted to a minimum 95% of standard Proctor maximum dry density and moisture conditioned by drying or by adding water, to obtain an in-place moisture content ± 2% of the optimum moisture content as determined by ASTM D698 (Method C) over the full width of the cross section. Top half of pipe is covered with concrete to minimum of pipe outside diameter plus 200 mm.

.3 Concrete Encasement:

.1 Pipe is bedded in concrete up to ¼ of the outside pipe diameter, for a minimum width of pipe diameter plus 200 mm and to a minimum of 300 mm above pipe.

.4 Concrete required for Class A bedding shall be either Normal Density Concrete or Non Shrink Concrete (filcrete) as directed by the Engineer. All concrete shall be in accordance with Section 02050 Cast-in-Place Concrete.

.2 Class B Bedding

.1 Shaped Subgrade:

.1 Bottom of undisturbed excavation is shaped to conform to pipe shape and uniformly support pipe. Pipe is bedded on a 50 mm levelling course of Type 3 granular bedding. Once pipe is installed to the required grade and elevation, additional Type 3 granular bedding shall be placed and compacted up to the spring line of the pipe compacted to a minimum 95% of standard Proctor maximum dry density and moisture conditioned by drying or by adding water, to obtain an in-place moisture content ± 2% of the optimum moisture content as determined by ASTM D698 (Method C) over the full width of the cross section. Type 4 native backfill shall then be placed and compacted to 300 mm above pipe to a minimum 95% of standard Proctor maximum dry density and moisture conditioned by drying or by adding water, to obtain an in-place moisture content ± 2% of the optimum moisture content as determined by ASTM D698 over the full width of the cross section.



.2 Granular Bedding:

.1 Pipe is bedded on Type 2 fill (screened rock) placed on a flat trench bottom, depth of bedding to be:

Pipe Diameter (mm) Bedding Depth (mm)

675 and smaller 75

750 to 1500 100

1650 and larger 150

.2 Type 2 fill shall then be placed and consolidated using hand compaction equipment up to the spring line of the pipe. As directed by the Engineer, Type 1 Granular or Type 4 Native fill materials shall then be placed and compacted to 300 mm above the crown of the pipe, compacted to a minimum 95% of standard Proctor maximum dry density and moisture conditioned by drying or by adding water, to obtain an in-place moisture content ± 2% of the optimum moisture content as determined by ASTM D698 over the full width of the cross section.

.3 Non Shrink Bedding:

.1 Controlled density, low strength concrete used as trench backfill material where specified by Engineer. Concrete for non shrink bedding shall be in accordance with Section 02050 Cast-in-Place Concrete.

2. PRODUCTS

2.1 Materials .1 Native Backfill

.1 Selected material from excavation approved by the Engineer for the intended use, unfrozen and free from rocks larger tan 75mm, cinders, ashes, sods, refuse or other deleterious materials.

.2 Type 1 Granular Fill:

.1 Crushed, pit run or screened stone, gravel or sand consisting of hard durable particles free from clay lumps, cementation, organic material, frozen material and other deleterious materials.



.2 Gradations to be within limits specified when tested to ASTM C136-06 and ASTM C117-04. Sieve sizes to CAN/CGSBD-8-GP-2M.

Sieve Size (microns) % Passing By Weight

20 000 100

16 000 84 – 94

10 000 63 – 86

5 000 40 – 67

1 250 20 – 43

630 14 – 34

315 9 – 26

160 5 – 18

80 2 - 10

.3 Type 2 Fill (Screened Rock):

.1 Crushed, pit run or screened stone, or gravel consisting of hard durable particles free from clay lumps, cementation, organic material, frozen material and other deleterious materials.



40 000 100

20 000 45 - 90

5 000 10 - 40

2 000 0 - 10



.4 Type 3 Granular Bedding Fill:

.1 Crushed, pit run or screened stone, gravel or sand consisting of hard durable particles free from clay lumps, cementation, organic material, frozen material and other deleterious materials.



1 250 100

1 000 80 - 100

5 000 70 - 90

630 30 - 60

160 10 - 25

80 5 - 15

2.2 Samples .1 At least 1 week prior to commencing work, inform the Engineer of proposed source of

fill materials and provide access for sampling.

3. EXECUTION

3.1 Protection of Existing Features .1 Existing buried utilities and structures:

.1 Size, depth and location of existing utilities and structures, as indicated, are taken from available record drawings and are for guidance only. Completeness and accuracy are not guaranteed.

.2 At least one week prior to commencing any excavation work, contact utility companies or applicable authority to establish location and state of use of buried utilities and structures. Clearly mark locations to prevent disturbance during work.

.3 Adhere to all crossing agreement requirements.

.4 Confirm locations of buried utilities by careful test excavations.

.5 Maintain and protect from damage, water, sewer, gas, electric, telephone and other utilities and structures encountered. Obtain direction of Engineer before



moving or otherwise disturbing utilities or structures.

.6 Record locations of maintained, re-routed and abandoned underground lines.

.2 Existing buildings and surface features:

.1 Conduct, with Engineer, condition survey of existing buildings, trees and other plants, lawns, fencing, service poles, wires, paving, concrete sidewalks, curbs, gutters, survey bench marks and monuments which may be affected by work.

.2 Protect existing buildings and surface features which may be affected by work from damage while work is in progress, and repair damage resulting from work at no cost to the owner.

.3 Where excavation necessitates root or branch cutting, do so only as approved by the Engineer.

3.2 Site Preparation

.1 Remove obstructions, ice and snow, from surfaces to be excavated.

.2 Cut pavement or sidewalk neatly along limits of proposed excavation in order that surface may break evenly and cleanly in accordance with Section 05250 – Concrete and Asphalt Removal and Disposal.

.3 Strip top soil from within limits of excavation and stockpile as directed by the Engineer for re-spreading after backfilling.

3.3 Dewatering and Heave Prevention

.1 Keep excavations free of water while work is in progress.

.2 Avoid excavation below groundwater table if quick condition or heave is likely to occur. Prevent piping or bottom heave of excavations by groundwater lowering, sheet pile cut-offs, or other means.

.3 Protect open excavations against flooding and damage due to surface run-off.

.4 Dispose of water in a manner not detrimental to public and private property, or any portion of work completed or under construction.

.5 Submit for Engineer's review details of proposed dewatering or heave prevention methods, such as dikes, well points, and sheet pile cut-offs.

3.4 Shoring, Bracing and Underpinning

.1 Comply with Section 01545 - Safety Requirements and applicable local regulations to protect existing features.

.2 Engage services of qualified Professional Engineer, who is registered in the Province of Alberta, to design and inspect shoring, bracing and underpinning required for work.

.3 At least 2 weeks prior to commencing work, submit design and supporting data.

.4 Design and supporting data submitted to bear the stamp and signature of qualified Professional Engineer registered in the Province of Alberta.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 7 OF 8 3.5 Stockpiling

.1 Stockpile fill materials in areas designated by Engineer. Stockpile granular materials in manner to prevent segregation.

.2 Protect fill materials from contamination. 3.6 Excavation

.1 Excavate to lines, grades, elevations and dimensions as indicated or as directed by Engineer.

.2 Excavation must not interfere with normal 45° splay of bearing from bottom of any footing.

.3 For trench excavation, unless otherwise authorized by Engineer in writing, do not excavate more than 30 m of trench in advance of installation operations and do not leave open more than 15 m at end of day's operation.

.4 Dispose surplus excavation material off site.

.5 Do not obstruct flow of surface drainage or natural watercourses.

.6 Earth bottoms of excavations to be undisturbed soil, level, free from loose, soft or organic matter.

.7 Notify Engineer when bottom of excavation is reached.

.8 Notify Engineer when bottom of excavation appears unsuitable and proceed as directed by Engineer.

.9 Remove unsuitable material from trench bottom to extent and depth as directed by Engineer.

.10 Obtain Engineer's approval of completed excavation.

.11 Where required due to unauthorized overexcavation, correct as follows:

.1 Fill under bearing surfaces and footings with low strength concrete in accordance with Section 03300.

.2 Fill under other areas with Type 1 fill compacted to minimum of 95% standard Proctor Density and moisture conditioned by drying or by adding water, to obtain an in-place moisture content ± 2% of the optimum moisture content as determined by ASTM D698 over the full width of the cross section.

.12 Hand trim, make firm and remove loose material and debris from excavations. Where material at bottom of excavation is disturbed, compact foundation soil to density at least equal to undisturbed soil. Clean out rock seams and fill with concrete mortar or grout to approval of Engineer.

3.7 Backfilling

.1. Do not proceed with backfilling operations until Engineer has inspected and approved installations.

.2 Areas to be backfilled to be free from debris, snow, ice, water and frozen ground.



.3 Do not use backfill material which is frozen or contains ice, snow or debris.

.4 Place backfill material in uniform layers not exceeding 300 mm uncompacted thickness up to grades indicated. Compact each layer before placing succeeding layer.

.5 Backfilling around installations.

.1 Place bedding and surround material in accordance with this Section.

.2 Do not backfill around or over cast-in-place concrete within 24 hours after placing.

.3 Place layers simultaneously on both sides of installed work to equalize loading. Difference not to exceed 150 mm.

.4 Where temporary unbalanced earth pressures are liable to develop on walls or other structures:

.1 Permit concrete to cure for minimum 7 days or until it has sufficient strength to withstand earth and compaction pressure and approval is obtained from Engineer or

.2 With approval of the Engineer, erect bracing or shoring to counteract unbalance, and leave in place until removal is approved by Engineer.

.6 Fill materials shall be moisture conditioned, by drying or by adding water, to obtain an in-place moisture content ± 2% of the optimum moisture content and compacted to a density not less than 98% of standard Proctor maximum dry density as determined by ASTM D698 (Method C) over the full width of the cross section.

3.7 Inspection and Testing

.1 Testing of materials and compaction will be carried out by testing laboratory designated by Owner. Frequency of tests will be determined by Engineer.

.2 Contractor shall coordinate testing carried out by the Owner's representative with the backfilling operations.

.3 The costs of retesting of materials and compaction due to failure to meet specified requirements will be borne by the Contractor.

3.8 Restoration

.1 Upon completion of Work, remove surplus materials and debris, trim excavated areas to final design grades, and correct defects as noted by Engineer.

.2 Replace topsoil as indicated or directed by Engineer.

.3 Clean and reinstate areas affected by Work as directed by Engineer.

.4 Dispose surplus excavated materials off site.

END OF SECTION

TEMPORARY FENCING SECTION 02010

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 1 OF 2 1. GENERAL

1.1 Intent .1 This section specifies requirements for temporary security fencing around excavation

areas, working areas, environmental reserve areas, and protected areas.

1.2 Detailed Drawings .1 Not applicable.

2. PRODUCTS

2.1 Producted General .1 Temporary fencing around excavations shall be polyethylene safety fence.

.2 Temporary fencing around environmental reserve and protected areas shall be coloured flagging or appropriate ribbon as approved by the Engineer.

.3 When in the opinion of the Engineer the construction site is in an area where the general public may have easy access or is in a high vehicle and pedestrian traffic area the Contractor shall provide, install and maintain a minimum 1.8 meter tall welded wire construction fence c/w steel posts that encompass the excavations. Each fence panel shall be attached to one another with steel pins. The fence shall also have warning flashers and warning signs attached on each side.

2.2 Materials

.1 Fabric Type (Polyethylene Safety Fence)

.1 High density polyethylene fencing material with; 33 mm x 33 mm square or diamond shaped mesh, minimum height of 1200 mm, orange colour. Tensar Safety Grid-GS as manufactured by Nilex Inc. or approved alternate.

.2 Posts

.1 Studded Steel T-Posts

.1 Minimum length - 900 mm longer than the fabric width.

.2 Portable Posts

.1 The Contractor shall submit details for approval.

.3 Gates

.1 The Contractor shall submit details for approval for gates for access to working area.

.4 Flagging/Ribbons

.1 Fluorescent orange or yellow as approved by the Engineer.

TEMPORARY FENCING SECTION 02010

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 2 3. EXECUTION

3.1 Grading .1 Obtain underground utility locates prior to temporary fence installation.

.2 Remove debris and grade between posts to provide ground clearance between 40 mm and 100 mm.

3.2 Post Spacing

.1 Space T-posts at 3.0 m centre to centre. if portable posts are used, reduce spacing to suit.

3.3 Post Setting – T-Posts

.1 Drive T-posts into the ground, at specified spacing.

.2 Set posts in line and plumb so that the fence forms a straight line between corner posts.

.3 Install straining posts where required.

3.4 Fabric Installation .1 Set braces for gates and corners.

.2 Install fabric in accordance with the manufacturer’s instructions.

.3 Fasten fabric to posts and bracing wire with nylon ties.

.4 Stretch fabric and secure using steel bars in accordance with the manufacturer's instructions.

3.5 Flagging/Ribbon Installation

.1 Attach ribbon to trees around environmental reserve and protected areas.

3.6 Clean-up .1 Clean up debris and trim all areas disturbed.

END OF SECTION

CARE OF WATER SECTION 02020

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS Page 1 of 2

1. GENERAL 1.1 Intent

.1 This section specifies requirements for care of water throughout the construction site.

.2 The Contractor shall cooperate and co-ordinate with the requirements of other units of the work specified in other sections.

2. SCOPE OF WORK .1 The work covered by this section consists of the furnishing of all plant, labour and

performing all operations in connection with the care of water in all its forms, including ice and snow, in accordance with the Contract Drawings and these Specifications.

3. PRODUCTS (Not applicable)

4. EXECUTION .1 The Contractor shall protect the Work and adjacent property, including all excavations,

at all times from damages caused by water in all its forms, including rain, snow and ice, springs, groundwater and any source of water.

.2 The Contractor shall construct and maintain all necessary cofferdams, channels, flumes, drains and sumps and/or other temporary diversion and protective works; shall furnish all materials required therefore; shall furnish, install, maintain and operate all necessary pumping and other equipment for dewatering the various parts of the work; and for maintaining the foundation and other parts of the work free of water in all its forms, including rain, snow and ice, springs, groundwater, as required for constructing each part of the Work involved in this Contract.

.3 After having served their purpose, all cofferdams or other protective works shall be removed or levelled so as not to interfere in any way with the operation of the project Works and to give a sightly appearance to the extent required by the Engineer. The Contactor at his own expense shall restore landscaping disturbed by cofferdams or other protective works to the pre construction state to the satisfaction of the Engineer. The Contractor shall be responsible for and shall repair at his own expense, damage to any part of the Work caused by floods, water, or failure of protective works constructed by him.

.4 Additional excavation and subsequent backfill made necessary by water, snow or ice in an excavation shall be the responsibility of the Contractor.

.5 The Contractor shall install as many cofferdams or other protective works as he may feel are required.

.6 The Contractor shall ensure that his procedures for the Care or Water shall not cause pollution in the area and further that discharges from any pumps shall be located and

CARE OF WATER SECTION 02020


controlled in such a manner as not to cause damage to property, nuisance on roads or highways or injury to the public or wildlife.

.7 The Contractor shall provide written evidence to the engineer that he has made suitable arrangements with respective landowners in areas where he plans to discharge water from any pumps to areas outside of the construction easement prior to commencement of pumping. Before final payment will be authorized by the Engineer the Contractor will be required to furnish the Owner with written releases from property owners where individual agreements have been made by the Contractor or where the Contractor’s pumping operations, for any reason, have not been kept within the construction easement.

.8 The Contractor’s plan for Care of Water shall be submitted to the Engineer for his review prior to any Work being undertaken. Such approval however, shall not relieve the Contractor from full responsibility for the adequacy of the protective works.

.9 Removal of cofferdams or other protective works shall be co-ordinated with other contractors and notification shall be given to the Engineer prior to removal.

END OF SECTION

CAST-IN-PLACE CONCRETE SECTION 02050


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for location, use and placement

of cast-in-place concrete specified herein.


2. PRODUCTS

2.1 Materials .1 Portland cement: to CAN/CSA-A3000-08, sulphate resistant (Type HS).

.2 Water: to CAN/CSA-A23.1.

.3 Aggregates: to CAN/CSA-A23.1.

.4 Air entraining admixture: to CAN3-A266.1.

.5 Chemical admixtures: to CAN3-A266.2. Engineer to approve accelerating or set retarding admixtures during cold and hot weather placing.

.6 Curing compound: to CAN/CSA-A23.1 white and to ASTM C309, Type 1-D with fugitive dye.

.7 Polyethylene file 0.15 mm: to CGSB 51-GP-51M.

.8 Reinforcement for Concrete: CSA G30.12-M1977.

.9 Form stripping agent: colourless mineral oil free of kerosene, with viscosity between 15 to 24 mm/s.

2.2 Concrete Mixes

.1 Normal Density Concrete:

.1 Proportion normal density concrete in accordance with CAN/CSA-A23.1-04, to give following properties for all concrete:

.2 Cement: Type HS Portland cement.

.3 Minimum compressive strength at 28 days: 25.0 MPa.

.4 Minimum cement content: 300 kg/m3 of concrete.

.5 Maximum water cement ration: 0.45

.6 Class of exposure: A.

.7 Nominal size of coarse aggregate: 20 mm.

.8 Slump at time and point of discharge: maximum 65 mm.

.1 No water adjustment is allowed to the delivered concrete after 1 hour of the concrete batch time.



.9 Air content: 5 to 8%.

.2 Non Shrink Concrete (fillcrete):

.1 Compressive Strength of 0.2 MPa to 0.5 MPa.

.2 Maximum compressive strength shall not exceed 0.5 MPa in 56 days.

.3 Cement: Type 50 Portland cement.

.4 Slump Requirements:

.1 Minimum Slump – 75 mm.

.2 Maximum Slump – 125 mm.

.5 Admixtures:

.1 Air Entrainment – 4 to 7 %.

.2 Calcium Chloride may be used.

.6 Aggregate Gradation:

SIEVE SIZE PERCENT PASSING

10 mm 100

5 mm 95 – 100

2.5 mm 80 – 100

1.25 mm 50 – 100

630 um 25 – 65

315 um 10 – 35

160 um 2 – 5

80 um 0 - 10

.3 Non Shrink Grout:

.1 Premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents, of pouring consistency, capable of developing compressive strength of 50 MPa at 28 days.

.2 Cement: Type HS Portland Cement.

.4 Dry Pack:

.1 Premixed compound consisting of non-metallic aggregate, cement, and sufficient water for mixture to retain its shape when made into a ball by hand and capable of developing compressive strength of 50 MPa at 28 days.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 9 2.3 Curing Compound

.1 Curing compound shall conform to ASTM C309-07 Type 1-D or 2, and be approved by the Engineer.

.2 The compound shall be sufficiently free from permanent colour to result in no pronounced change in colour from that of natural concrete.

.3 The compound shall, contain a dye of colour strength sufficient to render the film distinctly visible on the concrete for a period of at least four (4) hours after application.

2.4 Sealing Solution

.1 The sealing solution shall be a mixture of 50% boiled linseed oil and 50% kerosene or varsol.

3. EQUIPMENT

3.1 General .1 All equipment necessary for the proper handling of materials, batching, mixing, placing,

finishing and curing of concrete pavement shall be on the project in good working condition. Throughout the construction of the project, the Contractor shall maintain sufficient, adequate equipment in good, clean, working condition, to assure the proper execution of the work.

3.2 Mixing Equipment

.1 Concrete may be mixed at the site of construction, at a central point, or wholly or in part in truck mixers. Each mixer shall be an approved type and shall have attached, prominently, a manufacturer’s plate showing the capacity of the drum in terms of volume of mixed concrete and the speed of rotation of the mixing drum or blades.

3.3 Forms

.1 Forms, either of steel or wood shall conform to the shape, lines and dimensions of the concrete as called for on the drawings.

.2 Forms shall be substantial and sufficiently tight to prevent leakage of mortar; they shall be properly braced or tied together so as to maintain position and shape.

.3 The inside of the forms shall be smooth, cleaned and coated with non staining mineral oil or other approved material.

3.4 Additional Equipment

.1 The Contractor shall furnish all other tools and supplies necessary for the proper execution of the Work.



4.1 General .1 Do cast-in-place concrete work in accordance with CAN/CSA-A23.1-04.

4.2 Certificates

.1 Minimum two weeks prior to starting concrete work, submit to Engineer manufacturers' text data and certification by qualified independent inspection and testing laboratory, that the following materials will meet specified requirements:

.1 Portland Cement.

.2 Admixtures.

.3 Aggregates.

.4 Water.

.2 Provide certification that mix proportions selected will produce concrete of specified quality and yield, that strength will comply with CAN/CSA-A23.1-04, and that mix design is adjusted to prevent alkali aggregate reactivity.

4.3 Testing and Inspection

.1 The Owner may engage a CSA certified testing company to confirm the compliance to the specifications.

.2 The Contractor shall allow access and provide material for all tests by the Owners testing agency.

.3 The testing company is only authorized to report results of the tests and is not authorized to approve the construction. Any questions raised by the testing will be directed to the Owner.

.4 Testing frequencies shall be at 1 test per 50 cubic meters or 1 test per day on placed concrete whichever is greater.

.5 The cost of further testing will be at the expense of the Contractor if the concrete does not meet the specification criteria in the initial tests.

.6 Remedial actions shall be at no expense to the Owner or the Engineer.

4.4 Workmanship .1 Obtain Engineer's approval before placing concrete. Provide two (2) calendar days

notice prior to placing of concrete.

.2 Obtain Engineer’s approval of proposed method for protection of concrete during placing and curing in adverse weather, prior to placing concrete.

.3 Ensure reinforcement and inserts (if required) are not disturbed during concrete placement.

.4 Prior to placing of concrete, obtain Engineer's approval of proposed method for protection of concrete during placing and curing in adverse weather.



.5 Maintain accurate records of poured concrete items to indicate date, location of pour, quality, air temperature and test samples taken.

.6 Do not place load upon new concrete until authorized by Engineer.

4.5 Dowelling .1 Steel dowels to CSA G30.12-M1977, clean, plain, free from flattened or burred

ends, free from rust, scale or other substances that prevent the bonding of the concrete to the reinforcement, uncoated.

.2 10 mm steel dowels shall be installed at a minimum of 1 dowel per 0.45m when tying into existing concrete structures.

4.6 Reinforcement

.1 Reinforcing bars, tie bars to CSAG30.12M1977 Grade 300, billet-steel, deformed bars, uncoated.

.2 Place reinforcing bars in lane crossings or as detailed.

.3 Clean reinforcing bars free of loose rust and mill scale.

4.7 Inserts

.1 Set sleeves, ties, anchor bolts, pipe hangers, and other inserts, openings and sleeves, in concrete floors and walls, as required by other trades. Sleeves, opening, et., greater than 100 mm X 100 mm not indicated on structural Drawings must be approved by Engineer.

4.8 Delivery

.1 When a truck mixer or agitator is used for transporting concrete, the concrete shall be delivered to the site of the work and discharge shall be completed within one and one-half (1½) hours after the introduction of the mixing water to the cement and aggregates (otherwise known as batch time). If the concrete has not been discharged by within one and on-half (1½) hours from batch time, the concrete shall be retested for slump, air and compressive strength. The concrete shall be rejected if any of the mix properties do not conform to the specified requirements.

.2 No water or chemical admixtures shall be added to the concrete mixture after one (1) hour from batch time.

.3 At no time will the concrete be accepted if the discharge has not been completed within two (2) hours from the batch time.

4.9 Placement and Consolidation

.1 All concrete sections to be constructed in accordance with attached detailed drawings.

.2 Placing shall be continuous between planned transverse joints without the use of intermediate bulkheads. If concrete pavement is interrupted for more than 30 minutes, transverse construction joints shall be made



.3 The concrete shall be placed or subsequently distributed to an even depth.

.4 All concrete construction shall be vibrated by means of a vibrating screed or internally by means of a poker or pencil vibrator which shall not exceed fifty (50) millimetres in diameter.

4.10 Cold Weather Requirements

.1 Do not place concrete when air temperature is below 5 degrees Celsius, unless the following requirements are met:

.1 Preheat water and aggregates as well as reinforcement, forms and the ground.

.2 Concrete when deposited, shall have a temperature of not less than 4 degrees Celsius nor more than 27 degrees Celsius under warm weather conditions. Concrete shall be covered and maintained at a temperature of at least 10 degrees Celsius for not less than three (3) calendar days after placing, or until the concrete has thoroughly hardened.

.3 Do not use calcium chloride, except with the written permission of the Engineer and then only with normal Portland cement and in quantities less than 2% by weight. Close control of calcium chloride quantities and careful mixing is required.

4.11 Concrete Finishing

.1 After placing, concrete shall be finished as per the relevant sections of Clause 22 of CAN/CSA A23.1-04. Excess finishing is to be avoided. No plaster coat will be allowed. Adding water to the surface of the concrete to assist with finishing will not be allowed.

.2 The Contractor shall always have available material to protect the surface of the plastic concrete from damage from the rain. The materials shall consist of burlap, cotton mats, waterproof paper or plastic sheeting. Protection shall be employed when rain, sufficient to mar the texture of the concrete surface is expected. The decision of the Engineer in this regard shall be final.

.3 The Contractor is responsible to ensure the surface of the concrete is not vandalized during set-up. Any damaged surface must be repaired, or replaced, to the satisfaction of the Engineer.

.4 Floated Surface Finish:

.1 Strike off the compacted concrete to the cross section and elevation shown on drawings. Keep a slight excess of concrete in front of screed at all times.

.2 Obtain a uniform surface by floating as necessary. If floating is not completed before excess water appears at the surface, remove this water before continuing with floating.

.3 Add or remove concrete during floating as required to obtain a surface with no more than 3 mm deviation from the required surface in any 3 m length.

.4 Do not overwork concrete surface. Float only enough to obtain a dense uniform surface.



.5 Broomed Finish:

.1 After completion of floating surface, broom to produce a non-slip surface with regular corrugations not more than 3 mm deep.

.6 Trowelled Finish:

.1 After completion of floating surface, trowel to produce a dense smooth finish.

.7 Surface Hardener:

.1 Apply according to manufacturer’s instructions in conjunction with floating operations.

.8 Curing Compound:

.1 For exposed concrete, a curing compound shall be uniformly sprayed, applied immediately on completion of finishing surface in accordance with manufacturer’s printed instructions.

4.12 Concrete Curing

.1 As soon as practical, after the texturing operation is complete, the entire pavement surface, including exposed sides, shall be cured by protecting it against loss of moisture, rapid temperature change and mechanical injury, in accordance with the requirements of Clause 21 of CSA A23.1-04 for Class C-2 concrete.

.2 The Contractor shall be responsible for taking all necessary measures to protect freshly placed concrete from adverse weather conditions, including hot weather, wind, rain, sleet, snow and cold weather, to the satisfaction of the Engineer. Concrete shall be adequately protected in accordance with the requirements specified in CAN/CSA-A23.1–04, Section 21.2.

.3 When Polyethylene film sheets (light coloured) or waterproof paper sheets are used, the sheets shall be long enough to cover the entire width and edges of the section and shall be lapped a minimum of 300 mm at joints. The sheets shall be adequately weighed to prevent displacement or billowing due to wind.

.4 When white liquid membrane forming curing compounds are employed, the compound shall be applied to exposed surface and edge of the concrete section following the final texturing operation, after all free bleed water has evaporated or been removed from the surface. Complete and uniform coverage, at a rate of three (3) to four (4) m2/L shall be required. The compound shall be agitated to prevent pigment from settling.

.5 If the curing compound method of curing is used in combination with sawn control joints, provisions shall be made to cure and protect the exposed faces of the cleaned joint.

.6 When concrete has been placed in cold weather and the air temperature is expected to drop below 5 C, then polyethylene sheets, insulated curing blankets or other suitable material shall be placed beside the concrete members. Whenever the temperature is expected to reach the freezing point, during the day or night, the protective material shall be spread over the concrete surface and weighted to prevent movement to protect the concrete from freezing. Curing shall continue until



the cumulative number of days, not necessarily consecutive, or fraction thereof, during which the temperature of the air in contact with the concrete is above 10 C, has totalled a minimum of seven (7) calendar days. Alternatively, if compressive test of cylinders cured under field conditions achieve at least 70 percent (70%) of the specified compressive strength, curing may be discontinued.

.7 Concrete placed in cool weather shall experience a minimum 30 day air drying period, following final curing, before the first application of de-icing salts.

.8 Concrete damaged as a result of inadequate protection against weather conditions shall be removed and replaced by the Contractor at his own expense.

5. FINAL INSPECTIONS AND ACCEPTANCE

5.1 Inspection .1 All workmanship and all materials furnished and supplied under this Specification

are subject to close and systematic inspection and testing by the Engineer including all operations from the selection and production of materials through final acceptance of the specified work. The Contractor shall be wholly responsible for the control of all operations incidental thereto notwithstanding any inspection or approval that may have been previously given. The Engineer reserves the right to reject any materials or works which are not in accordance with the requirements of this Specification.

5.2 Access .1 The Engineer or a designate shall be afforded full access for the inspection and

control testing of concrete and constituent materials, both at the site of work and at any plant used for the production of concrete, to determine whether the concrete is being supplied in accordance with this Specification.

5.3 Compressive Strength

.1 Payment adjustment for compressive strength is as follows:

Average Compressive Strength Payment Adjustment Factor

Compliant or greater 1.00

24.0 MPa to 24.9 MPa 0.95

23.0 MPa to 23.9 MPa .090

Below 23.0 MPa Reject (Note 1)

Note 1: Subject to removal and replacement at the discretion of the Engineer.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 9 OF 9 5.4 Air Content

.1 Payment adjustment for air content is as follows:

Average Air Content Payment Adjustment Factor

5% or greater 1.00

4.59% - 4.9% 0.90

4.09% – 4.4% 0.80

Below 4.0% Reject (Note 1)


5.5 Final Acceptance .1 In the event where the compressive strength of the test cylinders, low air

entrainment, deficient slump, improper compaction of the concrete base, poor finishing or crossfall, trueness of surfaces, elevation and alignment tolerances for any portion of the work does not meet the requirements specified herein, the City of Medicine Hat and its representatives, at their discretion may require that the portion (s) deemed deficient be completely removed and replaced at the expense of the Contractor.

END OF SECTION

WATER PIPE AND FITTINGS SECTION 02600


1. GENERAL


water pipe and fittings specified herein.


2. PRODUCTS

2.1 Pipe General .1 All pipe are to be cylindrical and straight, with ends cut square to the longitudinal axis

and having a smooth finish free from imperfections such as grooves or ripples.

.2 All pipes to have ends sealed by Manufacturer prior to shipping.

2.2 Polyvinyl Chloride (PVC) Class Pipe .1 For pipe sizes 100mm to 300mm in diameter, all pipe and joints shall be to the latest

revision AWWA C900-81, CSA certified as meeting latest revision CSA 3-B137.3-M89, SDR 18, pressure Class 150.

.2 For pipe sizes 350mm to 900mm in diameter, all pipe and joints shall be to the latest revision AWWA C905, CSA certified as meeting latest revision CSA 3-B137.3-M89, SDR 18, pressure Class 150.

.3 All PVC pipe to be cast iron outside diameter, bell end, c/w 1 MPa elastomeric gasket push-on joint.

.4 All PVC pipe to be capable of deflecting at joint.

.5 All pipe shall be supplied with integral wall thickened bell ends and continuous gaskets.

2.3 Polyvinyl Chloride (PVC) Series Pipe .1 PVC Series pipe shall be bell and gasket joint type certified for CSA Standard B137.0

and B137.3 rigid Poly (vinyl Chloride for pressure applications.

2.4 Reinforced Concrete Pressure Pipe .1 For pipe sizes 350mm to 500mm in diameter all pipe, pipe joints, and pipe fittings shall

be to the latest revision of AWWA C303, “Concrete Cylinder Pipe”. Class to be determined by the maximum working pressure.

.2 For pipe sizes 600mm to 1350mm in diameter all pipe, pipe joints, and pipe fittings shall be to the latest revision of AWWA C303, “Pre-Stressed Concrete Cylinder Pipe”. Class to be determined by the maximum working pressure.

.3 Joints to be push-on type with performance requirements to ANSI/AWWA C111/A21.11. Flanged joints for special tie-ins to latest revision AWWA C207.



2.5 Polyethylene (HDPE) Pipe

.1 Polyethylene pipe must be assembled by thermal butt fusion into section to fit between gate valves and specials. Thermal butt fusion joining must be carried out in accordance with the directions of and with the equipment supplied by the manufacturer, and under the direct supervision of joining supervisor who is employed by the pipe manufacturer. The pipe must be connected to gate valves and specials by the use of flanged joints. All flange collars for attachments for the polyethylene pipe must be made from the same type and grade of polyethylene as the raw materials supplied for the pipe. Pipe flange joints must be thermally fused to the pipe ends.

2.6 Polyvinyl Chloride (PVC) Class Fittings

.1 For main sizes 300mm and smaller, PVC Fittings to the latest revision AWWA C-907, CSA certified as meeting latest revision CSA 3-B137.2-M89, SDR 18, pressure class 150, bell ends, c/w 1MPa elastomeric gasket push-on joint.

.2 For main sizes larger than 300mm diameter, PVC Fittings to the latest revision AWWA C905 and CSA. 3-B137.3-M86, SDR 25 pressure Class 165, bell ends, c/w 1 MPa elastomeric gasket push-on joint.

2.7 Polyvinyl Chloride (PVC) Series Fittings

.1 All fittings to be PVC, bell ends with gasket push-on joints of the same material as the pipe. Fitting to conform to CSA B127.2 or CSA B147.3.

2.8 Reinforced Concrete Pressure Pipe Fittings. .1 For main sizes 350mm to 500mm in diameter, all pipe fittings shall be to the latest

revision of AWWA C307, “Concrete Cylinder Pipe”. Class to be determined by the maximum working pressure.

.2 For main sizes 600mm to 1350mm in diameter all fittings shall be to the latest revision of AWWA C301, “Pre-Stressed concrete cylinder Pipe”. Class to be determined by the maximum working pressure.

.3 Joints to be push-on type with performance requirements to AWWA C111/ANSI A21.11. flanged Joints for special tie-ins to latest revision AWWA C207.

2.9 Cast Iron Fittings .1 For main sizes greater than 300mm cast iron fittings to the latest revision AWWA C110

/ ANSI A21.10, pressure Class 150 minimum. Long body only. Exterior of fittings to be epoxy coated at factory.

.2 Joints for cast iron fittings to latest revision AWWA C111/ ANSI A21.11, pressure class 150 minimum, "Tyton Joint" or approved equal.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 6 2.10 Stainless Steel Couplings

.1 Designed for joining plain end pipes of equal outside diameter. To be flexible, all-stainless steel construction. All welded stainless steel to be "passivated" after welding to eliminate sensitizing of the stainless steel.

.2 Shell, Sidebars, Nuts, and Bolts to be Type 304 fully passivated stainless steel. Gasket to be continuous ringed S.B.R. rubber conforming to latest revision AWWA C-111 / ANSI A21.11-85.

.3 Approved Products:

.1 Robar 1606 Style 2 - for sizes 100 mm to 350 mm in diameter.

.2 Robar 1606 Style 3 - for sizes 400 mm to 600 mm in diameter.

.3 Robar 1736AS – for sizes 100 mm to 350 mm in diameter.

.4 Robar 1596 - for sizes 100 mm to 350 mm in diameter.

.5 Canpac CS Series – CS2 for sizes 100 mm to 350 mm in diameter.

.6 Canpac CS Series – CS3 for sizes 400 mm to 600 mm in diameter.

2.11 Epoxy Coated Couplings

.1 Must be cathodically fitted and protected by cap type anodes. Anodes must be 300 gram zinc alloy caps meeting latest revision ASTM B418-80 type 1, threaded onto the coupling bolts. Electrical continuity between the bolts and end plates must be achieved by removing the epoxy coating from the end plates, under the nut earing area.

.2 Epoxy Coated couplings are supplied in the three following configurations:

.3 Standard Couplings: designed for joining plain end pipes of equal outside diameter.

.4 Transition Couplings: designed for connecting pipes of the same nominal size, which have great differences in outside diameter. Transition must be made by "stepped-down" centre ring, c/w special end plate.

.5 Reducing Couplings: designed for connecting pipes of different nominal sizes. Reduction must be made by "stepped-down" centre ring, c/w special end plate.

.6 Centre ring must be cast ductile iron to latest revision ASTM A536, factory coated with corrosion protective epoxy. Coating thickness must be 0.30mm (12 mils) minimum, 0.50mm (20 mils) maximum.

.7 End plates must be heat-treated cast ductile iron to latest revision ASTM A536, factory coated with corrosion protective epoxy. Coating thickness must be 0.30mm (12 mils) minimum, 0.50mm (20 mils) maximum. End plates must be provided with one 6mm (1/4") SAE J429 Grade 5, NC cadmium plated set screw to provide electrical conductivity between the end plates and the sleeves.

.8 Gasket must be S.B.R. rubber conforming to latest revision AWWA C-111 / ANSI A21.11-85.

.9 Bolts must be 15.875mm (5/8") NC trackhead, c/w heavy duty hex nuts. Material must be low alloy steel conforming to latest revision AWWA C-111 / ANSI A21.11-



85. All bolts (except threaded area) must be factory coated with corrosion protective epoxy. Coating thickness must be 0.30mm (12 mils) minimum, 0.50mm (20 mils) maximum.

.10 Coupling components must be marked as follows:

.1 Centre Ring: Nominal size and manufacturers' name.

.2 End-Plate: O.D. range and manufacturers' name.

.3 Gaskets: O.D. range and manufacturers' name.

..1111 AApppprroovveedd CCoouupplliinngg PPrroodduuccttss::

.1 Robar 1506

.2 Robar 1519

.3 Robar 1596

.4 Robar 1726

.5 Romac 501

.6 Ford Meter Box Co.

.7 FC2W Ultra Flex Coupling

.8 TPS Hymax 2000

.9 TPS Hymax CP

22..1122 AAnnooddee PPrroodduuccttss .1 "Protecto-Caps" 300 P60W

3. EXECUTION

3.1 Preparation .1 Clean pipes, fittings, valves, hydrants, and appurtenances of accumulated debris and

water before installation. Carefully inspect materials for defects. Remove defective materials from site.

3.2 Excavation

.1 Do Excavation work in accordance with Section 02000 – Trench Excavation and Backfilling.

.2 Excavation depth to provide cover over the water main of not less than 2.5 m from finished grade to crown of pipe on new water main installations.

.3 Excavation alignment and depth require the Engineer's approval prior to placing bedding material and pipe.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 5 OF 6 3.3 Pipe Installation

.1 Lay pipes to manufacturer's standard instructions and specifications.

.2 Join pipes in accordance with manufacturer's recommendations.

.3 Handle pipe by methods recommended by pipe manufacturer. Do not use chains or cables passed through pipe bore so that weight of pie bears on pipe ends.

.4 Lay pipes on prepared bed, true to line and grade. All pipes are to be bedded utilizing Class B Granular Bedding as per Section 02000 – Trench Excavation and Backfilling unless otherwise specified or approved by the Engineer.

.5 Ensure barrel of each pipe is in contact with shaped bed throughout its full length. Take up and replace defective pipe. Correct pipe which is not in true alignment or grade or pipe which shows undue settlement after installation.

.6 Face socket ends of pipe in direction of laying. For mains on a grade of 2% of greater, face socket ends up-grade.

.7 Do not exceed permissible deflection at joints as recommended by pipe manufacturer.

.8 Keep jointing materials and installed pipe free of dirt and water and other foreign materials. Whenever work is stopped, install a removable watertight bulkhead at open end of last pipe laid to prevent entry of foreign materials.

.9 Position and join pipes with equipment and methods approved by the Engineer.

.10 Cut pipes in an approved manner, as recommended by pipe manufacturer, without damaging pipe or its coating and to leave smooth end at right angles to axis of pipe.

.11 Align pipes carefully before jointing.

.12 Install gaskets to manufacturer's recommendations. Support pipes with hand slings or crane as required to minimize lateral pressure on gasket and maintain concentricity until gasket is properly positioned.

.13 Avoid displacing gasket or contaminating with dirt or other foreign material. Gaskets so disturbed or contaminated shall be removed, cleaned, lubricated and replaced before jointing is attempted again.

.14 Complete each joint before laying next length of pipe.

.15 Minimize deflections after joint have been made.

.16 Apply sufficient pressure in making joints to ensure that joint is completed to manufacturers' recommendations.

.17 Ensure completed joints are restrained by compacting bedding material alongside and over installed pipes, or as otherwise approved by the Engineer.

.18 When stoppage of work occurs, block pipes in an approved manner to prevent creep during down time.

.19 Re-check plastic pipe joints assembled above ground after placing in trench to ensure that no movement of joint has taken place.

.20 Do not lay pipe on frozen bedding.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 6 OF 6 3.4 Tolerance

.1 Maintain constructed grade to within ±50mm from the lines, grades and elevations shown in the Contract Documents. Where departures occur, return to established grade gradually over a distance of not less than 25 meters.

3.5 Bedding

.1 All water pipe and fittings shall be bedded with Class B Granular Bedding in accordance with Section 02000 – Trench Excavation and Backfill.

3.6 Excavation Backfill

.1 Excavation backfill shall be in accordance with Section 02000 – Trench Excavation and Backfill.


.1 All pipe and fittings shall be pressure tested.

.2 All pipe and fittings on a potable water system shall be flushed, pressure tested and disinfected including bacteriological testing.

END OF SECTION

VALVES AND VALVE BOXES SECTIONS 02610


1. GENERAL

1.1 Intent

.1 Read this section in conjunction with other sections for location, use and placement of valve and valve boxes specified herein.

1.2 Detailed Drawings.


Number Title

BPW-100 Buried Valve 100mm to 200mm BPW-101 Buried Valve 250mm to 300mm BPW-102 Buried Valve 350mm and Larger BPW-103 Valve Replacement 100mm or 200mm BPW-104 Standard Valve Box Lid & Deep Valve Box Lid

2. PRODUCTS

2.1 Valves .1 Resilient Wedge Gate Valves

.1 100mm diameter valves are not permitted.

.2 Valves sized 150 to 300mm diameter shall be resilient wedge gate valves conforming to latest revision AWWA C509 c/w fully rubber encapsulated solid wedge resilient seated disc, non-rising stem, and suitable for direct bury.

.3 Valves to open counter clockwise. (Turn left to open).

.4 Valve body to be constructed of cast iron, in accordance with ASTM A126, Class "B". All nuts, bolts, and washers to be stainless steel.

.5 Interior of valve and wedge disc to be epoxy coated, as per latest revision AWWA C550.

.6 Bronze valve stem to be operated by a 50 x 50 mm square operating nut. The valve stem (stuffing box) shall contain a double "O" ring seal.

.7 Valve ends to be push-on "Tyton Joint" conforming to latest revision of AWWA C111-85 / ANSI A21.11.


.1 Mueller A-2360 Resilient Wedge Gate Valve

.2 Clow F-6112 Resilient Wedge Gate Valve

.3 Bibby-Ste-Croix Resilient Wedge Gate Valve

.4 American AVK Co. Resilient Wedge Gate Valve



.2 Resilient Wedge Tapping Gate Valves .1 100mm diameter valves are not permitted.

.2 Valves sized 150 to 300mm diameter shall be resilient seat gate valves conforming to latest revision AWWA C509-87 c/w solid wedge resilient seated disc, non-rising stem, and suitable for direct bury.

.3 Valves to open counter clockwise. (Turn left to open).

.4 Valve body to be constructed of cast iron, in accordance with ASTM A126, Class "B". All nuts, bolts, and washers to be stainless steel.

.5 Interior of valve and wedge disc to be epoxy coated, as per latest revision AWWA C550-81.

.6 Bronze valve stem to be operated by a 50 x 50 mm square operating nut. The valve stem (stuffing box) shall contain a double "O" ring seal.

.7 Valve ends to be push-on "Tyton Joint" by flange, or mechanical joint by flange. Push-on and mechanical joints shall conform to latest revision of AWWA C111-85 / ANSI A21.11-85. Flanged valve ends shall meet the requirements of ANSI B16.1, Class 125. Bolts, nuts, washers to be stainless steel.

.8 Flange x mechanical joint for sizes 150 to 300 mm diameter.


.1 Clow F-6115 Resilient Wedge Tapping Gate Valve flange x push-on for sizes 150 and 200 mm diameter.

.2 Mueller A-2360 Resilient Wedge Tapping Gate Valve flange x push-on for sizes 150 and 200 mm diameter.

.3 Mueller H688-W-40 Resilient Wedge Tapping Gate Valve flange x mechanical joint for sizes 250 and 300 mm diameter.

.4 Bibby-Ste-Croix Resilient Wedge Tapping Gate Valve flange x push-on for sizes 150 to 300 mm diameter.

.3 Plug Valves

.1 Valves shall be Cast Iron Eccentric Plug Valves suitable for raw wastewater with pressures up to 150 PSI.

.2 The valve body and cover shall be constructed of ASTM A126 Class B cast iron for working pressures up to 150 PSI.

.3 The plug shall be one-piece construction and made of ASTM A126 Class B cast iron with a resilient facing per ASTM D2000-BG and ANSI/AWWA C504 requirements.

.4 Plug Valves shall be quarter-turn, non-lubricated, eccentric type with resilient faced plug. Valves to open counter clockwise. (Turn left to open).

.5 All valves to be flanged with drilling to ANSI B16.1, Class 125. Bolts to be stainless steel.



.6 Valve to be operated by 50mm x 50mm square operating nut connected to a totally enclosed gear actuator.

.7 Interior and exterior of valve to be epoxy coated, as per latest revision AWWA C550-81.

.8 Approved Suppliers:

.1 Val-Matic

.2 DeZurik

.4 Air and Vacuum Relief Valves .1 Air and vacuum relief valves to be heavy duty combination air release type

employing direct acting kinetic principle.

.2 Valves to expel air at high rate during filling, at low rate during operating and to admit air while line is being drained.

.3 Valves to be fabricated of cast iron body and cover, with stainless steel trim.

.4 Floats to be stainless steel with shock-proof synthetic seat suitable for 2 MPa working pressure.

.5 Calve to be complete with surge check unit.

.6 Valve inlets and outlets to be threaded.


.1 ARI

.2 Val-Matic

.3 Crispin

.4 Apco

2.2 Cast Iron Valve Boxes .1 To be completely epoxy coated sliding type, adjustable over a minimum of 450 mm.

Bottom casing to be large round type with minimum inside diameter of 240 mm. All castings shall clearly have the manufacturer's identification cast on them.

.2 Depth of bury to be 1.83m (6') to 2.44m (8').

.1 Valve operating extension spindle to be 25 x 25-mm square. Spindle length shall be such that the operating nut will not be more than 300 mm below the cover when set on the valve-operating nut.

.2 Bottom of spindle to fit 50 x 50 mm square valve operating nut and shall be riveted to spindle.

.3 Top of spindle shall have removable 50 x 50-mm square operating nut c/w stonecatcher flange.

.4 Top casing to fit over 133 mm (5.25") inside diameter bottom casing.

.5 Lid to be 11.35-kg (25-lbs.) minimum, marked "WATER".




.1 Norwood "Type A”

.2 Trojan Industries “Type A”

.3 Sovereign Castings Ltd. "Type A" modified to City of Lethbridge specification.

3. EXECUTION 3.1 Trench Excavation

.1 Do trench excavation in accordance with Section 02000 – Trench Excavation and Backfilling.

3.2 Bedding

.1 All valves are to bedded utilizing Class B Granular Bedding as per section 02000 – Trench Excavation and Backfilling unless otherwise specified or approved by the Engineer.

3.3 Valve Installation

.1 Set and joint all valves in accordance with the manufacturer's recommendations and applicable AWWA Specifications.

.2 Ensure that the stuffing glands are properly packed with a high-grade packing and tighten gland bolts prior to installation.

.3 Set the valve accurately in position and place the valve box carefully over the bonnet with the valve casing perpendicular to the axis of the pipe, and adjust the top box to the grades specified.

.4 Securely set the extension rods on the valve nut. Anchor valves as per Detail Drawings. Install wooden markers as per Detail Drawings.

3.4 Backfilling

.1 Valves and valve boxes shall be backfilled in accordance with section 02000 – Trench Excavation and Backfilling.

END OF SECTION

COUPLINGS SECTION 02620


1. GENERAL


of couplings specified herein. 1.2 Detailed Drawings

.1 Not applicable.

2. PRODUCTS

2.1 Couplings

.1 Stainless Steel Couplings .1 Designed for joining plain end pipes of equal outside diameter. To be flexible, all

stainless steel construction. All welded stainless steel to be "passivated" after welding to eliminate sensitizing of the stainless steel.

.2 Shell, Sidebars, Nuts, and Bolts to be Type 304 fully passivated stainless steel. Gasket to be continuous ringed S.B.R. rubber conforming to latest revision AWWA C-111 / ANSI A21.11.


.1 Robar 1606 Style 2 - for sizes 100 mm to 350 mm

.2 Robar 1606 Style 3 - for sizes 400 mm to 600 mm

.3 Robar 1736AS - for sizes 100 mm to 300 mm

.4 Robar 1596 - for sizes 100 mm to 300 mm

.5 Canpac CS Series - CS2 for sizes 100 mm to 350 mm

.6 Canpac CS Series - CS3 for sizes 400 mm to 600mm

.2 Epoxy Coated Couplings: .1 To be cathodically fitted and protected by cap type anodes. Anodes to be 300-

gram zinc alloy caps meeting latest revision ASTM B418, Type 1, threaded onto the coupling bolts. Electrical continuity between bolts and end plates to be achieved by removing the epoxy coating from the end plates, under the nut bearing area or with a factory installed anode strap.

.2 Epoxy Coated couplings are supplied in the four following configurations:

.1 Standard Couplings: designed for joining plain end pipes of equal outside diameter.

.2 Transition Couplings: designed for connecting pipes of the same nominal size, which have great differences in outside diameter. Transition to be made by "stepped-down" centre ring, c/w special end plate.



.3 Reducing Couplings: designed for connecting pipes of different nominal sizes. Reduction to be made by "stepped-down" centre ring, c/w special end plate.

.4 Multi Range Couplings: Straight and transition couplings are used to make a non restrained connection between two pipes of the same nominal size but with same or different outside diameters. One range fits all pipe outside diameters, IPS PVC to rough barrel AC.

.3 Centre ring to be cast ductile iron to latest revision ASTM A536, factory coated with corrosion protective epoxy. Coating thickness to be 0.30mm (12 mils) minimum, 0.50mm (20 mils) maximum.

.4 End plates to be heat-treated cast ductile iron to latest revision ASTM A536, factory coated with corrosion protective epoxy. Coating thickness to be 0.30mm (12 mils) minimum, 0.50mm (20 mils) maximum. End plates shall be provided with one 6mm (1/4") SAE J429 Grade 5, NC cadmium plated setscrew to provide electrical conductivity between the end plates and the sleeves.

.5 Gasket to be S.B.R. rubber conforming to latest revision AWWA C-111 / ANSI A21.11.

.6 Bolts to be 15.875mm (5/8") NC trackhead, c/w heavy-duty hex nuts. Material to be low alloy steel conforming to latest revision AWWA C-111 / ANSI A21.11. All bolts (except threaded area) to be factory coated with corrosion protective epoxy. Coating thickness to be 0.30mm (12 mils) minimum, 0.50mm (20 mils) maximum.

.7 Coupling components to be marked as follows:

.1 Centre Ring: Nominal size and manufacturers' name.

.2 End-Plate: O.D. range and manufacturers' name.

.3 Gaskets: O.D. range and manufacturers' name.

.8 Approved Coupling Products:

.1 Robar 1506

.2 Ronbar 1519

.3 Robar 1596

.4 Robar 1726

.5 Romac 501

.6 Ford Meter Box Co.

.7 FC2W Ultra Flex Coupling

.8 TPS Hymax 2000

.9 TPS Hymax CP


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 4 2.2 Tapping Sleeves

.1 Shall be split body type designed to allow tightening of the sleeve bolts from the opposite side of the flange outlet.

.2 To be constructed of stainless steel material. All welded stainless steel to be "passivated" after welding to eliminate sensitizing of the stainless steel.

.3 Sleeves to include a 6.35 mm (3/4") NPT test plug for pressure testing of sleeve and installed tapping valve.

.4 Sleeves to have permanent identification marking to identify the manufacturer's name, nominal size, and O.D. range. All sleeves to be packaged and delivered as a complete unit (i.e. sleeves, gaskets, nuts, and bolts).

.5 Sleeves to have Class D flanges conforming to the latest revision of AWWA C207, 150 lb. drilling. Flanges to be fixed, not floating.

.6 Flange materials for stainless steel tapping sleeves to be stainless steel. Flange materials for epoxy coated tapping sleeves to be cast ductile iron.

.7 Gasket materials as follows:

.1 Flange - Virgin SBR compounded for water service use.

.2 Ring Seal - Buna N, or virgin SBR compounded for water service use.

.3 Liner - 3.18 mm (1/8") Neoprene, or virgin SBR compounded for water service use.

.8 Bolts to be 19mm (3/4") NC stainless steel c/w heavy hex nuts and washers, lubricated to prevent galling.


.1 Stainless Steel

.1 Robar 6606

.2 Romac “SST”

.3 Ford FTSS

.4 Smith Blair 663

2.3 Restrainers .1 Restrain PVC pipe back to nearest fitting. Use cast iron fittings when restrainer

required.


.1 Robar 4400 Restrainer



.1 Install all couplings, tapping sleeves and restrainers as per manufacturer recommendations.

.2 Couplings, tapping sleeves and restrainers shall have Class B Granular Bedding as per Section 02000 – Trench Excavation and Backfilling unless otherwise specified or approved by the Engineer.

.3 Couplings, tapping sleeves and restrainers shall be backfilled in accordance with Section 02000 – Trench Excavation and Backfilling.

END OF SECTION

CATHODIC PROTECTION SECTION 02630 City OF BROOKS CONSTRUCTION SPECIFICATIONS Page 1 of 3

1. GENERAL


of cathodic protection. 1.3 Detailed Drawings

.1 Not applicable.

2. PRODUCTS 2.1 Corrosion Protective Tapes and Wraps

.1 Field installed corrosion protective coatings to be two part paste & tape systems.


