PLANHOLDER REGISTRATION FORM CLOSING DATE … #1-306... · INDEX ITEM PAGE 2C-1 ... applicable...

PLANHOLDER REGISTRATION FORM

Request for Tender No. 306-1332

TOWN OF OLIVER BUCHANAN ROAD SOURCE DEVELOPMENT

CLOSING DATE AND TIME: Tuesday, August 12, 2014 @ 2:00 PM

For any further distributed information about this Request for Tender please complete this form and e-mail, fax or hand deliver to: TRUE CONSULTING 201-2079 FALCON ROAD KAMLOOPS, BC V2C 4J2 Attention: Stuart Purves, EIT Fax: 250-828-0717 Email: [email protected]

Company Name:

Address:

Contact Person:

Contact Telephone:

Contact Fax:

Contact Email:

Only Proponents completing this form will be issued any addendums and/or any additional information regarding this tender. It is the sole responsibility to the Proponent to ensure that the receipt confirmation form has been received by TRUE Consulting. ____________________________ _________________________ Signature Date

DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES

Page 2C-1 Project #306-1332


INDEX

ITEM PAGE

2C-1.0 GENERAL 2C-2

2C-1.1 Scope 2C-2 2C-1.2 Related Specifications 2C-2

2C-2.0 PRODUCTS 2C-2

2C-2.1 General 2C-2 2C-2.2 Pipe 2C-2 2C-2.3 Pipe Fittings 2C-3 2C-2.4 Valves 2C-4 2C-2.5 Services 2C-4 2C-2.6 Hydrants 2C-4 2C-2.7 Concrete 2C-4

2C-3.0 EXECUTION 2C-5

2C-3.1 Alignment and Grade 2C-5 2C-3.2 Pipe Laying and Jointing 2C-5 2C-3.3 Pipe Bedding 2C-5 2C-3.4 Fitting and Valve Installation 2C-5 2C-3.5 Hydrant Installation 2C-6 2C-3.6 Vertical Reaction Blocks 2C-6 2C-3.7 Horizontal Reaction Blocks 2C-7 2C-3.8 Water System Tie-Ins 2C-7 2C-3.9 Service Installation 2C-7

2C-3.10 Testing 2C-8 2C-3.11 Watermain Disinfection 2C-11

2C-4.0 MEASUREMENT FOR PAYMENT 2C-11

2C-4.1 General 2C-11 2C-4.2 Pressuremains 2C-12 2C-4.3 Services 2C-12 2C-4.4 Fire Hydrants, Blow Offs and Stand Pipes 2C-12 2C-4.5 Valves 2C-12 2C-4.6 Anchors 2C-12 2C-4.7 Tie-Ins to Existing Systems 2C-12

Updated June 2014




2C-1.0 GENERAL 2C-1.1 Scope

1. This section refers to the supply of all necessary materials, labour and equipment for the installation of watermains, sewage forcemains and appurtenances, as specified herein or shown on the Drawings.

2C-1.2 Related Specifications

1. 2B - Trench Excavation and Backfill 2. 3A - Cast-in-Place Concrete

2C-2.0 PRODUCTS 2C-2.1 General

1. All materials supplied shall be in accordance with the Contract Drawings and the applicable AWWA, CSA and ASTM Standards.

2. At the request of the Engineer, an independent testing laboratory shall be

engaged to test selected samples of pipe material to prove compliance with the specifications.

2C-2.2 Pipe

1. Ductile Iron

shall conform to AWWA C151;

thickness class as specified on the Drawings;

cement mortar lining - AWWA C104;

Fusion-Bonded Epoxy Coating in accordance with AWWA C116

Polyethylene encasement in accordance with AWWA C105

fittings - AWWA C110.

2. Polyvinyl Chloride (PVC) Pressure Pipe (Class Pipe)

conform to AWWA C900 and C905;

minimum DR18 for water supply;

rubber gasket joints - AWWA C900;

dimensions to conform to Ductile Iron Standards.

