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Home My WebLink About2007-167 THE CORPORATION OF THE MUNICIPALITY OF CLARINGTON BY-LAW 2007-167 Being a By-law to authorize a contract between the Corporation of the Municipality of Clarington and Fernview Construction Limited, Bolton, Ontario for the Green Road and Stevens Road Reconstruction. THE CORPORATION OF THE MUNICIPALITY OF CLARINGTON HEREBY ENACTS AS FOLLOWS: 1. THAT the Mayor and Clerk are hereby authorized to execute, on behalf of the Corporation of the Municipality of Clarington and seal with the Corporation Seal, a contract between, Fernview Construction Limited, Bolton, Ontario, and said Corporation; and 2. THAT the contract attached hereto as Schedule "A" form part of this By-law. By-law read a first and second time this 25th day of June, 2007. By-law read a third time and finally passed this 25th day of June, 2007. c::::l~ ~thY, IV~ ~ ,/') '" /' . --... ,,' L.~ /Patti . arri ,Municipal Clerk '- 1 l I l L l l l L' L L L L L i L' L" L ",' c , TENDER DOCUMENTS GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION CONTRACT NO: CL2007-27 CORPORATION OF THE MUNICIPALITY OF CLARINGTO.N MAY 2007 .. - AGREEMENT - THIS AGREEMENT made in quadruplicate. - BETWEEN: FERNVIEW CONSTRUCTION LIMITED - of the Region Municipality of Durham - hereinafter called "Contractor" .. THE PARTY OF THE FIRST PART .. - and - .. the CORPORATION OF THE MUNICIPALITY OF CLARINGTON - hereinafter called the "Purchaser" .. THE PARTY OF THE SECOND PART . .. WITNESSETH, that the party of the first part, for and in consideration of the payment or payments specified in the tender for this work hereby agrees to furnish all necessary machinery, tools, equipment, supplies, labour, and other means of construction and, to the satisfaction of the Engineer, to do all the work as described hereafter, furnish all the materials except as herein otherwise specified, and to complete such works in strict accordance with the plans, specifications and tender therefore, all of which are to be read herewith and form part of this present agreement as fully and completely to all intents and purposes as though all the stipulations thereof have been embodied herein. . . . .. Page 1 of 3 .. .. .. CONTRACT AGREEMENT CONTRACT NO: CL2007-27 - DESCRIPTION OF THE WORK AND LIST OF DOCUMENTS - Tender for Contract No. CL2007-27, Green Road Reconstruction from Highway No.2 to proposed Stevens Road and Stevens Road Construction from Clarington Boulevard to Green Road. .. B. TENDER FORM General Page 1 to 2 Itemized Bid Bidders Experience Page 3 List of Subcontractors Page 4 Agreement to Bond Page 5 Schedule of Tender Date Page 6 CORPORATION OF THE MUNICIPALITY OF CLARINGTON STANDARD TERMS Pages 1 to 8 SPECIAL PROVISIONS Pages 1 to 24 A. .. - .. C. D. CONTRACTOR SAFETY POLICY AND PROCEDURE .. E. PROVISIONS (SP) - Detailed Tender Items .. F. STANDARD SPECIFICATIONS - It shall be the Contractor's responsibility to obtain those editions current at the time of tendering, of the Ontario Provincial Standard Specifications (OPSS) and if applicable the Region of Durham Standard Specifications, where mentioned in the Contract Documents. .. H. .. I. .. G. GENERAL CONDITIONS OPSS General Conditions of Contract (September 1999) although not attached are considered part of this Tender. STANDARD SPECIFICATIONS & DRAWINGS Region of Durham Specifications for Regional Services, although not attached are considered part of the Tender. GEOTECHNICAL INVESTIGATION All plans and documents referred to in the Specifications. .. The Contractor further agrees that he will deliver the whole of the works completed in accordance with this Agreement. .. IN CONSIDERATION WHEREOF said party of the second part agrees to pay to the Contractor for all work done, the unit prices on the Tender. . - This agreement shall enure to the benefit of and be binding upon heirs, executors, administrators and assigns of the Contractor and on the heirs and successors of the Purchaser. Page 2 of 3 - .. .. .. IN WITNESS WHEREOF, the Contractor and the Purchaser have hereunto signed their names 'III and set their seals on the day first above written. .. .. SIGNED and seals by the Contractor: ) ) ) ) 11 ) ) ! 0rA It ~ -::1 c.I 1...'-' '1, ~7 Date / ' - .. .. .. In the presence of ...... .. SIGNED and sealed by the Purchaser: CORPORATION OF THE MUNICIPALITY OF CLARINGTON In the presence of )~ l _ _ Jim Ab y, Mayor Date ) ) ) ) ) ) ) ) .. .. . - .. Date . .. Page 3 of 3 .. .. l 1 L l L L L L L L L L I I I & l L 1 CORPORATION OF THE MUNICIPALITY OF CLARINGTON CONTRACT 'NO. CL2007 -27 GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION .. PROJECT: .. .. AUTHORITY: .. CONTRACT ADMINISTRATOR: .. .. TENDER: .. .. .. .. .. .. .. .. TENDERS RECEIVED BY: . . UNTIL: .. .. .. TENDER FOR CONTRACT NO: CL2007 -27 GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION CORPORATION OF THE MUNICIPALITY OF CLARINGTON D.G. BIDDLE & ASSOCIATES LIMITED CONSULTING ENGINEERS & PLANNERS 96 KING STREET EAST OSHAWA, ONTARIO, L1H 1B6 TELEPHONE: (905) 576-8500 FAX: (905) 576-9730 FERNVIEW CONSTRUCTION LIMITED Contractor's Name P.O. BOX 33 Contractor's Address BOLTON, ONTARIO L7E 5T1 (905) 794-0132 Contractor's Telephone (905) 794-1313 Contractor's Fax enzo@fernview.ca Contractor's E-Mail FERNANDO VELOCCI Name of Person Signing for Firm PRESIDENT Position of Person Signing for Firm Ms. Pattie Barrie, Clerk Corporation of the Municipality of Clarington 40 Temperance Street Bowmanville, Ontario, L 1 C 3A6 Telephone: (905) 623-3379 Frida~June15,2007 2:00:00 p.m. Local Time 1 .. ... ... ... .. ... .. - ... .. ... .. .. .. .. .. ... .. ... TENDER CONTRACT NO: CL2007 -27 TO: The Mayor and Members of Council, The Corporation of the Municipality of Clarington 40 Temperance Street Bowmanville, Ontario, L 1 C 3A6 Mayor and Members of Council: The Contractor has carefully examined the Plans, Provisions, Specifications and Conditions described herein as part of the work to be done under this Contract. The Contractor understands and accepts the said Plan, Provisions, Specifications and Conditions, and, for prices set forth in this Tender, hereby offers to furnish all machinery, tools, apparatus and other means of construction, furnish all materials, except as otherwise specified in the Contract, and to complete the work in strict accordance with the said Plans, Provisions, Specifications and Conditions. The Contractor understands and accepts that the quantities shown are approximate only, and are subject to increase, decrease or deletion entirely of found not required. Attached to this Tender is a bid bond in the amount of specified in Clause 3, Special Provision - Information to Bidders, made payable to the Authority. This shall constitute a deposit which shall be forfeited to the Owner, if the successful Contractor fails to file with the Owner a 100% Performance Bond and a 100% Labour and Material Payment Bond of the nature satisfactory to the Owner within ten (10) days from the date of receipt of Notice of Acceptance of the Tender. Notification of Acceptance may be given and delivery of the Form of Agreement made by prepaid post, addressed to the Contractor at the address contained in this Tender. 2 .. GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION MUNICIPALITY OF CLARINGTON FERNVIEW CONSTRUCTION LIMITED CONTRACT NO. CL 2007-27 1/6 ... .. TENDER RESULTS JUNE 15, 20007 SUMMARY - TOTAL PART A - GENERAL $66,193.00 TOTAL PART B - GREEN ROAD RECONSTRUCTION $802,928.36 .. TOTAL PART C - STEVENS ROAD CONSTRUCTION $843,554.17 $1,712,675.53 .. Sub Total 6% G.S.T. $102,760.53 .. $1,815,436.06 TOTAL TENDER AMOUNT .. .. .. .. Tenderer's G.S.T. Registration No. R101784585 .. .. .. .. .. .. .. .. .. GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION MUNICIPALITY OF CLARINGTON FERNVIEW CONSTRUCTION LIMITED CONTRACT NO. CL 2007 -27 2/6 .. .. IN ACCORDANCE WITH THE FIRST PARAGRAPH OF THIS TENDER, THE CONTRACTOR HEREBY OFFERS TO COMPLETE THE WORK SPECIFIED FOR CONTRACT NO. CL 2007-27 FOR THE FOLLOWING UNIT PRICES .. ESTIMATED UNIT TOTAL ITEM DESCRIPTION UNIT QUANTITY PRICE COST 1.0 GENERAL 1.1 100% performance bond I.s. 1.00 $19,800.00 $19.800.00 1.2 100% labours and material bond I.s. 1.00 $4,674.00 $4,674.00 1.3 Liability insurance I.s. 1.00 $14494.00 $14.494.00 1.4 Mobilization and demobilization I.s. 1.00 $7 425.00 $7,425.00 1.5 Construction lavout I.s. 1.00 $17 600.00 $17,600.00 1.6 Pre-condition survey I.s. 1.00 $2,200.00 $2,200.00 TOTAL PART A $66,193.00 2.0 REMOVALS 2.1 Clearina and arubbing I.s. 1.00 $6,930.00 $6,930.00 2.2 Remove existinQ fences I.s. 1.00 $600.00 $600.00 2.3 Remove existina culverts each 4.00 $180.00 $720.00 2.4 Remove existing asphalt m2 2200.00 $4.38 $9636.00 2.5 Topsoil removal off site m3 1800.00 $10.25 $18450.00 2.6 Excavation and Qradina m3 2850.00 $5.46 $15,561.00 Sub Total $51,897.00 3.0 STORM SEWERS 3.1 300mm DIA DR35 PVC pipe - CL 'P' bedd I.m. 6.00 $155.00 $930.00 (S-401) to DI CB 2 3.2 300mm DIA DR35 PVC pipe - CL 'P' bedd I.m. 12.00 $155.00 $1,860.00 '5-401) to DI CB 3 3.3 450mm DIA CL 65D concrete pipe CL 'B' bedd I.m. 38.41 $177.00 $6,798.57 C-108) MH 3 to 4 3.4 600mm DIA CL 65D concrete pipe CL 'B' bedd I.m. 96.05 $229.00 $21,995.45 C-108) MH 2 to 3 3.5 825mm DIA CL 65D concrete pipe CL 'B' bedd I.m. 88.83 $681.00 $60,493.23 C-108) MH 1 to MH 2 - include all restoration from MH 1 to stat. 2 + 762.724 3.6 825mm DIA CL 65D concrete pipe CL 'B' bedd I.m. 32.30 $1,732.00 $55,943.60 I (C-108) from existina MH to MH 1 - include all restoration 3.7 825mm DIA CL 65D concrete pipe CL '8' bedd I.m. 22.6 $402.00 $9,085.20 (C-108) MH 2 to MH 9 3.8 1200mm precast concrete MH 4 C-101 I.s. 1.00 $4,413.00 $4,413.00 3.9 1200mm precast concrete MH 3 C-101 I.s. 1.00 $4,271.00 $4,271.00 3.10 1500mm precast concrete MH 1 C-102 I.s. 1.00 $7,904.00 $7 904.00 Include all restoration .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION MUNICIPALITY OF CLARINGTON FERNVIEW CONSTRUCTION LIMITED CONTRACT NO. CL 2007 -27 3/6 .. .. ESTIMATED UNIT TOTAL ITEM DESCRIPTION UNIT QUANTITY PRICE COST STORM SEWERS - Continued 3.11 1800mm precast concrete MH 2 (C-102) I.s. 1.00 $8 265.00 $8,265.00 3.12 1800mm precast concrete MH 9 (C-102) I.s. 1.00 $8,111.00 $8,111.00 3.13 Sinole catch basin (C-104) each 3.00 $1 901.00 $5.703.00 3.14 Double catch basin (C-105) each 2.00 $3 780.00 $7,560.00 3.15 Ditch inlet catch basins (OPSD 705.030) each 2.00 $2 857.00 $5,714.00 3.16 200mm DIA DR35 PVC catch basin connection I.m. 19.30 $129.00 $2,489.70 3.17 250mm DIA DR35 PVC catch basin connection I.m. 11.70 $146.00 $1,708.20 3.18 Break into existinQ manhole and rebench I.s. 1.00 $14,855.00 $14,855.00 Green Road South & Hwy #2) 3.19 Television inspection I.m. 333.00 $5.00 $1.665.00 Sub Total $229,764.95 4.0 WATERMAIN AND APPURTENANCES Regional Municipalitv of Durham Standard Specifications 4.1 150mm DIA DR18 PVC pipe I.m. 5.80 $86.00 $498.80 4.2 200mm DIA DR18 PVC pipe I.m. 5.80 $105.00 $609.00 4.3 400mm DIA concrete pressure pipe I.m. 283.00 $377.00 $106,691.00 4.4 150mm gate valve and box each 1.00 $884.00 $884.00 4.5 200mm Qate valve and box each 1.00 $1 245.00 $1,245.00 4.6 400mm Qate valve and box each 1.00 $6212.00 $6,212.00 4.7 150mm flanQe, valve, box and hydrant each 3.00 $3,526.00 $10,578.00 4.8 50mm blowoff each 2.00 $1 500.00 $3,000.00 4.9 25mm DIA Tvpe 'K' copper water service I.m. 70.00 $59.00 $4,130.00 4.10 25mm curb stop and box each 2.00 $152.00 $304.00 4.11 400mm CPP - field closure at Hwy #2 - I.s. 1.00 $9886.00 $9,886.00 connect to existing 4.12 19mm test point bypass each 1.00 $1.500.00 $1 500.00 Sub Total $145,537.80 5.0 ROAD WORK AND MISCELLANEOUS 5.1 Fine grading m2 7562.00 $0.60 $4537.20 5.2 Supply and place Qranular 'B' (450mm) m3 1517.00 $22.81 $34,602.77 5.3 Supply and place Qranular 'A' (150mm) m3 414.00 $37.32 $15,450.48 5.4 100mm underdrain (C-301) I.m. 514.00 $11.79 $6060.06 5.5 Concrete curb and Qutter (C-302) I.m. 378.00 $47.00 $17766.00 5.6 Concrete curb and gutter median (OPSD 600.080) I.m. 89.00 $60.00 $5,340.00 5.7 HL8 asphalt (80mm) m2 2675.00 $17.22 $46,063.50 5.8 Interlockina brick - island m2 145.00 $86.00 $12,470.00 5.9 HL3A asphalt - 50mm - driveway m2 65.00 $20.00 $1,300.00 5.10 Concrete sidewalk (C-307) m2 850.00 $49.00 $41,650.00 5.11 Grade ditches (imoorted) I.m. 100.00 $28.00 $2800.00 5.12 100mm toosoil on boulevards m2 3960.00 $3.94 $15,602.40 5.13 Sod on boulevard m2 3960.00 $4.27 $16909.20 5.14 Temoorarv line oainting I.s. 1.00 $2,500.00 $2,500.00 5.15 Traffic, street and directional siQns each 5.00 $400.00 $2,000.00 5.16 Boulevard trees - Skvline Honev Locust each 12.00 $427.00 $5.124.00 Sub Total $230,175.61 .. .. .. .. .. .. .. .. . .. . .. .. .. .. .. .. GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION MUNICIPALITY OF CLARINGTON FERNVIEW CONSTRUCTION LIMITED CONTRACT NO. CL 2007-27 4/6 .. .. ESTIMATED UNIT TOTAL ITEM DESCRIPTION UNIT QUANTITY PRICE COST 6.0 ROAD CONTINGENCIES 6.1 Subexcavate subarade m3 200.00 $6.00 $1 200.00 6.2 Provide and place granular 'B' m3 200.00 $28.00 $5.600.00 Sub Total $6,800.00 7.0 STREET LIGHT AND WIRING 7.1 50mm DIA HDPE duct work - street light cable I.m. 550.00 $16.00 $8.800.00 7.2 100mm duct work - road crossinas I.m. 175.00 $21.00 $3,675.00 7.3 Supply street light cable 2C No.4 + 1 No.6 Grd. I.m. 600.00 $17.00 $10,200.00 7.4 Power pedestal with base each 1.00 $2,020.00 $2,020.00 7.5 Street light pole base each 14.00 $924.00 $12,936.00 7.6 Single luminaire light standard - 150 watt each 14.00 $4,723.00 $66,122.00 Sub Total $103753.00 PART B - GREEN ROAD NORTH RECONSTRUCTION 2.0 REMOVALS $51,897.00 3.0 STORM SEWERS $229 764.95 4.0 WATERMAIN AND APPURTENANCES $145537.80 5.0 ROAD WORK AND MISCELLANEOUS $230,175.61 6.0 ROAD CONTINGENCIES $6 800.00 7.0 STREET LIGHT AND WIRING $103753.00 8.0 PROVISIONAL SUM $35,000.00 TOTAL PART B $802.928.36 9.0 REMOVALS 9.1 Clearina and arubbina I.s. 1.00 $6,930.00 $6,930.00 9.2 Remove existing fence I.s. 1.00 $1 500.00 $1,500.00 9.3 Relocate existina liaht standard I.s. 2.00 $3,000.00 $6,000.00 9.4 Remove existing concrete curb I.m. 35.00 $24.00 $840.00 9.5 Remove existing concrete sidewalk m2 40.00 $24.00 $960.00 9.6 Coldplane existing asphalt - 40mm m2 100.00 $31.00 $3,100.00 9.7 Topsoil remove off site m3 2100.00 $10.25 $21,525.00 9.8 Excavatina and aradina - remove off site m3 6200.00 $10.20 $63.240.00 9.9 Excavating and grading - on site m3 800.00 $5.46 $4,368.00 Sub Total $108,463.00 .. .. .. .. .. .. . . .. . . .. .. .. .. .. .. GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION MUNICIPALITY OF CLARINGTON FERNVIEW CONSTRUCTION LIMITED CONTRACT NO. CL 2007 -27 5/6 .. - ESTIMATED UNIT TOTAL ITEM DESCRIPTION UNIT QUANTITY PRICE COST 10.0 STORM SEWERS 10.1 200mm DIA DR35 PVC pipe - CL 'P' bedd (S-401) I.m. 21.01 $569.00 $11,954.69 CBMH 8 to existina DiDe - include restoration 10.2 300mm DIA CL 100D cocnrete DiDe - CL 'B' bedd I.m. 79.24 $157.00 $12,440.68 (C-108) MH 7 to MH 6 10.3 300mm DIA CL 100D concrete Dipe - CL 'B' bedd I.m. 7.10 $157.00 $1,114.70 (C-108) MH 6 to stub 10.4 450mm DIA CL 65D concrete oioe - CL 'B' bedd I.m. 11.87 $177.00 $2100.99 (C-108) - include insulation MH 5 to DICB 1 10.5 450mm DIA CL 65D concrete DiDe - CL 'B' bedd I.m. 75.87 $177.00 $13,428.99 I(C-108) MH 3 to MH 5 10.6 1200mm Drecast concrete MH 7 (C-10ff I.s. 1.00 $3,439.00 $3,439.00 10.7 1200mm precast concrete MH 6 (C-101) I.s. 1.00 $3.828.00 $3 828.00 10.8 1500mm Drecast concrete MH 5(C-102) I.s. 1.00 $4,940.00 $4,940.00 10.9 1200mm precast concrete catch basin MH 8 (C-101 I.s. 1.00 $3 439.00 $3 439.00 10.10 Cut in 300 x 300 x 200 concrete tee - existing pipe I.s. 1.00 $6,412.00 $6,412.00 ClarinQton Boulevard 10.11 Sinale catch basins each 7.00 $1,901.00 $13,307.00 10.12 Ditch inlet catch basins (OPSP - 705.030) each 1.00 $2.857.00 $2,857.00 10.13 200mm DIA DR35 PVC catch basin connection I.m. 42.00 $129.00 $5,418.00 10.14 200mm DIA DR35 PVC catch basin connection - I.m. 8.80 $215.00 $1,892.00 include insulation 10.15 Inlet control device each 1.00 $310.00 $310.00 10.16 Television insDection I.m. 239.00 $5.00 $1,195.00 Sub Total $88,077.05 11.0 SANITARY SEWERS 11.1 450mm DIA DR35 PVC DiDe - CL 'P' bedd (S-401 I.m. 107.21 $392.00 $42 026.32 MH S 1 to MH S2 - include restoration 11.2 450mm DIA DR35 PVC DiDe - CL 'P' bedd (S-401) I.m. 125.00 $244.00 $30,500.00 MH S2 to MH S3 11.3 450mm DIA DR35 PVC DiDe - CL 'P' bedd (S-401) I.m. 113.78 $274.00 $31,175.72 MH S3 to MH S4 11.4 450mm DIA DR35 PVC DiDe - CL 'P' bedd (S-401) I.m. 34.50 $275.00 $9,487.50 MH S4 to MH S5 - Green Road 11.5 200mm DIA DR35 PVC DiDe CL 'P' bedd (S-401) I.m. 30.77 $139.00 $4,277.03 MH S4 to MH S6 11.6 1200mm precast concrete MH S2 OPSD 701.010 I.s. 1.00 $4 556.00 $4,556.00 11.7 1200mm precast concrete MH S3 OPSD 701.010 I.s. 1.00 $4.556.00 $4,556.00 11.8 1200mm Drecast concrete MH S4 OPSD 701.010 I.s. 1.00 $6.487.00 $6,487.00 11.9 1200mm precast concrete MH 55 OPSD 701.010 - I.s. 1.00 $4,557.00 $4,557.00 Green Road - include safetv arate 11.10 1200mm precast concrete MH 56 (OPSD 701.010) I.s. 1.00 $6 642.00 $6,642.00 11.11 1500mm precast concrete MH St (OPSD 701.011) - I.s. 1.00 $26,375.00 $26 375.00 include restoration - Clarinaton Boulevard 11.12 Drop structure - Type 'A' - S-107 I.s. 1.00 $1 940.00 $1,940.00 11.13 Television inspection I.m. 412.00 $5.00 $2,060.00 Sub Total $174639.57 .. .. .. .. .. .. .. .. .. .. .. . .. . .. .. .. GREEN ROAD RECONSTRUCTION 6/6 STEVENS ROAD CONSTRUCTION MUNICIPALITY OF CLARINGTON - FERNVIEW CONSTRUCTION LIMITED CONTRACT NO. CL 2007-27 .. ESTIMATED UNIT TOTAL ITEM DESCRIPTION UNIT QUANTITY PRICE COST 12.0 ROAD WORK AND MISCELLANEOUS .. 12.1 Fine oradino m2 7000.00 $0.60 $4.200.00 12.2 Suoolv and place oranular 'B'(450mm) m3 1664.00 $22.81 $37.955.84 12.3 Suoplv and place aranular 'A' (150mm) m3 468.00 $37.32 $17,465.76 .. 12.4 100mm underdrain C-301) I.m. 635.00 $11.79 $7,486.65 12.5 Concrete curb and autter (C~30i) I.m. 635.00 $47.00 $29,845.00 12.6 HL8 asphalt (80mm) m2 3115.00 $17.22 $53.640.30 12.7 Concrete sidewalk (C-302) (OPSD 310.020) m2 1280.00 $49.00 $62.720.00 .. 12.8 Retainino wall - north prooertv line m2 184.00 $220.00 $40.480.00 12.9 100mm topsoil on boulevards (imported) m2 2400.00 $3.94 $9.456.00 12.10 Sod on boulevards m2 2400.00 $4.27 $10,248.00 .. 12.11 Traffic, street name and directional sians each 2.00 $400.00 $800.00 12.12 Autumn Blaza Maple - boulevard trees each 15.00 $427.00 $6,405.00 12.13 Green Mountain Silver Maple - boulevard tree each 14.00 $427.00 $5,978.00 12.14 Redmond Linden - boulevard trees each 12.00 $427.00 $5,124.00 .. Sub Total $291.804.55 .. 13.0 ROAD CONTINGENCIES 13.1 Subexcavate subarade m3 200.00 $6.00 $1,200.00 13.2 Provide and place oranular 'B' m3 200.00 $28.00 $5 600.00 .. Sub Total $6,800.00 14.0 STREET LIGHT AND WIRING .. 14.1 50mm DIA HDPE duct work - street Iiaht cable I.m. 840.00 $16.00 $13,440.00 14.2 100mm duct work - road crossinos I.m. 200.00 $22.00 $4,400.00 14.3 Suoplv street Iioht cable - 2C No.4 + 1 No.6 Grd. I.m. 900.00 $17.00 $15,300.00 .. 14.4 Power pedestal with base each 1.00 $2020.00 $2,020.00 14.5 Street light pole base each 18.00 $926.00 $16,668.00 14.6 Sinale luminaire lioht standard each 18.00 $4 728.00 $85,104.00 14.7 Directional bore - 2 - 50mm ducts under Clarinton BI I.s. 1.00 $1,838.00 $1,838.00 .. Sub Total $138,770.00 .. PART C - STEVENS ROAD CONSTRUCTION 9.0 REMOVALS $108,463.00 10.0 STORM SEWERS $88,077.05 .. 11.0 SANITARY SEWERS $174,639.57 12.0 ROAD WORK AND MISCELLANEOUS $291,804.55 13.0 ROAD CONTINGENCIES $6.800.00 14.0 STREET LIGHT AND WIRING $138,770.00 .. 15.0 PROVISIONAL SUM $35,000.00 TOTAL PART C $843,554.17 .. .. - .. BIDDERS EXPERIENCE CONTRACT: CL2007 -27 .. The bidder shall supply a record of experience for similar work completed within the past three (3) years. DATE JUNE 2006 VALUE ($) 5,000,000.00 +/- .. DESCRIPTION NAPE VALLEY SUBDIVISION, PHASE 4 BA YWOOD HOMES KEVIN DWYER TELEPHONE (905) 686-6402 .. OWNER CONTACT PERSON .. DATE JUNE 2004 VALUE ($) 6,000,000.00 +/- DESCRIPTION FOLKSTONE SUBDIVISION, PHASE 3 L1ZA HOMES LARRY TRACEY TELEPHONE (905) 576-8500 .. OWNER CONTACT PERSON .. III DATE DESCRIPTION OWNER CONTACT PERSON VALUE ($) TELEPHONE .. DATE VALUE ($) .. DESCRIPTION OWNER CONTACT PERSON TELEPHONE .. DATE VALUE ($) .. DESCRIPTION OWNER CONTACT PERSON TELEPHONE .. .. DATE VALUE ($) DESCRIPTION OWNER .. CONTACT PERSON BIDDERS SIGNATURE TELEPHONE .. Company Name: FERNVIEW CONSTRUCTION LIMITED .. (This form must be completed and attached to the Tender submission) 3 .. III .. LIST OF SUBCONTRACTORS CONTRACT: CL2007 -27 .. The bidder shall supply a list of subcontractors proposed for this contract. .. .. DURAKRETE CONSTRUCTION BOLTON, ONTARIO CONCRETE WORK - VISSORS SOD HAMPTON, ONTARIO TOPSOIL I SOD .. OWN FORCES REST OF WORK - - .. .. . .. .. .. BIDDERS SIGNATURE . Company Name: FERNVIEW CONSTRUCTION LIMITED - (This form must be completed and attached to the Tender submission) - 4 . .. I I I I I I I I I I I I I I I I I I I CORPORATION OF THE MUNICIPALITY OF CLARINGTON CONTRACT NO: CL2007-27 GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION B. STANDARD TERMS AND CONDITIONS I I I I I I I I I I I I I I I I I I I STANDARD TERMS AND CONDITIONS The Municipality of Clarington's "Standard Terms and Conditions" shall apply to this Contract except where noted below. {o} Clause 8 of the "Standard Terms and Conditions" shall be superceded by Clause 33, "Payments" of the "Special Provisions - General" Section of the Contract. {o} Clause 15 of the "Standard Terms and Conditions" shall be superceded by Clause 12, "Guaranteed Maintenance" of the "Special Provisions - General" Section of the Contract. {o} Clause 16 of the "Standard Terms and Conditions" is valid with the exception of 'to award by item, or part thereof, groups...submitting identical bids as to price'. {o} Clause 23 of the "Standard Terms and Conditions" shall be superceded by Clause 6.03.02 of the OPS General Conditions of Contract (September 1999) which requires a $5,000,000.00 liability coverage. Municipality of Clarington must be included as additional insured. {o} Clause 26 of the "Standard Terms and Conditions" shall be superceded by Clause 26, "Workplace Hazardous Materials Information System (WHMIS)" of the "Special Provisions - General" Section of the Contract. I I I I I I I I I I I I I I I I I I I THE CORPORATION OF THE MUNICIPALITY OF CLARINGTON STANDARD TERMS AND CONDITIONS INDEX PART B - STANDARD TERMS AND CONDITIONS 1. DEFINITIONS 2. SUBMISSION OF BID 3. CONTRACT 4. CLARIFICATION OF THE DOCUMENT 5. PROOF OF ABILITY 6. DELIVERY 7. PRICING 8. TERMS OF PAYMENT 9. PATENTS AND COPYRIGHTS 10. ALTERNATES 11. EQUIVALENCY 12. ASSIGNMENT AND SUBCONTRACTING 13. FINANCING INFORMATION REQUIRED OF THE COMPANY 14. LAWS AND REGULATIONS 15. CORRECTION OF DEFECTS 16. BID ACCEPTANCE 17. DEFAULT BY COMPANY 18. CONTRACT CANCELLATION 19. QUANTITIES 20. SAMPLES 21. SURETY 22. WORKPLACE SAFETY AND INSURANCE BOARD 23. INSURANCE 24. LIABILITY 25. VISITING THE SITE 26. SAFETY 27. UNPAID ACCOUNTS 28. SUSPENSION OF WORK 29. CHANGES IN THE WORK 30. CONFLICT OF INTEREST 31. MUNICIPAL FREEDOM OF INFORMATION AND PROTECTION OF PRIVACY ACT (MFIPPA) 32. CRIMINAL BACKGROUND CHECK I I I I I I I I I I I I I I I I I I I AGREEMENT TO BOND (to be completed by Bonding Company) CONTRACT NO: CL2007-27 WE, the Undersigned, HEREBY AGREE to become bound as Surety for In a Performance Bond totalling ONE HUNDRED PERCENT (100%) of the Total Tender amount, and a Labour and Material Payment Bond totalling ONE HUNDRED PERCENT (100%) of the Total Tender amount, and conforming to the Instruments of Contract attached hereto, for the full and due performance of the works shown or described herein, if the Tender for Contract No. CL2007 -27 is accepted by the Authority. IT IS A CONDITION of this Agreement that if the above mentioned Tender is accepted, application for a Performance Bond and a Labour and Material Payment Bond must be made to the Undersigned within TEN (1 0) DAYS of Notice of Contract Award, otherwise the Agreement shall be null and void. DATED AT this day of 2007 Name of Bonding Company (BONDING COMPANY SEAL) Signature of Authorized Person Signing for Bonding Company Position (This Form shall be completed and attached to the Tender Submitted) 5 I I I I I I I I I I I I I I I I I I I SCHEDULE OF TENDER DATA CONTRACT NO: CL2007.27 The work specified in the Contract shall be performed in strict accordance with the following schedule: ** ADDENDUM NO. _0_ to _0_ A. TENDER FORM General Itemized Bid Bidders Experience List of Subcontractors Agreement to Bond Schedule of Tender Data Page 1 t02 Page 3 Page 4 Page 5 Page 6 Pages 1 to 8 Pages 1 to 24 B. CORPORATION OF THE MUNICIPALITY OF CLARINGTON STANDARD TERMS C. SPECIAL PROVISIONS - D. CONTRACTOR SAFETY POLICY AND PROCEDURE E. PROVISIONS (SP) - Detailed Tender Items F. STANDARD SPECIFICATIONS It shall be the Contractor's responsibility to obtain those editions current at the time of tendering, of the Ontario Provincial Standard Specifications (OPSS) and if applicable the Region of Durham Standard Specifications, where mentioned in the Contract Documents. G. GENERAL CONDITIONS OPSS General Conditions of Contract (September 1999) although not attached are considered part of this Tender. H. STANDARD SPECIFICATIONS & DRAWINGS - Region of Durham Specifications for Regional Services, although not attached are considered part of the Tender I. GEOTECHNICAL INVESTIGATION The Contractor by this Tender offers to complete the Contract in strict accordance with the terms contained herein. By my/our signature hereunder, IIwe identify this as th chedule of Tender Data, Plans, Specifications for Contract No: CL2007-27 executed by bearing the d te 15th day 0 N SIGNATURE WITNESS POSITION IN FIRM PRESIDENT NAME OF COMPANY FERNVIEW CONSTRUCTION LIMITED This is Page 6 of 6 Pages to be submitted as Tender Submission for Contract No: CL2007-27. "The Tenderer shall insert here the number of Addenda received by him durin9 the tendenn9 period and taken into account by him in preparing his tender. 6 I I I I I I I I I I I I I I I I I I I SCHEDULE (B) STANDARD TERMS AND CONDITIONS 1. DEFINITIONS Municipality - The Corporation of the Municipality of Clarington, its successors and assigns. Bidder - The person, firm or corporation submitting a bid to the Municipality. Company - The person, contractor, firm or corporation to whom the Municipality has awarded the contract, it successors and assigns. Contract - The purchase order authorizing the company to perform the work, purchase order alterations, the document and addenda, the bid, and surety. Subcontractor - A person, firm or corporation having a contract with the company for, or any part of, the work. Document - The document(s) issued by the Municipality in response to which bids are invited to perform the work in accordance with the specifications contained in the document. Bid - An offer by a Bidder in response to the document issued by the Municipality. Work - All labour, materials, products, articles, fixtures, services, supplies, and acts required to be done, furnished or performed by the company, which are subject to the Contract 2. SUBMISSION OF BID Bid invitation shalt be in accordance with the Municipality of Clarington Purchasing By-law #2006-127 and will apply for the calting, receiving, and opening of bids. The Municipality will be responsible for evaluating bids, awarding and administering the contract in accordance with the Purchasing By-law. The bid must be submitted on the form(s) and in the envelope supplied by the Municipality unless otherwise provided herein. The envelope must not be covered by any outside wrappings, i.e. courier envelopes or other coverings. The bid must be signed by a designated signing officer of the Bidder. If a joint bid is submitted, it must be signed on behalf of each ofthe Bidders. The bid must be legible, written in ink, or typewritten. Any form of erasure, strikeout or over-writing must be initialed by the Bidde~s authorized signing officer. The bid must not be restricted by a covering letter, a statement added, or by alterations to the document unless otherwise provided herein. Failure to return the document or invitation may result in the removal of the Bidder from the Municipality's bidde~s list A bid received after the closing date and time wilt not be considered and wilt be returned, unopened. Should a dispute arise from the terms and conditions of any part of the contract, regarding meaning, intent or ambiguity, the decision of the Municipality shalt be final. H:\FORMS\TENDER-QU-RFP-FORMS\STAND TERMS & COND - MARCH 2006.doc I SCHEDULE (C) STANDARD TERMS AND CONDITIONS continued I 3. CONTRACT I The contract consists of the documents aforementioned. The contract and portions thereof take precedence in the order in which they are named above, notwithstanding the chronological order in which they are issued or executed. I The intent of the contract is that the Company shall supply work which is fit and suitable for the Municipality's intended use and complete for a particular purpose. None of the conditions contained in the Bidder's standard or general conditions of sale shall be of any effect unless explicitly agreed to by the Municipality and specifically referred to in the purchase order. I 4. CLARIFICATION OF THE DOCUMENT I Any clarification of the document required by the Bidder prior to submission of its bid shall be requested through the Municipality's contact identified in the document. Any such clarification so given shall not in any way alter the document and in no case shall oral arrangements be considered. I Every notice, advice or other communication pertaining thereto will be in the form of a written addendum. I No officer, agent or employee of the Municipality is authorized to alter orally any portion of the document. 5. PROOF OF ABILITY The bidder may be required to show, in terms of experience and facilities, evidence of its ability, as well as that of any proposed subcontractor, to perfomn the work by the specified delivery date. I 6. DELIVERY I Unless otherwise stated, the work specified in the bid shall be delivered or completely perfomned by the Company as soon as possible and in any event within the period set out herein as the guaranteed period of delivery or completion after receipt of a purchase order therefore. I A detailed delivery ticket or piece tally, showing the exact quantity of goods, materials, articles or equipment, shall accompany each delivery thereof. Receiving by a foreperson, storekeeper or other such receiver shall not bind the Municipality to accept the work covered thereby or the particulars of the delivel)' ticket or piece tally thereof. I Work shall be subject to further inspection and approval by the Municipality. The Company shall be responsible for arranging the work so that completion shall be as specified in the contract. I Time shall be of the essence of the contract. I 7. PRICING Prices shall be in Canadian Funds, quoted separately for each item stipulated, F.O.B. destination. I Prices shall be firm for the duration of the contract. Prices bid must include all incidental costs and the Company shall be deemed to be satisfied as to the full requirements of the bid. No claims for extra work will be entertained and any additional work must be authorized in writing prior to commencement. Should the Company require more information or clarification on any point, it must be obtained prior to the submission of the bid. I Payment shall be full compensation for all costs related to the work, including operating and overhead costs to provide work to the satisfaction of the Municipality. I I H:\FORMSITENDER-QU-RFP-FORMS\STAND TERMS & COND - MARCH 2006.doc I I I I I I I I I I I I I I I I I I I I SCHEDULE (C) STANDARD TERMS AND CONDITIONS continued All prices quoted shall include applicable customs duty, exase tax, freight, insurance, and all other charges of every kind attributable to the work. Goods and Services Tax and Provincial Sales Tax shall be extra and not shown, unless otherwise specified herein. If the Bidder intends to manufacture or fabricate any part of the work outside of Canada, it shall arrange its shipping procedures so that its agent or representative in Canada is the importer of record for customs purposes. Should any additional tax, duty or any variation in any tax or duty be imposed by the Government of Canada or the Province of Ontario become directly applicable to work specified in this document subsequent to its submission by the Bidder and before the delivery of the work covered thereby pursuant to a purchase order issued by the Municipality appropriate increase or decrease in the price of work shall be made to compensate for such changes as of the effective date thereof. 8. TERMS OF PAYMENT Where required by the Construction Lien Act appropriate monies may be held back until 60 days after the completion of the work. Payments made hereunder, including final payment shall not relieve the company from its obligations or liabilities under the contract. Acceptance by the company of the final payment shall constitute a waiver of claims by the company against the Municipality, except those previously made in writing in accordance with the contract and still unsettled. The Municipality shall have the right to withhold from any sum otherwise payable to the company such amount as may be sufficient to remedy any defect or deficiency in the work, pending correction of it. Payment may be made 30 days after delivery pursuant to the Bidder submitting an invoice, contract requirements being completed and work being deemed satisfactory. 9. PATENTS AND COPYRIGHTS The company shall, at its expense, defend all claims, actions or proceedings against the Municipality based on any allegations that the work or any part of the work constitutes an infringement of any patent, copyright or other proprietary right, and shall pay to the Municipality all costs, damages, charges and expenses, including its lawyers' fees on a solicitor and his own client basis occasioned to the Municipality by reason thereof. The company shall pay all royalties and patent license fees required for the work. If the work or any part thereof is in any action or proceeding held to constitute an infringement, the company shall forthwith either secure for the Municipality the right to continue using the work or shall at the company's expense, replace the infringing work with non-infringing work or modify it so that the work no longer infringes. 10. ALTERNATES Any opinion with regard to the use of a proposed alternate determined by the Municipality shall be final. Any bid proposing an alternate will not be considered unless otherwise specified herein. 11. EQUIVALENCY Any opinion determined by the Municipality with respect to equivalency shall be final. 12. ASSIGNMENT AND SUBCONTRACTING The company shall not assign or subcontract the contract or any portion thereof without the prior written consent of the Municipality. H:IFORMSITENDER-QU-RFP-FORMSISTAND TERMS & COND - MARCH 2006.doc I SCHEDULE (C) STANDARD TERMS AND CONDITIONS continued I 13. FINANCING INFORMATION REQUIRED OF THE COMPANY I The Municipality is entitled to request of the Company to furnish reasonable evidence that financial arrangements have been made to fulfill the Company's obligations under the Contract. 14. LAWS AND REGULATIONS I The company shall comply with relevant Federal, Provincial and Municipal statutes, regulations and by-laws pertaining to the work and its performance. The company shall be responsible for ensuring similar compliance by suppliers and subcontractors. I The contract shall be governed by and interpreted in accordance with the laws of the Province of Ontario. 15. CORRECTION OF DEFECTS I If at any time prior to one year after the actual delivery date or completion of the work (or specified warranty/guarantee period if longer than one year) any part of the work becomes defective or is deficient or fails due to defect in design, material or workmanship, or otherwise fails to meet the requirements of the contract, the company, upon request, shall make good every such defect, deficiency or failure without cost to the Municipality. The company shall pay all transportation costs for work both ways between the company's factory or repair depot and the point of use. I 16. BID ACCEPTANCE I The Municipality reserves the right to award by item, or part thereof, groups of items, or parts thereof, or all items of the bids and to award contracts to one or more bidders submitting identical bids as to price; to accept or reject any bids in whole or in part; to waive irregularities and omissions, if in so doing, the best interests of the Municipality will be served. No liability shall accrue to the Municipality for its decision in this regard. I Bids shall be irrevocable for 90 days after the official closing time. I The placing in the mail or delivery to the Bidder's shown address given in the bid of a notice of award to a bidder by the Municipality shall constitute notice of acceptance of contract by the Municipality to the extent described in the notice of award. I 17. DEFAULT BY COMPANY a. If the company: commits any act of bankruptcy; or if a receiver is appointed on account of its insolvency or in respect of any of its property; or if the company makes a general assignment for the benefit of its creditors; then, in any such case, the Municipality may, without notice: terminate the contract. I I b. If the company: fails to comply with any request, instruction or order of the Municipality; or fails to pay its accounts; or fails to comply with or persistently disregards statutes, regulations, by-laws or directives of relevant authorities relating to the work; or fails to prosecute the work with skill and diligence; or assigns or sublets the contract or any portion thereof without the Municipality's prior written consent; or refuses to correct defective work; or is otherwise in default in carrying out its part of any of the temns, conditions and obligations of the contract, then, in any such case, the Municipality may, upon expiration of ten days from the date of written notice to the company, terminate the contract. I I c. Any temnination of the contract by the Municipality, as aforesaid, shall be without prejudice to any other rights or remedies the Municipality may have and without incurring any liability whatsoever in respect thereto. I I I H:\FORMS\TENDER-QU-RFP-FORMS\STAND TERMS & COND - MARCH 2006.doc I I I I I I I I I I I 20. I I I I 21. I I I I I SCHEDULE (C) STANDARD TERMS AND CONDITIONS continued d. If the Municipality tennninates the contract, it is entitled to: i) take possession of all work in progress, materials and construction equipment then at the project site (at no additional charge for the retention or use of the construction equipment), and finish the work by whatever means the Municipality may deem appropriate under the circumstances; ii) withhold any further payments to the company until the completion of the work and the expiry of all obligations under the Correction of Defects section; iii) recover from the company loss, damage and expense incurred by the Municipality by reason of the company's default (which may be deducted from any monies due or becoming due to the company, any balance to be paid by the company to the Municipality). 