.1 Polyken 900 system:

.2 No. 930 Joint Wrap Tape

.3 No. 931 Filler Tape

.4 Denso of Canada Ltd:

.5 Denso Paste

.6 Denso Tape

.7 Corexco Inc.:

.8 Petro Primer Paste

.9 Petro 40 Tape

.10 Petro Overwrap Tape

.11 Polyguard Products Inc.

.12 Polyguard 600 Primer

.13 Polyguard 600 Series Coating Tape

.14 Polyguard 606 Filler System

.15 The Trenton Corporation

.16 Trenton Tec-Tape Primer

.17 Trenton Tec-Tape Wrapper

.18 Trenton Glas-Wrap

.19 Trenton Fill-Putty

CATHODIC PROTECTION SECTION 02630 City OF BROOKS CONSTRUCTION SPECIFICATIONS Page 2 of 3 2.2 Cathodic Protection 2.1 General

.1 Prior to backfilling, arrange for the Engineer to witness the installation of the sacrificial anode, wires, cadwelding, etc., and the necessary continuity check. Location of Anode packs to be determined by the Engineer.

2.2 Steel Pipe and Valves

.1 Sacrificial Anodes:

.1 Sacrificial zinc anodes shall be supplied and installed by the Contractor on each buried steel pipe and adapter. Zinc anodes to be supplied and installed by the Contractor shall consist of an alloy of the following chemical composition:

Al 0.005% maximum

Cd 0.003%

Fe 0.0014% maximum

Zinc Remainder

.2 The anode lead wires shall be 3 metres (10-feet) in length and shall consist of #13 solid copper wire with Type TW insulation. The lead wire shall be connected to the core with silver solder. The entire connection shall be insulated by filling the recess with an electrical potting compound.

.3 The anode shall be packaged in a permeable cloth bag containing a backfill mixture of the following composition:

Ground Hydrated Gypsum 75%

Powdered Wyoming Bentonite 20%

Anhydrous Sodium Sulphate 5%

.4 Backfill shall have a grain size so that 100% is capable of passing through a 20 mesh screen and 50% will be retained by a 100 mesh screen. The mixture shall be firmly packaged around the magnesium within the cloth bag by means of adequate vibration.

.2 Quantity

.1 Underground inlet pipe of each building (4.6 kg)

.2 Underground outlet pipe of each building (4.6 kg)

.3 All buried service valves (4.6 kg)

CATHODIC PROTECTION SECTION 02630 City OF BROOKS CONSTRUCTION SPECIFICATIONS Page 3 of 3 3. EXECUTION 3.1 Installation of Sacrificial Anodes

.1 Remove the plastic bag from the anodes, leaving the cloth bag intact.

.2 Place the anodes a minimum distance of 915 mm (3-feet) from the main in a horizontal position at approximately the same elevation and parallel to the main.

.3 Ensure that soil is packed uniformly around the anodes to eliminate voids or air pockets adjacent to the anodes.

.4 Pour a minimum of 9 litres (2-gallons) of water on each anode to initiate the anodes operation.

.5 Zinc anodes shall be cadwelded onto each length of buried steel pipe and each metal adapter.

3.2 Cadwelding .1 Remove a small portion of coating on the pipe or fitting if a coating exists.

.2 Thoroughly clean area to be cadwelded and file metal until a shiny, roughened surface is obtained approximately 75 mm (3-inches) square.

.3 Crimp a copper sleeve onto the bared end of the wire to be cadwelded.

.4 Use a cadweld mold M108 or equal and powder CA-15 or equal.

.5 Knock any slag off of the completed cadweld and file smooth any sharp edges.

.6 Thoroughly coat the cadweld and any area adjacent that has had the coating removed with a moulded plastic patch.

END OF SECTION

WATER SERVICE CONNECTIONS SECTION 02685


1. GENERAL

1.1 Intent

.1 This section is intended to be used as a reference section; it is not a "section of work". All materials specified in Part 2, Products, may not necessarily be required.

1.3 Detailed Drawings


Number Title

BPW-105 Standard Building Service Connection Sanitary and Water BPW-109 Typical Notice to Household Service Interruption

2. PRODUCTS 2.1 Water Services General

.1 For service connection sizes 20 mm to 50 mm diameter, pipe to be Copper Tubing or Municipex.

.2 For service connection sizes 100 mm to 300 mm diameter, pipe to be Polyvinyl Chloride (PVC) Pressure Pipe as specified in Section 02511.

.3 Valves and Valve Boxes for service connection sizes 100 mm to 300 mm diameter to be as specified in Section 02515.

2.2 Copper Tubing

.1 For services 20 mm to 50 mm diameter, copper tubing conforming to latest revision ASTM B88M, type K, annealed. (As described in AWWA C-800

- Appendix – (Collected Standards for Service Line Materials).

2.3 Municipex Pipe: .1 For service 20 mm to 50mm diameter, Municipex Pipe (cross-linked polyethylene pipe)

shall be manufactured in accordance with CSA B137.5 and ASTM F876 and shall comply with NSF 14. The Pipe and resin (compound) shall be manufactured in an ISO 9001 certified production facility. The degree of cross linking for Municipex pipe shall not be less than 80% when tasted in accordance to ASTM D2765 Method B. Municipex pipe shall have CSA / NSF approved pressure rating of:

.1 160psi @ 23oC / 73.4oF

.2 100psi @ 82oC / 180oF

.3 160psi @ 93oC / 200oF

.2 The outside diameter of the pipe shall be copper tube size (CTS) and shall have a standard dimension ration (SDR) 9.



.3 The pipe shall carry the following marks every 1.5m minimum: manufacturer’s name, nominal size, ASTM, CSA 7 NSF designations, SDR (standard dimension ratio), pressure/temperature rating, potable tubing, manufacturing date & machine number and footage mark. The pipe shall be consecutive footage marks every 5 feet (minimum starting with 0 at the beginning of each coil.

.4 The pipe shall be shipped in protective cardboard boxes marked with the product name and size.

.5 When connecting Municipex pipe to main cocks and service valves, stainless steel inserts shall be used.

.6 Approved Products.

.1 Ford

.2 Mueller

.3 A.Y. McDonald

2.4 Water Service Tubing Couplings .1 Compression type suitable for 1 MPa working pressure. Couplings shall be supplied

without internal pipe stop.


.1 Ford "Pack Joint" couplings

.2 Ford "Grip Joint" couplings

.3 Mueller "Oriseal" couplings

.4 Emco/Cambridge Brass "Successor" couplings

.5 A.Y.McDonald Mfg. "T" Compression couplings for sizes 20 & 25 mm diameter. 2.5 Universal Transition Couplings

.1 To be used to join any type of water service connection pipe in sizes 20 mm to 50 mm.


.1 PHILMAC Universal Transition Standard Couplings

.2 PHILMAC Universal Transition Reducing Couplings

.3 PHILMAC Universal Transition Elbow, Tees and Adaptors.

2.6 Corporation (Main) Stops .1 Corporation stops to be brass ball valve construction with or without Teflon coating.

Body to be red brass compression type outlet fitting and inlet having AWWA thread conforming to latest revision AWWA C800. Valves to be full round port, reduced port not permitted. All brass fittings and valves shall be certified by a NSF or ANSI accredited test lab per ANSI/NSF Standard 61, Section 8. Proof of certification is required.




.1 Mueller B-25008 c/w "110 Compression" outlet for sizes 20, 25,38,and 50 mm diameter.

.2 Ford FB1000 "Ballcorp" c/w "Pack Joint" outlet for sizes 20,25, 38, and 50 mm diameter.

.3 Emco/Cambridge Brass c/w "Successor" outlet for sizes 20,25, 38, and 50 mm diameter.

.4 A.Y. McDonald Mfg. "T" Compression outlet for sizes 20, 25,38, & 50 mm diameter.

2.7 Curb Stops

.1 Curb Stops to be of ball valve construction. Balls to be Teflon coated brass or industrial chrome plated stainless steel c/w Teflon seats. Body to be red brass without drain. Inlets and outlets to compression type fittings suitable for copper and Municipex pipe. Valves to be full port, reduced port not permitted. All brass fittings and valves shall be certified by a NSF or ANSI accredited test lab per ANSI/NSF Standard 61, Section 8. Proof of certification is required.


.1 Cambridge Brass c/w Successor outlet for sizes 20, 25, 38 and 50 mm diameter.

.2 A.Y. McDonald Mfg. “Q” Compression outlet for sizes 20, 25, 38 and 50mm diameter.

.3 Ford B44 c/w “pack joint” outlet for sizes 20, 25, 38 and 50mm diameter.

2.8 Curb Stands (Service Boxes): .1 Depth of bury to be 1.83m (6') to 2.44m (8').

.2 Curb stand sliders shall be 31.75 mm (1 1/4") O.D., galvanized Standard Schedule 40, wrought iron pipe conforming to latest revision AWWA C800. Distance from top of cap to bottom of slider to be 610-mm minimum, 1000 mm maximum.

.3 Casing shall be 25 mm O.D. (1"), galvanized Standard Schedule 40, wrought iron pipe conforming to latest revision AWWA C800-84.

.4 Cap to be cast-iron, ribbed, marked "WATER" c/w 32mm pentagonal head brass plug. The exterior of the cap is to be bituminous coated.

.5 Bottom box to be 127 mm (5") I.D., cast or ductile iron. The exterior and interior of the bottom box shall be bituminous coated.

.6 The operating rod shall be 12.70 mm (1/2") minimum, 15.875 mm (5/8") maximum, supplied as a single unit comprised of a solid AISI Type 304 stainless steel pinned to a manganese bronze clevis with a brass rivet.

.7 The operating rod shall be manufactured with a "W" centering bend (standard pigtail).

.8 The manufacturer name shall be embossed onto the clevis, and cast into the bottom



boot to the satisfaction of the Engineer.

.9 The manufacturer shall supply and insert the brass cotter pin into the clevis and apply sufficient bending to prevent the cotter pin from falling out of the clevis during shipping and storage of the rod.

.10 Approved Products

.1 Western Water and Sewer

.2 Trojan 2.9 Service Saddles – “Boss” Clamps:

.1 Stainless steel “Boss” repair clamps are to be used in service saddle applications.

.2 “Boss” repair clamps are to be fabricated, flexible, all T304 stainless steel construction, fully passivated, with double bolt closure (fasteners) minimum. Body to be minimum 300 mm (12") long.

.3 Outlet to be 20 mm to 50 mm AWWA Taper thread for standard service connections. For use on chlorination points only, outlet to be 20 mm to 50-mm IP thread.

.4 Fasteners to be 15.88 mm (5/8") NC thread T304 stainless steel. Hex nuts and washers to be T304 stainless steel, lubricated to prevent galling.

.5 Gasket to be continuous ring, waffle pattern S.B.R. rubber conforming to latest revisions of ASTM D2000 and AWWA C-111 / ANSI A21.11.

.6 “Boss” service clamps are to be used on all service connections or manual air relief valves tapped into PVC series rated pipe.


.1 Robar 5616 Triple Bolt for main sizes 75mm to 300mm

.2 Robar 5626 Triple Bolt for main sizes 75mm to 350mm

.3 Canada Pipeline CR2/CRB2 for main sizes 100mm to 300mm

.4 Robar 5636 for main sizes 250mm to 600mm

.5 Canada Pipeline CR3/CRB3 for main sizes 300mm to 900mm

.6 TPS EZ MAX 4000 for main sizes 75mm to 300mm

3. EXECUTION

3.1 Trench Excavation .1 Do trench excavation in accordance with Section 02000 – Trench Excavation and

Backfilling. 3.2 Bedding

.1 All water service connections are to be bedded utilizing Class B Granular Bedding as per section 02000 – Trench Excavation and Backfilling unless otherwise



specified or approved by the Engineer.

3.3 Installation of Water Services

.1 Installation and handling of pipe and fittings shall be according to the manufacturer's recommendations and applicable AWWA Specification for the type of pipe and fitting selected or as specified herein.

.2 For replacement of existing services notify the occupants, residents or business a minimum of 24 hours in advance of any interruptions to the existing service.

.3 Drill and direct tap water mains under pressure by means of a tapping machine and thread in corporation main stop with tapping machine. Use only when tapping PVC C900 or C905 pipe. Do not direct tap PVC series pipe. Single and multiple tap service connections shall be taped in the top half of the pipe at the 10:00 o'clock and 2:00 o'clock positions. Adjacent service taps are not to be any closer than 600 mm between services and no closer than 600 mm to a pipe or fitting joint.

.4 Use a stainless steel service saddle on all dry tap installations.

.5 On all services into a main less than 200mm, use a stainless steel service saddle.

.6 Form a gooseneck with service pipe to the right of the corporation stop, as viewed from the property line to the main, formed so that no flattening of the service occurs.

.7 Locate corporation curb stop on property line for street servicing or 300mm outside property line for land servicing or as specified on the applicable drawings.

.8 Set service boxes plumb over the centre of the corporation curb stop and set the top of service box to proper elevation.

.9 In areas of clay soil, water service shall be a minimum of 2.7m below the final grade or as specified. In areas where the soil is predominantly gravel, water services shall be 3.3 m below final grade or as specified.

.10 Mark location of service box by setting a 50mm x 100mm x 750mm blue marker to a depth of 300mm adjacent to the box and clearly marked with black stenciled letters "W.V.".

.11 Support and centre curb stop on a concrete block or brick that is minimum 50mm x 150mm x 200mm.

.12 Install services to centreline of individual lots, except when otherwise specified. Install services to existing buildings to best suit the interior plumbing if required.

.13 Penetrations through concrete floors shall be wet saw cut or drilled.

.14 Plug the open end to prevent dirt intrusion.

.15 Test water service under the operating pressure for a period of one hour. The entire test shall be inspected by the Engineer and approved before backfilling.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 6 OF 6 3.4 Backfilling

.1 All water service connections are to be backfilled in accordance with Section 02000 - Trench Excavation and Backfilling.

3.5 Sanitary, Storm and Water Service common trench Installation

.1 Lay water and sewer service pipe 300mm (12 inches) apart when services are in a common trench and the water service pipe size is less than 50mm (2 inches). Maintain a horizontal separation of 1.4 m (4.5 feet) at property line when the water service pipe size is 50mm (2 inches) or greater. The water service shall be center in the common trench with sanitary on the left side and storm sewer on right side, when viewed from property line to the main. Install each service as described in the previous sections for each of the respective services.

.2 Where the sewer service (or services) are above the water service, lay the sewer services on a shelf of undisturbed ground of such width of ensure complete bedding or, lay water service at a specified depth, backfill and compact to required elevation to accommodate sewer service.

.3 Prior to commencing backfilling of the trench arrange for the Engineer to inspect the installation of the services.

.4 If the bedding under a service is disturbed, replace and compact bedding as specified.

.5 Sanitary and storm and water services are to be bedded utilizing Class B Granular Bedding as per section 02000 – Trench Excavation and Backfilling unless otherwise specified or approved by the Engineer.

.6 All sanitary, storm and water services are to be backfilled in accordance with Section 02000 – Trench Excavation and Backfilling.

END OF SECTION

HYDRANTS SECTION 02690

CITY OF BROOKS CONSTRUCTION SPECICFICATIONS PAGE 1 OF 3

1. GENERAL


of hydrants specified herein. 1.3 Detailed Drawings


Number Title

BPW-107 Fire Hydrant BPW-108 Special Hydrant Signs

2. PRODUCTS

2.1 Fire Hydrant .1 Hydrants to be dry barrel, compression type, conforming to latest revision AWWA

C502 designed for working pressure of 1,035 kPa (150 psi). Hydrants to close with pressure.

.2 The pumper and hose nozzles shall be located a minimum of 460 mm above the ground flange. Nozzle threads to conform to the Alberta Mutual Aid Standard. No chains are required to secure the hydrant caps to the hydrant body. Nozzles sizes to be:

.1 Pumper Nozzle: 1 - 100 mm diameter.

.2 Hose Nozzles : 2 - 65 mm diameter (at 90 degrees to pumper nozzle).

.3 Hydrant valve opening to be 133 mm. Both the valve seat and the valve body to be of bronze construction.

.4 Hydrant inlet to be 150 mm diameter push-on "Tyton Joint" c/w elastomeric gasket conforming to latest revision of AWWA C111 / ANSI A21.11.

.5 Hydrants shall be opened by turning the hydrant operating nut left (counter clockwise). The operating nut and nozzle caps to be three-sided, 38 mm on each side.

.6 Depth of bury shall be 2.44 m (8').

.7 Hydrant branch to be 150 mm diameter PVC pipe as per Section 02511, c/w 150 mm connection at main.

.8 Hydrant bodies and bonnets to be painted with red exterior enamel. After installation, paint pumper and hose nozzle caps using exterior enamel in accordance with following colour code:

Watermain Diameter Colour

100 mm Red


CITY OF BROOKS CONSTRUCTION SPECICFICATIONS PAGE 2 OF 3 150 mm Yellow

200 mm and larger Black

.9 Hydrants to be constructed with Break-a-way Flange, complete with a safety stem (spindle). Coupling is to be located at ground level.

.10 All nuts, bolts, and washers to be stainless steel.


.1 McAvity M-67

.2 Canada Valve

2.2 Flushing Hydrant

.1 Flushing Hydrants to be dry barrel, freeze proof, designed for working pressure of 1,035 kPa (150 psi) and for bury in a standard 133 mm (5.25") inside diameter cast-iron valve box.

.2 The hose nozzle is to be brass, 50 mm diameter, c/w brass cap and chain. Nozzle to be located below grade. Nozzle threads to conform to the Alberta Mutual Aid Standard.

.3 Flushing Hydrant valves to be 50 mm diameter bronze body ball valves designed to automatically drain the barrel when the valve is in the off position. Hydrant inlet to be 50 mm F.I.P. thread integral to the valve body.

.4 Valve stem adaptor to be stainless steel. Valve stem to be brass, constructed with floating sleeve shroud to allow free movement.

.5 Flushing Hydrant branches to be 50 mm diameter copper pipe. Pipe and fittings to conform to Section 2.4 of this specification. Connection to the main to be as per the design standard for water services 37mm and 50 mm diameter.

.6 Flushing Hydrant barrels and valve stem shrouds to be factory coated with epoxy.


.1 Gil Industries, Aquarius One-O-One GHS 2" Slim Line Hidden Hydrant

3. EXECUTION 3.1 Bedding

.1 Hydrant leads shall be bedded utilizing Class B Granular Bedding as per Section 02000 - Trench Excavation and Backfilling unless otherwise specified or approved by the Engineer.

3.2 Hydrant Installation

.1 Install hydrants in accordance with the manufacturer's recommendation and applicable AWWA Specification and as specified herein. Hydrants are to be set plumb with the hose outlets parallel with the edge of the pavement or curb line and


CITY OF BROOKS CONSTRUCTION SPECICFICATIONS PAGE 3 OF 3

the pumper connection facing the roadway with the flange 50 mm to 100 mm above the finish grade of back of curb, back of walk, landscaping, or as directed by the Owners representative.

.2 Install service lead, gate valve, valve box, operating rod and lid as per the Detailed Drawings.

.3 Install proper draining for each hydrant, excavate a pit measuring not less than 1.0m by 1.0m by 0.5m deep and backfill with zone 7 washed rock to a level 150 mm above drain holes. Place concrete thrust blocks as indicated and specified, ensuring that drain holes are unobstructed.

.4 When directed by the Engineer the hydrant drain plugs are to be plugged utilizing drain plug bolts.

3.3 Backfilling

.1 Hydrants shall be backfilled in accordance with Section 02000 - Trench Excavation and Backfilling.

END OF SECTION

HYDROSTATIC PRESSURE TESTING SECTION 02695


1. GENERAL

1.1 Intent



.1 Not applicable.

2. PRODUCTS

.1 Not applicable.

3. EXECUTION

3.1 Execution General .1 Subject the newly laid pipe to hydrostatic tests after backfilling. The Contractor

shall provide all labour, equipment and materials required to perform the hydrostatic and leakage tests. Equipment shall include a pump, pipe connections, pressure gauges with adequate pressure range, and all other necessary equipment.

.2 The Contractor shall notify the Owner and the Owner’s representative at least 24 hours prior to starting the tests. The tests are to be performed in the presence of the Owner’s representative.

.3 Do not conduct tests until at least 5 days after placing concrete or 2 days if high early strength concrete is used for thrust blocks.

.4 Open all valves necessary to test section of pipe.

.5 Test pipeline in sections not to exceed 3200 m in length unless otherwise authorized by Owner’s representative.

.6 Any leaks, breaks, failures, or blockages, which are a result of faulty material and/or workmanship are the sole responsibility of the Contractor to correct at his expense.

.7 The Contractor shall be responsible for the supply of all water, materials, equipment and fittings required for pipe pressure testing.

.8 Purchase all necessary water for hydrostatic pressure testing from the Owner. 3.2 PVC Pipe

.1 After completing the installation of the Pipeline, or a section of the line, the line shall be hydrostatically pressure tested. The completed PVC line shall be tested at a pressure equal to one and one-half times the maximum operating pressure, but not in excess of the Manufacturer’s recommended operating pressure measured at the lowest point in the test section.



.2 To compensate for initial pipe stretch and to expel all entrapped air, the pipe shall be pressurized until pressure is maintained before the test period is started.

.3 After completion of the initial expansion phase, the pressure shall be at the specified level and the test period shall commence. The test period shall be for a period of 2 hours and shall only commence prior to 3:00 p.m.

.4 After the test period, a measured amount of "make-up" water shall be added to return the pipe to the test pressure. The amount of "make-up" water shall not exceed the allowance given in Table 1.

Table 1: Allowable Make-up Water for PVC Pipes with Elastomeric Joints (U.S. Gallons per hour per 1,000ft or 50 Joints)

Nominal Pipe Size Test Pressure

(in) (mm) (50 psi) (100 psi) (150 psi)(200psi

) (250 psi) (300 psi)

4 100 0.19 0.27 0.33 0.38 0.43 0.47

6 150 0.29 0.41 0.50 0.57 0.64 0.70

8 200 0.38 0.54 0.66 0.76 0.85 0.94

10 250 0.48 0.68 0.83 0.96 1.07 1.18

12 300 0.57 0.81 0.99 1.95 1.28 1.41

14 350 0.67 0.95 1.16 1.34 1.50 1.65

16 400 0.76 1.08 1.32 1.53 1.71 1.88

3.3 HDPE Pipe .1 The test pressure shall be 50 percent greater than the rated pressure of the pipe at

the lowest elevation of the pipe being tested. Pipes with different pressure ratings shall be tested separately or as specified by the Owner’s representative.

.2 The test section should be completely filled with clean water. Take care to bleed off any trapped air. While the test section is filling, venting at high points may be necessary to purge air pockets. Venting may be provided by loosening flanges, or by using equipment vents. Retighten any loosened flanges before applying test pressure.

.3 The test procedure consists of two phases: initial expansion phase and test phase. During the initial expansion phase, the test section is pressurized to the test pressure, and enough make-up liquid is added each hour for three (3) hours to return to test pressure.

.4 The test phase follows immediately, and may be one (1), two (2), or three (3) hours in duration as determined by the Owner’s representative. At the end of the test



time, the test section is returned to test pressure by adding a measured amount of liquid. If the amount of make-up liquid added does not exceed Table 2 values, leakage is not indicated.

Table 2: Test Phase Make Up Amount

Nominal Pipe Size

(IPS)

Make-Up Water Allowance

(U.S. Gallons per 100ft. of Pipe)

(in) (mm) 1 hour test 2 hour test 3 hour test

4 100 0.13 0.25 0.40

6 150 0.3 0.6 0.9

8 200 0.5 1.0 1.5

10 250 0.8 1.3 2.1

12 300 1.1 2.3 3.4

14 350 1.4 2.7 4.2

16 400 2.7 3.3 5.0

.5 The total test time including initial pressurization, initial expansion, and time at test pressure, must not exceed eight (8) hours. If the test is not completed due to leakage, equipment failure, etc., depressurize the test section, then allow it to “relax” for at least eight (8) hours before bringing the test section up to test pressure again.

END OF SECTION

FLUSHING AND DISINFECTION SECTION 02696


1. GENERAL

1.1 Intent


1.2 References


.1 Not applicable.

2. PRODUCTS

2.1 Products General

.1 The form of chlorine that may be used in the disinfection operation is sodium hypochlorite solution. The sodium hypochlorite shall conform to ANSI/AWWA B300.

3. EXECUTION

3.1 Execution General .1 Scope: This standard presents mandatory procedures for the flushing and

disinfection of new and repaired potable water mains. All new water mains shall be flushed and disinfected before they are placed in service. All water mains taken out of service for inspection, repair or other activities that might lead to contamination of water shall be disinfected before they are returned to service.

.2 Purpose: The purpose of this section is to define the minimum requirements for the disinfection of water mains, including the preparation of water mains, application of chlorine, and sampling and testing for the presence of coliform bacteria.

.3 The Owners Representative shall witness flushing and disinfecting operations. The Contractor is responsible for notifying the Owners Representative at least four days in advance of commencing the disinfecting process. The Contractor is responsible for making the necessary arrangements for the supply of water for the flushing operation.

.4 Thoroughly flush each completed section of main and services over 50 millimetre (2-inches) to remove all foreign matter. Inject the main with a chlorine solution (i.e. calcium hypochlorite) at a dosage of at least 50 mg/L. The point of application shall be at or near the beginning of the pipe extension and the discharge point at or near the end of the line being treated.

.5 Inject the chlorine solution while the line is being slowly charged to ensure an even distribution. When the main has been fully charged, valve the main off and let stand



for 24 hours. During the detention period, operate all valves and hydrants on the line to ensure that all parts have contacted the chlorine solution. The water in the main shall have a chlorine concentration of 10 mg/l at the end of the 24-hour period. Thoroughly flush the mains to expel all heavily treated water. Take and test water samples from the line both chemically and bacteriologically. Provide results to Owners Representative for review.

.6 Do not put a new main into service until a certificate stating that the water is free from contamination has been issued by a recognized laboratory.

.7 Disinfecting, flushing and obtaining water samples from the mains must be carried out in the presence of the Owners Representative.

.8 Ensure that water from the mains in the area will not be used for drinking or other domestic purposes until the mains have been disinfected, samples taken and these samples certified as being free from contamination.

.9 Purchase all necessary water for flushing and disinfection from the Owner.

.10 Install any necessary chlorination points along the pipeline route in order to properly inject the disinfectant. Connections to be main to be completed at no cost to the Owner. The connections made shall be appropriately marked and abandoned to the satisfaction of the Owners Representative.

.11 Ensure that all water flushed from the main is safe to be discharged into the disposal point. Abide by all local and Provincial regulations relative to the discharge of super-chlorinated water.

.12 The addition of an additive to the discharge water may be required in order to neutralize the super chlorinated water prior to disposal. Contractor is responsible for all costs related to this work.

3.2 Flushing and Disinfection

.1 The basic disinfection procedure consists of:

.1 Inspecting all materials to be used to ensure the integrity of the materials;

.2 preventing contaminating materials from entering the water main during storage, construction, or repair and noting potential contamination at the construction site;

.3 removing, by flushing or other means, those materials that may have entered the water main;

.4 chlorinating any residual contamination that may remain, and flushing the chlorinated water from the main;

.5 protecting the existing distribution system for backflow caused by hydrostatic pressure test and disinfection procedures;

.6 documenting that an adequate level of chlorine contacted each pipe to provide disinfection;

.7 determining the bacteriological quality by laboratory test after disinfection;



.8 final connection of the approved new water main to the active distribution system.

.2 Preventive and Corrective Measures During Construction:

.1 General:

.1 Heavy particulates generally contain bacteria and prevent even very high chlorine concentrations from contacting and killing these organisms. Therefore, the procedures of this section must be observed to assure that a water main and its appurtenances have been thoroughly cleaned for the final disinfection by chlorination. Also, any connection of a new water main to the active distribution system prior to the receipt of satisfactory bacteriological samples may constitute a cross-connection. Therefore, the new main must be isolated until bacteriological test described in Section 4.2 of this standard are satisfactorily completed.

.2 Keeping Pipe Clean and Dry:

.1 The interiors of pipes, fittings, and valves shall be protected from contamination. Pipe delivered for construction shall be strung to minimize the entrance of foreign material. All openings in the pipeline shall be closed with watertight plugs when pipe laying is stopped at the close of the day’s work or for other reasons, such as rest breaks or meal periods. Rodent-proof plugs may be used when watertight plugs are not practicable and when thorough cleaning will be performed by flushing or other means.

.3 Delays:

.1 Delay in placement of delivered pipe invites contamination. The more closely the rate of delivery is correlated to the rate of pipe laying, the lower the risk of contamination.

.4 Joints:

.1 Joints of all pipes in the trench shall be completed before work is stopped. If water accumulates in the trench, the plugs shall remain in place until the trench is free of water.

.5 Packing Materials:

.1 Yarning or packing material shall consist of molded or tubular rubber rings, rope of treated paper, or other approved materials. Materials such as jute or hemp shall not be used. Packing material shall be handled in a manner that avoids contamination. If asbestos rope is used, asbestos shall be prevented from entering into the water-carrying portion of the pipe.



.6 Sealing Materials:

.1 No contaminated material or any material capable of supporting prolific growth or microorganisms shall be used for sealing joints. Sealing material or gaskets shall be handled in a manner that avoids contamination. The lubricant used in the installation of sealing gaskets shall be suitable for use in potable water and shall not contribute odors. It shall be delivered to the job in closed containers and shall be kept clean and applied with dedicated, clean applicator brushes.

.7 Cleaning and Swabbing:

.1 If dirt enters the pipe, it shall be removed and the interior pipe surface swabbed with a 1 to 5% hypochlorite disinfecting solution. If, in the opinion of the Owners Representative, the dirt remaining in the pipe will not be removed using the flushing operation, then the interior of the pipe shall be cleaned using mechanical means, such as a hydraulically propelled foam pig (or other suitable device acceptable to the Owners Representative) in conjunction with the application of a 1% hypochlorite disinfecting solution. The cleaning method used shall not force mud or debris into the interior pipe-joint spaces and shall be acceptable to the Owners Representative.

.8 Wet-trench construction:

.1 If it is not possible to keep the pipe and fittings dry during installation, the water that may enter the pipe-joint spaces shall contain an available chlorine concentration of approximately 25 mg/L. This may be accomplished by adding calcium hypochlorite granules or tablets to each length of pipe before it is lowered into a wet trench or by treating the trench water with hypochlorite tables.

.9 Flooding by storm or accident during construction:

.1 If the main is flooded during construction, the Owners Representative may require the following procedure be followed. The decision will be based on site specific conditions.

.1 The main shall be cleared of the floodwater by draining and flushing with potable water until the main is clean. The section exposed to the floodwater shall then be filled with a chlorinated potable water that, at the end of a 24-h holding period, will have a free chlorine residual of not less than 25 mg/L. The chlorinated water may then be drained or flushed from the main. After construction is completed, the main shall be disinfected using the continuous-feed or slug method.



.10 Backflow Protection:

.1 When specified by the Owners Representative, the new water main shall be kept isolated from the active distribution system using a physical separation until satisfactory bacteriological testing has been completed and the disinfectant water flushed out. Water required to fill the new main for hydrostatic pressure testing, disinfection, and flushing shall be supplied through a temporary connection between the distribution system and the new main. The temporary connection shall include an appropriate cross-connection control device consistent with the degree of hazard (a double check valve assembly or a reduced pressure zone assembly).

In most cases a closed gate valve will be considered to be sufficient

isolation. It will be necessary to re-establish the temporary connection after

completion of the hydrostatic pressure test to flush out the disinfectant water prior to final connection of the new main to the distribution system.

.3 Pre Flushing

.1 The source water used for disinfection and pressure testing shall be flushed prior to its use to ensure that contaminants or debris are not introduced into the new pipe. Adequate drainage must be provided during flushing. Drainage shall not take place away from the construction area.

.2 Flushing operations are required to produce a minimum water velocity of 0.76

m/s in the water main. The following table provides the reference information between main pipe diameter, require flow in the main pipe to achieve the minimum water velocity and the require outlets to achieve the require flow for a water main with 40 psi.

Pipe

Diameter

Required Flow

In Main

Size of Tap

Number of 2½”

Hydrant Outlets

(mm) (l/s) (25mm) (38mm) (50mm)

100 6.3 1 - - 1

150 12.6 - 1 - 1

200 25.2 - 2 1 1

250 37.9 - 3 2 1

300 56.8 - - 2 2

400 100.9 - - 4 2

.4 Final Flushing

.1 Clearing the main of heavily chlorinated water:



.1 After the applicable retention period, heavily chlorinated water should not remain in prolonged contact with pipe. In order to prevent damage to the pipe lining or to prevent corrosion damage to the pipe itself, the heavily chlorinated water shall be flushed from the main fittings, valves, and branches until chlorine measurements show that the concentration in the water leaving the main is no higher than that generally prevailing in the distribution system or that is acceptable for domestic use.

.2 Disposing of Heavily Chlorinated Water:

.1 Under no condition is chlorinated water to be discharged to the Storm Sewer system. Heavily chlorinated water may be discharged to the Sanitary Sewer system with permission from the Owner at a controlled rate using a sufficient air gap.

Where discharge to the Sanitary Sewer System is impractical, chlorinated water shall be treated with an approved de-chlorinating agent and monitored to ensure that chlorine levels do not adversely affect the environment.

.5 Procedures When Cutting Into or Repairing Existing Mains

.1 The following procedures apply primarily when existing mains are wholly or partially dewatered. After the appropriate procedures have been completed, the existing main may be returned to service prior to the completion of bacteriological testing in order to minimize the time customers are without water.

.1 Trench Treatment:

.1 When an existing main is opened, either by accident or by design, the excavation will likely be wet and may be badly contaminated from nearby sewers. Liberal quantities of hypochlorite applied to open trench areas will lessen the danger from this pollution. Tablets have the advantage in this situation, because they dissolve slowly and continue to release hypochlorite as water is pumped from the excavation.

.2 Swabbing with Hypochlorite Solution:

.1 The interior of all pipe and fittings (particularly couplings and sleeves) used in making the repair shall be swabbed or sprayed with a 1% hypochlorite solution before they are installed.

.3 Flushing:

.1 Thorough flushing is the most practical means of removing contamination introduced during repairs. If valve and hydrant locations permit, flushing toward the work location from both directions is recommended. Flushing shall be started as soon as the repairs are completed and shall be continued until discolored water is eliminated.



.4 Slug Chlorination:

.1 Where practical, in addition to the procedures previously described, the section of the main in which the break is located shall be isolated, all service connections shut off, and the section flushed and chlorinated. The dose may be increased to as much as 300 mg/L and the CT reduced to as little as 15 min. After chlorination, flushing shall be resumed and continued until discoloured water is eliminated and the chlorine concentration in the water exiting the main is no higher than the prevailing water in the distribution system or that which is acceptable for domestic use.

.5 Bacteriological Samples:

.1 Bacteriological samples shall be taken after repairs are completed to provide a record for determining the procedure’s effectiveness. If the direction of flow is unknown, then samples shall be taken on each side of the main break. If positive bacteriological samples are recorded then the situation shall be evaluated by the Owners Representative who can determine corrective action.

.6 Special Procedure for Caulked Tapping Sleeves

.1 Before a tapping sleeve is installed, the exterior of the main to be tapped shall be thoroughly cleaned and the interior surface of the sleeve shall be lightly dusted with calcium hypochlorite powder.

..2 Tapping sleeves are used to avoid shutting down the main. After the tap is made, it is impossible to disinfect the annulus without shutting down the main and removing the sleeve. The space between the tapping sleeve and the tapped pipe is approximately 13 mm, so that as little as 1000 mg/m2 of calcium hypochlorite powder will provide a chlorine concentration of more than 50 mg/L.

3.3 Verification

.1 Bacteriological Tests:

.1 Standard Conditions:

.1 24 hours after the completion of final flushing, and before the new water main is connected to the distribution system, two consecutive sets of acceptable samples taken at least 24h apart, shall be collected from the new main. (NOTE: The pipe, the water loaded into the pipe, and any debris all exert a chlorine demand that can interfere with disinfection).

.2 At least one set of samples shall be collected from every 350 m of the new water main, plus one set from the end of the line and at least one set from each branch. All samples shall be tested for bacteriological quality in accordance with Standard Methods of the Examination of Water and Wastewater, and shall show the absence of coliform organisms.



.3 Testing for chlorine residual and turbidity shall also be conducted.

.4 A standard heterotrophic plate count MAY be required at the option of the Owners Representative, because new material does not typically contain coliforms but does typically contain HPC bacteria.

.2 Special Conditions:

.1 If trench water has entered the new main during construction or if, in the opinion of the Owners Representative, excessive quantities of dirt or debris have entered the new main, bacteriological samples shall be taken at intervals of approximately 60m and the location shall be identified. Samples shall be taken of water that has stood in the new main for at least 16 hours after final flushing has been completed.

.3 Sampling Procedure:

.1 Samples for bacteriological analysis shall be collected in sterile bottles treated with sodium thiosulfate as required by Standard Methods for the Examination of Water and Wastewater. No hose or fire hydrant shall be used in the collection of samples. (NOTE: For pipe repairs, if no other sampling port is available, well flushed fire hydrants may be used with the understanding that they do not represent optimum sampling conditions). The sampling pipe must be dedicated and clean, and disinfected and flushed prior to sampling. A corporation cock may be installed in the main with a copper-tube gooseneck assembly.

.4 Record of Compliance:

.1 The record of compliance shall be the bacteriological test results certifying that the water sampled from the new water main is free of coliform bacteria contamination.

.2 Re-Disinfection

.1 If the initial disinfection fails to produce satisfactory bacteriological results or if other water quality is affected the new main may be re-flushed and shall be re-sampled. If check samples also fail to produce acceptable results, the main shall be re-chlorinated by the continuous-feed or slug method until satisfactory results are obtained. (NOTE: High velocities in the existing system, resulting from flushing the new main, may disturb sediment that has accumulated in the existing mains. When check samples are taken, it is advisable to sample water entering the new main to determine the source of turbidity).

END OF SECTION

THRUST BLOCKING SECTION 02697


1. GENERAL

1.1 Intent




Number Title

BPW-110 Thrust Block Locations BPW-111 Thrust Block Data

2. PRODUCTS

2.1 Concrete .1 All concrete for thrust blockings shall be to the following requirements:

.1 Normal Density concrete:

.1 Proportion normal density concrete in accordance with CAN/CSA-A23.1-04, to give following properties for all concrete:










.2 6 mil polyethylene to be placed between all fittings, valve, and pipe and the concrete.

THRUST BLOCKING SECTION 02697

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 2 3. EXECUTION 3.1 Execution General

.1 All bends, fittings, valves and all points where there is thrust shall be anchored to prevent movement by providing suitable thrust blocking, as shown on the attached detail drawings

.2 Thrust-blocking material shall be purchased from a reputable concrete supplier and will not be manufactured on site.

.3 Thrust blocking shall be placed between solid ground and the fitting to be anchored; the area of bearing between the pipe and the ground in each instance shall be that shown on the Detail Drawings. The blocking shall be so placed that the pipe and fitting joints will be accessible for repair.

.4 Place concrete thrust blocks between valves, tees, plugs, caps, bends, changes in pipe diameter, reducers, hydrants, and fittings and undisturbed ground as indicated or as directed by the Engineer.

.5 Bearing areas shall be inspected by the Engineer prior to placing concrete.

.6 Keep joints and couplings free from concrete.

.7 Do not backfill over concrete for a minimum of 24 hours after concrete is placed.

.8 Thrust blocking shall be backfilled as per Section 02000 – Trench Excavation and Backfilling.

END OF SECTION

SWABBING SECTION 02698


1. GENERAL

1.1 Intent

.1 Read this section in conjunction with other sections for location and use of swabbing specified herein.


.1 Not applicable.

2. PRODUCTS

2.1 Products General .1 Submit product information and shop drawings of proposed products for approval well

in advance of swabbing operations.

3. EXECUTION

3.1 Execution General .1 Disassemble Hydrant at launch site and receiving site, or temporarily modify piping

as required in order to facilitate launching and retrieval of the swabs.

.2 Insert swab and connect pumping equipment to the launch point. Force the swab through the system with water pressure until it emerges from the receiving point.

.3 Monitor pressure carefully. Do not exceed safe operating pressure for the water line.

.4 Protect against erosion at the site of the receiving point. Submit plan to Owner’s Representative well in advance of swabbing operations.

.5 Dispose of waste at an approved landfill location.

.6 Reassemble hydrants, and/or remove piping modifications as required after completion of swabbing. All disassembly and reassembly of hydrants is to be done by qualified personnel only and under supervision of the Owner’s Representative. All reassembly must be in accordance with the hydrant manufacturer’s specifications.

.7 Once swabbing of the work has been completed, flush and disinfect, in accordance with Section 02696 – Flushing and Disinfection.

END OF SECTION

SANITARY SEWER PIPE AND FITTINGS SECTION 02700


1. GENERAL


of sanitary sewer pipe and fittings specified herein.


2. PRODUCTS

2.1 Pipe General .1 All pipe to have ends sealed by manufacturer prior to shipping.

.2 Rubber gasket joints are required for all pipe; See part 2.2 Pipe and Fittings for details.

.3 All cement used in the manufacture of concrete pipe to be Type HS Portland Cement, CSA certified as meeting CAN/CSA-A5-M.

.4 All pipe are to be cylindrical and straight, with ends cut square to the longitudinal axis and having a smooth finish free from imperfections such as grooves or ripples.

2.2 Pipe and Fittings

.1 Reinforced Circular Concrete Pipe

.1 For pipe sizes 300mm to 3660mm in diameter all pipe, pipe joints, and pipe fittings shall be to the latest revision of ASTM C76M, CSA certified as meeting the latest revision CAN/CSA-A257, Series-M. All joints to have flexible rubber gasket to the latest revision of ASTM C443M, and CSA certified as meeting the latest revision of CAN/CSA-A257.3-M.

.2 “Smooth Wall” PolyVinyl Chloride (PVC) Pipe

.1 For pipe sizes 200mm to 375mm in diameter all pipe and fittings to be PVC gravity sewer pipe to latest revision ASTM D3034, SDR 35, CSA certified as meeting the latest revision CAN/CSA B182.2-M, integral locked-in gasket bell and spigot system.

.2 For pipe sizes 450mm to 1200mm in diameter all pipe and fittings to be PVC gravity sewer pipe to latest revision ASTM F679, SDR 35, CSA certified as meeting the latest revision CAN/CSA B182.2-M, integral locked-in gasket bell and spigot system.



.3 PolyVinyl Chloride (PVC) Series Pipe – Pressure

.1 PVC Series pipe shall be bell and gasket joint type certified for CSA Standard B137.0 and B137.3 rigid Poly (Vinyl Chloride) for pressure applications.

.2 All fittings to be PVC, with gasketed joints of the same material as the pipe. Fittings to conform to CSA B137.2 or CSA B137.3.

3. EXECUTION

3.1 Pipe and Fitting Installation

.1 Installation and handling of pipe shall be according to the manufacturer's recommendations and applicable AWWA Specification for the type of pipe selected or as specified herein.

.2 Install pipe to the lines, grades and elevations shown on the Contract Documents. Pipe bedding as specified. Lay the pipes on the prepared bed, true to line and grade, with pipe invert smooth and free of sag or high points. Ensure barrel of each pipe is in contact with shaped bed throughout the full length of pipe. Commence laying at outlet and proceed in upstream direction with socket ends of pipe facing upgrade.

.3 For ties to existing mains requiring interruption of the sewer service, advise the Engineer 48 hours in advance of the proposed interruption for approval. Upon approval notify the occupants, residents and businesses at least 24 hours in advance by way of a written notice and verbal advisory. Submit a copy of the notice to the Engineer for approval prior to distribution. Minimize the period of time of the interruption and schedule the interruption for a non-peak demand time.

.4 Lower pipe into the trench by hand or by mechanical equipment. Lift pipe by means of slings and lower into the trench. By no means shall the pipe be lifted with equipment that gouges or scars the pipe or be allowed to be pulled over the ground. Do not roll pipe into the trench. If the Contractor elects to use a narrow trench, the method of lowering the pipe into the trench shall be such that no rocks or lumps of earth fall into the trench beneath the pipe. Lumps of earth and rock greater than 25mm will not be permitted beneath the pipe and must be removed prior to pipe placement.

.5 The assembly of the gasket joint shall be performed as recommended by the pipe manufacturer and applicable AWWA Specification for the type of pipe selected. In all cases, clean the gasket, the bell or coupling interior, especially the groove area, and the spigot area with a rag, brush or paper towel to remove any dirt or foreign material before the assembling. Inspect the gasket; pipe spigot, bevel, gasket groove and sealing surface for damage or deformation. Lubricants shall be applied as specified by the pipe manufacturer.



.6 Good alignment of the pipe is essential for easy assembly. Align the spigot to the bell and insert the spigot into the bell until it contacts the gasket uniformly. Firm and steady pressure shall be applied either by hand or by bar and block assembly until the spigot easily slips through the gasket. Do not swing or stab the joint or suspend the pipe and swing it into the bell or use excavating equipment to force pipe sections together. Complete each joint before laying next length of pipe.

.7 Handle pipe in a manner to prevent damage to the pipe walls. Pipe strung along the trench shall, if necessary, be supported on timber skids sufficiently protected to prevent injury. Securely close the open end of pipe at the end of each day's work to prevent the entrance of small animals, or the introduction of foreign matter of any nature, and do not reopen until work is resumed. Exercise care in joining sections of the pipe, in order to minimize any possibility of foreign matter whatsoever being inside the pipeline after the completion. Any obstructions remaining in the line after the completion thereof are to be removed.

.8 For concrete sewer pipe, mortar the joints in the interior of 900mm diameter and larger pipe. On the exterior of the pipe use mortar to caulk the joints and allow at least one hour set time before backfilling. Smooth finish the surface of all joints.

.9 When installing the pipe bedding/haunching material ensure that the pipe is adequately secure to prevent the pipe from lifting or moving laterally while the pipe bedding/haunching material is being placed and compacted around the pipe.

.10 For special fittings and tie-ins, cut the pipe to the length required as recommended by the pipe manufacturer without damaging the pipe or its coating. The end shall be cut smooth at right angles to the axis of the pipe.

.11 Flush all new sanitary sewer lines. Prevent any large debris from entering the existing system by using a screen at the downstream tie to the existing system.

.12 Do not install pipe on frozen bedding.

.13 Make watertight connections to manholes. Use shrinkage compensating grout when suitable gaskets are not available.

3.2 Tolerance

.1 Maintain constructed grade to within + or - 10mm from the lines, grades and elevations shown in the Contract Documents. Where departures from grade occur, pipe shall be removed to the last joint where the pipe is within allowable tolerance and pipe shall be reinstalled to grade.

.2 Construct sanitary sewer as watertight as possible using rubber gaskets to the pipe manufacturer's specifications. Infiltration of groundwater into the entire system shall not exceed 4.6 litres per day per mm of pipe diameter per km (50 Imperial gallons per day per inch of pipe diameter per mile) of sewer, and the leakage into any section between adjacent manholes shall not exceed three times that amount. After the installation and backfilling of sewer pipe, services and manholes is completed, the Engineer shall have the right to require the Contractor to measure the leakage of groundwater. Should this leakage exceed the amount specified, the Contractor shall at his own expense repair the sewer by replacing or otherwise, until the leakage does not exceed the amount specified.



.3 Rigid Pipe

.1 The Contractor shall repair all deficiencies found during testing and inspections. In general deficiencies include: improper joints; any cracks wider than 0.6mm, sheared, out of round or unduly deflected pipe; sags or rises which pond water in excess of 15mm; protruding service connections; and visible leaks.

.4 Flexible Pipe

.1 The Contractor shall repair all deficiencies found during testing and inspections. In general deficiencies include: improper joints; any cracked, sheared, out of round or unduly deflected pipe in excess of 7.5% deflection for flexible pipe; sags or rises which pond water in excess of 15mm; protruding service connections; and visible leaks.

3.3 Bedding

.1 All sanitary sewer pipe and fittings shall be bedded with Class B Granular Bedding in accordance with Section 02000 – Trench Excavation and Backfill.

3.4 Excavation Backfill

.1 Excavation backfill shall be in accordance with Section 02000 – Trench Excavation and Backfill.


.1 All pipe and fittings on a pressurized system shall be pressure tested.

.2 Before application for Substantial Completion all sanitary trunk and main pipe shall be inspected by means of video camera for leaks and other deficiencies as noted under 3.2 Tolerance. Contractor shall provide two color copies of the video inspection and the written Final Report to the Owner. The Final report shall be in spreadsheet format. Video inspection report shall follow the manhole and/or vault numbering and stationing as per the Contract Documents.

.3 If the video inspection reveals any ovality (out of round) in the flexible pipe sanitary sewer trunk and main pipe, the Contractor shall perform a deflection test to ensure those sections of pipe have not deflected in excess of 5%. The flexible pipe deflection test shall be performed by successfully pulling a mandrel, not less than 95% of the base internal diameter (as defined by the CSA or ASTM standard to which the pipe is manufactured), through the pipe. All deflection testing shall be performed in conjunction with the video inspections.

.4 Contractor shall perform the deflection testing in conjunction with the video inspections.

.5 Contractor shall inform the Engineer 48 hours before all testing and inspections are to begin.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 5 OF 6 4. SEWER INSPECTION BY CCTV (closed circuit television) 4.1 Sewer Inspection by CCTV (closed circuit television) General

.1 All Sanitary Sewer Mains shall be inspected by CCTV after backfilling of the trench to finished grade. CCTV inspection shall be performed by the Contractor on all Sanitary Sewer Mains, unless otherwise directed by the Engineer.

.2 Sewer Mains shall be flushed prior to the CCTV Inspection. The CCTV Inspection shall be performed immediately after the Sewer Mains have been flushed.

.3 The inspection shall be made by employing CCTV scanning equipment which shall be provided by the Contractor. The Contractor shall employ a qualified CCTV Contractor acceptable to the Owner to carry out the inspection.

.4 All CCTV inspection shall be carried out in the presence of the Engineer, who shall be given at least 48 hours advance notice of any testing to be carried out.

.5 Two (2) copies of the CCTV video and report shall be submitted to the Engineer.

.6 Acceptance of the Sewer CCTV Inspection shall be based on the Owner’s Representative’s review of all submitted material.

4.2 CCTV Testing Equipment .1 The CCTV Contractor shall provide all equipment and materials necessary to

conduct the inspection as specified herein.

.2 The CCTV Operator shall be certified by NAAPI and certification shall be supplied prior to commencing the work.

.3 The CCTV equipment shall be a self-contained camera and monitoring unit connected by cable. It must be waterproof and be capable of lighting the entire pipe. Picture capabilities must be of quality to show the entire pipe periphery. There must be capability of providing measurement within the line to any accuracy of one-third of a metre per kilometre. Picture quality must be such to produce a continuous 600 line resolution picture showing the entire periphery of the pipe. The following capabilities and items must be available:

.1 A direct voice communication.

.2 A solid state camera with pan and tilt capabilities mounted on a crawler.

.3 Self-contained electrical power.

.4 Proper safety equipment to protect employees and the general public.

.4 Position camera lens centrally in the pipeline with a positioning tolerance of +- 10% off the vertical centreline axis of the pipeline.

.5 The camera's rate of progress shall be uniform during inspection and shall not exceed the following limits:

.1 0.10 m/s for pipe diameters less than 200 mm.

.2 0.15 m/s for pipe diameters 200 mm and larger but not exceeding 310 mm.



.3 0.20 m/s for pipe diameters exceeding 310 mm.

4.3 CCTV Report

.1 A CCTV log shall be maintained during the inspection showing location of leak, fault, open joint, break, crack, collapse, settlement, obstruction, infiltration, or any other defect affecting the overall performance of the Sewer Main. The location of the defect shall be referenced from the manhole.

.2 A separate log shall be kept of service connections with comments of condition. The CCTV report shall also contain a photo of each service connection.

.3 Manhole identity shall be noted clearly as indicated on the drawings.

.4 Two (2) copies of the final typewritten report with corresponding video referenced to the text, along with two (2) copies of the video tape, shall be submitted within two weeks after compilation of inspection.

.5 Pipe condition comments made in the report shall be in Industry Standard Terminology.

4.4 CCTV Cleaning

.1 The Contractor is responsible for cleaning and flushing all lines.

4.5 CCTV MISCELLANEOUS

.1 The Contractor shall be responsible for all works performed by the subcontractor, for traffic control and any other related work incidental to the completion of CCTV inspection.

4.6 CCTV INSPECTION AND ACCEPTANCE

.1 The location of all deficient work will be recorded and the Contractor will be required to repair, restore or otherwise make good, to the satisfaction of the Engineer, any deficient work including the repair of alignment problems, cracked or broken pipe, deformed pipe, leaks or any other faults not conforming with these specifications or the pipe manufacturers recommendations which the CCTV inspection revealed.

.2 After the deficiencies are repaired and corrected and before final acceptance, the Owner reserves the right to have the faulty areas re-inspected at the Contractor's expense.

END OF SECTION

SANITARY SERVICE CONNECTIONS SECTION 02710


1. GENERAL


of sanitary service connections specified herein.

1.2 Detailed Drawings .1 Division III Detail Drawings are appended hereto and form part of this Section.

Number Title

BPW-105 Standard Building Service Connection Sanitary and Water BPW-112 Sewer Service Reconnection BPW 113 PVC Sewer Connection for Mains Less Then 2.7m Deep BPW-114 PVC Sewer Connection for Mains Over 3.7m Deep

2. PRODUCTS 2.1 Pipe “Smooth Wall” Polyvinyl Chloride (PVC) Pipe

.1 For PVC service connections 100 mm to 150 mm in diameter, all pipe to be to latest revision ASTM D3034, CSA certified as meeting latest revision CSA B182.1-M, SDR 28, integral locked-in gasket bell and spigot joints.

.2 For PVC service connections 200 mm and larger, all pipe to be as per Section 02530 – Sanitary Sewer Pipe and Fittings; sub-section 2.2.2 “Smooth Wall” PolyVinyl Chloride (PVC) Pipe.

2.2 Fittings - Polyvinyl Chloride (PVC)

.1 For PVC service connections 100 mm to 150 mm in diameter, all fittings to be to latest revision ASTM D3034, CSA certified as meeting latest revision CSA B182.1-M, SDR 28, integral locked-in gasket bell and spigot joints.

.2 All sanitary sewer service elbows shall be long radius.