The minimum wall thickness of the bell at any point between the ring groove (annular gasket space) and the pipe barrel, shall conform to the dimension ratio requirements for the pipe barrel.



2C-2.2 Pipe (continued)

The minimum wall thickness in the sealing portion of the ring groove and bell entry sections shall equal or exceed the minimum wall thickness requirements of the pipe barrel.

3. Polyvinyl Chloride (PVC) Pressure Pipe (Series Pipe)

conform to ASTM D2241;

SDR rating as shown on the Drawings;

rubber gasket joints;

fittings shall be cast iron with transition gasket.

4. Steel Pipe

conform to AWWA C200;

welded joints in accordance with AWWA C206;

coal tar epoxy lining and/or coating in accordance with AWWA C203;

polyethylene coating to conform to Shaw Pipe specification Y.J.1.

5. High Density Polyethylene Pipe

conform to AWWA C906;

pressure class as shown on the Drawings;

iron pipe size equivalent outside diameter;

to be compatible with specified mechanical joint fittings and valves without special adapters.

2C-2.3 Pipe Fittings

1. Ductile Iron shall conform to AWWA C153 for use with ductile iron or PVC pipe. Minimum pressure rating shall be 1720 kPa.

2. Cast Iron shall conform to AWWA C110 for use with ductile iron or PVC pipe.

Minimum pressure rating shall be 1720 kPa.

3. Steel Pipe Fittings

steel flanges shall conform to AWWA C207;

water pipe fittings shall conform to AWWA C208;

cement mortar lining - AWWA C205;

coal tar enamel coating - AWWA C203.

4. HDPE Fittings

fabricated HDPE mitred fittings to AWWA C906 suitable for specified pressure rating.

moulded HDPE fittings to ASTM 3261 suitable for specified pressure rating and fusion to main pipe.

flanged joints to AWWA C906 flat faced stub end and loose hot-dip galvanized ductile iron (ASTM A536) backup ring drilling to ANSI B16.1, B16.5 or AWWA C206, suitable for specified pressure rating.



2C-2.4 Valves

1. Gate Valves - shall have a non rising stem with a 51 mm square operating nut. Valves shall be Resilient Seated in accordance with AWWA C509 unless specified on the Drawings. Pressure ratings shall be 1380 kPa for valves 300mm and smaller; and 1030 kPa for valves 400mm and larger.

2. Butterfly Valves - shall be wafer style, and rubber seated in accordance with

AWWA C504. The valve shall be equipped with integral worm gear operator having bronze worm gears and hardened steel worms. Pressure rating shall be 1030 kPa.

2C-2.5 Services

1. Copper Pipe - copper water service pipe shall be Type ‘K’ soft copper pipe conforming to ASTM designation B88.

2. Polyethylene (PE) - polyethylene water service pipe shall conform to ASTM

specification PE-2305 and have a SDR of 7.3. PE pipe shall have a safe working pressure rating of 690 kPa at 23 degrees C. The safe working pressure shall be as determined by ASTM test method 1599 and shall include a safety factor of 2.5 and water hammer allowances.

3. Cross Linked Polyethylene (PEX) – cross linked polyethylene water service pipe shall conform with AWWA C904 and have a SDR of 9. The safe working pressure shall be determined by ASTM test method 1599 and shall include a safety factor of 2.5 and water hammer allowance.

4. Service Saddles shall be double strap type with bronze body saddles of heat

treated ductile iron ASTM A536-71 with neoprene gaskets and stainless steel straps.

5. Corporation Stops shall be bronze to ASTM B62, AWWA thread inlet,

compression type outlet. 6. Curb Stops shall be bronze to ASTM B62 inverted key, ball or cylinder type

construction utilizing rubber O-ring seals and are to be full flow, full port. 2C-2.6 Hydrants

1. Fire hydrants shall be “compression type” with operator nut to match existing hydrants, bottom connection with drip valve and drain, and flange connection at ground line.