18. CONTRACT CANCELLATION The Municipality shall have the right, which may be exercised from time to time, to cancel any uncompleted or unperformed portion of the work or part thereof. In the event of such cancellation, the Municipality and the Company may negotiate a settlement. The Municipality shall not be liable to the Company for loss of anticipated profit on the cancelled portion or portions of the work. 19. QUANTITIES Unless otherwise specified herein, quantities are shown as approximate, are not guaranteed to be accurate, are furnished without any liability on behalf of the Municipality and shall be used as a basis for comparison only. Payment will be by the unit complete at the bid price on actual quantities deemed acceptable by the Municipality. SAMPLES Upon request, samples must be submitted strictly in accordance with instructions. If samples are requested subsequent to opening of bids, they shall be delivered within three (3) working days following such request, unless additional time is granted. Samples must be submitted free of charge and will be returned at the bidder's expense, upon request, provided they have not been destroyed by tests, or are not required for comparison purposes. The acceptance of samples by the Municipality shall be at its sole discretion and any such acceptance shall in no way be construed to imply relief of the company from its obligations under the contract. Samples submitted must be accompanied by current Material Safety Data Sheets (MSDS) where applicable. SURETY The successful tenderer shall, if the Municipality in its absolute discretion so desires, be required to satisfy surety requirements by providing a deposit in the form of a certified cheque, bank draft or money order or other form of surety, in an amount detennnined by the Municipality. This surety may be held by the Municipality until 60 days after the day on which all work covered by the contract has been completed and accepted. The surety may be returned before the 60 days have elapsed providing satisfactory evidence is provided that all liabilities incurred by the company in carrying out the work have expired or have been satisfied and that a Certificate of Clearance from the WSIB - Workplace Safety Insurance Board has been received. The company shall, if the Municipality in its absolute discretion so desires, be required to satisfy fidelity bonding requirements by providing such bonding in an amount and form determined by the Municipality. Failure to furnish required surety within two weeks from date of request thereof by the Municipaiity shall make the award of the Contract by the Municipality subject to withdrawal. H:IFORMSITENDER-QU-RFP-FORMSISTAND TERMS & COND - MARCH 2006.doc I SCHEDULE (C) STANDARD TERMS AND CONDITIONS continued I 22. WORKPLACE SAFETY AND INSURANCE BOARD I All of the Contractor's personnel must be covered by the insurance plan under the Workplace Safety and Insurance Act, 1997, or must provide an identification number from the WSlB verifying their status as an "Independent Operator". Upon request by the Municipality, an original Letter of Good Standing from the Workplace Safety and Insurance Board shall be provided prior to the commencement of work indicating all payments by the Company to the board have been made. Prior to final payment, a Certificate of Clearance must be issued indicating all payments by the Company to the Board in conjunction with the subject Contract have been made and that the Municipality will not be liable to the Board for future payments in connection with the Company's fulfilment of the contract Further Certificates of Clearance or other types of certificates shall be provided upon request. I I For Independent contractors I Owners I Operators who do not have WSIB coverage, the following shall be provided upon request by the Calling Agency: I Single Independent Contractors I Owners I Operators shall provide a letter from the Workplace Safety & Insurance Board confirming independent operator status and identification number. To obtain this, contractors must complete the form "Determining worker/Independent Operator status", issued by the Workplace Safety & Insurance Board. (For more information, please contact your local Workplace Safety & Insurance Board Office and refer to this clause.) I Single Independent Contractors I Owners I Operators must also provide a certificate from the Workplace Safety & Insurance Board confirming they have purchased the optional WSIB coverage. I 23. INSURANCE I The Municipality of Clarington has the right to reject any bid it deems to provide insufficient coverage. The company shall maintain and pay for Comprehensive General Liability insurance including premises and all operations. This insurance coverage shall be subject to limits of not less than $3,000,000.00 inclusive per occurrence for third party Bodily Injury and Property Damage or such other coverage or amount as may be requested. I The policy shall include the Municipality as an additional insured in respect of all operations performed by or on behalf of the Company. A certified copy of such policy or certificate shall be provided to the municipality plior to commencement of the work. Further certified copies shall be provided upon request I 24. liABiliTY I The company agrees to defend, fully indemnify and save harmless the Municipality from all actions, suits, claims, demands, losses, costs, charges and expenses whatsoever for all damage or injury including death to any person and all damage to any property which may alise directly or indirectly by reason of a requirement of the contract, save and except for damage caused by the negligence of the Municipality or its employees. I The Company agrees to defend, fully indemnify and save harmless the Municipality from any and all charges, fines, penalties and costs that may be incurred or paid by the Municipality if the Municipality or any of its employees shall be made a party to any charge under the Occupational Health and Safety Act in relation to any violation of the Act alising out of this contract I 25. VISITING THE SITE I The Company shall carefully examine the site and existing building and services affecting the proper execution of the work, and obtain a clear and comprehensive knowledge of the existing conditions. No claim for extra payment will be allowed for work or difficulties encountered due to conditions of the site which were visibie or reasonably inferable, prior to the date of submission of Tenders. Bidders shall accept sole responsibility for any error or neglect on their part in this respect. I I I H:IFORMSITENDER-QU-RFP-FORMSISTAND TERMS & COND - MARCH 2006.doc I I I I 26. SCHEDULE (C) STANDARD TERMS AND CONDITIONS continued SAFETY I I I I 27. I I 28. I I 29. I I 30. I I I I I I The Company shall obey all Federal, Provincial and Municipal Laws, Act, Ordinances, Regulations, Orders-in- Council and By-laws, which could in any way pertain to the work outlined in the Contract or to the Employees of the Company. Without limiting the generality of the foregoing, the Company shall satisfy all statutory requirements imposed by the Occupational Health and Safety Act and Regulations made thereunder, on a contractor, a Constructor andlor Employer with respect to or arising out of the performance of the Company's obligations under this Contract. The Company shall be aware of and conform to all governing regulations including those established by the Municipality relating to employee health and safety. The Company shall keep employees and subcontractors informed of such regulations. The Company shall provide Material Safety Data Sheets (MSDS) to the Municipality for any supplied Hazardous Materials. UNPAID ACCOUNTS The company shall indemnify the Municipality from all claims arising out of unpaid accounts relating to the work. The Municipality shall have the right at any time to require satisfactory evidence that the work in respect of which any payment has been made or is to be made by the Municipality is free and clear of liens, attachments, claims, demands, charges or other encumbrances. SUSPENSION OF WORK The Municipality may, without invalidating the contract, suspend performance by the company from time to time of any part or all of the work for such reasonable period of time as the Municipality may determine. The resumption and completion of work after the suspension shall be governed by the schedule established by the Municipality. CHANGES IN THE WORK The Municipality may, without invalidating the contract, direct the Company to make changes to the work. When a change causes an increase or decrease in the work, the contract price shall be increased or decreased by the application of unit prices to the quantum of such increase or decrease, or in the absence of applicable unit prices, by an amount to be agreed upon between the Municipality and the Company. All such changes shall be in writing and approved by the Municipality. CONFLICT OF INTEREST No employee or member of Council of the Municipality shall sell goods or services to the Municipality in accordance with the Municipality of Clarington Policy or have a direct or indirect interest in a Company or own a Company which sells goods or services to the Municipality. 31. MUNICIPAL FREEDOM OF INFORMATION AND PROTECTION OF PRIVACY ACT (MFIPPA) All correspondence, documentation, and information provided to staff of the Municipality of Clarington by every offerer, including the submission of proposals, shall become the property of the Municipality, and as such, is subject to the Municipal Freedom of Information and Protection of Privacy Act, and may be subject to release pursuant to the Act. Offerers are reminded to identify in their proposal material any specific scientific, technical, commercial, proprietary, or similar confidential information, the disclosure of which could cause them injury. Complete proposals are not to be identified as confidential. H:IFORMSITENDER-QU-RFP-FORMSISTAND TERMS & COND - MARCH 2006.doc I SCHEDULE (C) STANDARD TERMS AND CONDITIONS continued I 32. CRIMINAL BACKGROUND CHECKS I "The successful selVice provider covenants and agrees to provide the Municipality of Clarington, or such other entity as the Municipality may designate, with written consent to perfoml a criminal background check including Criminal Code (Canada) convictions, pardoned sexual offences, records or convictions under the Controlled Drugs and Substances Act, Narcotics Control Act and Food and Drugs Act and all outstanding warrants and charges for every individual who may come into direct contract with youth or who are permitted entrance to private or restricted areas or residences. This will be done at no cost to the Municipality and any such requested document will be submitted to the Municipality in its true form in advance of commencement of work. I I The Municipal issued identification card must be worn when individuals are at a site where there is direct contact with youth or where access to any private or restricted area is anticipated. The Municipal identification card is valid for the term of the contract only or a one year term, whichever comes first. Under the terms of the contract, the Municipality has the sole and unfettered discretion \0 prohibit an individual from coming into direct contact with youth or entering a private or restricted area on a regular basis and to terminate the contract if the bidder/partner fails to obtain or renew the Municipal identification cards according to Municipal policy and procedure. I I The Municipality of Clarington reserves the right to cancel andlor suspend the contract immediately and unilaterally and without penalty to the Municipality should the service provider fail to provide the required documentation or otherwise adhere to this procedure. "The Chief Administrative Officer has the final say in determining any final action." I I I I I I I I I I I H:\FORMSITENDER-QU-RFP-FORMS\STAND TERMS & COND - MARCH 2006.doc I I I I I I I I I I I I I I I I I I I I CONTRACT NO: CL2007-27 GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION C. SPECIAL PROVISIONS - General - Information to Bidders Construction Page 1 to 12 Page 12 to 22 I I I I I I I I I I I I I I I I I I I SPECIAL PROVISIONS GENERAL CONTRACT NO: CL2007-27 INDEX INFORMATION TO BIDDERS 1. GENERAL 2. BLANK FORM OF TENDER 3. BID I TENDER DEPOSITS 4. BONDS 5. LIABILITY INSURANCE 6. RIGHT TO ACCEPT OR REJECT TENDERS 7. RIGHT TO NEGOTIATE 8. UNACCEPTABLE TENDERS 9. ABILITY AND EXPERIENCE OF BIDDERS 10. ORDER OF PRECEDENCE 11. EXECUTE CONTRACT 12. GUARANTEED MAINTENANCE 13. LOCATION 14. SOILS INFORMATION 15. TENDERERS TO INVESTIGATE 16. INQUIRIES DURING TENDERING 17. AWARD OF THE CONTRACT 18. CONTRACT TIME AND LIQUIDATED DAMAGES 19. CONSTRUCTION AND PAYMENT SCHEDULE 20. PLAN QUANTITY ITEMS 21. DEFINITION OF OWNER I AUTHORITY AND ENGINEER I CONTRACT ADMINISTRATOR 22. CONTRACTOR'S AUTHORIZED REPRESENTATIVE 23. OCCUPATIONAL HEALTH AND SAFETY ACT 1991 24. WORKPLACE HAZARDOUS MATERIAL INFORMATION SYSTEM(WHMIS) 25. CONFINED SPACES 26. CONTRACTOR'S HOURS OF WORK 27. SUNDAY AND STATUTORY HOLIDAY WORK 28. PROVINCIAL SALES TAX 29. GOODS AND SERVICES TAX (GST) 30. PAYMENTS 1 1 2 2 2 3 3 3 3 4 4 4 5 5 5 5 5 5 6 7 7 7 7 7 8 8 8 8 8 8 I I I 31. I 32. 33. 34. I 35. 36. 37. 38. I 39. 40. 41. I 42. 43. 44. I 45. 46. 47. I 48. 49. 50. I 51. 52. 53. 54. I 55. 56. 57. I 58. 59. I 60. 61. 62. I I I I I I SPECIAL PROVISIONS GENERAL CONTRACT NO: CL2007-27 PROPERTY OWNER'S RELEASE OF PRIVATELY OWNED LAND USED BY THE CONTRACTOR I PROERTY OWNER'S RELEASE FORM 9-10 LAYOUT 11 TRAFFIC CONTROL AND MAINTENANCE 11 CONTRACTOR'S SUPPLY OF CONSTRUCTION SIGNS 12 MAINTENANCE OF TRAFFIC 12 REGION - POLICE TRAFFIC CONTROL 12 NOTIFICATION OF POLICE, FIRE, AMBULANCE, SERVICES, ETC. 13 TRAFFIC AND STREET SIGNS 13 EMERGENCY AND MAINTENANCE MEASURES 13 DAMAGE PREVENTION 13 GARBAGE COLLECTION 13 SPILLS REPORTING 14 UTILITIES 14 DUST AND MUD CONTROL 14 DISPOSAL OF SURPLUS MATERIAL 15 RESTRICTIONS ON OPEN BURNING 15 TREE PROTECTION 15 APPLICABLE STANDARD SPECIFICATIONS 16 SUPPLY OF MATERIALS 16 ASPHALT AND CONCRETE MIX DESIGNS 16 ASPHALT PRICE INDEX - UNIT PRICES 17 AMENDMENT TO OPSS 102 17 AMENDMENT TO OPSS 1820; CONCRETE PIPE 17 DRAINAGE DITCHES AND STORM SEWERS 18 PROVISIONAL ITEMS 18 CONTRACTOR TO ASSIST INSPECTOR ON PIPE 18 COMPACTION TEST FOR TRENCHES 18 REGIONAL MUNICIPALITY OF DURHAM CONTINGENCIES 18 REGIONAL MUNICIPALITY OF DURHAM CONTRACT CHANGE 18 DIRECTIVES PRE-SCREENED OF PROPOSED FILL SITES BY C.L.O.C. 19 TEMPORARY STEEL PLATES 19 REGIONAL MUNICIPALITY OF DURHAM GENERAL 19 REQUIREMENTS - SANITARY SEWER AND WATERMAIN I I I I I I I I I I I I I I I I I I I SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 1. GENERAL SEALED Tenders, plainly marked "Contract No: CL2007-27" will be received until: 2:00:00 P.M., LOCAL TIME, Friday, June 15th, 2007 and shall be addressed to: Ms. Pattie Barrie, Clerk Corporation of the Municipality of Clarington 40 Temperance Street Bowmanville, Ontario, L 1C 3A6 The tender for this project is based on a preliminary budget estimate, subject to the approval of Council. The tender award, therefore, will be dependent on receiving this approval. 2. BLANK FORM OF TENDER One copy of the Tender, on the forms provided, shall be submitted in the envelope provided. All information requested shall be shown in the tender, in the space provided. Late tenders will not be accepted and will be returned unopened. Tenders will be opened at a public Tender opening meeting held at 2:15:00pm. The use of the mail or courier services for delivery of a Tender will be at the risk of the Bidder. The Tender must come into the possession of the above mentioned representative of the Municipality of Clarington before the deadline for submissions or the Tender will be returned to the Bidder unopened. The Municipality of Clarington's Purchasing Policy and Procedures will apply for calling, receiving, and awarding of the tender document. 1 SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 3. BID / TENDER DEPOSITS All tender submissions shall be accompanied by a Bid Deposit in the form of a certified cheque, bank draft, money order or cash, payable to the Corporation of the Municipality of Clarington in the amount specified in the table below: JotaIJe[ltlerArno@t $ 20,000.00 or less 20,000.01 to 50,000.00 50,000.01 to 100,000.00 100,000.01 to 250,000.00 250,000.01 to 500,000.00 500,000.01 to 1,000,000.00 1,000,000.01 to 2,000,000.00 2,000,000.01 and over $ 1,000.00 2,000.00 5,000.00 10,000.00 25,000.00 50,000.00 100,000.00 200,000.00 NOTE: Bid bonds issued by a surety approved by and in a form containing terms satisfactory to the Municipality's Treasurer will be accepted for tenders valued over $50,000.00. Bid deposit must be enclosed in the enveiope with your tender. All tender deposits will be returned to the respective bidders within ten (10) days after the Tenders have been opened except those of the two (2) low bidders, which shall be retained by the Municipality of Clarington until the successful bidder has executed the Contract. 4. BONDS Prior to the Commencement of the work, the Contractor is required to provide a Performance Bond and a Labour and Materials Bond, each in an amount equal to 100% of the tender sum as accepted, to guarantee his faithful performance of this Contract and his fulfilment of all obligations in respect of payment for labour and materials used on this work. Bonds shall be issued by a Guarantee Surety Company, licensed to issue such instruments in the Province of Ontario, having been properly executed and in other respects acceptable to the Municipality of Clarington. The expiration period of the bond shall be consistent with the specified maintenance period. Where the tender is extended for a subsequent year(s) additional bonding in accordance with the above shall be provided for the extension. If this option is chosen, bidders must provide, with their submission, a signed Agreement to Bond, attached, from their Surety company. 5. LIABILITY INSURANCE Pursuant to the Municipality of Clarington's Standard Terms and Conditions, Item 23- Insurance, the Contractor shall maintain and pay for Comprehensive General Liability Insurance including premises and all operations. The limit of liability coverage shall be in accordance with OPS General Conditions of Contract GC6.03.02.01. OPS GC6.03.02.01, 02 shall be amended in that General Liability shall include all operations performed by or on behalf of the Contractor. The Contractor shall, throughout the term of this contract, obtain and maintain in force, vehicle liability insurance (for all licensed vehicles and equipment) in a combined amount of not less than $2,000,000.00 per occurrence, against claims for bodily injury and/or property damage including claims against the Contractor under any hold harmless or indemnity provisions of the contract in respect of motor vehicles owned or leased by the Contractor which are required by law to be licensed. 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 6. RIGHT TO ACCEPT OR REJECT TENDERS The Corporation of the Municipality of Clarington reserves the right to: 1. Cancel the tender at any time prior to acceptance of a bid; 2. Evaluate submissions based on past performance, timely project completion, appropriate manpower, equipment and facilities; 3. Reject any or all bids; 4. Cancel any order if the goods or services are unsatisfactory; 5. Reject any tender where satisfactory evidence of sufficient capital, plant capacity and experience to successfully prosecute and complete the work in the specified time, is not furnished by the bidder. 6. Not consider a bidder who has been terminated by the Municipality of Clarington or has been deemed to have provided unsatisfactory performance on any previous or current contract, or based on previous dealing between the Municipality of Clarington and the bidder. 7. Not consider a bidder or a subcontractor of a bidder who is currently involved or responsible to litigation of any kind against the Municipality of Clarington. 8. Not accept the lowest or any tender. 9. A bidder owes money including, but not limited to outstanding property taxes owed to the Corporation. 10. A bidder is not in compliance with the Corporation's Corporate Policies and by-laws including Property Standards By-Law. Without limiting the generaiity of the foregoing, any tender which is incomplete, illegible, obscure, or which contains alterations not called for, or irregularities of any kind, may be rejected. 7. RIGHT TO NEGOTIATE Procedures to be used if Bid exceeds budget: In the event that all Bids received exceed the Owner's budget, the Owner may negotiate changes in the scope of the work with the bidder submitting the lowest acceptable Bid. If the negotiations result in a Contract Price acceptable to both parties, no re-bidding of the project will be undertaken by the Owner. Contract may be awarded at the negotiated price. If negotiations fail to produce a Contract Price acceptable to both parties, or if, in the first instance, the changes contemplated result in a value excess of 15% of the Owner's budget, the Bid Documents may be amended and invitations to re-bid will be restricted to the three (3) lowest acceptable Bids on the original Bid Call. 8. UNACCEPTABLE TENDERS Each item in the Tender Fonm shall be a reasonable price for such item. Under no circumstances will an unbalanced tender be considered. The Authority and the Engineers will be the sole judge of such matters, and should any tender be considered to be unbalanced, then it will be rejected by the Authority. 9. ABILITY AND EXPERIENCE OF BIDDERS The Authority reserves the right to reject the tender of any bidder who does not furnish satisfactory evidence of sufficient capital, plant and experience to successfully prosecute and complete the work in the specified time. 3 SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 10. ORDER OF PRECEDENCE Pursuant to OPS General Section GC2.02 the order of precedence shall be amended as follows: In the event of any inconsistency or conflict in the contents of the following documents, such documents shall take precedence and govern in the following order: (a) Agreement (b) Addenda (c) Special Provisions (d) Contract Drawings (e) Standard Specifications (f) Form of Tender (g) Municipality of Clarington Standard Terms and Conditions (h) Supplemental General Conditions (i) General Conditions U) Working Drawings Later dates shall govem within each of the above categories of documents. 11. EXECUTE CONTRACT Tenders shall be open for acceptance for a period of 90 days after the closing date. After this time the tender may only be accepted with the consent of the successful bidder. The successful bidder is required to provide the following documentation as part of the execution of the Contract Documents: 1. Performance Bond 2. Labour and Materials Bond 3. Insurance Certificate 4. Clearance Certificate of Workplace Safety and Insurance Board 5. Corporate Safety Policy 6. 2 Year Safety Record History The successful bidder shall commence work at the site within 7 calendar days of the official commencement date as specified in the written order issued in accordance with Section GC7.01.02 of the General Conditions. Failure by the successful bidder to meet the above requirements will entitle the Authority to cancel the award of the Contract and to retain the tender deposit as compensation for damages sustained due to the successful Bidder's default. The Authority may then award the Contract to one of the other Bidders or take such other action as he chooses. 12. GUARANTEED MAINTENANCE The Contractor shall guarantee and maintain the entire work called for under this Contract for a period of twenty-four (24) months in accordance with Section GC7.15.01 of the General Conditions. Guaranteed maintenance period will begin on the date upon which all deficiencies are rectified as determined by the Authority and the Contract Administrator. The Contractor shall make good in a permanent manner, satisfactory to the Authority, any and all defects or deficiencies in the work, both during the construction and during the period of maintenance as aforesaid. The Contractor shall commence repairs on any work identified as defective under this clause within 48 hours of receipt of notice from the Authority or the Engineer. 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 The decision of the Authority and the Engineer shall be final as to the necessity for repairs or for any work to be done under this Section. 13. LOCATION The work is located at Green Road and Highway No.2 in Bowmanville 14. SOILS INFORMATION A geotechnical information investigation has been undertaken on behalf of the Authority by Soil Engineers Limited and is included in the contract documents. The information is for guidance only and is not guaranteed by the Authority. It shall remain the Contractor's responsibility to interpret, review and confirm existing ground conditions and/or recommendations as may be outlined in the geotechnical report prepared by Soil Engineers Limited. Each Bidder shall visit the site of the work before submitting his Tender and satisfy himself by personal examinations to the local conditions to be met during the construction and conduct of the work. He shall make his own estimate of the facilities and difficulties to be encountered including the nature of the subsurface materials and conditions. He is not to claim, at any time after submission of this Tender that there was any misunderstanding of the terms and conditions of the Contract relating to site conditions. 15. TENDERS TO INVESTIGATE Tenderers must satisfy themselves by personal examination of the site and by such other means as they may prefer as to the actual conditions and requirements of the work. The Tenderer shall carefully examine all plans and profiles so that the unit prices tendered are commensurate with the nature of the work. It shall be the Tenderer's responsibility to thoroughly inspect the site of the proposed works, determine the location of any buried or obstructing services and make satisfactory arrangements for interference with such service with the proper jurisdictional agency. The Contractor shall not claim, at any time after submission of this Tender that there was any misunderstanding of the terms and conditions of the Contract relating to site conditions. 16. INQUIRIES DURING TENDERING Tenderers are advised that inquiries regarding the interpretation of the plans or specifications, shall be directed to: Ms. Lou Ann Birkett Mr. Larry Tracey, Construction Manager Municipality of Clarington D.G. Biddle & Associates Ltd. 905-623-3379 905-576-8500 17. AWARD OF THE CONTRACT The award of this contract is subject to the approval of the Corporation of the Municipality of Clarington and the Regional Municipality of Durham. Commencement of construction is subject to the Municipality having received all the necessary approvals and permits from all affected Authorities and Agencies. 18. CONTRACT TIME AND LIQUIDATION DAMAGES (1) Time Time shall be the essence of this Contract. For purposes of this Contract, GC1.04 of the General Conditions is revised, in that 5 SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 in Clause GC1.06. (2) Progress of the Work and Contract Time The Contractor shall accomplish completion of this Contract as defined in GC1.06 of the General Conditions within ELEVEN (11) weeks of the official date to commence work. If the contract time above specified is not sufficient to permit completion of the work by the Contractor working a normal number of hours each day or week on a single daylight shift basis, it is expected that additional and/or augmented daylight shifts will be required throughout the life of the contract to the extent within the contact time specified. Any additional costs occasioned by compliance with these provisions will be considered to be included in the prices bid for the various items of work and no additional compensation will be allowed therefore. The Contractor shall not abandon the site to complete work outside this contract without the penmission of the Contract Administrator. (3) Liquidated Damages It is agreed by the parties to the contract that in case all the work called for under the contract is not complete by the date specified, or as extended in accordance with Section GC3.07 of the General Conditions, a loss or damage will be sustained by the Authority. Since it is and will be impracticable and extremely difficult to ascertain and determine the actual loss or damage which the Authority will suffer in the event of and by reason of such delay, the parties hereto agree that the Contractor will pay to the Authority the sum of One Thousand Dollars ($1000.00) as liquidated damages for each and every calendar day's delay in achieving completion of the work beyond the date prescribed. It is agreed that this amount is an estimate of the actual loss or damage to the Authority which will accrue during the period in excess of the prescribed date for completion. The Authority may deduct any amount under this paragraph from any monies that may be due to payable to the Contractor on any account whatsoever. The liquidated damages payable under this paragraph are in addition to and without prejudice to any other remedy, action or other alternative that may be available to the Authority. 19. CONSTRUCTION AND PAYMENT SCHEDULE The Contractor shall provide a detailed construction Schedule of the work(s) to be undertaken integral to the project setting out Parts of the Contract or major work components/items as identified in the tender form and referencing calendar dates, work weeks by number, etc., in a format acceptable to the Authority. The Contractor shall be responsible for providing time table requirements for the various work components/items of Contemplated Expenditures. This shall also be illustrated in a weekly format with the understanding that the payments will be processed within thirty (30) days of receipt of payment certificate in accordance with terms and conditions of the Contract and/or OPSS. The contractor is required to provide this full documentation, including contemplated Expenditures Time Table, and Construction Schedule, within ten (10) days of the Notice of Award of Contract. Failure to provide the entire documentation as indicated in the foregoing may result in delay and/or withholding of Payment Certificate NO.1 until such documentation is provided to and accepted by the Authority. 6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 20. PLAN QUANTITY ITEMS Measurement for payment of the items designated (P) in the itemized bid is by plan quantity, as may be revised by adjusted plan quantity. 21. DEFINITION OF OWNER/AUTHORITY AND ENGINEER/CONTRACT ADMINISTRATOR The foilowing definitions shail be used in addition to those contained in OPS General Conditions, Clause GC1.04: Wherever the word "Owner" or "Authority" or "Corporation" appears in this Contract, it shail be interpreted as meaning the "Corporation of the Municipality of Clarington." Wherever the word" Ministry", "M.T.C." or "M.T.O." appears it shail be deemed to mean the" Ministry of Transportation of Ontario", or the "Corporation of the Municipality of Clarington". Wherever the word "Engineer" or "Contract Administrator" appears in this Contract it shail be deemed to mean the Consultants, D.G. Biddle & Associates Limited, or such other officers, as may be authorized by the Authority to act in any particular capacity. Wherever the word "Region" appears in this Contract it shail be interpreted as meaning the Regional Municipality of Durham and its representative(s). "C/O" shail mean the Regional Municipality of Durham's Standard Specifications for the Construction of Sanitary Sewers and Water Mains (Schedules C & D), latest edition. 22. CONTRACTOR'S AUTHORIZED REPRESENTATIVE Authorized representative as referenced in GC7.01.09 is defined as an employee of the Contractor. 23. OCCUPATIONAL HEALTH AND SAFETY ACT 1991 The Contractor shail obey ail Federal, Provincial and Municipal Laws, Acts, Ordinances, Regulations, Orders-in Council and By-Laws, which could in any way pertain to the work outlined in the Contract or to the Employees of the Contractor. Without limiting the generality of the foregoing, the Contractor shail satisfy ail statutory requirements imposed by the Occupational Health and Safety Act and Regulations made thereunder, on a Contractor, a Constructor and/or Employer with respect to or arising out of the performance of the Contractor's obligations under this contract. The Contractor shail be aware of and conform to ail governing regulations, including those established by the Municipality, related to employee health and safety. The Contractor shail keep employees and subcontractors informed of such regulations. 24. WORKPLACE HAZARDOUS MATERIAL INFORMATION SYSTEM (WHMIS) Prior to the commencement of work the Contractor shail provide, to the Authority, a list of those products controiled under WHMIS, which he expects to use on this Contract. Related Material Safety Data Sheets shail accompany the submission. Ail containers used in the application of products controiled under WHMIS shail be labeled. The Contractor shail notify the Authority of changes to the list in writing and provide the relevant Material Safety Data Sheets. 7 SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 25. CONFINED SPACES If applicable to this contract, the Contractor shall provide the Authority with a copy of its Confined Space Entry Procedures and, in the event that the Contractor does not have defined procedures, the said Contractor shall abide by the Occupational Health and Safety Act and regulations made thereunder and any Procedures of the Municipality of Clarington. 26. CONTRACTOR'S HOURS OF WORK On a Friday, prior to any long weekend, the Contractor will be required to have a 2:00 p.m. shutdown. All work is to be completed and off all roads. In case of an emergency. work may be carried out only with written permission from the Director of Engineering Services, and only to such extent as he may judge to be necessary. Under the Municipality of Clarington noise by- law, the Contractors hours of work will be restricted between the hours of 7:00 a.m. and 8:00 p.m.. The contractor must obtain written permission from the Director of Public Works to carry out work beyond these hours. 27. SUNDAY AND STATUTORY HOLIDAY WORK No work will be permitted on Sundays. In the case of an emergency, work may be carried out only with written permission from the Director of Engineering Services, and only to such extent as he may judge to be necessary. The Contractor shall refrain from work on Statutory Holidays recognized by the Municipality of Clarington. Under special circumstances, approval may be given for work on Statutory Holidays, at the discretion of the Director of Engineering Services. The contractor must submit written notification at least four (4) days in advance of the Statutory Holiday on which he desires to work, indicating the location and nature of the work to be performed. The Contractor must obtain written permission from the Director of Engineering services authorizing work on a speCific Statutory Holiday. 28. PROVINCIAL SALES TAX Provincial Retail Sales Tax shall be included in tendered prices for material supplied under this Contract. 