Loading...
HomeMy WebLinkAboutC11.0 SpecificationsEARTHWORK 1. SCOPE OF WORK A. Extent: The work required under this section consists of all excavating, filling, rough grading and related items necessary to complete the work indicated on the drawings and described in the specifications. The Contractor shall notify in writing the owners and the Engineer of any changes, errors or omissions found on the plans or in the field before work is started or resumed. 1. In general, the items of work to be performed under this section shall include: clearing and grubbing, removal of trees and stumps (where required), protection of trees to remain, stripping and storage of topsoil, fill compaction and rough grading of entire site. 2. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. The location of dump and length of haul shall be the Contractor s responsibility. 3. Provide and place any additional fill material from off the site as may be necessary to produce the grades required. Fill obtained from off site shall be of kind and quality as specified for fills herein and the source approved by the Owner. 4. The Contractor shall accept the site as he finds it and shall remove all trash, rubbish and debris from the site prior to starting excavation. B. Work not included: The following items of related work are specified and included in other sections of these specifications: 1. Excavation, grading and backfilling for utility lines 2. Storm drainage systems 3. Sanitary sewer systems 4. Streets and paving 5. Water supply system 2. BENCH MARKS Maintain carefully all bench marks, monuments and other other reference points; if disturbed or destroyed, Contractor shall contact engineer. Replacement shall be at Contractor s expense. 3. REMOVAL OF TREES A. Remove all trees and stumps from area to be occupied by road and surfaced areas. Removal of trees outside these areas shall only be done as noted on drawings or approved by the Owner. B. All brush, stumps, wood and other refuse from the trees shall be removed to disposal areas off of the site. Disposal by burning shall not Joe permitted unless proper permits are obtained (where applicable). The location of on -site bury pits shall be approved by the owner and the i Engineer if permitted. 4. PROTECTION OF TREES A. General Protection: The Contractor shall be responsible for the protection of tops, trunks and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be boxed, fenced or otherwise protected before any work is started; do not stockpile within branch spread. Remove interfering branches without injury to trunks and cover scars with tree paint. 5. HANDLING OF TOPSOIL A. Remove all organic material from the areas to be occupied by buildings, roads, walks and parking areas. Pile and store topsoil at a location where it will not interfere with construction operations. Topsoil shall be reasonably free from subsoil, debris, weeds, grass, stones, etc.. B. After completion of site grading and subsurface utility installation, top soil shalt be replaced in areas designated on the erosion control plan for seeding and /or sod. Any remaining topsoil shall be used for finished grading around structures and landscaping areas. 6. DISPOSITION OF UTILITIES: A. Rules and regulations governing the respective utilities shall be observed in executing all work under this section. B. If active utilities are encountered but not shown shown on the drawings, the Engineer shall be advised before work is continued. C. Inactive and abandoned utilities encountered in excavating and grading operations shall be reported to the Engineer. They shall be removed, plugged or capped as directed by the Utility Company or the Engineer. D. It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. 7. SITE GRADING: A. Grades: Contractor shall perform all cutting, filling, compacting of fills and rough grading required to bring entire project area to grade as shown on the drawings. B. Rough Grading: the tolerance for paved areas shall not exceed 0.10 feet plus or minus above the established subgrade. All other areas shall not exceed 0.10 feel plus or minus the established grade. All banks and other breaks in grade shall be rounded at top and bottom. C. Compaction Requirements: 1. All areas under building pads and paved areas shall be compacted to 100% standard proctor density. 2. All other fill areas shall be compacted to 90% standard proctor density. 3. All areas where cut is necessary to meet the design sub -grade are required to be scarified 12 inches below sub -grade and meet the above compaction requirements. 8. EARTH WORK BALANCE A. The Contractor shall confirm all earthwork quantities prior to start of construction. If an excess or shortage of earth is encountered, the Contractor shall confirm with the Owner and Engineer the requirements for stockpiling, removal or import of earth. B. Minor adjustments to the grades may be required to earthwork balances when minor excess material or shortages are encountered. It is recognized by the parties hereto that the calculations of the the Engineer in determining earthwork quantities shall be accomplished in accordance with the American Society of Civil Engineers Standards for such calculations. Further, that these calculations are subject to the interpretations of soil borings as the physical limits of the various soil types, the allowable variation in finish grade and compaction permitted the contractor, and that all of these parameters may couse either an excess or shortage of actual earthwork materials to complete the project. If such an actual minor excess or shortage of materials occurs, the contractor shall contact the Engineer to determine if adjustment can be made to correct the imbalance of earth. 9. TESTING A. Contractor shall hire at Contractors expence an independent soil testing service to assure soil compaction with scope of testing to be approved by Engineer. Copies of test results shall be submitted to the Engineer. SANITARY SEWER SYSTEMS 1. SCOPE OF WORK A. The work under this section includes all sanitary sewers, manholes, cleanouts and related items including excavating and backfilling, necessary to complete the work shown in the drawings, starting five feet outside the building walls. The ends of sewers shall be tightly plugged or capped at the terminal points, adjacent to buildings, pending the connecting of all such lines to the building drain as specified in „the plumping and architectural drawings. One set of approved plans shall be on the job site at all times. 