2.3 Connections to Mains .1 PVC Tee Saddle c/w rubber gasket joint: Saddles to be manufactured with integral

centering ring or teeth to align saddle opening with hole in pipe. Saddle to be fastened to main by adjustable stainless steel straps. Screw mechanism on straps to be completely stainless steel.

.2 PVC Insert type Fittings: Insert type fittings (“Inserta-Tee”) to be PVC PSM gasket joint stubs, c/w molded rubber sleeve and adjustable stainless steel strap. Screw mechanism on straps to be completely stainless steel.




.1 Multi-Fittings

.2 Le-Ron Plastics Inc.

.3 Vassallo

.4 Johns Manville

.5 G.P. K.

.6 Inserta Tee

2.4 ABS Pipe .1 For renewal of existing “No-Corrode” sewer services only.

.2 Pipe to be ABS-DWV (Acrylonitrile Butadiene Styrene - Drain Waste Vent) pipe, CSA certified to latest revision of CSA B181.1.

2.5 Flexible Rubber Couplings .1 Flexible rubber couplings to be elastomeric PVC construction c/w stainless steel

straps.


.1 Fernco, #1056 Series

.2 Clow, “Super-Seal”

.3 Mission Rubber Co. – “Flex-Seal”

.4 Pipeconx

2.6 Core Bell Fittings .1 For adapting SDR 35 or SDR 28 to concrete mains or concrete manholes.


.1 Galaxy Plastics Ltd. – for sizes 100 mm to 250 mm.



3.1 Trench Excavation .1 Do trench excavation in accordance with Section 02000 – Trench Excavation and

Backfilling.

3.2 Bedding .1 All sanitary service connections are to be bedded utilizing Class B Granular Bedding as

per section 02000 – Trench Excavation and Backfilling unless otherwise specified or approved by the Engineer.

3.3 Sanitary Sewer Service Installation

.1 Installation and handling of pipe and fittings shall be according to the manufacturer's recommendations for the type of pipe and fitting selected or as specified herein.

.2 For replacement of existing services notify the occupants, residents or business a minimum of 24 hours in advance of any interruptions to the existing service.

.3 Lay pipe straight and true at a minimum grade of two percent (2%). Maximum vertical deflection shall be 22.5 degrees in any one bend. No horizontal bends will be allowed. Make all service lead joints watertight. No part of the saddle or service pipe shall protrude beyond the inside surface of the sewer main.

.4 Install services to centreline of individual lots, except when otherwise specified. Install services to existing buildings to best suit the existing plumbing if required or tie into the existing service using the appropriate connecting materials.

.5 Remove material that drops into the sewer during service tie-in. Plug or cap the open end with a watertight PVC fitting to prevent dirt intrusion. Take extra care in backfilling and tamping along the pipe and at connections. Prior to commencing backfilling of the service trench the installation shall be inspected and approved by the Engineer.

.6 In new areas install service connections to 3.7 m (12 feet) inside the property line or as specified on the drawings. Mark location of end of service by setting a red 50mm x 100mm (2" x 4") marker extending from the service invert to a height of 750mm (30 inches) above grade and clearly mark with black stenciled letters "SAN."

.7 Cleanouts shall be installed at every horizontal change in direction.

3.4 Sanitary, Storm and Water Service Common Trench Installation

.1 Lay water and sewer service pipe 300mm (12 inches) apart when services are in a common trench and the water service pipe size is less than 50mm (2 inches). Maintain a horizontal separation of 1.4 m (4.5 feet) at property line when the water service pipe size is 50mm (2 inches) or greater. The water service shall be center in the common trench with sanitary on the left side and storm sewer on right side, when viewed from property line to the main. Install each service as described in the previous sections for each of the respective services.

.2 Where the sewer service (or services) are above the water service, lay the sewer



services on a shelf of undisturbed ground of such width of ensure complete bedding or, lay water service at a specified depth, backfill and compact to required elevation to accommodate sewer service.

.3 Prior to commencing backfilling of the trench arrange for the Engineer to inspect the installation of the services.

.4 If the bedding under a service is disturbed, replace and compact bedding as specified.

.5 Sanitary, storm and water service shall be bedded utilizing Class B granular bedding as per section 02000 – Trench Excavation and Backfilling unless otherwise specified or approved by the Engineer.

.6 All sanitary, storm, and water service connections are to be backfilled in accordance with Section 02000 – Trench Excavation and Backfilling.

3.3 Tolerance

.1 Maintain constructed grade to within + or - 10mm from the lines, grades and elevations shown in the Contract Documents. Where departures from grade occurs, pipe shall be removed to the last joint where the pipe is within allowable tolerance and pipe shall be reinstalled to grade.

END OF SECTION

STORM SEWER PIPE AND FITTINGS SECTION 02720


1. GENERAL


of storm sewer pipe specified herein.


2. PRODUCTS

2.1 Pipe General .1 All pipe to have ends sealed by manufacturer prior to shipping.

.2 Rubber gasket joints are required for all pipe.

.3 All cement used in the manufacture of concrete pipe to be type HS Portland Cement, CSA certified as meeting CAN/CSA-A5-M.

.4 All pipe are to be cylindrical and straight, with ends cut square to the longitudinal axis and have a smooth finish free from imperfections such as grooves or ripples.

2.1 Plastic Pipe

.1 Type PSM Polyvinyl Chloride (PVC): to ASTM D3034.

.1 Standard Dimensional Ratio (SDR): 35.

.2 Locked-in gasket and integral bell system.

.3 Nominal lengths: 4 meters.

.4 Approved product:

.1 Ultra-Rib up to 600mm in diameter

2.2 Reinforced Circular Concrete Pipe .1 C76 Class I, II, III and IV Concrete.

.1 Nominal lengths: 2.5 meters.

3. EXECUTION

3.1 Preparation .1 Clean pipes and fittings of debris and water before installation. Carefully inspect

materials for defects before installing. Remove defective materials from site.

3.2 Tolerance .1 Maintain constructed grade to within + or - 10mm from the lines, grades and



elevations shown in the Contract Documents. Where departures from grade occur, pipe shall be removed to the last joint where the pipe is within allowable tolerance and pipe shall be reinstalled to grade.

.2 Construct storm sewer as watertight as possible using rubber gaskets to the pipe manufacturer's specifications. Infiltration of groundwater into the entire system shall not exceed 4.6 litres per day per mm of pipe diameter per km (50 Imperial gallons per day per inch of pipe diameter per mile) of sewer, and the leakage into any section between adjacent manholes shall not exceed three times that amount. After the installation and backfilling of sewer pipe, services and manholes is completed, the Engineer shall have the right to require the Contractor to measure the leakage of groundwater. Should this leakage exceed the amount specified, the Contractor shall at his own expense repair the sewer by replacing or otherwise, until the leakage does not exceed the amount specified.

.3 Rigid Pipe

.1 The Contractor shall repair all deficiencies found during testing and inspections. In general deficiencies include: improper joints; any cracks wider than 0.6mm, sheared, out of round or unduly deflected pipe; sags or rises which pond water in excess of 15mm; protruding service connections; and visible leaks.

.4 Flexible Pipe

.1 The Contractor shall repair all deficiencies found during testing and inspections. In general deficiencies include: improper joints; any cracked, sheared, out of round or unduly deflected pipe in excess of 7.5% deflection for flexible pipe; sags or rises which pond water in excess of 15mm; protruding service connections; and visible leaks.

3.3 Trench Excavation

.1 Do trenching work in accordance with Section 02000 - Excavating, Trenching and Backfilling.

.2 Do not allow contents of any sewer or sewer connection to flow into trench.

.3 Trench alignment and depth is to be approved by the Engineer prior to placing bedding material and pipe.

3.4 Pipe and Fitting Installation

.1 Installation and handling of pipe shall be according to the manufacturer's recommendations.

.2 Install pipe to the lines, grades and elevations shown on the Contract Documents. Pipe bedding as specified. Lay the pipes on the prepared bed, true to line and grade, with pipe invert smooth and free of sag or high points. Ensure barrel of each pipe is in contact with shaped bed throughout the full length of pipe. Commence laying at outlet and proceed in upstream direction with socket ends of pipe facing upgrade.



.3 For ties to existing mains requiring interruption of the sewer service, advise the Engineer 48 hours in advance of the proposed interruption for approval. Upon approval notify the occupants, residents and businesses at least 24 hours in advance by way of a written notice and verbal advisory. Submit a copy of the notice to the Engineer for approval prior to distribution. Minimize the period of time of the interruption and schedule the interruption for a non-peak demand time.

.4 Lower pipe into the trench by hand or by mechanical equipment. Lift pipe by means of slings and lower into the trench. By no means shall the pipe be lifted with equipment that gouges or scars the pipe or be allowed to be pulled over the ground. Do not roll pipe into the trench. If the Contractor elects to use a narrow trench, the method of lowering the pipe into the trench shall be such that no rocks or lumps of earth fall into the trench beneath the pipe. Lumps of earth and rock greater than 25mm will not be permitted beneath the pipe and must be removed prior to pipe placement.

.5 The assembly of the gasket joint shall be performed as recommended by the pipe manufacturer and applicable AWWA Specification for the type of pipe selected. In all cases, clean the gasket, the bell or coupling interior, especially the groove area, and the spigot area with a rag, brush or paper towel to remove any dirt or foreign material before the assembling. Inspect the gasket; pipe spigot, bevel, gasket groove and sealing surface for damage or deformation. Lubricants shall be applied as specified by the pipe manufacturer.

.6 Good alignment of the pipe is essential for easy assembly. Align the spigot to the bell and insert the spigot into the bell until it contacts the gasket uniformly. Firm and steady pressure shall be applied either by hand or by bar and block assembly until the spigot easily slips through the gasket. Do not swing or stab the joint or suspend the pipe and swing it into the bell or use excavating equipment to force pipe sections together. Complete each joint before laying next length of pipe.

.7 Handle pipe in a manner to prevent damage to the pipe walls. Pipe strung along the trench shall, if necessary, be supported on timber skids sufficiently protected to prevent injury. Securely close the open end of pipe at the end of each day's work to prevent the entrance of small animals, or the introduction of foreign matter of any nature, and do not reopen until work is resumed. Exercise care in joining sections of the pipe, in order to minimize any possibility of foreign matter whatsoever being inside the pipeline after the completion. Any obstructions remaining in the line after the completion thereof are to be removed.

.8 For concrete sewer pipe, mortar the joints in the interior of 900mm diameter and larger pipe. On the exterior of the pipe use mortar to caulk the joints and allow at least one hour set time before backfilling. Smooth finish the surface of all joints.

.9 When installing the pipe bedding/haunching material ensure that the pipe is adequately secure to prevent the pipe from lifting or moving laterally while the pipe bedding/haunching material is being placed and compacted around the pipe.

.10 For special fittings and tie-ins, cut the pipe to the length required as recommended by the pipe manufacturer without damaging the pipe or its coating. The end shall be cut smooth at right angles to the axis of the pipe.



.11 Flush all new storm sewer lines. Prevent any large debris from entering the existing system by using a screen at the downstream tie to the existing system.

.12 Do not install pipe on frozen bedding.

.13 Make watertight connections to manholes and catch basins. Use shrinkage compensating grout when suitable gaskets are not available.

3.4 Granular Bedding .1 All storm pipe and fittings shall be bedded with Class B Granular bedding in

accordance with Section 02000 – Trench Excavation and Backfill.

3.5 Excavation Backfill .1 Excavation backfill shall be in accordance with Section 02000 – Trench Excavation and

Backfill. 3.6 Testing and Inspection

.1 All pipe and fittings on a pressurized system shall be pressure tested.

.2 Before application for Substantial Completion all storm trunk and main pipe shall be inspected by means of video camera for leaks and other deficiencies as noted under 3.2 Tolerance. Contractor shall provide two color copies of the video inspection and the written Final Report to the Owner. The Final report shall be in spreadsheet format. Video inspection report shall follow the manhole and/or vault numbering and stationing as per the Contract Documents.

.3 If the video inspection reveals any ovality (out of round) in the flexible pipe sanitary sewer trunk and main pipe, the Contractor shall perform a deflection test to ensure those sections of pipe have not deflected in excess of 5%. The flexible pipe deflection test shall be performed by successfully pulling a mandrel, not less than 95% of the base internal diameter (as defined by the CSA or ASTM standard to which the pipe is manufactured), through the pipe. All deflection testing shall be performed in conjunction with the video inspections.

.4 Contractor shall perform the deflection testing in conjunction with the video inspections.

.5 Contractor shall inform the Engineer 48 hours before all testing and inspections are to begin.

4. SEWER INSPECTION BY CCTV (closed circuit television) 4.1 Sewer Inspection by CCTV (closed circuit television) General

.1 All Storm Sewer Mains shall be inspected by CCTV after backfilling of the trench to finished grade. CCTV inspection shall be performed by the Contractor on all Storm Sewer Mains, unless otherwise directed by the Engineer.

.2 Sewer Mains shall be flushed prior to the CCTV Inspection. The CCTV Inspection shall be performed immediately after the Sewer Mains have been flushed.



.3 The inspection shall be made by employing CCTV scanning equipment which shall be provided by the Contractor. The Contractor shall employ a qualified CCTV Contractor acceptable to the Owner to carry out the inspection.

.4 All CCTV inspection shall be carried out in the presence of the Engineer, who shall be given at least 48 hours advance notice of any testing to be carried out.

.5 Two (2) copies of the CCTV video and report shall be submitted to the Engineer.

.6 Acceptance of the Sewer CCTV Inspection shall be based on the Owner’s Representative’s review of all submitted material.

4.2 CCTV Testing Equipment .1 The CCTV Contractor shall provide all equipment and materials necessary to

conduct the inspection as specified herein.

.2 The CCTV Operator shall be certified by NAAPI and certification shall be supplied prior to commencing the work.

.3 The CCTV equipment shall be a self-contained camera and monitoring unit connected by cable. It must be waterproof and be capable of lighting the entire pipe. Picture capabilities must be of quality to show the entire pipe periphery. There must be capability of providing measurement within the line to any accuracy of one-third of a metre per kilometre. Picture quality must be such to produce a continuous 600 line resolution picture showing the entire periphery of the pipe. The following capabilities and items must be available:

.1 A direct voice communication.

.2 A solid state camera with pan and tilt capabilities mounted on a crawler.

.3 Self-contained electrical power.

.4 Proper safety equipment to protect employees and the general public.

.4 Position camera lens centrally in the pipeline with a positioning tolerance of +- 10% off the vertical centreline axis of the pipeline.

.5 The camera's rate of progress shall be uniform during inspection and shall not exceed the following limits:

.1 0.10 m/s for pipe diameters less than 200 mm.

.2 0.15 m/s for pipe diameters 200 mm and larger but not exceeding 310 mm.

.3 0.20 m/s for pipe diameters exceeding 310 mm.

4.3 CCTV Report .1 A CCTV log shall be maintained during the inspection showing location of leak,

fault, open joint, break, crack, collapse, settlement, obstruction, infiltration, or any other defect affecting the overall performance of the Sewer Main. The location of the defect shall be referenced from the manhole.

.2 A separate log shall be kept of service connections with comments of condition. The CCTV report shall also contain a photo of each service connection.



.3 Manhole identity shall be noted clearly as indicated on the drawings.

.4 Two (2) copies of the final typewritten report with corresponding video referenced to the text, along with two (2) copies of the video shall be submitted within two weeks after compilation of inspection.

.5 Pipe condition comments made in the report shall be in Industry Standard Terminology.

4.4 CCTV Cleaning

.1 The Contractor is responsible for cleaning and flushing all lines.

4.5 CCTV MISCELLANEOUS

.1 The Contractor shall be responsible for all works performed by the subcontractor, for traffic control and any other related work incidental to the completion of CCTV inspection.

4.6 CCTV INSPECTION AND ACCEPTANCE

.1 The location of all deficient work will be recorded and the Contractor will be required to repair, restore or otherwise make good, to the satisfaction of the Engineer, any deficient work including the repair of alignment problems, cracked or broken pipe, deformed pipe, leaks or any other faults not conforming with these specifications or the pipe manufacturers recommendations which the CCTV inspection revealed.

.2 After the deficiencies are repaired and corrected and before final acceptance, the Owner reserves the right to have the faulty areas re-inspected at the Contractor's expense.

END OF SECTION

MANHOLES AND CATCH BASINS SECTION 02730


1. GENERAL

1.1 Intent .1 Read this section with other sections for location, use and placement of manholes

and catch basins specified herein.

1.2 Drawings .1 Division III Detail Drawings are appended hereto and form part of this Section.

Number Title

BPW-115 1200mm Type 5A Precast Manhole Assembly BPW-116 Type 1-S Precast Manhole Assembly

BPW-117 1500 – 3000 Large Diameter Manhole Assembly BPW-118 Manhole Bases, Slab Top & Concrete Adjuster Rings BPW-119 F-49 Manhole Steel Riser Frame Rings BPW-120 Standard F-49 Manhole Frame and Sanitary Cover BPW-121 Standard F-49 Manhole Frame and Storm Cover BPW-122 F-68 Open Grate Manhole Frame and Cover BPW-123 Precast Concrete Bench Bases BPW-124 Internal Drop for Manhole BPW-125 External Drop for Manhole BPW-126 Test Manhole for Commercial Sanitary Sewer Services BPW-127 Manhole Safety Platform BPW-128 Type K-1 Catch Basin and Catch basin Manhole BPW-129 Type F-51 2-Piece Curb Component frame, Cover & 2 Piece

Grate BPW-130 K-1 Catch Basin Frame BPW-131 K-1 Catch Basin Grate BPW-132 K-1 Catch Basin Side Inlet BPW-133 K-7 Catch Basin BPW-134 K-7 Catch Basin Frame BPW-135 K-7 catch Basin Grate BPW-136 Twin Catch Basin/Catch Basin Manhole Assembly BPW-137 Manicured Parks Catch Basin BPW-138 Inlet Control Device (ICD)

.2 Provide shop drawings for each manhole and catch basin prior to fabrication.

2. PRODUCTS

2.1 Materials .1 Concrete:

.1 To Section 02050 – Cast-in-Place Concrete.



.2 Precast manhole section:

.1 To ASTM C478M-09, circular. Top sections flat slab top type with opening offset for vertical ladder installation. Monolithic bases to be approved by the Engineer.

.3 Precast catch basin sections:

.1 To ASTM C478M-09.

.4 Joints:

.1 Manhole joints: to be made watertight using bituminous compound (Rub-R-Nec or Conseal) or other approved sealant. Joints between slab top, concrete and neoprene adjusting rings do not require bituminous compound.

.2 Catch basin joints: catch basin barrel and slab top joints do not require bituminous compound.

.5 Non Shrink Grout and Dry Pack:

.1 To Section 02050 - Cast-in-Place Concrete.

.6 Ladder rungs:

.1 To CSA G30.12, #25M billet steel deformed bars, hot dipped galvanized to CSA G164M or aluminium (20 mm). Rungs to be safety pattern (drop step type).

.7 Adjusting rings:

.1 To ASTM C478M-09. Infra–Riser Multi-Purpose Rubber Adjustment Riser (or equivalent).

.8 Concrete brick:

.1 To CAN3-A165 Series.

.9 Manholes:

.1 Type 5-A and Type 1-S as indicated on Standard Drawings manufactured with sulphate resistant (Type HS) cement.

.10 Catch basins:

.1 Type K-1 and Type K-7 as indicated on Standard Drawings.

.11 Frames, gratings, and covers:

.1 Metal gratings and covers shall bear evenly on frames. A frame with grating or cover shall constitute one unit. Assemble and mark unit components before shipment.

.2 Grey iron castings: to ASTM A48M strength Class 20.

.3 Ductile iron castings: to ASTM A536, Class 60-40-18.

.4 Castings to be coated with two applications of asphalt varnish sand blasted or cleaned and ground to eliminate surface imperfections.

.5 Shallow manhole frames and covers: minimum 160 kg per set; heavy duty municipal type for road service; cover cast without perforations and complete with two 25 mm square lifting holes, as approved by the Engineer.



.6 Catch basin frames and covers shall consist of a side inlet, catch basin grate and catch basin frame. Minimum 198 kg. per set or as approved by the Engineer.

.12 Inlet Control Devices:

.1 When required catch basins shall be equipped with an outlet flow control orifice (Inlet Control Device) sized to accommodate the 1 in 5 year flow generated by that catch basin’s tributary area.


.1 IPEX (formerly Scepter/Canron) PVC Inlet Control Devices.

.2 Lafarge construction Materials Inlet Control Devices.

3. EXECUTION

3.1 Trench Excavation and Backfilling .1 Perform trench excavation and backfilling in accordance with Section 02000 – Trench

Excavation and Backfilling.

.2 Prior to installation of manholes or catch basins obtain Engineer’s approval.

3.2 Concrete Work .1 Do concrete work in accordance with Section 02050 - Cast-in-Place Concrete.

.2 Position metal inserts in accordance with dimensions and details as indicated.

3.3 Installation .1 Install manholes and catch basins in accordance with details indicated, plumb and true

to alignment and grade.

.2 Install manholes and catch basins with the progress of pipe installation. Maximum of three units behind point of pipe laying will be allowed.

.3 Dewater excavation as directed by the Engineer and remove soft and foreign material before placing concrete bases.

.4 Cast-in-place bottom slabs and bases shall be installed on undisturbed ground.

.5 Set precast concrete bases on 150 mm minimum depth of Type 1 granular fill or Type 2 fill (screened rock) as per Section 02000. Type 1 granular fill shall be compacted to a minimum 98% standard Proctor maximum dry density, moisture conditioned by drying or by adding water, to obtain an in-place moisture content of ± 2% of the optimum moisture content as determined by ASTM D698 over the full width of the cross section.

.6 Any manhole that requires the Contractor to add additional inverts must have the concrete saw cut.



.7 Pre-cast manhole barrels:

.1 When setting pre-cast manhole barrels to cast-in-place bottom slabs or bases the pre-cast shall be set in a bed of cement mortar and bond to cast-in-place concrete slab or base. Make each successive joint watertight as follows.

.1 Manhole joints: to be made watertight using bituminous compound (Rub-R-Nec or Conseal) or other approved sealant. Joints between slab top, concrete and neoprene adjusting rings do not require bituminous compound or mortar.

.2 Manholes having depth of 6 meters or greater, install safety platforms as indicated.

.8 Catch basin joints:

.1 Catch basin barrel and catch basin slab top joints do not require bituminous compound unless directed by the Engineer. Cement mortar shall be used between the slab top and steel frame and shall be water tight.

.9 Clean surplus mortar and joint compounds from interior surface of unit as work progresses.

.10 Plug lifting holes with (precast) concrete plugs set in cement mortar or mastic compound.

.11 For sewers:

.1 Place stub outlets and plugs at elevations and in positions indicated.

.2 Bench to provide a smooth U-shaped channel. Side height of channel to be 0.50 times full diameter of sewer. Slope adjacent floor at 1 on 10. Curve channels smoothly. Slope invert to establish sewer grade. For sewer pipe smaller than 300 mm diameter use standard fittings, breaking out upper half of fitting upon completion of manhole.

.12 Installing manholes and catch basins in existing systems:

.1 Where a new unit is to be installed in an existing run of pipe, ensure full support of existing pipe during installation. Carefully remove portion of existing pipe to dimensions required, and install new unit as specified.

.2 Make joints watertight between new unit and the existing pipe.

.3 Where deemed expedient to maintain service around existing pipes and when the system constructed under the project are ready to be put in operation, complete installation with appropriate break-outs, removals, redirection of flows, blocking unused pipes or other necessary work.

.13 New Manhole Adjustments:

.1 Set manhole frame and cover to required elevation on no more than three concrete adjustment rings (maximum 150 mm total height). Wood or steel shims shall not be used to level the adjustment rings or frames.

.2 Depth from top of manhole cover to first ladder rung shall not exceed 600 mm. Manhole shall be reconfigured as necessary. No ladder rungs will be permitted to



be installed into the riser rings.

.3 Manhole frame and cover shall be installed 5 mm below finished surface elevation.

.14 Existing Manhole Adjustments:

.1 Sectional Units:

.1 Remove existing frames and covers and store for re-use at locations designated by the Engineer.

.2 Raise or lower straight walled sectional units by removing slab top and adding or removing precast sections as required.

.3 Raise or lower tapered unit by removing cone section, adding, removing, or substituting riser sections to obtain required elevation, then replace cone section with slab top.

.4 When amount of raise is less than 75 mm use steel adjustment riser rings.

.2 Monolithic Units:

.1 Raise monolithic units by roughening existing top to ensure proper bond and extend to required elevation with mortared brick course for 150 mm or less alteration.

.2 Lower monolithic units with straight wall by removing concrete to elevation indicated for rebuilding.

.3 Then monolithic units with tapered upper section are to be lowered more than 50 mm, remove concrete for entire depth of taper plus as much straight wall as necessary, then rebuild upper section to required elevation with cast-in-place concrete.

.4 Install additional manhole ladder rungs in adjusted portion of units as required.

.5 Re-use existing gratings and frames.

.6 Set manhole frame and cover to required elevation on no more than three concrete adjustment rings. Wood or steel shims shall not be used to level the adjustment rings or frames.

.15 New Catch Basin Adjustments:

.1 For adjustments up to 25mm, embed iron or steel wedges in mortar.

.2 For adjustments greater than 25mm place catch basin frame and cover to required elevation on no more than one course of brick (100 mm maximum).

.2 Make brick joints and join brick to frame with non shrink grout as per Section 02050 Cast-in-Place Concrete. Parge with non shrink grout and make a smooth watertight finish.

.3 Catch basin frame and cover shall be installed 10 mm below finished surface elevation and 10 mm behind face the face of curb.



.16 Clean manholes and catch basins of debris and foreign materials. Remove fins and sharp projections. Prevent debris from entering system.

.17 Where required install Gutter Guards around catch basins to prevent silt from entering storm system.

END OF SECTION

ABANDONMENT OF EXISTING SEWER PIPE AND MANHOLES SECTION 02740


1. GENERAL

1.1 Intent .1 Read this section with other sections for location, use and placement of

Abandonment of exiting sewer pipe and manholes specified herein.

1.2 Drawings .1 Not applicable

2. PRODUCTS

.1 Not applicable

3. EXECUTION

3.1 Abandonment of Sewer Pipe .1 Pipes and catch basin leads 200mm in diameter or smaller may be left in place and

deemed abandoned as follows:

.2 For concrete and PVC pipe, seal the outgoing lead (pipe) with a manufactured compression/mechanical type plug. Place concrete over top of the plug with low slump cast-in-place concrete.

.3 Pipes larger than 200mm but smaller than 575mm in diameter may be left in place and deemed abandoned as follows:

.4 For concrete pipe, place sandbags and or bricks 300mm inside of the outgoing lead (pipe) to be abandoned, and seal with low slump cast-in-place concrete.

.5 For PVC pipe, place sandbags and/or bricks 300mm inside the outgoing lead (pipe )to be abandoned. Coat the inner pipe with a layer of approved sewer pipe sealant in order to create a watertight barrier. Place concrete over top of sandbag/brick barrier with low slump cast-in-place concrete.

.6 Pipes 575mm in diameter or larger shall have abandonment methods detailed on drawings and obtain written approval prior to the commencement of any work. Proposed methods shall be submitted and approved by City of Brooks Maintenance Department.

3.2 Abandonment of Manholes

.1 Plug all outgoing leads (pipes) at the manhole as per Clause 3.1 of Section 02740 Abandonment of Sewer Pipe. Excavate and remove each manhole lid and frame. Barrels may be left in remove at least enough barrels to have a depth of 1.50m from finish grade. Additional barrels may be left in place or removed to their base. Fill base with sand and/or clay and compact to 95% Standard Proctor Density. Seal the top of the abandoned manhole with low slump cast-in-place concrete. Refer to notes in Drawing Set.

ABANDONMENT OF EXISTING SEWER PIPE AND MANHOLES SECTION 02740

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 2 3.3 Abandonment of Catch Basins

.1 Plug all outgoing leads (pipes) to the existing live main as per Clause 3.1 of Section 02740 Abandonment of Sewer Pipe.

.2 Excavate and remove all catch basins and their leads up to the plug.

END OF SECTION

STRIPPING SECTION 03000


1. GENERAL


stripping specified herein.


1.3 Definitions

.1 “Topsoil” is defined as the uppermost part of the soil, ordinarily moved in tillage, or its equivalent in uncultivated soils, and normally ranging in depth from 50 mm to 450 mm.

.2 “Subsoil” is defined as material that lies immediately beneath the Topsoil and extending to root depth. Subsoil may be up to 1.5 m in depth.

.3 “Overburden” is defined as soil material that lies between the subsoil and the material that is designated to be utilized for construction.

.4 “Stripping” is defined as the excavation of Topsoil, Subsoil, and Overburden, including materials in frozen condition.

2. PRODUCTS

2.1 Materials .1 Not applicable.

3. EXECUTION

3.1 Execution General .1 The Contractor shall notify the Engineer in writing, a minimum of three (3) calendar

days prior to commencement of stripping.

.2 The Engineer and the Contractor shall inspect the area to be stripped to establish specific requirements and to review procedures, which shall be confirmed in writing by the Contractor.

.3 Abide by Provincial and Municipal regulations with regard to diversions or alterations to drainage patterns.

.4 Stripping shall not exceed the limits shown on the drawings or as designated by the Engineer.

.5 The Engineer may waive stripping of wet land areas at his discretion.

STRIPPING SECTION 03000

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 2 3.2 Protection of Existing Facilities

.1 Locate utility lines, fencing, survey reference points, instrumentation, culverts, and all other existing facilities before commencement of Work. Protect these items from damage.

3.3 Excavation

.1 Stay on designated haul roads and do not disturb grassed or natural areas not part of the Work. Do not drive on undisturbed areas except for the performance of stripping operation.

.2 In borrow areas, strip topsoil to top of subsoil levels, then strip the subsoil. Avoid mixing topsoil and subsoil.

.3 Strip and stockpile materials separately and prevent contamination.

.4 Strip and stockpile materials from temporary construction access roads, borrow areas and waste fill areas required for performance of the Work.

.5 Conduct the stripping operation far enough in advance of excavation to ensure that undesirable material does not become mixed with the topsoil.

.6 Suspend stripping operations during rain or wet ground conditions.

.7 Suspend stripping operations during high winds greater than 80 km/hr, which may result in contamination or loss of Topsoil.

.8 Provide proper drainage of surface water from stripped area to prevent ponding and infiltration in areas where fill is to be placed.

.9 Use equipment with precise depth control such as a grader when stripping shallow depth topsoil.

.10 If the borrow area soils are frozen, rip the area to a depth of 300 mm and stockpile separately.

.11 Excavate all initial frozen material. Subsequent frost removal will not be paid.

3.4 Stockpiles

.1 Unless otherwise designated in the Contract Documents, stockpile stripped material adjacent to borrow areas or waste areas or along the construction right of way. Choose stockpile locations such that they will not interfere with future construction.

.2 Stockpile topsoil separately from other materials.

.3 Maintain a minimum separation of 1 m between stockpiles.

.4 Stockpile frozen material stripped from borrow areas separately from other materials.

.5 Adopt measures to prevent drifting of topsoil.

.6 Keep drainage courses clear of stockpiled material.

.7 Stockpile material at slopes lower than 2H:1V.

END OF SECTION

TOPSOIL PLACEMENT SECTION 03010


1. GENERAL


topsoil placement specified herein.


2. PRODUCTS

2.1 Materials

.1 Obtain materials required for reclamation from designated topsoil stockpiles.

3. EXECUTION

3.1 Protection of Existing Facilities

.1 Locate utility lines, fencing, survey reference points, instrumentation, culverts, and all other items before commencement of Work. Protect these items from damage.

3.2 Preparation of Subgrade

.1 Remove debris, roots and other deleterious materials and haul to designated disposal areas.

.2 Grade areas to be reclaimed to eliminate uneven areas. Grade to ensure proper drainage.

.3 Scarify all areas to be reclaimed to a minimum depth of 300 mm. Scarify entire subgrade area once in the longitudinal direction and once in the perpendicular direction. Disc area when large clay lumps are prevalent.

3.3 Topsoil Placement

.1 Excavate, load and haul topsoil from stockpiles and place in areas designated by the Engineer.

.2 Place subsoil and topsoil in dry weather on dry unfrozen subgrade.

.3 Distribute material to uniform thickness over the entire area. Disc material and remove all rocks larger than 75 mm.

.4 Manually spread topsoil around structures, fences or other obstructions.

.5 Grade to ensure positive drainage on slopes and away from structures.

.6 Leave surface smooth, uniform and compact to 90% Standard Proctor Density to prevent settlement when watered. Obtain minimum depth specified by the Engineer of topsoil after compaction.

END OF SECTION

CLEARING AND GRUBBING SECTION 03020


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for clearing and grubbing specified

herein.


1.3 Definitions

.1 Clearing:

.1 Clearing shall consist of cutting, piling, removal and disposing of trees, brush vegetative growth and logs above the ground surface.

.2 Grubbing:

.1 Grubbing shall consist of removal and disposing of all objectionable material below the ground surface including roots, brush, stumps and buried debris.

2. PRODUCTS

2.1 Materials .1 Not applicable

3. EXECUTION

3.1 Regulatory Requirements

.1 The Contractor shall obtain necessary permits from authorities having jurisdiction and adhere to Provincial and Local bylaws regarding disposal of merchantable timber in the area (burning or burying of disposal material will not be allowed with-in the City of Brooks Corporate limits).

3.2 Protection

.1 Prevent damage to fencing, trees, landscaping, natural features, bench marks, existing buildings, utility lines, site appurtenances, water courses and root systems of trees which are to remain. All damage incurred shall be repaired by the Contractor at his expense.

.2 Apply tree paint approved by the Engineer, to cuts or scars suffered by vegetation designated to remain.

CLEARING AND GRUBBING SECTION 03020

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 2 3.3 Clearing

.1 Cut, remove, and dispose of all timber, brush, windfall and any other fallen timber, stumps and rubbish except such trees and shrubs as may be designated for preservation by the Engineer.

.2 Preserve such designated trees and shrubs from scarring, barking or other injury during construction operations.

.3 Where no grubbing is to be done, all trees, roots and existing stumps shall be cut off flush with the original ground surface.

.4 Cut, remove and dispose of dangerous trees overhanging off the right-of-way.

.5 Pull down, remove and dispose of structures, fences and any physical obstructions.

3.4 Grubbing .1 Excavate, remove and dispose of all roots, stumps, submerged logs, corduroy and

similar objectionable matter, to a minimum depth of 0.2 m.

.2 Fill holes and level areas disturbed by grubbing. 3.5 Disposal

.1 All cleared and grubbed materials shall be removed from the designated work areas and shall be disposed of in a manner satisfactory to the Engineer and the appropriate governmental authority, and shall be disposed of as soon as possible after the initial removal. In no case shall it be left to interfere with grading operations.

.2 Burning or burying of cleared and grubbed materials will not be allowed with-in the City of Brooks Corporate Limits.

3.6 Finish

.1 Leave the ground surface in a condition suitable for stripping of topsoil.

END OF SECTION

SITE GRADING SECTION 03100


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for site grading specified herein.


1.3 Definitions .1 Common excavation:

.1 Excavation of materials of whatever nature, which are not included under definitions of rock excavation including topsoil, dense tills, sandstone, shale, hardpan, frozen materials and partially cemented materials which can be ripped and excavated with heavy construction equipment for use in embankments or fill areas.

.2 Waste Excavation:

.1 Excavation of materials unsuitable for use in work or surplus to requirement.

.3 Grading:

.1 Material derived from usable excavation and placed above original ground or stripped surface up to subgrade elevation.

.4 Topsoil:

.1 Material capable of supporting good vegetative growth and suitable for use in top dressing, landscaping and seeding.

.5 Sub-grade:

.1 The soil immediately below a road structure.

.6 Sub-base:

.1 A bed of material laid under a road base on the subgrade to strengthen it or to improve the drainage.

.7 Base Course:

.1 The surfacing layer immediately below the surface or wearing course.

.8 Surface or wearing course:

.1 The top, visible layer of a road.

2. PRODUCTS

2.1 Materials General .1 Excavated or graded material to be approved before use as fill material for grading

work. Protect such approved material from contamination.



.2 Fill material used for grading work shall not contain organic matter, frozen lumps, weeds, sod, roots, logs, stumps or any other objectionable matter.

2.2 Organic Materials

.1 Organic material is peat moss, or other organic material underlying the topsoil, or topsoil that has not previously been stripped.

2.3 Unsuitable Materials

.1 Unsuitable materials are materials other than organic material that are in the opinion of the Engineer not suitable for use in sub-grade of roads or in embankments, or fills.

2.4 Common Excavation Materials

.1 Common excavation materials shall be materials excavated from the site, consisting of sand, clay or silty material, other than rock, organic materials or unsuitable material which can be removed and placed in fill areas, embankments or stock piles for re-use, or otherwise disposed of.

2.5 Common Borrow Materials

.1 Common borrow material is obtained from areas off the site.

.2 Common borrow materials shall be sandy or silty clay materials of medium plasticity or sand or pit run gravel from borrow pits. Common borrow materials shall be free from topsoil, organic material, or debris.

2.6 Pit-Run Gravel

.1 Put run gravel shall be maximum size 75 mm complying with the following gradation:

Sieve Size Percent Passing 80 mm 100

50 mm 55 – 100

25 mm 38 – 100

16 mm 32 - 85

5 mm 20 – 65

315 micro m 6 - 30

80 micro m 2 – 10


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 7 2.7 Sand

.1 Sand shall be maximum size 9.5 mm complying with the following gradation:

Sieve Size Percent Passing 9.5 mm 100

4.75 mm 90 - 100

150 micro m 20 maximum

2.8 Crushed Gravel .1 Crushed gravel shall be maximum size 40 mm complying with the following

gradation:


25 mm 70 – 94

16 mm 55 – 85

10 mm 44 – 74

5 mm 32 – 62

1.25 mm 17 – 43

630 micro m 12 – 34

315 micro m 8 – 26

160 micro m 5 – 18

8o micro m 2 - 10

.1 Crushed gravel shall be maximum size 20 mm complying with the following gradation:


16 mm 84 - 94

10 mm 63 - 86

5 mm 40 - 67

1.25 mm 20 – 43

630 micro m 14 – 34

315 micro m 9 – 26

160 micro m 5 – 18

8o micro m 2 - 10


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 4 OF 7 2.9 Rock

.1 Rock is either single boulders, pieces of concrete or masonry with a volume in excess of 0.25 m3 or any material that cannot be removed by a tracked machine having a bucket capacity of 0.95 to 1.15 m3, and which requires for its removal, drilling and blasting or breaking up with a power operated hand tool.

.2 No soft or disintegrated rock which can be removed with a hand pick; no material which can be ripped with a crawler tractor having a rated horsepower of 200 to 249; no loose or previously blasted rock or broken stone and no rock exterior to the minimum limits for measurement allowed, will be measured or allowed.

.3 Frozen material is not classified as rock.

3. EXECUTION

3.1 General .1 Obtain any necessary permits required to complete the Work.

.2 Visit the site and note all characteristics and irregularities affecting the work of this section.

.3 To proceed with the work will mean acceptance of the conditions, and failure to comply with Section 03100 Site Grading, Clause 3.1.2 will in no sense form the basis for any claims.

.4 Maintain bench marks, monuments, and other reference points, re-establish if disturbed or destroyed.

.5 Prior to commencement of excavation work, establish the location and extent of all underground utilities occurring in the work areas. Where applicable, notify Utility Companies to remove and relocate the utility lines which are in the way of excavation.

.6 Locate, protect and mark all utilities and appurtenances, including manholes, catch basins, valves and hydrants.

.7 Protect utility services uncovered by excavation.

.9 Remove abandoned utility service lines from areas of construction. Cap, plug, or seal such lines and identify at grade with a marker and accurately located terminated line and identify on as-built drawings.

.10 Protect trees, natural features, bench marks, structures, roads, sidewalks, paving and curbs against damage from vehicular or foot traffic. Install and maintain proper bridging and planking to provide access to buildings.

3.2 Shoring and Bracing and Underpinning

.1 Obtain approval for protective measures: shoring, bridging, walkways, covers and related structures from authorities having jurisdiction before proceeding with the Work.

.2 Comply with applicable local regulations and to protect existing features.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 5 OF 7 3.3 Dewatering

.1 Keep excavations free of water while work is in progress.

.2 Dispose of water in manner not detrimental to public and private property, or any portion of work completed or under construction.

.3 Submit for review details of proposed dewatering methods, such as dykes or well points.

3.4 Excavation

.1 Excavate to lines, grades and elevations as indicated.

.2 Do additional excavation only by written authorization of the Engineer. Correct unauthorized excavation as directed by the Engineer at no cost to the Owner.

.3 Remove concrete, masonry, paving, walks, demolished foundations and rubble and other obstructions encountered during excavation.

.4 Do not disturb soil within branch spread of trees or shrubs that are to remain. If excavating through roots, excavate by hand and cut roots with sharp axe or saw. Seal cuts with approved tree wound dressing.

.5 Dispose of waste excavated material off-site.

.6 Do not obstruct flow of surface drainage or natural watercourses.

.7 Make good any damage occurring as a result of inadequate, unauthorized, or defective methods of protection.

3.5 Grading

.1 Rough grade to required levels, profiles, and contours and make ready to receive surface treatment as indicated. Make changes in grade natural. Blend slopes into level areas.

.2 Rough grade by machine to produce a uniform contoured grade.

.3 Prior to placing excavated fill material over existing ground, scarify to depth of 150 mm moisture content of fill and existing surface to be approximately the same to facilitate bonding.

3.6 Embankments and Fills

.1 Uniformly grade areas to be filled before placing material.

.2 Place common and borrow excavated materials in embankments and fills; and in over-excavated areas if approved by the Engineer.

.3 Construct embankments by depositing, shaping and rolling materials in layers not exceeding 150 mm thickness.

.4 Following the stripping, where compaction of embankments and fills is required, the area should be scarified to a minimum depth of 150 mm and recompacted to 100% standard Proctor maximum dry density as determined by ASTM D698 over the full width of the cross-section. The fill should then be placed in lifts not greater than



150 mm in compacted thickness. Compaction shall be to the following minimum percentages of the maximum density as determined by the Standard Proctor Test ASTM D698:

.1 Fills less than 1 meter - 98% of standard Proctor maximum dry density.

.2 Fills greater than 1 meter - 100% of standard Proctor maximum dry density.

.5 Apply water as necessary during compacting to obtain specified density. If the material is excessively moist, aerate by scarifying with suitable equipment until moisture content is correct.. Moisture content of the material being placed in fills and embankments shall be controlled to within ±2% of the optimum moisture content as determined by the standard Proctor test ASTM D698, over the full width of the cross-section.

.6 Schedule work to use the common excavated materials completely. Borrowing of materials will be authorized only after all suitable common excavated materials have been utilized.

.7 If common excavated materials are not available in sufficient quantity to complete the work, or if borrow materials are required, supply and place either common borrow, sand, crushed gravel or pit-run gravel as specified and compact as specified above.

3.7 Quality Assurance

.1 Testing of compacted fills will be carried out by an independent inspection firm appointed by the Engineer and paid for by the Owner.

.2 Perform tests in accordance with ASTM D698.

.3 If, during progress of work, tests indicate that fills do not meet specified requirements, remove defective fills, replace and retest at Contractor's expense as directed by the Engineer.

.4 Ensure compacted fills are tested and approved before proceeding with placement of subsequent lifts or surface materials.

3.8 Proof Rolling

.1 If ordered by the Engineer, supply and operate a loaded test vehicle of 8200 kg axle load to test the roadway sub-grade.

3.9 Finishing

.1 Remove soft or other unstable material that will not compact properly and fill resulting depressions with approved material.

.2 Rough grade to within 50 mm of design elevations but not uniformly high or low.

.3 Sub-grade surfaces shall be within 15 mm of design grades.

.4 Do scarifying, blading, compacting or other methods of work as necessary to provide a thoroughly compacted surfaces shaped to grades and cross sections indicated or directed.



.5 Finish back and side slopes of common material to a neat condition, true to line and grade.

.1 Remove boulders encountered in cut slopes and fill resulting cavities.

.2 Hand finish slopes that cannot be finished satisfactorily by machine.

.2 Adjust utility structures and appurtenances to final grades and elevations.

3.10 Restoration .1 Remove all surplus material not required from the site as directed by the Engineer.

.2 Immediately clean up any spillage or tire tracking occurring upon public property or upon property of others.

.3 Clean and reinstate areas affected by work as directed by Engineer.

END OF SECTION

CHAIN LINK FENCE AND GATES SECTION 04000


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for the installation of Chain Link

Fence and Gates specified herein. 1.2 Detailed Drawings

.1 Not applicable

2. PRODUCTS

2.1 Materials .1 The Contractor shall supply galvanized metal chain link fences as manufactured by

Frost Steel Wire Co. Ltd. or approved equal. All fencing materials shall be new.

.2 The fences shall be 1280 mm high to the top rail.

.3 Fabric:

.1 Chain line fence fabric shall be 1220 mm high, woven of 4 mm wire in a 50 mm diamond-mesh pattern, hot dipped galvanized after weaving.

.2 The top selvage shall be a twisted and barbed finish and the bottom selvage shall be a knuckled finish.

.3 Galvanized fabric shall have an average of 488 grams per square meter of zinc coating.

.4 Line Posts:

.1 Line posts shall be 60 mm outside diameter, Standard Continuous Weld Schedule 40 pipe, galvanized with a minimum weight of 5.4 kilograms per linear meter.

.2 No tubing, conduit or open seam material will be permitted. Line posts shall be spaced as shown on the Drawings and in no case further than 3000 mm apart.

.5 Terminal Posts:

.1 End, corner, gate and straining posts shall be 90 mm outside diameter Standard Continuous Weld Schedule 40 pipe, galvanized with a minimum weight of 11.2 kilograms per linear meter.

.2 No tubing, conduit or open seam material will be permitted.

.6 Post Tops:

.1 Post tops shall be pressed steel, or aluminium designed as a weather-tight closure cap for tubular posts.

.2 One cap for each post shall be provided.

.3 Where top rail is used, tops which permit passage of top rail shall be provided.

.7 Tension Wire:

.1 Tension wire shall be zinc or aluminium coated coil spring steel wire not less than



5 mm in diameter.

.2 Tie clips of manufacturer’s standard as approved for attaching the wire to the fabric, at intervals not exceeding 500 mm shall be provided.

.8 Tension Bars:

.1 Tension bars shall be one-piece lengths equal to full height of fabric with a minimum cross-section of 4.75 mm by 19 mm.

.2 One stretcher bar for each gate and end post and two for each corner and pull post shall be provided.

.9 Tension Bar Bands:

.1 Tension bar bands shall be heavy pressed steel, spaced not over 380 mm on centre to secure stretcher bars to tubular end, corner, pull and gate posts.

.10 Top Rail:

.1 Top rail shall be 43 mm outside diameter galvanized pipe, plain ends, random lengths, Standard Continuous Weld Schedule 40 pipe or high strength hollow structural section 2.5 mm wall with mechanical properties similar to ASTM Specification A.36.

.2 No tubing, conduit or open seam material will be permitted.

.3 Couplings shall be outside sleeve type and at least 150 mm long. Springs at one coupling in five to permit expansion in rail as recommended by the manufacturer shall be provided.

.4 Top rail shall extend through line post tops to form continuous brace from end-to-end of each stretch of fence.

.11 Braces:

.1 Braces shall be of the same material as the top rail and shall be installed midway between the top rail and extend from the terminal post to the first adjacent line post.

.2 Braces shall be securely fastened to the posts by heavy pressed steel and malleable fittings, then securely trussed from line post to base of terminal post with a 10 mm truss rod and tightener.

.12 Fittings:

.1 Fittings shall be malleable steel, cast iron, or pressed steel, as required.

.2 Fittings to include extension arms for barbed wire, stretcher bars and clamps, clips, tension rods, brace rods, hardware, fabric bands and fastenings, and all accessories.

.3 Forty-five degree angle bracket type supports to accommodate three strands of barbed wire as shown shall be provided.

.13 Gates:

.1 Gates shall be swing type, complete with latches, stops, keepers and hinges. Gate frames shall be of the same material as the top rail.



.2 Frames are to be electrically welded at all joints and galvanized after welding.

.3 Gates shall be supplied with galvanized malleable iron hinges, latch and latch catch.

.14 Adhesive Anchors:

.1 Supply adhesive anchors for posts located on concrete structures.

.2 Adhesive anchors to be Hit C-100 system as manufactured by Hilti Ltd. or Polyall Epoxy System as manufactured by Ucan Fastening Products Ltd.

.3 Provide galvanized threaded rods, nuts and washers.

3. EXECUTION

3.1 General .1 Install fencing and gates as required in accordance with CAN/CGSB-138.3.

.2 Fencing shall be erected in straight lines between angle points by skilled personnel experienced in this type of construction. The fences shall be erected in accordance with the manufacturer’s recommendations as approved and with these Specifications. The posts shall be set plumb and in true in line. Top rail of the fence shall be at the top of the fabric.

.3 Chain link fabric shall be fastened to end posts with stretch bars and clamps and to line posts and top rail with wire or bands at approximately 350 mm centres and too mm centres, respectively.

.4 Gate posts shall be braced as specified.

.5 Gates shall be hung and all hardware adjusted so that gates operate satisfactorily from open or closed position.

.6 Fence posts shall be welded to metal base plates, as shown on the Drawings.

.7 All fastenings required to attach base plates securely to the top or vertical face of the concrete are to be supplied by the Contractor.

.8 Space line posts 3 m apart measured parallel to the ground or concrete surface.

.9 Space straining posts at equal intervals not exceeding 15 m if distance between end or corner posts on straight continuous lengths of fence over reasonably smooth grade is greater than 150 m.

.10 Install additional straining posts at greater than 10 degree changes in direction.

.11 Install corner post where change in alignment exceeds 10 degrees.

.12 Install end posts at end of fence. Install gate posts on both sides of gate openings.

.13. Do not install chain link fence fabric until concrete has cured a minimum of 7 days at ambient temperatures above 10ºC.

.14 Install brace between end and gate posts and nearest line post, placed in centre of panel and parallel to ground surface. Install braces on both sides of corner and straining posts in similar manner.



.15 Install top rail between posts and fasten securely to posts and secure waterproof caps and overhang tops.

.16 Install bottom tension wire, stretch tightly and fasten securely to end, corner, gate and straining posts with turnbuckles and tension bar bands.

.17 Lay out fence fabric. Stretch tightly to tension recommended by the manufacturer and fasten to end, corner, gate and straining posts with tension bar secured to post with tension bar bands spaced at 300 mm intervals. Knuckled selvedge at bottom. Twisted selvedge at top.

.18 Secure fabric to top rails, line posts and bottom tension wire with tie wires at 450 mm intervals. Give tie wires minimum two twists.

.19 Install adhesive anchors in accordance with the manufacturer’s written instructions. Drill holes to the required diameter and embedment depth and cleaned out with a wire brush or compressed are free of oil. Cure time for the adhesive to be as specified by the manufacturer.

3.2 Installation of Gates

.1 Install gates in locations shown on the Drawings.

.2 Level ground between gate posts and set gate bottom 50 mm above the ground surface.

.3 Determine position of centre gate rest for the double gate. Cast gate rest in concrete as shown on the Drawings and extend concrete 50 mm above ground level and slope to drain away from the gate rest.

.4 Install gate stops where indicated on the Drawings.

3.3 Repair of Damaged Galvanized Coatings .1 Repair damaged galvanized surfaces using a zinc rich paint conforming to MIL SPEC

DOD-P-21035.DOD-P-21035.

END OF SECTION

BOLLARD AND CHAIN FENCING SECTION 04100


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for the installation of Bollard and

Chain Fencing specified herein. 1.2 Detailed Drawings


Number Title

BPW-325 Wood Bollard and Chain Detail (150 X 150 Beam) BPW-326 Wood Bollard and Chain Detail (Flat Top) BPW-327 Wood Bollard Detail (Flat Top) BPW-328 Wood Bollard Detail (150 X 150 Beam) BPW-329 Removable Steel Bollard Detail BPW-330 T-Bollard Surface Mount

2. PRODUCTS

.1 Bollards:

.1 150 mm (6 inches) diameter rough sawn S.P.F. pressure treated (or equivalent) flat top posts, 1500 mm (60 inches) in length.

.2 Chain:

.1 7 mm (1/4inch) link zinc, grade 30.

.3 Removable Steel Bollard:

.1 Bollard base is 115 mm (4.5 inches) diameter schedule 40 pipe, 300 mm in length set in 300 mm (12 inches) concrete base. Concrete base is set flush with asphalt surface and open at bottom for drainage.

3. EXECUTION

3.1 Execution General

.1 The Contractor is responsible to have all underground utilities located.

.2 The Engineer will mark the alignment for the installation of the bollards. The Contractor shall contact the Engineer, to request the marking of the alignment, three (3) calendar days prior to calling for locates.

3.2 Installation

.1 The bollards shall be installed on the City side of the property line.

.2 In locations where bollard and chain is to be installed, the bollards shall be installed on 2.4 m (8 ft) centre.

BOLLARD AND CHAIN FENCING SECTION 04100


.3 In locations where bollards only are to be installed, the bollards shall be installed on 1.5 m (5 ft) centre.

.4 Bollards shall be installed level and in alignment with the property line. Install bollards in the ground with 750 mm (29.5 inches) exposed above the ground. All holes shall be tamped to ensure bollards are installed tight. The Contractor is responsible for re-drilling any holes.

.5 Install 3.0 m (10 ft) chain gate where directed by the Project Manager. The City shall supply the padlock.

.6 Drill a hole in the bollard 35 mm (1 3/8 inches) in diameter 100 mm (4inches) from the top of the bollard.

.7 Install the chain through the holes in each bollard.

.8 Using 150mm (6 inches) galvanized nails, anchor the chain in each post.

.9 Chain between posts shall have approximately 100 mm to 150mm (4 to 6 inches) of sway.

.1 Install removable steel bollard 600 mm (23.5 inches) above ground. Bollard base pipe set in concrete. Concrete base is to be flush with asphalt surface.

3.3 SITE CLEAN UP

.1 The Contractor shall take every precaution not to damage, injure or mark existing surfaces, structures or landscaping on the City owned property or adjacent private properties.