29. GOODS AND SERVICES TAX (GST) The Goods and Services Tax (GST) is considered an applicable tax for the purposes of this Contract. Section GC8.02.08.01 is amended in that the Tenderer shall NOT include any amount in his bid prices for the said GST. The GST will be shown as a separate amount on the tender bid submission. The GST will be shown on each payment certificate and will be paid to the Contractor in addition to the amount certified for payment 30. PAYMENTS Payments under this Contract will be made in accordance with Section GC8.02.03 of the General Conditions. Notwithstanding the provisions of the General Conditions respecting certification and payment, the Authority may withhold 2 Y. percent of the total value of work performed beyond the expiration of 45 days from the date of completion of the work as established by the Completion Certificate, to enable the Contract Administrator to produce the final detailed statement of the value of all work done and material furnished under the Contract. As a condition of holdback reduction to 2 Y. percent, the Contractor shall supply a Statutory Declaration as defined in GC8.02.03.07 03)(b) and publish the Certificate of Substantial Performance per GC8.02.03.04 (03). 8 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 The completion Payment Certificate to include statutory holdback release, will be issued within 120 days after the date for the completion as specified under GC1.06. The date for interest due to late payment shall commence following 180 days after the date of completion of the work. As a condition of the final hold back payment, the Contractor shall provide the required Property Owner's Releases as specified elsewhere, where appropriate. The Contractor shall include in his price bid, the cost of publication of the Certificate of Substantial Performance. Publication is mandatory whether the Contractor requests Substantial Completion or not. 31. PROPERTY OWNER'S RELEASE OF PRIVATELY OWNED LAND USED BY THE CONTRACTOR Prior to the use of any privately owned lands by the Contractor, the Contractor shall provide to the Contract Administrator two (2) copies of a written agreement signed by the property owner outlining the proposed use(s) of the land, responsibility for any permits, duration of use, restoration and compensation as applicable. Upon completion of the Contract, the Contractor shall provide the Authority with two (2) copies of a fonm of release signed by each property owner, upon whose land he has entered for any purpose in conjunction with the Contract. Final payment will not be released to the Contractor until all applicable fonms of release have been signed by the property owners and received by the Authority. 9 I I I I I I I I I I I I I I I I I I I SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 PROPERTY OWNER'S RELEASE OF PRIVATELY OWNED LAND USED BY THE CONTRACTOR Upon completion of the Contract, the Contractor shall provide the Authority with two (2) copies of a form of release signed by each Owner, upon whose land he has entered for purposes associated with the Contractor's operations but not for the purpose of undertaking works stipulated in the Contract. Date: To: Mr. A.S. Cannella, C.E.T. 40 Temperance Street Bowmanville, Ontario, L 1C 3A6 Re: Contract No. CL 2007-27 Dear Sir: I hereby certify that (Name of Contractor) have fulfillled the terms of our Agreement and have left my property in a satisfactory condition. I have accepted their final payment and release and the (Name of Contractor) from further obligations. Yours very truly, Signature Property Owner's Name......................................... Lot ...................Concession.............. Municipality of .............................................................. ............ (Please complete above in printing) 10 I I I I I I I I I I I I I I I I I I I SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 Final payment will be released to the Contractor until all the applicable forms of release have been signed by the property Owners and received by the Authority. 32. LAYOUT Contractor shall be responsible for the setting out of the work including all lines, grades, elevations, etc., required to construct the work in strict accordance with this Contract, Plans and Specifications. The Contractor shall deliver to the Engineer copies of all grade sheets, field notes, calculations and other layout records that are normally kept, including a iist and description of benchmarks used during construction. The Contractor shall be responsible for layout which shall be subject to periodic checking by the Engineer. The checking procedure is intended as a form of review and must not be construed as relieving the Contractor of his responsibilities for the accuracy of the work. In order to assist the Contractor in laying out and setting out of the work, the Engineer will provide a reasonable number of paper prints of pertinent drawings, such as engineering drawings and detail drawings. The Engineer will also provide the Contractor with a benchmark, but the Contractor shall be responsible to check the accuracy of this benchmark. The Contractor is to make his own arrangements and shall borne his own cost for obtaining the survey plans from the legal surveyor. The Contractor shall protect all of the standard iron bars as indicated on the drawings and/or located in the field. If damage occurs to the standard iron bars due to the negligence of the Contractor, then it shall be the Contractor's sole responsibility to replace those bars. In areas where the bars may fall within the excavation, the Engineer will arrange those bars to be replaced when it is reasonable to do so at no cost to the Contractor, however, the Contractor shall at his cost assist the Engineer or the surveyor, including labour and machines as required to prepare the areas prior to the replacement of the standard iron bars. Prior to the completion of work and issuance of the final payment certificate, the Contractor shall submit one set of paper prints of drawing marked "as constructed". The aforementioned unit prices shall include costs to obtain "as constructed" sewer inverts and horizontal sewer distances measured from the centre of manhole base. Any deviation to the proposed design must be also shown on the "as constructed" drawings. 33. TRAFFIC CONTROL AND MAINTENANCE Traffic Control Flagging Flagging for traffic control on this Contract shall be in conformance with the procedure outlined in the pamphlet entitled "Correct Methods for Traffic Control" issued by the Construction Safety Associations of Ontario. Copies of this pamphlet may be obtained by request from the Ministry of Transportation and Communications' District Office. Each flagman shall, while controlling traffic, wear the following: 4. 1. 2. 3. an approved fluorescent blaze orange or fluorescent red safety vest, and an approved fluorescent blaze orange or fluorescent red arm band on each arm, and an approved fluorescent blaze orange or fluorescent red hat. 11 SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 34. CONTRACTOR'S SUPPLY OF CONSTRUCTION SIGNS In accordance with Section GC7.06 of the General Conditions, the Contractor is responsible for the supply, erection, maintenance and subsequent removal of all temporary traffic controls, including signs, lights, barricades, delineators, cones, etc., required on the work. Traffic controls shall be provided in general accordance with the latest edition of the "Ontario Traffic Manul Book 7, Temporary Conditions". The Contractor shall provide, to the Authority for approval, a plan of action for the control and maintenance of traffic, in accordance with the above noted manual, at least seven (7) days prior to construction. Installation of all traffic controls will not commence until the Contractor has received approval from the Authority. Traffic controls shall be operational before work affecting traffic begins. 35. MAINTENANCE OF TRAFFIC The Contractor will be permitted to close Green Road to through traffic for the duration of construction. The Contractor shall, at all times, must maintain access for emergency vehicles and delivery vehicles. All pedestrian traffic within the Contract limits must be maintained at all times during construction. The Contractor shall supply and place ramps to provide access for pedestrians to houses, and other locations as required by the Engineer, if normal access has been blocked as a result of construction. Advanced detour signs for detouring through traffic movement around the construction site will be supplied, erected and maintained by the Contractor as directed by the Engineer. The Contractor shall completely enclose, using snow-fence and lights, all open excavations at the end of the each day's operation. The Contractor shall also erect suitable barricades, signs, snow-fence, etc., along traveled traffic (pedestrian or vehicular) lanes if construction is proceeding adjacent to the traveled lanes. No extra compensation shall be paid to the Contractor under this Contract for performing work in accordance with the requirements described under the heading "Maintenance of Traffic". 36. REGION - POLICE TRAFFIC CONTROL Contractor to supply paid duty police officer(s) and police cruiser for traffic control in intersections as required. No extra compensation shall be paid to the Contractor under this Contract for performing work in accordance with the requirements described under the heading "Region - Police Traffic Control". Contractor to submit detailed traffic control plan no later than two weeks prior to the commencement of construction activities and material deliveries. All traffic control, signing and staging costs in accordance with Special Provisions - General Requirements, Clauses 3 and 5, and Ontario Traffic Manual, March 2001. This shall include all mobilization and demobilization required due to staging of the work. Coordination and communication with abutting property owners to minimize impacts on use of, and access to, these properties. All costs related to traffic control and staging for roadway work operations. No additional payment will be made for multiple traffic control set-ups due to staging requirements. 12 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007 -27 37. NOTIFICATIONS TO POLICE, FIRE, AMBULANCE, SERVICES, ETC. The Contractor shall notify the Police, Fire Department and Ambulance Services before closing any roadway to traffic and in the case where the roadway is used as a bus route, the appropriate authority shall also be notified. It shall be the Contracts's responsibility to notify the Clarington Fire Department on a daily basis to advise of the locations where construction work is to be undertaken and the extent to which the roadway{s) will be restricted to vehicular traffic movements. The Clarington Fire Department shall also be advised of changes to the proposed daily construction working operations which will affect vehicular traffic movements. 38. TRAFFIC AND STREET SIGNS Before commencing work on the Contract, the Contractor shall ensure all traffic and street signs are adjusted for construction to the satisfaction of the Municipality of Clarington. Upon completion of the Contract work, the Contractor shall notify the Traffic Section that street and traffic signs can be re-erected or reinstated. Traffic Section approval must be given prior to installation. Regulatory signs such as "Stop" and "Yield" must be maintained throughout. 39. EMERGENCY AND MAINTENANCE MEASURES Whenever the construction site is unattended by the general superintendent, the name, address and telephone number of a responsible official of the contracting finn, shall be given to the Contract Administrator. This official shall be available at all times and have the necessary authority to mobilize workmen and machinery and to take any action as directed by the Contract Administrator in case emergency or maintenance measures are required regardless whether the emergency or requirement for maintenance was caused by the Contractor's negligence, act of God, or any cause whatsoever. Should the Contractor be unable to carry out immediate remedial measures required, the Authority will carry out the necessary repairs, the costs for which shall be charged to the Contractor. 40. DAMAGE PREVENTION The Contractor is responsible to prevent the damage of the project, building, landscaping, fencing, or other surface or sub-surface/features, and to prevent accidents to persons, whether employed on the project or not. The Engineer may order precautionary measures, although this does not relieve the Contractor of his responsibility to prevent damage. 41. GARBAGE COLLECTION The Contractor will be responsible for ensuring that garbage collection, including recyclables, is maintained and when necessary, the Contractor shall make arrangements directly with the collecting agency, to permit and coordinate pick-up. If necessary, the contractor shall be responsible for moving the garbage and recyclables outside of the construction area for pick- up by the collecting agency. 13 SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007-27 42. SPILLS REPORTING Spills or discharges of pollutants or contaminants under the control of the Contractor, and spills or discharges of pollutants or contaminants that are a result of the Contractor's operations that cause or are likely to cause adverse effects shall forthwith be reported to the Engineer. Such spills or discharges and their adverse effects shall be as defined in the Environmental Protection Act. R.S.O. 1980. All spills or discharges of liquid, other than accumulated rain water, from luminaries, internally illuminated signs, lamps and liquid type transformer under the control of the Contractor, and all spills or discharges from this equipment that are a result of the Contractor's operations shall, unless otherwise indicated in the contract, be assumed to contain PCB's and shall forthwith be reported to the Engineer. This reporting will not relieve the Contractor of his legislated responsibilities regarding such spills or discharges. 43. UTILITIES Sections GC2.01 and GC7.12 of the General Conditions are deleted in their entirety and are replaced by the following: The Contractor shall be responsible for the protection of all utilities at the job site during the time of construction. The Authority will be responsible for the relocation of utilities where required. However, no claims will be considered which are based on delays or inconvenience resulting from the relocation to being completed before the start of this Contract. The location and depth of underground utilities shown on the Contract drawings, are based on the investigations made by the Authority. It is, however, the Contractor's responsibility to contact the appropriate agencies for further information in regard to the exact location of all utilities, to exercise the necessary care in construction operations and to take such other precautions as are necessary to safeguand the utilities from damage. The contractor will not hinder the operations of the utilities or their agents in the relocation of affected utility plant and will provide free and clear access to all operations. 44. DUST AND MUD CONTROL As a part of the work required under Section GC7.06 of the General Conditions, the Contractor shall take such steps as may be required to prevent dust nuisance resulting from his operations either within the right-of-way or elsewhere or by public traffic where it is the Contractor's responsibility to maintain a roadway through the work. Where the work requires the sawing of asphalt or the sawing/grinding of concrete, wet type blades and grinders shall be used together with sufficient water to prevent the incidence of dust, wherever dust would affect traffic or wherever dust would be a nuisance to residents of the area where the work is being carried out. The cost of all such preventative measures shall be borne by the Contractor except where the application of dust suppressants either water and/or calcium chloride is used to reduce the dust by traffic on a roadway which is the Contractor's responsibility to maintain for public traffic. The cost of such water and/or calcium chloride as is authorized by the Contract Administrator to restrict to acceptable levels of all such preventative measures shall be paid for by the Authority at the contract prices for Application of Water of Application of Calcium Chloride. 14 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007 -27 The Contractor shall be responsible for all dirt and mud that is tracked onto the roadways from vehicles entering or leaving the job site. The cost of this work shall be borne by the Contractor. The Contractor shall immediately commence clean-up work upon notification from the Contract Administrator. Failure to comply with this order within a reasonable time, or to complete the work to the satisfaction of the Contract Administrator, or in the event of an emergency, the Town will undertake all associated costs charged to the Contractor. 45. DISPOSAL OF SURPLUS MATERIAL The Contractor shall be responsible for the disposal of materials which are surplus to or unsuitable for incorporation in the work. Disposal sites shall be provided by the Contractor at his expense. The Contractor shall obtain written permission from any property owner, other than lands owned by the Authority, for the disposable of all surplus material from this Contract. A copy of this permission shall be provided to the Authority two weeks in advance of the commencement of such work. The Contractor is responsible for obtaining a suitable site including agreements and permits for the disposal of excess materials from this contract. The Contractor shall be responsible for controlling dust and for cleaning and removal of any materials tracked onto roadways at the disposal sites or on the routes thereto as a result of his operations. The Contractor shall provide the Authority with a completed copy of the Property Owner's Release, which is included in the contract documents, upon completion of such work. The Contractor shall comply with the requirements of M.O.E.E. and M.T.O. 46. RESTRICTIONS ON OPEN BURNING Open fires will not be permitted within the limits of this Contract. Brush and debris may as an alternative to buming, be disposed of outside the Contract Limits and in compliance with the requirements specified elsewhere for Disposal of Surplus Material. 47. TREE PROTECTION Whether tree protection is required on this contract, or not, during construction the Contractor shall not: 1. Stockpile construction or excavated material in lawn areas under trees. 2. Re-fuel construction equipment in the vicinity of trees. All re-fueling and repairs to equipment shall be undertaken in designated areas. 3. Care shall be taken as to not allow contaminant fluids, liquids or solids to enter the ground within the drip line of trees to be saved. Where tree protection is specified in the contract the contractor shall undertake the following work as directed by the Contract Administrator or Project Arborist: 1. Install snow fencing on steel T-rails around the drip line of each tree to be preserved. The Contractor is advised that no buttress/(f1are)/roots shall be permitted to be cut during construction for any reason. Injury to above ground portion of trees caused by the Contractor's operations will be treated as directed by the project arboristlhorticulturist appointed by the Authority, with acceptable wound treatment by the Authority or a commercial tree care expert at the Contractor's expense. 15 SPECIAL PROVISIONS - GENERAL CONTRACT NO. CL2007 -27 Any large (7 to Bcm diameter) roots cut, excavated or injured during construction are to be properly cut and painted with orange shellac, as directed by the project arborist. 48. APPLICABLE STANDARD SPECIFICATIONS Ontario Provincial Standard Specifications (OPSS) governing the work of this Contract shall be as listed in the 'Schedule of Tender Data', Section E, with the applicable date of issue as indicated for each specification. With the exception of OPSS 127, these specifications shall remain in effect throughout the duration of this Contract, whether or not they be modified or re-issued by the responsible agency subsequent to the tender advertising date. The issue of OPSS 127 which is current at the time that extra work may be performed, shall govern for such work. 49. SUPPLY OF MATERIALS All materials necessary for the proper completion of the work shall be supplied by the Contractor, except as specifically noted, and the payment provided in the Contract shall be deemed to include full compensation for the supply of such materials. 50. ASPHALT AND CONCRETE MIX DESIGNS Asphalt Mix Designs The Contractor shall be responsible for the provision of current mix designs for all hot mix asphalt required for the work, or for having the necessary mix designs prepared by a certified laboratory. The mix designs proposed for use by the Contractor shall be submitted in writing to the Engineer for his approval and no work shall commence until the design mixes are approved. Hot mix designs shall conform to the requirements of OPSS 1150. All hot mix shall be Performance Graded Asphalt Cement (PGAC) in compliance with AASHTO Designations MP1 and PP6. Performance Grade Asphalt Cement shall also conform to the MTO Non- Standard Special Provision Amendment to OPSS 1101. Steel slag and blast furnace slag are not acceptable for use as aggregate in the asphalt mix. All costs associated with the provision of approved mix designs shall be borne by the Contractor. Concrete Mix Designs The Contractor shall be responsible for the provision of current mix designs for all concrete required for the work, or for having the necessary mix designs prepared by a certified laboratory. The mix designs proposed for use by the Contractor shall be submitted in writing to the Engineer for his approval and no work shall commence until the design mixes are approved. Concrete shall conform to the requirements of OPSS 1350. Concrete supply plants will not require certification by RMCAO. All costs associated with the provision of approved mix designs shall be borne by the Contractor. 16 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 51. ASPHALT PRICE INDEX - UNIT RATES Bid prices shall be F.O.B. delivered. Unit prices shall be firm and shall include all federal excise tax duty, freight and shall be subject to Goods and Services Tax and Provincial Sales Tax. Applicabie taxes shall be shown in the spaces provided on the Tender form. 52. AMENDMENT TO OPSS 102 Accuracy of Weighing Devices Section 102.03 of OPSS 102 is amended by the addition of the following: Limits of Error: The In-Service Limits of Error contained in the Government of Canada Weights and Measures Act. Sub-Section 102.08.01 of OPSS 102 is amended by the addition of the following: Scale accuracy tolerances and limits of error are defined as follows: SCALE ACCURACY TOLERANCES FOR PERFORMANCE TEST LIMITS OF ERROR PORTABLE SCALE PERMANENT SCALE ACCEPTANCE 0.15% 0.075% 30 DAYS AFTER REPAIR 0.15% 0.075% IN-SERVICE 0.20% 0.10% % OF INDICATED LOAD NOTES: "Indicated" load refers to the weight of the vehicle used in conducting the performance test when measured at the centre of the platform. "Acceptance" Limits of Error are used for the original approval of the design of the device or at the time of its first use in trade and for 30 days after the device has undergone repairs. 53. AMENDMENT TO OPSS 1820; CONCRETE PIPE Production methods shall conform to the requirements of CSA A257.1 and CSA A257.2. 1820.07.02 Pipe for Sewers up to and including 900mm designated internal diameter. Pipe for use in sewers up to and including 900mm designated internal diameter shall be pipe of the size and class required, and shall conform to the M.O.E. Pre-qualification Requirements for Concrete Sewer Pipe Plants. The plant shall have a valid Pre-qualification Certificate at the time of production and delivery of the pipe. 1820.07.03 Marking Marking shall conform to the requirements of CSA Standard A257.1 M or A257.2M. Pipe conforming to the M.O.E. Pre-qualification Requirements for Concrete Sewer Pipe Plants shall bear the letters "M.O.E.". Jacking Pipe shall be marked with the words "Jacking Quality". 17 Section 1820.10, Designated Sources Requirements of OPSS 1820 is deleted. 54. DRAINAGE DITCHES AND STORM SEWERS Any and all ditches, drainage channels and/or storm sewer systems, which may be affected by construction shall have their flows maintained at all times during construction. unless permission to the contrary has been obtained from the Contract Administrator. No extra cost shall be incurred for this work. The Contractor shall make allowance in his prices for any problems that may be encountered as a result of ditch flows or storm sewer flows. If found necessary then the Contractor shall adequately divert or pump at his expense, the storm water to avoid construction problems. Drainage shall not be impeded nor shall blockages or water backups be permitted. Any damage as a result of water or flooding shall be the responsibility of the Contractor. 55. PROVISIONAL ITEMS Where it occurs in this document, the notation "Provisional" shall be understood to mean that the inclusion in the contract of items so described, shall be at the discretion of the Authority and no claims for ex1ra payment due to the exclusion of any or all of these items will be accepted by the Authority. 56. CONTRACTOR TO ASSIST INSPECTOR ON PIPE In order to comply with the requirements of the Occupational Health and Safety Act, the Contractor shall provide at reasonable times experienced workers, equipped with the required safety equipment in order to assist the inspector to carry out intermediate in pipe inspections during the progress of the work and also at the time of completion. 57. COMPACTION TEST FOR TRENCHES After the Contractor has completed his compaction, compaction tests will be taken randomly on all facets of the required Contract. Any areas, where the tests do not meet the specified degree of compaction, shall be re-excavated and re-compacted at the Contractor's expense. Native materials shall be compacted to 95% Standard Proctor maximum dry density unless otherwise specified. Refer to geotechnical report by AMEC. The Town may, at its discretion and with the agreement of the Contractor, conditionally accept the work and extend the guaranteed maintenance period. 58. REGIONAL MUNICIPALITY OF DURHAM CONTINGENCIES Reference: RMDSS Section 01021 Tenderers shall reference the Schedule of Contingency Unit Prices for Sanitary Sewer and Watermain work. These unit prices shall be used for all work included in the Schedule. Reference CD Section 01021 for details of work covered under individual items. All extra work requested or required by the Contract Administrator, including work covered by items in the Schedule of Contingency Unit Prices, shall be paid by Contract Change Directive. 59. REGIONAL MUNICIPALITY OF DURHAM CONTRACT CHANGE DIRECTIVES All Regional ex1ra work not covered under Part II and Part III Tender Items shall be paid by Contract Change Directive. Payment for such additional work shall be made as follows: (a) at unit price given in Schedule of Contingency Unit Prices, if applicable (b) at a negotiated price, agreed upon by the Contract Administrator and the Owner, 18 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I pursuant to General Conditions, Clause GC3.14, or (c) on a Time and Materials basis as per General Conditions, Clause GC8.02.04. 01005 - General Instructions. For the purpose of this contract, Section 02630 shall be deieted and repiaced with the appropriate Town of Whitby and/or OPS specifications as specified elsewhere. 60. PRE-SCREENING OF PROPOSED FILL SITES BY C.L.O.C.A The Contractor shall consider the location of any proposed fill/dump sites with respect to Central lake Ontario Conservation Authority (C.L.O.CA) Fill Placement regulations. Where the Contractor is considering the use of a fill/dump site within the jurisdiction of the C.l.O.CA, it is recommended that he have the proposed site pre-screened by the C.L.O.C.A. for the purpose of determining if the site is subject to C.L.O.C.A. regulations on the placement offill. 61. TEMPORARY STEEL PLATES The use of temporary steel plates will be permitted for use in this Contract. The steel plates will be used solely at the intersections along the work zone to permit the intersections to perform beyond the normal hours of work. 62. REGIONAL MUNICIPALITY OF DURHAM GENERAL REQUIREMENTS - SANITARY SEWER AND WATERMAlN NATIVE BACKFILL 1. .1 All native materials used for backfilling shall be satisfactory to the Contract Administrator. Payment shall be included in the unit price per metre for in-ground services - except where native material is deemed as unsuitable for backfill. .2 Native backfill shall be compacted to 95% Standard Proctor Density in uniform lifts not to exceed 300 mm compacted depth. 2. GENERAL Reference: Geotechnical Investigation Report and Pre-Construction Dig-Up Report. Include the following, where applicable, in all unit prices bid: .1 Environmental considerations. .2 Maintenance of traffic. .3 Protection and temporary/permanent support of all in-ground and above ground services and utilities. Reference Special Provisions - General Requirements, Clause 7 - Work in the Vicinity of Gas Lines. .4 Saw-culling of existing asphalt in parallel straight lines and disposal of excess asphalt off site. Preparation for restoration of disturbed asphalt roadways and shoulders shall include: 19 . Saw-cut existing asphalt full depth in neat, straight, parallel lines at min. 450mm from the edge of the trench in accordance with Detail S-514. Saw-cuts shall, without exception, encompass any asphalt overbreak, trench wall sloughing, asphalt undermining and variations in trench width such that saw- cuts are straight and parallel for the full length of the trench restoration. No extra or additional payment will be made for multiple saw-cuts. Note: Trench width shall be as required by the Occupational Health and Safety Act and Regulations and existing soils conditions. Where the edge of the asphalt restoration in accordance with Detail S-514 falls within 1.0 m of the existing edge of pavement, remove all asphalt to the said edge of pavement. Compaction of granular road base materials to 100% Standard Proctor Density. Sweep all saw-cut asphalt edges to ensure a clean vertical face. Tack coat all asphalt faces with SS-1 emulsion. .5 Vertical trenching as required to minimize road restoration and as indicated on Contract Drawings. .6 Trench support systems in accordance with OPSS 538 and as required by the Ministry of Labour for the soil conditions encountered. Note: Prefabricated and hydraulic support systems are not permitted where Type 4 soil is encountered. .7 Design and implementation of an "engineered support system" where trench exceeds 6 m in depth and/or 3.6 m in width. This shall also include submission of two copies of the design drawings and specifications for such support system to the Ministry of Labour nearest to this project and two copies of same to the Contract Administrator. .8 Maintenance of existing ditch flows, sewage flows and residential water supply. Reference RMDCS Section 01510, Subsections 3.02 and 3.03. .9 Dewatering both inside and outside trenches in accordance with RMDCS Section 02240 and OPSS 517. Note: All pipe shall be placed in dry conditions. The Contractor shall dewater to 1.0 metre below pipe invert. .10 All water ordered by the Contract Administrator for dust control. .11 Temporary surface restoration as per RMD RMDSD S-514. 3. OCCUPATIONAL HEALTH AND SAFETY ACT AND CONSTRUCTION REGULATIONS .1 The following extracts of the Occupational Health and Safety Act of Ontario and Construction Regulations are included for the information of the Contractor. .1 Duties of Constructor 23. (1) A constructor shall ensure, on a project undertaken by the constructor that, (a) (b) (c) the measures and procedures prescribed by this Act and the regulations are carried out on the project; every employer and every worker performing work on the project complies with this Act and the regulations; and the health and safety of workers on the project is protected. 37. (1) An employer, (a) shall ensure that all hazardous materials present in the workplace are identified in the prescribed manner; 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I (b) shall obtain or prepare, as may be prescribed, an unexpired material safety data sheet for all hazardous materials present in the workplace; and (c) shall ensure that the identification required by clause (a) and material safety data sheets required by clause (b) are available in English and such other ianguages as may be prescribed. .2 Construction Regulations 17. (1) A constructor shall establish for a project written procedures to be followed in the event of an emergency and shall ensure that the procedures are followed at the project. A worker shall be adequately protected by a guardrail system that meets the requirements of subsections 26.3 (2) to (8). An employer shall ensure that a worker who may use a fall protection system is adequately trained in its use and given adequate oral and written instructions by a competent person. 26.1 (1) 26.2 (1) 27. (1) A worker who may drown shall wear a Iifejacket. OReg. 213/91, s.27 (1). (2) (a) (b) (c) If a worker may drown at a project, at least two workers trained to perform rescue operations shall be available to perform rescue operations; rescue equipment shall be provided in a suitable location on or near the project; and all workers on the project shall be advised of the rescue procedures to be followed and their role, if any, in carrying out a rescue. 52. (1) Fire extinguishing equipment shall be provided at readily accessible and adequately marked locations at a project. If a worker at a project on a highway may be endangered by vehicular traffic unrelated to the project, the project shall make use of as many of the following measures as is necessary to adequately protect the worker: 67. (2) 1. Barriers. 2. 3. Delineators. 4. 5. Warning signs. 6. 7. Flares. 8. 9. Blocker trucks. 10. 11. Sign trucks. 12. 13. Longitudinal buffer areas. (3) In addition to the measures listed in subsection (2) but subject to section 68, a worker may be used to direct traffic. Barricades. Lane control devices. Flashing lights. Traffic control devices. Crash trucks. Speed control devices. (4) Every empioyer shall develop in writing and implement a traffic protection plan for the employers' workers at a project if any of them may be exposed to a hazard from vehicular traffic. 234. (1) The walls of an excavation shall be supported by a support system that complies with sections 235, 236, 237, 238, 239 and 241. 21 2. If a support system is used for the walls of an excavation, a iadder for access to or egress from the excavation shall be placed within the area protected by the support system. A support system for the walls of an excavation shall extend at least 0.3 metres above the top of the excavation unless otherwise permitted or required by this section. Designated Substances I I I I 240. 241. (1) .1 In accordance with the requirements of Section 30(1) of the Occupational Health and Safety Act, the Bidder is hereby advised that the designated substances as listed hereunder are or may be present on the site and within the limits of this Contract: I I I I I I I I I I I I I I I ,Oesi nated:S.utisntnce; ,g ". ". .". . m_ ........"..,.'...'....""""__...,....,__......, crylonitrile No No No No oke Oven Emissions thylene Oxide socyanate ead No No No No No No No ercury inyl Chloride .2 The Contractor shall comply with the governing Ministry of Labour Regulations respecting protection of workers, removal, handling and disposition of any Designated Substances encountered in carrying out the Work proposed on this contract. Further, the Contractor shall comply with the Region of Durham Health and Safety Policies, Procedures and Practices and the Region's Construction Safety Program. Copy(ies) of the Region's Health and Safety Policies, Procedures and Practices manual and the Construction Safety Program are available from the Region's Safety Office. .3 Prior to commencement of this work, the Contractor shall provide written notification to the Ministry of the Environment at their York-Durham District Office, 230 Westney Rd. S., 5th floor, Ajax, Ontario L 1S 7J5, of the location(s) proposed for disposal of Designated Substances. A copy of the notification shall be provided to the Contract Administrator a minimum of two weeks in advance of work starting. .4 In the event that the Ministry of the Environment has concerns with any proposed disposal location, further notification shall be provided until the Ministry of the Environment's concerns have been addressed. .5 The Contractor is reminded of the requirement under OPSS 180 to submit a Waste Quantity Report (Form OPSF 1805) for all Solid Non-Hazardous Waste. 