2. MATERIALS A. Polyvinyl Chloride Pipe (PVC) 1. Polyvinyl Chloride (PVC) pipe and fittings must be smooth wall inside and out and must conform to: ASTM D -3034 (SDR 35 or SDR 26 or SDR 23.5), Type PSM or CAN /CSA B182.2.M90, the more stringent shall apply, for sizes up to 15- inches; ASTM F -679 (T -1; T -2 as approved by Engineer) or AASHTO M278 or CAN /CSA- B182.2.M90, the more stringent shall apply, for sizes greater than 15- inches; ASTM D -2241 (SDR 26 or SDR 21) for sizes up to 24- inches; AWWA C -900 (DR 25 or DR 18), for sizes up to 12- inches; AWWA C -905 (DR 26 or DR 21), for sizes greater than 12- inches. C. 2. All fittings and joints shall be compression type flexible gasketed Joints, and manufactured i and nstalled,in accordance with the pipe manufacturers specifications. No solvent cement joints shall be allowed. B. Ductile Iron Pipe 1. Ductile iron (DI) pipe must meet ASTM A -746 or AWWA C151 with exterior asphaltic coating per AWWA C151 and interior asphaltic coating meeting AWWA C151 or polyethylene lining complying with ASTM D -1248 of nominal 40 mil thickness. Thickness design must be in accordance with AWWA C150. 2. Joint on DI pipe must be the integral bell type gasketed joint meeting AWWA C111 mechanical joint (MJ) meeting AWWA C111, or ANSI 125 lb. flanged joint. Accessories for mechanical and flanged joints must be alloy steel -head bolt and hex nut of Coerce Thread Series Class 2A (External) and Class 2B (Internal) per ANSI B1.1. Manholes 3. APPLICATION 1. Precast reinforced concrete manhole sections and steps and concrete adjusting rings shall conform to ASTM C -478 latest revision. Exterior of manhole shall be waterproofed with Bismatic material. 2. Castings shall be of uniform quality, free from blow holes porosity, hard spots, shrinkage distor or other defects. They shall be smooth and well cleaned by shot- blasting or by some other approved method. They shall be coated with asphalt paint which shall result in a smooth coating, tough and tenacious when cold, not tacky or brittle. They shall be gray iron meeting ASTM A latest revision. Manhole covers for sanitary sewer shall be Neenah Type R- 1077 -A w /R- 1712 -B -SP Frame w /Self Sealing application. 3. Joints Manhole sections shall be joined with a nominal 1/2" size butyl rubber rubber base gasket material, conforming to AASHTO M -198 and Federal Specification SS- S -210a. Joint conforms to ASTM C -443. 4. Manholes shall include steps. Manhole steps shall be polypropylene coated steel reinforcing or an approved non corrosive fiberglass material. The copolymer polypropylene shall meet the re uirements of ASTM D -4101 with deformed 3/8 dia. or larger reinforcing steel conforming to ASTM A -615 Grade 60. Steps shall be a maximum of 18 from top, 24 from bottom and 16 spacing between. 5. Manholes shall be bedded on a granular foundation. The granular foundation shall be compacted with vibratory tamps. A. Permits and Codes The intent of this section of the specifications is that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but that the work shall comply with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. The Contractor shall be responsible for obtaining or verifying all permits for all or portions of this roject prior to starting construction. The Contractor shall notify the focal or county inspector or utility superintendent 48 hours prior to commencement of sanitary construction. B. Local Standards The term "local standards" as used herein means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements Maintain in operating condition all active utilities, sewers and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. D. Workmanship To conform to all local, state and notional codes and to be approved by all local and state agencies having jurisdiction. E. Trenching Lay all pipe in open trenches, except when the local authority gives written permission for tunneling or jacking of pipe. Open the trench sufficiently ahead of pipe-laying to reveal any obstructions. The width of the trench shall be the inside pipe diameter plus 24 inches for 12 inches above the pipe. Sheet and brace the trench as necessary to protect workmen and adjacent structures. All trenching to comply with Occupational Safety and Health Administration Standards. Open trenches shall be properly protected and /or barricaded when [eft unattended. Keep trenches free from water while construction is in progress. Under no circumstances shall pipe or appurtenances be laid in standing water. Conduct the discharge from trench dewatering to drains or natural drainage channels. F. Special Supports Whenever, in the opinion of the Engineer, the soil at or below the pipe grade is unsuitable for supporting sewers and appurtenances specified in this section such special support, in addition to those shown or specified, shall be provided as the Engineer may direct, and the contract will be adjusted. G. Backfilling for a depth of at least 12 inches above the top of the ipe, backfill with 12 of #8 crushed stone or 8 fractured face aggregate. Compact this backfill horoughly, taking care not to disturb the pipe. For the remaining trench depth, backfill with earth or granular material containing stones or rocks not larger than 4 inches. Backfill under and within 5 feet of City pavement and City sidewalks to conform to City backfill standards. H. Flow Channels The flow channels within manholes shall be an integral part of the precast base. The channels shall be shaped and formed for a clean transition with proper hydraulics to allow the smooth conveyance of flow through the manhole. The bench wall shall be formed t2 the crown of the inlet and outlet pipes to form a "U shaped channel. The bench wall shall slope back from the crown at 1/2 inch per foot to the manhole wall. No brick, rock or sand fillers will be allowed. I. Infiltration The contractor shall furnish necessary equipment to test sewers for infiltration. infiltration rates shall not exceed the Local Standards. All sanitary sewer lines upon completion will be required to pass a low pressure air test, unless otherwise directed by the City Engineer. Said test shall be conducted according to NCPI Standard Method and shall be witnessed by an inspector authorized by the City Engineer. Infiltration under test shall not exceed 100 gallons per inch of inside diameter of sewer pipe per mile of sewer in 24 hours and is inclusive of all appurtenances within the section being tested such as manholes, house connections, etc. Any portions not passing said tests for acceptance shall be repaired or replaced, including re- excavation and backfill, at the Contractor s expense. J. Flushing Sewers Flush all sanitary sewers except building sewers with water to obtain free flow through each line. Remove