.2 Any damage that may be caused by the Contractor, his employees or equipment or subcontractors, shall be restored to pre-construction condition at the Contractor's expense and to the satisfaction of the Engineer.

.3 All grass areas disturbed as a result of construction shall be reseeded as per the seeding specifications.

3.4 INSPECTION

.1 Upon completion of bollard installation, the Contractor shall arrange for inspection.

END OF SECTION

BARBED AND BARBLESS WIRE FENCING SECTION 04200


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for the installation of Barbed and

Barbless Wire Fencing specified herein. 1.2 Detailed Drawings

.1 Not applicable

2. PRODUCTS

2.1 Posts .1 Line posts shall be pressure preservative treated in 2.1 metre lengths and shall be

125mm nominal round diameter. Posts shall be new, straight, free from large cracks and set a minimum of 0.75 metres into the ground.

.2 Corner, end, and pull posts shall be pressure preservative treated in 2.44 metre lengths and shall be 150mm nominal round diameter. Posts shall be new, straight, free from large cracks, and set a minimum of 1.05 metres into the ground.

.3 Brace posts shall be pressure preservative treated in 3.05 metre lengths and shall be 100mm nominal round diameter. Posts shall be new, straight, and free from large cracks.

2.2 Wire and Hardware

.1 Barbed wire:

.1 Shall be composed of two main strands of 12 gauge galvanized steel having a minimum breaking strength of 1930 kg. Four point barbs shall be spaced 127 mm apart.

.2 Barbless wire:

.1 Shall be composed of two main strands of 12 gauge galvanized steel having a minimum breaking strength of 1930 kg.

.3 Smooth wire for braces:

.1 Shall be galvanized 9 gauge steel wire having a minimum tensile strength of 3169 kg per square cm.

.4 Staples:

.1 Shall be 9 gauge galvanized steel measuring 38mm long.

.5 Tension springs:

.1 Shall be approved fence tension springs typically used in fence construction.



3.1 General .1 Diagonal wood braces shall be attached with .95 cm x 10.2 cm steel dowel at each end

extending 5 cm into the brace and 5 cm into the post, 7.6 cm above grade and 23 cm below the top of the adjacent post.

.2 Wire braces shall be comprised of four strands of 9 gauge steel wire securely fastened 15 cm below the top of the post and 10 cm above grade. The wire shall be tightened (twisted) with a 1.9 cm x 2.5 cm wood lab or 0.96 cm diameter steel rod until the entire assemble is rigid. Slats or rods shall be left in position.

.3 Horizontal brace shall be cut to length and placed 30 cm below the top of the posts. The brace is to be installed level with 0.95 cm x 10.2 cm steel dowel at each end, extending 5 cm into the post.

3.2 End Assembly

.1 The end assembly shall consist of one (1) end post and two (2) pull posts, two (2) brace posts and two (2) wire brace assemblies.

.2 The end post shall be placed at the location required for termination of a fence assembly.

.3 The first pull post shall be placed 2.51 metres for the end post in line with the fence assembly. The second pull post shall be placed 2.51 metres from the first pull post in line with the fence assembly.

.4 Two (2) diagonal wood braces shall be attached with .95 cm x 10.2 cm steel dowel at each end extending 5 cm into the brace and 5 cm into the post, 10 cm above grade and 23 cm below the top of the adjacent post.

.5 Wire braces shall be installed as specified in 3.1.2 above.

3.3 Corner Assembly .1 Corner assemblies are constructed as tow end assemblies with at shared end post.

3.4 Fence Assembly .1 The fences assembly shall consist of line posts spaced approximately 5.0 m apart and

placed a minimum of 75 cm into the ground.

.2 Four strands of barbed wire shall be strung, stretched and stapled such that Run 1 is 30 cm above grade and follows general ground contour and Runs 2, 3, and 4 spaced in 30 cm intervals above Run 1.

.3 The wire shall be wrapped around end posts stapled and tied.

.4 The fence shall be straight. The top of the fence shall follow the contour of the land in a smooth fashion.

.5 The Contractor is responsible for staking of post locations. Reference points, if required, will be provided by the Engineer.

.6 Posts installed in pre-drilled holes shall be aligned and thoroughly hand tamped for the



entire backfill.

.7 Posts installed by post-pounder method may require trimming to remove damaged post tops. Posts requiring more than 150 mm of trimming shall be removed and replaced.

3.5 Pull Post Assembly

.1 Pull post assembly shall be spaced at 200 m maximum intervals or at points of fence direction change.

.2 The centre post of the assembly is specified as an end or corner post with two side posts specified as pull posts.

.3 Two (2) horizontal braces shall be placed between the pull posts and the centre post and fastened as described in Section 3.1.2 above.

.4 Four (4) smooth wire braces shall be placed as in Section 3.1.2 above to form an X in both spans.

3.6 Gate Assembly

.1 The gate assembly shall consist of two (2) end assemblies and a wire/post gate.

.2 The wire post gate shall consist of four (4) brace posts, as described in Section 2.1.3 cut to 1.37 m in length and spaced 2.51 apart. The closing post of the gate shall be in a line post and cut to 1.37 m long.

.3 A Gen Manufacturing Ltd. Of Coaldale, Alberta, 6HD Easy-Lock Gate Closer, or approved equal, shall be supplied and installed as per manufacturer’s instructions.

.4 Gate wire shall be supplied and installed as per Section 3.4.2 fastened to an end post with tension springs wrapped and tied around the closing post.

3.7 Installation

.1 The fence shall be installed at locations specified on the Drawings.

.2 One barbed wire shall be first stretched at the bottom to determine alignment of line posts and shall be temporarily fastened to end posts. This barbed wire may be left at the bottom when needed.

.3 End (or corner) post assemblies- the fence or stretchers shall be attached to the first brace post in the assembly. Its design provides for maximum strain taken at the point. A slack span of fence fabric is used between the end (or corner) post and the first brace post after stretching is completed.

.4 Pull-post assembly – the fence fabric shall be extended past the first post and attached to the middle post. The wires shall be cut and wrapped around the post.

.5 The tension for stretching the woven-wire fence shall be applied at two points on the clamp bar by using stretchers designed and manufactured for that purpose. Stretchers shall be so designed that tension can be applied to both ends of the bar at the same time. All splices in the fabric shall be securely made, with a Western Union splice or commercial splicing device approved by the Engineer.

.6 The tension for stretching the barbed wire shall be applied by use of single-wire stretchers designed and manufactured for that purpose, and in accordance with the



wire manufacturer’s recommendations. Barbed wire shall be fastened to all posts with staples. The staples shall be driven at an angle to the grain and with points slightly downward.

.7 The fence fabric shall be on the side of the post where the livestock may be kept.

3.8 Temporary Fence .1 When requested by the Engineer, the contractor shall supply and install temporary

fence to keep livestock out of the construction area. The contractor may use materials salvaged during fence removal. Post spacing and number of wires shall be sufficient to contain livestock during construction period. After the new permanent fence has been installed, the temporary shall be co-ordinated with the landowner.

END OF SECTION

SUB-GRADE PREPARATION SECTION 05000

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 1 OF 4 1. GENERAL 1.1 Intent

.1 Read this section in conjunction with other sections for location, use and placement of sub-grade preparation specified herein.

.2 Sub-grade construction shall include scarifying, compacting and fine grading.

.3 All the above to be carried out in accordance with these specifications and the lines, grades and dimensions shown on the drawings.



Number Title

BPW-200 Road Cross Section BPW-201 Arterial Road cross Sections BPW-202 Lane Cross Sections

1.3 Definitions .1 Sub-grade elevation: elevation immediately below the granular structure.

2. PRODUCTS 2.1 Fill Materials

.1 Fill materials require approval by the Engineer.

.2 Fill Material - fill materials, where required, shall be free of stones, clods, sticks, roots, concrete, any toxic materials (e.g. salt, oil, etc.) and other objects, extraneous matter and debris. These materials shall be removed from the site and disposed of. Disposal locations shall be approved for fill containing any of the above materials by the Engineer.

.3 Imported granular materials shall be well graded, select, pit-run or crushed gravel and shall contain no organic or other deleterious substances.

2.1 Geotextile

.1 The synthetic filter fabric shall consist of durable, permeable, woven, polypropylene fabric composed of continuous synthetic filaments with typical properties as follows:

Puncture Strength 420 N Tensile Grab Strength 890 N Trapezoidal Tear Strength 400 N Mullen Burst Strength 2,900 KPa


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 4 3. EXECUTION 3.1 Equipment

.1 All proposed routes for hauling equipment other than trucks must be approved by the appropriate road authority prior to commencement of the work. Rubber tired motor scrapers shall not be used to haul over improved streets. When any travelled roadway is being entered or crossed by hauling equipment, traffic must be controlled by flagmen and sufficient warning signs to ensure the safety of the public must be installed.

.2 Trucks must be loaded in such a manner that no spillage occurs, and care must be taken to prevent dragging construction materials off the construction site.

.3 Haul routes must be kept clear and free from dust by grading and sprinkling with moisture whenever, if in the opinion of the Engineer, conditions warrant this treatment.

.4 All excavating and hauling equipment must be equipped with suitable muffling systems.

3.2 Reservation of Material

.1 Whenever gravel, sand, topsoil, or any other material suitable for special use is encountered, it shall be deemed to be the property of the Owner and shall be used as fill or any special purpose, or otherwise disposed of as directed by the Engineer.

.2 Where layers of gravel, or gravely mixtures are encountered they shall be excavated separately from other excavation, and shall be stockpiled, or incorporated into the work as base or sub-base material, or otherwise disposed of as directed by the Engineer.

3.3 Disposal of Material

.1 Excavated materials shall be utilized as fill if required on any portion of the work being carried out under this Contract. Where excavated material is specifically directed to be used as fill or for any other purpose, the Contractor will be required to haul the material as part of the unit excavation.

.2 There shall be no provision for overhaul payment on this contract.

.3 Overhaul will not be paid to haul back to an area which contained surplus of excavated soil suitable for this purpose.

.4 All material deemed to be in excess of requirements or unsuitable shall be disposed of by the Contractor in areas approved by the Engineer. Where private property is being used for this purpose, proper arrangements shall be made by the Contractor with the property owner in writing, and a record of such locations shall be supplied to the Engineer. The Contractor shall assume full responsibility for any damages resulting from dumping fill.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 4 3.4 Unstable Sub-Grade

.1 Where the sub-grade is un-stable, or where it contains materials such as ashes, cinders, refuse, vegetable or organic material, the Contractor shall excavate such material to the width, depth and length ordered by the Engineer and dispose of the material as directed. The sub-grade shall then be made by backfilling with approved native material or imported granular material as directed by the Engineer. Material shall be placed in successive layers not exceeding 150 mm in depth and compacted to a minimum of 100% Standard Proctor Density as determined by ASTM D698.

3.5 Sub-Grade Preparation

.1 The sub-grade shall be scarified to a minimum depth of 150 mm and compacted to a minimum of 98% Standard Proctor Density at +/- 2 % of the optimum moisture content, over the full width of the cross-section. The material shall be worked to ensure as much uniformity as possible.

.2 Shape and roll alternately to obtain a smooth, even and uniformly compacted sub-grade.

.3 Apply water as necessary during compacting to obtain specified density. If the material is excessively moist, aerate by scarifying with suitable equipment until moisture content is correct.

.4 In areas not accessible to rolling equipment, compact to the specified density with approved mechanical tampers.

3.6 Proof Rolling

.1 When required by the Engineer the Contractor shall supply and operate a loaded test vehicle of 8,200 Kg. Axle load to test the sub-grade for rutting, weaving and soft spots.

.2 Initial proof rolling shall be performed on a daily basis immediately after the sub-grade material has been placed, shaped and compacted. The loaded vehicle shall be driven slowly (walking pace) in a systematic pattern so that each successive pass is next to or partially overlaps the previous pass. Where the area to be tested is large enough successive passes shall be conducted at right angles across the previous passes. While the test is being performed, the Engineer shall observe the surface for deflections, cracking or rutting.

.3 Where proof rolling indicates areas that are defective, the Contractor shall remove and replace the material with suitable compacted material.

.4 Proof rolling shall be considered incidental to the sub-grade construction. 3.7 Allowable Tolerances

.1 During proof-rolling, where an area of sub-grade deflects, then rebounds more than 20 mm, the area will be deemed as failing the proof roll test. The failed areas identified by the Engineer shall be repaired to a passing condition and re-tested by proof roll method again.



.2 The finished sub-grade shall be within 30 mm vertically and 150 mm horizontally, but not uniformly high or low.

.3 Correct surface irregularities by loosening and adding or removing material until the surface is within the specified tolerances.

3.8 Testing

.1 The Engineer shall appoint an independent testing consultant to perform all compaction tests for acceptance in accordance with the requirements of this section. Test data provided by this testing agency shall be final and binding on both the Owner and the Contractor.

.2 Density Tests shall be performed at a minimum frequency of 1 Test per 400 square meters.

.3 Construction or material not meeting the specifications will not be accepted. 3.9 Maintenance

.1 Maintain finished sub-grade in a condition conforming to this section until succeeding material is applied or until acceptance.

END OF SECTION

GRANULAR SUB-BASE AND BASE SECTION 05100


.1 Read this section in conjunction with other sections for location, use and placement of granular sub-base and granular base preparation specified herein.

.1 This section specifies requirements for supply, producing, hauling, placing and compacting processed gravel or quarried stone as a granular base or sub-base to lines, grade and typical cross sections, or as otherwise directed.



Number Title

BPW-200 Road Cross Section BPW-201 Arterial Road cross Sections BPW-202 Lane Cross Sections

1.3 Definitions .1 Granular Sub-base is defined as the initial layer of granular material placed upon

prepared sub-grade to form an integral part of the total pavement structure.

.2 Granular base is defined as the layer of granular material placed upon the compacted granular sub-base or prepared sub-grade to form an integral part of the total pavement structure.

1.4 Samples

.1 At least 2 weeks prior to commencing work, inform the Engineer of proposed source of aggregates and provide access for sampling.

.2 The Contractor shall provide a sieve analysis of the materials for the Engineer’s review.

.3 The gradation curve developed from the sieve analysis shall be free from acute changes.

1.5 Delivery and Storage

.1 Deliver and stockpile aggregates in accordance with the requirements of this section.

.2 Handle and transport products to avoid segregation, contamination and degradation.

1.6 Submissions .1 Granular sub-base and base sources and test results shall be submitted to the

Engineer for review and approval before being used.

.2 Preliminary review of the material as represented by the test results shall not constitute general acceptance of all the material in the deposit or source of supply. Materials may be considered unsuitable even though particle sizes are within the limits of gradation sizes required, if particle shapes are thin or elongated or any other characteristic precludes satisfactory compaction, or if the material fails to



provide a roadway suitable for traffic. Rejected material will not be paid for. The Engineer has the right to request additional testing if there are any concerns with the proposed aggregate.

2. PRODUCTS 2.1 Granular Sub-Base

.1 Crushed stone or gravel consisting of hard, durable particles free from clay lumps, cementation, organic material, frozen material and other deleterious material.

.2 Physical properties of aggregates:

Los Angeles Abrasion, Loss, % 50 max.

Liquid Limit, % 25 max.

Plasticity Index, % 6 max.

Lightweight particles, % 5 max.

California Bearing Ratio when Compacted to 100% of ASTM D698 20 min.

Crushed Particles ( 2 faces, plus 5 000 sieve fraction),% 50 min.

.3 Gradation to be within the following limits when tested to ASTM C-136 and ASTM C-117 with sieve sizes to CAN/CGSBD 8-GP-2M rather than ASTM E11, and to have a smooth curve without sharp breaks when plotted on a semi-log grading chart.

Sieve Size (microns) Percent Passing By Weight 40 000 100

25 000 70 – 94

10 000 44 – 74

5 000 32 - 62

1 250 17 - 43

630 12 - 34

315 8 - 26

160 5 – 18

80 2 - 10


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 6 2.2 Granular Base

.1 Crushed stone or gravel consisting of hard, durable, angular particles, free from clay lumps, cementation, organic material, frozen material and other deleterious materials.

.2 Physical properties of Aggregates:

Los Angeles Abrasion, Loss, % 45 max.

Liquid Limit, % 25 max.

Plasticity Index, % 6 max.

Lightweight particles, % 5 max.

California Bearing Ratio when Compacted to 100% of ASTM D698 80 min.

Crushed Particles ( 2 faces, plus 5 000 sieve fraction),% 50 min.

.3 Gradation to be within the following limits when tested to ASTM C-117 with sieve

sizes to CAN/CGSBD 8-GP-2M rather than ASTM E11, and to have a smooth curve without sharp breaks when plotted on a semi-log grading chart.

Sieve Size (microns) Percent Passing By Weight

20 000 100

16 000 80 – 94

10 000 63 - 86

5 000 40 – 67

1 250 24 – 43

630 14 - 34

315 9 - 26

160 5 - 18

80 2 - 10


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 4 OF 6 2.3 Geo-textile

.1 The synthetic filter fabric shall consist of durable, permeable, woven, polypropylene fabric composed of continuous synthetic filaments with typical properties as follows:

Puncture Strength 420 N Tensile Grab Strength 890 N Trapezoidal Tear Strength 400 N Mullen Burst Strength 2,900 KPa

3. EXECUTION 3.1 General

.1 The sub-grade shall be prepared according to the requirements of Section 05000, Sub-grade Construction, and to cross-sections shown on the Drawings. The Contractor shall maintain the sub-grade to the specified section, free from ruts, waves and undulations until granular sub-base material is placed. The sub-grade shall be in a firm dry condition and must be approved by the Engineer before gravel is placed. The depositing of granular base or sub-base on a soft, muddy or rutted sub-grade will not be permitted.

3.2 Placing

.1 Place material only on a clean unfrozen surface, properly shaped and compacted and free from snow and ice.

.2 Place using methods which do not lead to segregation or degradation of Aggregate. Use approved methods to create uniform windrow of material along a crown line or high side of a one-way slope.

.3 Place material to full width in layers not exceeding 150 mm in compacted thickness.

.4 Shape each layer to a smooth contour and compact to the specified density before a succeeding layer is placed.

.5 Apply water as necessary during compacting to obtain specified density. If the material is excessively moist, aerate by scarifying with suitable equipment until moisture content is correct.

.6 Remove and replace any portion of a layer in which material becomes segregated during compaction.

3.3 Compacting

.1 Compact to density not less than 100% (standard Proctor density) in accordance with ASTM D698 (Method C or D). Granular materials shall be moisture conditioned, by drying or by adding water, to obtain an in-place moisture content within plus or minus two percent (± 2%) of the optimum moisture content of the material.



.2 Shape and compact alternately to obtain a smooth, even and uniformly compacted base.

.3 In areas not accessible to rolling equipment, compact to specified density with approved mechanical tampers.

.4 Bring moisture content of granular material to level required to achieve specified compaction. Water or aerate as required.

3.4 Proof Rolling

.1 When required by the Engineer the Contractor shall supply and operate a loaded test vehicle of 8,200 Kg. Axle load to test the sub-base and base for rutting, weaving and soft spots.

.2 Initial proof rolling shall be performed on a daily basis immediately after the sub-base and base material has been placed, shaped and compacted. The loaded vehicle shall be driven slowly (walking pace) in a systematic pattern so that each successive pass is next to or partially overlaps the previous pass. Where the area to be tested is large enough successive passes shall be conducted at right angles across the previous passes. While the test is being performed, the Engineer shall observe the surface for deflections, cracking or rutting.

.3 Where proof rolling indicates areas that are defective, the Contractor shall remove and replace the material with suitable compacted material.

.4 Proof rolling shall be considered incidental to the sub-base and base construction. 3.5 Allowable Tolerances

.1 During proof-rolling, where an area of granular sub-base and base deflects, then rebounds more than 10 mm, the area will be deemed as failing the proof roll test. The failed areas identified by the Engineer shall be repaired to a passing condition and re-tested by proof roll method again.

.2 Finished sub-base and base surfaces shall be within plus or minus 10 mm of established grade, but not uniformly high or low.

.3 Correct surface irregularities by loosening and adding or removing materials until surface is within the specified tolerances.

3.6 Testing

.1 The Engineer shall appoint an independent testing consultant to perform all compaction tests for acceptance in accordance with the requirements of this section. Test data provided by this testing agency shall be final and binding on both the Owner and the Contractor.

.2 Density Tests shall be performed at a minimum frequency of 1 Test per 400 square meters.

.3 Construction or material not meeting the specifications will not be accepted.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 6 OF 6 3.7 Maintenance

.1 Maintain finished sub-base and base surfaces in a condition conforming to this section until succeeding material is applied or until acceptance.

END OF SECTION

CUTTING OF PAVEMENT SECTION 05200



.1 Read this section in conjunction with other sections for location and use of cutting of Pavement specified herein.

.2 This section covers the cutting of existing asphalt concrete pavement, and base course materials where new surfacing materials are to be placed abutting the existing structure. The location of pavement cuts will be shown on the drawings, or as directed by the Engineer.

1.2 Detail Drawings

.1 Not applicable.

2. PRODUCTS

.1 Not applicable

3. EXECUTION 3.1 Execution General

.1 Wherever specified, the Contractor shall cut existing pavement to the full thickness of the structure so that a smooth vertical edge results, against which new materials can be effectively placed and compacted. Rough, jagged edges will not be acceptable.

.2 Unless otherwise specified, the Contractor may utilize any cutting methodology, provided the methods and equipment result in a clean and straight vertical cut. All proposed methods and equipment employed by the Contractor shall be reviewed and accepted by the Engineer prior to the start of work.

.3 When trench excavation across an existing structure is required, the Contractor shall cut the existing pavement on both sides of the trench to the full depth of the structure. The trench cuts shall result in a trench that is no wider than necessary to permit satisfactory installation of the works, and to thoroughly compact the backfill material.

.4 When the Contractor cuts a trench across a roadway, the Contractor shall backfill the trench with similar or better materials than those excavated. The backfill work shall be performed in accordance with the applicable sections of the Specifications.

.5 All concrete, asphalt concrete pavement, and base course material that is cut-away shall be excavated, loaded, hauled and disposed of at a suitable disposal site provided by the Contractor.

END OF SECTION

CONCRETE AND ASPHALT REMOVAL AND DISPOSAL SECTION 05250


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for locations and use of concrete

and asphalt removal and disposal.

.2 Protect existing items designated to remain. In the even of damage to such item, immediately replace or make repairs to approval of the Engineer at no cost to the Owner.

1.2 Detail Drawings .1 Not applicable.

2. PRODUCTS

.1 Not applicable

3. EXECUTION

3.1 Equipment .1 All proposed routes for hauling equipment other than trucks must be approved by the

appropriate road authority prior to commencement of the work. Rubber tired motor scrapers shall not be used to haul over improved streets. When any travelled roadway is being entered or crossed by hauling equipment, traffic must be controlled by flagmen and sufficient warning signs must be installed to ensure the safety of the public.

.2 Trucks must be loaded in such a manner that no spillage occurs, and care must be taken to prevent dragging construction materials onto improved streets.

.3 Haul routes must be kept clear and free from dust by grading and sprinkling with moisture whenever, if in the opinion of the Engineer, conditions warrant this treatment.

.4 All excavating and hauling equipment must be equipped with suitable muffling systems.

3.2 Preparation .1 Inspect the site and verify with the Engineer, items designated for removal and items

to remain.

.2 Locate and protect utility lines. Preserve in operating condition active utilities traversing the site.

3.3 Removal of Existing Concrete .1 Remove existing curbs, gutters, and sidewalks and other structures shown on the

drawings or as directed by the Engineer.

.2 Cut existing concrete neatly, and load and haul debris to a designated disposal area or approved facility.

CONCRETE AND ASPHALT REMOVAL AND DISPOSAL SECTION 05250


.3 Avoid damage to adjacent concrete surfaces not scheduled for removal. Damages will be the responsibility of the Contractor.

.4 Properly sign and barricade areas of removed concrete areas.

.5 Deter the public from access to the removed concrete areas until the new concrete has been replaced and hardened.

3.4 Removal of Existing Asphalt

.1 Remove existing pavement structure as indicated on the drawings or as identified by the Engineer.

.2 Do not disturb adjacent items designated to remain in place.

.3 In removal of pavement:

.1 Square up adjacent surfaces to remain in place by saw cutting or other methods approved by the Engineer.

.2 Protect adjacent joints and load transfer devices.

.3 Protect and stockpile underlying granular materials for re-use as directed by the Engineer.

3.5 Disposal .1 Removed concrete shall be separated and disposed at the City of Brooks Sewage

Lagoon or alternative Engineer approved facility..

.2 Removed asphalt shall be separated and disposed at the City of Brooks Landfill or alternative Engineer approved facility.

3.6 Restoration .1 Upon completion of the work, remove debris, trim surfaces and leave work site clean.

.2 Reinstate areas and existing works to original or better condition.

END OF SECTION

ASPHALT MILLING SECTION 05260


1.1 Intent .1 Read this section in conjunction with other sections for location and use of asphalt

milling specified herein.

1.2 Detail Drawings

.1 Not applicable.

1.3 Definitions .1 Reclaimed Asphalt Pavement (RAP): The material produced as a result of cold milling

shall be defined as Reclaimed Asphalt Pavement (RAP).

2. PRODUCTS

.1 Not applicable

3. EXECUTION

3.1 Equipment .1 The equipment for removing the existing asphalt pavement surface shall be a cold

planning machine specifically designed for automatically controlled profiling.

.2 Automatic grade and slope shall be provided for accurately establishing profile grades at each edge of the machine by referencing from the existing asphalt pavement or an independent grade reference, where required, or be capable of automatically maintaining a designated cross slope from a single reference.

.3 The machine will be self-propelled and shall have sufficient power, traction and stability to maintain an accurate depth of cut.

.4 The cutting head shall be capable of full drum width milling of a 75 mm thickness of asphaltic concrete in a single pass.

.5 The equipment shall be equipped with means to effectively control dust generated by the cutting operation.

.6 Hauling equipment shall be available to receive milled material directly from the milling machine. Personnel shall be provided to insure that all cutting are removed from street surface within 30 m of milling operation and swept within 150 m. Stockpiling of planed material (RAP) shall not be permitted on the project site unless approved by the Engineer.

.7 Equipment for removing any loose material during the sweeping operation shall have the capability to pick the material up off the milled and/or adjacent roadway and be able to unload onto the hauling equipment.

.8 The machine shall be capable of producing a minimum coverage of 2,000 square meter per hour while planning a minimum of 15 mm of the existing pavement per pass and be able to cut flush to all gutters, curb walls, manholes, valves, catch basins or



other obstructions within the paved area.

3.2 Construction .1 The Contractor shall submit to the Engineer a Traffic Accommodation Plan seven (7)

calendar days prior to the work.

.2 The sequence of the locations to be milled will be determined by the Engineer.

.3 The Contractor shall provide all necessary labor, materials and equipment to load the RAP into dump trucks supplied by him and hauled to a disposal area designated by the Engineer.

.4 Sufficient passes, or cuts, shall be made such that all irregularities or high spots are eliminated, and that 100 percent of the surface area is planed to the design grade or to the satisfaction of the Engineer.

.5 The number of passes required to achieve the specified width and depth shall be determined by the Contractor.

.6 If the milled surface is to be used as the final wearing surface, the texture produced by the planing operation should be characterized by uniform, discontinuous longitudinal striations or other patterns which will, in the opinion of the Engineer, provide a satisfactory riding surface and skid resistance.

.7 The milling is to expose frames of all manholes, water valves, survey monuments, power and telephone poles and water valves to the required depth of milling.

.8 Dust produced shall be controlled to a level acceptable to the Engineer.

.9 When existing asphalt pavement removal is to be completed across the entire roadway width, it shall be completed to a uniform termination point in any given working day. For divided roadways, the interpretation of “entire roadway width” shall be that portion of the roadway facility associated with the movement of traffic in one direction. At the point of daily termination of removal operations, abrupt changes in the roadway surface profile shall be avoided. The longitudinal transition shall be a maximum of 25 mm vertically per meter.

.10 In the event the entire roadway of pavement along a section has not been milled by the end of the working period, resulting in a vertical longitudinal face, the maximum deviation between the two surfaces should not exceed 40 mm.

.11 Vertical cuts along a gutter line will be allowed at the end of the working period. Should the depth of cut be 75 mm or greater, proving hazardous to traffic, suitable signing and/or warning devices shall be provided by the Contractor.

.12 Existing asphalt pavement that cannot be removed by the milling equipment because of physical or geometrical restraints should be removed by other methods suitable to the Engineer.

.13 All RAP shall be loaded directly onto trucks from the milling machine and hauled to the designated stockpile site.

.14 The milling equipment shall be operated and maintained in such a manner that tearing and breaking out of the underlying and adjacent material is minimized.

.15 The resultant milled roadway surface shall be swept clean immediately after the



removal of the milled material, and in no case should the sweeping operation be more than 100 meters behind the milling operation.

.16 Any distress of the newly milled surface caused by the milling which may constitute a driving hazard, shall be promptly repaired to the satisfaction of the Engineer.

.17 The Contractor shall at all times minimize contamination of the RAP with granular or deleterious material.

.18 The Contractor shall make necessary allowances for drainage of water that may pond in areas where the milled sections have not been paved.

.19 Certain streets may require night planning or weekend planning as designated by the Engineer. Upon completion of planning, the surface shall be left in such condition that it can be reopened to traffic as soon as the loose materials have been removed.

3.3 Stockpiling Site

.1 The Contractor shall haul and place the RAP at an Engineer approved stockpile area. The location of the stockpile is to have positive surface drainage exists away from the stockpile as directed by the Engineer.

.2 The area upon which the stockpile is must be stripped of clay loam, organic material and other soil as directed by the Engineer.

.3 All milled material must be stockpiled in such a manner that no equipment is allowed to operate on the stockpile itself. The milled material must not be compacted after placement into the stockpile. The Contractor must be responsible for providing machinery that will maintain an efficient stockpile.

.4 The Stockpile site is located at the following location:

.1 City Yards, 7th Street East & 2nd Avenue.

3.4 Ownership .1 Unless otherwise noted in the Contract Documents, the City of Brooks shall assume

ownership of the millings.

END OF SECTION

PAVEMENT SURFACE CLEANING SECTION 05270


.1 Read this section in conjunction with other sections for location and use of pavement surface cleaning specified herein.

.2 This section specifies requirements for cleaning pavement surfaces prior to application of an asphalt overlay or pavement markings.

1.2 Detail Drawings

.1 Not applicable

2. PRODUCTS 2.1 Materials

.1 Abrasives and solvents used for removal of paint, oil, grease, rubber deposits, etc. to be products specially designed for pavement cleaning, subject to the approval of Engineer.

3. EXECUTION 3.1 Pavement Surface Cleaning

.1 Remove to existing pavement level, any material which has protruded excessively and dispose of removed material as directed.

.2 Remove, by approved methods, dust, contaminants, loose and foreign materials, oil and grease, in areas designated.

.3 Use rotary power brooms or street sweeper supplemented by hand brooming as required.

.4 Keep drainage system clear of loose and waste materials.

END OF SECTION

EXTRUDED CONCRETE SECTION 05300


1. GENERAL


extruded concrete specified herein.

.2 This section specifies to extruded concrete pavements, sidewalk, curbs and gutters and other related work constructed through the use of slip form machines (extruders).



Number Title

BPW-205 Curb and Gutter Sections BPW-206 Curb and Dropped Gutter Sections BPW-207 Monolithic Sidewalk and Curb and Gutter BPW-208 Monolithic Sidewalk, Curb and Dropped Face Gutter BPW-209 Separate Sidewalks BPW-210 Sidewalk Ramp for Wheelchair or Bicycle BPW-211 Low volume Land and Driveway Crossings BPW-212 K-1 and K-7 catch basin in Rolled and Standard Curb BPW-213 Reinforced Concrete Swale

2. PRODUCTS

2.1 Materials .1 Portland cement: to CAN/CSA-A5, sulphate resistant (Type HS).






.7 Polyethylene film 0.15 mm: to CGSB 51-GP-51M.

.8 Reinforcement for Concrete: CSA G30.12-M1977.

2.2 Concrete Mixes .1 Proportion normal density concrete in accordance with CAN/CSA-A23.1, to give following

properties for all concrete:












2.3 Curing Compound .1 Curing compound shall conform to ASTM specifications C309-89 Type 1-D or 2, and

be approved by the Engineer.


.3 The compound shall, however, contain a dye of colour strength sufficient to render the film distinctly visible on the concrete for a period of at least four (4) hours after application.



3. Execution

3.1 Equipment General .1 All equipment necessary for the proper handling of materials, batching, mixing,

placing, finishing and curing of concrete pavement shall be on the project in good working condition. Throughout the construction of the project, the Contractor shall maintain sufficient, adequate equipment in good, clean, working condition, to assure the proper execution of the work.



3.3 Sub-grade Trimmers .1 Trimmers shall be self powered, capable of producing a clean smooth surface true to

line and grade as indicated on the Drawings. Remaining loose material on sub-grade shall not exceed 6 mm.



3.4 Slip Form Paving Machines (Extruders) .1 Slip form paving machines, used for concrete placement, shall be of a size and type

adequate to handle the width and thickness of the concrete section to be constructed. The slip form paver shall distribute the fresh concrete evenly to the required grade without segregation and without disturbing in-place reinforcing steel. The concrete shall be thoroughly consolidated by means of vibrators, struck off to exact grade and given a float finish, all automatically and continuously by the machine and with a minimum of hand finishing. The machine shall be equipped with automatic controls capable of controlling both the elevation and direction of the machine within a tolerance of 5 mm from the specified grade and alignment. Slip forms shall extend the full depth of the section and shall be of sufficient length that the concrete will not deform at the edges by the time the forms have passed.



3.6 Base Construction

.1 Sidewalks and curb & gutter base material shall consist of cutting the existing sub-grade or filling with sub-grade material from with-in the construction site to the designed grades and materials as directed by the Engineer. The sidewalk base shall be compacted to a minimum of 98 % (standard Proctor maximum dry density). The sidewalk base shall be moisture conditioned through the entire fill or to a minimum depth of 150 mm in areas not requiring fill, by drying or adding water, to obtain an in-place moisture content of plus / minus two percent (± 2%) of the specified optimum moisture content.

.2 When directed by the Engineer to stabilized soft areas, or as shown on the drawings granular base material shall be placed and compacted to the following requirements.

.1 Granular fills will be made up of 150 mm layers and consolidated with approved compaction equipment which will produce a minimum of 100 % (standard Proctor maximum dry density). The fill shall be moisture conditioned, by drying or adding water, to obtain an in-place moisture content between the optimum moisture content and two percent below the specified optimum moisture content (-2% to optimum).

.2 Gradation to be within the following limits when tested to ASTM C-117 with sieve sizes to CAN/CGSBD 8-GP-2M rather than ASTM E11, and to have a smooth curve without sharp breaks when plotted on a semi-log grading chart.




25 000 70 – 94

10 000 44 - 74

5 000 40 – 66

1 250 32 – 62

630 12 - 34

315 8 – 26

160 5 - 18 80 2 - 10

3.7 Dowelling .1 Steel dowels to CSA G 30.12-M 1977, clean, plain, free from flattened or burred ends,

free from rust, scale or other substances that prevent the bonding of the concrete to the reinforcement, uncoated.


.3 Steel dowels shall be dowelled into existing concrete at a minimum depth of 75 mm.

3.8 Reinforcement .1 Reinforcing bars, tie bars to CSA G30.12M 1977 Grade 300, billet-steel, deformed

bars, uncoated.



3.9 Delivery .1 When a truck mixer or agitator is used for transporting concrete, the concrete shall be

delivered to the site of the work and discharge shall be completed within one and one-half (1½) hours after the introduction of the mixing water to the cement and aggregates (otherwise known as batch time). If the concrete has not been discharged by within one and on-half (1½) hours from batch time, the concrete shall be retested for slump, air and compressive strength. The concrete shall be rejected if any of the mix properties do not conform to the specified requirements.




CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 5 OF 9 3.10 Placement and Consolidation


.2 Placing shall be continuous between planned transverse joints without the use of intermediate bulkheads. If concrete pavement is interrupted for more than 30 minutes, transverse construction joints shall be made.

.3 The concrete shall be placed or subsequently distributed to an even depth. The machine shall spread, screed, compact and float finish the concrete in one pass.

.4 Reinforcing bars may be inserted through temporary side forms located behind the paver, or mechanically inserted into the plastic concrete by approved devices associated with the slip form paver. Bars shall be inserted in such a manner that no voids are created around the bar, and no distortion of the pavement surface shall occur.

.5 The concrete shall be consolidated by internal vibrators of sufficient number, spacing and frequency to provide uniform consolidation to the entire section width and depth. The vibrators shall conform to the requirements of Clause 19.4.2 of CAN/CSA A23.1-M90. The vibrators shall not operate while the paver is stopped.

.6 The concrete surface shall be protected from rain until the final set occurs.

3.11 Cold Weather Requirements



.2 Concrete when deposited, shall have a temperature of not less than 4 degrees Celsius nor more than 27 degrees Celsius under warm weather conditions. Concrete shall be covered and maintained at a temperature of at least 10 degrees Celsius for not less than seventy two (72) hours after placing, or until the concrete has thoroughly hardened.



.1 After placing, concrete shall be finished as per the relevant sections of Clause 22 of CAN/CSA A23.1-M04. Excess finishing is to be avoided. No plaster coat will be allowed. Adding water to the surface of the concrete to assist with finishing will not be allowed.

.2 Prior to final finishing, the surface grade of concrete slabs shall be checked to an accuracy of plus or minus five (5) mm with a three (3) metre long metal straight edge. The straight edge shall be drawn across the surface in a scraping motion to identify deviations for immediate correction. The straight edge shall be advanced one-half its length for successive checks.



.3 Provide 15 mm deep by 5 mm wide contraction joints every 1.5 m on centre by means of marking tool or other approved method.

.4 Finish the outside edges of sidewalks and each edge of joints with 50 mm wide edging tool having a 6 mm radius.

.5 A broom finish shall be obtained by the use of a stiff, coarse fibre broom. A tined finish shall be obtained by the use of a device having irregularity spaced wire tines with an average spacing of 12 to 18 mm. The device shall be dragged transversely across the surface to form ridges. Transverse texturing shall be delayed until the concrete is sufficiently hard to retain the ridges.

.7 Apply curing compound to finished surface immediately after floating in accordance with manufacturer’s printed instructions.



3.13 Concrete Curing


.2 The Contractor shall be responsible for taking all necessary measures to protect freshly placed concrete from adverse weather conditions, including hot weather, wind, rain, sleet, snow and cold weather, to the satisfaction of the Engineer. Concrete shall be adequately protected in accordance with the requirements specified in CAN/CSA-A23.1 – 04, Section 21.2.






.6 When concrete has been placed in cold weather and the air temperature is expected to drop below 5 C, then polyethylene sheets, insulated curing blankets or other suitable material shall be placed beside the concrete members. Whenever the temperature is expected to reach the freezing point, during the day or night, the protective material shall be spread over the concrete surface and weighted to prevent movement to protect the concrete from freezing. Curing shall continue until the cumulative number of days, not necessarily consecutive, or fraction thereof, during which the temperature of the air in contact with the concrete is above 10 C, has totalled a minimum of seven (7) days. Alternatively, if compressive test of cylinders cured under field conditions achieve at least 70 percent (70%) of the specified compressive strength, curing may be discontinued.

.7 concrete placed in cool weather shall experience a minimum 30 day air drying period, following final curing, before the first application of de-icing salts.


3.14 Backfill

.1 Backfilling shall be completed by the Contractor on all the concrete poured.

.2 Backfilling shall commence within 10 days, but no sooner than 7 days from the day the concrete was finished, or as directed by the engineer.

3 Material placed behind sidewalks or curb and gutter shall be compacted to a minimum 90% of Standard Proctor Density. Material shall be placed to the full height of concrete unless otherwise specified by the Engineer.

.4 Where landscaping is required, leave backfill 100 mm below finished grade to allow for topsoil and Sod.

3.15 Opening to Traffic

.1 In no case shall traffic or construction equipment be allowed on the concrete until the concrete has reached a minimum in situ compressive strength of 20 MPa, or has been allowed to cure for a minimum of seven (7) days.


.1 All workmanship and all materials furnished and supplied under this Specification are subject to close and systematic inspection and testing by the Engineer including all operations from the selection and production of materials through final acceptance of the specified work. The Contractor shall be wholly responsible for the control of all operations incidental thereto notwithstanding any inspection or approval that may have been previously given. The Engineer reserves the right to reject any materials or works which are not in accordance with the requirements of this Specification.

.2 The Engineer or a designate shall be afforded full access for the inspection and control testing of concrete and constituent materials, both at the site of work and at any plant used for the production of concrete, to determine whether the concrete is being supplied in accordance with this Specification.






.6 Testing Frequency shall be at 1 test per 50 cubic meters or 1 test per day on placed concrete whichever is greater.


.8 Remedial action shall be at no expense to the Owner or the Engineer.

3.17 Tolerances .1 Meet the following criteria for exposed concrete surfaces:

.1 Trueness of surface: 6 mm maximum deviation in 3 m length.

.2 Elevation: 10 mm maximum deviation from given elevation.

.3 Alignment: 25 mm maximum deviation from given alignment.

.4 Crossfall: 2.0% +/- 0.2% 3.18 Thickness

.1 At the opinion of the Engineer, the thickness of concrete members may be determined by coring sections representing each day’s pour and determining the depth of each core by average measurements of the core.

.2 Members found deficient in thickness by more than 5 percent shall be paid for at the reduced price as follows:

Deficiency in Concrete Thickness (mm) Payment, Percentage Contract Unit Price

5 100 15 75 20 50

25 or Greater Removal and Replace

.3 The cost of the initial quality assurance core testing shall be paid for by the Engineer.

Additional cores requested by the Contractor to determine the extent of areas deficient in thickness shall be paid for by the Contractor.





Average Compressive Strength Payment Adjustment Factor Compliant or greater 1.00

24.0 MPa to 24.9 MPa 0.95 23.0 MPa to 23.9 MPa .090



3.20 Air Content .1 Payment adjustment for air content is as follows:

Average Air Content Payment Adjustment Factor 5% or greater 1.00 4.59% - 4.9% 0.90 4.09% – 4.4% 0.80 Below 4.0% Reject (Note 1)


3.21 Final Acceptance .1 In the event where the compressive strength of the test cylinders, low air entrainment,

deficient slump, improper compaction of the concrete base, poor finishing or crossfall, trueness of surfaces, elevation and alignment tolerances for any portion of the work does not meet the requirements specified herein, the City of Brooks and its representatives, at their discretion may require that the portion (s) deemed deficient be completely removed and replaced at the expense of the Contractor.

END OF SECTION

SIDEWALK CONSTRUCTION SECTION 05310


1. GENERAL


sidewalk construction specified herein.

.2 This section specifies to extruded concrete pavements, sidewalk, curbs and gutters and other related work constructed through the use of slip form machines (extruders).



Number Title

BPW-205 Curb and Gutter Sections BPW-206 Curb and Dropped Gutter Sections BPW-207 Monolithic Sidewalk and Curb and Gutter BPW-208 Monolithic Sidewalk, Curb and Dropped Face Gutter BPW-209 Separate Sidewalks BPW-210 Sidewalk Ramp for Wheelchair or Bicycle BPW-211 Low volume Land and Driveway Crossings BPW-212 K-1 and K-7 catch basin in Rolled and Standard Curb BPW-213 Reinforced Concrete Swale

2. PRODUCTS

2.1 Materials .1 Portland cement: to CAN/CSA-A5, sulphate resistant (Type HS).






.7 Polyethylene film 0.15 mm: to CGSB 51-GP-51M.

.8 Reinforcement for Concrete: CSA G30.12-M1977. 2.2 Concrete Mixes

.1 Proportion normal density concrete in accordance with CAN/CSA-A23.1, to give following properties for all concrete:









.7 Slump at time and point of discharge: 40 mm to 80 mm.



2.3 Curing Compound .1 Curing compound shall conform to ASTM specifications C309-89 Type 1-D or 2, and

be approved by the Engineer.


.3 The compound shall, however, contain a dye of colour strength sufficient to render the film distinctly visible on the concrete for a period of at least four (4) hours after application.



3. Execution

3.1 Equipment General .1 All equipment necessary for the proper handling of materials, batching, mixing,

placing, finishing and curing of concrete pavement shall be on the project in good working condition. Throughout the construction of the project, the Contractor shall maintain sufficient, adequate equipment in good, clean, working condition, to assure the proper execution of the work.



3.3 Forms .1 Forms, either of steel or wood shall conform to the shape, lines and dimensions of the

concrete as called for on the drawings.

.2 Forms shall be substantial and sufficiently tight to prevent leakage of mortar; they shall be properly braced or tied together so as to maintain position and shape.



.3 The inside of the forms shall be smooth, cleaned and coated with non staining mineral oil or other approved material.



3.5 Base Construction

.1 Sidewalks and curb & gutter base material shall consist of cutting the existing sub-grade or filling with sub-grade material from with-in the construction site to the designed grades as directed by the Engineer. The sidewalk base shall be compacted to a minimum of 98 % (standard Proctor maximum dry density). The sidewalk base shall be moisture conditioned through the entire fill or to a minimum depth of 150 mm in areas not requiring fill, by drying or adding water, to obtain an in-place moisture content of plus / minus two percent (± 2%) of the specified optimum moisture content.

.2 When directed by the Engineer to stabilized soft areas, or as shown on the drawings granular base material shall be placed and compacted to the following requirements.

.1 Granular fills will be made up of 150 mm layers and consolidated with approved compaction equipment which will produce a minimum of 100 % (standard Proctor maximum dry density). The fill shall be moisture conditioned, by drying or adding water, to obtain an in-place moisture content between the optimum moisture content and two percent below the specified optimum moisture content (-2% to optimum).

.2 Gradation to be within the following limits when tested to ASTM C-117 with sieve sizes to CAN/CGSBD 8-GP-2M rather than ASTM E11, and to have a smooth curve without sharp breaks when plotted on a semi-log grading chart.


16 000 84 – 94

10 000 63 – 86

5 000 40 – 67

1 250 20 – 43

630 14 – 34

315 9 – 26

160 5 – 18 80 2 - 10

3.6 Dowelling .1 Steel dowels to CSA G 30.12-M 1977, clean, plain, free from flattened or burred ends,

free from rust, scale or other substances that prevent the bonding of the concrete to the reinforcement, uncoated.




.3 Steel dowels shall be dowelled into existing concrete at a minimum depth of 75 mm.

3.7 Reinforcement .1 Reinforcing bars, tie bars to CSA G30.12M 1977 Grade 300, billet-steel, deformed

bars, uncoated.



3.8 Delivery .1 When a truck mixer or agitator is used for transporting concrete, the concrete shall be

delivered to the site of the work and discharge shall be completed within one and one-half (1½) hours after the introduction of the mixing water to the cement and aggregates (otherwise known as batch time). If the concrete has not been discharged by within one and on-half (1½) hours from batch time, the concrete shall be retested for slump, air and compressive strength. The concrete shall be rejected if any of the mix properties do not conform to the specified requirements.



3.9 Placement and Consolidation


.2 Placing shall be continuous between planned transverse joints without the use of intermediate bulkheads. If concrete pavement is interrupted for more than 30 minutes, transverse construction joints shall be made.

.3 The concrete shall be placed or subsequently distributed to an even depth. The machine shall spread, screed, compact and float finish the concrete in one pass.

.4 Reinforcing bars may be inserted through temporary side forms located behind the paver, or mechanically inserted into the plastic concrete by approved devices associated with the slip form paver. Bars shall be inserted in such a manner that no voids are created around the bar, and no distortion of the pavement surface shall occur.

.5 The concrete shall be consolidated by internal vibrators of sufficient number, spacing and frequency to provide uniform consolidation to the entire section width and depth. The vibrators shall conform to the requirements of Clause 19.4.2 of CAN/CSA A23.1-M90. The vibrators shall not operate while the paver is stopped.

.6 The concrete surface shall be protected from rain until the final set occurs.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 5 OF 8 3.10 Cold Weather Requirements



.2 Concrete when deposited, shall have a temperature of not less than 4 degrees Celsius nor more than 27 degrees Celsius under warm weather conditions. Concrete shall be covered and maintained at a temperature of at least 10 degrees Celsius for not less than seventy two (72) hours after placing, or until the concrete has thoroughly hardened.



.1 After placing, concrete shall be finished as per the relevant sections of Clause 22 of CAN/CSA A23.1-M04. Excess finishing is to be avoided. No plaster coat will be allowed. Adding water to the surface of the concrete to assist with finishing will not be allowed.

.2 Prior to final finishing, the surface grade of concrete slabs shall be checked to an accuracy of plus or minus five (5) mm with a three (3) metre long metal straight edge. The straight edge shall be drawn across the surface in a scraping motion to identify deviations for immediate correction. The straight edge shall be advanced one-half its length for successive checks.

.3 Provide 15 mm deep by 5 mm wide contraction joints every 1.5 m on centre by means of marking tool or other approved method.

.4 Finish the outside edges of sidewalks and each edge of joints with 50 mm wide edging tool having a 6 mm radius.

.5 A broom finish shall be obtained by the use of a stiff, coarse fibre broom. A tined finish shall be obtained by the use of a device having irregularity spaced wire tines with an average spacing of 12 to 18 mm. The device shall be dragged transversely across the surface to form ridges. Transverse texturing shall be delayed until the concrete is sufficiently hard to retain the ridges.

.7 Apply curing compound to finished surface immediately after floating in accordance with manufacturer’s printed instructions.




CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 6 OF 8 3.12 Concrete Curing


.2 The Contractor shall be responsible for taking all necessary measures to protect freshly placed concrete from adverse weather conditions, including hot weather, wind, rain, sleet, snow and cold weather, to the satisfaction of the Engineer. Concrete shall be adequately protected in accordance with the requirements specified in CAN/CSA-A23.1 – 04, Section 21.2.




.6 When concrete has been placed in cold weather and the air temperature is expected to drop below 5 C, then polyethylene sheets, insulated curing blankets or other suitable material shall be placed beside the concrete members. Whenever the temperature is expected to reach the freezing point, during the day or night, the protective material shall be spread over the concrete surface and weighted to prevent movement to protect the concrete from freezing. Curing shall continue until the cumulative number of days, not necessarily consecutive, or fraction thereof, during which the temperature of the air in contact with the concrete is above 10 C, has totalled a minimum of seven (7) days. Alternatively, if compressive test of cylinders cured under field conditions achieve at least 70 percent (70%) of the specified compressive strength, curing may be discontinued.

.7 Concrete placed in cool weather shall experience a minimum 30 day air drying period, following final curing, before the first application of de-icing salts.


3.13 Backfill

.1 Backfilling shall be completed by the Contractor on all the concrete poured.

.2 Backfilling shall commence within 10 days, but no sooner than 7 days from the day the concrete was finished, or as directed by the engineer.



3 Material placed behind sidewalks or curb and gutter shall be compacted to a minimum 90% of Standard Proctor Density. Material shall be placed to the full height of concrete unless otherwise specified by the Engineer.

.4 Where landscaping is required, leave backfill 100 mm below finished grade to allow for topsoil and Sod.

3.14 Opening to Traffic

.1 In no case shall traffic or construction equipment be allowed on the concrete until the concrete has reached a minimum in situ compressive strength of 20 MPa, or has been allowed to cure for a minimum of seven (7) days.


.1 All workmanship and all materials furnished and supplied under this Specification are subject to close and systematic inspection and testing by the Engineer including all operations from the selection and production of materials through final acceptance of the specified work. The Contractor shall be wholly responsible for the control of all operations incidental thereto notwithstanding any inspection or approval that may have been previously given. The Engineer reserves the right to reject any materials or works which are not in accordance with the requirements of this Specification.

.2 The Engineer or a designate shall be afforded full access for the inspection and control testing of concrete and constituent materials, both at the site of work and at any plant used for the production of concrete, to determine whether the concrete is being supplied in accordance with this Specification.




.6 Testing Frequency shall be at 1 test per 50 cubic meters or 1 test per day on placed concrete whichever is greater.


.8 Remedial action shall be at no expense to the Owner or the Engineer.

3.16 Tolerances .1 Meet the following criteria for exposed concrete surfaces:

.1 Trueness of surface: 6 mm maximum deviation in 3 m length.

.2 Elevation: 10 mm maximum deviation from given elevation.

.3 Alignment: 25 mm maximum deviation from given alignment.

.4 Crossfall: 2.0% +/- 0.2%.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 8 OF 8 3.17 Thickness

.1 At the opinion of the Engineer, the thickness of concrete members may be determined by coring sections representing each day’s pour and determining the depth of each core by average measurements of the core.

.2 Members found deficient in thickness by more than 5 percent shall be paid for at the reduced price as follows:

Deficiency in Concrete Thickness (mm) Payment, Percentage Contract Unit Price

5 100 15 75 20 50

25 or Greater Removal and Replace

.3 The cost of the initial quality assurance core testing shall be paid for by the Engineer.

Additional cores requested by the Contractor to determine the extent of areas deficient in thickness shall be paid for by the Contractor.



Average Compressive Strength Payment Adjustment Factor Compliant or greater 1.00

24.0 MPa to 24.9 MPa 0.95 23.0 MPa to 23.9 MPa .090



3.19 Air Content .1 Payment adjustment for air content is as follows:

Average Air Content Payment Adjustment Factor 5% or greater 1.00 4.59% - 4.9% 0.90 4.09% – 4.4% 0.80 Below 4.0% Reject (Note 1)


3.20 Final Acceptance .1 In the event where the compressive strength of the test cylinders, low air entrainment,

deficient slump, improper compaction of the concrete base, poor finishing or crossfall, trueness of surfaces, elevation and alignment tolerances for any portion of the work does not meet the requirements specified herein, the City of Brooks and its representatives, at their discretion may require that the portion (s) deemed deficient be completely removed and replaced at the expense of the Contractor.

END OF SECTION

ASPHALT CONCRETE PAVEMENT SECTION 05500


11.. GGeenneerraall

11..11 DDeessccrriippttiioonn .1 This section specifies requirements for supply of hot mix asphalt concrete

paving.

.2 The Work includes supply of aggregates and asphalt cement, asphalt plant mixing, transporting, placement finishing and compaction all to requirements specified in this section.