22 I I I I I I I I I I I I I I I I I I I .6 All costs associated with the removal and disposition of the Designated Substances herein identified, shall be deemed to be included in the appropriate tender items. .7 Should a Designated Substance not herein identified be encountered in the work, then management of such substance shall be treated as Extra Work 4. PROTECTION OF OPEN TRENCHES AND EXCAVATIONS Reference: RMDCS Sections 02315 and 02318 RMDSD S-516 .1 In addition to the provisions of RMDCS Sections 02315 and 02318 and Ontario Regulation 213/91 made under the Occupational Health and Safety Act, and In particular Part 111_ Excavations, the Contractor shall employ the following protection measures for trenches and excavations left open at the end of the work day or where, during any work day, a trench or excavation is left unattended by the Contractor. .2 Where the public has access to the perimeter of an excavation, a barrier at least 1.1 m high shall be installed around the complete perimeter of the excavation. The vertical supports will be secure, have a spacing of not more than 1.1 m and shall be a minimum distance of 300 mm from the top of the wall of the excavation. The barrier shall include a fencing fabric, with openings not exceeding 100 mm, securely attached to the vertical supports at the top, center and bottom. If the excavation is greater than 0.3 m in depth, a toe board shall be installed with the fencing fabric securely fastened to it to prevent persons from slipping under the fabric and into the excavation. If an excavation is adjacent to a sidewalk or an area commonly used by the public as a walkway or recreation area, the fencing fabric shall be a metal mesh. .3 Where an excavation is greater than 1.0 m in depth, and the public has access to the perimeter, signs shall be posted indicating "Danger Due to Excavation". .4 The Contractor shall ensure the barriers are in good condition and stable prior to vacating the project at the end of each work day. .5 A Crowd Control Barrier meeting the requirements of RMDSD S-516 will be deemed an acceptable barrier for this purpose provided the barriers are satisfactorily secured to the ground so that they cannot be moved. 5. PRIVATE PROPERTY SITE USE AGREEMENTS AND RELEASES Reference: OPSS 180 .1 The Contractor shall enter into a written agreement with all respective private property owners for the use of any private lands outside the limits of the contract for the purpose of stockpiling materials, locating field offices and trailers and for disposal of excess material. The Contractor shall provide the Contract Administrator with a copy of all such written agreements before the use of such sites is commenced. Use OPSF Forms 1800 and 1801 to notify the Contract Administrator of all agreements for "Management as Disposable Fill" and "Materials Stockpiling". .2 Upon termination of the use of such sites, the Contractor shall obtain a written release from the respective private party property owners and two (2) copies of each release shall be provided to the Contract Administrator. The release shall be in the form provided in the Supplementary General Conditions, Appendix G. The Contract Administrator reserves the 23 right to withhold an appropriate amount from the Contractor's Progress Payments if the Contractor fails to provide such releases and reasonably satisfy his obligations to the private property owner. 6. PRE-SCREENING OF PROPOSED FILL SITES BY C.L.O.C.A. 7. .1 The Contractor shall consider the location of any proposed fill/dump sites with respect to Central Lake Ontario Conservation Authority (C.L.O.CA) fill placement regulations. .2 Where the Contractor is considering the use of a fill/dump site within the jurisdiction of the C.L.O.C.A., it is recommended that he have his proposed site pre-screened by the C.L.O.C.A. for the purpose of determining if the site is subject to C.L.O.CA regulations on the placement of fill. WORK IN THE VICINITY OF UTILITIES .1 The Contractor shall comply with TSSA's "Guidelines for Excavations in the Vicinity of Gas Lines" dated November 2004, Electrical Safety Authority's "Guideline for Excavating in the Vicinity of Distribution Lines" and Bell Canada's "Guidelines for Excavation in the Vicinity of the Bell Canada Network". .2 The Contractor will be required to expose all buried gas lines prior to excavating or boring in the vicinity of gas lines. .3 Where gas mains are identified on Contract Drawings, the Contractor shall expose the gas main at all crossings. Further, the Contractor shall expect to find and be required to expose gas service pipes for every adjacent property. 24 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I CORPORATION OF THE MUNICIPALITY OF CLARINGTON CONTRACT NO: CL2007-27 GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION D. MUNICIPALITY OF CLARINGTON CONTRACT SAFETY POLICY AND PROCEDURE I I I I I I I I I I I I I I I I I I I SCHEDULE CONTRACTOR SAFETY POUCY AND PROCEDURE POUCY: Contractors and Sub-contractors are responsible to ensure that their personnel are updated on all safety concems of the workplace and are aware of the safety requirements as required by the Contractor under the Occupational Health and Safety Act. Safety performance will be a consideration in the awarding of contract. Under the OCCUpational Health and Safety Act (Section 23 (1), (2}), it is the constructor's responsibility to ensure that . the measures and procedures prescnbed by the Occupational Health and Safety Act and the Regulations are carried out on the proiect; every employer and every worker performing work on the proiect complies with the Occupational Health and Safety Act and the Regulations (under the Act); and . the health and safety of workers on the proiect is protected. . Where so prescribed, a constructor shall, before commencing any work on a project, give to a Director notice in writing of the project containing such information as may be prescribed. DEFINmONS: Contractor - any individual or firm engaged by the Municipality to do work on behalf of the Municipality. Project - means a construction project, whether public or private, including, the construction of a building, bridge, Structure, industrial establishment, mining plant, shaft tunnel, caisson, trench, excavation, highway, railway, street, runway, parking lot, cofferdam, conduit, sewer, watermain, service connection, telegraph, telephone or electrical cable, pipe fine, duct or well, or any combination thereof, the moving of a building or structure, and any work or undertaking, or any lands or appurtenances used in connection with construction. Construction - includes erection, alteration, repair, dismantling, demolition, structural maintenance, painting, land dearing, earth moving, grading, excavating, trenching, digging, boring, drilling, blasting, or concreting, the installation of any machinery or plant, and any work or undertaking in connection with a project. I I I I I I I I I I I I I I I I I I I SCHEDULE CONTRACTOR SAFETY POLICY AND PROCEDURE Continued... Constructor - means a person who undertakes a project for an owner and includes an owner who undertakes all or part of a project by himself or by more than one employer. Project Manager - means the municipal management representative who has responsibility for a contract. PROCEDURE: The following items are required before any Contractors are hired by the Municipality. a) Before beginning a project, the project manager or delegate must determine whether any designated substanceslhazardous materials are (or will be) present at the site and prepare a list of aD these substances. b) The project manager or delegate must include, as part of the request for tender/quotations, a copy of the above-mentioned lisl The list of designated substances/hazardous materials must be provided to all prospective constructors and/or contractors. c) The request for tender/quotations will require prospective contractors to include a list of the designated substancesJhazardous materials that will be brought onto the work site and material safety data sheets. d) Before awarding a contract, contractor(s) will be required to complete and sign theHealtt1"!ncJ~fi!ty Practice Foon(Schedule "A")< The Purchasing OffICe will maintain all contractors safety performance records. e) As part of the tender/quotation conditions, before award of a contract, the contractor will be required to provide proof that all workers involved with the project have Ihe proper WHMIS training, as required by the Occupational Health . and Safety Act. f) As part of the tender/quotation cond'rtions, before award of a contract, the contractor must provide details of Iheir Health and Safety program. g) The project manager or delegate must provide the successful contractor with a workplace orientation, which will include, but not limited to identifying known potential hazards, hazardous material inventory and material safety data sheets for the sites. A workplace orientation/Job Safety Instruction Checklist to be completed (see Compfiance page 9). h) Before the start of the assignment, the fo/lowing documentation WIll be provided to the successful contractor, by Ihe project manager or delegate. i) Copies of Ihe Municipal Corporate Health and Safety Program ii) Departmental heallh and safety policies iii) Workplace procedures regarding health and safety Practices. I I I I I I I I I I I I I I I I I I I SCHEDULE. CONTRACTOR SAFETY POLICY AND PROCEDURE Continued... i) The contractor has the responsibility to provide any and all prescribed personal protective equipment for their own workers, to indude as a minimum but not limited to hard hats and safety boots. If a worker(s) fails to comply with any program, policy, rule or request regarding health and safety. that person(s) is not allowed on the site until the person(s) complies. j) The Municipality will retain the right to document contractors for all health and safety wamings and/or to stop any contractors' work if any of the previously mentioned items are not in compliance. Similarly, the Municipality will have the right to issue wamings andlor to stop work if there are any violations by the contractor of the Occupational Health and Safety Act, Municipal Health and Safety programs, policies, rules. and/or if the contractor creates an unacceptable health and safety hazard. Written warnings and/or stop work orders can be given to contractors using Contractor Health and Safety Waming/Stop Work Order Form (Schedule "B"). k) Where applicable, the Municipality will retain the right to allow municipal employees to refuse to work in accordance with the established policy and the Occupational Health and Safety Act, in any unsafe conditions. I) The Purchasing Department will maintain current certificates of dearance until all monies owing have been paid to the contractor. m) Responsibility for ensuring contractor compliance to this policy falls upon the project manager or designate. This will include identification, evaluation and control practices and procedures for hazards and follow-up and issuing of Contractor Health and Safety Waming/Stop Work Orders. I I I I I I I I I I I I I I I I I I I SCHEDULE CONTRAcTOR SAFETY POLICY AND PROCEDURE Continued... To Contractor(s): HEALTH AND SAFETY PRACTICE FORM The Municipality of Clarington is committed to a healthy and safe working environment for all workers. To ensure the Municipal workplace is a healthy and safe working environment, contractors, constructors and subcontractors must have knowledge of and operate in compliance with the Occupational Health and Safely Act and any other legislation pertaining to employee health and safely. In order to evaluate your company's health and safety experience,pleaseprovide the accidentlincident and/or Workplace Safely and Insurance Board (WSIB) information noted below, where applicable. . The New Experimental Experience Rating (NEER) - The WSIB experience rating system for non-construction rate groups ho. uu... no. n........ ............. on h..O.... _..... ...........0 unh... "'0' On.. ...._0 . The Council Amended Draft #7 (CAD-7) Rating - The WSIB experience rating system for construction rate groups "0...... On ""_0'_"" n ............ .__....... h. n ..._. ..0.... ono.......... on h"o... h_. Injury frequency performance for the last two years - This may be available from the contractor's trade association ...........n........................................................__...................... . Has the contractor received any Ministry of Labour warnings or orders in the last two years? (If the answer is yes, please include the infraction). . Confirmation of Independent Operator Status - The WSIB independent operator number assigned: (Bidders to include the letter confirming this status and number from WSIB with their bid submission.) I I I I I I I I I I I I I I I I I I I SCHEDULE CONTRACTOR SAFETY POLICY AND PROCEDURE Continued... CONTRACTOR'S STATEMENT OF RESPONSIBILITY As a contractor working for the Municipality of Clarington, Vwe will comply with all procedures and requirements of the Occupational Health and Safety Act, Municipal safety poficies, department and site Specific policies and procedures and other applicable legislation or regulations. IIwe will work safely with skill and care so as to prevent an accidental injury to ourselves, fellow employees and members of the public. 1. The contractor/successful tenderer certifieS that it, its employees, its subcontractors and their employees, a) are aware of their respective duties and obligations under the Occupational Health and Safety Act, as amended from time to time, and all Regulations thereunder (the "Act"); and b) have sufficient knowledge and training to perform all matters required pursuant 10 this contractltender safely and in compliance with the Act. 2. In the performance of all matters required pursuant to this conlractltender, the contractor/sucoessful tenderer shall, a) act safely and comply in all respects to the Act, and b) ensure that its employees, it subcontractors and their employees act safely and complying all respects with the Act. 3. The contractor/successful tenderer shall rectify any unsafe act or practice and any nolHXlmprlallcewith the Act at its expense immediately upon being notified by any person of the existence of such act, practice or non-compfiance. 4. The contractor/successful tenderer shall permit representatives of the Municipality and the Health and Safety Committee on site at any time or times for the purpose of inspection to determine compliance with this contractor/tender. 5. No act or omission by any represenlalive of the Municipality shall be deemed to be an assumption of any of the duties or obligations of the contractor/successful tenderer or any of its subcontractors under the Act. 6. The contractor/successful tenderer shall indemnify and save harmless the Municipality, a) from any loss, inconvenience, damage or cost to the Municipality which may result from the contractor/successful tenderer or any of its employees, its subcontractors or their employees failing to act safely or to comply in all respects with the Act in the performance of any matters required pursuant to this contractltender; I I I I I I I I I I I I I I I I I I I SCHEDULE CONTRACTOR SAFETY POLICY AND PROCEDURE Continued... b) against any action or claim, and costs related thereto, brought against the Municipality by any person arising out of any unsafe act or practice or any non-compliance with the Act by the contractor/successful tenderer or any of its employees, its subcontractors or their employees in the performance of any matter required pursuant to this contractltender; and c) from any and all charges, fines, penalties, and costs that may be incurred or paid by the Municipality (or any of its council members or employees) shall be made a party to any charge under the Act in relation .to any violation of the Act arising out of this contract/tender. degA~~~;l~te'~'~~~:~;;J~~;; u'"Tr!&nnn'uuuuuu'uulul Si9U~trfc:t~r Date I I I I I I I I I I I I I I I I I I I SCHEDULE CONTRAClvR SAFETY POLICY AND PROCEDURE Continued... The PUrpose of this fann is to: (Issuer to check one of the following) CONTRACTOR HEALTH AND SAFETY WARNING/STOP WORK ORDER Provide warning to the contractor to immediately discontinue the unsafe work practice described below Direct the contractor to immediately cease all work being. performed under this contract due to the unsafe work practice described below. FAILURE TO COMPLY WITH THIS WARNINGlSTOP WORK ORDER SHALL CONSTITUTE A BREACH OF CONTRACT. PART "A" - DETAILS OF CONTRACT CONTRACT/P.O. # DESCRIPTION: NAME OF FIRM: PART "B" - DETAILS OF INFRACTION (TO BE COMPLETED BY ISSUER) SCHEDULE CONTRACTOR SAFETY DATE & TIME OF INFRACTION: DESCRIPTION OF INFRACTION INCLUDING LOCATION: ORDER GIVEN BY MUNICIPALITY: DID THE CONTRACTOR COMPLY WITH THIS ORDER? DATE & TIME OF COMPLIANCE: ISSUED TO: . CONTRACTOR'S EMPLOYEE TITLE ISSUED BY: . MUNICIPAL EMPLOYEE, DEPARTMENT TITLE . PART' - ADDITIONAL COMMENTS . THIS SECTION IS TO BE USED INTERNALLY TO RECORD ADDITIONAL COMMENTS SUBSEQUENT TO ISSUING THE WARNING/STOP WORK ORDER, I.E. DATE AND TIME WORK RESUMED, FURTHER ACTION TAKEN, ETC. . . . . SlAdninlForms & SpecsfCIarington/PoIic-MQC I . . . . . . I . I . I I I I I I I I I I I I I I I I I I I CORPORATION OF THE MUNICIPALITY OF CLARINGTON CONTRACT NO: CL2007 -27 GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION E. PROVISIONS DETAILED TENDER ITEMS I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 1.0 GENERAL 1.1 1.2 1.3 100% PERFORMANCE BOND 100% LABOUR AND MATERIAL BOND LIABILITY INSURANCE The lump sum price in the Tender Form for this item, unless otherwise specified, shall be compensation in full for the cost of Bonds and Liability Insurance in the amount of $5,000,000.00 as outlined in the Contract Agreement and Special Provision. 1.4 MOBILIZATION AND DEMOBILIZATION The lump sum price stated in the Tender Form for this item, unless otherwise specified, shall be compensation in full for the following: a) Supply and erect all signs, barricades, flashers, delineators and such other protection as may be required by the Contract Administrator to protect the public during the course of the Contract. b) Security protection of the Contractor's office, plant and stored materials during the course of the Contract. c) Supply a field office completely weatherproofed with a heat supply, hydro power and telephone service for the use of the Contract Administrator. d) Moving onto the site and setting up the Contractor's office, the field office for the Contract Administrator's Inspector, complete with telephone, storage facilities, plant, etc. e) Provide all necessary access to the project including haul roads as required and the restoration of the surface to the original condition after the haul roads are removed. f) Moving off the site and removal of the Contractor's office, field office, storage facilities, plant, etc. g) In accordance with the Special Provisions of the Contract, the Contractor shall clean all existing sheets of mud and dust at the completion of each working day to the satisfaction of the Contract Administrator. h) The Contractor shall be allowed to close Green Road but must maintain two way traffic at all times for Highway NO.2. DETAILED SPECIFICATIONS I I I I I I I I I I I I I I I I I I I 1.4 MOBILIZATION AND DEMOBILIZATION CONTINUED i) The Contractor shall construct temporary detour roads as required to maintain traffic. The Contractor shall be responsible for all cost of installing and removing any detour roads. j) Letters to be delivered to all residents along the construction area which will be directly affected. The letter must outline the purpose of the construction, the Contractor's schedule, a clear sketch of the detour route, and the Contract Administrator's and Contractor's contact persons and emergency telephone numbers. k) All public services are to be notified by telephone and with a copy of the above noted letter (i.e. Police, Fire Department, Ambulance, School Boards, Post Office, etc.) I) Advance notice signs are to be erected seven (7) days prior to commencing construction. All signing and delineation must be in place and approved by the Contract Administrator prior to commencing. m) Any request by the Contract Administrator to alter, add, or replace sighting, delineation or protective fencing, etc., must be satisfied immediately. n) Residents fronting the construction must be provided with reasonable access at all times. This it to be achieved by limited the amount of asphalt removal to that which is required to perform a given day's work, backfilling as close to the pipe laying as is possible, and placing temporary gravel or limestone access routes where required. This gravel or limestone shall be removed upon road construction unless approved otherwise by the Town. Fire protection must be maintained at all times. All work at Contractor's cost. 1.5 CONSTRUCTION LAYOUT The Contractor shall be responsible for all layout as outlined in Clause 32 of the Special Provisions - General. Payment shall be made by a percentage of the lump sum price for the amount of work completed to the date of payment. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 1.6 PRE-CONDITION SURVEY Pre-Condition Survey shall be carried out to depict existing interior and exterior conditions of building, utilities, monuments, bridges, structural improvements, streets, driveways, sidewalks, within the area of influence of the work site and/or specified distances. The "area of influence" is that radius of distance adjacent to heavy construction, within which structures and property are subject to possible damage. The Pre-Condition Survey shall be completed on all structures, or part thereof, within 30 metres of any work, at a minimum. Additional inspections may be required, if deemed necessary by the Vibration & Noise Consultant commissioned to carry out this work. Qualitv Assurance A Vibration and Noise Consultant (VNC) with over five (5) years experience in loss control in urban areas shall be retained by the Contractor to complete this work. The person in charge shall be a Professional Engineer registered in Ontario. The Company shall carry Professional Errors & Omissions Insurance in the amount of $1,000,000.00. Procedure Immediately upon notice to proceed, all pertinent available data relevant to those applicable portions of the work and such other areas as deemed available to be Pre-surveyed is obtained by the VNC. Introduction & Notification A Letter of Introduction is hand delivered to all properties within the "area of influence". The letter contains pertinent information regarding the proposed work and advises the identity, telephone number and name of contact person capable of answering questions or addressing complaints. This letter serves to acquaint residents with proposed construction in the area. 1.6 PRE-CONDITION SURVEY CONTINUED I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS Inaccessible Properties Should access to a premises by the Inspector be prohibited for any reason, i.e., absent owner/lessor/manager; denial of authorization; vacant; safety hazard; in such case, particulars of efforts made to gain entry are recorded on the Pre- Condition Survey Summary Sheet as follows: . Time and date(s) of contact . Means of contact (in person or by telephone) . Authority (owner/lessor/manager) . Reason(s) for entry refusal or inaccessibility Photoqraphic Documentation Photographic equipment and materials used are capable of yielding high quality negatives from which detailed enlargements may be made. Pre-Condition Survev Report Documentation of exterior and interior conditions of each property/item surveyed includes, as a minimum: . Vintage and type of construction . Description/depiction/dimension of differential settlements (visible cracks in walls, floors, ceilings) or any other apparent structural of cosmetic damage or defect Copies of I ntroduction Letters, Notification Letters and Refusal Letters are to be included in the report. Completed Pre-Condition Survey data is to be assembled in a formal comprehensive report, including Summary Sheet. 100% payment of this Item shall be made on the first Payment Certificate on proof that the survey has been completed. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 2.0 REMOVALS & RELOCATIONS The Contractor shall notify the Contract Administrator in writing of all off site locations where the existing material and objects are to be disposed of. ITEMS 2.1 TO 2.4 ITEMS 9.1 TO 9.6 The unit price tendered for these items shall include all plant, labour, equipment and material to remove and dispose off site. The unit price shall include all material required to leave all areas of removal in a safe condition. In addition to these items being detailed on the Contract Drawings, the unit price tendered shall include the following: The unit price for Item 2.1 and 9.1 shall include removal of all stumps, trees and branches off site. The unit price for Item 2.2 and 9.2 shall also include removal of any existing post and wire fence. The unit price for Item 2.3 shall include removal of all existing culverts. The unit price for Item 2.4 shall include any saw cutting existing asphalt, as required. The unit price for Item 9.6 shall include grinding a minimum depth of 40mm of the full width of existing Baseline Road within limits of the Contract. The work will be completed in Spring/Summer 2007 and shall be coordinated with the Municipality of Clarington. The asphalt grindings shall be disposed as determined by the Contract Administrator. 9.5 RELOCATE LIGHT STANDARD The unit price tendered shall include all plant, labour, equipment and material to relocate the light standard on Clarington Boulevard to Stevens Road. The unit price shall include removing the light standards from Clarington Boulevard in the boulevard and island and temporary storing for re-installment. 9.5 RELOCATE LIGHT STANDARD CONTINUED I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS The u nit price shall include terminating, extending, and/or splicing the existing street light cable. Payment shall be made for the lump sum price. 2.5,9.6 2.6.9.7.9.8 TOPSOIL REMOVAL OFF SITE EXCAVATION & GRADING The unit price tendered includes all plant, labour, equipment and material to excavate, place material and grade to subgrade as detailed on the Contract Drawing and as directed by the Contract Administrator. The unit price for Items 2.5 and 9.6 shall include excavating the topsoil for the complete road allowances and removing off site. The unit price for Item 9.8 shall include removing the surplus excavation off site. The unit price shall include placing fill within the limits of construction to bring roads, boulevards, etc. to subgrade. The unit price shall include removal of any excavation not suitable for road subgrade as determined by the Geotechnical Engineer. The sub-excavation of deleterious materials and removed off site. The excavation of boulevards and entrances. The unit price shall include all fine grading required. Topsoil and any organic material will be removed within the road allowance prior to placing of any fill. The fill will be placed in layers of 200mm maximum and compacted to 95% Proctor Density. No payment is made of excavation for the construction of catch basins, catch basin connections, underdrains, or the removal of any obstacle. The unit price tendered for all these items are intended to include the excavation. The final quantity of excavation may vary considerably from that indicated on the Form of Tender. The Contractor shall have no claim for additional compensation because of an increase or decrease in the quantities. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 2.5,9.6 2.6.9.7.9.8 TOPSOIL REMOVAL OFF SITE EXCAVATION & GRADING CONTINUED No extra payment will be made for excavation around pipes or obstructions. The removal of Dixseal and/or asphalt concrete less than 75mm, the removal of concrete or asphaltic concrete in driveways or boulevard areas. All measurements of excavation shall be in cubic meters, measured and calculated from cross-sections taken before execution and the theoretical cross-section and grade indicated on the Contract Drawings. Measurement of excavation of unsuitable material below subgrade or in areas to be filled shall be calculated from cross-section taken before excavation or as determined by the Contract Administrator. 3.0 STORM SEWERS 3.1 - 3.7, 10.1-10.5 3.8 - 3.12, 10.6 -10.9 STORM SEWER PIPE SEWER MANHOLES These items are detailed on the Contract Drawings and in the Municipality of Clarington Standards and Specifications and OPSS, where applicable. The manhole and catch basin rims shall set to base course asphalt. For those sewer mains that are being constructed on existing streets, the unit price tendered shall include the complete restoration of damaged services, boulevards, roads, etc. to the satisfaction of the Contract Administrator. The unit price for Items 3.5 and 3.6 shall include all restoration on Highway NO.2 as shown on the Contract Drawings. The unit price for Item 10.1 shall include all restoration on Clarington Boulevard as shown on the Contract Drawings. The storm sewer construction in Highway NO.2 and Clarington Boulevard shall be with vertical trench methods meeting Ministry of Labour criteria. The unit price tendered for Item 3.0 and 10.0 shall include the cost for all aroundwater control reauired to complete the works. SEWER MANHOLES CONTINUED I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 3.1 - 3.7, 10.1 -10.5 3.8 - 3.12, 10.6-10.9 STORM SEWER PIPE The Contractor shall be responsible for ascertaining what method of groundwater control, if any, is to be used. The unit price included relocation of surplus trench excavation on site, as required. The unit price tendered shall also include plugs, connections to existing manholes, pipes, etc. to the satisfaction of the Contract Administrator. The first pipe entering and exiting all storm manholes shall have a concrete cradle and Class "A" bedding. All manholes shall be backfilled with Granular 'C' material to a minimum distance of 1.0m from the outside edge of the manhole. The supply and placement of all beddinq required in accordance with the Municipality of Clarington Standard for all trench conditions and/or as detailed on the Contract Drawings. Special attention is to be given to the proper compaction around manholes and other sub-surface structures. All storm sewer pipe and appurtenances shall be inspected by the Contract Administrator prior to installations. The supporting and/or removal and replacement of existing utility poles which may be required outside the limits of a vertical trench. All granular material used in the construction of storm sewer and/or appurtenances shall be compacted to 100% standard Proctor density. The backfill material shall be placed at a minimum depth of 1.0m above the crown ofthe pipe initially, compacted and then placed and compacted in uniform layers not exceeding 300mm to the top of the trench. The material shall be compacted to 95% standard Proctor density with the use of a mechanical compactor satisfactory to the Contract Administrator. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 3.1-3.7, 10.1 -10.5 3.8 - 3.12, 10.6 - 10.9 STORM SEWER PIPE SEWER MANHOLES CONTINUED The Contract Administrator shall have the compaction tested by an independent testing company at regular intervals. Where compaction is not to the specified density, the Contractor shall excavate the material and backfill and re-compact. The Contractor shall also pay for all tests which show inadequate compaction. The cost for such tests will be deducted on the monthly payment certificates. If backfilling occurs in the winter, the backfill material must be free from frozen lumps and the snow must be removed from trenches prior to backfilling. Special attention is to be given to the proper compaction around manholes and other sub-surface structures. The Contractor shall be limited to 75 metres of open trench maximum. The Contractor will be directed by the Contract Administrator's Representative to complete service connections and backfill with proper compaction if climatic conditions require. The Contractor will be responsible for additional road base due to improper sewer I service installation I backfill program. All storm sewer pipe and appurtenances shall be inspected by the Contract Administrator prior to installations. Measurement for Payment Storm Sewer Pipe The length of sewer mains for payment shall be measured horizontally along the centre line of the pipe at the finished ground level from the centre of the manhole orfrom the point where the type of bedding changes or from connections to existing sewers, as the case may be, to the centre of the next manhole or to the point where the type of bedding changes. Manholes Payment for manholes shall be paid by the lump sump as determined by the Contract Administrator. 3.13,3.14,3.15,10.11,10.12 3.16,3.17,10.13,10.14 10.15 CATCH BASINS CATCH BASIN CONNECTIONS CATCH BASIN INLET CONTROL DEVICE I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS These items are detailed on the Contract Drawings and in the Municipality of Clarington Standard and Specifications and OPSS, where applicable. The catch basin rim elevations shall be set as directed by the Contract Administrator. The unit price tendered for Items 3.13, 3.14 & 10.11 - Catch Basins, shall include the asphalt filler around the catch basin as per Standard Drawing C-305. The unit price for Item 10.15 shall be for installation of Catch Basin Inlet Control Devices Ipex Type 'A' or equivalent, as per Municipality of Clarington Standards. The ditch inlet catch basins, Items 3.15 & 10.12 shall be OPSD 705.030. All single, double and rear lot catch basins will be paid according to the unit price as shown on the Form of Tender. The unit price for Item 10.14 - catch basin connection to CB 12 & 14 shall include insulation as per Detail Drawing on the Contract Drawings. The length of catch basin connections for payment under this item shall be measured horizontally along the centre line of the pipe from the inside wall of the catch basin to the centre of the sewer main, or manhole or to the inside wall of the next catch basin as the case may be. 3.18 BREAK INTO EXISTING MANHOLE & REBENCH The unit price tendered for this item shall include all plant, labour, equipment and material required to break into and rebench the existing storm manhole. The manhole shall be rebenched in accordance with Municipality of Clarington and OPSD Standards. The unit price shall include plugs, concrete, etc. The unit price includes any appurtenances required to make the connection. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 3.19.10.16 TELEVISION INSPECTION The unit price tendered for this item shall include all plant, labour, equipment and material required to flush the storm sewer and perform a television inspection of storm sewers installed under this Contract. All catch basin connections, leads, and dead end stubs shall also be television inspected. The television inspection shall be performed by a company approved by the Municipality of Clarington and the Contract Administrator. A video tape of the inspection must be made in duplicate. The Contractor shall notify the Contract Administrator 48 hours in advance of the television inspection. The television inspection shall not be done until all underground services are installed under the trench excavation backfilled and compacted to road subgrade level or higher, but must be performed prior to completion of Granular '8' road base. The Contractor shall be prepared to T.V. the storm sewers at separate times in accordance with the Schedule of Works and as directed by the Contract Administrator. The Contractor shall T.V. the existing sewer upon completion of construction. Payment for this item shall be made for the exact length of storm sewer pipe inspected as determined by the Contract Administrator. DETAILED SPECIFICATIONS I I I I I I I I I I I I I I I I I I I 4.0 WATERMAINS 4.1, 4.2, 4.3 4.4, 4.5, 4.6 4.7 4.8 4.9,4.10 4.11 WATERMAIN PIPE AND APPURTENANCES GATE VALVES HYDRANT ASSEMBLY 50mm BLOW OFFS WATERMAIN SERVICE CONNECTION AND CURB STOPS CONNECT TO EXISTING PIPE In addition to these items being detailed on the Contract Drawings and in the Regional Municipality of Durham "Specification for the Construction of Water mains and Sanitary Sewers". The unit prices tendered shall include the following: Where PVC pipe is used for watermains and copper is used for water service connections, the following shall apply: a) All bedding required for PVC pipe shall be supplied and placed as per Drawings S-423 and S-401 for all trench conditions. b) Bedding for copper services shall be supplied and placed as per Drawing S- 428. The unit price tendered for Item 4.0 shall include the cost for all qroundwater control required to complete the works. The Contractor shall be responsible for ascertaining what method of groundwater control, if any, is to be used. The supporting and/or removal and replacement of existing utilities and/or utility poles which may be required within the limits of the trench. The work must be completed within the time frame as indicated in the Schedule of Works. The unit price includes relocation of all surplus excavation off site, as required. The unit price for the watermain items shall include cathodic protection in accordance with Region of Durham Standards. The unit price tendered shall include all vertical and horizontal bends, tees, plugs, concrete thurst block, restrainers, etc. The Contractor shall provide manufacturer Shop Drawings for 400mm CPP watermain. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 4.1, 4.2, 4.3 4.4, 4.5, 4.6 4.7 4.8 4.9,4.10 4.11 WATERMAIN PIPE AND APPURTENANCES GATE VALVES HYDRANT ASSEMBLY 50mm BLOW OFFS WATERMAIN SERVICE CONNECTION AND CURB STOPS CONNECT TO EXISTING PIPE CONTINUED The unit price for Item 4.11 shall include test pits dug to determine exact location, elevation and orientation. The Contractor shall be responsible for field measurement for connection to the existing watermain. The unit price shall include any required deflections to construct the watermain in the correct location. The unit price for watermain items shall include provisions for foam swabbing. The foam swabbing shall only be performed by an experienced pipeline cleaning company meeting the approval of the Region of Durham. The unit price shall include the installation and removal of temporary flushing hydrants as required. The unit price for watermain items shall include provisions for the cost of pressure testing, flushing and chlorination by the Region of Durham. The Region of Durham's invoice or the above cost will be deducted from the final payment certificate. The Contractor shall supply the Contract Administrator with a list of manufacturers, model no. and specifications for all watermain pipe, fittings and appurtenances prior to shipping to site. All watermain pipe and appurtenances shall be inspected by the Contract Administrator prior to installation. The backfill material shall be placed at a minimum depth of 1.0m above the crown ofthe pipe initially, compacted and then placed and compacted in uniform layers not exceeding 300mm to the top of the trench. The material shall be compacted to 95% standard Proctor density with the use of a mechanical compactor satisfactory to the Contract Administrator. The Contract Administrator shall have the compaction tested by an independent testing company at regular intervals. Where compaction is not to the specified density, the Contractor shall excavate the material and backfill and recompact. The Contractor shall also pay for all tests which show inadequate compaction. The cost for such tests will be deducted on the monthly payment certificates. 11.0 SANITARY SEWERS I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 4.1, 4.2, 4.3 4.4, 4.5, 4.6 4.7 4.8 4.9,4.10 4.11 WATERMAIN PIPE AND APPURTENANCES GATE VALVES HYDRANT ASSEMBLY 50mm BLOW OFFS WATERMAIN SERVICE CONNECTION AND CURB STOPS CONNECT TO EXISTING PIPE CONTINUED The Contractor shall be limited to 75 metres of open trench maximum. The Contractor will be directed by the Contract Administrator's Representative to complete service connections and backfill with proper compaction if climatic conditions require. The Contractor will be responsible for additional road base due to improper watermain / service installation / backfill program. 4.12 TEST POINT In addition to these items being detailed on the Contract Drawings and in the Regional Municipality of Durham "Specification for the Construction of Watermains and Sanitary Sewers", the unit price shall include: Upon installation of the test point temporarily backfilling and maintaining in an appropriate manner acceptable to vehicle and pedestrian traffic, as required. Upon completion of all testing re-excavation, removal ottest point and re-placement with brass plug and complete restoration as previously outlined. 11.1 -11.5 11.6 - 11.11 11.12 SANITARY SEWER PIPE SANITARY MANHOLE DROP STRUCTURE In addition to these items being detailed on the Contract Drawings and in the Regional Municipality of Durham's "Specifications for Sewers and Appurtenances", the unit price tendered shall include the following: The Regional Municipality of Durham "Specification for Construction of Water mains and Sewers" shall apply only to sanitary sewers. The unit prices tendered shall include the following conditions which shall supercede the requirements of the Regional Municipality of Durham "Specification for Sewers and Appurtenances". The unit price tendered for Item 11.0 shall include the cost for all qroundwater control required to completed the works. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 11.1 - 11.5 11.6 -11.11 11.12 SANITARY SEWER PIPE SANITARY MANHOLE DROP STRUCTURE CONTINUED The Contractor shall be responsible for ascertaining what method of groundwater control, if any, is to be used. The unit price includes relocation of surplus trench excavation off site, as required. The supporting and/or removal and replacement of utility poles which may be required outside the limits of a vertical trench. The supporting and/or removal and replacement of utilities which may be required within the limit of the trench. The manhole rim elevation shall be set to base course asphalt. The supply and placing of any sewer pipe required to connect to existing pipes, manholes, etc. to the satisfaction of the Contract Administrator. The unit price shall include for pre-manufactured tees and plugs in accordance with Region of Durham Standards. The supply and placing of plugs, pre-manufactured tees, etc. as required within the limits of the Contract. The supply and placement of all beddinq required in accordance with the Region of Durham Standards for all trench conditions and/or as detailed on the Contract Drawings. The complete restoration of damaged services, boulevards, roads, etc. as the case may be to the satisfaction of the Contract Administrator. The unit price for Items 11.1 & 11.11 shall include all restoration in Clarington Boulevard as shown on the Contract Drawings. The Contractor must maintain two way traffic on Clarington Boulevard. The unit price for Item 11.11 shall include connecting to existing sanitary sewer and maintaining the existing flows. The granular material used in the construction of sanitary sewer and/or appurtenances shall be compacted to 100% Standard Proctor density. 11.1 -11.5 11.6 -11.11 11.12 SANITARY SEWER PIPE SANITARY MANHOLE DROP STRUCTURE CONTINUED I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS The backfill material shall be placed at a minimum depth of 1.0m above the crown ofthe pipe initially, compacted and then placed and compacted in uniform layers not exceeding 300mm to the top of the trench. The material shall be compacted to 95% Standard Proctor density with the use of a mechanical compactor satisfactory to the Contract Administrator. The Contract Administrator shall have the compaction tested by an independent testing company at regular intervals. Where compaction is not to the specified density, the Contractor shall excavate the material and backfill and recompact. The Contractor shall also pay for all tests which show inadequate compaction. The cost for such tests will be deducted on the monthly payment certificates. The Contractor shall be limited to 75 metres of open trench maximum. The Contractor will be directed by the Contract Administrator's Representative to complete service connections and backfill with proper compaction if climatic conditions require. The Contractor will be responsible for additional road base due to improper sewer I service installation I backfill program. All manholes shall be backfilled with Granular 'C' material to a minimum distance of 1.0m from outside edge of the manhole. If backfilling occurs in the winter, the backfill material must be free from frozen lumps and the snow must be removed from trenches prior to backfilling. The frozen material and lumps placed on the lots from trench excavation shall be graded and distributed upon thawing in accordance with the standard section for rough grading the lots in this Contract. The work must be completed within the time frame as indicated in the Schedule of Works. Special attention is to be given to the proper compaction around manholes and other sub surface structures. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 11.1 -11.5 11.6 -11.11 11.12 SANITARY SEWER PIPE SANITARY MANHOLE DROP STRUCTURE CONTINUED All sanitary sewer pipe and appurtenances shall be inspected by the Contract Administrator prior to installation. Measurement for Payment Sewer Pipe The length of sewer mains for payment shall be measured horizontally along the centre line of the pipe at the finished ground level from the centre of the manhole, or from the point where the type of bedding changes or from connections to existing sewers, as the case may be, to the centre of the next manhole or to the point where the type of bedding changes. Manholes Payment by the lump sum as determined by the Contract Administrator. 11.13 TELEVISION INSPECTION OF SANITARY SEWERS The unit price tendered for this item shall include all plant, labour, equipment and material required to flush the sanitary sewer and perform a television inspection of sanitary sewers installed under this Contract as detailed in the "Standard Specifications for the Construction of Watermains and Sanitary Sewers". The television inspection shall be performed by a company approved by the Region and the Contract Administrator. A video tape of the inspection must be made in duplicate. The Contractor shall notify the Contract Administrator 48 hours in advance of the television inspection. The television inspection shall not be done until all underground services are installed and the trench excavation backfilled and compacted to road subgrade level or higher, but must be performed prior to completion of Granular '8' road base. 5.0. 12.0 ROADS & MISCELLANEOUS I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS The Contractor shall be prepared to T.V. the sewers at separate times in accordance with the Schedule of Works and as directed by the Contract Administrator. 5.1.12.1 FINE GRADING The unit price tendered under this item shall be considered to include all plant, labour, equipment, and material required to fine grade the roads in accordance with the Contract Drawings and as directed by the Contract Administrator. The extent of the work under this item shall contain the fine grading of the road to subgrade or subbase and boulevards as indicated on the Contract Drawings and as directed by the Contractor. The unit price includes relocating any surplus excavation on site to the satisfaction of the Contract Administrator. The Contractor shall grade the roads to eliminate any standing water during road construction. Any additional road base required due to wet I ponding conditions shall be the responsibility of the Contractor. The unit price tendered under this item shall also include the adjustments to grade of all Durham Regional water valve boxes to the subgrade of boulevards. Payment for this item shall be made by the square metre for the area from property line to property line within road allowance for the length required as measured by the Contract Administrator. 5.2,12.2 5.3. 12.3 SUPPLY AND PLACE GRANULAR '8' SUPPLY AND PLACE GRANULAR 'A' The unit price tendered under these items shall include all plant, labour, equipment and material required to construct the granular base course according to the Contract Drawings and Specifications and as authorized by the Contract Administrator. The granular shall be as per OPSS 314. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 5.2, 12.2 5.3,12.3 SUPPLY AND PLACE GRANULAR 'B' SUPPLY AND PLACE GRANULAR 'A' CONTINUED The granular 'B', Type 1 material shall conform to the gradation requirements of OPSS 1010, Table 2, with the following exceptions: The unit price includes water for dust control and compaction All granular material must be compacted to 100% Proctor density 5.4. 12.4 PERFORATED PIPE UNDERDRAINS This item is detailed on the Contract Drawings and in the Municipality of Clarington Standards and Specifications. The unit price tendered under this item shall be considered to include all plant, labour, equipment and material required to supply and install the pipe underdraings, to supply, place and compact the filter media, breaking into catch basins, storm sewers and/or storm sewer manholes, to supply and place the mortar to fill the remaining portion ofthe existing or cut underdrain connection holes and the removal and disposal of all excess material according to the plans and as authorized or directed by the Contract Administrator. The underdrains shall be installed with a track machine only. The use of rubber tired equipment on the subgrade is prohibited. The filter media shall be a granular 'A' material. The underdrain shall be factory wrapped with separate filter clothe conforming to the requirements of OPSD 1860. Payment for this item will be made for the exact length, measured in metres, following the grade of the road or pipe underdrain installed under this Contract and as determined by the Contract Administrator. 5.5, 12.5 5.6 CONCRETE CURB & GUTTER - (FULL) C-302 CONCRETE CURB & GUTTER - MEDIAN - OPSD - 600.080 These items are detailed in the Municipality of Clarington Standard Specification and OPSD as well as on the Contract Drawings. The unit price tendered shall include all plant, labour, equipment and material required to construct the concrete curb and gutter according to the Contract Drawings and as directed by the Contract Administrator. 5.5, 12.5 5.6 CONCRETE CURB & GUTTER - (FULL) C-302 CONCRETE CURB & GUTTER - MEDIAN - OPSD - 600.080 CONTINUED I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS Only track type curb machines are acceptable. The use of rubber tired equipment on the subgrade is prohibited. Payment for this item will be made for the exact length installed measured in metres as determined by the Contract Administrator. 5.7,12.6 5.9 ASPHALTIC CONCRETE BINDER COURSE ASPHALT DRIVEWAYS This item is detailed on the Contract Drawings and in the OPSS 310, 311 and 313 and in addition, the following shall apply: The Contractor must be prepared to place asphaltic concrete pavement, as required and specified by the Contract Administrator, and shall have no extra claim for compensation due to construction in separate stages or for all extra work previous laid asphalt work course, constructing extra joints, supplying and applying a "tack coat", as required and doing other similar work, if so ordered by the Contract Administrator. The unit price tendered under this item shall also include the adjustments to grade of all Durham Regional water valve boxes in order that they are flush with the finished asphaltic concrete pavement surface. 5.8 INTERLOCKING BRICK PAVER - ISLAND The unit price tendered under this item shall include all plant, labour, equipment and material to install brick pavers in the island as shown on Contract Drawings. The unit price includes: . Supply and placing of natural grey brick pavers in running bond pattern with a single soldiar course. . Supply, place and compaction of 150mm of granular 'A' bedding with 50mm of bedding sand. Payment shall be made for the m2 of brick pavers installed. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 5.11 GRADE DITCHES The unit price tendered shall include all equipment and labour to grade and match existing ditches on Green Road as directed by the Contract Administrator. The unit price shall include grading to subgrade and removal of surplus excavation off site. The ditches shall be topsoiled and sodded under other items. 5.10.12.7 CONCRETE SIDEWALK The unit price tendered under this item shall include all plant. labour, equipment and material necessary to construct concrete sidewalks and as shown on the Contract Drawings, as detailed in the Municipality of Clarington Standards and Specifications, as directed by the Contract Administrator and as outlined below: . The sidewalk adjacent to curbs shall be OPSD 310.020 . The sidewalks shall be constructed in accordance with Standard C-307. . The construction of sidewalk ramps as required. . The concrete works shall include reinforcing, as outlined on the Contract Drawings and Detailed Specifications. . All concrete shall be 30MPa. . Subgrade material to be well compacted, then dampened immediately prior to pouring sidewalk. . The Contractor shall be paid at the unit rate tendered for this item to do whatever is necessary to reconnect, in kind all private walks to proposed walks. . Payment shall be made for the actual quantity of restoration required to reconnect the walks, as determined by the Contract Administrator. . The excavation of boulevards, fine grading of base and removal of surplus material in preparation for sidewalk installation. 5.12.12.9 TOPSOIL (IMPORTED) The unit price tendered shall include all equipment, labour and material to impact and place screened topsoil as per Contract Drawings and the following: Screened topsoil shall be placed to a minimum depth of 100mm. 5.12.12.9 TOPSOIL (IMPORTED) CONTINUED I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS Subsection 570.05.01 of OPSS 570, August 1990 is amended by the addition of the following: The topsoil shall be tested to ensure there are no deficiencies with respect to fertility levels. The soil shall consist of a minimum 4% organic matter. The phosphorous level shall be 30ppm +/- 2ppm. The potassium level shall be 235ppm +/- 30ppm. The soil shall have a base saturation of calcium of 75% +/- 10%. The base saturation of sodium shall be a maximum of 0.5%. The pH level shall be between 6.0 and 7.0. A copy of the topsoil testing report shall be provided to the Contract Administrator. Payment for this testing shall be included in payment under the topsoil item. If the topsoil does not meet all of the fertility elements, the soils shall be treated with the required amendments as recommended by the topsoil analysis report. 5.13,12.10 SODINURSERY,UNSTAKED} The unit price shall include all equipment, labour, material and plant to sod as per Contract Drawings and the following: Subsections 571.07.05, 571.08.01 and 571.08.02 of OPSS 571, November 2001 is amended by the following: Replace "30 Consecutive Days" with "120 Consecutive Davs". Contractor should note that forthe purpose of calculating consecutive days, the winter dormant period shall be excluded (see Table No.1, OPSS 571). Clarington is considered to be in the 'Southern Ontario' area and the winter dormant period is from November 1 to April 30, inclusive. Payment shall be made for 50% of the quantity placed once deficiencies have been corrected from initial inspection and the remaining 50% shall be paid once all deficiencies have been corrected following final inspection at the end of the maintenance period. The Contractor shall be responsible for the full cost of replacing deficient sod as determined by the Contract Administrator. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 12.8 RETAINING WALL The unit price tendered shall include all plant, labour, equipment and material to supply and install the retaining wall as outlined on the Contract Drawings or equivalent. The retaining wall design must be certified by a Professional Engineer representing the Manufacturer. The Manufacturer must supply all detailed shop drawings for approval. The unit price shall include the following: . all excavation and relocation of surplus material on site, as directed; . base for the retaining wall, as required by the Manufacturer; . all granular backfill and filter clothe; . all required tie backs; . all perforated underdrains; . all backfill required. The Contractor must get approval of style and colour by the Municipality of Clarington. The unit price shall include a railing as per OPSD 980.101 with base plate installation as detailed on the Contract Drawings. Payment shall be made for the m2 of retaining wall. 5.15.12.11 TRAFFIC. STREET & DIRECTIONAL SIGNS This item is detailed in the Standard Contract Drawings and the unit price tendered shall include plant, labour, and equipment necessary to install the signs as detailed on the Contract Drawings, as per Municipality of Clarington and to the satisfaction of the Contract Administrator. Payment shall be for each sign installed in the Contract. 6.2. 13.2 PROVIDE & PLACE GRANULAR 'B' I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 6.0.13.0 ROAD CONTINGENCIES 6.1.13.1 SUB-EXCAVATE - SUBGRADE The unit price tendered shall include all plant, labour, equipment and material to sub-excavate the road subgrade as authorized by the Contract Administrator and Soils Consultant. The surplus excavation can be disposed of on-site. The item is a contingency item only, the quantity may vary and may only be used if specific authorization is received by the Contract Adminsitrator. The unit price tendered shall include all plant, labour, equipment and material to place granular'S' as additional road base, as authorized by the Contract Administrator and Soils Consultant. This item is a contingency item only, the quantity may vary and may only be used if specific authorization is received by the Contract Administrator. 7.0. 14.0 STREET LIGHT AND WIRING The items for street light installation, cable, and appurtenances are detailed on Contract Drawings EL-1 and EL-2. The unit price tendered shall include all plant, labour, equipment and material to complete all underground street light cable and street lights to the satisfactions of the Contract Administrator. The Electrical Contractor is required to submit sealed drawings to Electrical Safety Association (ESA) for review, approval and construction. The Contractor is responsible for all permits and cost. The connection and terminations will be completed by Hydro One. I I I I I I I I I I I I I I I I I I I DETAILED SPECIFICATIONS 5.16,12.12, 12.13 & 12.14 BOULEVARD TREES The items for supplying and placing boulevard trees are detailed on Contract Drawings LS-1 and LS-2. The unit price tendered shall include all plant, labour, equipment and material to install the boulevard trees to the satisfaction of the Contract Administrator. 8.0. 15.0 PROVISIONAL SUM The Contractor shall not be entitled to payment of any portion of the provisional sum unless he has received specific authorization from the Contract Administrator or the Municipality of Clarington to undertake any specified additional work. I I I I I I I I I I I I I I I I I I I CORPORATION OF THE MUNICIPALITY OF CLARINGTON CONTRACT NO: CL2007-27 GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION F . STANDARD SPECIFICATIONS (OPSS) (Municipality of Clarington) It shall be the Contractor's responsibility to obtain those editions current at the time of tendering, of the Ontario Provincial Standard Specifications (OPSS), and if applicable, the Municipality of Clarington Standard Specifications, where mentioned in the Contract Documents. I I I I I I I I I I I I I I I I I I I ~ 1 All precast components to be from approved suppliers., 2 Pipes must not enter at 0 manhole section joint. 3 Lift holes to be completely filled with mortar before backfilling. 4' Aluminum manhole steps as per OPSD 405.020. 5 Precast flat' top design only os approved. 6 For manhole depths greater than '5.0m safety grates required. 7 Max. spacing between safety grates is 4.5m. 8 For depths greater than 7.5m manhole to be custom 9 For benching detail see OPSD 701.021 (use pipe dia. 10 Compacted sand backfill within 1.0m of manhole. 11 Semi-cast manholes to be individuolly designed and approved. J 4- 4~ 1(," r;d---- WIN, ONE AOJUS'11.IENT UNIT. MAX. 300mm .... is l:! ~ :l! ~ 3Ot.tPa CONCRETE BENCHING 75mm OF' 19mm CRUSHER RUN UMES!llNE (COMPACTED) ON STRUCTURAU.Y SOUND GROUND 1480mm 'OIA. All dimension. are In mllllmet,.. unle.. Dfherwl.. noted. Cl on F1WlE AND COVER I>S PER C-I13 CONCRETE CNJ I.IORTAR TOP AND BOl'TOM ROWS ONLY <YANUFACTURER'S SE'AlANT TAPE BETWEEN ROWS) DU1SIOE OF BRlCKWllRK TO RECEM: 1WO COAlS Of BITUMINOUS PAINT WHEN MANHOLE NOT lOCATED IN ROADWAY 46/ j PRESS SEAL OR EQUIIIALDIT RUBBER GASKET (WATERI1G1l1) .a: ". . : _I .,.4" POURED CONCRETE CRADLE TO 1 at: JOINT :... ", SEE NOTE " . ,I .......~ '. PRECAST TOP FLAT designed. + 100mm for max hole size). Services De artment ........NO. -. D<IE ..- D<IE APRL 2004 1200mm PRECAST CONCRETE MANHOLE C-1 01 Il!.QIES 1 All precast components to be from approved suppliers. 2 Pipes must not enter at 0 manhole section joint. 3 Uft holes to be completely filled with mortar before backfilling. 4 Aluminum manhole steps os per OPSD 405.020. 5 For manhole depths greater than 5.0m safety grates required. 6 Max. spacing between safety grates is 4.5m. 7 For, depths greater than 7.5m, or where directed, manhole to be custom designed. 8 For benching detail see OPSD 701.021 (use pipe dia. + 100mm for max. hole size) 9 Compacted sand backfill within 1.0m from manhole. 10 Semi-precast manholes to be individually designed and approved. I I L- t.l1N. ONE ADJI.JS1'WENT UNFI'. MAX. 300 mm " I " ~ I I I . " 1-.50 I I I I I JOMPa CONCRETE BENCHING PRECAST BASE 8 I I I I I I I All dlm.nl:lons a,.. In mnUmetn. unl... otherwl.. not.d. Clarin on I ...... F'RAME AND COVER /IS PER C-,,3 CONCREIE CAP l.tORTAR TOP AND BOTTOl.t ROWS ONLY (l.tANUFACTURER'S SEAlANT TAPE BEtWEEN ROWS) OUTSIDE OF BRICKWORK TO RECEIVE TWO COATS OF BmJUINOUS PAINT WHEN MANHOLE NOT lOCATED IN ROADWAY PRECAST TRANSIIlON SWl '., PRESS SEAl. OR EOUIIIAlD/T RUBBER GASKET (WATERTIGHT) .. .~: " . '.. ,"j .,.A- . , .... POURED CONCRElE CRADLE TO 11t JOM' 7Smm OF 19mm CRUSHER RUN Ul.tESTONE (COI.IPACrnl) ON S1RUCTURALlY SOUND GROUND Services De artment -.... -..... 1500 TO 3000mm PRECAST CONCRETE MANHOLE I .......... :IE APRIL 2004 C-102 I I I I I I I I I I I I I I I I I I I 115 840~ r-610~ r'15 ~ CATC!< BASIN I '''~ ,~f~1 ~ '" I ~..: i;.. "4 " '.~ .~. " tOOmm PERfORATED SUSORAIN ,', iD '" ...-; -;'" ,', '.. 200mm SOUD WAlL P\IC PIPE: :~~ ;.,' . ..~ '" , '. ;:. ~: '~.' ~> . ~., : ';" '. ~. - .... ....,. ..' ...;......:" :.', ".. "'. ; ~:: ~:~: "':'::~~.:':-:--~ .. . .' ..~~ . ,--.-. .: J.... ~', ..:..: ._..' " _ I iii 75mm OF 19mm CRUSHER RUN UIlESTONE (COMPACIED) SECTION B-B SECTION A-A B A A " . I I NOTF~ 1 All precast components to be from opproved suppliers. 2 Compacted sand backfill within 0.3m of catch basin. 3 Refer to C-109 and C-305 for additional details. 4 Invert of sub-drain and theobvert of catch basin lead ore to be level. B PLAN 5 ' Uft holes to be completley filled with mortar before backfilling, All dlm_nelons are In mllllmetre. unl... otherwl.. noted. Clarin ton Services De artment _NO. -- ..... APRIL 2004 SINGLE CATCH BASIN C-104 I I , ~ 1700 r 115 ~5'D II M:::1 ... '. " ..>, ,.. .' .;. -'. ',' '. ":"f. . ;;.. _.- , 00mm PERfORATED ..:~. SUBDRAlNS 115 840 510 I I .:~. :~~: ,. '. , . ., . o. m '" .. ~ '. ". ~.' ~'. ~, ~:. ..Of' I SUB~ I 250mm SOUD WAU.. PYC PIPE " 0,--- " \ , I \ I "..... / --~ 250mm SOUD WAlL F'\IC PIPE ". r: .:~,: . " -:.. ;. .. " I ,:~;.,. -"." I -j";.. .~.~::.;:.~:/~ ""'~":" . . >.' ". .... I "'~ \.., 0; : ".~-:t.,:,;..:.-.:~ .: 150 :':~.'" ',,;.- ,::".;:.: -:.;.:. .::.~..~ o':. .... ...~.. '" . , '-~:.':~..~>i:"~: ."~ ~~. . III . aG:.--r . ... . -=.. .!:mbi! ! _ !N. I~. e SECTION A-A l_ ~ ,_ _ ~ ~ SECllON B-B UMESTONE (COMPACTED) .... ."c-. ~~, :"."'; I I I A I B B BEAM I I A NOTES PLAN 1 All . precast components to be from approved suppliers. 2 Compacted sand backfill within O.3m of catch basin. 3 Refer to C-109 and C-305 for odditional details. 4 Invert of sub-drain and the obvert of catch basin lead are to be same elevation. 5 Lifting hales to be completly filled with mortar before backfilling. I I I All dimension. aA In mUllmefnll unless otherwl.. nated. Clarin ton Services De artment _NO. ....... .... I DOUBLE CATCH BASIN I ____ DATE APRIL 2004 C-105 I I I I I I I I I I I I I I I I I I I COMPACTED 19 mm CRUSHER RUN UI.IESTONE 91lX SPD w COIIPACTED SAHIJ 98X SPD ..-..... . ~.", .... . .... ,," ~.:: .....;..,~~ ",. :'f' ,.- . .. ", ........ ",. :.... ".. .' '.. :".;' '.~'" ..... . .~;,. . '.. ,.....' :<1 "~ ...._.., .. :.J...,:" &;'" 'i of .~. . . ......;. . ...... .":.; -'. ..", .' .' . j : ....~. ~~. ; . :.' .:.'~oI. CLASS B BEDDING BEDDING AND CLEARANCE INSIDE PIPE .DIAMETER UP TO 900 1050 AND lARGER d(....) 100 150 . (lllN) 300 SOD All dlmenllons are In mUUmet.... un.... otherwl.. noted. Clarin n Services De artment _NO. STORM SEWER TRENCH BEDDING I 3DO d I - .... C-108 I I I I IAANlJFACTURED SANCED P.V.C. SLEEVE (WAmmGHT) I I I SCUD WALL P.V.C. CATCH BASIN lEAD (S.C.R. 35) I I I STORM SEWER 19mm CRUSHER RUN UMESTONE TO TOP OF PIPE, COWPACTED TO 9BX SPD ". I ," .' ~ ........ 'II' .....d. '. ~.' I I I I NOTES 1 Pipe to enter catch basin at right angle 2 250mm dia. lead for double catch basin. 3 200mm dia. lead for single catch basin. I I All dlmen.lons an In mHllmetna unl... otherwise noted. Clarington P.V.C. STREET CATCH BASIN CONNECTION CATCH BASIN ,"1,- ..' (;.~.~::';.; , :;..~,..:: "!t /~r? ,..~.~~. ~:~~~: :~;'i~ . .::;:. ~ .A~ ,.... ..~.; .r. :'~:i:~' "'" ,'~. . " E ineertng Sennces De arbnent _NO. -- I I C-109 I I I I I I I I I I I I I I I I I I I FRAME PLAN 4.5mm \!AX. ClEARANCE 5' .7. ~ 624 .578 I~ II 57. 867 900 SECTION A-A "STORM" YEAR OF CONSTRUC110N COVER PLAN 11 ,: MI ~.~I ,.-11- 27 .'3 SECTION B-B I r I=P NOTES , A1lowoble tolerance for dimensions of 300mm or less is :l: 3mm. 2 Allowable tolerance for dimensions greater than 300mm and up to 900mm i5 :!: 6mm. 3 The name of the manufacturer is to be distinctly cast in raised letters. 4 The designation "STORM" and year of construction are to be distinctly cast in raised letters. ROUND MANHOLE FRAME AND COVER All dlm.Mlans are In munmetre. unl." otherwl.. noted. Clarin on - .... APRIL 2004 Services De artment _Ill. _ D<IE C-113 I I - I I I I I I I I I I I I I I I I I r GALVANIZED METAl.. LOOP / / 0"'-75rnm 25rnm A ~ 8 ,., 0 T I 0 I I I I I I I I I I I I N -= 0 0 ----------- o o ~ SECTION A-A <20 FRAME AND PLATE ELEVATION NOTES 1 Scepter or opproved equivalent. 2 All angles. bars and plate to be PVC material. 3 Secure Yiith SOmm galvanized lag bolts with anchors. 4 All surfaces to be solvent welded, to be treated with PVC primer prior to application of PVC solvent welding cement. S Locate in catch basin with centre of opening at centre of outlet pipe. 6 Size of opening varies with flow requirements. All dimensions are In mllllmetru unl... atherwl.. noted. Mu Services De artment ........ -NO. ..... MlE CATCH BASIN INLET CONTROL DEVICE -- C-116 APRR. 2004 I I I I I I I I I I I I I I I I I I I CURS AND GUTTER 150 MIN. GRANUlAR 'A' a.cKFlLL OR APPROVED EQUIVALDlT l00mm CORRUGATED, SLClTTEO PlAS1IC PIPE WITH FACTORY INSTAll.fD FILTER FASRJC. ~ 1 Subdrains ore to run continuous on both sides of rood. 2 All subdrains sholl hove sufficient grode to droin into catchbasin. 3 Subdroins ore to be installed in 0 trench condition. 4 If odditional depth rood granulars used, subdroins must be lowered accordingly. 5 Proper connections ore to be used when splicing sections together. M All dlmenslone. are In millime"", unl... otherw18. noted. Clarington Serrices De arbnent -... PERFORATED PLASTIC SUBDRAINS ........ DQE .. APRIL 2004 C-301 I I I I I I I I I I I I I I I I I I I .... . ....... 17 25 DRIVEWAY DEPRESSION 25 v....,. . ," .-.. ..~. .....,. ;,; ;.~.'.<. .~:.':~..::. ..~..: ::.:. .~-~ .,": ~'...:. '~~': :"< '~1,' . . -.', . -"\,,' ';., ..... ..-. .~..;. . ".'.",,, ~.' ". .,.... ~'.. ~: 3 0 ,.... ..... .:..... .. .~... ... . . . SIDEwALK LEDGE (5EE NOTE . STANDARD CURB AND GUTTER R-2 DRNEWAY DEPRESSION ASPHALT .... .," :'" ~~'.: . ....... . .... ~... ",. .: ..... '......., .... ~.."." .... ":... ...... . .Jl: .. '. ~~. .: :"".1 .'. .. .- . ,..~.., .' ..~ .. ". .. ",," '""." ",.," ..~ :"~. .:",. 1~." .'. ....: .......: :. .... . . .". ".~ '.' . . .:. ~ BARRIER CURB NOTES 1 Concrete shall conform to OPSS specifications (30MPa, 7% :1:1.5% air). 2 Contraction joints every 3.0m (maximum). Saw-cuts to be 25% of total depth. 3 Curing compound is to be sprayed on within one hour of finishing. 4 Additional width required where curb is adjacent to sidewalk. All dimensions are In mUll metres unless otherwl.. noted. Services De artment IItwSKlH,MO. ............. STANDARD CURB AND GUTTER """"""''''''' APRIL 2004 C-302 I I I I I \: ---'~-~ \ CB FRAlAE TO BE CORRECll:7 AUGNED WITH PRECISr . I r\1 I [\L I I I L_ -' I I I I I I I I I I I I I I I I I I I B . . A SEE Non: 2 B PLAN '. l" .~:~ '. ,.< ." .. SECTION A-A --/1 I ~I ~SH~ AA~ [A -1j I I 2 CURB ENOS TO BE t.lAOE: VERI1CA1. (FWSH) AT T1WE OF POURING. TOP CURB TO BE AUGNED ACCURAlELY WITH BASE CURS. 1.2m FULL OEPTH EXPANSION JOINT .. .< :~ " " . '-,' .... ~~ ;'" ~TOP_ EK7t1'OLf ROWS ONLY '(WANUFAC'IIJRER'S SEALANT TAPE ;" BETWEEN ROWS) ~;" :', ,. ~f' . ,,', SECTION B-B NOTES 1 For grote specifications see OPSD 400.010. 2 Stage I - temporary asphalt filler around catch basin including full curb. 3 Stage II - remove asphalt filler and complete curb in one pour. on All dlmen.lon:s are In mllllmetras unl." otherwise noted. Services De artment ....... NO. ....... """ -..'" APRIL 2004 CURB AND GUTTER DETAIL AT CATCH BASIN C-305 I I I I I I I I I I I I I I I I I I I I PROI'ERTY u~ WJClM1J1.4 SPACING Of" 30m BETWEEN EXPANSION =\- .JOINTS IHD WHERE: S1DEWAlJ( ABUTS N<< RIGID STRUCTURE - - 1.B 1.0 ISI CONCRETE INFlLL OEPRESSED CURS CONTRACTION JOINTS (TYP.) 1.0 ... !i 0.70 2lI: I ':., .. . ....... . ._. ,<II . '.~ ~ . , 'I" ...... ;.....:. .... ..... + of.:, ~ COMPACTED NATIVE MA'IERIAL (SEE NOTES 1 _ 2) 130mm 150mm AT DRIVEWAYS !llQlli 1 USB 100mm compacted granular 'A' if native materiol is deemed unacceptable by the Municipality. 2 Subgrade materiol ta be well compacted, then dampBned immediatBly prior to pouring sidewalk. 3 Concrete sholl conform to OPSS specifications (30MPa, 7% :1:1.5% oir). 4 Curing compound to be sprayed on sidewalk within 1 hour of finishing. 5 Expansion joints to be be ploced full depth of sidewalk. 6 Contraction joints to be 25% of full depth af sidewalk. 7 Surface of sidewalk to hove a broom finish. All dlmenelons are In metrn unl... otherwl.. noted. Clarin on Services De artment _NO.. STANDARD CONCRETE SIDEWALK .............,., C-307 APRIL 2004 I I I I I I I I I I I I I I I I I I I 1 BASE ASPHALT JOINT EXIST1NGSURFACE ASPHALT TO BE REMOVED PROPOSED PAvaAENT '00 40mm HL.J All. EDGES 10 BE PAINTED W!TH A BllUlllNOUS EIIUISION SECTION A-A All dimensions ani In mlDlmetres unle.. otherwl.e. noted. M TO BE REUOVED EXIST1NG PAVDlENT EXlSIING PAVEMENT Serrices De arbnent -... -...., - APRIL 2004 SURFACE PAVEMENT JOINT TREATMENT C-311 I I I I I I I I I .' I I I I I I I I I CURB CURB 2.0 2.0 o ,...: x o CI:: <L <C CU B URB SIDEWALK TYPIcAi:Si'GN LOCATION. ~TYPICAL SIGN w LOCATION. z I:J Ii C! w z I:J IB ::= Vl URBAN WITHOUT SIDEWALK URBAN WITH SIDEWALK CROSS MOUNTING BRACKET NOTES SEE NOTE co ci o 10 LO " c:i Sign material blanks and reflective sheeting must meet or exceed current Ministry of Transportation Ontario Specs. No overlapping of refiective sheeting will be permitted. POST CAP 2 A sched.41ll:. of signs must be approved by the Municipality SEE NOTE 3 before dnt order is placed, 3 Ra1 on local road. Ra101 on collector road. 4 75mm~x 3.66m 3.5mm THICK GALVANIZED STEEL POST 5 Street signs at collector road junctions are to be 2DDmm. 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CI)"D -ull: o "- 0 6 UIIF5 =.t::. <(01 Z ~ N <( ~Dro ppe d curb at. entrances Note 2~ ~ 250 .. .. \ k150 r- 150 R=5mm 1.\. J" ...<....::--..:..,:,. o \''''(>;...... R ;.... ;i}f;';;Y:;' ;i~ ~ . i~5~;~:,;ii?:;1 I . /i,. .'., ,." . '-.'i' J LLI..:.......:......",.:.,..:..:J /5-11-\ . -1501- For flexible .. L-l-[275 ----! povement For rigid pavement 25x75mm keyway centred in concrete base Nate 1 and 3 I ~. I I I I I I I --- I- I I I I I I ~. I I I Thickness of adjacent sidewalk 1 10 N ,., o 10 N NOTES: 1 . When curb and gutter is adjacent to concrete pavement or base, this drawing is to be used in conjunction with OPSD-552.010 and 552.020. 2 Flexible and composite pavement shall be placed 5mm above the adjacent e~ge of g~tter. 3 For slipforming procedure, a 5:1: batter is acceptable. A Treatment at entrances shall conform with OPSD-351.010. 8 Outlet treatment shall conform with OPSD-610 Series. C The length of transition from one curb type to another shall be 3.0m. except in conjunction with guide rail, it shall conform to OPSD-900 Series. D All dimensions are in millimetrs unless otherwise shown. ONTARIO PROVINCIAL STANDARD DRAWING CONCRETE BARRIER CURB WITH NARROW GUTTER April 1999 OPSD - 600.080 I I j I I I I I I I I I I I I I I I I I '.., Tapered top See alternative C . 1 " ~1200 Riser sections as required . ... ,.' Monolithic base' with inlet end outlet openings to suit See alternatives A C1nd B J mox ". .., Bench or sump os specified 300mm, Granular bedding . '.~..~ : . ,~;"~,' .. ~. +. ~......, , ,.....,.'::.. ..... "';'" . Typ --I. . _ '-:'.. ."'~. .II. _~ ~": _ F"-= ".:._ ~:' .'-:-~''''.:. "_:....:~..~ c.::-" . -==-"-:-:&'40.- -'!:' ~ NOTES: 1 The sump is measured fram the lowest invert. A Granular backfill sholl be placed to a minimum thickness of 300mm all around the maintenance hole. S Precast concrete components according to OPSD-701.030, 701.031, or 701.032. C Structure exceeding 5.0m in depth to include safety platform according to OPSD-404.020. o Pipe support according to OPSD-708.020. E For benching and pipe opening details, see OPSD-701.021. F For adjustment unit and frame installation see OPSD-704.010. G All dimensions ore nominal. H All dimensions are in millimetres unless otherwise shown. ONTARIO PROVINCIAL STANDARD DRAWING PRECAST CONCRETE MAINTENANCE HOLE 1200mm DIAMETER -------- .., : .' ... 300mm Note 1 + . .. "! ". ....~ <t ~.. ,.',. ", :.r P':' ,.-.' "~ ..,' ~ . ..,. . ..':"'f "'51-"-' _. .... - .......~. ~.::- . ';""';"-~~~-;,:~-..::t..::....:.d Granular bedding SUMP DETAIL ALTERNATIVES Bottom riser section with inlet and outlet openings to .1 Bench or sump os specified . ~1200 ~. ,. #. .' . .I + I. '" . . ,4.:'" ...'; ...;00..,': t:'., r .4"' ,~'~~,'od. :.,t. :..:' " L-7~'-----4&...J Granular bedding A PRECAST SLAB BASE Riser section ~ Bench or sump as specified 275 .:,. 1& ,..'.t4. 300 ." - --,.... "-"'".', ."., - ':II Ste~~ :~f~~;':::"""~~~nulor os specified bedding B CAST -IN-PLACE BASE flat cop Riser section ~ . C PRECAST FLAT CAP Nov 2004 OPSD 701.010 I I I I I I I I I I I I I I I I I I I 7. Wye connection 8. 45~ bend MAXIMUM SIZE HOLE IN THE WALL IN 6. Dead end ~ i:: .~: ;'.