all silt and trash from appurtenances just prior to acceptance of work. K. Plastic Sewer Pipe Installation Plastic sewer pipe shall be installed in accordance with ASTM D2321 per latest revision, and no plastic pipe shall exceed an 11 point mandrel test deflection of 5 All sewer mains shall be lamped at the time the mandrel test is conducted. All mains shall be true to alignment and grade. L Storm Water Connections No roof drains, footing drains and /or surface water drains may be connected to the sanitary sewer systems, including temporary connections during construction. M. Waterline Crossing Water and sewer line crossings and separations shall be in accordance with Ten States Standards and local and state codes. Waterlines and sanitary sewers shall maintain a minimum of 10 foot horizontal separation and a minimum 18 inches of clearance between pipes at crossings. Otherwise, sanitary sewer within 10 feet of waterlines shall be constructed of water works grade Ductile Iron Pipe with mechanical joints and fittings. One length of sewer pipe should be centered at the waterline crossing so that no joint is closer than 10 feet to the waterline. N. Utilities It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners and the engineer of any changes, errors or omissions found on these plans or in the field before work is started or resumed. 0. Service Laterals Individual building service lines shall be 6 inches in diameter and of material equal to that specified in 2A of this section. Service lines shall be connected to the main sewer by a wye at locations generally shown within these plans. Service lines shall be extended to a distance of 5 feet beyond the right of -way line and within 5 -8 of the existing ground surface. The ends shall be plugged and sealed with a water tight cap. "Sewer service lines shall be marked with a 2x4 painted green and extending from the lateral end to 3' above grade. P. New Sanitary Sewer Main Construction Contractor shall record length and dimensions of each service line stub from nearest downstream manhole measure along the sanitary sewer main. The locations of manholes and service lines along with any other i construction changes are to be ncorporated on the original construction drawings as as -built locations and submitted to the Engineer as soon after completion of construction as possible, not to exceed 30 days. Q. Field Testing All manholes must be vacuum tested after installation, repair or modification in accordance with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes by Negative Air Pressure (Vacuum) Test. STORM SEWER SYSTEMS 1. SCOPE OF WORK The work under this section includes all storm sewers, storm water inlets, and related items, including excavating and backfilling, necessary to complete the work shown on the drawings. All work and materials shall meet local specifications. 2. MATERIALS A. Storm Sewers 1. Reinforced concrete sewer pipe shall conform joints ASTM C -76 latest revision, with oints conforming to ASTM C -443 latest revision when storm pipe is located within public right -of -way. 2. Aluminized type 2 corrugated steel pipe shall be manufactured in accordance with AASHTO M36 ((type I witll, 2 2/3 x 1/2" corrugations for 12"" and 15 diameters; type IR with 3/4 x 3/4 x 7 1 corrugations for 18 diameter and larger). The pipe shall be formed from an aluminized steel type 2 coil that conforms to AASHTO M274. The minimum gage thickness of the pipe shall be as follows: Diameter Gage 36" 42" 14 54" 84" 12 3. High density polyethf pipe shall perform to AASHTO M252 and M294 Type S specifications, latest revision, and shall have material specifications conforming to ASTM D1248 or D3350, latest revision. B. Manholes 1. Precast reinforced concrete manhole sections and steps shall conform to ASTM C -478 latest revision. 2. Casting shall be of uniform quality, free from blow holes, porosity, hard spots, shrinkage distortion or other defects. They shall be smooth and well cleaned by shot blasting or by some other approved method. They shall be coated with asphalt paint which shall result in a smooth coating, tough and tenacious when cold, not tacky or brittle. They shall be gray iron meeting ASTM A -48 latest revision. 3. Joints Manhole sections shall be jointed with rubber type gaskets. The rubber type gaskets shall meet ASTM C -443 latest revision. When manhole and storm pipe are continuously in water. 4. Shop Drawings Contractor to submit storm sewer structure recast drawings to engineer for approval prior to installation. C. SUBDRAINS 1. Perforated plastic i e subdrains shall conform to ASTM F -405, AASHTO i M -252 (4 to 10 pipe). 3. APPLICATION A. Permits and Codes The intent of this section of the specifications is that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but that the work shall comply with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. Contractor shall notify the local governing jurisdiction a minimum of 72 hours prior to the commencement of storm sewer construction. B. Local Standards the term "Local Standards" as used herein means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements Maintain in operating condition all active utilities, sewers and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. D. Workmanship To conform to all local, state and national codes and to be approved by all local and state agencies having jurisdiction. E. Trenching Lay all pipe in open trenches, except when the local authority gives written permission for tunneling. Open the trench sufficient ahead of pipe laying to reveal any obstructions. The width of the trench shall be the inside pipe diameter plus 24 inches for 12 inches above the pipe. Sheet and brace trench as necessary to t protect workmen and adjacent structures. All renching to comply with Occupational Safety and Health Administration Standards. Keep trenches free from water while construction i s in progress. Under no circumstances lay pipe or appurtenances in standing water. Conduct the discharge from trench dewatering to drains or natural drainage channels. F. Special Supports Whenever in the opinion of the Engineer the soil at or below the pipe grade is unsuitable for supporting sewers and appurtenances specified in this section, such special support, in addition to those shown or specified, shall be provided as the Engineer may direct, and the contract will be adjusted. G. Backfilling for a depth of at least 12 inches above the top of the pipe, backfill with earth or granular material free from large stones, rock fragments, roots or sod. Tamp this backfill thoroughly, taking care not to disturb the pipe. For the remaining_ trench depth, backfill with earth or granular material containing stones or rocks not larger than 4 inches. Backfill under and within 5 feet of City pavement and City sidewalks to conform to City backfill standards. H. Manhole Inverts Construct manhole flow channels of concrete sewer pipe or brick, smoothly finished and of semicircular section conforming to the inside diameter of the connecting sewers. Make changes in size or grade gradually and changes in direction by true curves. Provide such channels for all connecting sewers at each manhole. I. Subdrains All subdrains shall be of the size shown on the plans and shall be constructed to the grades shown. All drains constructed off -site as part of the outlet drain will be located as shown. J. Utilities It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners or the engineer of any changes, errors or omissions found on these plans or in the field before work is started or resumed. STREETS AND PAVING 1. SCOPE OF WORK A. The work required under this section includes all concrete and bituminous paving and related items necessary to complete the work indicated on drawings and described in the specifications, including but not limited to: All streets, parking areas in contract limits Curbs and gutters. Sidewalks and concrete slabs, exterior steps. 2. MATERIALS A. Concrete Concrete shall be ready-mixed concrete and shall be a mix of proportioned fine and coarse aggregates with Portland cement and water. Minimum cement content shall be 6 bags per cubic yard of concrete and maximum water content shall be 5.5 U.S. gallons per sack of cement, including moisture in the aggregate. Slump for normal weight concrete shall be a maximum of 4 inches and a minimum of 2 inches. The slump of machine place concrete shall be no less than 1 -1/4 inches nor more than 3 inches. Standard test ASTM C -143 shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have air entrainment of 5% to 8% by volume per ASTM C -260. Retempering delivered concrete will not be allowed. Concrete shall be composed of: 1. Portland cement Conforming to ASTM C -150, Type IA or Type IIIA. 2. Aggregates: Conforming to ASTM C -33 3. Water Shall be clear and free from injurious amounts of oils, acids, alkalis, organic materials or other deleterious substances. B. Welded Steel Wire Fabric Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler Shall be of non extruding type meeting ASTM D -544 except that premoulded joint filler used in concrete walk construction may be either non extruding or resilient. D. Bituminous Pavement Materials All materials proposed for the construction of bituminous pavements shall comply with the Indiana Department of Transportation specifications, per latest revision. E. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated, thinly laminated, soft or disintegrated pieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE 1" -1/2" 3/4" 4 8 30 200 PASSING 100 80 -100 70 -90 55 -80 35 -60 25 -50 12 -30 5 -10 3. APPLICATION A. Grading Do any necessary grading in addition to that performed in accordance with Earthwork Section, to bring subgrades after final compaction, to the the grades and sections for site improvement. B. Preparation of Subgrade Remove spongy and otherwise unsuitable material and replace with stable material. No traffic will be allowed on prepared subgrade prior to paving. C. Compaction of Subgrade The first 12 inches below the subgrade shall be compacted to at least 100% of the maximum dry density as determined by the provisions of AASHTO T -99. Water shall be prevented from standing on the compacted subgrade. D. Compacted Aggregate Subbase the thickness shown on the drawings is the minimum thickness of the fully compacted subbase. Compaction shall be accomplished by rolling w a smooth wheeled roller weighing 8 to 101 tops. Compact to 95% standard proctor density (ASTM D698) Along curbs, headers and walls and at all placed not accessible to the roller, the aggregate material shall be tamped with mechanical tampers or with approved hand tampers. E. Bituminous Pavement Hot asphalt concrete pavement shall be as specified in Section 400 410 of the Indiana Department of Transportation Specifications latest revisions. Paving will not be permitted during unfavorable weather or when the temperature is not in compliance with section 401.05 of the INDOT Specifications. F. Utility Structures Check for correct elevation of all manhole covers, valve boxes and similar structures located within areas to be paved, and make, or have made, any necessary adjustments in such structures. G. Placing Concrete 1. Subgrade Place concrete only on a moist, compacted subgrade or base free from loose material. Place no concrete on a muddy or frozen subgrade. 2. Forms All forms shall be free from warp, tight enough to prevent leakage and substantial enough to maintain their shape and position without i springing or settling, when concrete is placed. Forms shall be clean and smooth and coated with form release before placement of concrete. 3. Placing Concrete Concrete shall be deposited so as to require as little rehandling as practicable. When concrete is to be placed at an atmospheric temperature of 35 degrees F. or less, paragraph 702.10 of the Indiana Department of Transportation Specifications latest revision shall be followed. REVISION RECORD REV DATE UTILITIES 1. WATER DESCRIPTION H. Concrete Curb 1. Expansion Joints Shall be 1/2 inch thick premoulded at ends of all returns and at a maximum spacing of 100 feet. 2. Contraction Joints Unless otherwise provided, contraction joints shall be sawed joints spaced 20 feet on center. 3. Finish Tamp and screed concrete as soon as F placed, and fill any honey combed places. inish square corners to 1/4 radius and other corners to radii shown. I. Concrete Walks and Exterior Steps 1. Slopes Provide 1/4 inch per foot cross slope. Make adjustments in slopes at walk intersections as necessary to provide proper drainage. 2. Dimensions Walks and steps shall be one course construction and of widths and details shown on the drawings. 3. Finish Screed concrete and trowel with a steel trowel to a hard dense surface after surface water has disappeared. Apply med broom finish and scribe control joints at 5 foot spacing. Provide 1/2 expansion joints where sidewalks intersect, and at a maximum spacing of 48 feet between expansion joints. J. Curing Concrete Except as otherwise specified, cure all concrete by one of the methods described in Section 501.17 of the Indiana Department of Transportation Specifications, latest revision. A. All water mains shall be installed and tested in accordance with local standards and requirements. DATE: DES BY 2. GAS Gas mains shown in the plans are for information only. The local gas utility is responsible for final design and installation of new gas mains. 