.3 Asphalt Concrete TYPE I and TYPE II of this specification must be used for construction of Arterial and Collector Roadways or other high loading applications, if required by the City of Brooks.

.4 Asphalt Concrete TYPE III of this specification must be used for all areas unless designated by the City of Brooks.

ROAD CLASSIFICATION SPECIFIED THICKNESS

(mm)

Arterial 125

Collector 100

Industrial 100

Residential 75

1.2 Detailed Drawings .1 Division III Detail Drawings are appended hereto and form part of this

Section.

Number Title

BPW-200 Road Cross Section BPW-201 Arterial Road Cross Sections BPW-202 Lane cross Sections

1.3 Definitions .1 Asphalt Concrete - Generally refers to the final HMA product in place.

.2 End Product Specification (EPS) - A specification whereby the methods of construction are not defined. Under EPS the Engineer will monitor the Contractor's control of the process that produces the items of construction and will accept or reject the end product according to a specified acceptance plan. The Contractor is responsible for quality control. End product acceptance, including quality assurance is the responsibility of the Engineer.

.3 Engineer - As referenced to in this specification applies to the City of Brooks or the designated project representative.



.4 Hot Mix Asphalt (HMA) - Generally refers to the mixture of aggregates and asphalt cement, and other additives where applicable.

.5 Job Mix Formula - The job mix formula (JMF) establishes the proportioning of aggregate, asphalt cement and reclaimed asphalt pavement (RAP) and/or liquid anti-strip where applicable, to be used for the production of hot mix asphalt (HMA).

.6 Lot - A lot is a portion of the Work being considered for acceptance, and is defined as the following:

.1 Category A Projects - One day of plant production, per mix type, when the day's quantity is greater than 1000 tonne. When a day's production is less than 1000 tonne the material may be added to the previous or subsequent day(s) of production, at the Engineer's discretion. The maximum Category A lot size shall be 2000 tonne.

.2 Category B Projects - The entire project quantity for each mix type.

.3 At the Engineer's discretion, any portion of the Work may be deemed a Lot.

.7 Post-Production Quality Control - Materials and construction quality control conducted in accordance with this specification during and after plant mixing.

.8 Pre-Production Quality Control - Materials and process quality control conducted in accordance with this specification prior to plant mixing.

.9 Project Category - For the purposes of this specification, projects are to be identified in the Contract Special Provisions as Category A or Category B. Generally, Category A projects have asphalt concrete quantities greater 2000 tonne of any one mix type and Category B projects have quantities of any one mix type less than 2000 tonne. In all cases the Special Provisions govern with respect to the applicable Project Category.

.10 Quality Control - Materials and process monitoring and testing conducted by, or on behalf of the Contractor.

.11 Quality Assurance - Acceptance testing and monitoring conducted on behalf of the Owner.


.1 Asphalt Cement: - to Section 5510.

.2 Aggregates:

.1 Coarse aggregate is aggregate retained on the 5 000 μm sieve; fine aggregate is aggregate passing the 5 000 μm sieve.

.2 Aggregate material shall be crushed stone or gravel consisting of hard, durable, angular particles, free from clay lumps cementation, organic material, frozen material and any other deleterious materials.



.3 Gradations to be within limits specified, when tested to ASTM C-136 and ASTM C-117 with sieve sizes to CAN/CGSB 8-GP-2M rather than ASTM E11.

.4 Aggregate shall be processed to meet the following requirements:

.1 Natural fines shall be pre-screened and stockpiled with not more than 20% of material retained on the 5 000 μm sieve and 100% passing the 10 000 μm sieve.

.2 Aggregate delivered to the crushing plant shall be pre-screened and shall contain not more than 5% passing the 5 000 μm sieve.

.3 If separating crushed aggregates, stockpile the fraction or manufactured sand such that not more than 15% of material retained on the 5 000 μm sieve.

.5 Physical properties of aggregates to meet the requirements in Table 2.1.2.5

Table 2.1.2.5 Aggregate Physical Property Requirements

REQUIREMENT

ASTM TEST STANDARD

MIX TYPE

IMIX TYPE

II MIX TYPE

IIISand Equivalent (Mech. Method) D2419 45 min. 45 min. 40 min.

Magnesium Sulphate Soundness (% Loss) Coarse Aggregate:

Fine Aggregate:

C88 C88

12 max. 12 max.

18 max. 20 max.

12 max. 12 max.

Lightweight Particles (%) By Mass C123 1.5 max. 3.0 max. 1.5 max.

Lost Angeles Abrasion Gradation B % Loss C131 32 max. 35 max. 32 max.

Flat & Elongated Particles (Length to thickness ration greater than 5%)

15 max. 15 max. 15 max.

Crushed Particles (2 faces, plus 5 000 sieve fraction %)

80 min. 60 min. 80 min.

Type III/Rap 70 min.

.6 Blend Sand:

.1 To consist of natural or manufactured sand passing the 5 000 μm sieve.

.2 Must be uniformly graded, with no individual sieve analysis varying from the running stockpile average by more than the following:

.1 315 sieve and coarser – 5 % max.



.2 160 - & 80 sieves – 2 % max.

.3 Stockpile volumes shall be maintained to ensure a minimum of 5 000 tonne of plant mix production, or the entire project quantity.

.4 Blend sand shall be dried if necessary to provide a uniform feed.

.7 Mineral Filler:

.1 Finely ground particles of limestone, hydrated lime, Portland cement or other non-plastic mineral matter, thoroughly dry and free from lumps.

.2 Add mineral filler when necessary to meet job mix aggregate gradation.

.8 Blended Aggregate Requirements:

.1 Aggregate Gradation Requirements, to meet the requirements of Table 2.1.2.8.1

Table 2.1.2.8.1

Blended Aggregate Gradation Requirements Percent Passing

SIEVE SIZE (�m)

MIX TYPE I

MIX TYPE II

MIX TYPE III

25 000 100

20 000 80 – 95

16 000 100 77 – 87

12 500 85 – 92 67 – 80 100

10 000 70 – 84 59 – 73 83 – 92

5 000 50 – 65 40 – 58 55 – 70

1 250 26 – 45 22 – 38 26 – 45

630 18 – 38 15 – 31 18 – 38

315 12 – 30 10 – 25 12 – 30

160 8 – 20 86 – 16 8 – 20

80 4 - 10 4 - 10 4 - 10

.9 Combining of Aggregates

.1 Coarse aggregate, manufactured sand, natural sand as well as blend sand and mineral filler, if required, must be fed to plant through calibrated mechanical feeders.

.2 Of total sand fraction (passing 5 000 sieve) manufactured sand must be, by mass:

.1 Type I (surface course) mix – 75%.

.2 Type II (base course) mix 65%.



.3 Submit design cold feeder blend of aggregates to the Engineer with mix design.

.4 Gradation of aggregates when blended to job mix formula must be within limits specified herein and giving a smoothe curve without sharp breaks when plotted on semi-log grading chart.

.10 Delivery and Storage

.1 Aggregates: Stockpile minimum of 50% of total amount of aggregate required before commencing trial mix designs.

22..22 MMiixx DDeessiiggnn

.1 The Contractor must retain an independent testing consultant to perform trial mix designs and to submit a design mix to the Engineer. The trial mix design must be performed in accordance with ASTM D1559 and must include five (5) separate trial values of asphalt content.

.2 Contractor must pay for trial mix designs and submissions.

.3 Include the following data with the trial mix design submission:

.1 Aggregate specific gravity and absorption.

.2 Sand equivalent values.

.3 Asphalt cement properties including mixing and compaction temperatures, based on temperature- viscosity properties of asphalt cement.

.4 Aggregate gradation and blending proportions.

.5 Maximum theoretical density of trial mixes.

.6 Design to meet the requirements in Table 2.2.3.6.

.4 Design of Mix:

.1 TYPE I and TYPE II - By Marshall method, 75 Blows on each face of test specimens using mechanical Compactor.

.2 TYPE III - By Marshall method, 50 Blows on each face of test specimens using mechanical Compactor.



Table 2.2.3.6 Mixture Physical Property Requirements

PROPERTY MIX TYPE

I MIX TYPE

II MIX TYPE

III

Marshall Stability @ 60º C; kN 10.0 min 10.0 min 5.4 min

Marshall Flow @ 60º C: 0.25mm Units 8 – 14 8 – 15 8 – 14

Voids in Mineral Aggregate, % 13.5 – 15.0 12.5 – 14.0 14.0 – 16.0

Air Voids in Mixture, % Design Range:

At Design % AC

3 – 5

4.0 ± 0.2

3 – 6

4.5 ± 0.2

2 – 4

3.0 ± 0.2

Asphalt Film Thickness , um 6.5 – 8.0 6.5 – 8.0 7.0 min.

.3 Percentage of air voids in compacted trial mixes must be determined in

accordance with ASTM D3203, with asphalt cement absorbed into the aggregate compensated for in the calculation.

.4 Air Voids in Mixture: The approved design must have asphalt content to produce specified air voids; plant production tolerances must be in accordance with design range limits.

.5 Film thickness calculation must be performed as specified in the following section.

.6 Film Thickness Determination: determine asphalt film thickness as follows:

Table 2.2.4.6 Surface Area Factors (SA)

Sieve Size (um) Factor (m²/kg.) Surface Area

+ 5 000 0.39

2 500 0.78

1 250 1.60

630 2.75

315 5.90

160 11.00

80 30.00

.1 Determine total surface area as the sum of the surface areas for the

seven specified sieve sizes in accordance with the formula:



.1 SA = % Passing x Surface Area Factor

.2 100

.3 Corrected Sa: Correct Sa for actual aggregate bulk specific gravity by the following formula:

.1 Corrected Sa (Sac) = Sa (2.650/actual bulk specific gravity)

.4 Film Thickness (Ft) Calculation: For the calculation of the film thickness (Ft) require the following information:

.1 Pac = % asphalt cement content by dry weight of aggregate.

.2 Pabs = % of absorb asphalt cement by dry weight of aggregate.

.3 SGac = specific gravity of the asphalt cement.

.4 Sac = corrected Sa.

.2 With this data the ft is calculated with the following formula:

Ft = 10 (Pac -Pabs) Sac x Sgac

.3 Do not change approved mix design formula without prior approval of the Engineer.

22..33 PPrroodduuccttiioonn TToolleerraanncceess

.1 All mixtures must be supplied to the approved job mix formula within the range of tolerances specified.

.2 Asphalt cement content: 0.3% of approved design value.

.3 Aggregate Gradation:

Table 2.3.2

Aggregate Gradation Tolerances

AGGREGATE PASSING SIEVE SIZE (�m)

TOLERANCE (% BY MASS)

Max. size to 5 000

2 500 & 1 250

630 & 315

160

80

+ 5.0

+ 4.0

+ 3.0

+ 2.0

+ 1.5

.4 Temperature: Mix temperature at point of plant discharge must not vary from

that specified in the job mix formula by more than 10 C.



.5 Moisture in Mix: Maximum permissible moisture, at point of plant discharge, is 0.2 % by weight of mix.

3. SAMPLING AND TESTING 3.1 General

.1 The Engineer shall have access to all production processes and materials used for the work to monitor material quality as often as deemed necessary. Such inspection and testing shall not in any way relieve the Contractor of the responsibility for meeting the requirements of this specification.

3.2 Quality Control

.1 Quality control is the responsibility of the Contractor throughout every stage of the Work from aggregate processing to the final accepted product. Tests performed by the Engineer will not be considered as quality control tests.

.2 The Contractor shall be totally responsible for production of materials and construction that meet all specified requirements.

.3 All quality control shall be conducted by qualified personnel. The Contractor shall bear the cost of all quality control testing and consulting services.

.4 Pre-Production testing and sampling and minimum frequencies are described in Table 3.2.4, Pre-Production Quality Control Requirements.



Table 3.2.4 Pre-Production Quality Control Requirements

Quality Control Requirement Minimum Frequency

Asphalt Cement Certification Once per Year or for change in supplier

Aggregate Physical Properties Table 2.1.2.5

Once every 3 Years, or for change in source

Crushed Coarse Aggregate Gradation Analysis and Fracture Content One for every 1000 tonne of

each class of material processed into stockpile, or one analysis for each material every production day when production rate is less than 1000 tonne

Manufactured Sand Aggregate Gradation

Natural Fine Aggregate Gradation

Blend Sand Aggregate Gradation

Reclaimed Asphalt Pavement (RAP) Asphalt Content and Extracted Aggregate Gradation

One for each 500 tonne delivered to stockpile, or one for each location when delivery rate is less than 500 tonne

Penetration of asphalt cement recovered from RAP by Abson Method

One for each 2000 tonne delivered to stockpile

Trial Mix Design by Marshall Method Section 2.2

One per Year, or as required for a change in asphalt cement supply, aggregate gradation or aggregate source.

Plant Calibration As required

.5 Post-Production testing and sampling and minimum frequencies are described in Table 3.2.5, Post-Production Quality Control Requirements.



Table 3.2.5 Post-Production Quality Control Requirements

Quality Control Requirements Minimum Frequency

Hot Mix Asphalt Analysis (including Asphalt Content, Aggregate Gradation, Marshall Density and Void Properties)

One for every 500 tonne of each mix type supplied under this specification. See Note 1.

Quality Control Charts (including 3 test running average for Binder Content, Aggregate Gradation, Marshall Density and Void Properties)

For each hot mix analysis. Test results and updated 3 test running average to be submitted to the Engineer as they become available.

Hot Mix Asphalt Temperature Minimum frequency not specified.

Cold Feed Aggregate Analysis Minimum frequency not specified.

Maximum Relative Density of Hot Mix Asphalt Minimum frequency not specified.

Compaction Monitoring (Core or Nuclear Density)

Minimum frequency not specified.

See Note 2

Note 1: Where an individual test indicates non-compliance, another test shall be initiated immediately.

Note 2: Coring is subject to approval by the Engineer.

.6 Pre-Production Quality Control test data as specified in Table 3.2.4 shall be reported to the Engineer for approval one week prior to commencing the project, or as requested. No Work shall commence until the Engineer approves submitted test data.

.7 Post-Production Quality Control test data as specified in Table 3.2.5 shall be reported to the Engineer daily as the Work proceeds.

3.3 Quality Control Compliance with Specified Tolerances

.1 Asphalt Content, Aggregate Gradation and Mixture Properties

.1 The test data derived by Post-Production Quality Control mix testing, described in Section 3.2, shall be compared to the tolerances set forth in Section 2.4 of this specification. The Contractor shall suspend mix production when the 3 test running average for any property is outside of the specified tolerance limits.

.2 Supply shall not commence again until it is demonstrated that corrective action has been taken.

.3 Following initial supply, suspension of operations, or initiation of a new Job Mix Formula, a new 3 test running average is initiated and the subsequent mix



production is subject to rejection until such time as an acceptable 3 test running average is attained.

.2 Hot Mix Asphalt Temperature

.1 Plant mix that does not meet temperature requirements of Section 2.3.3, at the point of plant discharge shall be subject to rejection at the discretion of the Engineer.

3.4 Acceptance Sampling and Testing

.1 Within this specification, certain requirements, limits and tolerances are specified regarding supplied materials and workmanship. Compliance with these requirements shall be determined from acceptance testing as described in this section.

.2 Acceptance testing is the responsibility of the Engineer.

.3 Initial acceptance testing will be undertaken free of cost to the Contractor.

.4 Sampling and acceptance testing is described in Table 3.4.4, Acceptance Testing Requirements - Category A & B Projects.

Table 3.4.4 Acceptance Testing Requirements - Category A & B Projects

Acceptance Testing Minimum Frequency

Hot Mix Asphalt Analysis (including Binder Content, Aggregate Gradation, Marshall Density, Maximum Relative Density, Void Properties, Marshall Stability and Flow)

For each mix type, one test for each 3500 sq.m. of placement, or three tests per lot, which ever is greater.

See Note 1.

Compaction Testing (Core Density) and Thickness Determination

For each mix type, one test for each 2000 sq.m. of placement, or three tests per lot, whichever is greater.

Hot Mix Asphalt Temperature No minimum frequency.

.5 Acceptance Sampling Procedures:

.1 Loose mix samples shall be acquired from the Work site in accordance with Alberta Transportation Test (ATT) procedure ATT-37. Auger samples may be used if approved by both the Engineer and the Contractor.

.2 The timing of mix sampling shall be stratified, with each sample representing a similar production quantity.

.3 Core locations will be selected using stratified random sampling procedures. The lot will be divided into segments meeting or exceeding the minimum frequency in Table 3.4.4 and of approximately equal area. In each segment a test site will be located using random numbers to determine the longitudinal and transverse coordinates.



.4 Areas within 3m of transverse joints or 0.3m of a mat edge are excluded from compaction acceptance sampling and testing.

3.5 Appeal of Acceptance Testing Results

.1 General

.1 The Contractor may appeal the results of acceptance testing for Compaction Standard or Asphalt Content for any lot subject to rejection or unit price reduction. The notice of appeal shall be in writing and submitted to the Engineer within 48 hours of receipt of the acceptance testing results.

.2 Appeals will only be considered if cause can be shown and the requirements of Table 3.2.5 have been satisfied.

.3 Quality Control tests initiated after the Contractor's receipt of the acceptance test results will not be considered when evaluating cause for appeal.

.4 For Category A Projects, only Quality Control testing during production for the subject project will be considered when evaluating cause for appeal. For Category B Projects, Quality Control test results from production prior to the subject project may be considered when evaluating cause for appeal.

.2 Asphalt Content Appeal

.1 A stratified random sampling plan shall be developed by the Engineer with the same number of segments as the original number of samples for the subject lot. Sufficient core sample (150mm diameter) will be acquired from each segment to enable asphalt content determinations.

.2 For asphalt content appeal testing, the Contractor will have the option for the testing to be done by the testing laboratory undertaking the project acceptance testing, or an independent testing laboratory selected by the Engineer.

.3 The average of the appeal test results will be used for acceptance and unit price adjustment, and shall be binding on both the Owner and the Contractor.

.4 If the average appeal test result verifies that any unit price reduction or rejection applies for that Lot, the costs of the appeal sampling and testing will be borne by the Contractor. If the result show that a penalty or rejection no longer applies, the sampling and appeal costs will be the responsibility of the Owner.

.3 Compaction Standard

.1 The testing laboratory conducting the project acceptance sampling and testing will routinely retain companion samples sufficient for the determination of maximum relative density.

.2 For compaction standard appeal testing, the Contractor will have the option for the testing to be done by the testing laboratory undertaking the project acceptance testing, or an independent testing laboratory selected by the Engineer.



.3 The average of the appeal tests will be used for acceptance and unit price adjustment, and shall be binding on both the Owner and the Contractor.

.4 If the new compaction standard verifies that any unit price reduction or rejection applies for that Lot, the costs of the appeal sampling and testing will be borne by the Contractor. If the result shows that a unit price reduction no longer applies, the appeal testing costs will be the responsibility of the Owner.

.4 Core Density and Thickness Appeals

.1 Core density and thickness appeals will only be considered if a case can be made that the stratified random sampling plan was biased or testing was in error.

4. EXECUTION 4.1 Continuity of Production

.1 During the time period that work is in progress on any project for which this specification is in effect, and at the Engineers' discretion, the plant may be limited to producing only the mix type required for that project.

4.2 Mix Production

.1 Preparation of Mineral Aggregate

.1 The mineral aggregates shall be at as low a temperature as is consistent with proper mixing and laying and in no case to exceed 175 C.

.2 Composition of Mixture

.1 The mineral aggregate, reclaimed asphalt pavement (where applicable) and asphalt cement shall be mixed in a manner to produce a homogeneous mixture in which all particles of the mineral aggregate are uniformly coated.

.3 Plant emissions shall not exceed the limits set by Alberta Environment.

4.3 Preparation for Paving .1 The Contractor shall provide the Engineer a minimum of six hours notice of the

intention to commence paving over any previously approved primed or tacked surface.

.2 The hot asphalt mixture shall be laid upon a dry firm surface, true to grade and cross-section and free from all loose or foreign material. No hot mix shall be placed when the surface is wet or when other conditions prevent proper spreading, finishing or compaction.

.3 If undercutting, and subsequent backfill with asphalt concrete is done, the backfill operation shall be performed sufficiently far ahead of the paving operation to allow the asphalt concrete time to cool down enough to support equipment.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 14 OF 24 4.4 Hot Mix Asphalt Placing - Ambient Air Temperature

.1 No hot mix asphalt shall be dispatched to the field unless the ambient air temperature, as issued by Environment Canada, is rising and meets the following minimum requirements:

.1 Thickness less than 50mm - 7 O C

.2 Thickness equal to or greater than 50mm - 2 O C

.2 A tolerance will be permitted for plant start-up.

.3 No surface lift asphalt shall be placed regardless of ambient air temperature until the road surface is 5 O C or higher.

4.5 Hours of Operation

.1 No loads of hot mix asphalt shall be dispatched from the plant after sunset or during hours of darkness unless loads can be placed and compacted in accordance with these specifications, and suitable artificial illumination is provided, all subject to the Engineers' approval.

4.6 Transportation of Hot Mix Asphalt

.1 Trucks shall be equipped with tarpaulins of sufficient weights and size to cover the entire open area of the truck box. Regardless of weather conditions, tarpaulins shall be used.

.2 Vehicles used for the transportation of hot mix asphalt from the plant to the site of work shall have tight metal boxes previously cleaned of all foreign matter. The inside surface may be lightly lubricated with a soap solution just before loading. Excess lubrication will not be permitted.

.3 For purposes of checking asphalt mixture temperatures, trucks shall have an accessible 13 mm diameter hole drilled into the driver's side of the truck box, at a distance of 0.3 metres from the bottom of the box and 150 mm clear of the reinforcing ribs.

.4 The speed and weight of hauling trucks shall be regulated so that, in the opinion of the Engineer, no damage will occur to any portion of the work underway. Any damage to the tack coat, prime coat or the existing surface caused by the Contractor's equipment shall be repaired by the Contractor at their own expense.

.5 Any load of hot mix with a temperature less than 120 O C, will be considered reject.

4.7 Hot Mix Asphalt Spreaders

.1 The spreading machine shall be self-propelled and capable of placing a uniform layer of asphalt mix to the depth and grades as shown on the plans or as indicated by the Engineer.

.2 The screed shall include a tamping bar or vibratory strike-off device for use when required. The screed shall strike-off the mix to the depth and cross-section specified and produce a finished surface of uniform texture.



.3 Control of the screed shall be by automatic sensing devices. Longitudinal control shall be accomplished by a sensor, which follows a string-line, ski, or other reference. The grade sensor shall be moveable and mounts provided so that grade control can be established on either side of the paver. A slope control sensor shall also be provided to maintain the proper transverse slope of the screed. Use of manual screed control may be used subject to approval by the Engineer.

4.8 Hand Tools .1 Only lutes shall be used during the spreading operation and when the asphalt is

worked by hand in areas in which the paver cannot reach.

.2 Tamping irons may be used to consolidate the material along structures inaccessible to the rollers. Mechanical compaction equipment, satisfactory to the Engineer, may be used instead of tamping irons.

.3 For purposes of checking the finished surface, Contractors must provide and carry on each paving machine a 3 metre straight edge and slope measuring level.

4.9 Pre-levelling for Asphalt Concrete

.1 Pre-levelling of uneven surfaces over which asphalt concrete is to be placed shall be accomplished by the use of asphalt concrete placed with a grader, paver, hand or by a combination of these methods as directed by the Engineer.

.2 After placement, the asphalt concrete used for pre-levelling shall be compacted thoroughly with pneumatic-tired rollers.

4.10 Paving Operations

.1 The asphalt concrete shall be placed to the design thickness as shown on the contract drawings. On new construction where an established reference is lacking, a string-line reference will be required. Adjacent mats on the same lift are to be controlled by use of the grade sensor. No relaxation of the above procedure will be permitted without written approval of the Engineer.

.2 The spreader shall be operated in such a manner as to distribute the asphalt concrete mix to proper cross-section, width and thickness without causing segregation of the mix. Segregated areas, which may occur, shall be corrected immediately. The forward motion of the spreader shall be controlled so that no irregularities in the pavement surface are caused by excessive speed. The rate of placement of the mixture shall be uniform, and shall be co-ordinated with the production rate of the asphalt plant without intermittent operation of the spreader.

.3 Any failure of the machine or operation to produce a smooth, uniformly dense mat, free from irregularities, shall be corrected immediately to the satisfaction of the Engineer.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 16 OF 24 4.11 Areas Inaccessible to the Paving Machine

.1 Areas that are inaccessible to the paving machine may be paved by other methods, as approved by the Engineer.

.2 In small areas or where the use of mechanical equipment is not practical, the mix may be spread and finished by hand. The asphalt mixture shall be dumped on the area and immediately thereafter distributed into place by shovels and spread with lutes in a loose uniform layer of uniform density and correct depth. Material must be handled so as to avoid segregation.

4.12 Compaction

.1 The Contractor shall supply sufficient compaction equipment to:

.1 Provide a compaction rate that will equal or exceed the placing rate of the spreader.

.2 Ensure the specified compaction is attained before the temperature of the mat falls below 80 O C.

4.13 Longitudinal and Transverse Joints

.1 Longitudinal and transverse joints shall be made in a manner consistent with industry standards. Coarse aggregate removed from the hot mix during joint preparation shall not be broadcast on to the mat.

.2 Paving joints shall not be placed in the same vertical plane. Longitudinal joints shall be offset at least 150 mm and transverse joints shall be offset at least 2 m.

.3 Longitudinal joints shall not be located within travel lanes, unless approved by the Engineer.

.4 Edges where additional pavement is to be placed shall be vertically formed to true line. A lute shall be used immediately behind the paver when required to obtain a true line and vertical edge.

.5 The exposed edges of all cold asphalt joints and the face of concrete curb and gutter shall be cleaned and painted with a thin coat of asphalt tack.

.6 At the end of each day’s paving of the surface course and upper lift of the base course mix, the uncompleted paving mats shall be provided with vertically cut transverse joints. Joints between old and new pavements or between successive days' work shall be carefully made in such a manner as to ensure a thorough and continuous bond between the old and new surfaces.

4.14 Utility Appurtenances

.1 Pavement incorporating utility appurtenances, including water valves, gas valves, manholes and other surface utility fixtures shall be constructed in a manner satisfactory to the Engineer.

.2 A tack coat shall be provided to the vertical surface of utility appurtenances prior to paving.

.3 The paved surface adjacent to utility appurtenances shall be free of segregation with a tight uniform surface.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 17 OF 24 4.15 Opening to Traffic

.1 Prior to any application of traffic, paving mats shall be sufficiently cool to resist any deformation or surface scuffing.

.2 The Engineer may, at their discretion, require means of cooling (e.g. application of water) completed pavements prior to opening to traffic.

.3 At their discretion, the Engineer may prohibit traffic from travelling on newly paved surfaces for any length of time deemed necessary.

5. END PRODUCT ACCEPTANCE OR REJECTION 5.1 General

.1 The Contractor shall provide an end product conforming to the quality and tolerance requirements of this specification. Where no tolerances are specified, the standard of workmanship shall be in accordance with accepted industry standards.

.2 Acceptance of any Lot at full or increased payment will occur if there are no obvious defects and the Lot mean results for asphalt content, pavement density, and thickness meet or exceed the specified tolerances.

.3 Unit price reductions will only be applied on the basis on full acceptance testing in accordance with Table 3.4.4.

.4 Failure to satisfy the Post-Production Quality Control requirements of this specification will result in the mix supplied during such period to be subject to rejection.

.5 Mix supplied during periods when the Post-Production Quality Control 3 test running average is outside the specified tolerances is subject to rejection.

.6 Mix not meeting the plant discharge or on-site temperature requirements specified herein shall be subject to rejection.

5.2 Asphalt Content

.1 For full payment, the Lot Mean Asphalt Content must be within + 0.30% of the approved JMF value, as specified in Section 2.4.

.2 Payment adjustments for asphalt content are as follows:

Asphalt Content Deviation form JMF Value (%) Payment Adjustment Factor

+ 0.30 or less 1.00

+ 0.31 to +0.50 As per Chart A

Greater than + 0.50 Reject (Note 1)



CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 18 OF 24 5.3 Pavement Compaction

.2 Payment adjustment for density non-compliance will be used in accordance with the following:

Pavement Compaction Type I and Type II

(% of 75 Blow Marmust)

Payment Adjustment Factor

99.0 and Greater 1.03

98.5 – 99.0 1.02

98.0 – 98.5 1.00

97.5 – 97.9 0.98

97.0 – 97.4 0.94

96.5 – 96.9 0.86

96.0 – 96.4 0.76

95.5 – 95.9 0.70

95.0 – 95.4 0.50

Less than 95.0 No Payment (Note: 1)

Note 1: Subject to removal and replacement at the discretion of the

Engineer.

Pavement Compaction Type III

(% of 50 Blow Marmust)

Payment Adjustment Factor

98.0 and Greater 1.03

97.0 – 98.0 1.02

96.0 – 97.0 1.00

95.5 – 95.9 0.96

95.0 – 95.4 0.90

94.5 – 94.9 0.80

94.0 – 94.4 0.70

Less than 94.0 No Payment (Note: 1)



CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 19 OF 24 5.5 Thickness (New Construction and Top Lift Only)

.1 Pavement found to be deficient in thickness by more than 13.0 mm shall be removed and replaced by pavement of specified thickness, at the Contractor's expense.

.2 The Lot Mean Thickness for any Lot will be determined on the basis of the acceptance cores described in Table 3.4.4. If the deficiency of any individual core exceeds 13 mm, additional cores may be extracted in the proximity to the location of the core of excessive deficiency, to identify the extremities of the pavement area subject to be removed and replaced. The Contractor shall pay for such additional coring.

.3 For full payment, the Lot Mean Thickness must be equal to, or greater than, the specified thickness.

.4 Payment adjustments for thickness is as follows:

Average Thickness Compared to Specified

Thickness

Payment Adjustment Factor (Note 1)

Total Thickness (Single or Multiple Lifts)

Top Lift Thickness

(Multiple Lifts)

Compliant or Greater 1.00 1.00

1mm to 5mm Deficient 0.90 0.95

6mm to 12mm Deficient 0.80 0.90

13mm or more Deficient Reject (Note 2) Reject (Note 2)

Note 1: A single Thickness Payment Adjustment Factor shall be applied, Total Thickness or Top Lift Thickness, whichever is less.


5.6 Smoothness .1 The completed asphalt concrete surface shall be true to the dimensional and

tolerance requirements of the specifications and drawings. Unless detailed otherwise in the contract documents, the tolerances in both profile and crown are:

.1 Base Course - 10mm in 5 m

.2 Surface Course - 6mm in 5 m

.2 When deviations in excess of the above tolerances are found, the pavement surface shall be corrected by methods satisfactory to the Engineer.

.3 Correction of defects shall be carried out until there are no deviations anywhere greater than the allowable tolerances.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 20 OF 24 5.7 Segregation

.1 The finished surface shall have a uniform texture and be free of segregated areas. A segregated area is defined as an area of the pavement where the texture differs visually from the texture of the surrounding pavement.

.2 All segregation will be evaluated by the Engineer to determine repair requirements.

.3 The severity of segregation will be rated as follows:

.1 Slight - The matrix of asphalt cement and fine aggregate is in place between the coarse aggregate particles, however there is more stone in comparison to the surrounding acceptable mix.

.2 Moderate - Significantly more stone than the surrounding mix, and exhibit a lack of surrounding matrix.

.3 Severe - Appears as an area of very stony mix, stone against stone, with very little or no matrix.

.4 Segregated areas shall be repaired by the Contractor as directed by the Engineer. The following methods of repair are identified.

.1 Slight - Squeegee asphalt to completely fill the surface voids.

.2 Moderate - slurry seal for full mat width.

.3 Severe - removal and replacement or overlay.

.5 All repairs shall be regular in shape and finished using good workmanship practices to provide an appearance suitable to the Engineer.

.6 Any other methods of repair proposed by the Contractor will be subject to the approval of the Engineer.

.7 Repairs will be carried out by the Contractor at their expense.

5.8 Repairs of Defective Areas .1 Asphalt spreaders must be required for areas greater than 90 m². The required

equipment must be on site before placing of asphalt hot mix.

.2 Where sixty (60) % of the road requires patching and/or several other patches are required across the width of the street it will be necessary to extend the treatment across the full width of the street.

.3 Placing of a patch on top of another will not be acceptable and in these cases the original asphalt must be removed.

.4 Where, in the opinion of the Engineer, possible bridging exists, it will be necessary to remove the asphalt and the defective area. The base course will be brought back up to proper grade and use full depth asphalt patching.

.5 All patches should be square with no jagged edges.

.6 Asphalt patches should retain the proper cross-section and the edges must be properly feathered out.



.7 Asphalt skin patching must be subject to the temperature requirements for asphalt surfacing.

5.8 Gradation

.1 The following requirements apply to asphalt concrete pavement material in all lifts except preliminary levelling.

.2 Price Adjustments for aggregate gradation variation will be based on the variation of the Lot Mean Gradation from the Job Mix Formula tolerance, for each sieve size, as shown in Tables 5.8.1 and 5.8.2 and the corresponding adjustment points as shown in Table 5.8.3.

.3 When the lot Mean Gradation is outside the Job Mix Formula tolerance, the penalty assessment will be $0.04 per tonne for each Mean Adjustment Point, up to the limits shown in Table 2.1.2.8.1.

.4 When the Lot Mean Gradation is outside the limits of Table 2.1.2.8.1, the penalty assessment will be $0.40 per tonne for each Mean Adjustment Point outside those limits, regardless of the Job Mix Formula tolerance. If the maximum deviation shown in table 5.8.2 is exceeded the lot is rejected.

Table 5.8.1 Gradation Tolerances for the Lot Mean from the Job Mix Formula and

maximum Range between Individual Test Results in a Lot

Characteristics Sieve Size (�m)

(1) 20000, 160000, 12500, 10000, 5000

1250 630 315 160 80

Tolerances for the Lot Mean from the Job Mix Formula

± 5 ± 3 ± 2 ± 2 ± 1.5 ± 1.5

Maximum Range between Individual Test Results in a

Lot

10 6 5 4 3 3

(1) Note: Include all sieves up to one size smaller than top size



Table 5.8.2 Maximum Deviation for the Lot Mean from the Gradation Limits

Specified in Table 2.1.2.7.1

Characteristics Sieve Size (�m)

(1) 20 000,

16 000, 12 500, 10 000

5000, 1250, 630

315 160, 80

Maximum Deviation for the Lot Mean

from Table 2.1.2.7.1 Gradation Limits

2 1 0.5

(1) Note: Include all sieves up to one size smaller than top size

“A” and “B” Adjustment Points for Deviation in Gradation

Sieve Size (�m) Mean (1) 20000, 160000, 12500, 10000, 5000 5 for each 1 % Deviation

1250 1 for each 1 % Deviation



160 0.2 for each 1 % Deviation

80 Deviation < 1.0 %

80 Deviation > 1.0 % 1.0 for each 0.1 % Deviation

1.0 for each 0.1 % Deviation

4. Lot mean Adjustment points will be calculated for each Lot. If the Lot Mean does not exceed the requirements in Table 2.1.2.7.1 a Lot Gradation Price Adjustment per tonne will be applied based on the following formula:

PAg = (A X -0.04) + (B X – 0.40)

Where:

PAg= Unit Price Adjustment for Gradation

A = Mean Adjustment Points assessed within the gradation limits specified in Table 2.1.2.8.1 but beyond the Job Mix Formula tolerance requirements in Table 5.8.1.

B= Mean Adjustment Points assessed outside the gradation limits specified in Table 2.1.2.8.1 regardless of the Job Mix Formula tolerance.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 23 OF 24 6.0 MEASUREMENT AND PAYMENT 6.1 Measurement

.1 Asphalt Concrete supplied will be measured in square metres or tones of material placed, as detailed in the Tender Form.

6.2 Payment .1 The Unit Price applicable to each Lot quantity of asphalt concrete will be

calculated as follows: LOT UNIT PRICE = (CONTRACT UNIT PRICE + PAg) X PAAC X PACOM X PAT

Where: PAg = Unit Price Adjustment for Gradation

PAAC = Asphalt Content Payment Adjustment PACOM = Compaction Payment Adjustment PAT = Thickness Payment Adjustment (When applicable)



CHART AASPHALT CONTENT

PAYMENT ADJUSTMENT FACTOR

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0.30 0.35 0.40 0.45 0.50

ASPHALT CONTENT (% Deviation From JMF Value)

PAYM

ENT

AD

JUST

MEN

T FA

CTO

R

SURFACE LIFTS

LOWER LIFTS

END OF SECTION

PRIME, TACK AND FOG COATS SECTION 05510


1.1 Intent .1 Read this section in conjuction with other sections for location, use and placement of

prime, tack and fog coats.

1.2 Detail Drawings .1 Not applicable.

1.3 Definitions .1 Prime Coat:

.1 Prime coat shall be the applications of bituminous material to previously prepared subgrade or granular base course, preparatory to placing bituminous surfacing materials or asphaltic concrete base course.

.2 Tack Coat:

.1 Tack coat shall be the application of bituminous material to a previously constructed paving surface of any type in preparation of placing bituminous surfacing materials.

.3 Fog Coat:

.1 Fog coat shall be the application of bituminous material to seal small cracks and surface voids on surface materials.

.2 Fog coat shall only be required if, in the opinion of the Engineer, the asphalt is open in texture.

2. PRODUCTS 2.1 Prime Coat

.1 The bituminous material for priming the base course shall be liquid asphalt. The asphalt type shall be slow setting (SS) type SS-1 diluted at a minimum of 1 part SS-1 to 1 part water up to August 31. After August 31 the contractor may use Medium Curing (MC) type MC-30.

2.2 Tack Coat

.1 The bituminous material for tacking the existing asphalt surface shall be liquid asphalt. The asphalt type shall be slow setting (SS) type SS-1 diluted at a minimum of 1 part SS-1 to 1 part water up to August 31. After August 31 the contractor may us Rapid Curing (RC) type RC-30 or RC-70.

2.3 Fog Coat

.1 The bituminous material for sealing the surface course if specified shall be liquid asphalt. The asphalt type may be slow setting (SS) type SS-1 or medium curing (MC) type MC-30 depending on the surface material to be sealed. Asphalt types shall be diluted at a minimum of 1 part asphalt to 1 part water.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 3 2.4 Sand Blotter

.1 The materials for sand cover shall consist of clean granular mineral material approved by the Engineer, all of which shall pass a 5.0 mm sieve.

3. EXECUTION 3.1 Equipment

.1 Pressure Distributor

.1 Designed, equipped, maintained and operated so that asphalt material at uniform temperature may be applied uniformly on variable widths of surface up to five (5) metres at readily determined and controlled rates from 0.2 to 5.4 L/m2 with uniform pressure, and with an allowable variation from any specified rate not exceeding 0.1 L/m2.

.2 Capable of distributing asphalt material in uniform spray without atomization at temperature required. The spray patterns made by alternate nozzles shall meet with no overlap, to avoid streaking. Nozzles shall be of the same manufacture, size, and type, and shall be set in the spray bar so that all nozzle slots make the same angle with the longitudinal axis of the spray bar.

.3 Equipped with meter registering lineal metres per minute, visibly located to enable the operator to maintain constant speed required for application at specified rates.

.4 Pump equipped with flow meter registering litres per minute passing through the nozzles and visible to the operator of the distributor. The pump shall operate by a separate power unit independent of the truck power unit.

.5 Equipped with an easily read, accurate and sensitive device which registers the temperature of the liquid in the reservoir.

.6 Equipped with accurate volume measuring device or calibrated tank.

.7 Equipped with heating attachments and circulation or agitation capability.

3.2 Application .1 Obtain Engineer's approval of existing surface before applying tack oil.

.2 Liquid asphalt shall not be applied to any loose, objectional or raveling surfaces.

.3 Temperature condition emulsified asphalt to between 20 C and 50 C.

.4 Temperature condition Medium curing asphalt to between 100 C and 110 C.

.5 Upon the prepared surface the asphalt shall be applied uniformly without streaking at a rate of from 0.50 to 1.50 litres/square metre (L/m2) for asphalt primer, and at a rate of from 0.25 to 0.90 litres/square metre (L/m2) for tack coat.

.6 Paint contact surfaces of curbs, gutters, headers, manholes and like structures with thin, uniform coat of asphalt material. Do not apply asphalt tack coat when air temperature is less than 5 C or when rain is forecast within two (2) hours. Work adjacent to the roadway shall be completely protected from the application operation by a suitable covering. Any unnecessary splashing of the concrete shall be cleaned.



.7 The Contractor shall maintain the primed surface until the surface course has been place. Maintenance shall include spreading any additional sand and patching any breaks in the primed surface with additional asphaltic material.

.8 The asphalt primer should preferably be entirely absorbed by the base course and therefore require no sand cover. If, however the asphalt has not been completely absorbed 24 hours after application, just sufficient sand shall be spread over the surface to blot up excess asphalt and prevent it from being picked up by any traffic.

.9 Traffic shall not be permitted to travel on tack or fog coat until cured. The Contractor shall use flagmen, if required, and signage to control traffic until the tack or fog coat has cured.

.10 Traffic shall not be permitted to travel on prime coat until 6 hours after application or until it has cured. After this period of time, excess asphalt material remaining shall be blotted by sand before traffic s permitted to travel on the surface

END OF SECTION

PAVEMENT CRACK CLEANING AND FILLING SECTION 05520


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for Pavement Crack Cleaning and

Filling specified herein. .2 This Section specifies requirements for repairing cracks in existing pavements that are

not being overlayed within one year. The work consists of routing, cleaning and drying cracks and sealing them with crack sealant between the limits shown on the plans or as directed by the Engineer.

1.2 Detail Drawings

.1 Not applicable.

2. PRODUCTS

2.1 Materials .1 Emulsified asphalt to CAN/CGSB-16.2, grade SS-1

.2 Cutback asphalt to CAN/CGSB – 16.1, grade RC-250.

.3 Hot-poured rubberized asphalt to be Beram 195 LM, Husky 1611, Koch 9030, Lafrenz Road Saver 522 or approved equal.

.4 Aggregates for crack filling shall meet the following requirements:

Sieve Size (microns)

Sand-Asphalt slurry using emulsion

% Passing

Sand – asphalt mix using cutback asphalt

% Passing 2 000 100 100 425 30 – 55 - 180 12 – 30 - 075 3 - 12 0 - 8

.5 Sand equivalent to ASTM D 2419, not less than 45%.

.6 Mixing water shall be potable.

2.2 Mixes .1 Sand-asphalt slurry mixes shall be mixed to the following proportions:

.1 50 Kg. of aggregate.

.2 10 to 16 liters of asphalt material.

.3 Potable water to produce a uniform mix of consistency to achieve full penetration into pavement cracks.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 3 2.3 Blotting Agents

.1 When directed by the Engineer, the Contractor shall supply one of the following blotting agents:

.1 Screened sand with a maximum topsize of 2 mm.

.2 Cement or Flyash.

3. EQUIPMENT

3.1 General .1 The Contractor shall supply all equipment necessary for completion of the Work including

but not limited to the melting kettle, air compressor, manual pouring cones, mechanical rotary routers specifically designed for following random irregular cracks without tearing, chipping or spalling edges and capable of producing the specified rout cross-section.

.2 Router and Cutter Bits

.1 Router shall be flexible and portable as required to follow random cracking.

.2 Router shall have sharp cutter bits that will cut a minimum size groove 20 mm wide and 10 mm deep.

.3 Compressed Air Equipment

.1 Compressor shall have a capacity of 2 m³/min or greater at 550 KPa, and be oil and water free.

.2 Air shall be delivered through a blow-pipe with a maximum diameter of 16 mm to ensure an airstream capable of effectively cleaning out the routed cracks.

.4 Hot air lance as approved by the Engineer.

.5 Portable oil jacketed type double boiler melter with a mechanically operated agitator, and separate thermometric controls and gauges for sealant and heat transfer of oil shall be used when applying rubberized asphalt. A tar kettle may be used for catalytic asphalt.

.6 Pouring pots shall have an oblong body, no-splash top, drip-tight fingertip control valve, and minimum sized pouring tip to prevent overspray.

4. EXECUTION

4.1 Preparation

.1 The Contractor shall submit to the Engineer a Traffic Accommodation Plan seven (7) calendar days prior to the work.

.2 A review of surfaces to be crack sealed shall be undertaken with the Engineer to establish physical limits of cracks to be sealed.

.3 Remove existing sealers and loose materials as directed by the Engineer.

.4 Rout designated cracks to a minimum width of 25 mm and a depth of 35 mm to 50 mm using mechanical rotary routers. Router cut shall be perpendicular to the pavement surface.



.5 Routed cracks must be dry, free from frost, laitance, residual dust and debris. Cracks shall be cleaned immediately prior to sealing using compressed air equipment and other mechanical means as required. Cracks shall be completely cleaned to expose freshly routed surfaces.

4.2 Crack Filling

.1 Perform pavement crack filling only when air temperature is above 10ºC and when daily low temperatures do not fall below 5ºC.

.2 Do not perform pavement crack filling when there is rain in the weather forecast.

.3 Sealant shall be melted in accordance with the Manufacturer’s instructions. Diluted, overheated or burned materials shall be removed from the work site and suitably disposed of.

.4 Melted sealant shall be placed into routed cracks in accordance with the Manufacturer’s instructions. Sealant shall be placed using a pouring pot or approved pressure wand, then levelled with an approved squeegee, flush with pavement surface and shall not be more than 3 mm below pavement surface after cooling.

.5 Crack sealant is to be sprayed with liquid soap or dusted with limestone or flyash immediately after being placed, to stop traffic from tracking or pulling out sealant.

.6 Sealant spilled on pavement surfaces shall be removed and the area sprinkled lightly with fine sand.

4.3 Cleanup

.1 Clean all sidewalks of debris blown from routed cracks. Sweep debris onto roadway for removal by street sweepers.

END OF SECTION

ROADWAY SIGNS SECTION 05530


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for Roadway Signs specified

herein.

1.2 Detailed Drawings .1 Division 3 Detail Drawings are appended hereto and form part of this Section.

Number Title

BPW-214 Yielding Breakaway Sign Post Assembly 1.3 Design Requirements

.1 Sign supports and appurtenances to be capable of withstanding summation of the following loads:

.1 Wind and ice loading specified to be consistent with anticipated loads in the City of Brooks. Refer to the National Building Code of Canada and/or Provincial Building Code.

.2 Dead load of signboards, sign supports and appurtenances.

.3 Ice load on one face of signboards and around surface of all structural members and appurtenances.

.2 Structural deflections and vibration in accordance with American Association of State Highway and Transportation Officials (AASHTO), “Specification for the Design and Construction of Structural Supports for Highway Signs”.

1.4 Shop Drawings .1 Submit shop drawings for signage structures indicating product data and design.

2. PRODUCTS 2.1 Sign Supports

.1 Steel posts:

.1 To CAN-G40.21, (4) m long, flanged “U” shaped in cross section, measuring (65) mm wide by (30) mm deep.

.2 Metal thickness: (4.5) mm.

.3 Hot dipped galvanized: to CAN/CSA-G164.

.4 Standard tubular supports for small signs: to ASTM B210M.

.2 Base plates:

.1 To ASTM B209M.



.3 Fasteners:

.1 Bolts, nuts, washers and other hardware for roadside signs to be cast aluminum alloy, stainless or galvanized steel.

2.2 Signboards

.1 Aluminum sheet to ASTM B209M, pre-cut to required dimensions. Minimum thickness shall be 1.6 mm for signboards up to 750 mm wide. Minimum thickness for signboards 750 – 1200 mm wide shall be 2.0 mm.

.2 Connecting straps and bracket to ASTM B209M.

.3 3M HI-Intensity Scotchlite or equal approved by the Engineer.

2.3 Fabrication .1 Signboards

.1 Aluminum blanks shall be degreased, etched and bonderized with chemical conversion coating. Clean surfaces with xylene thinner. Aluminum signboards shall be painted prior to installation. Spray and back face of signboards with two coats of enamel in accordance with CAN/CGSB-1.104.

3. EXECUTION 3.1 General

.1 The Engineer will provide plan layout information in the form of a base line for the installation of permanent signs. The Contractor shall establish the height and elevation of the sign and install it in accordance with the plans or as directed by the Engineer.

.2 The Contractor shall have all utilities located prior to digging holes for sign posts. Any adjustments to the location of the signs will be subject to the approval of the Engineer.

.3 Signs shall be mounted to the posts in accordance to Standard Drawing BPW-153.

.4 The installed sign shall be clean and not bent or twisted. The reflectorized surface shall be free of scratches, dents and marks and must be securely fastened to the post.

.5 The disturbed area around all installations shall be restored to the original contours or as directed by the Engineer.

3.2 Installation of Yielding Breakaway Steel Posts

.1 Yielding breakaway steel posts shall be installed to within 1.5 degrees of vertical and as indicated on the drawings.

.2 Yielding breakaway steel posts are to be driven to the required depth without damage to the posts. If rock or concrete is encountered, auger the post holes to the required depth and backfill the post with material free of organics. All backfill shall be placed in 150 mm thick lifts and thoroughly compacted for the full depth.

.3 Damage to galvanized surfaces shall be repaired by treating the damaged areas with zinc rich paint conforming to MIL SPEC DOD-P-21035.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 3 3.3 Installation of Wooden Posts

.1 Wooded posts shall be installed to within 1.5 degrees of vertical and as indicated on the drawing.

.2 Wooden posts shall be set in augured holes to the required depth. The wooden post shall be backfilled with material free of organics. Backfill shall be placed in 150 mm thick lifts and thoroughly compacted for the full depth.

3.4 Installation of Concrete Bases

.1 Concrete bases shall be installed as shown on the drawings. The Contractor shall excavate hole to a minimum of 300 mm larger than the base and the base shall be installed in the centre of the excavation. The concrete base shall be backfilled with material free of organics. Backfill shall be placed in 150 mm thick lifts and thoroughly compacted for the full depth.

END OF SECTION

W-BEAM GUIDERAIL SECTION 05540


.1 Read this section in conjunction with other sections for location, use and placement of W-Beam Guiderail specified herein.



Number Title

BPW-215 Dead End Barricade BPW-216 Steel Beam, Guide Rail Rail Details BPW-217 Steel Beam Guide Rail Assembly Details

2. MATERIALS

2.1 Rails and Terminal Elements .1 Guiderail shall consist of rail sections fabricated for installation to develop

continuous beam strength with the necessary safety and feature components.

.2 All rail sections and other components shall match the design profiles and dimensions of the AASHTO hardware requirements for full interchangeability of similar components, regardless of the source of manufacturer.

.3 The rails and terminal elements shall be manufactured from sheet steel and hot dip galvanized after fabrication, all in accordance with the AASHTO standard M180-841 and shall conform to the Contract drawing.

.4 Rails shall be punched for splice and post bolts in conformity with the AASHTO standard to the designated number of and center-to-center spacing of posts. Punching, cutting, burning or welding will not be permitted on site except for special details, as directed by the Engineer.

.5 The rails and terminal elements shall be manufactured according to the following standards:

.1 Metal Properties: Properties of the base metal for the rails shall conform to the following requirements:

.1 Gauge – 12 minimum

.2 Minimum Yield Point – 345 MPa

.3 Minimum Tensile Strength – 550 MPa

.4 Minimum Elongation – Min. 12% in 50 mm length

.2 Sheet Thickness: The rails and terminal elements thickness shall be manufactured according to Table 1 (Class A, Type 2) of AASHTO standard M180-841 with no nominal base metal thickness of 2.8 mm (2.67 mm min.).

.3 Sheet Width: Sheet width for the rail shall be 483 mm with a permissible tolerance of minus 3 mm.



.6 The load shall be applied through a 75 mm flat surface at the centre of a freely supported 3.65 m clear span and when the joint is tested it shall be at the centre of the span.

Maximum Deflection Load Traffic Face Up Load Traffic Face Down

70 mm 680 Kg. 550 Kg.

140 mm 900 Kg. 1,180 Kg.

.7 All rails and terminal elements shall be hot dip galvanized after fabrication, conforming to CSA-G164M.

.8 All welding required for special detail fabrications shall conform to the requirements of CSA-W59M. Only welders, welding operators and tackers approved by the Canadian Welding Bureau in the particular category may be permitted to perform weldments.

.9 A copy of the manufacturer’s certificate, conforming to Section 16 of CSA G40.2M, for each of the mechanical and chemical test, including impact tests, shall be provided to the Engineer upon request.

2.2 Bolts, Nuts and Washers .1 All bolts, nuts and washers shall conform to ASTM-A153 and shall be hot dip

galvanized, conforming to CSA-G164M. The post connection shall withstand a 2,250 Kg. side pull in either direction.

2.3 Guiderail Materials .1 The size and thickness of rails and terminal elements shall be within the following

tolerances:

1. Base Metal Thickness: 2.8 mm nominal

.2 Galvanized Finished Thickness: 2.82 mm

.3 Tolerance: 0.23 mm

.2 Hot dip galvanized coating shall be smooth, free of beading or sharp projections at edges. Coating adherence shall prevent the peeling of any portion of the zinc coating so as to expose the base metal by cutting or prying with a stout knife under considerable pressure (bond check). Magnetic gauge may be used for thickness verification in accordance with ASTM Standard E316 (c).

.3 Warped or otherwise deformed rails and terminal elements will be rejected as will those with injurious defects or excessive roughness of the zinc coating. When the rail is laid on a flat surface, the warpage shall not be greater the 5 cm.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 4 2.4 Posts and Blocks

.1 The wood posts and blocks shall be constructed with pine; and conform to No. 1 Structural Grade for posts and timbers as classified and defined by NLGA 1970 Standard Grading Rules for Canadian Lumber.

.2 All posts and blocks shall be incised and pressure treated with Chromate Copper Arsenate (CCA) to a minimum net retention of 6.4 Kg/m³ of wood (3.5 Kg/m³ for blocks), in accordance with CSA Standard 080.14: Pressure Preserved Wood for Highway Construction.

2.4 Backfill .1 Materials excavated for guiderail post installations may be used as backfill. The

Engineer shall inspect excavated materials for suitability as backfill. All backfill must be completed to meet a minimum 95% of Standard Proctor maximum dry density within +/- 2% of optimum moisture.