2C-2.7 Concrete

1. Concrete shall conform to Section 3A and have a compressive strength of 20 mPa at 28 days.



2C-3.0 EXECUTION 2C-3.1 Alignment and Grade

1. Watermains and appurtenances shall be installed in accordance with the Design Drawings and in accordance with grade sheets prepared by the Contractor and approved by the Engineer.

2. Minimum pipe cover shall be 2.0 metres unless otherwise specified on the

Drawings.

3. Allowable tolerances:

Vertical: pipe invert shall be within 20 mm of approved grade sheet elevations.

Horizontal: pipe alignment shall be within 50 mm of the Design Drawings’ alignment.

2C-3.2 Pipe Laying and Jointing

1. Bell or coupling ends shall be in the direction of the laying operation. 2. Pipes shall be joined by the following methods:

pushing pipe sections together by hand;

prying together with steel bar;

pulling together with “come-along” device.

3. Gaskets should be inspected for proper location prior to jointing. 4. Inside of pipe shall be kept free of dirt, water, and other foreign material. Open

ends shall be plugged and blocked to keep foreign material out of the pipeline. 5. Pipe cuts necessary for fittings and valves shall be made at right angles in

accordance with manufacturer’s recommended tools and procedures. 6. Individual pipe joint deflections shall not exceed the maximum deflection angle

as published by the manufacturer.

7. HDPE joints shall be heat butt fused to ASTM D2657 and in accordance with manufacturer’s recommendations.

2C-3.3 Pipe Bedding

1. Watermain shall be bedded in accordance with the Drawings and bedding specification 2B-2.8.

2C-3.4 Fitting and Valve Installation

1. Fitting locations shall be as shown on the Drawings.



2C-3.4 Fitting and Valve Installation (continued)

2. Fittings and valves shall be supported on bedding material to prevent transmission of stress onto the adjoining pipe.

3. Thrust blocks shall be constructed in accordance with the Standard Drawings for

location and bearing area. Concrete shall not be placed over the joints between the fitting and the pipe.

4. The anchor steel used from the thrust block to the fitting or valve shall be rust-

proofed. 5. Valve Box risers shall be continuous to within 150 mm of the valve box top, set

vertical and centered over the valve operating nut, adequately supported, and backfilled with compacted material to prevent settlement and the transmission of stress onto the valve.

6. Valve boxes shall be set to finished asphalt grade or surrounding ground

elevation, whichever is applicable. 7. Operation of valves should be checked before installation.

2C-3.5 Hydrant Installation

1. Hydrants shall be installed at the locations shown on the Drawings and in accordance with the Standard Drawings.

2. Hose outlets shall be parallel to the roadway and adjacent property line. 3. Hydrant ground flange elevations shall be 150 mm above the finished grade. 4. Gravel drainage material shall be provided c/w filter cloth cover for draining of

the hydrant into the native material. 5. Provide hydrant thrust restraint with a concrete reaction block in compacted fill

or native material or 19 mm diameter bituminous coated tie rods. Hydrant drains shall not be plugged with reaction block concrete.

2C-3.6 Vertical Reaction Blocks

1. Vertical reaction blocks shall be placed below fitting deflections of greater than 5 degrees (grade change of 9%). The quantity of concrete required shall be calculated on the basis of the following:

Calculate the total head at the fitting: H = 71 metres (surge) + elevation difference between reservoir and fitting in metres. Concrete Required = 2 x 1000 H A sin ½ x 1.5 = m 2405 Where H = Calculated head at the fitting; A = Area of the pipe in square metres; = Deflection angle of the fitting.



2C-3.6 Vertical Reaction Blocks (continued)

2. Steel restraining bars between the fitting and the concrete shall be shaped to the fitting and be a minimum of 15 mm (15M) diameter and shall be galvanized or bituminous coated.

2C-3.7 Horizontal Reaction Blocks (Thrust Blocks)

1. Horizontal reaction blocks shall be placed between undisturbed soil and all fittings whose deflection is greater than 10 degrees or as otherwise specified. Reaction blocks for each type and size of fitting shall be sized to conform to the bearing areas specified on the standard details. Reaction block concrete shall not be placed over the joints between the fitting and the pipe.