3. OTHER UTILITIES Electric, Telephone, and CAN lines shown in the plans are for information only. The local utility companies are responsible for final design and installation of their respective utility lines. 4. IDENTIFICATION LOCATION Furnish and install "Identification Tape" and "Location Wire" over the centerline of buried utilities. A. Identification Tape 1. Inert Polyethylene with minimum thickness of 4 -mils and shall have a 1 -mil thick metallic foil core. Tape width shall be a minimum of 3- inches and a maximum of 6- inches. Imprinted text shall be "Caution Caution Utility Buried Below" and should repeat itself once every 2 feet, for the entire pipe length. Install approximately 2 feet below final grade over centerline of pipe. 2. "Terra Tape" as manufactured by Reef Industries, Inc., Houston, TX, or approved equal. B. Location Wire 1. Location wire shall be a 12 gauge insulated, solid copper wire. The wire shall be contiguous with no fabricated, or field constructed connections interrupting the wires continuity from end to end of pipe. 2. Location wire shall be installed no greater than 6- inches in height above the top of the buried pipe. m to G P GLES "ie N° PE10403858 STATE OF II /1II" APP BY CEC PROJECT NUMBER 051872 DRAWING NUMBER C11.0 SHEET 150F 16 DWN BY: JCB CHKD. BY: EAG SCALE: NONE DATE: 10/12/05 EARTHWORK 1. SCOPE OF WORK A. Extent: The work required under this section consists of all excavating, filling, rough grading and related items necessary to complete the work indicated on the drawings and described in the specifications. The Contractor shall notify in writing the owners and the Engineer of any changes, errors or omissions found on the plans or in the field before work is started or resumed. 1. In general, the items of work to be performed under this section shall include: clearing and grubbing, removal of trees and stumps (where required), protection of trees to remain, stripping and storage of topsoil, fill compaction and rough grading of entire site. 2. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. The location of dump and length of haul shall be the Contractor s responsibility. 3. Provide and place any additional fill material from off the site as may be necessary to produce the grades required. Fill obtained from off site shall be of kind and quality as specified for fills herein and the source approved by the Owner. 4. The Contractor shall accept the site as he finds it and shall remove all trash, rubbish and debris from the site prior to starting excavation. B. Work not included: The following items of related work are specified and included in other sections of these specifications: 1. Excavation, grading and backfilling for utility lines 2. Storm drainage systems 3. Sanitary sewer systems 4. Streets and paving 5. Water supply system 2. BENCH MARKS Maintain carefully all bench marks, monuments and other other reference points; if disturbed or destroyed, Contractor shall contact engineer. Replacement shall be at Contractor s expense. 3. REMOVAL OF TREES A. Remove all trees and stumps from area to be occupied by road and surfaced areas. Removal of trees outside these areas shall only be done as noted on drawings or approved by the Owner. B. All brush, stumps, wood and other refuse from the trees shall be removed to disposal areas off of the site. Disposal by burning shall not Joe permitted unless proper permits are obtained (where applicable). The location of on -site bury pits shall be approved by the owner and the i Engineer if permitted. 4. PROTECTION OF TREES A. General Protection: The Contractor shall be responsible for the protection of tops, trunks and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be boxed, fenced or otherwise protected before any work is started; do not stockpile within branch spread. Remove interfering branches without injury to trunks and cover scars with tree paint. 5. HANDLING OF TOPSOIL A. Remove all organic material from the areas to be occupied by buildings, roads, walks and parking areas. Pile and store topsoil at a location where it will not interfere with construction operations. Topsoil shall be reasonably free from subsoil, debris, weeds, grass, stones, etc.. B. After completion of site grading and subsurface utility installation, top soil shalt be replaced in areas designated on the erosion control plan for seeding and /or sod. Any remaining topsoil shall be used for finished grading around structures and landscaping areas. 6. DISPOSITION OF UTILITIES: A. Rules and regulations governing the respective utilities shall be observed in executing all work under this section. B. If active utilities are encountered but not shown shown on the drawings, the Engineer shall be advised before work is continued. C. Inactive and abandoned utilities encountered in excavating and grading operations shall be reported to the Engineer. They shall be removed, plugged or capped as directed by the Utility Company or the Engineer. D. It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. 7. SITE GRADING: A. Grades: Contractor shall perform all cutting, filling, compacting of fills and rough grading required to bring entire project area to grade as shown on the drawings. B. Rough Grading: the tolerance for paved areas shall not exceed 0.10 feet plus or minus above the established subgrade. All other areas shall not exceed 0.10 feel plus or minus the established grade. All banks and other breaks in grade shall be rounded at top and bottom. C. Compaction Requirements: 1. All areas under building pads and paved areas shall be compacted to 100% standard proctor density. 2. All other fill areas shall be compacted to 90% standard proctor density. 3. All areas where cut is necessary to meet the design sub -grade are required to be scarified 12 inches below sub -grade and meet the above compaction requirements. 8. EARTH WORK BALANCE A. The Contractor shall confirm all earthwork quantities prior to start of construction. If an excess or shortage of earth is encountered, the Contractor shall confirm with the Owner and Engineer the requirements for stockpiling, removal or import of earth. B. Minor adjustments to the grades may be required to earthwork balances when minor excess material or shortages are encountered. It is recognized by the parties hereto that the calculations of the the Engineer in determining earthwork quantities shall be accomplished in accordance with the American Society of Civil Engineers Standards for such calculations. Further, that these calculations are subject to the interpretations of soil borings as the physical limits of the various soil types, the allowable variation in finish grade and compaction permitted the contractor, and that all of these parameters may couse either an excess or shortage of actual earthwork materials to complete the project. If such an actual minor excess or shortage of materials occurs, the contractor shall contact the Engineer to determine if adjustment can be made to correct the imbalance of earth. 