3. Execution

3.1 Installation .1 The guiderail shall be accurately set to the required depth and alignment, in a manner

resulting in a smooth continuous installation, as shown on the drawings or as directed by the Engineer. Permissible tolerance for plumb and grade of posts shall be 6 mm maximum.

.2 The guiderail laps shall be in the direction of traffic flow. Bolts shall be tightened to a torque of 100 N-m (75 ft.-lb.). Reflector strips, 50 mm x 300 mm shall be supplied and attached to the tops of posts as per drawings with a sufficient number of 50 mm aluminium nails.

.3 The Contractor shall take all necessary precautions to eliminate damage to galvanizing. Painting with two (2) coats of zinc rich paint shall repair minor abrasions. The method to be used for repair of any damage shall be approved by the Engineer before such work is commenced. The Contractor shall repair or replace components to the satisfaction of the Engineer.

.4 All installed guiderail posts shall be backfilled in accordance with Clause 2.2.4.1 of this Section.

.5 Posts shall be spaced on 1.8m centres (minimum) measured along the centreline of the beam unless otherwise directed by the Engineer. In the vicinity of structures spacing can be closer as shown on the Standard Drawings for post installation. The beams are erected to produce a smooth continuous rail paralleling the line and grade of the highway surface or as shown on the plans. .

.6 The horizontal centreline of the guiderail shall be installed 610 mm (2’-0”) above the existing grade line unless otherwise directed by; the Engineer.

.7 Surplus excavated materials and debris shall be removed from the site for proper disposal.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 4 OF 4 4. inspections of materials

.1 All guiderail materials shall be inspected and materials that fail to meet these specifications will be rejected, and shall be replaced or repaired at the Contractors expense.

END OF SECTION

CULVERTS SECTION 05550


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for the installation of culverts

specified herein. 1.2 Detailed Drawings


Number Title

BPW-218 Culvert Installation

2. PRODUCTS

2.1 Corrugated Steel Pipe .1 Culverts shall be corrugated steel pipe, manufactured in accordance with CAN3-G401

and shall be zinc coated by a hot-dip galvanizing process.

.2 The wall thickness shall be 1.6 mm in the 300 mm, 400 mm, 500 mm and 600 mm sizes, and 2.0 mm in the 700 mm, 800 mm and 900 mm culvert sizes, and the corrugation pattern shall be 68 mm pitch and 13 mm depth.

.3 The pipe sections shall be connected with corrugated band couplings, also conforming to CAN3-G401. Ends shall be cut square or bevelled as indicated.

2.2 Culvert Granular Bedding .1 Granular bedding material shall be in accordance with Section 05100 Granular Sub-

Base and Base Clause 2.2.

.2 The granular bedding material shall be supplied by the Contractor and shall be subject to the approval of the Engineer prior to being placed in the work.

2.3 Culvert Backfill .1 Material for culvert backfill shall be a mixture of the excavated material obtained from

the excavations on the road alignments.

.2 Use of random culvert backfill shall be subject to the approval of the Engineer.

3. EXECUTION

3.1 Trenching and Excavation .1 The excavation for the culvert base shall be carried to a depth of not less than 150 mm

below the invert grade, as established by the Engineer and shall be of sufficient width to permit pipe assembly and to accommodate operation of compaction equipment on either side of the culvert.

.2 The excavation side slopes shall be excavated to a 6:1 slope.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 3 3.2 Culvert Bedding

.1 Place minimum 150 mm thick layer of compacted granular material on bottom of excavation. Place material in uniform layers not exceeding 150 mm thickness, and compact each layer with mechanical compaction equipment.

.2 Any soft and yielding or other unsuitable material below this level shall be removed to the depth directed by the Engineer and backfilled with the approved granular material.

.3 Granular material shall be compacted to density not less than 98% of Standard Proctor Density in accordance with ASTM D698 (Method C or D). Granular materials shall be moisture conditioned by drying or by adding water, to obtain an in-place moisture content between optimum and minus two percent of the specified optimum moisture content.

.4 The base for culverts installed along main water courses or through yielding areas shall consist of gravel bedding compacted to the excavated depth and extending over a width of three (3) times the diameter of the pipe. The depth of this base shall be not less than 300 mm. An impervious compacted bedding material shall be provided for a minimum length of 3 m or three (3) times the diameter of the pipe, whichever is greater, at the inlet end and outlet end of the culvert to achieve a seal against seepage. Rip rap placement at each end to be directed by Engineer.

.5 Trench line and grade requires the Engineer's approval prior to placing bedding material or pipe.

.6 Do not backfill until pipe grade and alignment are checked and accepted by the Engineer.

3.3 Laying Corrugated Steel Pipe Culverts .1 Commence pipe placing at downstream end on the prepared granular bedding with

separated sections securely joined together by means of a coupling band.

.2 Do not allow water to flow through pipes during construction except as permitted by the Engineer.

.3 All culverts shall be laid so that the horizontal seams fall at the sides of the culverts.

.4 The pipe shall be laid true to line and grade as established by the Engineer and the pipe shall be carefully handled to prevent damage to the galvanized coating. Damaged pipe sections shall be immediately reported to the Engineer and repaired and replaced according to his direction.

.5 Centreline of culvert shall not vary from the designated horizontal alignment by more than 75 mm. Invert grade shall not vary from the designated invert grade elevation by more than 12 mm provided positive flow is maintained.

3.4 Culvert Backfill .1 After assembly of the culvert on the bedding, the culvert shall be backfilled with the

specified granular and approved random backfill. Backfill shall be brought up on both sides of the culvert simultaneously. Culvert backfill materials shall be compacted to density not less than 98% of Standard Proctor Maximum Dry Density in accordance with ASTM D698 (Method C or D). Backfill materials shall be moisture conditioned by drying or by adding water, to obtain an in-place moisture content between plus /minus



two percent (± 2%) of the specified optimum moisture content.

.2 The backfill shall be spread and compacted in 150 mm layers and special care shall be taken to ensure proper filling and compacting under the haunches and within the culvert corrugations.

.3 Heavy equipment shall not be allowed over the culvert until a minimum of 0.6 m of fill is obtained above the crown of the pipe.

END OF SECTION

SUB-DRAIN SYSTEMS SECTION 05560


1. GENERAL

1.1 Intent .1 This work shall consist of trenching, supplying and installing perforated pipe

wrapped in filter fabric and backfill with select filter material at locations and to the depth and grade as established by the Engineer.



Number Title

BPW-203 Typical Sub-Drain System Installation BPW-204 Uniform Backfill Sub-Drain System Installation

2. MATERIALS

2.1 Perforated Pipe .1 Perforated PVC SDR 35 drain tile, nominal inside diameter 100 mm.

.2 Multi-flow drainage system – 150 mm diameter consisting of high density, polyethelene perforated tubes.

.3 Armtec weeping tile consisting of 100 mm diameter corrugated High Density polyethelene Big ‘O’ tubing.

2.2 Filter Fabric

.1 The Contractor shall supply filter sock or filter fabric material for wrapping the perforated pipe. Geotextile fabric to be interwoven, plastic, non-biodegradable type designed for separation of fill materials while permitting the movement of groundwater and shall be in accordance with the following:

PROPERTIES ASTM TEST REQUIREMENTS PHYSICAL

Grab tensile Strength D4632 400 Newtons (N) Minimum

Grab Tensile Elongation D4632 50% minimum

Mullen Burst D3786 1275 KPa Minimum

Puncture D4833 240 Newtons (N) Minimum

Trapezoid Tear D4533 180 Newtons (N) Minimum

UV Resistance D4355 70% @ 150 hr.

HYDRAULIC

Apparent Opening Size D4751 0.212 mm Minimum

Permittivity D4491 2.1 sec-1

Flow Rate D4491 102 1/sec/m2


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 3 2.3 Filter Material

.1 The Contractor shall supply filter material composed of hard, durable mineral particles free from organic matter, clay balls, soft particles and other deleterious materials and meeting the following gradation requirements:

Sieve Size (microns) Percent Passing By Weight 40 000 100 10 000 78 – 95 5 000 60 - 85 1 250 27 - 57 315 5 – 29 160 0 – 15 80 0 – 5

3. EXECUTION

3.1 Construction .1 Trench Excavation

.1 Trenches shall be excavated to depths and grades as established by the Engineer. The trench shall be kept as narrow as practicable and still permit jointing to be done.

.2 The minimum width of the trench shall be the inside diameter of the pipe plus 0.25 m.

.3 The bottom of the trench shall be stable to afford a firm and uniform bearing throughout the entire length of the pipe. Where the bottom of the trench is in an impervious layer which has become wet and puddle, granular material shall be added to stabilize the trench bottom. However, the depth of gravel material shall be kept to a minimum to prevent possibilities of water flow under the subdrain pipe.

.2 Pipe Installation

.1 Perforated pipe shall be installed to the depth and grade as shown on the drawings or as directed by the Engineer. Perforations shall be oriented in directions as indicated by the Engineer, in accordance with the requirements for either collecting or carrying of water.

.2 Perforated pipe shall be installed on a stable pipe bed and be free of sags or high points.

.3 The pipe shall normally be joined with external “screw-on” couplers or “split” couplers. Couplers shall be of sufficient width to cover at least two outside crest corrugations on each end of the pipe to be joined.

.4 Plug upstream ends of drainage system with PVC plugs or caps.

.5 Perforated pipe shall be grouted into outfall locations such as manholes and catch basins.



.3 Filter Fabric Installation

.1 The perforated pipe shall be wrapped with filter fabric or fitted with a filter fabric sock prior to installation of the perforated pipe.

.4 Trench Backfill

.1 The sub-drain trench shall be backfilled with pervious filter material conforming to Section 05560 Clause 2.3.1. Filter material shall be placed in 0.15 m layers, and shall be thoroughly tamped and carried to a minimum of 0.15 m above the seepage zone, or to a height as directed by the Engineer. The remainder of the trench shall be backfilled with impervious material and thoroughly compacted.

END OF SECTION

PAVEMENT MARKINGS GENERAL SECTION 05600

CITY OF BROOKS CONSTRUCTION SPECIFICATION PAGE 1 OF 7 1. GENERAL 1.1 Intent

.1 This Section specifies the general requirements for pavement markings regardless of the type of pavement marking used. Deviations from these general requirements will be covered in the specific requirements for each material.

.2 The Work shall consist of furnishing all materials, equipment and labour necessary for the required pavement preparation and application of uniformly retroreflective pavement marking materials in accordance with the plans or as described herein.


.1 All pavement markings shall conform with the Manual of Uniform Traffic control Devices for Canada (Current Edition).

1.3 Related Work

.1 Pavement Surface Cleaning Section 05270

.2 Pavement Marking Removal Section 05610

.3 Painted Pavement Markings Section 05620

.4 Thermoplastic Pavement Markings Section 05630

.5 Spray Pavement Markings Section 05640

.6 Cold Plastic Markings Section 05650

1.4 References

.1 ASTM D4060: Test Method for Abrasion Resistance of Organic Coating by Taber Abrasion.

.2 ASTM D256: Test Method for Impact Resistance of Plastics and Electrical Insulating Materials.

.3 ASTM D570: Test Method for water Absorption of Plastics.

.4 ASTM E28: Test Method for Softening Point by Ring and Ball Apparatus.

.5 ASTM E1347: Test Method for Directional Reflectance, 45º - 0º, of Opaque Specimens by Broadband Filter Reflectometry.

.6 ASTM D1214: Standard Test Method for sieve analysis of Glass Spheres.

1.5 Definitions

.1 Plastic pavement marking material: means any type of paving marking material, excluding paint, consisting of various materials that harden and retain their shape after being applied to the pavement or concrete surface.


CITY OF BROOKS CONSTRUCTION SPECIFICATION PAGE 2 OF 7 2. PRODUCTS

2.1 Materials .1 Marking materials shall be a formulation, identified by a manufacturer’s code number,

prequalified by and have the same composition as the prequalified marking material. Acceptance criteria for new plastic pavement marking materials is included in Clause 2.2 of this Section.

.2 When plastic pavement markings are to be installed, the Contractor and Subcontractor (applicator) shall provide written evidence that he has a minimum of three (3) years successful experience supplying and installing plastic pavement markings, as specified in Section 05630 Thermoplastic Pavement Markings, Section 05640 Spray Pavement Markings, and Section 05650 Cold Plastic Markings, and also be acceptable to the City of Brooks.

.3 Pavement marking materials shall conform to the following Specification Sections:

.1 Painted Pavement Markings Section 05620

.2 Thermoplastic Pavement Markings Section 05630

.3 Spray Plastic Pavement Markings Section 05640

.4 Cold Plastic Markings Section 05650

.4 A material safety data sheet for each material, including resin, catalyst, activator, glass beads and cleaning solvent to be used on the project shall be furnished by the Contractor to the Engineer prior to the start of work. The applicator shall maintain current material safety data sheets for all materials present with this work in an immediately accessible location.

.5 Glass beads: Overlay type: to CGSB1-GP-74M as follows:

.1 Imperfections: surface of spheres shall be smooth and free from film, scratches and pits. At least 90% shall be true spherical shape, and free from milkiness, dark or air inclusions and other defects.

.2 Index of refraction: liquid immersion method at 25º C may be used to determine refraction index of glass spheres. A refractive index of 1.50 to 1.60 is required.

.3 Gradation: spheres shall meet the following gradation requirements when tested in accordance with ASTM D-1214.

.1 Spheres included in manufacture of thermoplastic material:

Sieve Size (Microns) % Passing 250 80 – 100 100 0 - 10


CITY OF BROOKS CONSTRUCTION SPECIFICATION PAGE 3 OF 7

.2 Spheres for application on molten thermoplastic material:

Sieve Size (Microns) % Passing 850 90 – 100 300 20 - 50 180 0 - 10

.4 Beads shall show resistance to corrosion after exposure to a 1% solution (by weight) of sulphuric acid.

2.2 Criteria for Acceptance

.1 Plastic pavement marking materials shall be acceptable for installation on City of Brooks roadways based on the following critera:

.1 The Contractor/Supplier has installed that particular product in other cities with similar climatic conditions as the City of Brooks.

.2 The material was installed on roadways with more than 10,000 vehicles per day and over 90% of the marking material remained in good condition after three (3) years of service.

.3 The Contractor has provided three (3) references for the product’s past performance.

.2 The Contractor shall submit the requested information for the City of Brooks assessment of a product at least three (3) months prior to bidding on any roadway project in the City.

.3 Plastic pavement marking material that does not meet the above noted criteria may be considered for installation at locations specified by the City of Brooks for evaluation purposes. The material will be considered an acceptable product if 90% of the markings remain in good condition after three (3) years of service.

3. EXECUTION

3.1 General

.1 Arrange a meeting with the Engineer to review the pavement marking drawings prior to the commencement of pre-marking for the installation of the permanent pavement marking materials.

.2 Lines shall be applied as solid, dashed or dotted stripes, either singly or in combination, as shown on the Drawings. The Contractor shall use an accurate dashing mechanism, which is capable of being easily adjusted to retrace existing dashed markings or to apply new materials at the correct spacing. Dashed lines that are to be applied over plainly visible existing dashed lines shall begin within 150 mm of the beginning of the existing dash, unless otherwise directed by the Engineer.

.3 Gaps not marked as a result of template use for symbols and words shall be filled with marking material after template removal.

.4 Pavement markings shall be free of uneven edges, overspray or other readily visible defects that detract from the appearance or function of the pavement markings.



.5 Methods and equipment used for pavement preparation, marking and marking removal shall be subject t the approval of the Engineer. Glass beads shall be kept dry during storage and prior to use.

.6 The Contractor shall furnish to the Engineer copies of the current manufacturer’s instructions and recommendations for application of any marking material, including primer, activator, catalyst and/or adhesive called for in the plans.

.7 Other construction Work such as shoulder paving, seeding and/or mulching shall be scheduled and performed in a manner to avoid damage to applied pavement markings.

3.2 Storage

.1 Store pavement marking materials as per manufacturer’s instructions.

3.3 Site Preparation

.1 Maintain vehicular and pedestrian traffic in accordance with Section 01410 and as directed by the Engineer. Provide flagmen, barricades, flares and signing to protect the workers and public.

.2 Sweep or air blow pavement surface clean and dry to Section 05270 Pavement Surface Cleaning.

.3 If required, remove existing marking and repair pavement surface in accordance with Section 05610 Pavement Marking Removal.

.4 Pre-mark intended lines at a minimum off-set of 150 mm or as directed by Engineer. Pre-mark outline of symbols. The Engineer shall inspect and approve pre-marking. Any correction to the pre-marking shall be a the Contractor’s expense. All markings shall be within 12 mm ± of that specified on the drawings, unless the Engineer approves the variances.

3.4 Line Types

.1 Lines shall be sharp, well defined and uniformly retroflective. The width of the line applied shall be the width specified. Fuzzy lines, excessive overspray or nonuniform application are unacceptable. Lines shall provide proper visibility.

.2 Pavement markings that are improperly applied, located or reflectorized shall be corrected. Lines applied with insufficient material quantities shall be properly reapplied.

.3 Improperly located lines shall be removed in accordance with Section 05610 Pavement Marking Removal at the contractor’s expense, including furnishing of approved materials.


CITY OF BROOKS CONSTRUCTION SPECIFICATION PAGE 5 OF 7 3.5 Line Dimensions and Acceptable Pavement Marking Materials

.1 Line dimensions shall be as follows:

Line Type Colour Size Pattern

Centre Line Yellow 100 mm Continuous line; break at intersections

Lane Line White 100 mm 3.0 m line, 6.0 m skip Edge Line White 100 mm Continuous line Intersection Guide Lines White or Yellow 100 mm

0.5 m line, 0.5 m skip; colour as specified on Drawings

Stop Bars White 600 mm

1.0 m separation from crosswalk; otherwise 4.5 m back of F.O.C. extension

Crosswalk White 200 mm 2 parallel line; 2.5 m apart Arrow Symbols White -----

Arrow style and size to conform to MUTCD – Figure C1-3

Other Symbols White -----

Symbol dimensions to conform to MUTCD

3.6 Installation

.1 Paint application: as specified in Section 05620 Painted Pavement Markings.

.2 Hot thermoplastic application: as specified in Section 05630 Thermoplastic Pavement Markings.

.3 Spray plastic application: as specified in Section 05640 Spray Plastic Pavement Markings.

.4 Cold plastic application: as specified in Section 05650 Cold Plastic Markings.

3.7 Protection and Cleanup

.1 Do not permit traffic over applied markings until directed by the Engineer.

.2 Protect surrounding areas and structures from disfiguration and damage. Repair damage as directed by the Engineer.

.3 On completion of the Work clean up and leave the site free of debris and waste matter.

3.8 Workmanship

.1 Faulty markings, such as non-straight lines, non-uniform, excessive overflow, overspray, etc., shall be redone within five (5) working days at the expense of the Contractor.


CITY OF BROOKS CONSTRUCTION SPECIFICATION PAGE 6 OF 7 4.0 PERFORMANCE LIFE/ACCEPTANCE

4.1 General .1 A warranty period is not applicable for Painted Pavement Markings.

.2 Plastic Pavement Markings shall be warranted against failure due to:

.1 Poor adhesion.

.2 Defective materials.

.3 Improper installation.

4.2 Initial Acceptance of Plastic Pavement Markings

.1 All plastic pavement markings shall have the following initial acceptance requirements:

.1 Following initial completion of all pavement marking, there will be a 180 day observation period before initial acceptance. During the observation period, the Contractor, at no additional cost to the City, shall replace markings that the Engineer determines are not performing satisfactorily due to defective materials, workmanship, in manufacture and application. At the end of the observation period, the minimum required retention percentage, by area, for markings installed will be 95%.

.2 Determination of Percentage Retained: The percentage retained shall be calculated as the nominal area of the strip less the area of loss divided by the nominal area and expressed as a percentage of the nominal area.

.3 The Contractor shall be notified, in writing, within 30 calendar days after the 180 day observation period if there is a failure to achieve the required percentage retained. When such a notification is made prior to September 1, the replacement material shall be installed during the same construction season. Replacement materials for any notification after September 1 shall be installed prior to June 1 of the following year.

.4 Initial Acceptance: Initial acceptance of the pavement markings will be:

.1 180 days after the initial completion of all pavement marking work, or

.2 Upon completion of all corrective work, whichever occurs last.

.5 The Engineer will issue a Construction Completion Certificate for Plastic Pavement Markings once the Initial Acceptance criteria are met.

4.3 Final Acceptance/Warranty Period

.1 The warranty period for plastic pavement markings shall be five (5) years, commencing on issuance of the Construction Completion Certificate for Plastic Pavement Marking.

.2 The warranty for the plastic pavement marking material shall be subject to traffic and normal summer and winter roadway maintenance procedures.

.3 During the warranty period, the Contractor, at no additional cost to the City, shall replace markings that the Engineer determines are no performing satisfactorily due to defective materials, workmanship, in manufacture or application. During the warranty



period, the minimum required retention percentage, by area, for markings installed will be as follows (where applicable and based on warranty):

.1 Two Year Products:

.1 Year One: 90%

.2 Year Two: 80%

.2 Three Year Products:

.1 Year One: 95%

.2 Year Two: 90%

.3 Year Three: 85%

.3 Five Year Products:

.1 Year One: 100%

.2 Year Two: 95%

.3 Year Three: 90%

.4 Year Four: 85%

.5 Year Five: 80%

END OF SECTION

PAVEMENT MARKING REMOVAL SECTION 05610


1.1 Intent .1 Read this section in conjunction with other sections for Pavement Marking Removals

specified herein.


2. PRODUCTS

2.1 Materials .1 Abrasives used for removal of painted pavement markings to be products specially

designed for sand blasting.

.2 Tack coat to Section 05100 Prime, Tack and Fog Coats.

.3 Asphalt Concrete Pavement to Section 05500 Asphalt Concrete.

3. EXECUTION

3.1 Removals .1 In areas designated:

.1 Spray type and cold plastic lines and symbols by grinding off marking material. Do not damage underlying asphalt.

.2 Paint markings by sand blasting, do not damage underlying asphalt.

.2 Exercise care to avoid dislodgment of coarse aggregate particles, excessive removal of fines, damage to bituminous binder, or damage to joint and crack sealers.

.3 Heater milling equipment not to be used.

.4 All residue from operations to be removed from site and disposed of by Contractor.

3.2 Repair .1 No repair is required for removal of painted, spray type and/or cold pavement

markings.

END OF SECTION

PAINTED PAVEMENT MARKINGS SECTION 05620



painted pavement markings.

1.2 Detailed Drawings .1 All pavement markings shall conform with the Manual of Uniform Traffic control

Devices for Canada (Current Edition).

1.3 Related Work

.1 Pavement Markings General Section 05600


2. PRODUCTS

2.1. Painted Markings .1 To CGSB 1-GP74M, alkyd traffic paint meeting current Transportation Association of

Canada and Environment Canada Regulations.

.2 Colour: to CGSB 1-GP-12C, yellow 505-308, white 513-301.

.3 Thinner: CAN/CGSB-1.5.

.4 Glass beads to Section 05600 Pavement Markings General.

.5 Acceptable Products:

.1 Pedersen Mwk 55.2.


.1 Paint applicator shall be a approved pressure type distributor capable of applying paint in single, double and dashed lines. Applicator to be capable of applying marking components uniformly, at rates specified, and to dimensions as indicated, and to have positive shut-off.

.2 Paint applicator shall be capable of adjusting the paint application for the length of dashed line required. Each spray gun shall have independent controls and adjustment mechanisms and shall be operated from the operator’s compartment.

.3 Bead dispensers shall be electrically controlled, air operated, gravity fed with controls to adjust the bead flow. The bead dispensers shall be fed from tanks capable of holding a minimum of 45 kilograms of beads.

.4 The painting truck shall be equipped with a television vehicle guidance or a vehicle guidance system mounted on a retractable A-frame with a guide wheel and pointer system, to assist the truck driver in maintaining alignment on the existing lines.

.5 The painting truck shall be equipped with an overhead revolving beacon with an amber lens a minimum of 180 mm high and 180 mm wide. The beacon shall be mounted on

PAINTED PAVEMENT MARKINGS SECTION 05620


the top of the vehicle fully visible to traffic approaching from both front and rear.

.6 A “slow moving vehicle” and “wet paint keep off” sign shall be mounted at the rear of the vehicle and be visible to the public only when the painting truck is applying paint.

3.2 Preparation of Surface Conditions .1 Pavement surface to be dry, free from ponded water, frost, ice, dust, oil, grease and

other foreign materials. Sweeping or airblowing when required shall be completed by the Contractor.

.2 Remove conflicting existing markings and lines and repair surface in accordance with Section 05610 Pavement Marking Removal.

3.3 Paint and Bead Application

.1 Lay out pavement markings and line locations and review with Engineer.

.2 Apply painted markings and painted lines only when air temperature is above 10 degrees Celsius, wind speed is less than 60 km/h and no rain is forecast within next 6 hours.

.3 Apply traffic paint evenly at rate of 3.3 l/m2. The first application of paint to new asphalt pavement surfaces shall be increased by 25% over the specified rate or as directed by Engineer.

.4 Do not thin paint unless approved by Engineer.

.5 Paint lines and markings to be of uniform colour and density with sharp edges.

.6 Glass beads shall be applied immediately following the paint application at a uniform application rate of 600g/l of paint. The glass beads shall be applied to the wet paint so that the beads are embedded and retained in the paint and uniformly cover the painted surface.


.1 Provide traffic control measures with adequate warning signs and traffic channelization devices to prevent tracking by vehicles.

.2 Do not permit traffic over applied painted markings and lines until they have adequately dried.

.3 On completion of work, clean up and leave site free of debris and waste matter.

.4 Repair any damage as directed by the Engineer.

3.5 Tolerances .1 Painted pavement markings and lines shall be within plus or minus (±) 12 mm of

dimensions indicated in the contract documents or on the Drawings.

.2 Deficient pavement markings and lines shall be removed and replaced at the Contractors expense to the satisfaction of the Engineer. The method and equipment used by the Contractor to remove incorrectly painted markings and lines will be subject to the approval of the Engineer.

END OF SECTION

THERMOPLASTIC PAVEMENT MARKINGS SECTION 05630


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for Thermoplastic Pavement

Markings specified herein.



1.3 Related Work .1 Pavement Surface Cleaning Section 05270




.1 Thermoplastic pavement marking: hot-extruded, having a specific gravity of 2.0 minimum at 25º C, having a softening point of 90º C minimum according to ASTM E28, and conforming to the following:

.1 Water Absorption: 0.5% maximum by mass retained water after 24-hour immersion, according to ASTM D-570 Procedure A.

.2 Impact Resistance: Minimum 1.13 J at 25º C when material is cast into a bar 25 mm² cross-section by 75 mm long, with 25 mm extended above vice jaws in a catlilever beam (Izod type) tester using the 2.82 J scale, according to ASTM D-565 Method C.

.3 Abrasion Resistance: Maximum weight loss of 0.6 grams when subjected to 200 revolutions on a Taber Abrader at 25º C using H-22 Calibrade wheels weighted to 500 grams with test sample kept wet during test with distilled water. Prepare test sample with representative material placed on 100 mm square plate, 3 ± 0.1 mm thick.

.4 Chemical resistance to anti-freeze, brake fluid, motor oil, diesel furel, gasoline, calcium chloride, sodium chloride, and transmission fluid.

.5 Reheating: The thermoplastic compound shall maintain proper performance properties when heated 4 times to the application temperature. After heating to 800º C for 6 hours while continually stirring at 50 to 100 RPM, the Brookfield viscosity shall not exceed 16,000 cps at 12 RPM.

.6 No deterioration when in direct contact with asphalt cement in asphaltic concrete materials, or with sodium chloride, calcium chloride or other de-icing chemicals.

.7 Non-toxic and not harmful to persons or property when in hardened state.



.8 No discoloration from sunlight, ultraviolet exposure and no bond failure for the warranted life of the materials.

.9 Safety: In the plastic state, the material shall not give off fumes that are toxic or otherwise injurious to persons or property.

.10 Acceptable Products:

.1 Lafrentz System 300.

.2 Glass Beads to Section 06000 Pavement Markings General.

.3 Pre-marking Paint as approved by the Engineer.

.4 Groove Filler to Section 03200 Pavement Surface Cleaning. 2.2 Mix Formulation

.1 White Colour: Conforming to U.S. Federal Standard 595B Colour Number 37925, 70% minimum when measured with the colour Guide Reflectometer 0,45º daylight luminous directional reflectance, with a green filter.

.2 Yellow colour: Conforming to U.S. Federal Standard 595B Colour Number 33538, 40% minimum when measured with the colour Guide Reflectometer 0,45º daylight luminous directional reflectance, with a green filter.

.3 No formulation change unless approved by the Engineer. Any significant change will be subject to field trials.


.1 Grooving Machine, Applicators: subject to the Engineer’s approval.

3.2 Plastic Pavement Marking Subcontractor Qualifications

.1 As specified in Section 05600 Pavement Markings General.

3.3 Storage .1 Pavement marking materials shall be stored as per manufacturer’s instructions.

3.4 Site Preparation .1 Maintain vehicular and pedestrian traffic as directed by the Engineer. Provide flagmen,

barricades, flares, and signage to protect the workers and public.


.3 If required, remove existing markings or conflicting marking and repair pavement surfaces as specified in Section 05610 Pavement Marking Removal.

.4 Pre-mark intended lines as specified in Section 05600 Pavement Markings General.

.5 Cut grooves in asphalt to designated width, length and depth as follows.

.1 Width and Length (Size): As specified in Section 05600 Pavement Markings



General.

.2 Depth as follows:

.1 Lane and center Lines: 5 mm.

.2 Stop Lines, Crosswalk Lines, Guide Lines and Symbols: 10 mm

.3 Remove grindings and haul to designated disposal location. Sweep or air blast grooves clean and dry.

.4 No grooving of the roadway will be permitted in any one day beyond what can be cleaned and inlaid with thermoplastic material in that day.

3.5 Installation

.1 Heat material and apply by extrusion process according to manufacturer’s instructions.

.2 Fill groove, if applicable, with hot molten material. Do not overfill more than 3.5 mm above pavement surface.

.3 Apply glass beads to surface of extruded material while it is still molten or has not set, at a rate of 140 g/m² to 250 g/m².

.4 Trim surplus material to give clean straight edges and let marking cure to hardened state.




.3 On completion of work clean up and leave the site free of debris and waste matter. 3.7 Tolerances

.1 Painted pavement markings and lines shall be within plus or minus 12 mm of dimensions indicated in the contract documents or on the Drawings.

.2 Deficient pavement markings and lines shall be removed and replaced at the Contractors expense to the satisfaction of the Engineer. The method and equipment used by the Contractor to remove incorrectly painted markings and lines will be subject to the approval of the Engineer.

3.8 Workmanship


3.9 Warranty .1 Initial Acceptance and warranty requirements for permanent pavement markings are

specified in Section 05600 Pavement Markings General.

END OF SECTION

SPRAY PLASTIC PAVEMENT MARKINGS SECTION 05640


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for Spray Plastic Pavement

Markings specified herein.



1.3 Related Work .1 Pavement Surface Cleaning Section 05270




.1 As specified in Section 05600 Pavement Marking General.

2. PRODUCTS

2.1 Materials .1 Spray plastic pavement markings: hybridized polymer epoxy spray type pavement

marking material or alternate epoxy material, having a specific gravity of 1.27 minimum at 25º C, and conforming to the following:


.2 Spray plastic material shall not be softened by heat after final cure.

.3 Abrasion Resistance:

.1 Maximum weight loss of 0.15 grams when subjected to 200 revolutions on a Taber Abrader at 25º C using H-22 Calibrade wheels weighted to 500 grams with test sample kept wet during test with distilled water in accordance with ASTM D4060, or

.2 Maximum weight loss of 90 grams when subjected to 1000 revolutions on a Taber Abrader at 25º C using CS-17 Calibrade wheels weighted to 1000 grams with test sample kept wet during test with distilled water in accordance with ASTM C501.

.3 Prepare test sample with representative material placed on a 100 mm square plate 3 ± 0.1 mm thick.

.4 Chemical resistance to anti-freeze, brake fluid, motor oil, diesel fuel, gasoline, calcium chloride, sodium chloride, and transmission fluid.







.9 Acceptable Products: See clause 2.2, Section 05600 Pavement Markings General.



2.2 Mix Formulation .1 White Colour: Conforming to U.S. Federal Standard 595B Colour Number 37925, 70%

minimum when measured with the colour Guide Reflectometer 0,45º daylight luminous directional reflectance, with a green filter.



3. EXECUTION



barricades, flares, and signage to protect the workers and public.


.3 If required, remove existing markings or conflicting marking and repair pavement surfaces as specified in Section 05610 Pavement Marking Removal.

.4 Pre-mark intended lines as specified in Section 05600 Pavement Markings General. 3.3 Installation

.1 Mix and apply by extrusion Spray Plastic markings according to manufacturer’s instructions and procedures

.2 Minimum thickness:



.1 .3 mm above pavement surface for hybridized polymer epoxy.

.2 .8mm TO 1.2 mm for MMA Spray Plastic.






.3 On completion of work clean up and leave the site free of debris and waste matter. 3.5 Workmanship




END OF SECTION

COLD PLASTIC PAVEMENT MARKINGS SECTION 05650


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for Cold Plastic Pavement

Markings specified herein. 1.2 Detailed Drawings

.1 All pavement markings shall conform with the Manual of Uniform Traffic control Devices for Canada (Current Edition).

1.3 Related Work

.1 Pavement Surface Cleaning Section 05270





2. PRODUCTS

2.1 Materials .1 Cold plastic pavement markings: two component, cold extruded and cold curing

pavement marking material, having a specific gravity of 1.9 at 25º C, and conforming to the following:


.2 Impact Resisitance:

.1 Minimum 1.13 J at 25º C when material is cast into a bare 25 mm² cross-section by 75 mm long, with 25 mm extended above vice jaws in a catilever beam (Izod type) tester using the 2.82 J scale, according to ASTM D-256 Method C.

.3 Abrasion Resistance:

.1 Maximum weight loss of 0.6 grams when subjected to 200 revolutions on a Taber Abrader at 25º C using H-22 Calibrade wheels weighted to 500 grams with test sample kept wet during test with distilled water. Prepare test sample with representative material placed on a 100 mm square plate, 3 ± 0.1 mm thick.

.4 Chemical resistance to anti-freeze, brake fluid, motor oil, diesel furel, gasoline, calcium chloride, sodium chloride, and transmission fluid.







.9 Acceptable Products: See clause 2.2, section 02570 Pavement Markings General.



2.2 Mix Formulation .1 White Colour: Conforming to U.S. Federal Standard 595B Colour Number 37925,

70% minimum when measured with the colour Guide Reflectometer 0,45º daylight luminous directional reflectance, with a green filter.



3. EXECUTION



barricades, flares, and signage to protect the workers and public. .2 Sweep or air blow pavement surface clean and dry to Section 05270 Pavement

Surface Cleaning. .3 If required, remove existing markings or conflicting marking and repair pavement

surfaces as specified in Section 05610 Pavement Marking Removal. .4 Pre-mark intended lines as specified in Section 05600 Pavement Markings General.

3.3 Installatiion

.1 Mix and apply by extrusion Cold Plastic markings according to manufacturer’s instructions and procedures.

.2 Thickness: minimum thickness of 2.0 mm and a maximum thickness of 3.5 mm above pavement surface..








.3 On completion of work clean up and leave the site free of debris and waste matter. 3.5 Workmanship




END OF SECTION

LANDSCAPE INSPECTION SECTION 06000


.1 This section is intended to be used as a reference section; it is not a “section of work”. All materials specified in Part 2, Products may not necessarily be required.


.1 Not applicable.

2. PRODUCTS

.1 Not applicable.

3. EXECUTION

3.1 Inspection .1 The Engineer will inspect the work upon notification by the Contractor, at the

following stages of the work:

.1 After sub-grade is complete, finished grades are established and results of soil tests have been provided to the Contractor and topsoil composition has been approved by the Engineer.

.2 After placement of topsoil, but before seeding or sodding.

.3 After irrigation lines are laid and tested, but before trenches are backfilled and compacted.

.4 During start-up of the irrigation system.

.5 Within fourteen (14) calendar days after the receipt of an application from the Contractor for Substantial Completion of the work.

.6 Within fourteen (14) calendar days after the receipt of an application from the Contractor for Final Completion of the work.

.7 Within fourteen (14) calendar days prior to the expiration of the Maintenance and Warranty Period.

.2 The Contractor shall advise the Engineer at each stage when the work is ready for inspection and the Engineer shall, within three (3) calendar days of the receipt of such notification, provide an inspector who shall inspect the work in progress to ensure compliance with the approved plans.

.3 The Engineer will conduct inspections as outlined in these specifications and any work that does not conform to the specifications shall not be approved until the work conforms to the specifications.

.4 The Contractor shall not proceed with the next step in the sequence of work until the Engineer has provided the Contractor with authorization to proceed.

LANDSCAPE INSPECTION SECTION 06000


.5 The inspection of the work by the Engineer shall in no way relieve the Contractor of his duty to adhere to the specifications which are part of the Contract.

END OF SECTION

IRRIGATION INSPECTION SECTION 06010


.1 This section is intended to be used as a reference section; it is not a “section of work”. All materials specified in Part 2, Products may not necessarily be required.


.1 Not applicable.

2. PRODUCTS

.1 Not applicable.

3. EXECUTION

3.1 Inspection and Testing .1 The Contractor shall have an approved set of drawings and specifications available

prior to calling the Engineer for an inspection.

.2 Flushing of Irrigation System - the Contractor shall, in the presence of the Engineer, flush all of the irrigation piping, then fill the irrigation system with potable or City supplied raw water.

.3 Backflow Prevention Assembly Certification

.1 The Backflow Prevention device must be tested by a Certified Backflow Prevention Tester to ensure that it is working properly. The person testing the backflow preventer must be a registered Cross Connection Control (CCC) and Backflow Prevention Tester. This testing must be done prior to the activation of the irrigation system.

.2 The Certified Tester shall test the device and complete a Cross Connection Control Testing and Inspection Report. The CCC Testing and Inspection Report must confirm that the backflow prevention device has successfully passed the test.

.3 The report is completed in triplicate and all copies are to be forwarded to the Engineer for signature, and then will be forwarded as follows:

.1 City of Brooks Parks Department

.2 Certified Tester - Yellow copy

.3 Owner of the property or department - Pink copy.

.4 Once the device is tested, the certified tester is responsible for attaching a Backflow Prevention Assembly Tag to the device and indicating the results of the test on the tag.

.4 Irrigation Installation With Open Trenches/Pressure Test

.1 The Engineer shall be given three (3) calendar days notice when an open



trench/pressure test inspection is required.

.2 The following procedures shall be followed when pressure testing an irrigation system:

.1 All irrigation systems to be tested from downstream of the backflow preventer.

.2 The City of Brooks is to inspect the installation of the backflow preventer before testing takes place or before the water meter is installed and provide the Contractor with written approval of the installation.

.3 The testing of the backflow preventer shall be the responsibility of the Contractor.

.4 Before pressure test is to take place the Contractor shall contact the City of Brooks Water and Sewer Department to confirm that the service valve is in the off position.

.5 The Contractor shall not operate the service valve. The Contractor shall contact the City of Brooks Water and Sewer Department to operate the service valve.

.3 Items, which must be in place and complete for the open trench/pressure test inspection include:

.1 trench depth and alignment

.2 bedding material

.3 pipe alignment joints and expansion couplers

.4 valves and gravel bed

.5 fittings/connections and head locations

.6 thrust blocking and conduit where specified

.7 pressure test without heads

.8 confirm pressure on furthest head of the furthest zone

.9 electrical wiring

.4 Items (.3) from .4 thru .8 shall be inspected in the event that the system is ploughed-in.

.5 At the discretion of the Engineer a pressure gauge shall be placed on any point in the system and a reading shall be taken to confirm expected pressure loss in the system. The City shall provide the pressure gauge. The Contractor shall supply all of the connections and requirements to conduct the test.

.6 The Contractor shall receive, in writing, from the Engineer, approval of the irrigation system before proceeding with backfill operation.

.5 Irrigation Wiring Inspection

.1 The Engineer shall be given one (1) calendar day notice when an irrigation wiring inspection is required.



.2 Items, which must be in place and complete for the irrigation wiring inspection include:

.1 irrigation wire laid in the trench

.2 any wire splices must be visible for inspection

.3 wire connections at the controller

.6 Irrigation System Inspection (after installation is complete)

.1 Items, which must be in place and complete for the irrigation system include:

.1 backfilling and compaction

.2 irrigation head adjustment

.3 valve boxes in place and clear of debris

.4 water pressure on and flowing freely through the system

.5 all heads activated and operating as per manufacturer's recommendations and in accordance with the irrigation design.

.6 cabinet and controller

.2 At the discretion of the Engineer, a pressure gauge shall be placed on any point in the system and a reading shall be taken to confirm expected pressure loss in system. The City will supply the pressure gauge. The Contractor shall supply all of the connections and requirements to conduct the test.

.3 The Contractor shall receive, in writing, from the Engineer, approval of the irrigation system before proceeding with landscape development.

.7 Final Completion Inspection (prior to acceptance of the project)

.1 Items, which must be in place and complete for the Final Completion Inspection include:

.1 Activation of each individual zone

.2 Adjustment of any irrigation heads that are improperly adjusted

END OF SECTION

LANDSCAPING TOPSOIL AND SOIL PREPARATION SECTION 06030


.1 Read this section in conjunction with other sections for Landscaping Topsoil and Soil Preparation specified herein.



Number Title

BPW-315 Root Barrier (Deeproot)

1.3 Definitions .1 “Topsoil” is defined as the uppermost part of the soil, ordinarily moved in tillage, or its

equivalent in uncultivated soils, and normally ranging in depth from 50 mm to 450 mm.

2. PRODUCTS

2.1 Topsoil for Natural Areas .1 Topsoil shall be friable, neither heavy clay nor of very light sandy nature, consisting

of approximately 45% sand, 35% silt, 20% clay and a pH value ranging from 6.5 to 7.5. Topsoil shall be free from subsoil, roots, vegetation, debris, toxic materials, and stones over 20mm in diameter.

2.2 Topsoil for Turf Grass Areas .1 Topsoil shall be friable, neither heavy clay nor of very light sandy nature, consisting

of approximately 45% sand, 35% silt, 20% clay and a pH value ranging from 6.5 to 7.5. Topsoil shall be free from subsoil, roots, vegetation, debris, toxic materials, and stones over 20mm in diameter.

.2 Topsoil minimum organic content shall be six (6) percent. Topsoil shall consist of a homogeneous mixture of topsoil and compost within the top 150 mm (6 inches).

.3 The Contractor shall notify the Engineer as to the source of the organic material. A sample will be taken within three (3) calendar days. A laboratory test may be conducted to ensure that the organic material meets the requirements for pathogens and heavy metal content. No placement of the organic material shall take place until the laboratory results of the test are received, and evaluated. The Owner shall pay for the cost of the initial test.

.4 The Contractor shall notify the Engineer when the organic material has been incorporated into the topsoil. A soil sample will be taken within three (3) calendar days. No further development shall take place until the laboratory results of the soil test are received, evaluated and the topsoil meets the criteria for 6% organic matter as noted above. The Owner shall pay for the cost of the initial soil test.



2.3 Root Barrier

.1 Vertical Root Barrier shall be 40 Mil. HDPE or approved equivalent and shall be a minimum height of 500mm.

3. EXECUTION 3.1 Execution General

.1 Complete clearing and Grubbing as specified in Section 03020 Clearing and Grubbing.

.2 Complete site grading as specified in Section 03100 Site Grading. 3.2 Topsoil and Soil Preparation

.1 No placing of topsoil shall take place until the sub-grade trimming has been approved by the Engineer.

.2 A minimum depth of 150 mm of topsoil shall be placed on all sites. Where sub-grade materials are porous and subject to high percolation rates, an additional amount of loam up to 225 mm may be required.

.3 When the seeding or sodding does not take place within one week of the preparation of the soil bed, the soil bed shall be re-scarified to a minimum depth of 150 mm prior to seeding or sodding taking place. The soil bed shall be loose and friable.

3.3 Root Barrier

.1 Vertical Root Barrier, shall be installed prior to installation of granular base material for proposed pathways. Excavated trench shall be inspected prior to installation of the barrier fabric. Any work not inspected prior to installation of fabric shall be excavated and re-installed at the expense of the Contractor.

.2 All plant roots disturbed by excavation shall be cleanly pruned by hand at the limit of excavation within eight (8) hours of disturbance.

.3 Contractor shall ensure the fabric is laid uniformly without warp or stretch to the full depth of the area excavated.

.4 The top of the Vertical Root Barrier shall be flush and even with adjacent finished grades.

.5 Backfilling of native trench shall be with suitable native materials and compacted to 98% of standard Proctor maximum dry density. Moisture content of the material being placed shall be controlled to within ±2% of the optimum moisture content as determined by the standard Proctor test ASTM D698, over the full width of the cross-section.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 3 3.4 Inspection

.1 Have all sub-grade preparation complete, finished grades established and results of soil test meet the topsoil criteria.

.2 Give three (3) calendar days notice to the Engineer when work is available for inspection.

.3 Receive in writing from the Engineer, approval of the sub-grade before proceeding with the placement of topsoil.

END OF SECTION

SHRUB PLANTING SECTION 06040


.1 Read this section in conjunction with other sections for Shrub Planting specified herein.



Number Title

BPW-317 Shrub Bed Planting

1.3 Plant Quality

.1 The Engineer may, at its sole discretion, inspect all plant material at the source of supply prior to shipping to site.

.2 Approval of plant materials at source of supply will not impair the right of the Engineer to inspect plants upon arrival at the site or during the course of construction reject plants which have been damaged or which, in any way, do not conform to the specifications.

.3 Inspection of material will be conducted within thirty (30) days after substantial completion of the work.

.4 Final inspection of all plantings will be made prior to the end of the specified Maintenance and Warranty period.

.5 At the time of inspection, all plants shall be alive and in a healthy, satisfactory growing condition.

2. PRODUCTS 2.1 Plant Materials

.1 All plant materials shall meet the horticultural standards of the Canadian Nursery Trades Association with respect to grading and quality.

.2 They shall be nursery grown in Alberta, under proper cultural practices as recommended by the Canadian Nursery Trades Association.

.3 Nomenclature of specified plants shall conform to the International Code of Nomenclature for Cultivated Plants and shall be in accordance with the approved scientific names given in the latest edition of Standardized Plant Names. The names of varieties not named therein are generally in conformity with the names accepted in the nursery trade.

.4 Any plants dug from native stands, wood lots, orchards or neglected nurseries and which have not received proper cultural maintenance as advocated by the Canadian Nursery Trade Association, shall be designated as 'collected plants'.

.5 The use of 'collected plants' will not be permitted unless approved in writing by the Engineer.



.6 Plants shall be true to type and structurally sound, well-branched, healthy and vigorous and free of disease, insect infestations, rodent damage, sun scald, frost cracks and other abrasions or scars to the bark. They shall be densely foliated when in leaf and have a healthy, well developed root system.

.7 Any plant material not in accordance with specifications will be a deficiency and will be rejected by the Engineer.

.8 The Contractor shall be required to indicate the source of plant material and supply the Engineer with a list of where the plant material was grown and/or purchased. The Engineer may reject any plant material from a specific source if there is a concern related to the spread of any pests.

2.2 Planting Media

.1 Peat moss:

.1 Decomposed plant material, fairly elastic and homogeneous, free of decomposed colloidal residue, wood, sulphur and iron, with a pH value ranging from 6.5 to 7.5.

.2 Sand

.1 Clean, sharp sand passing 2 mm sieve, free of impurities, chemical or organic matter.

.3 Soil

.1 Soil mix shall be one (1) part fertile topsoil, two (2) parts existing soil, one (1) part horticultural peat moss and one (1) part sharp sand.

.4 Mulch

.1 Random sized wood chips, twigs, and leaves collected from a wood chipper being fed tree limbs, branches and brush.

2.3 Plant Substitutions

.1 All plants shall be supplied as specified on the plant list. Substitutions will not be allowed unless approved in writing by the Engineer.

.2 Notice, in writing, must be supplied in a timely manner to the Engineer when applying for substitutions.

.3 Proof that plant species and sizes specified are unobtainable prior to making substitutions must be supplied in a timely manner.

.4 Substitution of plants larger than specified may be permitted with no increase in contract price.



3.1 Digging of Plants

.1 All plants shall be dug and delivered to the site as specified on the plant list. Immediately after digging, the root system shall be kept moist to prevent drying out until planted.

.2 Container grown plants must have been grown in containers for a minimum of ninety (90) calendar days, and have established a root system which will hold the soil when removed from container.

.3 Before removing plants from containers for planting, the plants shall be well watered to reduce injury.

.4 All plant material in containers shall be checked to ensure that there are no encircling or girdling roots. If encircling roots are present, use a sharp knife to make two vertical cuts opposite each other on the sides of the root ball through the encircling roots.

.5 Planting hole size shall be 150 mm larger than the root ball size except at the bottom. The root ball diameter shall coincide with the Canadian Nursery Trades Association specifications for nursery stock.

3.2 Handling of Plants

.1 Plants with broken or abraded trunks or branches are not acceptable.

.2 Plant material are not to be lifted by the trunks.

.3 All plants should be unloaded and checked immediately upon arrival and should be watered if necessary.

.4 All plant material which cannot be planted immediately upon arrival shall be well protected with soil or similar material to prevent drying out or if necessary stored in a dry, weatherproof place in such a manner that their health will not be impaired. Plants shall not remain unplanted for longer than three (3) calendar days after arrival on site.

3.3 Planting

.1 Plant only during periods that are normal for such work as determined by local weather conditions, to ensure success with the plant material.

.2 Construct planting beds utilizing 600 mm of topsoil. Apply Treflan, according to manufacturer’s rates and specifications, to planting bed. It must be applied by a Certified Pesticide Applicator.

.3 The Contractor shall contact the Utility Department or Companies two (2) calendar days prior to start of work, and coordinate the locates for all underground obstructions such as electric, gas, water, communication and irrigation lines.

.4 After the Contractor has completed the utility locates, the Contractor shall stake the location for the shrubs and then notify the Engineer who will then inspect the



locations for the shrubs. There shall be a minimum of 3 metres away from any irrigation system components.

.5 All shrubs shall have at least 150 mm of growing medium surrounding the sides of the root ball. Excess excavated material shall be removed from the site. Measure minimum depth of plant pit from downward side of slope when planting on incline.

.6 Plants shall be set exactly in the centre of the pits and at the same relation to grade as originally grown.

.7 Plant material shall be faced to give the best appearance or relationship to adjacent structures, walkways or park features.

.8 Planting medium shall be firmly tamped in place in such a manner that the plant retains its vertical position. Particular care shall be taken to ensure that no air pockets remain under or around the roots. The planting medium shall be thoroughly watered immediately after tamping. All non-porous containers shall be removed.

.9 Damaged or broken roots should be cut back with a sharp knife to living parts remaining.

.10 For shrub beds in manicured turf areas: There shall be 100 mm of deciduous shredded wood chip mulch placed in the beds or pits. The mulch shall not be placed immediately adjacent to the trunk, with a minimum of 50 mm away from the trunk of the shrub and the mulch shall not bury any branches or crowns.

.11 For beds in environmental reserve areas or storm ponds (i.e.) not in manicured grass areas: There shall be 150 mm of deciduous shredded wood chip mulch placed in the beds or pits. The mulch shall not be placed immediately adjacent to the trunk, with a minimum of 50 mm away from the trunk of the shrub and the mulch shall not bury any branches or crowns.

.12 The mulch is to be thoroughly watered after the placement of the plant material.

.13 When constructing the beds, they shall be raised and not level with the adjacent turf. There shall be a clean 90 degree vertical edge, 75 mm deep, around the perimeter of the bed.

3.4 Watering

.1 Watering shall be carried out when required and with sufficient quantities to prevent plants and underlying growing medium from drying out.

3.5 Restoration

.1 Any damage that may be caused by the Contractor, his employees, his equipment or subcontractors shall be restored to pre-construction condition at the Contractor’s expense and to the satisfaction of the Engineer.

.2 Disposal of all excess material shall be off site in an approved disposal site.

.3 Contractor shall broom clean pavement, concrete and sidewalks. Grass shall be raked to ensure it is free of planting materials and/or loam.

.4 Leave site in a neat condition.



3.6 Replacements

.1 All plant materials found dead or diseased, or not in a healthy, satisfactory growing condition, or which in any other way, do not meet the requirements of the specifications, shall be replaced by the Contractor at the Contractor’s expense.

.2 All plant material that has been damaged as a result of carelessness on the part of the Contractor shall be replaced by the Contractor at the Contractor’s expense.

.3 All required replacements shall be by plants of the same size and species as specified on the Plant List and shall be supplied and planted in accordance with the approved drawings and specifications.

END OF SECTION

TREE PLANTING SECTION 06050


.1 Read this section in conjunction with other sections for Tree Planting specified herein.



Number Title

BPW-316 Tree Support Method Using Tree Stakes

1.3 Plant Quality .1 The Engineer may, at his discretion, inspect all deciduous and coniferous trees at

the source of supply prior to shipping to site.

.2 Approval of plant materials at source of supply will not impair the right of the Engineer to inspect plants upon arrival at the site or during the course of construction reject plants which have been damaged or which, in any way, do not conform to the specifications.

.3 The Contractor shall stake the location of the trees, then notify the Engineer who will then inspect the locations of the trees. There shall be a minimum distance of 3 metres (9.5 feet) from any irrigation system components.

.4 Inspection of material will be conducted within thirty (30) calendar days after completion of the work.

.5 Final inspection of all plantings will be made prior to the end of the specified Maintenance and Warranty period.

.6 At the time of inspection, all plants shall be alive and in a healthy, satisfactory growing condition.

2. PRODUCTS

2.1 Plant Materials .1 All plant materials shall meet the horticultural standards of the Canadian Nursery

Trades Association with respect to grading and quality.

.2 They shall be nursery grown in Alberta, under proper cultural practices as recommended by the Canadian Nursery Trades Association.

.3 Nomenclature of specified plants shall conform to the International Code of Nomenclature for Cultivated Plants and shall be in accordance with the approved scientific names given in the latest edition of Standardized Plant Names. The names of varieties not named therein are generally in conformity with the names accepted in the nursery trade.