~.:. o max 0/2 min Section 50mm min Maintenance No. 1-4 No.5 & 6 Hole Diameter 1200 700 860 1500 860 1220 1800 1220 1485 2400 1485 2020 3000 1930 2450 3600 2195 3085 PRECAST RISER SECTIONS No.7 Inlet Hole Outlet Hole 700 860 860 1170 1220 1485 1485 2020 1930 2450 2195 3085 No.8 780 960 1220 1760 2300 2730 NOTES: A Concrete for benching to be 30MPa. B Benching to be given wood float finish. channel to be given steel trowel finish. C Benching slope and height to be as specified. D All dimensions are nominal. E All dimensions are in milimetres unless otherwise shown. ONTARIO PROVINCIAL STANDARD DRAWING MAINTENANCE HOLE BENCHING AND PIPE OPENING DETAILS Nov 2004 OPSD - 701.021 I I I I I I I I I I I I I I I I I I I Opening Dimensions Grote o Type Slope 2H:1V 3H:1V A 4H:1V 6H:1V 8H:1V 10H:1V HOR u [ ~ I L ,.... ~. r f "'" I Note 1 I 185mm2/m 1 [ eoch~ L 600 -! 150 ~ L . ----__J r~~O:d';S _ . . Typ . ... ,'. ". ,:....: ::.,. ~:.~ r..:.:........:.l 1..-.:...--__;....__.:...__....:._-' _______ Granular ---t::::.""-.:...--..:....:...__.:....._;..._.:l ~ bedding A FRONT VIEW A ~ 774 sf Co ~ Ii o "C ~ > o E E o '" 150 NOTES: 1 Outlet hole size 525mm moximum diameter, location as .required. A Where inlet is placed across ditch end is accessible to vehicular traffic, grating slope is to be 6H:1V or flotter. S Center reinforcing in wall and slob :!:25mm. C Granular backfill ta be placed to 0 minimum thickness of 300mm 011 around the ditch iniet. o Grating accarding to OPSO-403.010. E Pipe support according to OPSD-708.020. F All dimensions are nominal. G All dimensions are in millimetres unless otherwise shown. 670 632 618 608 605 603 600 52 71 78 83 85 86 87 ONTARIO PROVINCIAL STANDARD DRAWING PRECAST CONCRETE DITCH 600 X 600mm INLET b 600 x o E E o .,: -. E Co E E o ~ o m '" o on SECTION A-A 150mm overlap, Typ ",d <tI . WWF 185mm2/m each way . . '. SECTION 8-8 Nav 2004 --------....- - - -- OPSD 705.030 I I I I I I I I I I I I I I I I I I I CORPORATION OF THE MUNICIPALITY OF CLARINGTON CONTRACT NO: CL2007-27 GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION G. GENERAL CONDITIONS OPSS General Conditions of Contract (September 1999) although not attached are considered part of this Tender. I I I I I I I I I I I I I I I I I I I I CORPORATION OF THE MUNICIPALITY OF CLARINGTON CONTRACT NO: CL2007-27 GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION H. REGION OF DURHAM DESIGN SPECIFICATIONS AND STANDARD DRAWINGS FOR REGIONAL SERVICES It shall be the Contractor's responsibility to obtain those editions current at the time of tendering. 30 I ~ ~ I I I BEDDING MATERIAl. f>S PER S-401 STANDARD 'y' FITTING fIDlERSED SEE NOTE 8 STANDARD '8' ELBOW 20 MPa CONC. (150 mm) TO UNDISTURBED selL I TYPE A I BEDDING MATERIAl AS PER 5-401 STANDARD 'Y' FITTING REVERSED STANDARD '5" ELBOW SEE NOTE 5 STANDARD 90" ELBOW CONe. FlLLET 20 MPa CONC. ('SO mm) TO UNDISTURBED SOIL TYPE B NO TEES SHALl BE USED (TYP.) ~ I I I G MATERIAL f>S PER S-401 SEE NOTE 5 20 IdPa CONe. (150 mm) TO UNDISTURBED SOIL I SECTION A-A A DROP STRUCTURE TYPE A OR B I 2 MAINTENANCE HOLE STEPS REQUIRED WHERE'D' EXCEEDS 1800 mm I I I I A ..E.I.8t1 I TABLE OF MINIMUM DIMENSIONS " MAXIMUM VELocmES OROP. PIPE TYPE 'A' TYPE'S' MAX. VElOCITY GRADES NOT OIAUETER '0' 'L' '0' 'L' Ml5 TO EXCEED 200 600 7SO 1200 '050 1 '2 I.BO% 280 636 801 1275 1050 1 55 1.60% 300 6~9 900 '425 1125 1 70 1.50" 375 900 1125 1675 1200 1 92 1.'2% .450 975 1200 2025 1275 2-16 1..42" GRADES BASED ON MANNING FORMULA AT 82% FlOW. I I DROP MAINTENANCE STRUCTURES FOR HOLES ALL DIMENSIONS IN UIWMEiRES EXCEPT WHERE NOTED. OWG. DATE: 1978 0.3 RE1IlSlON NO.: 9 REV. DATE: 2002 10 ~ N.T.S. I I BfDOING MATERIAL f>S PER S-401 SEE NOTE 5 20 MPa CONe. (,:so mm) TO UNDISTURBED SOIL SECTION B-B NOTES: 1. FOR SEWER SIZES UP TO 450 mm OIA. THE DROP PIPE SHALL BE THE SANE SI2E f>S THE INlET PIPE. FOR SEWER SIZES GREATER THAN 450 mm THE DROP PIPE StWJ. BE ONE SIZE SMAULER THAN INlET PIPE. 2. OBVERT OF 0Il0P PIPE SHALL BE LEVEL WITH 08VERT OF OUTLET PIPE AND BENCNED TO THE OBVERT OF THE OUTLET PIPE. 3. OROP STRUCTURE SHALL BE ENCI>SED IN A MINIt.fUM OF 150 mm Of 20 ..Po CONCRETE. MAINTENANCE HOLE STEPS SHALL BE PROVIDED ON OUTSIDE FACE OF MH. DROP STRUCTURE SHALL BE STRAPPED TO STEPS WITH STAINLESS STEEL BANOS. .. MAXIMUM \/El.OCmES SHOWN IN TABLE INDICATED THE MAX. FLOW \IEL.OCITY IN INCOUING PIPE WITHOUT O\IERSlHOOTlNG. 5. AOJUSTUENT IN '0' AND 'L' SHALL BE MADE THROUGH THI5 SECTION OF PIPE. 6. AI.l CONCRETE IN DROP STRUCTURE SHALL BE 20 UPa AT 28 DAYS. 7. IdtNIUUN DIMENSIONS 8f>SED ON USE OF STANDARD CONCRETE FITTINGS. 8-107 I I I I I ~O.D. + 600-j I <MIN. 900) I PlAIN OR REINFORCED CONCRETE MIN. 15 MPc CONCRETE ARCH DRY TRFNCH 19 mm CRUSHER RUN UMESTONE COMPACTED TO 98 " PROCTOR D[NSITY WIT TR(.:'N~H HLB BLEND OF CRUSHED CLEAR STONE CONCRETE ENCASEMENT OT DETAIL 1. PVC WATERMAlN MAY NOT BE CONCRETE ENCASED. 2. CONCRETE ENCASE"'ENT OF GRAIIITY SANITARY SEWERS MUST EXfEND FRO", PIPE JOINT TO PIPE JOINT. 3. THIS OETAlL APPUES TO PROPOSED PIPING ONLY. r-O.O. + 6QO~ r--O.D. + 6QO~ I (MIN. 900) I I (MIN. 900) I 1 ~:~?f@~~;~:~i~;;;~i:l~::~ ~~6~~~~P=TY :,:t~1f~s~J:J;~~:j;:J.itf;!;H:; I t ...,............. .,..."......,...,.. 19..." CRUSHER RUN . .,............,..., -. ........"... t UMESTONE COMPACTED TO 96 " PROCTOR DENSITY I I I I I I I I I CLASS A REINFORCED A, m 1.0" Lf m 4.6 REINFORCED A, m 0.4" Lf _ 3.4 PlAlN 4- 2.6 SAND COVER COMPACTED TO 9"" PROCTOR DENSITY r--O.D. + 600~ I ("'IN. 900) I ~1~I:~{~~~1.::;it{0ifj~~~! 1 ~'. ,. . . ':'.:'~~:' ::.:;~; w.#....;, ..,......., .::~.~H.k::.. .:r -";>.~.~::"':'.. . :'"~:.~.: \.~::.:.::.: :;:.:...:.::':~.; ~\" ~ ...'-' ~~ SAND BEDDING AND CO'VER COMPACTED IN 150 mm LAYERS TO 9"" PROCTOR D[NSITY DRY TRFNCH 19 mm CRUSHER RUN U"'ESTONE COMPACTED TO 96 " PROCTOR DENSITY WET TR~NCl-l HLB BLEND OF CRUSHED CLEAR STONE 100 ! CLASS B CONCRETE AND CPP PIPE CLASS D DUCTILE IRON AND COPPER PIPE Lf .. 1.9 LEGEND O.D. - OUTSIDE DIAMETER OF PIPE Lf - LOAD FACTOR As .. AREA OF STEEL NOTES WET TRENCH HLB BLEND OF CRUSHED CLEAR STONE ,. BEDDING MATERIALS SHALL BE FULLY EXfENDED AND COMPACTED AGAINST TRENCH WALLS. BE:DDlNG MATERIALS SHALL BE: PlACED AND COMPACTED IN 1 SO mm LAYERS. 2. NO NECHANlCAI.. COWPACTION EQUIPMENT SHALl.. BE USED ON TOP OF PIPE PRIOR TO PlACING A UINlUUM OF 300 mm COVER. 3. PIPE SHALL BE BEDDED TO PROPOSED UNE AND GRADE WITH UNIF'ORU AND CONTINUOUS SUPPORT FROM BEDDING. BLOCKING WITH N/y HARD OBJECT SHALL NOT BE: USED TO BRING THE PIPE TO GRADE. 4. 19 mm OIA. CRUSHER RUN UUESTONE TO OPSS 1010 - GRANULAR A SPEC. - TABLE 2 (WHEN SPECIFIED). 5. HL B BLEND CRUSHER CLEAR STONt TO OPSS 1033 - TABLE 2 (WHEN SPECIFIED). 6. CONCRETE TO OPSS 1350 (WHEN SPECIFIED). AU. DIMENSIONS IN U1WWETRES EXCEPT MiERE NOTED. DWG, DATE: 1978 03 RE'.1SlON NO., 7 REV. DAlE: 2005 05 SCAl,E, N. T.S. I I I I I WORKS DEP A1RTMENT DRY TRENCH PVC CLASS P PE AND VC PIPE SANITARY, (MAIN AND AND CONCRETE STORM AND WATER SERVICE) TRENCH BEDDING ENCASEMENT DETAILS 8-401 I 1- \0 mm WAlER SER"'CE - ~ \ COllPORAl1ON MAIN STOP &: APPROVED SADDLE I WATERMAlN ~ 1 I RESTRAINED PLUG SER"'CE BOX 8 l!! z :; 50 mm DRAINING QJRB STOP 50 mm COPPER SERVICE PIPE ~-Q\~~ MAIN STOP " APPROVED SADDLE I I 1 I 50 mm - WATERMAIN 1 ANCHOR lEE &: VALVE OR TEE &: RESTRAINED VALVE I 100 mm TO 300 mm WATER SERVICE "7 I I ~ 19 mm CLEAR CRUSHED STONE 50 mm x 150 mm X 300 mm CEDAR BLOCK BLOWOFF SER"'CE BOX 8 l!! ;;; :> 100 mm TO 300 mm WA lER SERVICE 50 mm DRAINING CURB STOP 50 mm COPPER7 RESllRAlNED CAP 1/// I I I WA lERMAlN 50 mm CORPORA nON UAINSTOP GAlE VALVE &: BOX AS PER S-4OB I 50 mm BLOWOFF FOR 100 mm I 50 mm I 19 mm CLEAR CRUSHED STONE 50 mm x 150 mm X 300 mm CEDAR BLOCK TO 300 mm WATER SERVICE STUBS ALL DIMENSIONS IN UILUMEllRES EXCEPT IltiERE NOTED. OWG, DATE: 1993 11 REVISION NO.: 3 REV. DATE, 2005 05 SGALE: N. T.S. BLOWOFF "TOP SECl10N VALVE BOX (1:35 mm SLIDE TYPE) SO mm COPPER BLUE PAINTED LOCAl1ON STAKE T CRIMP o '" x < :> _ TOP SECl10N VALVE BOX 50 mm COPPER NOTE: CATHODIC PROTECllON. BONDING GABLE AND llRACER WIRE SHALL BE AS PER S-4:35. S-4:39. 8-406 I I- I I I I I I I I I I I I I I I I I FINISHED GRADE 13 mm ROUND HOLE \\lTH GROMMET 1.35 mm SUDt TYPE- VAlVE BOX .& COVER TRACER \\lRE Eon "!i'! NO .z X", <", ..U> EXTENSION (AS REQUIRED) 50 mm OPERATING NUT OPEN TO LEFT GUIDE PLATE NON-RISING STEI\I TRACER WIRE CONNECTED TOGETHER USING A SPUT BOLT , 10 CONNECTOR. SPUT 'IKlLT SHALL BE WRAPPED IN ELECTRICAL. PUTTY. I / ... WA TERUAlN L300-l SLIDE TYPE FINISHED GRADE E'" 0'" ..... NO ,z ~l::I ..u> TRACER WIRE EXTENSION STEM SHALL BE FASTENED TO OPERA liNG NUT \\lTH 2 SET SCREWS I I I I j. I I I I I \ \ \ \ \ 1 I '~:;:.~ .~'~.t . ~r. ;":.:: (...). '\.~: 5.4 kg ZINC ANOOE SCUD CONCRETE BLOCK 150 mm x 150 mm x 300 mm L,so-l NOTES " VAL\<E BOX SHALL BE ADEQUATELY BRACED \'MILE BACKFILLING AND MUST REMAIN PLUMB. 2. VAL\<E BOX EXTENSION SHALL BE USED ONLY IF REQUIRED, 3. REFER TO "STANDARD SPEClFlCA1l0NS FOR lHE CONSTRUCTION OF" WA TERUAlNS" FOR PLAcaAENT OF MARKER STAKES. 4. VI>J.\<E SHALL BE COMPLETELY BACKFILLED \\lTH 19 mm CRUSHER RUN UIIIESTONE. 5. \\HEN THE DEPTH Of THE OPERATING NUT IS GREATER THAN 2.0 m BELOW FINISHED GRADE AN EXTENSION STEI\I SHALL BE USED. 6. ALL INUNE VI>J.VES INSTALLED ON PVC WATERIIIAIN SHALL BE RESTRAINED AS PER 5-433, UNLESS OTHER\\lSE NOTED. 7. IF VAL\<E BOX IS LOCATED IN A GRA\<EL AREA. A 1,0 m )( 1.0 m x 50 mm ASPHALT Ca.LAR SHALL BE INSTALLED. 100 mm TO VALVE BOX ARRANGEMENT FOR 400 mm GATE VALVE, AND TRACER WIRE PVC OR CPP WATERMAIN ALL OIUENSlONS IN IllILUIIIETRES EXCEPT WHERE NOTED. owe. DATE: 1991 11 REVISION NO.' 14 REV. DATE, 2004 07 SCALE: N. T.S. 8. TRACER ...,RE COATED, 7 STRAND, 12 GUAGE TW75, Th\J75 OR RW90XLPE \\lRE RATED AT IIIINUS 40' C. 9. TRACER \\lRE SHALL BE INSTALLED OUTSIDE VAL\<E BOX AND BROUGHT INTO UPPER SEGlION THROUGH 13 mm ROUND HOLE AND LOOPED AT TOP. LOOP SHALL BE MINIMUM 450 mm IN LENGTH. 10. TRACER "'RE SHALL BE INSTALLED IN ALL P.V.C. AND C.P.P. IIIAIN UNE VAL\<E BOXES. 11. CATHODIC PROTECTION. BONDING CABLE AND TRACER WIRE SHALL BE AS PER S-435, S-439. 8-408 ~JOINTS SHALL BE UECHANICAlLY RESTRAINED /OS PER S-433 CONCRETE BLOCK ~IN. 1000 150 x 150 x 300 , I , I , I NOTES 1. JOINTS SHALL BE UECHANICAULY RESTRAINED. 2. BEDDING /OS PER S-4D1. 3. HYDRANT EXTENSIONS SHALL BE INSTAUID AT BOTTOU OF BARREL 4. ANCHOR TEE, VALVE & HYDRANT SH.\l.L BE COUPLETELY BACKALLEO wITH 19 mm CRUSHER RUN UUESTONE. 5. IF" HYDRANT REQUIRES ACCESS ACROSS DITCH, INSTAUAll0N SHALL BE /OS PER S-428. 8. TRACER WIRE COATED. 7 STRAND. 12 GAUGE TW75. TWU75 OR RW 9D XLPE WIRE RATED AT UINUS 4O"C. 7. TRACER WIRE SHALL BE INSTAI..LID AT ALL HYORANT LOCATIONS. 8. CATHODIC PROTECl1ON. BONDING CABLE AND TRACER WIRE SHALL BE /OS PER S-435. S-439. I '1. HYDRANT I- I IT ill g iL . I , I I I I WRAP TRACER WIRE ONCE AROUND HYDRANT BARREL I TRACER WIRE COATED 7 STRAND 12 GAUGE TW7S. TWU7S OR RW 90 XlPE WIRE RATED AT UINUS 4O"C I I 19 mm CRUSHER RUN U.ESTONE COUPACTED TO 9'"' PROCTOR DENSITY I I I I CONCRETE BLOCK 200 x 200 x 300 I I I I HYDRANT ASSEMBLY WITH MECHANICALLY RESTRAINED JOINTS ALL OIUENSlONS IN UILUUETRES EXCEPT WHERE NOTED. Dwe. DATE, 1978 03 RE\1saON NO.: 11 REV. DATE, 2002 10 SCALE: N. T.S. I I ATTACH TRACE WIRE UP THROUGH sPur RING AND FI>STEN .,0 ....~ ~i t ANISHED GRADE l:iw o o~ ~<> ;;;0 "'w !;iill oZ Ii: w IIlW 0<0 "" ADJUSTABLE VAlVE BOX SHALL BE SET FlUSH WITH ANISHED GRADE TRACER WIRES CONNECTED TOGETHER USING A SPUT BOLT # 10 CONNECTOR sPur BOLT SHALL BE WRAPPED IN ELECTRiCAl PUTTY 150 mm p.tC PIPE MIN. 1 SOO 19 mm CRUSHER RUN UUESTONE COUPACTED TO 98X PROCTOR DENSITY 8-409 I I I I I I I I I I I I I I I I I I COPPER SERVICE PI/ TYPE 'K' BRASS SERVICE GROUND CLAlAP C/W TRACER WIRE CONNECTOR SEE NOTE 4 TRACER WIRE COATED 7 STRANO, 12 GAUGE lW75, lWU75 OR RW 90 XLPE WIRE RATED AT MINUS 40"C. CORPORAT10N MAIN STOP (WITH />PPRCNED SAODLE) \FlNISHED ROAD GRADE " 0," "'0 -z '" '" Ul TRACER WIRES CONNECTED rOOmiER USING A SPUT BOLT * 10 CONNECTOR, ~~ "'- ZINC ANOOE FINISHED GRADE CURB STOP lOCATIONS AS PER S-445 ROO SERVICE BOX ~ CURB STOP ---, '" 8 ... Z :i RlMP END OF PIPE MAX. 150 1-,50-1 50 mm l( 150 mm )( 300 mm CEDAR BLOCK PlACED ON UND~RBEO GROUND COPPER SERVICE PtPE TYPE 'K' CORPORATION UAlN STOP (WITH APPROVED SAODLE) FERROUS WM INSULATION AS PER S-307 EXISTING WATERUAlN LOWERING WATER SERVICES 19 mm AND WATER 1.1 I WORKS DEPARTMENT NOTES " THE WATER CONNECTION SHAlL BE LAID FROM THE UAlN TO 150 mm BEYOND THE PROPERTY UNE, IN NEW SUBOMSlONS ONLY. 2, HORIZONTAl GOOSE NECK SHAll BE USEO WHEN COVER lESS THAN 1700 mm. 3, WATERMAlN SHAll BE T/>PPED UNDER PRESSURE. +. SER\IICE GROUND ClAMPS AND sPur BOLT SHAll BE WRAPPED WITH ELECTRICAl PunY, 15. ANOOE SHALL BE PLACED AT LEAST 1.0 m AWAY FROM THE SERVICE AND AS DEEP AS THE BOTTOu OF THE SERVICE, 6, ANODE SHAll BE lOCATED BElWEEN THE UAJN STOP AND CURB STOP. 7. PWUBING CONTRACTOR TO REMOVE TAll PIECE AND HOOK UP TO CURB STOP, a. CATHODIC PROTECTION, BONDlNG CABLE AND TRACER WIRE SHAlL BE AS PER 5-+35. S-+39. 9. MIHlI.AU~ SEPARATION DISTANCE BETWEEN TAPPED COUPUNGS SI-Wl.. BE 1.0 m. 10. COUPUNGS SHAll NOT BE PERUfTTED aETWEEN THE MAlN STOP AND THE CURB STOP WITHOUT PERlUISSION OF THE REGION OF DURIWl, All OIMENSlONS IN UIWUETRES EXCEPT \'MERE NOTED. DWG. DA~ 1981 0+ REVISION NO.: 17 REV. OAl[: 2005 05 SCALE: N. T.S. 25 mm COPPER SERVICE 8-410 I 1- < 1 I 1 SAOOLE I I I I I 1 1 1 I I I 1 1 1 PROPOSED WATERMAlN MIN. 600 19 mm CORPORATION SERVICE TEE .. FLOW NOTES VALVE SHALl BE OPERATED BY REGIONAL PERSONNEL ONLY WIN. 600 EX:ISTlNG WATERMAlN OLE PROPOSED ANO EXIS11NG WATERMAlN SHALl BE TAPPED USING SERVICE SADOLE 19 mm MAIN STOP StWl. BE REMOVEO ANO REPlACED WITH A 19 mm BRASS PLUG AFTER TES11NG HAS BEEN COUPLETEO OOPPER COUPRESSION JOINT TO UALE I.P .T. COUPUNG ~ ~t 19 mm TYPE -K- COPPER 19 mm BACKFLOW PREVENTER 19 mm CURB STOP MAY BE OPERATED BY THE CONTRACTOR 1. TRENCH SHALl BE lEFT OPEN AND FENCED IN ACOORDANCE WITH SAFETY REGULATlONS. 2. INSULATION OF WATERMAlN BY-PASS REQUIRED DURING FREEZING CONDITIONS. ALl DIUENSlONS IN UIWUETRES EXCEPT WHERE NOTED. DWG. DAJE, 1982 03 REIIISIDN NO.: 5 REV. DATE: 2005 05 19 mm TEST POINT BY-PASS SCALE: N.T.S. 8-429 I I I I I I I I I I I I I I I I I I I GRANUlAR 1liRUST BLOCK 19 mm CRUSHER RUN UMESTONE COMPACTED TO 98 ~ PROCTOR DENSITY. 5 lE g i: 75 r "L. MECHANiCAl JOINT C.\P 300 0.0. " 300 UNDSTURBED GROUND ELEVATION DEAD ENDS "L. GRANUlAR 1liRUST BLOCK 19 mm CRUSHER RUN UMESTONE COMPACTED TO 96 1I PROCTOR DENSITY. 300 0.0 ELEVATION RESTRAINED TEE TRENCH W1DT1i WHERE PIPE IS 1WO SIZES LARGER OR MORE TO REDUCED PIPE. I.e. 300 . TO 150 . 200 . TO 100 . RESTRAINED REDUCER PLAN .L. GIWlULAR 1liRUST BLOCK 1 9 rnm CRUStiER RUN UMESTQNE COMPACTED TO 96 ~ PROCTOR DENSITY. ; 300 .0. 300 UNDISIURBED GROUND ELEVATION PLUGGED CROSS NOTES 1. AU. JOINTS ENCOUNTERED WITHIN 1liE SPECIAED RESTRAINING LENG1li "L. SHALl. BE RESTRAINED FROM 1liE ARST JOINT ON FmlNG. 2. GRANUl.AR THRUST BLOCKS SHALl. BE FULLY OOENDED AND COMPACTED AGAINST TRENCH WAU.S. IF TRENCH WAU. ARE SATUAAlED OR DISTURBED. SPECIAl. DESIGN DETAILS OF 1liRUST RESTRAINT SHALl. BE PROIIIDED BY 1liE ENGINEER FOR RE\IIEW BY THE REGION. 3. GRANUlAR 1liRUST BLOCKS SHALl. BE ENCLOSED WI1li ALlER FABRIC IF GROUND W~TER TABLE IS ABOVE 1liE TRENCH BED OR IF GROUND WATER IS SEEP1NG THROU H TRENCH W 4. WHEN F11T1NGS ARE PAR11AU.Y OR FULLY EXPOSED UNDER PRESSURE. AU. JOINTS MUST BE RESTRAINED. 5. M Fjllt\~'Illllw. SHALl. BE RESTRAINED IN EARTH 6. CA1liODlC PROTECIlON. BONDING CABLE AND ~ER WIRE SHALl BE ~ PER 5-435, 5-439. 7. AU. SIDES SHALl. BE RESTRAINED FOR IN UNE TEES. 6. JOINT RESTRAINTS ARE NOT REQUIRED FOR STRAIGHT RUNS IN ENGINEERED ALL APPUCATIONS. PIPE OIA. '00&1150 200 300 400 .l. MIN. RESTRAINING LENG1li (m) lS.2 19.6 27.7 36.3 ~LL DIMENSIONS IN MI ES EXCEPT WHERE NOTED. DV/G. DATE: 1991 11 RE\lSlON NO.: 6 REV. D~TE: 2006 04 SeAJL, N. T.S. THRUST BLOCK FOR PVC WATERMAINS FOR HYDRANT RUNOUTS. TEES AND DEAD ENDS 8-433 I 1,- I I 1 I I I 1 I I 1 I 1 1 1 1 1 I f1.V p~ p1Y ~~ rN' II~ pflD~. ~ ~ < '2, ~ftIOlI" J'l!'plfi f'IlEpO: rN' f~ ~.f- .oIfifPc;.rf ~",,,, pfl'!~~ rN'1II- ~~ f/~ ~~"~ ~rJIl t';; < ,q, '#loD t1~C < ~2c '~rJIll1" ~~, . ,g f<' tIt!~ .,< ,q liP tl~ < ,g, .~ < ,q ;~, ~ p05~ prf.\fIJ- '" ~ c;. 00"'''' ~.,,~ljoO~' .~rJf '"~' NOTES ~~fJd. III- 1, ANODE SHALL BE PLACED AT LEAST f ,0 m AWAY FRON THE WATER SYSTEI; APPURTENANCES ANO AS DEEP AS THE BOTTOIA OF THE APPURTENANCES, NININUN DISTANCE BETWEEN ANOOES SHALL BE La m, 2, ALL BONOING AND ANODE CABLE CONNECTIONS SHALL BE THERNrrE WElDEO, ALL THERNrrE WELD CONNECTIONS SHALL BE COATED WITH AN APPROVEO COATING NATERI~ 3, BONDING CABLE SHALL BE NO, S. SEVEN STRAND COATED COPPER WIRE. CADWElDED TO FTTTINGS. 4. 5.4 kg ZINC ANODE SHALL BE SUPPUED AND INSTALLED IN A MANNER APPROVED BY THE REGION FOR EVERY , 000 m OF TRACER WIRE INSTALLED. 5. UAGNESIUM ANODE CABlES SHALL BE SLUE AND ZINC ANODE CABlES SHALL BE WHrrE. S. ONE 5.4I<g ZINC ANODE SHALL BE INSTALLED ON EACH RESTRAINER. ALL DIMENSIONS IN NILLiMETRES EXCEPT WHERE NOTED. DWG, DATE: 1981 04 REIIISION NO.: S REV. DATE: 2005 05 SCALE: N. T.S. ~? '/IA rN' t1~C ,q 5~ffi CATHODIC PROTECTION / BONDING CABLE / TRACER WIRE FOR PVC AND CPP WATERMAIN SYSTEMS 8-435 I 1,- I I I I I I I I I I I I I I I , I I i1 WORKS DEPARTIIENT I ~ LOT E I EE E8 E c- E ~l ~ ,tj I ~~ ~ f';>- 15 Ill", '" ::E~ 0::: ~~ ~ "'''' ~ ,.5mB- i- O.6m- J Ifs '" I 1.5m : ....1 I 1. O,15m : I T I i~ w z :J ~ 9 w Z ::J b ~ !Ii! :J b ~ P/L , , , , , , , , , , ~I i . MH"\ ,--m-i-~_~~d+-""':=-=mm-6--m-- 1 WA lERU,6,IN ---~=T--l--------- ~ LOT I P/L NOTES 1, WATER SER'VICES TO EXTEND 0.15 m INSIDE PROPERTY UN"- SANITARY AND STDRW SER\1CES TO EXTEND 1.5 m INSIDE PROPERTY UNE. 2. BEDDING DETAIL AS PER S-.w1 3. CURB STOP SHOULD NOT BE LOCATED IN DRIVEWAY MiERE POSSlBlL +. CURB STOP SHAll BE LOCATED AT PROPERTY UNE. SERVICE CONNECTION LOCATION SINGLE FAMILY RESIDENTIAL LOTS (NEW CONNECTIONS) AU. OIUENSlONS IN UIUUMETRES EXCEPT WHERE NOTED. DWG. DATE: 1991 11 RE\'lSION NO.: 6 REV. DATE: 2002 10 SCAlE: N.T.S. 8-445 I I I I I I I I I I I I I I I I I I I EXIS11NG ROAD LONGITIJDINAL LAP JOINT TREATMENT FOR PROPOSED WlE WlDENINGS NOTES -------------------- VERTICAL FACE AND BOT1OW OF KEY SHALL BE SWEPT ClEAN ANO PAINTED WIIH BlTUWINOUS EMULSION. 1- C.d SURFACE COURSE ;."I:: T BINDER ASPHALT END TREATMENTS RNAL UFT OF ASPHALT SHALL BE PLACED IN FOLLOWING YEAR '::~,,-;c...;f---~,,-;c...~ I ALL VERTICAL FACES OF END JOINTS SHAll. BE SWEFT CLEAN AND PAINTED WIIH BrruWINOUS EWUlSION PRIOR TO PAlliNG. APPROXIIotATE 20 DEGREE SKEW (l'I'PICAL) 3.0 m CUT 3.0 m CUT 4() mm OEPTH I 3.0 m WIDE CUT 1 r- SURFACE OVERLAY OF ASPHALT (WIN) 1-/= _ ____.l.._____ --------- EXIS11NG ROAD T EXISTING ROAD 3.0 m CUT EXISTING ROAD 40 mm DEPTH (MIN) EXIS11NG ROAD EXISTING ROAD NOTES ALL \IER11CAL FACES OF JOINTS SHALL BE SWEPT CLEAN AND PAINTED WIIH BrruWINOUS EWUl.SION PRIOR TO PAlliNG. 2.5 m fW,.fp PROP. BINDER _T 0.5 m LAP JOINTS TYPICAL END TREATWENT - FINAl. OVERLAY f- NO~ ------~- ~~~m:~ fiJ~#lNTED WIIH ElIT\JIoIINOUS EWULSlON PRIOR TO PA\IlNC. I I I 1-- APPROXJIotATE 20 DEGREE SKEW (TYPICAL) 3.0 m CUT 0.5 m CUT 2.S m RAMP REMOVED L RNAL UFT OF ASPIW.T EXISTING BINDER ASPHALT (2 UFTS) 0.5 m NOTES D1WENSlONS IN ILUWETRES EXCEPT \\tiERE NOTED. Owe. DATE: 1986 04 RE\IlSION NO.: 5 REV. DATE: 2006 04 PAVEMENT JOINT TREATMENT SCALE: N.T.S. 8-501 I I I I I I I I I I I I I I I I I I I CORPORATION OF THE MUNICIPALITY OF CLARINGTON CONTRACT NO: CL2007.27 GREEN ROAD RECONSTRUCTION STEVENS ROAD CONSTRUCTION I. GEOTECHNICAL INVESTIGATION II Ii Ii I I: I I' Ii II II It I I I I I I I I ~ Soil Engineers Ltd CONSULTING SOIL, FOUNDATION & ENVIRONMENTAL ENGINEERS 100 NUGGET AVENUE, TORONTO, ONTARIO M15 3A7. TEL (416) 754-8515. FAX, (416) 754-8516 BARRIE TEL, ~OS) 721-7863 fAX,~OS)7l1.7864 MISSISSAUGA 7EL, (905) 542-7605 fAX: (905) 542-2769 BOWMANVILLE TEL: (90S) 62l-8333 fAX, (90S) 623-4630 NEWMARKET ?EL: (905) 853.0647 fAX, (905) 853.5484 GRAVENHURST ?EL, ~OS)684-4242 fAX, (705) 684.8522 prnR80ROUCiH TEL, ~05) 748.0576 FAX,(905j623-4630 HAMILTON 7EL: (905)662.1428 fAX, (90~ 662-3809 A REPORT TO THE CORPORATION OF THE MUNICIPALITY OF CLARINGTON A SOn, INVESTIGATION FOR PROPOSED ROAD RECONSTRUCTION GREEN ROAD MUNlCIPALTY OF CLARINGTON (BOWMANVILLE) Reference No. 0703-S049 MAY 2007 DISTRIBUTION 3 Copies - D.G. Biddle & Associates Limited 1 Copy - Soil Engineers Ltd. (BowmanviIle) 1 Copy - Soil Engineers Ltd. (Toronto) II Ii Ii II Ii II Ii II II II Ii Ii II t , I: I I II I ~ Reference No. 0703-S049 ii TABLE OF CONTENTS 1.0 INTRODUCTION 1 ............................................................................................ 2.0 SITE AND PROJECT DESCRIPTION 2 ...................................................... 3.0 FIELD WORK ....................,........................................................................3 4.0 SUBSURFACE CONDITIONS '. 4 .................................................................. 4.1 Pavement SlIUcture. . 4 ................................................................................. 4.2 Topsoil .............................................................................................. 5 4.3 Sand Fill 6 ............................................................................................. 4.4 Silty Clay Till.................................................................................... 7 4.5 Silty Clay................................................................................;.......... 8 4.6 Silty Sand Till ................................................................................. 10 4.7 Gravelly Sand............................................................~..................... 11 4.8 Compaction Characteristics of the Revealed Soils ........................ 13 5.0 GROUNDWATER CONDITIONS .......................................................... 16 6.0 DISCUSSION AND RECOMMENDATIONS ........................................ 18 6.1 .Sewer Bedding................................................................................ 20 6.2 Sewer ConslIUction......................................................................... 21 6.3 Pavement Design ............................................................................ 25 6.4 Roadside Ditches ............................................................................ 26 6.5 Soil Parameters ............................................................................... 27 6.6 Excavation....................................................................................... 28 7.0 LIMITATIONS OF REPORT ................................................................... 31 Ii I I I I I I I I I I I , I I I I I I Ii Q Reference No. 0703-S049 III TABLES Table I - Estimated Water Content for Compaction..................................... 13 Table 2 - Groundwater Levels....................................................................... 16 Table 3 _ Pavement Design .....................~..................................................... 25 Table 4 - Protection Against Flow Erosion................................................... 27 Table 5 - Soil Parameters .............................................................................. 27 Table 6 - Classification of Soils for Excavation ....,...................................... 29 DIAGRAMS Diagram 1 - Lateral Earth Pressure (Sound Tills) ............................................ 21 . ENCLOSURES Borehole Logs............................................................... . . Figures 1 to 4 Grain Size Distribution Graphs..................................... Figures 5 to 9 Borehole Location Plan and Subsurface ProfIle ........... Drawing No.1 I I I I I I I I I I I a I I I I I I I ~ Reference No. 0703-S049 1 1.0 INTRODUCTION In accordance with a letter of authorization dated March 12,2007, from Mr. W.G. Creamer, Project Manager, ofD.G. Biddle & Associates Limited, on behalf ofThe corporation of the Municipality of Clarington, a soil investigation was carried out on Green Road, between King Street West and Stevens Road, Municipality of Clarington (Bowrnanville), for a proposed Road Reconstruction. Tb.e purpose of the investigation was to reveal the subsurface conditions and to determine the engineering properties of the d,isclosed soils for the design and reconstruction of the existing road. The findings and resulting geotechnical recommendations are presented in this Report. Reference No. 0703-S049 2 I I I I I I I I I I I I I I I I I I I ~ 2.0 SITE AND PROJECT DESCRIPTION The Municipality ofClarington (Bowmanville) is situated on Iroquois Lake plain where drift has been partly eroded by the water action of the glacial lake and, in places, filled with lacustrine clay, silt and sand. The investigated section is Green Road, between King Street West to the south and Stevens Road to the north. The existing road consists of surface-treated granular material and the section of road near the intersections of King Street West and Green Road are paved with asphaltic concrete. The road is lined with a gravel shoulder and ditch on both sides. It is understood that the proposed project will consist of the reconstruction of Green Road between King Street West and Stevens Road and the installation of sanitary sewers. I , I I I I I I I I I I I I I I I I I Ii ~ Reference No. 0703-S049 3 3.0 FIELD WORK The field work, consisting of 4 boreholes to depths of 6.1 In, 6.3 m and 6.4 m, was performed on April 17 , 2007, at the locations shown on the Borehole Location Plan and Subsurface Profile, Drawing No.1. The holes were advanced at intervals to the sampling depths by a track-mounted, continuous-flight power-auger machine equipped for soil sampling. Standard Penetration tests, using the procedures described on the enclosed "List of Abbreviations and Terms", were performed at the sampling depths. The test results are recorded as the Standard Penetration Resistance (or 'N' values) of the subsoil. The relative density of the granular strata and the consistency of the cohesive strata are inferred from the 'N' values. Split-spoon samples were recovered for soil classification and laboratory testing. The field work was supervised and the findings recorded by a Senior Geotechnical. Engineer. The elevation at each of the borehole locations was interpolated from the Site Plan provided by D.G. Biddle & Associates Limited. Reference No. 0703-S049 4 I I I I I I I I I I I I I I I I I I I ~ 4.0 SUBSURFACE CONDITIONS Detailed descriptions of the encountered subsurface conditions are presented on the Borehole Logs, comprising Figures 1 to 4, inclusive. The revealed stratigraphy is plotted on the subsurface profile on Drawing No.1, and the engineering properties of the disclosed soils are discussed herein. Beneath a pavement structure, a layer of sand fill and/or a layer of topsoil, the site is underlain by strata of silty clay till, silty clay, silty sand till and layers of gravelly sand at various depths and locations. 4.1 Pavement Structure (All Boreholes) The pavement structure near the intersection of King Street West and Green Road consists of asphaltic concrete, approximately 100 mm in thickness, and a granular base, 1100 mm in thickness. The pavement structure in the other sections of Green Road consists of surface-treated granular material and granular fill, 800 mm and 1200 mm in thickness. The granular fill consists of crushed stone, well-graded sand and a variable amount of silt. The natural water content values of the granular fill range from 2% to 9%, with a median of 3%, showing that the fill is generally in a dry to moist, generally damp condition. I , , I --! , [ ~ I - I I I I I I I I I I I I I I: I Ii I ~ Reference No. 0703-S049 5 Grain size analyses were performed on 2 representative samples of the granular fill and the results are plotted on Figure 5. The results indicate that the silt content (Sieve No. 200) is 9% and 11 %, indicating that a portion of the granular fill meets the OPS Gradation Specification Requirements for Granular 'B'. The granular fill, if carefully salvaged, is suitable for use as road base, road subgrade stabilization and structural backfill material. However, periodic testing should be done if the material is to be used for new granular sub-base construction. In cuts, the granular fill will slough to its angle of repose, which is generally about 350:t from the horizontal and flatter if the fill is in a wet condition. 4.2 Topsoil (Boreholes 1,3 and 4) The revealed topsoil beneath the granular fill on the road is 30 cm and 80 cm in thickness. It is dark brown in colour, indicating that it contains appreciable amounts of roots and humus. These materials are unstable and compressible under loads; therefore, the topsoil is considered to be void of engineering value. Due to its humus content, it may produce volatile gases and may generate an offensive odour under anaerobic conditions. The topsoil encountered beneath the pavement surface must be stripped prior to the road reconstruction. The topsoil is sandy in texture, and depending on its thickness and water content (factors indicating its consolidated state), it had been left in place during the road construction in the past. This condition may occur in other places. ~ ~ Reference No. 0703-S049 I I I I I I I I I I I I I I I I I I I 6 4.3 Sand Fill (Boreholes 2 and 3) The sand fill extends to depths of2.6 m and 1.5 m in Boreholes 2 and 3, respectively. Sample examinations show that the sand fill consists of fme to medium sand, some silt and traces of gravel. The obtained 'N' values of the sand fill are 24, 34 and 38 blows per 30 cm of penetration, indicating that the fill was placed with compaction, and has been consolidated by traffic loading. The natural water content values of the sand fill range from 9% to 21 %, with a median of 15%, indicating that the fill is in a moist to wet, generally wet condition. The original topsoil was encountered in Borehole 3 beneath the pavement structure and sand fill, and in Boreholes I and 4 beneath the pavement structure, indicating that the topsoil was not completely stripped during previous pavement construction. A grain size analysis was performed on I representative sample; the result is plotted on Figure 6. Due to the generally compacted state of the fill, it is suitable for medium traffic loads. However, in using the fill for structural fill or pavement construction, it should be assessed by test pits, subexcavated, sorted free of any deleterious materials, if any, and properly recompacted. One must be aware that the samples retrieved from boreholes 10 cm in diameter mav not be trulv representative of the geotechnical and environmental quality of the fill. and do not indicate whether the tousoil beneath the earth fill was completelv striuued. This should be further assessed bv laboratory testing and/or test pits. I I I I I I I I I I I I I I I I I I I ~ Reference No. 0703-8049 7 4.4 Silty Clay Till (All Boreholes) The silty clay till consists of a random mixture of soils and particle sizes ranging from clay to gravel, with the clay fraction exerting the dominant influence on the soil properties. Occasional wet sand and silt seams and layers were detected in the clay till mantle. The obtained 'N' values range from 23 to 100+, with a median of 100+, from which the consistency of the till is inferred to be very stiff to hard, being generally hard. The Atterberg Limits of2 representative samples and the natural water content values of all the samples were determined; the results are plotted on the Borehole Logs and summarized below: Liquid Limit Plastic Limit Natural Water Content 21% and 24% 14% and 15% 6% to 15% (median 8%) The results show that the till is a cohesive material with low plasticity. The natural water content generally lies below its plastic limit, confinning the generally hard consistency as disclosed by the 'N' values. Grain size analyses were performed on 2 representative samples; the results are plotted on Figure 7. Reference No. 0703-S049 8 I I I I I I I I I I I I I I I I I I I ~ According to the above fmdings, the following engineering properties are deduced: . Moderate frost susceptibility and water erodibility. . Low permeability, with an estimated coefficient of permeability of 10-7 em/see, and runoff coefficients of: Slope 0% - 2% 0.15 2% - 6% 0.20 6% + 0.28 . A cohesive soil, its shear strength is primarily derived from consistency which is inversely related to its moisture content. It contains sand; therefore, its shear strength is augmented by internal friction. . It is generally stable in a relatively steep cut; however, prolonged exposure will allow infiltrating precipitation to saturate the soil fissures, and this may lead to localized sloughing. . A poor pavement"supportive material, with an estimated California Bearing Ratio (CBR) value of3% or less. . Moderately corrosive to buried metal, with an estimated electrical resistivity of 4000 ohm/em. 4.5 Silty Clay (Borehole 1) The layer of clay was encountered beneath the pavement structure and topsoil in Borehole 1. It is laminated with silt and occasional sand layers. The obtained 'N' value is 15, showing that the consistency of the clay is stiff. I I I I I I I I I I I I I I I I: II Ii _J I ~ Reference No. 0703-S049 9 The natural water content values of the samples were found to be 20% and 22%, indicating that the clay is very moist to wet. According to the above findings, the following engineering properties are deduced: . Highly frost susceptible and high in soil-adfreezing potential. The laminated silt layers are highly water erodible. Low permeability, with an estimated coefficient ofpemieability of 10,7 cmIsec, and runoff coefficients of: . . . Slope 0% - 2% 0.15 2% - 6% 0.20 6% + 0.28 A cohesive- frictional soil, its shear strength is derived from consistency and augmented by the internal friction of the silt. Its shear strength is moisture dependent and, due to the dilatancy of the silt, the overall shear strength of the silty clay is susceptible to impact disturbance, i.e. the disturbance will induce a build-up of pore pressure within the soil mantle, resulting in soil dilation and a reduction of shear strength. In steep cuts, the wet clay will slough readily and a cut face in the sound clay may collapse as the wet silt slowly sloughs. A poor supportive-pavement material, with an estimated CBR value of 3%. Moderately high corrosivity to buried metal, with an estimated electrical resistivity of3000 ohm/em. . . . Reference No. 0703-8049 10 I I I I I I I I I I I I I I I I I I I ~ 4.6 Silty Sand Till (Boreholes 2, 3 and 4) The silty sand till consists of well-mixed soil particle sizes ranging from clay to gravel, with the sand being the predominant fraction. Occasional sand and silt seams and layers were found in the till mantle. Sample examinations show that the till displayed slight to some cementation. Occasional hard resistance to augering was encountered, indicating that cobbles and boulders are present in the till. The natural water content values of all the till samples were determined and the results are plotted on the Borehole Logs. The natural water content values of the silty sand till range from 5% to 10%, with a median of 8%, indicating that it is in a damp to moist, generally moist condition. The obtained 'N' values of the silty sand till are 100+, indicating that the relative density is generally very dense. A grain size analysis was performed on 1 representative sample of the silty sand till; the gradation is plotted on Figure 8. According to the above findings, the deduced soil engineering properties pertaining to the project are the following: . High frost susceptibility and moderate water erodibility. , I I I I I I I I I I I I I I I I I I I ~ Reference No. 0703-S049 11 . Moderate permeability, with an estimated coefficient of permeability of 10-5 em/see, and runoff coefficients of: Slope 0% - 2% 0.11 2% - 6% 0.16 6% + 0.23 . A frictional-cohesive soil, its shear strength is density dependent, and the strength of the till is also augmented by cementation. . It will be stable in steep cuts; however, under prolonged exposure, localized sheet collapse will likely occur. . A fair material to support flexible pavement, with an estimated CBR value of 8% to 10%. . Moderately low corrosivity to buried metal, with an estimated electrical resistivity of 5500 ohm/em. 4.7 Gravellv Sand (Borehole 1) The gravelly sand contains some silt and was encountered beneath the deposit of silty clay in Borehole 1, overlying the stratum of silty clay till. Sample examinations show the particle sizes of the sand fraction are well graded, and the gravel and sand particles are subangular to rounded in shape. The presence of cobbles and boulders in the deposit is inferred from the resistance to augering. The obtained 'N' value is 100+, indicating the relative density of the deposit is very dense. ~ i I ._J Reference No. 0703-S049 I I I I I I I I I I I I I I I I I I I 12 The natural water content value of the sample was found to be 6%. The low value shows that, due to the perviousness of the material, the water drained from the sample as it was taken. A grain size analysis was performed on 1 representative sample and the result is plotted on Figure 9. According to the above fmdings, the following engineering properties are deduced: . Non-frost-susceptible and moderately water erodible. Pervious, with an estimated coefficient of permeability of 10.3 em/see, and runoff coefficients of: Slope 0% - 2% 2% - 6% 6%+ . 