9. TESTING A. Contractor shall hire at Contractors expence an independent soil testing service to assure soil compaction with scope of testing to be approved by Engineer. Copies of test results shall be submitted to the Engineer. SANITARY SEWER SYSTEMS 1. SCOPE OF WORK A. The work under this section includes all sanitary sewers, manholes, cleanouts and related items including excavating and backfilling, necessary to complete the work shown in the drawings, starting five feet outside the building walls. The ends of sewers shall be tightly plugged or capped at the terminal points, adjacent to buildings, pending the connecting of all such lines to the building drain as specified in „the plumping and architectural drawings. One set of approved plans shall be on the job site at all times. 2. MATERIALS A. Polyvinyl Chloride Pipe (PVC) 1. Polyvinyl Chloride (PVC) pipe and fittings must be smooth wall inside and out and must conform to: ASTM D -3034 (SDR 35 or SDR 26 or SDR 23.5), Type PSM or CAN /CSA B182.2.M90, the more stringent shall apply, for sizes up to 15- inches; ASTM F -679 (T -1; T -2 as approved by Engineer) or AASHTO M278 or CAN /CSA- B182.2.M90, the more stringent shall apply, for sizes greater than 15- inches; ASTM D -2241 (SDR 26 or SDR 21) for sizes up to 24- inches; AWWA C -900 (DR 25 or DR 18), for sizes up to 12- inches; AWWA C -905 (DR 26 or DR 21), for sizes greater than 12- inches. C. 2. All fittings and joints shall be compression type flexible gasketed Joints, and manufactured i and nstalled,in accordance with the pipe manufacturers specifications. No solvent cement joints shall be allowed. B. Ductile Iron Pipe 1. Ductile iron (DI) pipe must meet ASTM A -746 or AWWA C151 with exterior asphaltic coating per AWWA C151 and interior asphaltic coating meeting AWWA C151 or polyethylene lining complying with ASTM D -1248 of nominal 40 mil thickness. Thickness design must be in accordance with AWWA C150. 2. Joint on DI pipe must be the integral bell type gasketed joint meeting AWWA C111 mechanical joint (MJ) meeting AWWA C111, or ANSI 125 lb. flanged joint. Accessories for mechanical and flanged joints must be alloy steel -head bolt and hex nut of Coerce Thread Series Class 2A (External) and Class 2B (Internal) per ANSI B1.1. Manholes 3. APPLICATION 1. Precast reinforced concrete manhole sections and steps and concrete adjusting rings shall conform to ASTM C -478 latest revision. Exterior of manhole shall be waterproofed with Bismatic material. 2. Castings shall be of uniform quality, free from blow holes porosity, hard spots, shrinkage distor or other defects. They shall be smooth and well cleaned by shot- blasting or by some other approved method. They shall be coated with asphalt paint which shall result in a smooth coating, tough and tenacious when cold, not tacky or brittle. They shall be gray iron meeting ASTM A latest revision. Manhole covers for sanitary sewer shall be Neenah Type R- 1077 -A w /R- 1712 -B -SP Frame w /Self Sealing application. 3. Joints Manhole sections shall be joined with a nominal 1/2" size butyl rubber rubber base gasket material, conforming to AASHTO M -198 and Federal Specification SS- S -210a. Joint conforms to ASTM C -443. 4. Manholes shall include steps. Manhole steps shall be polypropylene coated steel reinforcing or an approved non corrosive fiberglass material. The copolymer polypropylene shall meet the re uirements of ASTM D -4101 with deformed 3/8 dia. or larger reinforcing steel conforming to ASTM A -615 Grade 60. Steps shall be a maximum of 18 from top, 24 from bottom and 16 spacing between. 5. Manholes shall be bedded on a granular foundation. The granular foundation shall be compacted with vibratory tamps. A. Permits and Codes The intent of this section of the specifications is that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but that the work shall comply with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. The Contractor shall be responsible for obtaining or verifying all permits for all or portions of this roject prior to starting construction. The Contractor shall notify the focal or county inspector or utility superintendent 48 hours prior to commencement of sanitary construction. B. Local Standards The term "local standards" as used herein means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements Maintain in operating condition all active utilities, sewers and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. D. Workmanship To conform to all local, state and notional codes and to be approved by all local and state agencies having jurisdiction. E. Trenching Lay all pipe in open trenches, except when the local authority gives written permission for tunneling or jacking of pipe. Open the trench sufficiently ahead of pipe-laying to reveal any obstructions. The width of the trench shall be the inside pipe diameter plus 24 inches for 12 inches above the pipe. Sheet and brace the trench as necessary to protect workmen and adjacent structures. All trenching to comply with Occupational Safety and Health Administration Standards. Open trenches shall be properly protected and /or barricaded when [eft unattended. Keep trenches free from water while construction is in progress. Under no circumstances shall pipe or appurtenances be laid in standing water. Conduct the discharge from trench dewatering to drains or natural drainage channels. F. Special Supports Whenever, in the opinion of the Engineer, the soil at or below the pipe grade is unsuitable for supporting sewers and appurtenances specified in this section such special support, in addition to those shown or specified, shall be provided as the Engineer may direct, and the contract will be adjusted. G. Backfilling for a depth of at least 12 inches above the top of the ipe, backfill with 12 of #8 crushed stone or 8 fractured face aggregate. Compact this backfill horoughly, taking care not to disturb the pipe. For the remaining trench depth, backfill with earth or granular material containing stones or rocks not larger than 4 inches. Backfill under and within 5 feet of City