.4 Any plants dug from native stands, wood lots, orchards or neglected nurseries and which have not received proper cultural maintenance as advocated by the Canadian Nursery Trade Association, shall be designated as 'collected plants'.

.5 The use of 'collected plants' will not be permitted unless approved in writing, in advance, by the Engineer.

.6 Plants shall be true to type and structurally sound, well-branched, healthy and vigorous and free of disease, insect infestations, rodent damage, sun scald, frost cracks and other abrasions or scars to the bark. They shall be densely foliated when in leaf and have a healthy, well developed root system. Pruning wounds shall show vigorous bark on all edges and all parts shall be moist and show live, green cambium tissue when cut. Trees shall have straight stems unless that would be uncharacteristic and shall be well and characteristically branched for the species or variety.

.7 All plant materials shall conform to the measurements specified in the Plant List except that the plants larger than specified may be used if approved by the Engineer.

.8 All plants shall be measured when the branches are in their normal position. Heights and spread dimensions specified refer to the main body of the plant and not from branch tip to root base or from branch tip to branch tip. Where trees are measured by calliper, it will be in accordance with the Canadian Nursery Trades Association specifications for Nursery stock.

.9 The types of species of trees shall be as indicated on the approved drawings. Trees shall conform to the quality, and measurements shall be in accordance with the 'Guide Specifications for Nursery Stock' of the Canadian Nursery Trades Association and following specifications.

.10 Trees are to be supplied by a grower or nursery in a similar climatic zone unless approved by the Engineer.

.11 Any plant material not in accordance with specifications will be a deficiency and will be rejected by the Engineer.

.12 The Contractor shall be required to indicate the source of plant material and supply the Engineer with a list of where the plant material was grown and/or purchased. The Engineer may reject any plant material that is not an Alberta source.

2.2 Planting Media

.1 Peat moss

.1 Decomposed plant material, fairly elastic and homogeneous, free of decomposed colloidal residue, wood, sulphur and iron, with a pH value ranging from 6.5 to 7.5.

.2 Sand

.1 Clean, sharp sand passing 2 mm sieve, free of impurities, chemical or organic matter.



.3 Soil

.1 Soil mix shall be one (1) part fertile topsoil, two (2) parts existing soil, one (1) part horticultural peat moss and one (1) part sharp sand.

.4 Mulch

.1 Random sized wood chips, twigs and leaves collected from a wood chipper being fed tree limbs, branches and brush.

2.3 Plant Substitutions

.1 All plants shall be supplied as specified on the plant list. Substitutions will not be allowed unless approved in writing by the Engineer.

.2 Notice, in writing, must be supplied in a timely manner to the Engineer when applying for substitutions.

.3 Proof that plant species and sizes specified are unobtainable prior to making substitutions must be supplied in a timely manner.

.4 Substitution of plants larger than specified may be permitted with no increase in contract price.

3. EXECUTION

3.1 Digging of Plants

.1 All plants shall be dug and delivered to the site as specified on the plant list. Immediately after digging, the root system shall be kept moist to prevent drying out until planted.

.2 Plants specified 'Bare Root' shall be dug and moved while dormant, with the major portion of the fibrous root system provided. The root system shall extend a minimum of 380 mm diameter per 25 mm of tree calliper. Immediately after digging, wrap the roots in wet burlap and keep burlap wet during transport and storage.

.3 All plants specified 'Ball & Burlap' shall be dug and moved while dormant, with the major portion of the fibrous root system provided.

.4 All root balls less than 45 cm in diameter shall be burlapped. Balls from 45 cm to 75 cm in diameter shall be double burlapped, or burlapped and wire basketed.

.5 The sizes of root balls for trees shall be as specified in the Canadian Nursery Trades Association specifications for nursery stock.

.6 All plants specified may be moved with a mechanical tree spade providing adequate roots are kept as specified.

.7 Container grown plants must have been grown in containers for a minimum of ninety (90) calendar days, and have established a root system which will hold the soil when removed from container.

.8 Before removing plants from containers for planting, the plants shall be well watered to reduce injury.



.9 All plant material in containers shall be checked to ensure that there are no encircling or girdling roots. If encircling roots are present, use a sharp knife to make two vertical cuts opposite each other on the sides of the root ball through the encircling roots.

.10 Tree hole size shall be 150 mm larger than the root ball size except at the bottom. The root ball diameter shall coincide with the Canadian Nursery Trades Association specifications for nursery stock.

3.2 Handling of Plants

.1 Trees (in foliage), moved by the Tree Spade Method, may be moved up to 35 km without wind protection, provided road speed does not exceed 30 km/hr.. If moved at higher speeds or from a greater distance than specified above, trees must be protected from the wind by an enclosed truck or tarpaulin.

.2 Trees that are moved by the Basket Method or Balled and Burlap Method must be covered with a tarp if transported on an open vehicle.

.3 Plants with broken or abraded trunks or branches are not acceptable.

.4 Root balls, trunks, branches and leaves shall be protected from drying, frost or damage and be kept moist until planted.

.5 Container stock should be handled as much as possible by the pot or basket only, in order to reduce breakage.

.6 Trees are not to be lifted by the trunks.

.7 All plants should be unloaded and checked immediately upon arrival and should be watered if necessary. Trees with cracked or broken root balls will not be accepted.

.8 All plant material which cannot be planted immediately upon arrival shall be well protected with soil or similar material to prevent drying out or if necessary stored in a dry, weatherproof place in such a manner that their effectiveness will not be impaired. Plants shall not remain unplanted for longer than three (3) calendar days after arrival on site.

.9 Plant material shall not be moved under the following conditions:

.1 Temperatures in excess of 25 degrees.

.2 Extreme windy conditions.

.3 Bareroot material must be moved while dormant.

3.3 Planting

.1 Plant trees, only during periods that are normal for such work as determined by local weather conditions, to ensure success with the plant material.

.2 All trees shall have at least 150 mm of growing medium surrounding the sides of the root ball. Excess excavated material shall be removed from the site. Measure minimum depth of plant pit from downward side of slope when planting on incline.



.3 Where necessary, holes dug by a mechanical tree spade shall be scarified to ensure that they do not have glazed sides.

.4 The Contractor shall contact the Utility Companies or City Departments three (3) calendar days prior to the start of work, and coordinate the locates for all underground obstructions such as electric, gas, water, communication and irrigation lines.

.5 After the Contractor has completed the utility locates, the Contractor shall stake the location for the trees and then notify the Engineer within three (3) calendar days, who will then inspect the locations for the trees. There shall be a minimum of 3 metres away from any irrigation system components.

.6 Plants shall be set exactly in the centre of the pits and at the same relation to grade as originally grown.

.7 Plant material shall be faced to give the best appearance or relationship to adjacent structures, walkways or park features.

.8 Planting medium shall be firmly tamped in place in such a manner that the plant retains its vertical position. Particular care shall be taken to ensure that no air pockets remain under or around the roots. The planting medium shall be thoroughly watered immediately after tamping. All non-porous containers shall be removed, including top ring of wire basket. If a fibre or peat pot remains, it must not be left above the soil surface as this promotes "wick" evaporation.

.9 When growing medium is up to about two-thirds of the root ball height, ties shall be cut and the top portion of the burlap on Ball & Burlap, plants shall be folded back carefully, not disturbing the root ball. All types of ties or wrappings and burlap are to be removed.

.10 The top ring of the wire baskets are to be folded below grade and the burlap removed.

.11 Damaged or broken roots should be cut back with a sharp knife to living parts remaining.

.12 Bare-root plants are to be placed on a cone-shaped mound of soil at the bottom of the hole, roots must not be doubled over, crowded or crossed. Spread roots out gently and evenly in the planting pit.

.13 In exceptional cases where a tree spade cannot be used to dig holes, the following shall apply:

.1 Holes shall be dug by hand or backhoe

.2 The soil from such holes shall be removed by the Contractor, at his expense, to an approved disposal site.

.14 Each plant other than those in planting beds shall have an earth saucer at its base which shall have a dish as large as the excavated area. The saucer shall be constructed so as to retain water around the roots of the plant. The retaining ring around the saucer shall be 100 mm and constructed to retain water.



.15 There shall be 200 mm of mulch placed in the tree pit, with a 1 m diameter circle around the base of the tree. The mulch shall be level with the adjacent turf. The mulch shall not be placed immediately adjacent to the tree trunk and shall be placed a minimum of 50 mm away from the trunk of the tree.

.16 Tree wraps consisting of plastic tree guards, requiring no staples or fasteners, available 750 mm lengths shall be installed around each tree trunk.

3.4 Staking and Tying

.1 Trees shall be braced upright in position by metal stakes in accordance with the following table:

ConiferousTree Height Tree Support Method --------------------------------------------------------------------------------------------------------------

1.5 - 2.5 m (4 ft. 10.7 in. - 8 ft. 2.0 in.) 1 stake with 1 tie

2.5 - 3.0 m (8 ft. 2.0 in. - 9 ft. 10.1 in.) 2 stakes with 2 wires

3.0 - 3.5 m (9 ft. 10.1 in. - 11 ft. 5.8 in.) 3 stakes, 3 ties

--------------------------------------------------------------------------------------------------------------

Deciduous Tree Calliper Tree Support Method --------------------------------------------------------------------------------------------------------------

30 mm (1.20 inch) 1 stake with 1 tie

30 - 60 mm (1.20 in. - 2.50 in.) 2 stakes with 2 ties

60 - 120 mm (2.50 in. - 4.5 in.) 2 stakes with 2 ties

---------------------------------------------------------------------------------------

.2 The Contractor shall provide stakes for support of trees and shall be metal stakes 50 mm x 50 mm x 2.5 m long. Tree stakes shall be installed 600 mm away from the tree trunk and the ties shall be installed in the top one third of the tree. Ties shall be placed around the trunk to provide adequate support and to prevent damage.

.3 New black rubber hose, two ply, reinforced and 3 mm in diameter, or wire encased in rubber, shall be used to encase wires where they circle the trunk or branches to protect the tree.

3.5 Watering

.1 Watering In - Trees shall be place upright in the tree hole supported by 150 mm of planting media between the ball and each side of the tree hole. Planting media shall be watered in to remove all air spaces. Tree holes shall then be filled to grade with planting media and watered in. The 100 mm retaining ring of planting media constructed around the perimeter of the tree hole must be kept intact to ensure adequate retention of water. Ensure the tree ball is at the same height that it was growing at in the nursery.



.2 Watering shall be carried out when required and with sufficient quantities to prevent plants and underlying growing medium from drying out.

3.6 Restoration

.1 Any damage that may be caused by the Contractor, his employees, his equipment or subcontractors shall be restored to pre-construction condition at the Contractor’s expense and to the satisfaction of the Engineer.

.2 Disposal of all excess material, off site in an approved disposal site.

.3 Broom cleaning of pavement, concrete and sidewalks. Raking grass to ensure it is free of planting materials and/or loam.

.4 Leave project site in a neat condition.

3.7 Replacements .1 All plant materials found dead or diseased, or not in a healthy, satisfactory growing

condition, or which in any other way, do not meet the requirements of the specifications, shall be replaced by the Contractor at the Contractor’s expense.



END OF SECTION

TURF GRASS SEEDING SECTION 06060


.1 Read this section in conjunction with other sections for Turf Grass Seeding specified herein.


.1 Not applicable.

2. PRODUCTS 2.1 Grass Seed

.1 Certified Canada No. 1 seed, having a minimum purity of 97% and germination of 75%, meeting the requirements of the Seeds Act and mixed as specified below:

.1 For all manicured turf areas, a grass mixture of:

35% Kentucky Bluegrass - any two of the following: Touchdown, Nugget, America or Midnight

25% Creeping Red Fescue - either Boreal or Jasper

30% Chewings Fescue - either Victory of Banner

10% Redtop or turf-type perennial ryegrass

.2 This seed mixture shall be applied at a rate of not less than 2.93 kg per 100 sq. metre (6.0 lb. Per 1,000 ft²).

.2 Seed of the various species shall be furnished in a mixture in standard containers on each of which the following information shall be clearly shown: .1 Supplier's name and address .2 Lot Number of each individual grass species/cultivars .3 Net Weight of each container .4 Names and percentages of individual seed species/cultivars.

2.2 Hydroseeding .1 Mulch:

.1 Approved wood fibre mulch manufactured from whole wood chips and containing no growth or germination inhibiting factors. The following specifications shall apply: Percent moisture content 10.0%; Percent organic matter 99.2%; Percent ash content 8.0%; Ph 4.8; Water holding 1,000 gms/100 gms of fibre.

.2 Percent of moisture content is determined in accordance with the Canadian Pulp and Paper Association, Technical Section Standard A.2. Apply at a rate of 13.5 – 18.2 kg (30 - 40 lbs). per 1,400 - 2,000 kg/ha (1000 feet²), depending on slope.



.3 Tackifier:

.1 Acceptable colloidal polysacharide tackifier, adhering to mulch ring manufacturing, non-toxic and without growth or germination inhibiting factors. Apply at a rate of .45 kg -.90 kg (2 lbs.) per 50 - 100 kg/ha,(1000 feet²) depending on slope.

.4 Topsoil

.1 Shall be friable, neither heavy clay nor of very light sandy nature, consisting of approximately 45% sand, 35% silt, 20% clay and a pH value ranging from 6.5 to 7.5. Topsoil shall be free from subsoil, roots, vegetation, debris, toxic materials, and stones over 25mm (one inch) in diameter.

.2 Topsoil minimum organic content shall be six (6) percent. Topsoil shall consist of a homogeneous mixture of topsoil and compost within the top 150 mm (6 inches).

2.3 Seeding Product Delivery, Storage and Handling

.1 Deliver grass seed, fertilizer, mulch and other materials in standard containers clearly marked with contents, weight, analysis and name of supplier or manufacturer.

.2 In case of grass seed show quantities of different types of seed mixture as well as the original seed lot number tag complete with supplier's name.

3. EXECUTION

3.1 Job Conditions

.1 Proceed with seeding operations only during favourable weather conditions in accordance with good horticultural practice.

3.2 Preparation

.1 Provide a finished topsoil surface that is smooth and firm with a fine loose texture. Thoroughly loosen soil, just prior to seeding to a minimum depth of 150 mm.

.2 Ensure that finished grade meets flush and smooth with adjacent grades and surface structures such as curbs, manholes, sidewalks, etc.

.3 Incorporate organic matter, arrange for testing and obtain final approval that topsoil meets organic requirements before proceeding with seeding.

.4 Apply 11-54-0 fertilizer at the following rate: 2.44 kg per 100 sq. metre. Equivalent fertilizer may be applied provided the Contractor consults with the Engineer prior to application.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 3 3.3 Installation

.1 Preferably do all seeding during the period from May 15 until September 30, or as weather permits, when wind speeds are minimal and site conditions are approved by Engineer.

.2 Two means of applying seed are acceptable to the Owner:

.1 hydro-seeding and

.2 mechanical or "Brillion" seeding

.3 Hand broadcasting of seed shall not be acceptable under any conditions except for isolated repair work.

.4 Upon completion of all seeding work, arrange for inspection by the Engineer within three (3) calendar days from completion.

.5 Protect all newly seeded areas as required.

.6 Remedy all damages, wash-outs and eroded areas resulting from weather, improper protection or other causes.

3.4 Inspection .1 Make all materials available for inspection, upon arrival on the site, or at source of

supply when requested.

.2 Give three (3) calendar days notice to the Engineer when materials are available for inspection.

.3 Obtain the written approval of the Engineer of the finished topsoil preparation before proceeding with seeding.

.4 Where a hydro-seeding method is used, notify the Engineer three (3) calendar days before loading seeder and allow for an inspection by the Engineer at location of loading operation. Also provide all identification labels from materials placed in hydro-seeder. Failure to notify the Engineer before loading occurs could result in rejection of the seeding operation. The Engineer reserves the right to waive loading inspection at his discretion.

.5 Installation of seed prior to inspection by the Engineer shall be the Contractor's responsibility. The Engineer reserves the right to reject seed, after it has been installed, if seed does not conform to specifications.

.6 Remove all rejected materials from site immediately.

END OF SECTION

COARSE GRASS SEEDING SECTION 06070

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 1 of 5


.1 Read this section in conjunction with other sections for Coarse Grass Seeding specified herein.


.1 Not applicable.

2. PRODUCTS

2.1 Grass Seed .1 Certified Canada No. 1 seed, having a minimum purity of 97% and germination of

75%, meeting the requirements of the Seeds Act and mixed as specified below:

.1 MIX A – Natural Area: .1 A coarse grass seed for restoration of natural areas where an irrigation

system is not available, a grass mixture of:

23% Plains Rough Fescue

13% Blue Gramma

13% Porcupine Grass

10% Northern Wheatgrass (Walsh)

10% Western Wheatgrass (Elbee)

9% Indian Ricegrass

8% Sand Grass

8% Green Needle Grass

3% Oats

2% June Grass

1% Sand Dropseed

.2 MIX B – Previously Disturbed:

.1 A coarse grass seed for restoration of natural areas that have been previously disturbed and where an irrigation system is not available, a grass mixture of:

45% Western Wheatgrass (Walsh)

45% Northern Wheatgrass (Elbee)

10% Fall Rye



.3 MIX C – Sandy Soil:

.1 A coarse grass seed for restoration of natural areas where an irrigation system is not available and the soil is very sandy, a grass mixture of:



20% Sheep Fescue

14% Junegrass

9% Indian Ricegrass

8% Sand Dropseed

5% Needle and Thread

.4 MIX D – Sandy Soil (with Wildflowers):

.1 A coarse grass seed for restoration of natural areas where an irrigation system is not available and the soil is very sandy (with wildflowers), a grass mixture of:



20% Sheep Fescue

10% Junegrass

10% Wild Flowers

9% Indian Ricegrass

8% Sand Dropseed

5% Needle and Thread

.5 MIX E – Short Growing:

.1 A coarse grass seed for restoration of natural areas where an irrigation system is not available, a short, slow growing, drought tolerate grass mix:

40% Sheep Fescue

25% Sandbergs Bluegrass

25% Blue Grama

10% Junegrass

.2 Seed of the various species shall be furnished in a mixture in standard containers on each of which the following information shall be clearly shown:

.1 Supplier's name and address

.2 Lot Number

.3 Net Weight



.4 Names and percentages of individual seed species/cultivars.

2.2 Coarse Grass Hydro Seeding

.1 Mulch:

.1 Approved wood fibre mulch manufactured from whole wood chips and containing no growth or germination inhibiting factors. The following specifications shall apply:

.1 Percent moisture content 10.0%;

.2 Percent organic matter 99.2%;

.3 Percent ash content 8.0%;

.4 Ph 4.8

.5 Water holding 1,000 gms/100 gms of fibre;

.2 Percent of moisture content is determined in accordance with the Canadian Pulp and Paper Association, Technical Section Standard A.2.

.2 Tackifier:

.1 Acceptable colloidal polysacharide tackifier, adhering to mulch ring manufacturing, non-toxic and without growth or germination inhibiting factors.

2.3 Topsoil .1 shall be friable, neither heavy clay nor of very light sandy nature, consisting of

approximately 45% sand, 35% silt, 20% clay and a pH value ranging from 6.5 to 7.5. Topsoil shall be free from subsoil, roots, vegetation, debris, toxic materials, and stones over 25mm in diameter.

2.4 Seeding Product Delivery, Storage and Handling

.1 Deliver grass seed, fertilizer, mulch and other materials in standard containers, clearly marked with contents, weight, analysis and name of supplier or manufacturer.

.2 In case of grass seed show quantities of different types of seed mixture as well as the original seed lot number tag complete with supplier's name.

3. EXECUTION

3.1 Job Conditions

.1 Proceed with seeding operations only during favourable weather conditions and in accordance with good horticultural practice.

3.2 Preparation

.1 A minimum depth of 150 mm of topsoil shall be placed on all sites where the topsoil has been stripped. Provide a finished topsoil surface that is smooth and firm with a



fine loose texture.

.2 Scarify subgrade to 75 mm depth. Where area is severely compacted, scarify to 200 mm depth.

.3 Surface of topsoil free of rocks over 25 mm in diameter, weeds and debris.

.4 Ensure that finished grade meets flush and smooth with adjacent grades and surface structures such as curbs, manholes, sidewalks, etc.

3.3 Installation

.1 Preferably do all seeding as weather permits, when wind speeds are minimal and site conditions are approved by the Engineer. Seeding to take place no later than October 30 of the current year unless a later seeding date is approved by the Engineer. Dormant seeding is preferred.

.2 The following means of applying seed is acceptable to the Owner:

.1 Hydro-seeding

.2 Mechanical or "Brillion" seeding

.3 Drill seeding

.3 Apply seed for all seed mixes at a rate of no less than70 kg/ha.

.4 Hand broadcasting of seed shall not be acceptable under any conditions except for isolated repair work.

.5 Restore to pre-construction condition all hard surfacing, landscaping or facilities that has been damaged or disturbed in any way during the execution of the project, to the satisfaction of the Engineer.

.6 Upon completion of all seeding work, arrange for inspection by the Engineer within three (3) calendar days.

.7 Protect all newly seeded areas as required.

.8 Control Noxious Weeds as per municipal and provincial requirements for a period of 2 years.

3.4 Inspection

.1 Make all materials available for inspection, upon arrival on the site, or at source of supply when requested.

.2 Give three (3) calendar days notice to the Engineer when materials are available for inspection.

.3 Arrange for an inspection by of the Engineer of the finished topsoil preparation before proceeding with seeding.

.4 Where a hydro-seeding method is used, notify the three (3) calendar days before loading seeder and allow for an inspection by the Engineer at location of loading operation. Also provide all identification labels from materials placed in hydro-seeder. Failure to notify the Engineer before loading occurs could result in rejection



of the seeding operation. The Engineer reserves the right to waive loading inspection at his discretion.

.5 Installation of seed prior to inspection by the Engineer shall be the Contractor's responsibility. The Engineer reserves the right to reject seed, after it has been installed, if seed does not conform to specifications.

.6 Remove all rejected materials from site immediately.

2.3 Maintenance

.1 Maintenance General

.1 Such maintenance shall include all measures necessary to maintain the work including but not limited to the activities noted in this section.

.2 Erosion Maintenance

.1 Remedy all damages, wash-outs and eroded areas resulting from weather, improper protection or of other causes.

.3 Reseeding

.1 Reseed all areas which show deterioration, bare spots no larger than 400 cm².

.4 Weed Control

.1 Seeded areas shall have less than five percent (5%) weed cover. Weeds prohibited by the Weed Control Bylaw shall not be permitted.

.2 Control of noxious weeds as per municipal and provincial legislation.

.5 Mowing

.1 Mow and trim all coarse grass seeded areas as required to control weed growth. Areas shall continue to be mowed and trimmed until the coarse grass is in a healthy, vigorous growing condition.

END OF SECTION

SODDING SECTION 06080


1.1 Intent .1 Read this section in conjunction with other sections for Sodding specified herein.


2. PRODUCTS

2.1 Grass Sod: .1 Certified No. 1 grade cultivated turf grass sod, grown and sold in accordance with

A.N.T.A. classifications. At the time of sale, it must have a strong, fibrous root system and be free of stones and burned or bare spots.

2.2 Wooden Pegs:

.1 25 mm X 25 mm X 225mm minimum length pegs. Ensure pegs are long enough to securely anchor sod.

2.3 Topsoil:

.1 Shall be friable, neither heavy clay nor of very light sandy nature, consisting of approximately 45% sand, 35% silt, 20% clay and a pH value ranging from 6.5 to 7.5. Topsoil shall be free from subsoil, roots, vegetation debris, toxic materials, and stones over 25mm in diameter.

2.4 Sodding Product Delivery, Storage and Handling:

.1 Cut sod by approved methods in accordance with recommendations of the Alberta Nursery Trades Association (A.N.T.A.). Cut in pieces approximately 1.0 square metres (3.28 sq. ft.) in area with minimum soil and root thickness of 25 mm (1 inch). Where oversized rolls are utilized, the pieces shall be cut as per manufacturer’s recommendations.

.2 Roll or fold sod prior to lifting, in such a manner as to prevent tearing or breaking.

.3 Protect sod during transportation to prevent drying out and ensure its arrival at the site in a fresh and healthy condition.

.4 Sod should be installed upon arrival. If there is a delay in installation due to weather, keep sod moist and cool and protected from direct exposure to the sun until installation. Project Manager shall reject sod that has dried out.

.5 Provide fertilizer in standard manufacturer's containers, clearly marked with the name of the manufacturer, weight and analysis. 16-20-0 fertilizer shall be applied at the rate of 3.9 kg per 100 sq. metres, (8 lbs per 1000 feet²).



3.1 Job Conditions .1 Proceed with sodding operations only during favourable weather conditions and in

accordance with good horticultural practice.

3.2 Preparation .1 Apply fertilizer at the following rates: 16 - 20 - 0 at 3.9 kg per 100 sq. metres.

Equivalent fertilizer may be applied provided the Contractor consults with the Engineer prior to application.

.2 Spread the fertilizer at the specified rate prior to laying sod.

3.3 Installation ..1 Lay sod with tight butt joints. Do not leave any open joints or overlap adjacent

pieces of sod. Ensure that adjacent rows are laid in a staggered sequence.

.2 Ensure finished sod surface is flush with adjoining grass areas, pavement or top surface of curbs.

.3 On slopes steeper than 4H:1V, lay sod across the face of the slope and peg each row at intervals of not more than 600 mm (24 inches). Drive pegs flush with surface of sod.

.4 Lay sod to a width of 3 m (10 feet) in swales and place perpendicular to direction of swale, unless otherwise noted on drawings.

5. Immediately after installation of sod, water area with sufficient amounts to saturate sod and underlying topsoil to a minimum depth of 100mm.

.6 After sod and soil have dried sufficiently to prevent damage, roll area with 8kg (18-lb.) roller to ensure good bond between sod and soil and to remove minor irregularities. Clean up and remove off site all waste and extra sod at the end of each day or as directed.

.7 Upon completion of all sodding work, arrange for inspection by the Engineer. Give timely notice for such inspection.

.8 Protect all newly sodded areas as required.

.9 Repair all damages, wash-outs and eroded areas resulting from weather, improper protection or other causes.

3.4 Inspection

.1 Make all materials available for inspection, upon arrival on the site, or at source of supply when requested.

.2 Submit name of sod supplier.

.3 Give one (1) working day notice, when materials are available for inspection.



.4 Ensure written approval of finished topsoil surface is obtained from the Engineer before proceeding with sodding.

5. The Engineer reserves the right to reject sod, after it has been installed, if sod does not conform to the specifications and/or drawings.

.6 Remove all rejected materials immediately from the site.

.7 Give one (1) working day notice to the Engineer when all sodding work has been completed. All sodding work is to be inspected upon completion.

END OF SECTION

ASPHALT TRAILS SECTION 06090


1. GENERAL

1.1 Intent .1 Read this section in conjunction with other sections for Asphalt Trails specified herein.


Number Title

BPW-323 Asphalt Trails 3.0M Width BPW-324 Asphalt Trails 3.0M Width with Side and Back Slope

1.3 Products

.1 Common Material: All deposits other than solid rock, including partially cemented materials which can be ripped and excavated with heavy construction equipment.

.2 Rock: Firmly cemented material or solid rock which cannot be removed with a 0.5m3

capacity power shovel without drilling and blasting.

.3 Common Fill: Sub-soil free from roots, rocks larger than 50 mm and building debris. Excavation material is suitable if it conforms to the above and is approve by the Engineer.

.4 Sub-grade: Native materials immediately below the granular structure.

.5 Base Gravel: Sand and gravel, free from silt, clay loam, friable or soluble materials, vegetative matter conforming to Section 05100 Granular Sub-base and Base Clause 2.1 Granular Sub-Base.

.6 Sub-Base Gravel: Sand and gravel, free from silt, clay loam, friable or soluble materials, vegetative matter conforming to Section 05100 Granular Sub-base and Base Clause 2.2 Granular Base.

.7 On-Site Topsoil: Native salvaged materials approved for use by the Engineer.

.8 Imported Topsoil: : Topsoil shall be friable, neither heavy clay nor of very light sandy nature, consisting of approximately 45% sand, 35% silt, 20% clay and a pH value ranging from 6.5 to 7.5. Topsoil shall be free from subsoil, roots, vegetation, debris, toxic materials, and stones over 25mm (one inch) in diameter. Topsoil minimum organic content shall be six (6) percent. Topsoil shall consist of a homogeneous mixture of topsoil and compost within the top 150 mm (6 inches).

.9 Prime, Tack and Fog Coats: As per Section 05510 Prime, Tack and Fog Coats.

.10 Asphalt Pavement: City of Brooks Mix Type III – as per Section 05500 Asphalt Concrete.

2. EXECUTION

2.1 General .1 Locate all underground utilities prior to commencing excavation. Notify Engineer and

Utility Departments 48 hours before excavating utility line locates. Protect active utility



lines exposed by excavation from damage, as instructed by the Utility Department or Company. Final excavation in the area of any utility lines to be done by hand.

.2 Obtain approval of the Engineer and all utilities, prior to commencing excavation.

.3 Protect trees, shrubs, lawns, planted areas, and other features remaining as part of final landscaping. All trees presently growing on the site, which are to remain, shall be protected to avoid any damage to them during construction operations. The Contractor shall not excavate or use heavy equipment in proximity to the tree and shall stay a minimum of 5 metres (16.5 feet) away from the trunk, or outside the drip line whichever is the larger value.

.4 The Contractor will be charged a penalty for any damage to existing trees based on the value of the tree, as established by the International Society for Arboriculture Value Guide.

.5 Protect buildings, sidewalks, curbs and paved areas against damage.

.4 Restore and make good any and all damage to private and public property to the satisfaction of the private property owner and the Engineer.

.6 Protect benchmarks and reference lines from damage. Re-establish if disturbed or destroyed.

.7 Supply and install adequate barriers, fences, warning and construction signs to prevent injury to the public. Maintain such barriers in good condition at all times.

.8 Construct temporary detours as necessary to perform the work, and maintain temporary detours until construction is completed.

.9 Locations and drainage facilities for detours are subject to the approval of the Engineer.

.10 If authorized to use existing roads for detours, the Contractor shall maintain such roads for duration of the contract and make good any damage resulting from the Contractor’s use of road.

2.2 Trail Alignment

.1 The Engineer shall flag the centreline or offset of the trail prior to the commencement of construction, upon two (2) working days notice from the Contractor. After initial flagging, the Contractor shall be responsible to ensure flagging remains in place for as long as required for trail construction.

2.3 Trail Site Clearing .1 Clear the trail and other areas of the work of all trees, limbs, brush, and woody plants

to the cleared width of 1 metre on both sides of the finished trail width, and a height of 3 metres (10 feet). Trees at the trail edge shall have all limbs facing the trail cut flush with a pole saw. Stripping and scaring of standing trees shall not be permitted. All deadfall across the trail shall be cut back to .60 mm (2 feet) outside the clearing width.

.2 Leaning and/or dead trees that in falling could reach the trail shall be felled away from the trails. The Engineer shall flag all such trees. Do not remove trees marked to remain.

.3 Do not pull or rip out roots of trees that are to remain. If excavation through roots is



required, excavate by hand and cut roots with sharp axe.

.4 Remove cut waste material from site.

.5 Grub out stumps and roots from cleared area and remove from site. Stumps must be removed to a minimum depth of .60 mm (2 feet) below proposed finished grades.

.6 Do not bury cuttings, stumps, roots or burnt waste material. 2.4 Tree and Plant Protection

.1 Protect tops, trunks and roots of existing plants on site which are intended to remain.

.2 Do not use heavy equipment within branch spread.

.3 Remove interfering branches and roots, without injury to trunks, only when specifically directed by the Project Manager.

.4 When existing grade around plants is lower than new finish grade, perform regrading by hand.

2.5 Excavation (Topsoil)

.1 Remove all weed and vegetation growth from areas to be stripped

.2 Excavate topsoil within areas specified.

.3 Do not permit topsoil to be mixed with sub-soil.

.4 Do not strip topsoil under wet conditions.

.5 Do not disturb soil within branch spread of trees or shrubs that are to remain.

.6 Stockpile topsoil on site in locations approved by the Engineer.

2.6 Common Excavation

.1 Excavate, to elevations and dimensions specified, all common material encountered.

.2 Conform excavation work to grades established by the elevations and to grades specified on drawings.

.3 Excavate to proper elevation all unsuitable material encountered from construction area and stockpile on site in locations approved by the Engineer.

.4 Cut clean rough subgrade to within 50 mm (2 inches) of elevation and grade specified.

.5 Make changes in grade natural. Blend slopes into level areas.

.6 Excavated material shall be used within the site for backfilling and embankment operations.

.7 If the Engineer deems that the equipment used for excavation is inadequate in size or over sized for work area, replace with suitable equipment as directed.

.8 Where rock is encountered, any excavation work for payment shall be authorized by the Engineer, prior to the start of excavation.

2.7 Subgrade Preparation

.1 The sub-grade shall be scarified to a depth of 150 mm and compacted to a minimum of



98% Standard Proctor Maximum Dry Density at ± 2% of the optimum moisture content, over the full width of the cross-section. The material shall be worked to ensure as much uniformity as possible.

.2 Shape and roll alternately to obtain a smooth, even and uniformly compacted sub-grade.

.3 Apply water as necessary during compacting to obtain the specified density. If the material is excessively moist, aerate by scarifying with suitable equipment until moisture content is correct.

.4 The finished sub-grade shall be within 30 mm vertically and 150 mm horizontally, but not uniformly high or low.

.5 Correct surface irregularities by loosening and adding or removing material until the surface is within the specified tolerances.

.6 In areas not accessible to rolling equipment, compact to the specified density with approved mechanical tampers.

2.8 Sub-Base Gravel Course Construction .1 Excavate soft areas of subgrade, replace with sub-base gravel.

.2 The sub-base gravel shall be compacted to a density not less than 98% of standard Proctor maximum dry density at +/- 2% of the optimum moisture content as determined by ASTM D698 (Method C) over the full width of the cross section.

.3 Place sub-base gravel in continuous horizontal layers not exceeding 150 mm lift.

.4 Shape and compact alternately to obtain a smooth, even and uniformly compacted sub-base.


.6 Grade sub-base gravel course to within 1 cm (3/8 inch) of design grade by blading and compacting. Tolerance is 1 cm in 3 m (0.4 inch in 10 feet).

2.9 Base Gravel Course Construction

.1 The base gravel shall be compacted to a density not less than 98% of standard Proctor maximum dry density at +/- 2% of the optimum moisture content as determined by ASTM D698 (Method C) over the full width of the cross section.

.2 Place base gravel in continuous horizontal layers not exceeding 150mm lift.

.3 Shape and compact alternately to obtain a smooth, even and uniformly compacted base.


.5 Grade base gravel course to within 1 cm (3/8 inch) of design grade by blading and compacting. Tolerance is 1 cm in 3 m (0.4 inch in 10 feet).



.6 Do not conceal manhole covers, valve covers, catch basin rims, or other features.

2.10 Hot Mix Asphalt Paving .1 Submit to the Engineer a design mix formula for approval three (3) days prior to actual

paving work in field.

.2 Do not change proportions of the design mix. The design mix shall not be changed during the work without submission of a new design mix formula.

.3 Primer: RC70 or MC30 or SS-1 as per Section 05510 Prime, Tack and Fog Coats.

.4 Tack Coat: SS-1H diluted with water. Apply tack coat at rate of 0.23 litres per square metre to 0.50 litres per square metre with pressure distributor.

.5 Asphalt Pavement: City of Brooks Mix Type III as per Section 05500 – Asphalt Concrete Pavement.

.6 Asphalt Cement : 150/200 A penetration viscosity graded asphalt cement.

.7 Density.

.1 Coring will be used to determine in-place asphalt density. If any test fails to meet the density specified, two more cores shall be taken in the area, and the average density of the three cores shall represent the area. If the densities are less than specified, the Contract Unit Price shall be adjusted as follows:

% of 50 Blow Marmust Payment Adjustment

96.0 or greater 1.00 95.0 to 95.9 0.95 94.0 to 94.9 0.90 93.0 to 93.9 0.80

Less than 93.0 Reject (Note 1) Note 1: Subject to removal and replacement at the discretion of the Engineer.

..8 Asphalt Content:

.1 The unit price for asphalt content deficiencies will be calculated as follows:

Asphalt Content Deviation from JMF Value (%) Payment Adjustment Factor

+ 0.30 or less 1.00

+ 0.31 to +0.50 As per Chart A

Greater than + 0.50 Reject (Note 1)




.9 Payment adjustments for thickness is as follows:

Average Thickness Compared to Specified Thickness Payment Adjustment Factor

Compliant or Greater 1.00

1mm to 5mm Deficient 0.90

6mm to 12mm Deficient 0.80

13mm or more Deficient Reject (Note 2)

Note 1: A single Thickness Payment Adjustment Factor shall be applied, Total Thickness or Top Lift Thickness, whichever is less.


.10 Notify the Engineer seventy-two (72) hours prior to paving.

.11 Apply asphalt when temperature is above 8 degrees Celsius, monitor weather forecasts to determine optimum paving schedule.

.12 Apply asphalt in one full lift to achieve a total laid thickness of 65mm to the specified elevations and grades.

.13 Top elevation of the finished asphalt surface shall be 50 mm (2 inches) higher than adjacent grades.

.14 Trueness of surface: 5 mm maximum depression per 3.0 m.

.15 Finish roll with a rubber-tired roller.

3. INSPECTION

3.1 Inspection Procedures

.1 The testing of materials may be requested by the Engineer to prove conformance with the standards specified in this section and shall be paid for by the Owner. The Contractor shall provide access to the work to be inspected and tested.

.2 Where tests or inspections by the designated testing laboratory reveal work not in accordance with the contract requirements, the Contractor shall pay the costs for the additional tests or inspections as the Engineer may require verifying acceptability of corrected work.

3.2 Inspection Stages

.1 The work will be inspected upon notification by the Contractor for the following stages of the work:

.1 After the topsoil stripping.

.2 After the sub-grade preparation.

.3 After the granular base preparation.

.4 After the placement of asphalt.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 7 OF 8 4. MEASUREMENT AND PAYMENT

4.1 Measurement .1 Asphalt Concrete supplied will be measured in square metres or tonnes of material

placed, as detailed in the Tender Form.

4.2 Payment

.1 The Unit Price applicable to each Lot quantity of asphalt concrete will be calculated as follows:

LOT UNIT PRICE = CONTRACT UNIT PRICE X PAAC X PACOM X PAT

Where: PAAC = Asphalt Content Payment Adjustment

PACOM = Compaction Payment Adjustment

PAT = Thickness Payment Adjustment (When applicable)



CHART AASPHALT CONTENT

PAYMENT ADJUSTMENT FACTOR

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0.30 0.35 0.40 0.45 0.50

ASPHALT CONTENT (% Deviation From JMF Value)

PAYM

ENT

AD

JUST

MEN

T FA

CTO

R

SURFACE LIFTS

LOWER LIFTS

END OF SECTION

CONCRETE BLOCK PLANTERS SECTION 06095


.1 Read this section in conjunction with other sections for Concrete Block Planters specified herein.


.1 Not applicable.

2. PRODUCTS

2.1 Modular Wall Units .1 Wall units shall have minimum 28 day compressive strength 20.7 MPa in

accordance with ASTM C1372-01. The concrete units shall have adequate freeze-thaw protection with an average absorption rate of 120 kg/m3 for northern climates and 160 kg/m3 for southern climates.

.2 Exterior dimensions shall be uniform and consistent. Maximum dimensional deviations shall be 3 mm not including textured face.

.3 Wall units shall provide a minimum of 555 kg/m2 of wall face area. Fill contained within the units may be considered 80% effective weight.

.4 Exterior face shall be textured. Color as specified by the Engineer.

3. EXECUTION

3.1 Delivery Storage and Handling .1 Contractor shall check the materials upon delivery to assure proper material has

been received.

.2 Contractor shall prevent excessive mud, wet cement, and like materials from coming in contact with the materials.

.3 Contractor shall protect the materials from damage. Damaged material shall not be incorporated in the project. (Ref. ASTM 1372)

3.2 Excavation

.1 Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall use caution not to over-excavate beyond the lines shown, or to disturb the base elevations beyond those shown.

3.3 Foundation Soil Preparation

.1 Foundation soils shall be defined as any soils located beneath the planter.

.2 Foundation soil shall be excavated as dimensioned on plans and compacted to a min. 95% of Standard Proctor prior to placement of the base material.

CONCRETE BLOCK PLANTERS SECTION 06095


.3 Foundation soil shall be examined by the onsite soils engineer to ensure that the actual foundation soil strength meets or exceeds assumed design strength. Soil not meeting the required strength shall be removed and replaced with acceptable material.

3.4 Base

.1 Base material shall be placed as shown on construction drawing, and shall be a minimum depth of 100 mm. Top of base shall be located to allow bottom wall units to be buried to proper depths as per wall heights and specifications.

.2 Base material shall be installed on undisturbed native soils or suitable replacement fills compacted at 95% Standard Proctor.

.3 Base shall be compacted at 95% Standard Proctor to provide a level hard surface on which to place the first course of blocks. The base shall be constructed to ensure proper wall embedment and the final elevation shown on the plans. Well-graded sand can be used to smooth the top 13 mm on the leveling pad.

3.5 Installation

.1 The first course of concrete units shall be placed on the prepared base with the raised lip facing out and the front edges tight together. The units shall be checked for level and alignment as they are placed.

.2 Ensure that units are in full contact with base. Proper care shall be taken to develop straight lines and smooth curves on base course as per wall layout.

.3 All cavities in and around the base course shall be filled with wall rock and compacted. Backfill front and back of entire base course to firmly lock in place. Check again for level and alignment. All excess material shall be swept from top of units.

.4 Install next course of wall units on top of base course. Position blocks to be offset from seams of blocks below. Perfect “running bond” is not essential, but a 75 mm minimum offset is recommended. Check each block for proper alignment and level. Fill all cavities with crushed gravel.

.5 Install each subsequent course in like manner. Repeat procedure to the extent of wall height.

.6 All units shall be adhered to each other with high grade construction adhesive, PL Premium or approved equal.

.7 Allowable construction tolerance at the wall face is 2 degrees vertically and 25mm in 3m horizontally.

3.6 Clean-up

.1 Broom clean pavement and sidewalks on a daily basis .Clear soil and rubble from underground or surface storm sewer lids. Remove and dispose excess materials and leave site in good condition.

END OF SECTION

IRRIGATION INSTALLATION SECTION 06100


.1 Read this section in conjunction with other sections for location, use and placement of Irrigation Installation.



Number Title

BPW-300 Standard Irrigation Service Connection BPW-301 Concrete Pad for Standard or Single Irrigation Controller Cabinet BPW-302 Concrete Pad for Double Irrigation Controller Cabinet BPW-303 Small Communication Cabinet Pedestal BPW-304 Large Communication Cabinet Pedestal BPW-305 Small Irrigation Communication Cabinet BPW-306 Large Irrigation Communication Controller Cabinet BPW-307 Vault Detail for Irrigation Valve System BPW-308 Irrigation Water Service Hardware Material Alignment BPW-309 Irrigation Double Check Valve & Ball Valve BPW-310 Irrigation Hydrometer and Ball Valve BPW-311 Electric Valve and Ball Valve BPW-312 Irrigation Ball valve and Quick Coupler BPW-313 Irrigation Swing Joint Assembly BPW-314 Irrigation Root Watering System (Rainbird RWS Sprinkler) BPW-319 Unmetered 120 Volt Irrigation Controller Connection BPW-320 Unmetered U/G Irrigation Controller Electrical Service BPW-321 Metered U/G Irrigation Pump Electrical Service BPW-322 Metered 120/140 Irrigation Pump Connection

2. PRODUCTS

2.1 Products General .1 Materials shall be new and without flaws or defects of any type.

.2 For substitutions, supply material with descriptive literature and samples, at least fourteen (14) calendar days before commencement of work. Any substitutions must meet or exceed specifications and performance standards of the proposed system, without any additional cost to the owner.

.3 All major components used in the system must have all the manufacturer's identification, i.e. make, model and serial number clearly shown on the equipment. Electrical or mechanical equipment used in the system which is subject to Federal, Provincial or Municipal standards must be installed to comply with the standard and where required, clearly be identified as approved by the Canadian Standards Association.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 17 2.2 Piping

.1 The piping and fittings at the point of connection at the water service riser to the exit points of the vault shall be galvanized. Exit points include only the piping on the downstream side of the water service components (i.e.) isolation valve or electric zone valve. Fittings shall all be galvanized. The Contractor shall use the manufacturer’s recommended fittings to convert from the water service riser to the mainline piping.

.2 Irrigation piping shall be:

.1 Lines 25mm diameter or less must be CSA Spec Series 75 polyethylene.

.2 Lines greater than 25 mm diameter shall be PVC Series 160 SDR 26 IPS irrigation pipe. Gasketed pipe shall be required on all lines 50 mm diameter and greater.

.3 If poly pigtails are previously approved for use, either 25mm or 19mm diameter; CSA Spec Series 75 Polyethylene may be used. Line size shall match the inlet size of the sprinkler head.

.4 All lateral lines on the downstream side of the electric zone valves shall be no larger than 50 mm whenever possible.

.5 All lateral lines on the downstream side of the electric zone valves shall be C.S.A. low density polyethylene pipe series 75.

.6 The use of any size or type of pipe that is different from that specified must be approved by the Engineer.

.7 Any piping used inside the vault shall be galvanized.

2.3 Fittings & Unions .1 All PVC fittings shall be at minimum, C.S.A. B137.3 certified series 160 P.V.C. with

schedule 40 fittings and schedule 80 threaded nipples.

.2 Any fittings used inside the vault shall be galvanized.

.3 All fittings shall be connected to the pipe utilizing the appropriate clamping or gluing method and materials.

.4 All fittings for polyethylene pipe shall be either brass saddles, polyethylene insert fittings, or galvanized insert fittings. All fittings for PVC pipe shall be PVC fittings.

.5 Swing joints or flexible pigtail connections shall be used to attach the sprinkler heads to the lines.

.6 Swing joints shall consist of three 90-degree elbows. They shall have a minimum diameter of 19 mm (3/4 inch) for sprinkler heads with a flow rate of up to 6 gpm, one inch for sprinkler heads with a flow of up to 12 gpm, or as indicated on the drawings for sprinkler heads with flow rates exceeding 12 gpm.

.7 All fittings on swing joints shall be P.V.C. Schedule 40 threaded elbows or street elbows.

.8 Pigtail joint assembly shall consist of 5/8 inch heater type hose complete with single



clamped insert fittings.

2.4 Clamping Systems .1 All C.S.A.series 75 low density polyethylene pipe 32mm (1 1/4 inch) or greater is

to be double clamped with stainless steel gear clamps.

.2 All C.S.A. series 75 low-density polyethylene pipe less than 32mm (11/4 inch) is to be single clamped with offset stainless steel gear clamps.

2.5 Sprinkler Heads

.1 All full circle (360 degrees) sprinkler heads and all part circle (less than 360 degrees) shall be as indicated on the drawings.

.2 Spacing of the sprinkler heads shall not exceed the manufacturer’s minimum specifications and must provide head to head coverage.

.3 Spray Heads:

.1 Hunter SRS-04 Spray Heads.

.4 Rotor Heads

.1 Hunter I-20 and I-25 Plus heads shall be used. Where widths are less than 9 m, Hunter PGM or PGP may be used upon approval from the Engineer.

2.6 Ball and Gate Valves

.1 All ball valves for drainage and flow control shall be Bronze body with replaceable seals, and have a removable handle with a minimum pressure rating of 10-kg/cm² (150 p.s.i.). All ball valves shall be full ported.

.2 All ball valves shall have standard pipe threaded ends or adapters provided for proper installation in the lines in which they are located. All valves to be of same size as the lines in which they are used.

.3 Valves up to 75 mm (3 inches) in diameter shall be 10 kg/cm² (150 p.s.i.) Bronze ball valves.

.4 Valves 100 mm (4 inches mm) in diameter and larger shall be iron body Bronze or brass mounted gate valves conforming to standard specifications and meeting local standards.

2.7 Electric Zone Valves

.1 Electric zone control shall be C.S.A. Certified as Class II power limiting circuit low voltage (i.e. 24-volt) operated only. Closing time for zone valves shall be not less than 5 seconds.

.2 Zone control valves shall be electrically operated and self-cleaning, Rain Bird PEB Series.

.3 Valves sizes shall be the same size as the line size.

.4 Zones with supply lines of less than 50mm diameter may use Hunter Electric



Solenoid Valves or a previously approved equal.

2.8 Wire Requirements .1 Wiring to and from controllers and valves shall conform to the Canadian Electric

Code and any other regulatory conditions which govern this type of installation.

.2 Control wire used shall be minimum 14 Gauge TWU, Copper, Solid Core.

.3 Wire shall be furnished in minimum 762m (2,500-ft) reels and splicing shall be minimized, with such splices made waterproof with the use of the following:

.1 3M DBY Direct Burial Waterproof splice kit. No alternate is acceptable.

.2 3M DBR- 6 Direct Burial Waterproof slice kit where 3 or more wires need to be spliced. No alternative is acceptable.

.4 The two pairs of wires for the hydrometer shall be differentiated from the zone wires. If there is more than one hydrometer installed at one location, the wires must be bundled separately and identified separately, although if the site conditions allow, they may be run in the same trench. The color coding sequence is as follows:

.1 For the Pulse: - 2 Blue Wires.

.2 For the Valve Control: - 1 Yellow wire and 1 White (Common) wire.

.3 For the Hydrometer Spare: - 1 Black wire

2.9 Irrigation Enclosure Boxes .1 Where manufactured irrigation enclosure boxes are used, they shall be of heavy

weight polyolefin and shall be capable of withstanding the weight of a heavy tractor on their surface, and shall have a locking capability.

.2 Zone valves shall be housed in a “Jumbo” sized (500mm x 350 mm) irrigation enclosure box. The size of the irrigation box shall be such that there is of a minimum of 150 mm (six (6) inches) of vertical and horizontal clearance between the box and any point of the valve.

.3 Gravel bed in boxes or vault shall consist of 300 mm (12 inches) of clean, washed 19 mm gravel with area marginally larger than box opening.

2.10 Controllers, Cabinets, Pedestal and Concrete Base

.1 Controllers

.1 Controllers shall be Hunter CSA approved, exterior quality, commercial grade, with a weather proof and a standard lockable case made of metal or heavy plastic.

.2 Controllers shall be a minimum six station unit featuring two programs with three daily start times.

.3 Controllers shall be a 9 voil battery back-up.

.4 Controllers shall be an Input of 120 V AC and an Output of 24 V AC.



.2 Cabinets

.1 The size of the irrigation cabinet for a standard (non computerized) controller shall be 450 mm (18 inches) wide, 60 mm (24 inches) tall and 300 mm (12 inches) in depth. Adjustments in size shall be made depending on the number of controllers housed in the cabinet.

.2 The Contractor shall confirm the size of the irrigation cabinet with the Engineer prior to the start of work. Adjustments in size shall be made depending on the number of controllers housed in the cabinet.

.3 Interior controller mount shall consist of a 19mm (3/4 inch) thick plywood backplate, consisting of G1S fir plywood and installed in a 14 gauge powder coated controller cabinet lockable with a padlock.

.4 Exterior controller mount shall consist of a 19mm (3/4 inch) thick plywood backplate, consisting of G1S fir plywood and installed in a powder coated metal weatherproof, lockable controller cabinet and mounted on a powder coated metal pedestal.

.5 Suggested manufacturer: ACE Manufacturing Metals Ltd. Box 600 Bittern Lake AB, TOC 0L0. Supplier: EECOL Electrical Ltd. Medicine Hat, AB

.3 Pedestal and Concrete Base

.1 The controller pedestal shall consist of a 900 mm (36 in) long metal pedestal with a 90 degree welded elbows gradually extending out to the front 0.3 m (12 inches) at the bottom of the conduit past the concrete pile and consisting of metal conduit welded to it for the following:

.1 Two 100 mm (4 inch) metal conduit for the irrigation zone valve/hydrometer wire(s)

.2 One 38 mm (1 ½ inch) metal conduit for the communication cable

.3 One 38 mm (1 ½ inch) metal conduit for the grounding rod wire

.4 One 50 mm (2 inch) metal conduit for the electric power supply.

.2 The length of the metal conduit for irrigation zone valve/hydrometer wires, communication cable and grounding rod is 900 mm (36 inches) while the length of the metal conduit for the electrical power supply is 1400 mm (56 inches).

.3 The pedestal shall have a 900 mm (36 inches) length by 400 mm (16 inches) wide ¼ inch metal base plate welded to pedestal. The base plate shall have 3/8 in holes drilled in all 4 corners 63 mm (2 1/2 inches) from the edge and 300 mm (12 inches) from each corner (lengthwise) for attaching the controller cabinet.

.4 The pedestal shall be powder-coated metal, A1103 park green in colour.

.5 The pedestal shall extend 450 mm (18 inches) into the ground.

.6 A concrete pad 1100 mm length (44 inches), 600 mm width (24 inches) and 150 mm depth (6 inches) complete with concrete pile 1000 mm (40 inches) in depth.



.7 Concrete mix shall be in accordance with the following:

Minimum 28 Day Strength…………………………………………..... ....... .25 MPa*

Designated Aggregate Size………………………………...…….maximum 20 mm

Slump……………………………….…………………...……....…maximum 75 mm

Air Entrainment………………………………………………………………...5 – 8%

Cement…………………………………………… …..Type HS Portland Cement

Calcium Chloride…………..ASTM D98, 2% maximum, with Engineers approval 2.11 Double Check Valve Assembly and Water Meter

.1 Double check assemblies must be installed. The double check valve used shall be CSA approved and clearly labelled. The installation must meet all Federal, Provincial and Municipal requirements.

.2 All double check valves shall be Watts Series 007-QT.

.3 All test cocks are to be removed, once the double-check valve assembly has been tested and approved. Each test cock is to be replaced by a brass plug. Test cocks shall then be placed in a plastic bag with the location noted, and shall be passed on to the Engineer, in a clean condition.