2C-3.8 Water System Tie-Ins

1. Connection of existing watermains will not be permitted until the watermain is complete, including testing, flushing and disinfection approved by the local approving agency.

2. The Contractor shall notify the water utility company of the tie-in and request the

utility operator to close the necessary valves to isolate the tie-in section. 3. The Contractor shall notify the following persons, in writing, giving at least 48

hours notice prior to tie-in operations:

the Engineer, so that disruptions in water services can be advertised;

the utility operator for valve shut-offs;

Fire Department with a list of out-of-service hydrants.

4. Construction work on the tie-in shall proceed continuously until water service has been restored.

2C-3.9 Service Installation

1. Installation shall be in accordance with Design and Standard Drawings. 2. Cover over water services shall be at least 1.8 metres or as otherwise noted on

the Drawings. 3. Water service shall be laid perpendicular to the property line with a horizontal

gooseneck as shown on the Standard Drawings. 4. A maximum of one flared union will be allowed. Unions will not be allowed

under the asphalt. 5. Copper service pipe shall be cut at right angles, reamed and flared.



2C-3.9 Service Installation (continued)

6. Curb stops shall be installed in accordance with the Drawings. Curb stops shall be installed vertical and set 300 mm from property line on a flat brick. The curb stop riser and service box shall be vertical and set even with finished grade. Set screws and other fasteners shall not be engaged so as to fix the service box in any telescoped position.

7. Re-excavation and repair shall be necessary if the curb box and riser are

plugged, damaged or set off vertical. 8. Install a 40 mm x 90 mm board with “water” stenciled on road side. The board

shall extend from the depth of the service to 600 mm above finished grade. 2C-3.10 Testing

1. The Contractor shall furnish all necessary labour, materials, and equipment necessary to carry out the tests. Testing shall be performed in a manner satisfactory to and in the presence of the Engineer. Testing shall be carried out only after backfilling of all deep services has been completed. The duration of the tests shall not be less than two hours.

2. Pressuremain Testing

The section of pipe to be tested shall be slowly filled with water obtained by the Contractor at his expense from an approved source. The pipeline shall remain filled for not less than 24 hours prior to the pressure test. When all the air has been removed, the pressure inside the pipe for watermains shall be raised by means of a pump until the pressure reading at the gauge located at the lowest elevation registers 1035 kPa or one and one-half times the normal working pressure, whichever is greater.

For sewer forcemains, the test pressures shall be one and one-half times the normal working pressure.

The pressure test shall be repeated until no appreciable loss of pressure occurs throughout the duration of the test.

Costs incurred for witnessing unsuccessful tests shall be borne by the Contractor.

For HDPE, pressurize the pipe to 50% greater than the pipe’s rated pressure at the lowest elevation in the system. At hourly intervals, add sufficient make-up water to return the pipe to the original test pressure. Repeat this step for three hours (initial expansion phase).



2C-3.10 Testing (continued)

3. Leakage Test

Leakage is the amount of water necessary to be pumped back into the test section from a suitable container having a uniform cross sectional area to re-achieve the test pressure after the initial two hour test period. During the test, the pressure shall be to within 4% of the test pressure.

Should the following test specification vary with those of the local approving authority, the more stringent of the two shall govern.

The maximum allowable rate for ductile iron and PVC pressuremains shall not exceed that allowed by the shortest valved section and shall be calculated by the Engineer on the basis of the following formula:

L = NDP 131,000

Where: L = Allowable leakage rate in litres per hour;

N = Number of hub joints of pipe over 100 mm in diameter (or that specified by the local approving authority);

D = Nominal diameter of the pipe in mm; P = The square root of the test pressure in kPa.

Allowable leakage for welded joint steel pressuremains is zero litres per hour.

Repair and retest until leakage is within the specified limits. No watermains or pressuremains will be certified as complete until test leakage is within specified limits.

A conductivity test on steel and ductile iron watermains shall be undertaken in the presence of the Engineer to confirm that an electric current can be passed through the test section. The conductivity test shall be undertaken after backfill is complete.