pavement and City sidewalks to conform to City backfill standards. H. Flow Channels The flow channels within manholes shall be an integral part of the precast base. The channels shall be shaped and formed for a clean transition with proper hydraulics to allow the smooth conveyance of flow through the manhole. The bench wall shall be formed t2 the crown of the inlet and outlet pipes to form a "U shaped channel. The bench wall shall slope back from the crown at 1/2 inch per foot to the manhole wall. No brick, rock or sand fillers will be allowed. I. Infiltration The contractor shall furnish necessary equipment to test sewers for infiltration. infiltration rates shall not exceed the Local Standards. All sanitary sewer lines upon completion will be required to pass a low pressure air test, unless otherwise directed by the City Engineer. Said test shall be conducted according to NCPI Standard Method and shall be witnessed by an inspector authorized by the City Engineer. Infiltration under test shall not exceed 100 gallons per inch of inside diameter of sewer pipe per mile of sewer in 24 hours and is inclusive of all appurtenances within the section being tested such as manholes, house connections, etc. Any portions not passing said tests for acceptance shall be repaired or replaced, including re- excavation and backfill, at the Contractor s expense. J. Flushing Sewers Flush all sanitary sewers except building sewers with water to obtain free flow through each line. Remove all silt and trash from appurtenances just prior to acceptance of work. K. Plastic Sewer Pipe Installation Plastic sewer pipe shall be installed in accordance with ASTM D2321 per latest revision, and no plastic pipe shall exceed an 11 point mandrel test deflection of 5 All sewer mains shall be lamped at the time the mandrel test is conducted. All mains shall be true to alignment and grade. L Storm Water Connections No roof drains, footing drains and /or surface water drains may be connected to the sanitary sewer systems, including temporary connections during construction. M. Waterline Crossing Water and sewer line crossings and separations shall be in accordance with Ten States Standards and local and state codes. Waterlines and sanitary sewers shall maintain a minimum of 10 foot horizontal separation and a minimum 18 inches of clearance between pipes at crossings. Otherwise, sanitary sewer within 10 feet of waterlines shall be constructed of water works grade Ductile Iron Pipe with mechanical joints and fittings. One length of sewer pipe should be centered at the waterline crossing so that no joint is closer than 10 feet to the waterline. N. Utilities It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners and the engineer of any changes, errors or omissions found on these plans or in the field before work is started or resumed. 0. Service Laterals Individual building service lines shall be 6 inches in diameter and of material equal to that specified in 2A of this section. Service lines shall be connected to the main sewer by a wye at locations generally shown within these plans. Service lines shall be extended to a distance of 5 feet beyond the right of -way line and within 5 -8 of the existing ground surface. The ends shall be plugged and sealed with a water tight cap. "Sewer service lines shall be marked with a 2x4 painted green and extending from the lateral end to 3' above grade. P. New Sanitary Sewer Main Construction Contractor shall record length and dimensions of each service line stub from nearest downstream manhole measure along the sanitary sewer main. The locations of manholes and service lines along with any other i construction changes are to be ncorporated on the original construction drawings as as -built locations and submitted to the Engineer as soon after completion of construction as possible, not to exceed 30 days. Q. Field Testing All manholes must be vacuum tested after installation, repair or modification in accordance with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes by Negative Air Pressure (Vacuum) Test. STORM SEWER SYSTEMS 1. SCOPE OF WORK The work under this section includes all storm sewers, storm water inlets, and related items, including excavating and backfilling, necessary to complete the work shown on the drawings. All work and materials shall meet local specifications. 2. MATERIALS A. Storm Sewers 1. Reinforced concrete sewer pipe shall conform joints ASTM C -76 latest revision, with oints conforming to ASTM C -443 latest revision when storm pipe is located within public right -of -way. 2. Aluminized type 2 corrugated steel pipe shall be manufactured in accordance with AASHTO M36 ((type I witll, 2 2/3 x 1/2" corrugations for 12"" and 15 diameters; type IR with 3/4 x 3/4 x 7 1 corrugations for 18 diameter and larger). The pipe shall be formed from an aluminized steel type 2 coil that conforms to AASHTO M274. The minimum gage thickness of the pipe shall be as follows: Diameter Gage 36" 42" 14 54" 84" 12 3. High density polyethf pipe shall perform to AASHTO M252 and M294 Type S specifications, latest revision, and shall have material specifications conforming to ASTM D1248 or D3350, latest revision. B. Manholes 1. Precast reinforced concrete manhole sections and steps shall conform to ASTM C -478 latest revision. 2. Casting shall be of uniform quality, free from blow holes, porosity, hard spots, shrinkage distortion or other defects. They shall be smooth and well cleaned by shot blasting or by some other approved method. They shall be coated with asphalt paint which shall result in a smooth coating, tough and tenacious when cold, not tacky or brittle. They shall be gray iron meeting ASTM A -48 latest revision. 3. Joints Manhole sections shall be jointed with rubber type gaskets. The rubber type gaskets shall meet ASTM C -443 latest revision. When manhole and storm pipe are continuously in water. 4. Shop Drawings Contractor to submit storm sewer structure recast drawings to engineer for approval prior to installation. C. SUBDRAINS 1. Perforated plastic i e subdrains shall conform to ASTM F -405, AASHTO i M -252 (4 to 10 pipe). 