.4 Hydrometers shall be electrically operated, compatible with the Motorola MIR 5000 irrigation control system, and shall be Arad model BM control/control valves, complete with a drain plug on the body to drain the meter housing. Flow shall be measured in cubic metres with a pulse rate of 0.1.

2.12 Miscellaneous Systems Components

.1 All miscellaneous systems components such as air relief valves, concrete vaults, meter boxes, shall be of the type and size as indicated on the drawings or details.

.2 Install according to approved manufacturer's directions or at the direction of the Engineer.

2.13 Thrust Blocks

.1 Local conditions shall determine the type and extent of thrust blocking to be used. Approval from the Engineer on the best method (whether concrete, rock, rebar or a combination of the former) shall be required before proceeding.

2.14 Booster Pump

.1 The booster pump shall be the brand name and model as specified on the drawings.

.2 Where a water service requires a booster pump, the pump and all the other irrigation water service components shall be installed above grade in a 12 gauge metal enclosure. The size of the enclosure shall be such that there is 0.3 m (1 ft) clearance around the perimeter of the components. Prior to fabrication all plans must be reviewed by the Engineer.



.3 The enclosure box shall be constructed of 12 gauge metal. The roof shall have a slight crease in it to ensure moisture drains off the roof. It shall have vents on 2 sides of the box, with openings not exceeding 100 cm² (16 inches²). The vents shall have stainless steel mesh, attached from the inside and the vents shall have covers installed inside the cabinet which can be manually closed.

.4 The door(s) of the enclosure box shall be constructed of the same material. The door(s) are to be mounted/welded with heavy-duty pipe hinges. The door(s) shall be lockable and have handles for ease of opening. The door(s) should be weatherproof.

.5 The enclosure box and door(s) shall be painted a medium to dark green colour with a rust inhibitive, weather resistant paint.

.6 The size of the concrete base for the booster pump will be constructed such that there will be a 100 mm (4 inches) overhang on all sides of the cabinet. The bases shall be installed 50 mm (2 inches) above grade.

.7 The concrete base shall be constructed with 4 (four) 200 mm (8 inch) cardboard tubes (Sono tubes or equivalent) filled with concrete, 600mm (24 inches) in depth.

.8 The concrete base shall be formed and shall be a minimum of 150 mm (6 inches) in depth, with wire mesh or rebar in the concrete.

.9 The Contractor shall use L - shaped rebar to tie the base and sono tube together.

.10 Concrete mix shall be in accordance with the following:

Minimum 28 Day Strength…………………………………………………..25 MPa*

Designated Aggregate Size………………………………...…….maximum 20 mm

Slump……………………………….……………………...……....…maximum 75 mm

Air Entrainment…………………………………………………………………...5 – 8%

Cement…………………………………………… ……..Type HS Portland Cement

Calcium Chloride………….….ASTM D98, 2% maximum, with Engineers approval

2.15 Irrigation Vault .1 The wooden vault shall be constructed of pressure treated 100 mm x 100 mm (4

inches x 4 inches) lumber, and constructed in continuous lengths with no piecing of any sides of the vault.

.2 The vault shall be a minimum of 500 mm in height. The corners should be alternately overlapped for stability. The end cuts of the lumber shall be coated with a wood preservative material. Each layer of 100 mm x 100 mm (4 inches x 4 inches) should be nailed together at regular intervals with 150mm (6 inch) galvanized nails.

.3 The lid(s) shall be constructed of 3.18 mm (1/8 inch) checker plate split at 1.22 m (4 feet) intervals and have a bent offset/overlap where a split occurs. The lids shall be constructed such that they open in sequence with the lid closest to the water service the first lid to be opened. A 50 mm x 50 mm (2 inch x 2 inch) angle iron metal support shall be welded into the vault under the split in the lid(s) for support. The



lid(s) are to be mounted/welded with A53 schedule 40 gas pipe hinges onto a 75mm x 75mm x 6.35 mm (3 inch x 3 inch x¼ inch) angled frame dropped over the outside of the frame of the vault and is then lag bolted to the vault at regular intervals. The hinges shall consist of a 100 mm (4 in) round 12.5 mm (½ in) thick pipe welded to the frame, with a 50 mm (2 in) round 12.5 mm (½ in) thick pipe on either end complete with a 14.3 mm (9/16 in) pin. The lids shall be lockable and have recessed handles for ease of opening. The lids and metal frame shall be painted a medium to dark green colour with a rust inhibitive weather resistant paint. The lids shall not be larger than 1.22 m by 1.22 m (4 feet x 4 feet) in size.

.4 All piping and conduit openings shall be cut around the pipe or conduit with 50 mm (2 inch) of clearance between the pipe or conduit and the vault. The pipe or conduit shall be centred in the opening. Any patching of the openings shall be done with 19 mm (¾ in) pressure treated plywood which is to be screwed with wood screws, not nails to the interior of the vault.

2.16 Conduit

.1 In ground conduit 160 Series PVC shall be a minimum of double the size of the pipe being sleeved.

.2 Roadway conduit PVC Series 900 shall be a minimum of double the size of the pipe being sleeved. There shall be two conduits placed for all road crossings, one for the pipe and one for the wire.

.3 All irrigation piping or wire running under an asphalt trail, shale trail or concrete sidewalk shall be sleeved with Series 160 PVC.

2.17 Backfill Material

.1 Backfill material for irrigation pipe trenches within 150 mm (6 inches) of pipe shall be clean sand or fill, free of organic matter, stones and sharp objects capable of damaging pipe.

3. EXECUTION

3.1 Execution General .1 Proceed with irrigation installation only during suitable weather conditions.

.2 Report to the Engineer, prior to commencing work, of any conditions or defects encountered on the site upon which work of the section may depend and which may adversely affect the performance of the work.

.3 Do not commence work until such conditions or defects have been investigated and corrected.

.4 Protect the system from being contaminated during construction by enclosing all open ends on all lines.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 9 OF 17 3.2 Lay Out

.1 Stake out entire system, including locations of sprinkler heads and/or quick coupler valves. Confirm that lay out is within project boundary and property lines. Heads shall be spaced according to what is specified on the drawing to ensure adequate coverage. Heads shall not be installed any more than 150 mm (6 inches) off the property line.

.2 Verify, on-site, the location of all conduit under asphalt, shale and concrete and adjust to suit.

.3 Verify the location of all underground utilities and use standard precautions when working near such. Make good all damages to same at Contractor's expense.

.4 Have lay out inspected and approved by the Engineer before commencement of work.

.5 Due to changes in landscape elements, it may be necessary to adjust the spacing of the sprinklers in the field. These changes shall be approved by the Engineer. Such changes that do not require extra materials or labour shall be done at no extra cost to the Owner. If such changes result in extra cost, all such changes shall be approved, in writing, by the Engineer before proceeding with work.

.6 Water Service Schematic

.1 Water Service Schematic (with a booster pump): The irrigation components shall be installed according to the following schematic: water service, main shut off valve (ball valve), galvanized union, hydrometer/ water meter/galvanized metal spool, galvanized union ; double check assembly; galvanized union; booster pump; galvanized union; isolation valve no. 1, quick coupler turf valve and an isolation valve no. 2.

.2 Water Service Schematic (without a booster pump): The irrigation components shall be installed according to the following schematic : water service, main shut off valve (ball valve), galvanized union, hydrometer/ water meter/galvanized metal spool; galvanized union; double check assembly, galvanized union, quick coupler turf valve and isolation valve.

3.3 Electrical

.1 Contractor to contact Electric Provider to confirm service point location and available voltage details.

.2 A service point will normally consist of either a conduit stub, service box, pad mounted transformer or power pole.

.3 The Contractor shall obtain electrical permits and the cost of electric permits is to be paid for by the Contractor.

.4 The Contractor shall be responsible for any charges by the Electric Provider for the final connection at the service box.

.5 The Contractor is responsible for:

.1 Trenching, backfilling and compaction to 85-90% Standard Proctor Density.



Minimum depth of service cable trench to be 1.0 meters (3.28 feet) below final grade.

.2 Supply, installation and connecting of main service equipment.

.3 Supply and installation of electrical service cable from main disconnect in panel to Electric Utility service point.

.4 Supply and installation of 2 – 3.05m (10 feet) galvanized or copper clad ground rods or a suitable ground plate at main panel location. This applies to both unmetered and metered services.

.5 Connection of main service cables at service panel.

.6 Service conduit, when required to be 50mm (2 inches) rigid PVC, DB-2 or FRE buried at a depth of 1.0 meter (3.28 feet) below final grade.

.7 For 30 amp services and less (metered and unmetered), the service conductors are to be 3 - No. 10 copper x-link colour coded or colour taped as follows:

Black - line for 120 or 240 volt service

Red - line for 240 volt service

White - for neutral 120 volt service

Green - ground for both 120 and 240 volt service

If service size is 31 - 60 amps use No. 6 copper x-link conductors.

If service size is 61 - 100 amps use No. 3 copper x-link conductors.

NMW-10 bundled cable can be used instead of single conductors.

.8 Contractor to allow 1.0 meter (3.28 feet) length per service conductor for connection at cable stub, submersible service box or pad mount transformer for use by Electric Utility to connect service.

.9 Contractor to provide cable, conduit and straps for pole risers. Cable and conduit lengths will be determined in field after contact with Electric Utility.

.10 At conduit stub locations:

.1 Stub location will be indicated with a .61m x 1.22 m (2 foot x 4 foot) above ground and or an electronic cable marker supplied and installed below ground by the Electric Utility. Contractor will contact Electric Utility to locate below ground cable marker if 61m x 1.22 m (2 foot x 4 foot) is not visible.

.2 Contractor must supply and install adapter (if required) for connecting service conduit to Electric Utility conduit stub.

.3 Contractor will dig down and connect his 50mm (2 inch) conduit to the Electric Utility conduit stub.

.4 Contractor will pull service cables from main disconnect in controller to service point from which conduit stub originates. Contractor to notify Electric Utility three (3) calendar days before cable is pulled to arrange for opening of underground service box or pad mount transformer into which service cables will be installed.



.5 Contractor will provide additional pulling points, if required, to install the service cables from the main disconnect to the Electric Utility service box or pad mount transformer.

.6 Electric Utility will connect service cables at service box or pad mount transformer.

.11 At underground service box, pad mount transformer and power pole locations:

.1 Contractor shall contact the Electric Utility provider three (3) calendar days prior to installing service cables and conduit at the above locations

.2 Contractor will not dig into a service box or pad mount transformer unless under the supervision of the Electric Utility.

.12 For an unmetered service, the Contractor is responsible for all work which will include but not be limited to:

.1 Supply and install 1-15 amp single pole breaker (main disconnect) to operate at 120 volts single phase.

.2 Supply and install service cables and conduit as required from main disconnect to Electric Utility service point.

.3 Supply and install grounding.

.13 For a metered service, the Contractor is responsible for all work which will include but not be limited to the following:

.1 Supply and install 60 amp 2-pole main service disconnect to operate at 120/240 volts or 120/208 volts single phase 3-wire.

.2 Supply and install 4-jaw (for 120/240 volt service) or 5-jaw (for 120/208 volt service) Jumbo meter base. Meter base to be located on load side of main disconnect unless special permission given by Electric Utility to install on line side of main disconnect.

.3 Supply and install subpanel as required.

.4 Supply and install booster pump starter.

.5 Supply and install grounding. 3.4 Trenching

.1 Excavate trenches to 450 mm (18 inches) depth to ensure adequate coverage, regardless of pipe size. Width of trench shall be a minimum of three times the diameter of the pipe.

.2 All trenching shall have a level base to ensure proper drainage of the whole irrigation system and minimize trapped water. In the event of over excavation the trench shall be backfilled to the proper elevation and compacted to 85% - 90% Standard Proctor Density prior to installing pipe.

.3 All main and lateral lines shall have a depth of 600 mm (24 inches).

.4 In the following spring, the Contractor shall repair any settlement of the trenches by bringing them to grade with topsoil and sodding.



.5 Place conduit as required to enclose piping under asphalt, shale or concrete. Depths of conduit shall be a minimum of 450 mm (18 inches) under amenity areas, 0.84 metres (36 inches) under roadways.

.6 Extend conduit a minimum of 1.0 m (3 feet) beyond edge of pavement or amenity area. Enclose ends to prevent debris intrusion.

3.5 Installation

.1 Controllers, Cabinets and Concrete Bases

.1 Controllers mounted indoors shall be securely mounted inside the cabinet on a plywood back plate, securely mounted to the wall and easily accessible for maintenance with a minimum of 250 mm (10 inches) of horizontal and vertical clearance between the walls of the irrigation cabinet and the controller.

.2 Controllers mounted outdoors shall be installed in the cabinet on a plywood backplate and bolted to a powder coated metal pedestal complete with base plate. Controller cabinet shall be bolted to the base on all 4 corners and these points shall be sealed with a waterproof sealer. A 3.05 metres (10 foot) copper clad grounding rod with wire connecting to the controller shall be installed. The grounding rod shall protrude a minimum of 100 mm (4 inches) above the top of the concrete base inside the cabinet or outside the cabinet in an irrigation enclosure box, at a location designated by the Engineer.

.3 No doubling up of zones on the controller shall be allowed.

.4 Each controller shall be installed at a location approved by the Engineer.

.5 The pedestal shall be installed in a 500 mm (20 inch) diameter concrete tube, 1 m (36 inches) in depth. The elbow of the pedestal shall extend beyond the concrete tube.

.6 The concrete base shall be formed and shall be 600 mm length, 450 mm width and 150 mm depth and installed level with the final grade. The contractor shall use L-shaped rebar to tie the base and the concrete tubing together.

.7 The metal pedestal shall be smooth and rounded where it attaches to the base plate.

.2 110 Volt Electric Wiring

.1 All 110 volt wiring shall be installed in accordance with local electrical codes.

.2 110 volt wiring shall be colour coded to differentiate from 24 volt wire.

.3 The power supply shall be connected thru a ground fault receptacle.

.3 Wire Requirements

.1 The control wire from the controllers to the zone valves and hydrometer valves shall be placed in the trench alongside or underneath the water line.

.2 The control wire must be capable of acting as a tracer wire for the main lines from the source of water supply to each of the zone valves.

.3 A minimum of 900 mm (36 inches) of slack wire must be left at each control



valve, the end of every length of wire and at every change in direction and at each junction to allow for ease of maintenance. Lay wire with sufficient slack to accommodate backfill operation.

.4 White is to be used only as the common wire. The signal wire shall be coloured wire, following the colour coded sequence in these specifications. The use of black wire shall be minimized whenever possible.

.5 All splices shall be housed in a minimum 350 mm x 475mm (14 inches x 19 inches) irrigation enclosure box or incorporated into the zone valve box.

.6 The wire in the cabinet shall be neatly bundled with plastic tie wraps at 100 mm (4 inch) intervals, shall be secured with screws that do not penetrate the exterior of the cabinet, shall be secured at every third tie wrap to the cabinet and shall follow the perimeter of the boards and cabinet, allowing a minimum of 300 mm (12 inches) of slack. Zone wires shall be sorted and identified separately from the hydrometer wires.

.7 One additional wire shall be installed from the controller to the farthest zone. This wire shall be red and shall be identified according the to standards in these specifications. Where the zones split in more than one direction from a controller, an additional wire shall be run in both directions. The wire shall be placed in the zone valve box, with a minimum slack of 1 meter (36 inches) and left bare.

.8 Wiring within the controller cabinet shall be neatly bundled, securely mounted to cabinet and colour coded according to the following standard:

.1 Starting from the furthest station the colour sequence shall be black, red, blue for #12 gauge feeds and black, red, blue, orange, yellow, brown for #14 gauge feeds.

.2 Spare zone wire: 1 Red wire

.3 The Contractor shall be responsible for confirming correct gauge of wire, prior to the start of work.

.4 If and where necessary, the same colour coding sequence shall be repeated. All of the wires shall be marked with numbered tabs to differentiate the zones. The markings will be made with a permanent waterproof marker. No duplicate colours which do not follow the standard will be allowed.

.5 Other equivalent colour coding standards may be approved, subject to prior written approval of the Engineer.

.6 The Contractor shall be responsible for removing and replacing (at no cost to the Owner), any wire that does not conform to the wire colour coding standards, or where he has not received prior written approval.

.7 The two pairs of wires for the hydrometer and 1 spare wire for the hydrometer shall be colour differentiated from the zone wires. The colour coding sequence is as follows:



For the Pulse: 2 Blue wires

For the Valve Control: 1 Yellow wire and 1 White (Common) wire

For the Hydrometer Spare: 1 black wire

.9 A terminal strip shall be supplied and installed for the field wire to terminate in the cabinet, interconnect wiring from terminal strip to the Controller.

.4 Double Check Valve Assembly and Water Meter

.1 The Contractor is responsible for obtaining the appropriate permits. The double check assembly and the installation shall be approved, in writing, by the City Planning, Building and Engineering Department. All back flow prevention assemblies must be installed in accordance with the Federal, Provincial and Municipal requirements.

.2 Double check assemblies and water meters shall be installed with the rest of the water service components in an irrigation vault.

.3 The double check assembly shall be supported by concrete blocks.

.4 Valves sizes and locations shall be indicated on the drawing.

.5 Hydrometers shall be installed at the water service as indicated on the drawings.

.6 Where a hydrometer is NOT to be installed at a water service, provisions shall be made for the future installation of a hydrometer. This shall be accomplished by the installation of a galvanized pipe, installed with galvanized unions at the point where the hydrometer is to be installed. The length of the pipe shall be exactly the length of the hydrometer to accommodate the future installation of a hydrometer. The wiring required for the future installation of the hydrometer shall also be installed.

.7 Hydrometers and water meters to be installed with galvanized unions on both sides of the meter to ensure ease of removal.

.5 Ball and Gate Valves

.1 All ball valves shall be installed with the handle parallel to the length of the cover of the enclosure for ease of accessibility, with no obstructions and enough room to operate the valve.

.2 A ball or butterfly valve shall be installed on the pressurized side of each electric zone valve.

.3 Ball valves shall be the same size as the electric zone valve in that line.

.6 Fittings & Unions

.1 A galvanized union shall be installed between the zone isolation valve (ball valve) and the electric zone valve.

.7 Irrigation Heads and Piping

.1 Make all joints and connections tight in accordance with manufacturer's recommendations. Use expansion couplers where required. Protect system



from being contaminated during construction by enclosing all open ends on all lines.

.2 Install risers with saddle tees as detailed, firmly connected and plumbed.

.3 All sprinklers are to be adjusted and set flush with final grade using the three street elbow swing joint as detailed. Ensure that horizontal pipe is no more than 45 degrees out of level when setting sprinklers. Where utility easements or property lines preclude the standard assembly, a "pig tail" swing joint shall be used as detailed or specified on the approved irrigation plan.

.4 Ensure that heads are set at the proper height to ensure adequate coverage.

.5 Leave a minimum of 1.5 metres (5 feet) from a T-intersection or cross intersection before changing pipe sizes.

.6 Sprinkler heads shall be set plumb and level with the turf.

.7 After turf is established and the ground has settled, the Contractor shall, within fourteen (14) calendar days of notification, adjust the heads to finished grade.

.8 Irrigation Enclosure Boxes

.1 The manual ball valves shall be installed with the handle parallel with the length of the cover.

.2 Top level of gravel in the boxes or vaults shall be kept a minimum of 150 mm (6 inches) below lowest point of irrigation system. Where necessary, the components shall be supported by bricks to prevent any stress on the system.

.3 All valve enclosure boxes shall be stacked on top of another box for support. Large enough holes must be cut in the boxes to ensure that the boxes do not settle on or rest on the irrigation piping.

.4 Wherever possible, 2 or more electric zone valves at the same location shall be enclosed in a common enclosure or vault in order to reduce the total number of enclosures at any one Park location.

.9 Thrust Blocks

.1 Thrust block all changes of direction and pipe endings of all pipe 75mm and larger. If concrete thrust blocks are used protect pipe from concrete spill over.

.10 Tracer Wiring

.1 Tracer wire (orange wire colour) shall be installed in the trench from each zone valve to the end of each run of pipe.

.2 The tracer wire shall be marked and identified according to the standard in these specifications.

.3 The tracer wire is to be left bare rather than being terminated on all bare ends with the specified splice kits. The end in the zone valve box shall be left unattached in the valve box and have a minimum of 900 mm (36 inches) of slack.



.11 Booster Pump

.1 The piping shall be looped in the enclosure and alignment of the irrigation components shall be installed such that size of the enclosure box is minimized while ensuring a minimum of .45 m (1.5 feet) clearance around the perimeter of the components, inside the enclosure box.

.2 The booster pump shall be bolted to a concrete pad, with the concrete pad overhanging enclosure box by a minimum of 100 mm (4 inches) on all sides. The concrete pad shall be constructed to the same specifications as a controller box concrete pad.

.3 The enclosure box shall be bolted to the concrete base such that the entire enclosure box can be removed. The enclosure box should also be locked onto the frame to prevent the accidental movement of the enclosure box.

.4 All Electrical breakers for the booster pump shall be located in the controller cabinet.

.12 Irrigation Vault

.1 All irrigation components including the hydrometer or water meter, the double check valve and the blow out quick coupler shall be installed below grade in an irrigation vault.

.2 The size of the vault shall be as site hardware configuration dictates to ensure that there is 0.3 m (1.0 foot) clearance around all components. Prior to the construction of the vault, the Contractor shall contact the Engineer to confirm the service configuration and the size of the vault.

.3 There shall be a minimum of 0.3 metre (1.0 foot) clearance around the vault perimeter between the downstream side of the required components ,and the inside the vault.

.4 The bottom of the vault shall have 300 mm (12 inches) of 19 mm (3/4 inch) washed gravel with the top of the gravel a minimum of 150 mm (6 inches) below the lowest point of the water service. All water service components shall be supported by bricks.

.5 The vault shall be level with the finished grade.

.6 The lids shall not open onto roadways or other obstructions. There shall be a minimum of 2 metres (6.6 feet) clearance between the open lid and any obstructions.

.13 Conduit

.1 Run all necessary wiring through conduit as required. Conduit must be double the size of the group of wires. Any group of wires that is larger than 50 mm (2 inches) shall be run through two, 50 mm (2 inch) conduit. If located outdoors, ensure that storage chamber is waterproof and lockable.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 17 OF 17 3.6 Testing

.1 Prior to backfilling at joints and connections, the piping is to be flushed and then filled with water, ensuring that any entrapped air has been completely expelled. The Contractor shall flush the system in the presence of the Engineer.

.2 Once the lines have been completely filled with water, the Contractor is to test the system in the presence of the Engineer.

.3 All pipes, whether main lines or laterals shall be tested for a minimum period of one (1) hour at 100 psi (6.5 kg/cm²) or at the pressure equivalent to the pressure of the water main to which the irrigation system is connected, whichever is higher, and upon visual inspection of all joints, should any leak be found, it shall be repaired and testing continued until all visible leaks have been eliminated from the entire system or the part of the system under test.

.4 Adjustment of the sprinkler heads and controllers shall be carried out by the Contractor upon completion of the installation so as to obtain maximum performance from all parts of the system.

.5 Adjustment of the controllers shall be done by the Contractor to ensure the system is operating properly. The final commissioning of the system shall be done in the presence of the Engineer.

.6 All sprinkler heads, valve enclosures and other system component enclosures shall be adjusted to the proper relative elevation relative to the final turf grade by the Contractor.

3.7 Backfilling

.1 After Open Trench inspection and written approval by the Engineer, backfill with approved fill. Excavated material may be used for backfilling only when approved by the Engineer.

.2 Place backfill in 150 mm lifts, placing and compacting all lifts until 150 mm below finished grade. Place topsoil, seed or sod as required.

.3 Adjust sprinkler heads to the correct spray angle and height to provide adequate coverage without excessive over-spray.

.4 The Contractor shall level off any trenches that have slumped, fill with topsoil and reseed the area.

.5 Remove off site all debris and excess material left over from installation at the end of each working day or as required.

END OF SECTION

PLAYGROUND SPECIFICATIONS SECTION 06110


1.1 Intent .1 Read this section in conjunction with other sections for Playgrounds specified

herein.

.2 The playground equipment shall be constructed and installed in compliance with current industry and City of Brooks standards and practices.

.3 All playground structures shall adhere to CAN/CSA - Z614 - 98.


Number Title

BPW-318 Playground Wooden Border Header

2. PRODUCTS

2.1 Products General .1 All materials shall be new and in accordance with the specifications unless changes

are approved in writing by the Engineer.

2.1 Products General .1 Low Impact Surface:

.1 Clean, washed, rounded, fine pea gravel, free of soil. The pea gravel shall conform to ASTM C136-84a test results and be graded within the following limits:

Screen Size Percent Passing

14.000 mm 100.0%

12.500 mm 99.2%

10.000 mm 64.4%

5.000 mm 0.9%

2.500 mm 0.7%

1.250 mm 0.6%

0.630 mm 0.5%

0.315 mm 0.3%

0.160 mm 0.2%

0.080 mm 0.2%


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 3 2.2 Borders:

.1 The following alternatives can be utilized:

.1 Concrete: 150 mm concrete curbing

.2 Pressure Treated Wood: 100 mm width, depth 50 mm in excess of low impact surface.

.3 Concrete mixes shall be in accordance with Section 02050 Cast-in-Place Concrete.

3. EXECUTION

3.1 Execution General .1 The site shall be staked by the Contractor prior to excavation. The Contractor is

responsible for verifying all measurements as per the drawings.

3.2 Utility Locates

.1 The Contractor shall be responsible for all utility locates. Contact the utility companies two (2) calendar days prior to start of work for locates.

3.3 Excavation of Site

.1 Excavate area to proper elevations as indicated in the drawings.

3.4 Disposal of Material .1 Disposal to be at Current City of Brooks landfill sites or Engineer approved

alternative. Determine the suitability of disposal area and all special treatment, schedules or costs that apply to the use of the site and include all costs in the contract price.

.2 Private dumpsite arranged for by the Contractor, in which case disposal to be in strict accordance with City regulations. This does not relieve the Contractor of the responsibility of hauling to City landfill site should the private site become unavailable for any reason.

3.5 Borders

.1 The safety zone described as the distance between the play equipment and the border shall meet or exceed the Canadian Standards Guidelines CAN/CSA - Z614-98.

.2 The borders shall be level with the finished grade.

.3 The border shall be fixed in place according to manufacturers recommendations.

3.6 Low Impact Surface .1 The depth of pea gravel shall be placed according to what is specified on the

playground design.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 3 OF 3 3.7 Installation

.1 Supply and install playground equipment as per specified drawings. The equipment shall be installed according to manufacturer’s specifications.

.2 The playground equipment must be installed by a certified playground installer.

.3 The drawings included in this specification package is a minimum guideline for the installation of concrete footings. The depth or amount of concrete may increase or decrease dependent on the load limits of the particular piece of equipment being installed.

.4 All concrete footings shall be installed a minimum of 0.3 m below grade.

.5 The low impact surface (fine pea gravel), meeting the material requirements of these specification shall be supplied and installed by the Contractor and installed to a minimum depth as specified on the playground design and shall be a minimum of 50 mm below the top of the border. Depth of low impact surface may vary with height of equipment.

.6 The Contractor shall have the completed work inspected by the manufacturer in conjunction with the Engineer.

.7 The Manufacturer shall complete the Playground Equipment compliance Inspection Report (Annual Comprehensive Report) as prepared by the Canadian Playground Safety Institute, immediately after the playground equipment is installed. This report shall be submitted to the City of Brooks Parks Department.

3.8 Site Rehabilitation

.1 Any damage that may be caused by the Contractor, his employees or equipment or subcontractors shall be restored to pre-construction condition at the Contractor's expense and to the satisfaction of the Engineer.

.2 Any area damaged or disturbed as part of the construction shall be sodded according to Section 06080 Sodding Specifications.

END OF SECTION

PARK FURNITURE SECTION 06120


1.1 Intent .1 Read this section in conjunction with other sections for Park Furniture specified

herein.


2. PRODUCTS

2.1 Products General .1 All materials shall be new and in accordance with the specifications unless changes

are approved in writing by the Engineer.

2.2 Garbage Containers:

.1 Haul All Hide-A-Bag I standard container, 265 litres, single compartment, painted standard green.

.2 Standard 75 litre Litter Container, 100 mm flat steel frame with baked on polyester powder, galvanized lid is attached by a short chain, vandal resistant socket drive electroplated wood screws, complete with a standard 75 litre galvanized can.

.3 Type of garbage container to be installed is noted on the drawings.

2.3 Benches and Picnic Tables

.1 Permanent Benches – Vinyl coated bench. Blue Imp catalogue number PK 193. Colours: Standard park brown, park green or blue.

.2 Permanent Pedestal Picnic Tables – Vinyl coated table. Blue Imp catalogue number PK-180. Colours: Standard park brown, park green or blue.

2.4 Signage

.1 Signage to be installed as per the approved drawings. Posts for installation of signs shall be 4 x 4 (1.20 metres x 1.20 metres) pressure treated posts, 3 metres (9 feet) in length.

3. INSTALLATION 3.1 Garbage Containers

.1 Excavate area for concrete pad. Final grade to be level with existing landscape.

.2 Container to be mounted on poured or pre cast pad, as per manufacturer’s recommendations.

.3 Standard 20 gallon (75 litre) to be installed in ground as per manufacturers recommendations.

PARK FURNITURE SECTION 06120

CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 2 OF 2 3.2 Benches and Picnic Tables

.1 Pedestals must be set in concrete to a minimum depth of 600 mm below finished grade.

.2 Seating surface to be 410 - 440 mm above finished grade.

.3 Top of concrete to be 50 mm below finished grade.

3.3 Trail Signs .1 Posts must be set in concrete to a minimum depth of one (1) meter below finished

grade.

.2 Top of concrete to be 60 mm below finished grade.

.3 Signs to be bolted to pressure treated posts, with carriage bolts.

3.4 Site Clean Up

.1 The Contractor shall take every precaution not to damage, injure or mark existing surfaces, structures or landscaping on the City owned property or adjacent private properties.

.2 Any damage that may be caused by the Contractor, his employees or equipment or subcontractors, shall be restored to pre-construction condition at the Contractor's expense and to the satisfaction of the Engineer.

.3 All areas disturbed as a result of construction shall be reseeded as per the seeding specifications.

3.5 Inspection

.1 Upon completion of installation, the contractor shall contact the Engineer and arrange for inspection.

END OF SECTION

LANDSCAPE MAINTENANCE AND WARRANTY SECTION 06130


1.1 Intent .1 Read this section in conjunction with other sections for Landscape Maintenance and

Warranty specified herein.


2. PRODUCTS

.1 Not applicable.

3. MAINTENANCE 3.1 Maintenance General

.1 The Contractor shall commence the maintenance of the work immediately after the work has been Substantially Complete, and shall continue until the date of Final Completion of the work.

.2 Program timing of maintenance activities to growth, weather conditions and use of site.

.3 Do each maintenance activity continuously and complete within a reasonable time period.

.4 Keep grounds in clean and tidy condition on a daily basis or as a need for cleanup occurs and when directed by the Engineer.

.5 collect and dispose of excess material and debris to the a Engineer approved disposal site weekly.

.6 empty garbage containers weekly or more often when required based on usage. Supply and replace refuse bags after each removal.

.7 clean hard surface areas and driveways weekly or when directed by the engineer. Provide mechanical power wash equipment to wash pave surfaces around building if directed by the engineer to maintain a clean site appearance.

.8 Make weekly inspections for vandalism and damage. Immediately report vandalism and damage to the Engineer.

3.2 Turf Grass Maintenance

.1 General

.1 Such maintenance shall include all measures necessary to establish the turf in a vigorous and healthy growing condition, including but not limited to the activities noted in this section.



.2 Spring Clean Up

.1 Remove and dispose of all sanding gravel or any other material that may be deposited on the turf, as a result of snow removal activities by the City.

.2 Rake turf to remove dead vegetation, leaves and debris.

.3 Watering

.1 Areas with underground irrigation systems; operate systems in accordance with irrigation manufacturer’s operation manuals and as directed by the Engineer.

.2 Areas with no underground irrigation systems; supply labour, hoses and sprinkler equipment, to provide adequate watering. Provide clean water, water truck and accessories when necessary or directed by the Engineer to apply water efficiently and adequately to keep turf and plant material healthy and vigorous.

.3 In areas where water is not available supply clean water including labour water truck, pumps, portable sprinkler systems when necessary to maintain healthy turf and plant materials.

.4 Water turf deep and thoroughly to keep turf and underlying soil from drying out and to maintain healthy vigorous growing conditions. Avoid shallow and frequent watering. Apply water during early morning to achieve efficient use of water.

.5 Provide 25 to 40 mm of water weekly, including natural rainfall, to wet upper 100 to 150 mm of soil in well maintained and manicured turf areas. In other low maintained turf areas, provide 15 to 25 mm of water minus any rainfall each week, only when necessary to keep turf healthy.

.6 Remove and dispose of all sanding gravel or any other material that may be deposited on the turf, as a result of snow removal activities by the City.

.4 Mowing

.1 At regular intervals as required to maintain turf at a minimum height of 75 mm and maximum of 100 mm. Grassed areas shall be neatly mowed and all edges shall be neatly trimmed. No more than 1/3 of the grass blade height shall be removed at any single mowing. Pattern or direction of mowing shall be changed by 45° for each time the area is mowed.

.2 All excess grass clippings shall be removed by the end of the next calendar day. All grass clippings shall be removed from all hard surfaces, playground areas and/or flower/shrub beds, immediately after each mowing.

.5 Fertilizing

.1 Application of fertilizer in accordance with standard horticultural practices to establish a vigorous stand of grass. The Contractor shall contact the Engineer prior to fertilizing.

.2 Fertilizer must be applied during active growing months from May 1 to August 15. Use good horticultural practises and consider the stage of development. In general, during root development stage apply 1N (nitrogen) – 2P



(phospherous) – 0K (potassium) ratio. During more mature stage, include application of a fertilizer with a blended ratio of 2N (nitrogen) - 1P (phosphorus) - 1K (potassium). Desired nitrogen makeup: 25% water soluble 75% sulphur coated urea (slow release). Application rates are to provide .48 kg of actual N (nitrogen) for every 100 sq m.

.6 Weed Control

.1 Shall be carried out when required to keep landscaped areas free of weeds. When herbicides are used, they shall be applied by a Provincially recognized (licensed) applicator in accordance with the manufacturer's recommendations, and the Province of Alberta Weed Control Act and Agricultural Chemical Act. Any damage resulting from the Contractor's use of herbicides shall be remedied at his expense.

.2 Seeded areas shall have less than five percent (5%) weed cover. Weeds prohibited by the Weed Control Bylaw (No. 2758) shall not be permitted.

.7 Erosion

.1 Any damage which may occur through washout of sod or soil shall be removed and replaced by the Contractor with new sod or seed at the direction of the Engineer and at the Contractor’s expense.

.8 Aerating

.1 Aerate lawn areas in early spring every second season except areas of compacted soil on heavily used lawns that require aerating each year. Verify location of all irrigation components.

.2 Use a vertical motion coring aerator with hollow tines that penetrate the lawn, extract and deposit soil cores. Cores must be a minimum 50mm depth and 90mm spacing. Extracted cores that are deposited require removal.

.9 Dethatching

.1 Use a vertical cutting mower or power rake to dethatch lawn areas in early spring every second season or when 15mm or more thatch is present.

.10 Reseeding and Resodding

.1 Shall be carried out over all areas which are sparse, show deterioration or are bare and are larger than 60 cm² in size.

.2 Remove existing and dead sod, weeds and debris. Scarify as required to prepare a smooth, loose surface for seeding or sodding.

.3 Roll sodded areas where necessary, to remove depression and irregularities.

.11 Regrading

.1 Regrade areas where differential settlement has occurred and for areas which do not drain properly.

.2 Remove excess material from site or supply and spread fill or additional topsoil to bring grade to required elevations.



.3 After regrading subgrade, supply and spread topsoil to an appropriate depth for the area to be seeded or sodded.

.12 Protection of Site

.1 All landscaped (seeded, sodded, etc.) areas shall be adequately protected by necessary fences at the Contractor's expense until such time as grass has sufficiently caught to allow foot traffic.

3.3 Irrigation

.1 Manually operate and adjust program and settings as required to ensure proper coverage and adequate moisture to ensure germination, prevent turf and underlying soil from drying out and promote deep root growth.

.2 Time watering cycles to cause least inconvenience to building occupants and the general public.

.3 Make weekly inspections for damages and malfunctions and report to the Engineer. Promptly make repairs after approval from the Engineer. The contractor is responsible for damages resulting from the work of Contractor’s personnel.

.4 Clean, adjust, repair and maintain sprinkler heads to ensure proper operation and coverage on a continuing basis.

.5 The Backflow Prevention Device shall be tested by a Certified tester when the irrigation system is activated in the spring.

3.4. Winterize Irrigation System

.1 Winterize the irrigation system in the fall by turning off, draining and blowing out the entire system.

.2 Activate the irrigation system in the spring, making any necessary corrections and repairs.

3.5 Shrub Maintenance

.1 Shrub Maintenance General

.1 Shall include all measures necessary to establish and maintain all plant material in an acceptable, vigorous and healthy growing condition including but not limited to the activities noted in this section.

.2 Weed, Pest and Disease Control

.1 All beds shall be cultivated to a depth of 75 mm as required.

.2 All beds shall be maintained weed free (including turf grass that has encroached from adjacent landscape area).

.3 Manage and control pests using IPM principles that utilizes regular monitoring to identify pests, considers various control options (biological, physical, cultural, mechanical and chemical) before implementing an effective, economical and environmentally acceptable solution to prevent and suppress pests.



.4 Use IPM principles to reduce or eliminate a reliance on chemical pesticides.

.5 Provide ongoing and knowledgeable communications with the engineer regarding identified pests on site, controls implemented to manage pest and outcome of treatment actions. Record all information in a maintenance log.

.6 Ensure proper, positive identification of infestations and consult with the Engineer before taking corrective action.

.7 Prior to chemical pesticide applications, obtain written approval from the Engineer.

.8 Supply and install pesticide warning signs three (3) calendar days prior to the application of chemical pesticides. Warning signs shall remain in place for three (3) days after the application of chemical pesticides.

.9 Determine the susceptibility of plant species to pesticide damage before any chemical application.

.10 Use equipment and containers free of harmful residues not related to specific control measures applicable to situation.

.11 Perform disease, weed and insect control in accordance with the provincial chemical application legislation. Provide the Engineer with three calendar days notification of intent to apply chemical pesticides on site.

.12 Prepare and apply chemical according to manufacturers specification and applied by a licensed pesticide applicator.. Minimize drift at all times. Erect signs to notify building occupants and the public regarding pesticide use on site.

.13 Herbicides and pesticides shall be used in accordance with the Agricultural Chemicals Act and its regulations Damage resulting from the Contractor's use of herbicides or pesticides shall be repaired at the Contractor’s expense.

.3 Watering

.1 The Contractor shall be responsible for supplying and distributing any water for installation or maintenance purposes.

.2 Test moisture levels of individual plant species and provide adequate water supply by hand if necessary to augment irrigation system.

.3 Hand water all plants whenever irrigation system is inoperative or insufficient.

.4 Deep water shrubs thoroughly on a regular basis using a deep root feeder to maintain adequate moisture level within root systems and ensure healthy vigourous growing conditions.

.4 Fertilizing

.1 Do not fertilize plant material in first year after planting.

.2 Fertilize shrubs with 20-20-20 in accordance with manufacturer’s directions in the early spring of the second year.

.3 Apply 10-6-4 or similar fertilizer at a rate of 5 kg/100m² into upper surface of plant beds.



.4 Fertilizer placed in holes and drilled or punched in the soil or injected into the soil in a solution under pressure.

.5 Adjust fertilizer requirements according to soil test analysis or as directed by the engineer.

.6 Apply adequate water after fertilizing to ensure penetration of fertilizer into soil and roots.

.5 Pruning

.1 Obtain and prune in accordance with proper practices and standards described in “pruning in Alberta” and as directed by the Engineer. The engineer will be the “sole Judge” for assessing all pruning operations.

.2 Prune plants with sharp pruning tools and equipment using qualified, experienced and trained personnel. Sterilize pruning tools after completion of each plant cutting operation and especially after pruning any diseased plant.

.3 Prune plants to remove all dead, diseased, damaged and injured branches, crossing or rubbing branches, stubs, double leaders, suckers, watersprout and multiple shoots.

.4 Do not strip lower branches or shear or top any plant.

.5 All such improper pruning or plants pruned by the Contractor without the authorization by the Engineer will result in rejection of work. Promptly replace all rejected plants at no cost to the Owner.

.6 Haul offsite and dispose of pruning by burning as per pest control act.

.6 Shrub Bed Maintenance

.1 Maintain edge of all beds with a 90 degree vertical edge cut, 75 mm (3 inches) deep around the perimeter of the bed. Beds shall be raised, not level with the final elevation.

.2 Maintain a minimum of 100 mm depth of mulch. All tree wells should be topped up prior to end of maintenance period.

.3 Cultivate non-mulched shrub beds in upper 40mm of soil biweekly to maintain a loose friable soil. Do not damage roots of plants when cultivating.

.4 Remove and dispose of debris, rubbish, animal waste, dead and unhealthy plants on a regular weekly basis.

.5 Edge plant beds evenly to depth of 100mm monthly or as required to maintain the original line and shape.

.6 Remove and eliminate pere nnial grass and weeds including their roots biweekly. Maintain a weed free appearance in shrub beds.

.7 Respread disturbed mulch or replace to maintain original mulch depth.

.8 Install planting media where settlement occurs to maintain original grades.

.9 Maintain soil lips around outer edge of shrub bed. After completion of warranty period level soil lips.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 7 OF 13 3.6 Tree Maintenance

.1 Tree Maintenance General

.1 Shall include all measures necessary to establish and maintain all plant material in an acceptable, vigorous and healthy growing condition including but not limited to the activities noted in this section.

.2 Weed, Pest and Disease Control

.1 All tree pits shall be cultivated to a depth of 75 mm as required.

.2 All tree pits shall be maintained weed free (including turf grass that has encroached from adjacent landscape area).

.3 Manage and control pests using IPM principles that utilizes regular monitoring to identify pests, considers various control options (biological, physical, cultural, mechanical and chemical) before implementing an effective, economical and environmentally acceptable solution to prevent and suppress pests.

.4 Use IPM principles to reduce or eliminate a reliance on chemical pesticides.

.5 Provide ongoing and knowledgeable communications with the engineer regarding identified pests on site, controls implemented to manage pest and outcome of treatment actions. Record all information in a maintenance log.

.6 Ensure proper, positive identification of infestations and consult with the engineer before taking corrective action. Obtain and apply pest management controls in accordance with “Backyard Pest Management”.

.7 Prior to chemical pesticide applications, obtain written approval from the Engineer.

.8 Supply and install pesticide warning signs three (3) calendar days prior to the application of chemical pesticides. Warning signs shall remain in place for three (3) days after the application of chemical pesticides.

.9 Determine the susceptibility of plant species to pesticide damage before any chemical application.

.10 Use equipment and containers free of harmful residues not related to specific control measures applicable to situation.

.11 Perform disease, weed and insect control in accordance with the provincial chemical application legislation. Provide the Engineer with three calendar days notification of intent to apply chemical pesticides on site.

.12 Prepare and apply chemical according to manufacturers specification and applied by a licensed pesticide applicator.. Minimize drift at all times. Erect signs to notify building occupants and the public regarding pesticide use on site.

.13 Herbicides and pesticides shall be used in accordance with the Agricultural Chemicals Act and its regulations Damage resulting from the Contractor's use of herbicides or pesticides shall be repaired at the Contractor’s expense.



.3 Watering

.1 All plant material shall be watered individually and a saucer shaped circle to a depth of 100 mm shall be maintained around each tree for convenient watering. The Contractor shall be responsible for supplying and distributing any water for installation or maintenance purposes.

.2 Test moisture levels of individual plant species and provide adequate water supply by hand if necessary to augment irrigation system.

.3 Hand water all plants whenever irrigation system is inoperative or insufficient.

.4 Deep water trees thoroughly on a regular basis using a deep root feeder to maintain adequate moisture level within root systems and ensure healthy vigourous growing conditions.

.4 Fertilizing

.1 Apply fertilizers in early spring.

.2 Adjust fertilizer requirements according to soil test analysis or when directed by the Engineer. Use a slow release non-soluble fertilizer.

.3 Apply 10-6-4 or similar fertilizer at a rate of 18g/25mm of calliper per tree from trunk to dripline of tree.

.4 Apply 10-6-9 or similar fertilizer spikes at a rate of one spike per 25mm of calliper per tree from trunk to dripline of tree.

.5 Apply adequate water after fertilizing to ensure penetration of fertilizer into soil and roots.

.5 Pruning

.1 Obtain and prune in accordance with proper practices and standards described in “pruning in Alberta” and as directed by the Engineer. The engineer will be the “sole Judge” for assessing all pruning operations.

.2 Prune plants with sharp pruning tools and equipment using qualified, experienced and trained personnel. Sterilize pruning tools after completion of each plant cutting operation and especially after pruning any diseased plant.

.3 Prune plants to remove all dead, diseased, damaged and injured branches, crossing or rubbing branches, stubs, double leaders, suckers, watersprout and multiple shoots.

.4 Do not strip lower branches, raise up crown of trees, shear or top any plant.

.5 All such improper pruning or plants pruned by the Contractor without the authorization by the Engineer will result in rejection of work. Promptly replace all rejected plants at no cost to the Owner.

.6 Prune at the following times according to the plant requirements as follows, unless approved by the Parks Services Arborist.

.1 Shade trees from October 15 to April 15 except Birch and Maple.

.2 Birch and Maple from June a5 to July 15.



.3 Fruit trees from March 15 to April 15.

.4 Evergreens from April 15 to May 15.

.5 Elm from October 1 to March 31.

.7 Haul offsite and dispose of pruning by burning as per pest control act.

.8 Prune to provide natural branching structure and Prune at the following times according to the plant requirements as follows, unless approved by the Parks Services Arborist.

.6 Tree Accessories

.1 Keep stakes and guy wires taut and plants plumb for duration of maintnenace period. Straighten plants that lean or sag.

.2 All accessories such as tree wrapping or tree ties and stakes shall be maintained in good condition and repaired or replaced when required.

.2 The Contractor shall remove the tree stakes and wires approximately 6 months after the installation.

.7 Tree well Maintenance

.1 Maintain a minimum of 100 mm depth of mulch. All tree wells should be topped up prior to end of maintenance period.

.2 Cultivate non-mulched tree wells in upper 40mm of soil biweekly to maintain a loose friable soil. Do not damage roots of plants when cultivating.

.3 Remove and dispose of debris, rubbish, animal waste, dead and unhealthy plants on a regular weekly basis.

.4 Edge plant beds evenly to depth of 100mm monthly or as required to maintain original line and shape.

.5 Remove and eliminate pere nnial grass and weeds including their roots biweekly. Maintain a weed free appearance in tree wells.

.6 Respread disturbed mulch or replace to maintain original mulch depth.

.7 Install planting media where settlement occurs to maintain original grades.

.8 Maintain soil lips around outer edge of plant pit. After completion of warranty period level soil lips.

3.7 Asphalt Trail Maintenenace

.1 Asphalt Trail Maintenance General


.2 Asphalt Repairs

.1 Portions of the asphalt trail that show deterioration and settlements shall be repaired as directed by the Engineer.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 10 OF 13 3.8 Coarse Grass Maintenance

.1 Coarse Grass Maintenance General


.2 Erosion

.1 Remedy all damages, wash-outs and eroded areas resulting from weather, improper protection or of other causes.

.3 Reseeding

.1 Reseed all areas which show deterioration, bare spots no larger than 400 cm².

.4 Weed Control

.1 Seeded areas shall have less than five percent (5%) weed cover. Weeds prohibited by the Weed Control Bylaw (No. 2758) shall not be permitted.

.2 Control of noxious weeds as per municipal and provincial legislation.

.5 Mowing

.1 Mow and trim all coarse grass seeded areas as required to control weed growth and shall be continued to be mowed and trimmed for weed control until the coarse grass is in a healthy, vigorous growing condition.

.6 Watering

.1 Areas with underground irrigation systems; operate systems in accordance with irrigation manufacturer’s operation manuals and as directed by the Engineer.

.2 Areas with no underground irrigation systems; supply labour, hoses and sprinkler equipment, to provide adequate watering. Provide clean water, water truck and accessories when necessary or directed by the Engineer to apply water efficiently and adequately to keep turf and plant material healthy and vigorous.

.3 In areas where water is not available, supply clean water including labour, water truck, pumps, portable sprinkler systems when necessary to maintain healthy turf and plant materials.

.4 During periods of drought stress, apply additional water to maintain healthy grass conditions. Supply water, water truck and labour as required.

3.9 Annual and Perennial flower Maintenance

.1 General Considerations

.1 Prepare plant beds in spring by adding minimum 50 mm depth of approved organic matter to soil. Cultivate into soil to minimum depth of 200 mm. Apply 8-12-6 fertilizer at a rate of 5 kg/100m², work into soil and water. Do not damage permanent plantings when cultivating.

.2 Space annual plantings at 150 mm to 200 mm on centre. Complete installation by June 1st or when threat of frost has passed.



.3 Hand water flowering plants as frequently as necessary to maintain adequate moisture within root systems and for healthy vigorous growth.

.4 Apply 20-20-20 fertilizer to flowering plants minimum three times during the growing season.

.5 Apply pesticides when necessary to control specific disease and insect infestations. Keep flower beds free of weeds and debris on a weekly basis.

.6 Remove faded flowers bi-weekly. Loosen and lightly cultivate beds throughout growing season with a garden trowel without damaging plants and roots.

3.10 Autumn Preparation

.1 Rake leaves as they shed and remove from site. Continue to perform this service until leaves cease to fall.

.2 Remove and dispose of annuals from plant beds and planters within one week after first killing frost or when directed by the Engineer. Deep cultivate plant beds and planters.

.3 Cut back foliage of perennials within one week after killing frost. Stake locations of perennials if required and deep water. Apply organic mulch around plants.

.4 Deep water trees and shrubs between October 1 to 15. Continue deep watering plants where unseasonal warm dry temperatures are experienced.

.5 Protect plants from rodent, animal and sun damages by use of appropriate materials. Use chemical repellent, rodent wire mesh, plastic perforated spiral strip, burlap, or other approved material.

.6 Erect snow fencing where directed by the Engineer.

4. ACCEPTANCE

4.1 Acceptance General .1 The Engineer shall accept the work at the time of Final Completion provided all

work is complete and the work is fully functional.

.2 The Engineer shall not accept the work at the time of Final completion unless the as built drawings are submitted in the proper format.

.3 The Engineer shall not accept portions of the work.

.4 The Engineer may not accept Final Completion after September 30 of the current year.

.5 The Engineer will accept the work, subject to, the Contractor completing the initial winterizing of the irrigation system and activating it in the spring.

.6 The Contractor shall have the Backflow Prevention Device tested by a Certified Tester. This shall be completed once per season at the time of the activation of the irrigation system in the spring.

.7 The Contractor shall submit an as-built drawing, as per the City’s standard format, prior to the Final Completion of the project.


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 12 OF 13 4.2 Turf Acceptance

.1 The work is accepted at the time of Final Completion provided all the work is complete, the work is fully functional and the following conditions have been met:

.1 The turf must be in a healthy, vigorous growing condition, properly established and free of bare spots larger than 60 cm².

.2 The turf must be mowed and neatly trimmed a minimum of 3 times.

4.3 Shrub Acceptance .1 The work is accepted at the time of Final Completion provided all the work is

complete, the work is fully functional and the following conditions have been met:

.1 All beds or pits shall be free of weeds (including turf grass that has encroached from adjacent turf area)

.2 Leaves and debris and shall be in a tidy condition.

.3 Edge of all beds shall have a 90 degree vertical edge cut, 75 mm deep around the perimeter of the bed. Touch up or recut as required.

.4 Mulch shall be topped up to the specified amount.

.5 All plant material shall be in a healthy growing condition.

4.4 Tree Acceptance .1 The work is accepted at the time of Final Completion provided all the work is


.1 All tree pits shall be free of weeds, leaves and debris and shall be in a tidy condition. Mulch shall be topped up to the specified amount.

.2 All plant material shall be in a healthy growing condition.

4.5 Asphalt Trail Acceptance .1 The work is accepted at the time of Final Completion provided all the work is


.1 The native grass shall be in a healthy, vigorous growing condition, properly established and free of bare spots larger than 400 cm².

4.6 Coarse Grass Acceptance

.1 The work is accepted at the time of Final Completion provided all the work is complete, the work is fully functional and the following conditions have been met:

.1 The coarse grass shall be in a healthy, vigorous growing condition, properly established and free of bare spots larger than 400 cm².


CITY OF BROOKS CONSTRUCTION SPECIFICATIONS PAGE 13 OF 13 5.0 WARRANTY

5.1 Warranty General .1 The Work shall be inspected by the Engineer, and those components which show

deterioration due to faulty materials and/or workmanship, shall be replaced at the Contractor's expense within the following periods:

.1 Landscaping 10 days (pending seasonal conditions)

.2 Irrigation 10 days (pending seasonal conditions)

.3 Shrubs/Trees 30 days (pending seasonal conditions)

.4 Trails 10 days (pending seasonal conditions)

.5 Coarse Grass 10 days (pending seasonal conditions)

.2 If the Contractor fails to comply with the replacement of the components within the specified time period, and does not provide the Engineer with an acceptable schedule for the replacement of the components, the Engineer will have the components replaced and invoice the Contractor for all costs associated with the replacement.

.3 All components must be replaced prior to the Final Acceptance of the Work.

.4 The following outlines the period for which various components of the work shall be guaranteed, from the date of the Substantial Completion of the Work:

.1 Landscaping - 2 Years

.2 Irrigation - 2 Years which must include turn on in Spring

.3 Shrubs - 2 Years

.4 Trees - 2 Years

.5 Trails - 2 Years

.6 Coarse Grass - 2 Years

.5 The Work may be guaranteed for longer periods from the date of Substantial Completion of the Work, as may be specified for certain products or work.

5.2 Tree and Shrub Replacements

.1 All plant materials found dead or diseased, or not in a healthy, satisfactory growing condition, or which in any other way, do not meet the requirements of the specifications, shall be replaced by the Contractor at the Contractor’s expense.



END OF SECTION

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