0.04 0.09 0.13 . A frictional soil, its shear strength is derived from internal friction and is soil density dependent. . In steep cuts, the dry and wet gravel will slough to its angle of repose, run with water seepage and boil with a piezometric head of about 0.4 m. . A good pavement supportive material, with an estimated CBR value of 21 %. . Low corrosivity to buried metal, with an estimated electrical resistivity of 7000 ohm/em. I I I: I I I' I I' Ii I: I I I I I I I I I ~ Reference No. 0703-S049 13 4.8 Compaction Characteristics of the Revealed Soils The obtainable degree of compaction is primarily dependent on the soil moisture and, to a lesser extent, on the type of compactor used and the effort applied. As a general guide, the typical water content values of the revealed soils for Standard Proctor compaction are presented in Table 1. T hi 1 E . dW C fi C a e - stImate ater ontent or ompactJ.on Water Content ('Yo) for Standard Proctor Compaction Determined Natural <, Soil Type Water Content ('Yo) 100% (optimum) Range for 95% or + Granular Fill 2 to 9 9 4 to 14 (median 3) Sand Fill 9 to 21 10 6 to 15 . (median 15) Silty Clay Till 6 to 15 15 and 16 11 to21 (median 8) Silty Clay 20 and 22 16 12 to 21 Silty Sand Till 5 to 10 10 6 to 15 (median 8) Gravelly Sand 6 9 4 to 14 According to the above fmdings, the majority of the in situ soils are either on the dry side of the optimum or too dry for a 95% or + Standard Proctor compaction; they will require the addition of water or mixing with wetter soils prior to structural compaction, particularly in the dry, warm weather and in areas where compaction is ~ I -! Reference No. 0703-S049 I I I I I I I I I I I I I I I I I I I 14 best performed on the wet side of the optimum. The silty clay and the inorganic sand fill are too wet and will require aeration or mixing with drier soils prior to structural compaction. Aeration of the wet soils can be effectively carried out by spreading them thinly on the ground in dry, warm weather. The fills must be sorted free of topsoil inclusions and deleterious materials, if encountered, prior to their use as structural backfilL The tills and silty clay should lie compacted using a heavy-weight, kneading-type roller. The inorganic sand fill and sand can be compacted by a smooth ~oller with or without vibration, depending on the water content of the soils being compacted. The lifts for compaction should be limited to 20 cm, or to a suitable thickness as assessed by test strips performed by the equipment which will be used at the time of construction. . When compacting the very stiff to hard and dense to very dense tills on the dry side of the optimum, the compactive energy will frequently bridge over the chunks in the soil and be transmitted laterally into the soil mantle. Therefore, the lifts of these soils must be limited to 20 cm or less (before compaction). It is difficult to monitor the lifts of backfill placed in deep trenches; therefore, it is preferable that the compaction of backfill at depths over 1.0 m below the road subgrade be carried out on the wet side of the optimum. This would allow a wider latitude oflift thickness. Wetting of the sound tills will be required for this requirement. If the compaction of the soils is carried out with the water content within the range for 95% Standard Proctor dry density but on the wet side of the optimum, the surface of the compacted soil mantle will roll under the dynamic compactive load. .' I I I I I I I I I I I I I I II I I I ~ Reference No. 0703-S049 15 This is unsuitable for road construction since each component of the pavement structure is to be placed under dynamic conditions which will induce the rolling action of the subgrade surface and cause structural failure of the new pavement. The bedding of the underground services, on the other hand, will be placed on a subgrade which will not be subjected to impact loads. Therefore, the structurally compacted soil mantle with the water content on the wet side or dry side of the optimum will provide an adequate subgrade for the construction. The presence of boulders will prevent transmission of the compactive energy into the underlying material to be compacted. If an appreciable amount of boulders over 15 cm in size is mixed with the material, it must either be sorted or must not be used for structural backfill. ~ Reference No. 0703-S049 16 5.0 GROUNDWATER CONDITIONS Groundwater seepage encountered during augering was recorded on the field logs. The boreholes were checked for the presence of groundwater and the occurrence of cave-in upon their completion and the levels are plotted on the Borehole Logs. The data are listed in Table 2. Table 2 - Groundwater Levels Soil Colour Measured Changes Seepage Groundwater! Brown to Encountered Cave-in* Level Borehole Grey During Augering On Completion BHNo. Depth (m) Depth (m) Depth (m) Amount Depth (m) EL (m) I 6.4 4.0 2.4 Slight 1.8* 121.3* 2 6.3 4.0 1.2 Appreciable 1.2* 121.5* 3 6.1 4.0 2.4 Slight 3.7 118.8 4 6.3 4.0 5.8 Some 5.8 116.9 'Cave-in level (In wet sand and silt, the level generally represents the groundwater regime at the borehole location.) Groundwater was detected in 2 boreholes towards the southern part of Green Road towards King Street West at depths of3.7:t m and 5.8:t m, or at E1.118.8 m and E1. 116.9 m, respectivdy. Cave-in was detected in 2 boreholes at the north end of the investigation, at depths of 1.2:t m and 1.8:t m from the prevailing ground surface, or at E1. 121.3:t m and EL 121.5:t m, which indicates the groundwater level at the time of the investigation. The groundwater level in the upper soil stratigraphy is derived from infiltrated precipitation becoming trapped in the voids of the sand fill, and in the sand and silt seams and layers. , ..J ~ I I I I I I I I I I I I I I I I I I I 11 I I I I I I I I I I I I I I I I I I ~ Reference No. 0703-5049 17 The colour of the soil changes from brown to grey at a depth of 4.0t m below the prevailing ground surface. This indicates that the brown soils have oxidized and the permanent groundwater occurs in the grey soils. The groundwater at the site will generally be subject to seasonal fluctuation. In the wet seasons, infiltrated precipitation will perch in the voids of the sand fill, in the soil fissures and in the sand and silt seams and layers in the tills, rendering the occurrence of a shallower perched groundwater. The yield of groundwater from the silty clay till and silty clay is expected to be small; from the silty sand till, it will be moderate. However, the yield from the sand will likely be appreciable and persistent, depending on its extent. Reference No. 0703-S049 18 I I I I I I I I I I I I I I I I I I I ~ 6.0 DISCUSSION AND RECOMMENDATIONS The investigation has disclosed that beneath a pavement structure, a layer of sand fill and/or a layer of topsoil, the site is underlain by strata ofvery stiffto hard, genefally hard silty clay till, stiff silty clay; very dense silty sand till, and very dense gravelly sand. The groundwater encountered at the time of the investigation ranges from 1.2:1: to .5.8:!: m below the prevailing pavement surface, or at El. 121.5:!: to El. 116.9:t m, depending on the location. The shallow groundwater is derived from infiltrating precipitation perched in the voids of the sand fill, in the soil fissures and in the sand and silt seams and layers in the tills. If groundwater or seepage is encountered, the yield will generally be small in the silty clay till, moderate in the silty sand till, and will likely be appreciable in the sand, depending on its extent. The geotechnical findings which warrant .special consideration are presented below: 1. A portion of the existing granular fill beneath the asphaltic concrete used for grain size analysis meets the Gradation Requirements of the OPS Specifications for Granular' B' material; therefore, if properly salvaged, the granular fill is suitable as a granular sub-base or as structural backfill and road sub grade stabilization material. However, periodic testing is required to confirm the suitability of the granular fill for the proposed road reconstruction. -" .i .' I . I I I I I I I . I I I I I I I ~ Reference No. 0703-S049 19 2. The existing sand fill extends to a depth of2.6::!: ID. Sample examinations and obtained 'N' values indicate the fill was placed with compaction. In open steep cuts, the sides are prone to sudden collapse, particularly if the fill is in a wet condition. 3. It is understood that the proposed sanitary sewer replacement will be constructed at depths of 2.6::!: to 4.1:t m beneath the existing pavement. The subsoil in this zone consists of very stiff to hard silty clay till, very dense silty sand till and well-consolidated earth fill. Open cut in the sand fill and gravelly sand will require dewatering by very vigorous pumping or well- point dewatering to stabilize the ground for construction. Where the cut infringes on old trench backfill, the sides must be flattened to 1 vertical: 2 + horizontal, or shielded by a trench box. 4. The backfill over the sewer must be properly compacted to provide adequate lateral support for road construction. 5. If the proposed sewers are to be constructed beneath the existing services, the existing services must be properly secured, 6. In water-bearing silty sand till, the joints of pipes must be leak-proof. The bedding must consist of Crusher-Run Limestone. 7. Due to the occurrence of sand fill, topsoil, and shallow groundwater level, the subgrade of the road reconstruction should be inspected and assessed by a geotechnical engineer. 8. The existing topsoil encountered within a depth of 1.5 m from the rehabilitated road sub grade surface may be left in place. 9. Excavation into the hard and very dense tills containing boulders may require extra effort and the use of a heavy-duty backhoe. Boulders larger than 15 cm in size are not suitable for structural backfill. ~ , _.J Reference No. 0703-S049 I I I I I I I I I I I I I I I I I I I 20 The recommendations appropriate for the project described in Section 2.0 are presented herein. One must be aware that the subsurface conditions may vary between boreholes. Should this become apparent during construction, a geotechnical engineer must be consulted to determine whether the following recommendations require revision. 6.1 Sewer Bedding The sub grade for the sewer should consist of sound natural soils, or compacted inorganic fill or granular material. Any topsoil, loose earth fill and weathered soil, if encountered, must be subexcavated and replaced with properly compacted granular material. A Class 'B' bedding for open cut is recommended for construction of the underground services. The bedding material should consist of compacted 20-mm Crusher-Run Limestone, or equivalent. Joints of sewer to be built in water-bearing silty sand till or sand must consist of leak-proof pipes or the joints must be wrapped with a waterproof membrane. This is to prevent sewer failure resulting from infiltration of fines. In order to prevent pipe floatation when the pipe trench is deluged with water, a soil cover with a thickness equal to the diameter of the pipe should be in place at all times after completion of the pipe installation. I I I, I I I I I I I I I 1 I I: I: Ij II IJ ~ Reference No. 0703-S049 21 Openings to subdrains and catch basins should be shielded with a fabric filter to prevent silting. 6.2 Sewer Construction Open-Cut Method Where the sewers will be constructed using the open-cut method, it must be carried out in accordance with Ontario Regulation 213/91. Where earth fill is encountered, the sides should be flattened to 1 vertical: 1 or + horizontal, or should be stabilized by shoring. In the areas where a vertical cut is necessary, the use of a trench box is considered to be appropriate. In the design of the trench box andlor shoring structure, the recommended lateral earth pressure distribution for the revealed soils is given in Diagram 1. Dia am 1 - Lateral Earth Pressure (Sound Tills) O.25H H - Height of Excavation in metres O.50H y - Bulk Unit Weight 22.0 kN/m3 O.25H 0.4 y H Reference No. 0703-S049 22 I I I I I I I I I I I I I I I I I I I ~ The soils above the trench box must be cut at I vertical: 1 or + horizontal. In the areas where the new trench infiinges upon or is close to the old trench backfill for the existing underground sei-vices, the side slopes of the new trench must be shored, or stabilized by a trench box. Where existing underground services are to remain, they must be properly supported prior to the new trench excavation. The new water main should be protected against soil corrosion. In determining the mode of protection, the electrical resistivity of 3000 ohm/cm given for the silty clay should be used. This, p'owever, must be confmned by testing the soil along the water main alignment at the time of sewer construction. Oven-Cut Trench Backfilline: The on-site inorganic soils are suitable for trench backfill. In the zone within 1.0 m below the road subgrade, the backfill should be compacted to at least 98% of its maximum Standard Proctor dry density, with the moisture content 2% to 3% drier than the optimum. In the lower zone, a 95% or + Standard Proctor compaction is considered to be adequate; however, the material must be compacted on the wet side of the optimum. The occurring soils will require aeration in dry, warm weather conditions for proper compaction. In normal underground services construction practice, the problem areas of road settlement largely occur adjacent to manholes, catch basins and services crossings. The silty soils are generally difficult to compact in these close quarters, and it is recommended that a sand backfill should be used. The narrow trenches for services I I I I I I I I I I I I I I I I I I I ~ Reference No. 0703-S049 23 crossings should be cut at 1 vertical:2 horizontal so that the backfIll in the trenches can be effectively compacted. Otherwise, soil arching in the trenches will prevent achievement of the proper compaction. In this case, imported sand fill, which can be appropriately compacted by using a smaller vibratory compactor, must be used. The areas at the interface of the native soil and the sand backfill should preferably be flooded for at least 1 day. The lifts of each backfill layer should be limited to 20 cm thick, unless test strips can verify otherwise. One must be aware of the possible consequences during trench backfilling and exercise caution as described below: . When construction is carried out in freezing winter weather, allowance should be made for these following conditions. Despite stringent backfill monitoring, frozen soil layers may inadvertently be mixed with the structural trench backfill. Should the in situ soil have a water content on the dry side of the optimum, it would be impossible to wet the soil due to the freezing condition, rendering difficulties in obtaining uniform and proper compaction. Furthermore, the freezing condition will prevent flooding of the backfill when it is required, such as when the trench box is removed. The above will invariably cause backfill settlement that may become evident within 1 to several years, depending on the depth of the trench which has been backfIlled. Reference No. 0703-S049 24 I I I I I I I I I I I I I I I I I I I ~ . In areas where the underground services construction is carried out during winter months, prolonged exposure of the trench walls will result in frost heave within the soil mantle of the walls. This may result in some settlement as the frost recedes, and repair costs will be incurred prior to final surfacing of the new pavement. . To backfill a trench, one must be aware that future settlement is to be expected, unless the side of the cut is flattened to at least I vertical: 1.5 + horizontal, and the lifts of the fill and its moisture content are stringently controlled; i.e., lifts should be no more than 20 cm (or less if the backfilling conditions dictate) and uniformly compacted to achieve at least 95% of the maximum Standard Proctor dry density, with the moisture content on the wet side of the optimum. . It is often difficult to achieve uniform compaction of the backfill in the lower vertical section of a trench which is an open cut or is stabilized by a trench box, particularly in the sector close to the trench walls or the sides of the box. These sectors must be backfilled with sand. In a trench stabilized by a trench box, the void left after the removal of the box will be filled by the backfill. It is necessary to backfill this sector with sand, and the compacted backfill must be flooded for I day, prior to the placement of the backfill above this sector, i.e., in the upper sloped trench section. This measure is necessary in order to prevent consolidation of inadvertent voids and loose backfill which will compromise the compaction of the backfill in the upper section. In areas where groundwater movement is expected in the sand mantle, seepage collars should be provided. I , I I I I I I I I I I I I I I I I I I ~ Reference No. 0703-S049 25 6.3 Pavement Desil!:n According to the borehole findings, the recommended pavement structures for Green Road are presented in Table 3. T bl 3 P t D . a e - avemen eSlgn Course Thickness (mm) OPS Specifications Asphalt Surface 40 HL-3 . Asphalt Binder HL-8 Local 60 Collector 80 Granular Base 150 Granular' A' Granular Sub-base Granular 'B' Local 300 Collector 400 As noted, a portion of the existing granular fill in-Green Road contains a high silt content and is considered unsuitable for use as road base material. For the reconstruction of Green Road, the existing granular fill, within the depth of the recommended pavement structure, and the underlying topsoil, within a depth of 1.5:t m from the proposed subgrade, must be subexcavated and replaced with properly compacted inorganic material. The subexcavated existing granular fill can be used to stabilize the sub grade and to raise the grade below the pavement structure. Prior to placement of the granular bases, the subgrade surface should be proof- rolled and any soft material should be subexcavated and replaced with properly compacted organic-free earth fill or granular material. All the granular bases should (I) j , i i d Reference No. 0703-S049 I I I I I I I I I I I I I I I I I I I 26 be compacted to their maximum Standard Proctor dry density. The earth backfill within the zone 1.0 m below the pavement must be compacted to 98% or + of its maximum Standard Proctor dry density, with the moisture content 2% to 3% drier than the optimum. The silty subgrade will suffer a strength regression if water is allowed to saturate the mantle. The following measures should, therefore, be incorporated in the construction procedures and road design: . . If the road construction does not immediately follow the trench backfilling, the subgrade should be properly crowned and smooth-rolled to allow interim precipitation to be properly drained. . Prior to the placement of the granular bases, the subgrade should be proof- rolled, and any soft spots should be rectified. . If the roads are to be constructed during the wet seasons and the subgrade is softened, the granular sub-base should be thickened. In extreme cases, the top 0.8 m of the subgrade should be replaced by compacted granular material. 6.4 Roadside Ditches The invert of the ditches should be at least 1.2 m below the crown of the finished pavement, and the sides should be graded to 1 vertical:at least 3 or + horizontal for stability. In order to prevent rainwash erosion, the sides must be sodded. The wet perimeter of the open ditches should be protected against flow erosion by using the measures given in Table 4. I ~ I Reference No. 0703-S049 27 I Table 4 - Protection Against Flow Erosion I Drainage Flow (mlsec) Protective Measures Against Flow Erosion 0.60rless Not Required I 0.6 to 1.5 Sodded Gutter I 1.5 to 2.1 Cobbled Gutter 2.1 to 4.5 30 cm Paving Stone I 4.5 + Gabiori Mat on Geotextile Backing I 6.5 Soil Parameters I The reco11l1Ilended soil parameters for the project design are given in Table 5. I Table 5 - Soil Parameters I Unit Weie:ht and Bulk Factor Unit Weipt Estimated (kN Iin. ) Bulk Factor I Bulk Submerged Loose Compacted Sound Tills 22.0 12.5 1.35 1.03 I Sand 21.0 10.8 1.25 1.02 I Silty Clay 20.5 11.5 1.30 1.00 Sand Fill 20.5 10.5 1.25 1.00 I I I I I Reference No. 0703-S049 28 I I I I I I I I I I I I I I I I I I I ~ Table 5 - Soil Parameters (Cont'd) Lateral Earth Pressure Coefficients Active At Rest Passive K. K.. Kp Existing Fill OA5 0.55 2.22 Silty Clay Till OAO 0.50 2.50 Silty Clay 0.35 OA5 2.86 Sand and Silty Sand Till 0.30 OAO 3.33 Runoff Coefficients Gravelly Silty Sand Silty Clay and Slope Sand Till Silty Clay Till 0% - 2% 0.04 0.11 0.15 2% - 6% 0.09 016 0.20 6%+ 0.13 0.23 0.28 Coefficients of Permeability (em/see) Gravelly Sand 10,3 . Silty Sand Till 10,5 Silty Clay and Silty Clay Till 10,7 Maximum Allowable Soil Pressure For Thrust Block Desil!l1 Sound Natural Soils 100 kPa 6.6 Excavation Excavation should be carried out in accordance with Ontario Regulation 213/91. Excavations should be sloped at 1 vertical: I horizontal for stability. I I I I I I I I I I I I I I I I I I I ~ Reference No. 0703-S049 29 For excavation pUIpOses, the types of soils are classified in Table 6. Table 6 - Classification of Soils for Excavation Material Type Sound Tills 2 Weathered Soil, Earth Fill, Sand above groundwater 3 Sand below groundwater 4 At depths below the groundwater level, seepage in the clay till during excavation is expected to be slow and controllable by normal pumping from closely spaced sumps. Excavation into the very stiff and very dense tills containing boulders will require extra effort and the use of a heavy, properly equipped backhoe. Where excavations are carried out in water-bearing sand and sand till, the possibility of flowing sides and bottom boiling dictates that the ground be predrained, either by pumping from closely spaced sump-wells (excavations shallower than 0.5 m below the groundwater) or, if necessary, by the use of a well- point dewatering system (excavations deeper than 0.5 m into the groundwater table). In order to provide a stable sub grade for the services or foundation construction, the groundwater should be depressed to at least 0.5 m below the . subgrade. However, this should be confirmed by test pumping prior to and/or during project tendering and/or construction. ~ Reference No. 0703-8049 30 I I I I I I I I I I I I I I I I I I I Prospective contractors must be asked to assess the in situ subsurface conditions for soil cuts by digging test pits to at least 0.5 m below the intended bottom of excavation. These test pits should be allowed to remain open for a period of at least 4 hours to assess the trenching conditions. I I I I' I I I I I I I I I I I I IJ I: I ~ Reference No. 0703-S049 31 7.0 LIMITATIONS OF REPORT It should be noted that no tests have been carried out to determine whether environmental contaminants are present in the soils. Therefore, this report deals only with a study of the geotechnical aspects of the proposed project. This report was prepared by Soil Engineers Ltd. for the account of The Corporation of the MUnicipality of Clarington, and for review by its designated consultants and government agencies. The material in it reflects the judgement of Kelvin Hung, B.A.Sc., and-Daniel Man, P.Eng., in light of the information available to it at the time of preparation. Any use which a Third Party makes of this report, or any reliance on decisions to be made based on it, are the responsibility of such Third Parties. Soil Engineers Ltd. accepts no responsibility for damages, if any, suffered by any Third Party as a result of decisions made or actions based on this report. SOIL ENGINEERS LTD. ~-b, \\MO Kelvin Hung, BASc. Pu/J;JJ--- Daniel Man, P .Eng. KH/DM:rs I Ii Ii I I I' II II I II Ii I' Ii , Ii II Ii Ii I] I I LIST OF ABBREVIATIONS AND DESCRIPTION OF TERMS The abbreviations and terms commonly employed on the borehole logs and figures, and in the text of the report are as follows: 1. SAMPLE TYPES 3. SOIL DESCRIPTION AS Auger sample a) Cohesionless Soils: CS Chunk sample DO Drive open 'N' (Blows/ft) Relative Density DS Denison type sample FS Foil sample 0 to 4 very loose RC Rock core with size and 4 to 10 loose percentage of recovery 10 to 30 compact ST Slottoo tube 30 to 50 dense TO Thin-walled, open over 50 very dense TP Thin-walled, piston WS Wash Sample b) Cohesive Soils: 2. PENETRATION RESISTANCE/'N' Undrained Shear Strength (ksf) 'N' (Blows/ft) Consistencv Dynamic Cone Penetration Resistance: A continuous profile showing the number of blows for each foot of penetration of a 2-inch diameter 90. point cone driven by a 140-pound hammer falling 30 inches. Plotted as Less than 0.25 0 to 2 very soft 0.25 to 0.50 2 to 4 soft 0.50 to 1.0 4 to 8 firm 1.0 to 2.0 8 to 16 stiff 2.0 to 4.0 16 to 32 very stiff over 4.0 over 32 hard Standard Penetration Resistance or 'N' value: c) Method of Determination of Undrained Shear Strength of Cohesive Soils: The number of blows of a 140-pound hammer falling 30 inches required to advance a 2-inch a.D. drive open sampler one foot into undisturbed soil. Plotted as '0' x 0.0 - Field vane test in borehole The number denotes the sensitivity to remoulding. .6. - Laboratory vane test D - Compression test in laboratory WH Sampler advanced by static weight PH Sampler advanced by hydraulic pressure PM Sampler advanced by manual pressure NP No penetration For a saturated cohesive soil, the undrained shear strength is taken as one half of the undrained compressive strength. 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M _ BU!S"d I~ '" '" '" ~ '" ... ~ '" " <; Figure: 9 '" .,; '" b - " " " " " ~ ~ ~ ~ g ~ ~ :1f. ;,'I. ~ d ~ ~ :0 ~ - - ~ ~ ~ 's 's ~ 5 S "'" ;:l ;:l .s " Ii ~ "'" u ~ 8 '5 i 0.. ". :!l ~ 1l ;:l 0: il .a 11 w 0: '13 ,~ <; ::; w .,; ~ .,; 0 z -g ...( CIl ,,2 ~ w Ii ~ - ~ ~ " cij g "'" (;) a w c ~ c 'u :: E ! w is CIl ,.c; ~ !!' c "0 ~ J:> j i2 ~ ] j " '~ CIl U c- '5 ~ ... ~ ,5 0 ~ ..g- ,€, ~ 0; 1l ,,2 ;; .S- ~ = ~ '" 0. '!! ~ u ..., 0 c- '5 ..., N ~ " .l: :2 '" (;) CIl ... 0 <; "']' " '" 0 :: z <; '~ ~ u Z 5 is ~ "0 ~ ~ 'il ... ] "Ii 0. '~ .8'- o "~ il' ~. 0.. <'l CIl o lil 0 I , J JOB NO.: 0703-5049 LOG OF BOREHOLE NO.: 1 FIGURE NO.: 1 I JOB DESCRIPTION: Proposed Green Road Reconstruction JOB LOCATION: Green Road, between King Street West and Stevens Road Municipality of Clarington METHOD OF BORING: Flight-Auger DATE: April 17, 2007 SAMPLES Shear Strength Atterberg Limits ...< I 8' X (kN/m2) X Wp WL ~ Elev. SOIL ~ 50 100 150 200 I I ~ " . , . ; DESCRIPTION 01 ...< Depth " " Penetration Resistance Water Content [il I .... r:/J " ::I (m) -S " 01 ,;3 0 (blows/0.3m) 0 . (%) . ~ ::I ~ ::::- fr 10 30 50 70 gO 5 15 25 35 45 Z E-< Z 0 ' , , , , , , , 123.1 Pavement Surface 0 I U.u 1 AS - - GRANULAR, Fill 2 DO 35 0 . I 7 122.1 3A DO - I- 1 2 1.U 30cm TOPSOIL 38 DO 16 " I -. - Brown, stiff . 20 SILTY CLAY 4A DO - ,,, sandy 48 DO 15 0 u_ 121.1 occ. sand and silt 2 . - L.U \seams and layers / Brown, very dense 6 5 DO 100+ GRAVELLY SAND 120.2 PROPOSED SANrrARY L.!l Hard 3 INVERT 6 DO 100+ <: .9 ;; C. E 0 brown " ---- 4 <: 0 SILTY CLAY, Till grey E M a ....: '" 7 DO 100+ . . ~. ill 5 @) sandy, a trace of gravel .!:. ace. sand and sltt seams and d>. layers, cobbles and boulders > III 0 6 g I 116.7 B DO 100+ 6.4 END OF BOREHOLE 7 I I B : j J ~ Soil Enginee~s Ltd. . I: I I I I I I I I I I I I I I I I _J I _J :1 JOB NO.: 0703-5049 LOG OF BOREHOLE NO.: 2 FIGURE NO.: 2 JOB DESCRIPTION: Proposed Green Road Reconstruction JOB LOCATION: Green Road, between King Street West and Stevens Road Municipality of Clarington METHOD OF BORING: Flight-Auger - DATE: April 17, 2007 SAMPLES Shear Strength Atterberg Limits ....l ~ X (kNlm2) X Wp WL ~ Elev. 50 100 150 200 I I ;> SOIL " ~ - ....l DESCRIPTION ., Depth " " Penetration Resistance Water Content ~ ... OIl -" ~ ~ (m) ~ " .,9 0 (blowslO.3m) 0 . (%) . ~ ~ fr 1.0 . 30 50 , 7,0 90 ~ 15 . 25 35 45 Z Z 0 122.7 Pavement Surface 0 I~I -(),Q 1 AS - ~ GRANULAR, Fill 2 DO 42 h 121.9 OF Brown ,11 3 DO 38 1 SAND, Fill - I^ 1 4 DO 24 oce. topsoil inclusions 2 21 - PROPOSED c SANITARY .2 SA DO - INVERT 1ii 120.1 58 DO ' 23 15 is. 2:0- Very stiff to hard P E 0 1~ 0 3 c 6 DO 100+ III 0 E "l SILTY CLAY, Till boulder ~ '" ---- ~ brown W - 4 @) sandy, a trace of gravel grey c , occ. sand and sill seams and 6 " > layers, cobbles and boulders 7 DO 100+ '" I" u boulder 5 117.5 5.2 Brown, very dense ---- boulder SILTY SAND, Till ---- . I a trace of gravel . ace. sand and sill seams and 8A AS 6' layers, cobbles and boulders - 116.4 9 DO 100+ . 6.3 END OF BOREHOLE . . 7 8 ~ Soil Engineers Ltd. - I I J JOB NO.: 0703-5049 LOG OF BOREHOLE NO.: 3 FIGURE NO.: 3 I JOB DESCRIPTION: Proposed Green Road Reconstruction - JOB LOCATION: Green Road, between King Street West and Stevens Road Municipality of Clarington METHOD OF BORING: Flight-Auger DATE: April 17, 2007 SAMPLES Shear Str ength Atterberg Limits E X (kN/m 2) X Wp WL tiJ Elev, SOIL ~ 50 100 150 200 I I ii; " - ..... DESCRlPTION " Depth 1:1 " Penetration Resistance Water Content !Xi t tIl ~ (m) S " <l il 0 (blowslO .3m) 0 . (%) . ~ ~ :::- "" 1.0 30 50 70 90 5 15 25 35 45 :I ". Z !-< Z 0 . . , . 122,5 Pavement Surface 0 I u.U 1 AS - I. GRANULAR, Fill 7 I 2. DO 34 () . t: 0 ., 121.5 1 " 1.0 3 DO 34 C. I Brown E SAND, Fill 0 " 121.0 t: 1.b 1 0 4 DO 11 E ., TOPSOIL 2 .; ~ 120.2 ~ 11 [j 2.3 Brown. hard 5 DO 100+ @ -! SIL TV CLAY, Till 3 ! " ~ 6 DO 100+ . PROPOSED sandy, a trace of gravel ~ITARY occ. sand and sill seams and INVERT layers, cobbles and boulders . '!f' 118.5 4 4.U Grey. very dence 7 SIL TV SAND, TIll 7 DO 100+ 5 a trace of gravel OCC. sand and sill seams and layers, cobbles and boulders 116.4 8 DO 100+ 6 6.1 END OF BOREHOLE 7 8 ~ Soil Engineers Lid. I I I I I I I I I r: : 1 I Ii Ii II Ii I I: Ii Ii Ii I: I Ii Ii Ii Ii Ii I :1 JOB NO.: 0703-5049 LOG OF BOR~HOLE NO.: 4 FIGURE NO.: 4 JOB DESCRIPTION: Proposed Green Road Reconstruction JOB LOCATION: Green Road, between King Street West and Stevens Road Municipality of Glarington METHOD OF BORING: Flight-Auger DArn: April 17, 2007 SAMPLES Shear Strength Atterberg Limits ...l 8' X (kNlm2) X Wp WL ~ Elev. SOIL '-' 50 100 150 200 I I &i " - ...l DESCRIPTION '" Depth " " Penetration Resistance Water Content ~ II ~ '" (m) 'S " -S 0 (blows/0.3m) 0 . ('!o) . ::l ~ if 10 30 50 70 90 7 . 1.5 . 2,5 35 45 :z :z 0 , , 122.7 . Pavement Surface 0 0.0 r- 100mm ASPHALTIC CONCRETE 3 1 AS . !":: 2 DO 100+ 2A AS . . GRANULAR, Fill 5 ,- ~, ,,- 3A DO . .1 I"'l . 121.5 38 DO 46 . 17 1.2 30cm TOPSOIL 4 AS - . - 1 Brown, hard 5 DO 34 ,... 2 7 " 0 SILTY CLAY, Till 6 DO 100+ '" " i5. E 0 sandy, a trace of gravel " 3 7 " oce. sand and silt seams and 7 DO 100+ . 0 layers, cobbles and boulders E '" to PROPOSED ~ I ~ SANITARY 118.7 INVERT W 4.0 4 @l Grey, very dense . --- .J 5 s: 8 DO 100+ SILTY SAND, Till 5 a trace of gravel ~ occ. sand and silt seams and layers, cobbles and boulders 6 1 116.4 9 DO 100+ 6.~ END OF BOREHOLE. 7 8 . ~SoilEnimeers Ltd. I I I I I I I' Ii Ii I Ii I: I, I Ii I Ii Ii II I ~ Soil Engineers Ud GEOTECHNICAL. ENVIRONMENTAL. BUILDING SCIENCE 100 NUGGET AVENUE, TORONTO, ONTARIO M15 3A7 . TEL, (416) 754-8515. FAX, (416) 754-8516 MISSISSAUGA ru, (905) 542.7605 fAX: (90ij 542-2769 BARRIE TE~ (7Oij 721-7863 fAX: (7Oij 7l~7864 BOWMANVIUE TE~ (905) 6lJ.8333 fAX: (905) 6lJ.4630 NEWMARKET ru, (905) 853-0647 fAX: (9Oij 853-5484 CiRAVENHURST TE~ (705) 684-4242 FAX, (7Oij 684-8522 PETERSOROUGH TE~ (705)748-0576 fAX, (905)623-4630 A REPORT TO THE CORPORATION OF THE MUNICIPALITY OF CLARINGTON A SOn., INVESTIGATION FOR PROPOSED ROAD CONSTRUCTION STEVENS ROAD lJETWEEN GREEN ROAD AND CL~GTONBOULEVARD MUNICIPALITY OF C~GTON (BOWMANVlLLE) Reference No. 0703-S051 MAY 2007 DISTRIBUTION 3 Copies - D,G, Biddle & Associates Limited I Copy - Soil Engineers Ltd. (Bowmanvi1le) I Copy - Soil Engineers Ltd. (Toronto) HAMIlTON ru, (905) 662.1428 fAX, (905) 662.3809 II I I I . I .' Ii . . 1 I I 1 1 I. 1 I: IJ ~ Reference No. 0703-S051 11 TABLE OF CONTENTS 1.0 INTRODUCTION . I ....................................................................................... 2.0 SITE AND PROJECT DESCRIPTION 2 ...................................................... 3.0 FIELD WORK 3 ............................................................................................. 4.0 SUBSURFACE CONDITIONS .................................................................. 4 4.1 Topsoil..............................................................................................4 4.2 Silty Clay Till.................................................................................... 5 4.3 Sandy Silt Till and Silty Sand Till.................................................... 7 4.4 Sandy Silt and Silty Fine Sand ......................................................... 8 4.5 Silty Clay ......................................................................................... 10 4.6 Compaction Characteristics of the Revealed Soils ........................ 12 5.0 GROUNDWATER CONDITIONS ................~......................................... IS 6.0 DISCUSSION AND RECOMMENDATIONS........................................ 17 6.1 Underground Services .................................................................... 18 6.2 Trench Backfilling .......................................................................... 19 6.3 Pavement Design ............................................................................ 21 6.4 Soil Parameters ................................................................................ 22 6.5 Excavation.......................................................................................23 7.0 Lllv1ITATIONS OF REPORT ................................................................... 25 I I I' I I I I I 1 I I I I I I' I; I: I, I, (t) Reference No. 0703-S051 iii TABLES Table 1 - Estimated Water Content for Compaction..................................... 12 Table 2 - Groundwater Levels........................................................................ 15 Table 3 - Pavement Design ...........................................................................21 Table 4 - Soil Parameters .............................................................................. 23 Table 5 - Classification of Soils for Excavation ........................................... 24 ENCLOSURES Borehole Logs .. ........... ............ .................. ................. ... Grain Size Distribution Graphs..................................... Borehole Location Plan and Subsurface Profile ........... Figures 1 to 4 Figures 5 to 8 Drawing No. I I I I '1 '1, .,,.. I . . II. , --------------------. .. . J ". fl fl fl i { ,....... '. ". . F ".; .. ~: . ~: ...._"'" ..~ I ..... . / :.\ . '.' .' ~ I . , : __--'1_-......... .., , , . . - -..:.:.. . . ---- ,FlIT. IrAtERI,WII (BY cm$s) M'._(BYlI1llj!ils).............. ....:. ~ [I ~ r II , .. I:. I...... .' '. ."c',.; , ;,1: . .~ [.J' '.11';:' I' ,I l' __ II I .Il' .. .', '....,.. ~LELOCA;..~NPLAN . I AND SUBSURFACE PROFILE , ., -_ Ref. No.: 0703-8049 125 II / .... _ ~'.':'': _ '.f. '. _ .' ,_ .., "',. ~ ~ . ". jl' . ~i '~.~..'" 124 l::C ... ...........;. 'D~ ~" .1", . "", ...- . 122 '.,j -- -.- - .-. , r '1Il:.... I _. _L.' ,l,;,s 'r- - ... Date: May 2007 , ~"t ill "'.' f.....' ..... .. ..,-.".....,. . '/1' ~ ".. "'. "",:' -.... "; --"':"---r'-'--"-r ....--! I .~L~.--~J .I!' L i I' ~~~ ~ ~ Drawing No.: 1 -t Scale: Vert: 1: 100 Hofiz: I: 1000 . ,~n". R7Vr.:TMJrl'lIl.<;! '1m I' I I' I I I I I I I, I Ii It I I Ii Ii I I ~ Reference No. 0703-S051 I 1.0 INTRODUCTION In accordance with a letter of authorization dated March 12, 2007, from Mr. W.G. Creamer, Project Manager, ofD.G. Biddle & Associates Limited, on behalf of The Corporation of the Municipality of Clarington, a soil investigation was carried out on the section of Stevens Road between Green Road and Clarington Boulevard, Municipality of Clarington, for a proposed Road Construction. The purpose of the investigation was to reveal the subsurface conditions and to determine the engineering properties of the disclosed soils for the design and construction of the proposed project. The fIndings and resulting geotechnical recommendations are presented in this Report. Reference No. 0703-S051 2 I I I I I I I I I I I I I I I I I I I ~. 2.0 SITE AND PROJECT DESCRIPTION Bowmanville is situated on Iroquois Lake plain where drift has been partly eroded by the water action of the glacial lake and, in places, filled with lacustrine clay, silt, sand, and reworked till. The investigated section of the proposed Stevens Road is located between Green Road and Clarington Boulevard, south of King Street West. The area consists ofan existing open field with scattered trees. The ground surface is generally undulated with the highest elevation in the west end and descending towards the east. An existing school is located on the north side of the investigated area near the east end. It is understood that the proposed project will consist of the construction of Stevens Road and the installation ofundeiground services. I I I I I I I I I I I I I I I I - I - ~ Reference No. 0703-S05l 3 3.0 FIELD WORK The field work, consisting of 4 boreholes to depths of 7.6 m and 8.1 m, was performed on April 17, 2007, at the locations shown on the Borehole Location Plan and Subsurface Prome, Drawing No.1. The holes were advanced at intervals to the sampling depths by a track-mounted, continuous-flight power-auger machine equipped for soil sampling.. Standard Penetratiol1 tests, using the procedures described on the enclosed "List of Abbreviations and Terms", were performed at the sampling depths. The test results are recorded as the Standard Penetration Resistance (or 'N' values) of the subsoil. The relative density of the granular strata and the consistency of the cohesive strata are inferred from the 'N' values. Split-spoon samples were recovered for soil classification and laboratory testing. The field work was supervised and the findings recorded by a Senior Geotechnical . . Technician. The elevation at each of the borehole locations was interpolated from the Site Plan provided by D.G. Biddle & Associates Limited. Reference No. 0703-S051 4 I I I , I I I I I I I I I I I I I I I I ~ 4.0 SUBSURFACE CONDITIONS Detailed descriptions of the encountered subsurface conditions are presented on the Borehole Logs, comprising Figures 1 to 4 , inclusive. The revealed stratigraphy is plotted on the subsurface profile on Drawing No.1, and the engineering properties of the disclosed soils are discussed herein. Beneath a veneer of topsoil, the site is underlain by various strata of sandy silt, silty . fine sand, silty clay, silty clay till, silty sand till and sandy silt till at various depths and locations. 