The allowable leakage for HDPE pressure mains is calculated on the basis of the expansion allowance and correction factor as follows:



2C-3.10 Testing (continued)

3. Leakage Test (cont’d)

Expansion allowance (make-up water) given in litres per 100m of pipe at 23°C.

NOMINAL PIPE SIZE (mm)

1 HR. TEST

2 HR. TEST

3 HR. TEST

50 0.87 1.37 2.36 75 1.24 1.86 3.10

100 1.61 3.10 4.97 150 3.73 7.45 11.18 200 6.21 12.42 18.63 250 9.93 16.14 26.08 300 13.66 28.56 42.22

Correction Factor - applied to the expansion allowance given in the preceding expansion allowance table. Determined by the average temperature of the water pumped into the pipe and the ambient air temperature.



2C-3.11 Watermain Disinfection

1. All watermains, fittings and services shall be disinfected by chlorination for a minimum period of 24 hours after completion of leakage testing.

2. Chlorination shall be undertaken in accordance with AWWA Standard C651-05 continuous feed method. The procedure is as follows:

The watermain will be filled with chlorinated water at a minimum concentration of 50mg/l and not more than 100mg/l.

After a 24hr period there will be a free chlorine residual of no less than 25mg/l.

Upon completion of the disinfection period the watermain will be flushed clean of chlorinated water

3. Samples shall be taken by the Contractor at 0 and 24 hours after completion of

flushing and submitted to an accredited testing laboratory. During the 24 hour testing period, the watermain(s) being tested must remain completely isolated, with no water entering or exiting the pipe(s).The water will be tested for E. Coli and Total Coliforms for a maximum allowable concentration of 0. The contractor shall bear all costs associated with water sampling, and laboratory testing.

4. The contractor will be required to apply a neutralizing chemical to the chlorinated water during flushing if there is a potential that environmental damage will occur. The need for chlorine neutralization will be decided by the Engineer in conjunction with the Client and Contractor.

5. Department of Fisheries, Ministry of Environment, and other authorities having

jurisdiction shall be notified and written approval obtained if disinfection water is to be discharged to a natural water course. These written approvals shall be submitted to the Engineer before discharge of disinfection water is undertaken.

2C-4.0 MEASUREMENT FOR PAYMENT 2C-4.1 General

1. Payment for the following items shall include all field layout, cut sheet

preparation, excavation, frost removal, installation, pipe bedding as indicated, tamping, dewatering, backfilling, disinfection, flushing, testing, clean-up, compaction, shoring, final grading, and all labour, equipment and materials required to complete the work in accordance with the Contract Documents and Drawings.



2C-4.2 Pressuremains

1. The length of pressuremains shall be the horizontal measurement in metres along the main centreline.

2. Payment shall be made at the Contract Unit Price per metre and shall also be

full compensation for fittings (tees and bends), horizontal and vertical thrust blocks and rebar.

3. Payment for untested mains will only be made on 80% of the length installed.

2C-4.3 Services

1. The length of services shall be the horizontal measurement in metres from the main centerline to the curb stop valve.

2. Payment shall be made at the Contract Unit Price per metre and shall also be

full compensation for fittings, corporation stops, curb stops and main tapping. 2C-4.4 Fire Hydrants, Blow Offs and Standpipes

1. Payment shall be made at the Contract Unit Price for each unit installed and shall be full compensation for required depth, thrust blocks, drain rock and tie rods. Payment for valves and leads (piping) will be in accordance with the payment clauses for these items.

2C-4.5 Valves

1. Payment shall be made at the Contract Unit Price for each valve installed and shall be full compensation for thrust blocks, tie bars, valve boxes and valve box risers.

2C-4.6 Anchors

1. Payment shall be made at the Contract Unit Price for each anchor installed and shall include forming, rebar and concrete.

2C-4.7 Tie-ins to Existing Systems

1. Payment for tie-ins to existing systems shall be made at the Lump Sum Price as outlined in the Schedule of Quantities.

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