4.1 Topsoil (AIl Boreholes) The revealed topsoil is 15 to 36 cm in thickness. It is dark brown in colour, indicating that it contains appreciable amounts of roots and humus. These materials are unstable and compressible under loads; therefore, the topsoil is considered to be void of engineering value and must be stripped prior to the road construction. Due to its humus content, it may produce volatile gases and may generate an offensive odour under anaerobic conditions. Since the topsoil is considered void of engineering value it can only be used for general landscaping and landscape contouring purposes. A fertility analysis can determine the suitability of the topsoil as planting material. I I I I I I I I I I I I I I I I I I I {t) Reference No. 0703-8051 4.2 Silty Clay Till (All Boreholes) The silty clay till is sandy and consists of a random mixture of soils and particle sizes ranging from clay to gravel, with the clay fraction exerting the dominant influence on the soil properties. Occasional wet sand and silt seams and layers were detected in the clay till mantle. The structure of the till is heterogeneous, indicating that it is a glacial deposit. The obtained 'N' values range from 6 to 100+, with a median of 18 blows per 30 cm of penetration. This indicates that the consistency of the till is firm to hard.; being generally very stiff. The firm clay till occurs beneath the sandy silt layer within a depth of 0.81: m below the prevailing ground surface, where the soil has been weakened by the weathering process. The Atterberg Limits of 1 representative sample and the natural water content values of all the samples were determined; the results are plotted on the Borehole Logs and summarized below: Liquid Limit Plastic Limit Natural Water Content 25% 16% 6% to 16% (median II %) The results show that the till is a cohesive material with low plasticity. The natural water content generally lies below its plastic limit, confirming the generally very stiff consistency as disclosed by the 'N' values. 5 Reference No. 0703-S051 6 I . I I I I I I I I I I I -. I I I I I ~ A grain size analysis was performed on I representative sample; the result is plotted on Figure 5. According to the above findings, the following engineering properties are deduced: . Moderate frost susceptibility and water erodibility. . Low permeability, with an estimated coefficient of permeability of 10.7 em/see, and runoff coefficients of: Slope 0% - 2% 0.15 2% - 6% 0.20 6%+ 0.28 . A cohesive soil, its shear strength is primarily derived from consistency which is inversely related to its moisture content. It contains sand; therefore, its shear strength is augmented by internal friction. . It is generally stable in a relatively steep cut; however, prolonged exposure will allow infiltrating precipitation to saturate the soil fissures, and this may lead to localized sloughing. . .A poor pavement-supportive material, with an estimated California Bearing Ratio (CBR) value of3% or less. . Moderately corrosive to buried metal, with an estimated electrical resistivity . of 4000 ohm/em. .' I I . . I, .' .' I I I .' , I, . .' I: , ., I Ii , j I ~ Reference No. 0703-S051 7 4.3 Sandy Silt Till (Boreholes 1 and 3) and Silty Sand Till (Boreholes 1,2 and 3) The sandy silt and silty sand tills consist of well-mixed soil particle sizes ranging from clay to gravel, with silt or sand being the predornimmt fraction. Occasional sand and silt seams and layers were fomid in the till mantles. The materials are heterogeneous in structure, indicating that they are glacial tills. Sample examinations show that the tills display slight to some cementation. Occasional hard resistance to augering was encountered, indicating that cobbles and boulders are present in the tills. The natural water content values of all the till samples were determined and the results are plotted on the Borehole Logs. The natural water content values of the sandy silt till range from 6% to 16%, with a median of 8%, indicating that the sandy silt till is in a moist to very moist, generally moist condition. The natural water content values of the silty sand till range from 6% to 14%, with a median of 8%, indicating that the silty sand till is in a moist to very moist, generally moist condition. The samples slaked and collapsed readily when placed in water, and the wet samples became dilatant when shaken by hand. The obtained 'N' values of the sandy silt till are 50 and 100+, indicating that the relative density is dense to very dense. The obtained 'N' values of the silty sand till are 100+, indicating that the sand till is very dense. A grain size analysis was performed on 1 representative sample each of the sandy silt till and silty sand till; the gradations are plotted on Figures 6 and 7, respectively. Reference No. 0703-S05l 8 I I I I I I I I I I I I I I I I I I I ~ According to the above fmdings, the deduced soil engineering properties pertaining to the project are the following: . High frost susceptibility and moderately high water erodibility. . Moderately high to moderately low permeability, depending on the clay content, with an estimated coefficient of permeability of 10.3 to 10-6 em/see, and runoff coefficients of: Slope 0% - 2% 0.04 to 0.15 2% - 6% 0.09 to 0.20 6% + 0.13 to 0.28 Frictional-cohesive soils, their shear strength is density dependent, and the strength of the tills is also augmented by cementation. . They will be stable in steep cuts; however, under prolonged exposure, localized sheet collapse will likely occur. . Fair materials to support flexible pavement, with an estimated CBR value of . 8% to 10%. . Moderately low corrosivity to buried metal, with an estimated electrical resistivity of 5000 to 5500 ohm/em. 4.4 Sandy Silt (Boreholes 1,2 and 3) and Silty Fine Sand (Borehole 4) The sandy silt and silty fme sand were encountered beneath the topsoil and occurred within a depth of 1.2:t m from the prevailing ground surface. Sample examinations show that the sand and silt are non-cohesive. They are generally in a very moist to wet condition. The wet samples became highly dilatant when shaken by hand. I I I I I I I I I I I I I I I I I J , _J I ~ Reference No. 0703-8051 9 The obtained 'N' values of the sandy silt and silty fine sand range from 2 to 12, with a median of 3, indicating that they are very loose to compact, being generally very loose. The sandy silt and silty fine sand are generally weathered where they have been weakened by the infiltration precipitation. The natural water content values of the sandy silt and silty fme sand range from 16% to 24%, with a median of 18%. The values indicate that the sandy silt and silty fille sand are in a very moist to saturated, generally wet condition. According to the above fmdings, the engineering properties relating to the project are given below: . High frost susceptibility, with high soil-adfreezing potential. . High water erodibility; susceptible to migration through small openings under seepage pressure. . Pervious to relatively pervious; the sandy silt has an estimated coefficient of permeability of 10-4 em/see and the silty fine sand has an estimated coefficient of permeability of 10-3 em/sec. The runoff coefficients of the silty fine sand and sandy silt are given below: Slope Sandy Silt Silty Fine Sand ~-~ Qm QM 2% - 6%0.12 0.09 6% + 0.18 0.13 Frictional soils, their shear strength is density dependent. Due to their dilatancy, the strength of the wet sand and silt is susceptible to impact disturbance, i.e. the disturbance will induce a build-up of pore pressure ~ Reference No. 0703-S051 within the soil mantles, resulting in soil dilation and a reduction of shear strength. . In excavation, the moist sand and silt will be stable in relatively steep cuts, while the wet sand and silt will slough and run slowly with seepage bleeding from the cut face. They will boil with a piezometric head of 0.4 m. . Fair pavement-supportive materials, with an estimated CBR value of 8%. . Moderately low corrosivity to buried metal, with an estimated electrical resistivity of 5000 to 5500 ohm/em. 4.5 Silty Clav (Borehole 4) The silty clay deposit was encountered beneath the silty fme sand. It is laminated with wet fine sand seams, indicating that it is a lacustrine deposit. Sample examinations show that the consistency of the silty clay is very stiff. The obtained 'N' values of the clay are 19 and 29, which confirm the very stiff consistency of the clay. The Atterberg Limits of 1 representative sample and the natural water content of all the samples were determined. The results are plotted on the Borehole Log and . summarized below. Liquid Limit. Plastic Limit Natural Water Content 28% 16% 16% and 23% I ,.1 10 I I I I I I I I I I I I I I I I I I' I . I I I I' I: ., I I, Ii I I I I I: I. I ~ Reference No. 0703-8051 II The results indicate that the clay is a material of low plasticity. The natural water content generally lies between its liquid and plastic limits, confirming the consistency of the clay determined by the 'N' values. A grain size analysis was performed on I representative sample of the silty clay and the result is plotted on Figure 8. According to the above findings, the following engineering properties are deduced: . Highly frost susceptible and, due to the high silt content and high moisture content, it has a high soil-adfreezing potential. . Low to moderate water erodibility. . The clay is virtually impervious. However, due to the silt layers, the lateral permeability is higher than the vertical permeability. The estimated coefficient of permeability is 10.7 em/see, with runoff coefficients of: Slope 0% - 2% 0.15 2% - 6% 0.20 6%+ 0.28 . A cohesive soil, its shear strength is primarily derived from consistency which is inversely dependent on soil moisture. . Firm clay will consolidate under surcharge loads. . Firm clay will be stable in a cut at 1 vertical:2 horizontal. . A poor pavement-supportive material, with an estimated CBR value of 3 % or less. . Moderately high corrosivity to buried metal, with an estimated electrical resistivity of3500 ohm/em. {l) Reference No. 0703-S051 12 I I I I I I I I I I I I I I I I I I I 4.6 Compaction Characteristics of the Revealed Soils The obtainable degree of compaction is primarily dependent on the soil moisture and, to a lesser extent, on the type of compactor used and the effort applied. As a general guide, the typical water content values of the revealed soils for Standard Proctor compaction are presented in Table 1. T bilE' dW C ti C a e - stunate ater ontent or omoaction Water Content (%) for Standard Proctor Compaction Determined Natural Soil Type Water Content (%) 100% (optimum) Range for 95% or + Silty Clay Till 6 to 16 13 8 to 20 (median 11) . Sandy Silt Till 6 to 16 11 7 to 16 (median 8) Silty Sand Till 6 to 14 10 6 to 15 . (median 8) Sandy Silt and 16 to 24 12 8 to 16 Silty Fine Sand (median 18) Silty Clay 16 and 23 15 to 19 12 to 24 According to the above findings, the majority of the in situ soils are generally suitable for a 95% or + Standard Proctor compaction. However, the sandy silt and silty fIne sand are too wet and will require aeration or mixing with drier soils prior to structural compaction. Aeration of the wet soils can be effectively carried out by spreading them thinly on the ground in dry, warm weather. Alternatively, they can be properly stockpiled to drain of excess water. j I I ) Ii I I I I I I I I I I I I I I I I I I ~ Reference No. 0703-S051 13 The tills and clay should be compacted using a heavy-weight, kneading-type roller. The sand and silt can be compacted by a smooth roller with or without vibration, depending on the water content of the soils being compacted The lifts for compaction should be limited to 20 cm, or to a suitable thickness as assessed by test strips performed by the equipment which will be used at the time of construction. One should be aware that with considerable effort a 90%:t Standard Proctor compaction of the wet sandy silt aild silty fine sand is achievable. Further densification is prevented by the pore pressure induced by the compactive effort; however, large random voids will have been expelled, and with time the pore pressure will dissipate and the percentage of compaction will increase. There are . many cases on record where after a few months of rest, the density of the compacted mantle has increased to over 95% of its maximum Standard Proctor dry density. When compacting the hard and dense to very de.nse tills on the dry side of the optimum, the compactive energy will frequently bridge over the chunks in the soil and be transmitted laterally into the soil mantle. Therefore, the lifts of these soils must be limited to 20 cm or less (before compaction). It is difficult to monitor the lifts of backfill placed in deep trenches; therefore, it is preferable that the compaction of backfill at depths over 1.0 m below the road Stibgrade be carried out on the wet side of the optimum. This would allow a wider latitude oflift thickness. If the compaction of the soils is carried out with the water content within the range for 95% Standard Proctor dry density but on the wet side of the optimum, the surface of the compacted soil mantle will roll under the dynamic compactive load. Reference No. 0703-8051 14 I I I I I I' I I I I I I I I I I I I I ~ This is unsuitable for road construction since each component of the pavement structure is to be placed under dynamic conditions which will induce the rolling action of the subgrade surface and cause structural failure of the new pavement. The bedding of !he underground services and culverts, on the other hand, will be placed on a subgrade which will not be subjected to impact loads. Therefore, the structurally compacted soil mantle with the water content on the wet side or dry side of the optimum will provide an adequate subgrade for the construction. The presence of boulders will prevent transmission of the compactive energy into the underlying material to be compacted. If an appreciable amount of boulders over 15 cm in size is mixed with the material, it must either be sorted or must not be used for structural backfill. --1 II I I I I I I I I I I I I I I I I I I ~ Reference No. 0703-S051 15 5.0 GROUNDWATER CONDITIONS Groundwater seepage encountered during augering was recorded on the field logs. The boreholes were checked for the presence of groundwater and the occurrence of cave-in upon their completion and the levels are plotted on the Borehole Logs. The data are listed in Table 2. Table 2 - Groundwater Levels Soil Colour Measured Changes Seepage Groundwater/ Brown to Encountered Cave-in* Level Borehole Grey During Augering On Completion BHNo. Depth (m) Depth (m) Depth (m) Amount Depth (m) E1. (m) I 7.6 4.0 3.0 Appreciable 3.1* 118.8* 2 7.6 4.0 0.0 Appreciable 0.1 122.2 3 7.6 2.3 0.0 Some 3.1 118.4 4 8.1 2.7 0.5 Some 1.2 119.5 'Cave-in level (In wet sand and sil~ the level generally represents the groundwater regune at the borehole location.) Groundwater and cave-in were detected in all boreholes at depths ranging from 0.1 to 3.1 m from the prevailing ground surface, or at E1s. 122.2 to 118.4 m, which represents the groundwater level at the time of the investigation. The groundwater level in the upper soil stratigraphy is derived from infiltrated precipitation becoming trapped in the fissures in the weathered soils, and in the sand and silt seams and layers. ~ Reference No. 0703-S05l . The colour of the soil changes from brown to grey at depths ranging from 2.3 to 4.0 m below the prevailing ground surface. This indicates that the brown soils have oxidized and the permanent groundwater occurs in the grey soils. The' groundwater at the site will generally be subject to seasonal fluctuation. In the wet seasons, infiltrated precipitation will perch in the soil fissures and in the sand and silt seams and layers in the tills, rendering the occurrence of a shallower perched groundwater. The yield of groundwater from the clay and clay till is expected to be small; from the sandy silt till and silty sand till it will be moderate. However, the yield from the sand and silt will likely be appreciable and persistent, depending on the extent of the depths. 16 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ Reference No. 0703-S051 17 6.0 DISCUSSION AND RECOMMENDATIONS The investigation has disclosed that beneath a veneer of topsoil, the site is underlain by strata of very loose to compact, generally very loose sandy silt and silty fine sand, very stiff silty clay; firm to hard, generally very stiff silty clay till; dense to very dense sandy silt till; and very dense silty sand till at depths and locations. The very loose and fIrm soils occur in the weathered zone generally extending to a depth of 1.2 in below the prevailing ground surface. The groundwater is inferred to lie at depths ranging from 0.1 to 3.1 m from the prevailing ground surface, ont E1. 122.2 to 118.4 m, depending on the location. However, the perched groundwater from infIltrating precipitation may occur in places at a shallower depth in wet seasons. If groundwater or seepage is encountered, the yield will generally be small from the clay and silty clay till, moderate from the sandy silt till and silty sand till, and is likely appreciable from the sand and silt, depending on the extent of the sandy deposits. The geotechnical findings which warrant special consideration are presented below: 1. The topsoil is highly compressible and must be stripped as it is unsuitable for engineering applications. 2. A Class 'B' bedding is recommended for the construction of the new culvert. 3. Due to the occurrence of topsoil and weathered soils, the road subgrade must be inspected by a geotechnical engineer, or a geotechnical technician under the supervision of a geotechnical engineer. Reference No. 0703-S051 18 I I I I I I I I I I I I I I I I I I I Q 4. Excavation into the hard and very dense tills containing boulders may require extra effort and the use of a heavy-duty backhoe. Boulders larger than 15 cm in size are not suitable for structural backfill. The recommendations appropriate for the project described in Section 2.0 are presented herein. One must be aware that the subsurface conditions may vary between boreholes. Should this become apparent during construction, a geotechnical engineer must be consulted to determine whether the following recommendations require revision. 6.1 Underl!:round Services The subgrade for the underground services should consist of sound natural soils, or properly compacted inorganic earth fill. A Class ':B' bedding is recommended for the underground services construction. The bedding material should consist of compacted 20-mm Crusher-Run Limestone, or equivalent. In order to prevent pipe floatation when the underground services trench is deluged with water, a soil cover with' a thickness equal to the diameter of the pipe should be in place at all times after completion of the pipe installation. Openings to subdrains and catch basins should be shielded with a fabric filter to prevent silting. I' I I I I 1 1 I I I I I, 1 I I I, I Ii I; ~ Reference No. 0703-S051 19 6.2 Trench Backfillinl!: The backfill in the trenches should be compacted to at least 95% of its maximum Standard Proctor dry density. In the zone within 1.0 m below the road subgrade, the material should be compacted with the water content 2% to 3% drier than the optimum, and the compaction should be increased to 98% of the respective maximum Standard Proctor dry density. This is to provide the required stiffness for pavement construction. The in situ inorganic soils are suitable for use as structural fill. As noted, it is preferable that the compaction of backfill at depths over 1.0 m below the road subgrade be carried out on the wet side of the optimum. In normal underground services construction practice, the problem areas of road settlement largely occur adjacent to manholes, catch basins and culvert crossings. In areas which are inaccessible to a heavy compactor, sand backfill should be used. Unless compaction of the backfill is carefully performed, the interface of the native soils and the sand backfill will have to be flooded for a period of at least 1 day. The narrow trenches for the culvert crossings should be cut at 1 vertical: 2 or + horizontal so that the back:fi1l can be effectively compacted. Otherwise, soil arching will prevent the achievement of proper compaction. The lift of each back:fi1l1ayer should either be limited to a thickness of 20 em, or the thickness should be determined by test strips. One must be aware of the possible consequences during trench backfilling and exercise caution as described below: ~ Reference No. 0703-S051 20 I I I I I I I I I I I I I I I I I I I . When construction is carried out in freezing winter weather, allowance should be made for these following conditions. Despite stringent backfill monitoring, frozen soil layers may inadvertently be mixed with the structural trench backfill. Should the in situ soil h8.ve a water content on the dry side of the optimum, it would be impossible to wet the soil due to the freezing condition, rendering difficulties in obtaining uniform and proper compaction. Furthermore, the freezing condition will prevent flooding of the backfill when it is required, such as when the trench box is removed. The above will invariably cause backfill settlement that may become evident within I to several years, depending on the depth of the trench which has been backfilled. . In areas where the underground services construction is carried out during the winter months, prolonged exposure of the trench walls will result in frost heave within the soil mantle of the walls. This may result in some settlement . as the frost recedes, and repair costs will be incurred prior to the fina1 surfacing of the new pavement and service structures. . To backfill a deep trench, one must be aware that future settlement is to be expected, unless the side of the cut is flattened to at least I vertical: 1.5 + horizontal, and the lifts of the fill and its moisture content are stringently controlled; i.e., lifts should be no more than 20 cm (or less if the backfilling conditions dictate) and uniformly compacted to achieve at least 95% of the maximum Standard Proctor dry density, with the moisture content on the wet side of the optimum. . It is often difficult to achieve uniform compaction of the backfill in the lower vertical section of a trench which is an open cut or is stabilized by a trench box, particularly in the sector close to the trench walls or the sides of the I I I I I I I I I I I I I I I I I I I ~ Reference No. 0703-S051 21 box. These sectors must be backfilled with sand. In a trench stabilized by a trench box, the void left after the removal of the box will be filled by the backfill. It is necessary to backfill this sector with sand, and the compacted backfill must be flooded for I day, prior to the placement of the backfill above this sector, i.e., in the upper sloped trench section. This measure is necessary in order to prevent consolidation of inadvertent voids and loose backfill which will compromise the compaction of the backfill in the upper seCtion. In areas where groundwater movement is expected in the sand fill mantle, seepage collars should be provided. 6.3 Pavement Desim According to the borehole findings, the recommended pavement structure is presented in Table 3. T bl 3 P t D . a e - avemen eSlgIl Course Thickness (mm) OPS Specifications Asphalt Surface 40 HL-3 Asphalt Binder HL-8 Local Road 50 Collector Road 80 Granular Base 150 Granular 'A' Granular Sub-base Granular 'B', Type II Local Road 300 Collector Road 375 Reference No. 0703-S051 22 I I I I I I I I I I I I I I I I I I I Q Prior to placement of the granular bases, the subgrade surface should be proof- rolled and any soft material should be subexcavated and replaced with properly compacted organic-free earth fill or granular material. All the granular bases should be compacted to their maximum Standard Proctor dry density. The earth backfill within the zone 1.0 m below the pavement must be compacted to 98% or + of its maximum Standard Proctor dry density, with the moisture content 2% to 3% drier than the optimum. The subgrade will suffer a strength regression if water is allowed to saturate the mantle. The following measures should, therefore, be incorporated in the construction procedures and road design: . If the road construction does not immediately follow the trench backfilling, the subgrade should be properly crowned and smooth-rolled to allow interim precipitation to be properly drained. . Prior to the placement of the granular bas,es, the sub grade should be proof- rolled, and any soft spots should be rectified. If the roads are to be constructed during the wet seasons and the subgrade is softened, the granular sub-base should be thickened. In extreme cases, the top 0.8 m of the subgrade should be replaced by compacted granular material. . Fabric filter-encased curb subdrains will be required. 6.4 Soil Parameters The recommended soil parameters for the project design are given in Table 4. I . I .' I I I I I: II I I I I I I I I I, , ~ Reference No. 0703-S051 23 Table 4 - Soil Parameters Unit Wei2ht and Bulk Factor UnitWe~ht Estimated {kN/m3) Bulk Factor Bulk Loose Compacted Sound Tills 22.2 1.35 1.03 . Sand and Silt 21.0 1.25 1.02 Silty Clay 20.5 1.30 0.98- Lateral Earth Pressure Coefficients Active At Rest Passive Ka Ko Kp Weathered Soils 0045 0.55 2.22 Silty Clay and Silty Clay Till 0040 0.50 2.50 Sand and Silt, Silty Sand Till and Sandy Silt Till 0.30 0.40 3.33 Maximum Allowable Soil Pressure For Thrust Block Desilm Sound Natural Soils 100 kPa 6.5 Excavation Excavation should be carried out in accordance with Ontario Regulation 213/91. Excavations should be sloped at 1 vertical: 1 horizontal for stability. For excavation purposes, the types of soils are classified in Table 5. Reference No. 0703-S051 24 1 1 1 1 I' I 1 I 1 1 I 1 I I 1 1 1 1 1 ~ Table 5 - Classification of Soils for Excavation Material . Type Sound Tills 2 Weathered Soils, Sand and Silt above groundwater 3 Sand and Silt below groundwater 4 At depths below the groundwater level, seepage in the till mantles during excavation is expected to be slow and controllable by normal pumping from closely spaced slJlhps. Excavation into the hard and very dense tills containing boulders will require extra effort and the use of a heavy, properly equipped backhoe. Where excavations are carried out in the wet sand and silt, the possibility of flowing sides and bottom boiling dictates that the ground be predrained by pumping from closely spaced sump-wells. However, this should be confirmed by test pits prior to and/or during project tendering and/or construction. Prospective contractors must be asked to assess the in situ subsurface conditions for soil cuts by digging test pits to at least 0.5 m below the intended bottom of excavation. These test pits should be allowed to remain open for a period of at least 4 hours to assess the trenching conditions. I I I, I I I I Ii Ii Ii ] I: It I I I I I Ii I ~ Reference No. 0703-S051 25 7.0 LIMITATIONS OF REPORT It should be noted t'Iat no tests have been carried. out to determine whether environmental contaminants are present in the soils. Therefore, this report deals only with a study of the geotechnical aspects of the proposed project. This report was prepared by Soil Engineers Ltd. for the account of The Corporation of the Municipality of Clarington, and for review by their designated consultants and government agencies. The material in it reflects the judgement of Bernard Lee, . P.Eng., and Daniel Man, P.Eng., in light of the information available to it at the time of preparation. Any use which a Third Party makes of this report, or any reliance on decisions to be made based on it, are the responsibility of such Third Parties. Soil Engineers Ltd. accepts no responsibility for damages, if any, suffered by any Third Party as a result of decisions made or actions based on this report. SOIL ENGINEERS LTD. ~ Bernard Lee, P.Eng. ]~ A lL~p.Eng. BUDM:rs I I Ii I I Ii Ii Ii II II Ii I: I I I I I, I I LIST OF ABBREVIATIONS AND DESCRIPTION OF TERMS The abbreviations and terms commonly employed on the borehole logs and figures, and in the text of the report are as follows: 1. SAMPLE TYPES 3. SOIL DESCRIPTION AS Auger sample a) Cohesionless Soils: CS Chunk sample DO Drive open 'N' (Blowslft) Relative Densitv DS Denison type sample FS Foil sample 0 to 4 very loose RC Rock core with size and 4 to 10 loose percentage of recovery 10 to 30 compact ST Slotted tube 30 to 50 . dense TO Thin-walled, open over 50 very dense TP Thin-walled, piston WS Wash Sample b) Cohesive Soils: 2. . PENETRATION RESISTANCE/'N' Undrained Shear Stremrth (kg!) 'N' ffilowslft) Consistencv Dynamic Cone Penetration Resistance: A continuous profile showing the number of blows for each foot of penetration of a 2-inch diameter 90. point cone driven by a 140-pound hammer falling 30 inches. Plotted as Less than 0.25 0 to 2 very soft 0.25 to 0.50 2 to 4 soft 0.50 to LO 4 to 8 firm 1.0 to 2.0 8 to 16 stiff 2.0 to 4.0 16 to 32 very stiff over 4.0 over 32 hard Standard Penetration Resistance or 'N' value: c) Method of Determination of Undrained Shear Strength of Cohesive Soils: The number of blows ofa 140-pound hammer falling 30 inches required to advance a 2-inch O.D. drive open sampler one foot into undisturbed soil. Plotted as '0' x 0.0 - Field vane test in borehole The number denotes the sensitivity to remoulding. ~ - Laboratory vane test o - Compression test in laboratory WH Sampler advanced by static weight PH Sampler advanced by hydraulic pressure PM Sampler advanced by manual pressure NP No penetration For a saturated cohesive soil, the . undrained shear strength is taken as one half of the undrained compressive strength. METRIC CONVERSION FACfORS I ft. = 0.3048 metres I inch = 25.4 mm lib. = 0.453 kg I ksf = 47.88 kN/m2 ~ Soil Engineers lid. CONSULTING SOIL, FOUNDATION & ENVIRONMENTAL ENGINEERS 100 NUGGET AVENUE. TORONTO, ONTARIO MIS 3A7 . TEL, (416) 754-8515. FAX, (416) 754-8516 JOB NO.: 0703-S051 LOG OF BOREHOLE NO.: 1 FIGURE NO.: 1 JOB DESCRIPTION: Proposed Stevens Road Construction JOB LOCATION: Stevens Road, between Green Road and Clarington Boulevard Municipality of Clarington METHOD OF BORING: Flight-Auger DATE: April 17, 2007 SAMPLES Shear Strength Atterberg Limits ...l Elev, ~ X (kNlm2) X Wp WL ~ S ~ 50 100 150 200 I I > SOIL " , , ; ~ Depth DESCRIPTION '" ...l " <> Penetration Resistance Water Content I'G .... en (m) " ~ ~ "S " '" .,s 0 (blows/0.3m) 0 . (%) . f- $ > 0. 10 30 50 70 90 5 15 25 35 45 -< ~ , " Z Z CI , , , , , , , ;:: 121,9 Ground Surface 0 23 0.0 I- 30cm TOPSOIL lA 00 - 17 . 121.4 Brown, loose weathered - 1 - 1'5' l~fl SANDY SILT weathered lC DO 6 Ie: \ ---- u,~ Brown, firm / 2 DO 50 1 1\ SIL TV CLAY, Till Brown, dense to very dense 16 SANDY SILT, Till 3 DO 100+ some clay, a trace of gnavel 2 Dee, sand and silt seams and layers, cobbles and boulders 4 00 100+ 118,9 3 14 3,0 Very dense 5 DO 100+ . brown 4 -- grey 14 c: SA 00 - .12 Q) SIL TV SAND, Till + c. E 5 0 <.> ~ 0 E cobbles and co boulders I" oj 6 ~ + ~ traces of clay and gnavel w ace, sand and silt seams and @) layers, cobbles and boulders c: 7 ! () 114.3 + 7,6 END OF BOREHOLE 8 g 10 I I I I I I I I Ii I: I, I: I I I I I, I, Ii ~ Soil Engineers Ltd. ; J JOB NO.: 0703-S051 LOG OF BOREHOLE NO.: 2 FIGURE NO.: 2 1 JOB DESCRIPTION: Proposed Stevens Road Construction I JOB LOCATION: Stevens Road, between Green Road and Clarington Boulevard Municipality of Clarington METHOD OF BORING: Flight-Auger DATE: April 17, 2007 J SAMPLES Shear Strength Atterberg Limits ~ I Elev. ~ X (kNJm2) X Wp WL Ei SOIL ~ 50 100 150 200 I J "-l " , Depth DESCRIPTION .. ~ I ~ " Pene tration Resistance Water Content .... rJ') (m) " "E .. .c 0 (blowslO .3m) 0 . (%) . " - ~ > a. 10 30 50 70 90 5 15 25 35 45 -< = , " ~1 z z Q , , , , , , , 122.3 Ground Surface 0 A U.u _. 15cmTOPSOIL 1A DO - I Sf - 24 Brown, very loose 18 DO 2 I 121.5 SANDY SILT weathered 1 u.o Brown, hard 2 DO 32 1 "., .' SILTY CLAY, Till I sandy, a trace of gravel 13 ace. sand and silt saans and 3 DO 100+ . 120.3 layers, cobbles and boulders 2 2.U Very dense I + cobbles and boulders 3 8 + . c: 0 ~ a. brown E 4 0 SILTY SAND, Till --- u grey c: 0 11 E + '" N . 5 '" ~ . UJ @ l cobbles and ...j boulders 6 7 s: + 7 ~ 10 I 114.7 1.0 END OF BOREHOLE 8 - I 9 . 10 ~ Soil Engineers Ltd. JOB NO.: 0703-5051 LOG OF BOREHOLE NO.: 3 FlGURENO.:3 JOB DESCRIPTION: Proposed Stevens Road Construction JOB LOCATION: Stevens Road, between Green Road and Clarington Boulevard Municipality of Clarington METHOD OF BORING: Flight-Auger DATE: April 17, 2007 SAMPLES Shear Strength Atterberg Limits ....l Elev. S X (kN/m2) X Wp WL ~ ~ 50 100 150 200 I I > SOIL " , , ~ - ....l Depth DESCRIPTION " " <.) P enetration Resistance Water Content c.:: ... (Il (m) " :l ~ S " Oi .;; 0 (blows/0.3m) 0 . (%) . f- ~ > Co 10 30 50 70 90 5 15 2535,45 <I; :l , " ~ Z Z Q , , , ' , " , 121.5 Ground Surface 0 7__ u.u 25cm TOPSOIL 1A DO - I IBrown, very loose 18 120.9 weathered 18 DO 2 I-' SANDY SILT -- U.o Brown, hard 7 2 DO 42 1 ... SILTY CLAY, Till 120.0 sandy, a trace of gravel 1.0 ace. sand and silt seams and + \Iayers, cobbles and boulders / Brown, very dense 2 119.2 SANDY SILT, Till ~.~ some clay, a trace of gravel + ace. sand and silt seams and / ! \iayers, cobbles and boulders 3 7 Grey, very dense + . '? 4 cobbles and c: 0 boulders :ai. + a. E SILTY SAND, Till 5 8 c: 0 E ... <Xi traces of clay and gravel 6 ~ ~ ace. sand and slit seams and + layers, cobbles and boulders jjj @ -i 7 s: 9 113.9 + . 1.0 END OF BOREHOLE 8 9 10 . I: I: .' I I I I I I I I I . I I I I I I ~ Soil Engineers Ltd. JOB NO.: 0703-S051 LOG OF BOREHOLE NO.: 4 FIGURE NO.: 4 1 JOB DESCRIPTION: Proposed Stevens Road Construction I JOB LOCATION: Stevens Road, between Green Road and Clarington Boulevard Municipality of Clarington METHOD OF BORING: Flight-Auger DATE: April 17, 2007 J SAMPLES Shear Strength Atterberg Limits ~ I Elev. e X (kN/m2) X Wp WL SOIL ~ 50 100 150 200 I I ~ " , , Depth DESCRIPTION ;; ~ I " 0 Penetration Resistance Water Content .... <Zl (m) " :s "E " ;; .,s 0 (blows/0.3m) 0 . ('!oj . ~ > Co 10 30 50 70 90 5 15 25 35 45 <: :s , " ~~ Z Z Q , , , , , , , 120.7 Ground Surface 0 ~9 0.0 36cm TOPSOIL 1A DO - 2 l- I 18 DO 4 IV Brown, very loose to compact SILTY FINE SAND 16 119.5 a trace of clay weathered 2 DO 12 1 1.2 -- - ---I Brown, very stiff - 3 SILTY CLAY 3 DO 19 2 I a trace of sand 16 118.0 4 DO 29 . 2.7 Grey, stiff to very stiff 3 11 5 DO 11 " .Q ., c. E 4 8 " 0 SILTY CLAY, Till 10 E "' 6 DO 10 oi 5 ~ ~ sandy, a trace of gravel w ace. sand and silt seams and @) . layers, cobbles and boulders " 6 , I Q) > sandy '" 7 DO 14 () 7 I sandy 8 DO 21 I 112.6 8 8.1 END OF BOREHOLE I 9 10 ~ Soil Engineers Ltd. Ii I I I I I I I I I I I I I I I I I I - t(") o r/) , M o r-- o ~ OJ () <= ~ <l:l ~ z o ;..; Eo-< ~ ~ ; Eo-< rJJ ;..; Q f;I;:l N ;..; rJJ Z ~ ~ ~ '1ooOi ~ ~ > ~ z ~ ~ ~ ~ ~ ~ ~ - == ~ .~ ~. ~~ ~ ~ ~ < w . ~ . ~ ~ :--- ... ~ (j > < ~ u ~ ~ ~ Q Z < ~ I I , I . ....... -.1 ._f---. > j u ~ ~ ~ ~ ....---....- .._~. - ...- ~ ,'--- -._--- ..- p- -.....- bL - I ;."-1- i 2-11 . / 1 w 0; ~ :> ~ i I 1 ....-r . , : r i/.-~~--. · r I ..1_..... -.- H._ ~ ~ ~ ~ ~ ~ 2 Q w ~ w ~ . 8 Q Z < ~ ~ . Q w ~ . -- --t- .0. w 0; ~ , II.... --f-r- ' ~ I. ,...- -1.-- o 1- -+-- -. n l-~+=.::. 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I;'; .L I'{.. ,,; "iI .>'.' ..:__ ,I '.'. ,_ . :l ,,~ ~ 1 L..:: __,.":'.J " ;:. '" I8.jj .9.25 -- .... ..". 1.1.00_ 13.00 I I I . . , 1& ~ 1-11 it I I I I AI ". BOREHOLE LOCATION PLAN . ~. .;., . '. '.' ..: '. AND SUBSURFACE PROFILE ". .. ,~....:.~ ~ .". . , \':<'.H;;;'" ,~'- ,;:~.. .' '. " '.: Ref. No.: 0703-8051 -0 .~. ~'.,~~ir. .... I.:':~" " ~"f I Dale: I',' .. ''''-~'.. o'Pvc Drawiillg i'-ro..~ '- , y.: . '. ~ - ..;;.. - '. . ..~:,:. ,. :~~ . '.. ~.~ .t&~.:.:::i~;;;<;:.'t~~Wlh. , ~il?!.~~~t~~~;-. . !.:! ,:.":.. , ~'.:: 1 "r;. ~ .. -- r'. ~ ,-' 0 .1. ;,";~'-" . - .-' .j~ ~. :: .'~:-I'- '~ffl:. ". ~ 18:;1 ). , , -I '.+ .,;0 11;'. :. r.. I.. 'Mot ., Iii, , ,. ;i' , , ;'-- 'I' " i i;.. .. ~'.'~' . ....... ' ~. ;., I'I:; '. .' " , "l: L .. - t, ,1.. - - :-: - >~ b ~', ., F ...... ',';: - '" ..'7.0 $~~ s:.h $:;' ,,' ..u".,.... .le]?!}' ,...: I' I,', -, Scale: Vert: J:100 floriz: 1:1000 ., 'llS'::'.'" . .. ~";.:t~:,~. '. . :.- :~..~.~ '''- , ........ , .:, ~~f ~ .~. ;~,. ~~~.: ...t~'.~ l:. .:;- ., ,; ~ :-~';.:~,\f<.. .. -::'>~~:~ ',' .,... 1 . SOll ENGINEERS LTD. ~ "".~~ .... '. . ;', ~ :~.,:~. ;:~~.', -"'~"'~itF;.P;' :."..:'. '. ", ;,iF ._.~-,j ., , ...., - ~ I ---: i t~ , c -Q <I "- Ii , ~ ~ C 0: ,2 '~ -------- ... .> " .. sNf .c,. .~ '.. -;~; .' ". -~.: LEGEND TOPSOIL SILTY CLAY SILTY FINE SAND SILTY CLA Y TILL SILTY SANDTlLU SANDY SILT TILU SANDY SILT CAVE-IN % WATER LEVEL May 2007