3. APPLICATION A. Permits and Codes The intent of this section of the specifications is that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but that the work shall comply with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. Contractor shall notify the local governing jurisdiction a minimum of 72 hours prior to the commencement of storm sewer construction. B. Local Standards the term "Local Standards" as used herein means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements Maintain in operating condition all active utilities, sewers and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. D. Workmanship To conform to all local, state and national codes and to be approved by all local and state agencies having jurisdiction. E. Trenching Lay all pipe in open trenches, except when the local authority gives written permission for tunneling. Open the trench sufficient ahead of pipe laying to reveal any obstructions. The width of the trench shall be the inside pipe diameter plus 24 inches for 12 inches above the pipe. Sheet and brace trench as necessary to t protect workmen and adjacent structures. All renching to comply with Occupational Safety and Health Administration Standards. Keep trenches free from water while construction i s in progress. Under no circumstances lay pipe or appurtenances in standing water. Conduct the discharge from trench dewatering to drains or natural drainage channels. F. Special Supports Whenever in the opinion of the Engineer the soil at or below the pipe grade is unsuitable for supporting sewers and appurtenances specified in this section, such special support, in addition to those shown or specified, shall be provided as the Engineer may direct, and the contract will be adjusted. G. Backfilling for a depth of at least 12 inches above the top of the pipe, backfill with earth or granular material free from large stones, rock fragments, roots or sod. Tamp this backfill thoroughly, taking care not to disturb the pipe. For the remaining_ trench depth, backfill with earth or granular material containing stones or rocks not larger than 4 inches. Backfill under and within 5 feet of City pavement and City sidewalks to conform to City backfill standards. H. Manhole Inverts Construct manhole flow channels of concrete sewer pipe or brick, smoothly finished and of semicircular section conforming to the inside diameter of the connecting sewers. Make changes in size or grade gradually and changes in direction by true curves. Provide such channels for all connecting sewers at each manhole. I. Subdrains All subdrains shall be of the size shown on the plans and shall be constructed to the grades shown. All drains constructed off -site as part of the outlet drain will be located as shown. J. Utilities It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners or the engineer of any changes, errors or omissions found on these plans or in the field before work is started or resumed. STREETS AND PAVING 1. SCOPE OF WORK A. The work required under this section includes all concrete and bituminous paving and related items necessary to complete the work indicated on drawings and described in the specifications, including but not limited to: All streets, parking areas in contract limits Curbs and gutters. Sidewalks and concrete slabs, exterior steps. 2. MATERIALS A. Concrete Concrete shall be ready-mixed concrete and shall be a mix of proportioned fine and coarse aggregates with Portland cement and water. Minimum cement content shall be 6 bags per cubic yard of concrete and maximum water content shall be 5.5 U.S. gallons per sack of cement, including moisture in the aggregate. Slump for normal weight concrete shall be a maximum of 4 inches and a minimum of 2 inches. The slump of machine place concrete shall be no less than 1 -1/4 inches nor more than 3 inches. Standard test ASTM C -143 shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have air entrainment of 5% to 8% by volume per ASTM C -260. Retempering delivered concrete will not be allowed. Concrete shall be composed of: 1. Portland cement Conforming to ASTM C -150, Type IA or Type IIIA. 2. Aggregates: Conforming to ASTM C -33 3. Water Shall be clear and free from injurious amounts of oils, acids, alkalis, organic materials or other deleterious substances. B. Welded Steel Wire Fabric Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler Shall be of non extruding type meeting ASTM D -544 except that premoulded joint filler used in concrete walk construction may be either non extruding or resilient. D. Bituminous Pavement Materials All materials proposed for the construction of bituminous pavements shall comply with the Indiana Department of Transportation specifications, per latest revision. E. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated, thinly laminated, soft or disintegrated pieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE 1" -1/2" 3/4" 4 8 30 200 PASSING 100 80 -100 70 -90 55 -80 35 -60 25 -50 12 -30 5 -10 3. APPLICATION A. Grading Do any necessary grading in addition to that performed in accordance with Earthwork Section, to bring subgrades after final compaction, to the the grades and sections for site improvement. B. Preparation of Subgrade Remove spongy and otherwise unsuitable material and replace with stable material. No traffic will be allowed on prepared subgrade prior to paving. C. Compaction of Subgrade The first 12 inches below the subgrade shall be compacted to at least 100% of the maximum dry density as determined by the provisions of AASHTO T -99. Water shall be prevented from standing on the compacted subgrade. D. Compacted Aggregate Subbase the thickness shown on the drawings is the minimum thickness of the fully compacted subbase. Compaction shall be accomplished by rolling w a smooth wheeled roller weighing 8 to 101 tops. Compact to 95% standard proctor density (ASTM D698) Along curbs, headers and walls and at all placed not accessible to the roller, the aggregate material shall be tamped with mechanical tampers or with approved hand tampers. E. Bituminous Pavement Hot asphalt concrete pavement shall be as specified in Section 400 410 of the Indiana Department of Transportation Specifications latest revisions. Paving will not be permitted during unfavorable weather or when the temperature is not in compliance with section 401.05 of the INDOT Specifications. F. Utility Structures Check for correct elevation of all manhole covers, valve boxes and similar structures located within areas to be paved, and make, or have made, any necessary adjustments in such structures. G. Placing Concrete 1. Subgrade Place concrete only on a moist, compacted subgrade or base free from loose material. Place no concrete on a muddy or frozen subgrade. 2. Forms All forms shall be free from warp, tight enough to prevent leakage and substantial enough to maintain their shape and position without i springing or settling, when concrete is placed. Forms shall be clean and smooth and coated with form release before placement of concrete. 3. Placing Concrete Concrete shall be deposited so as to require as little rehandling as practicable. When concrete is to be placed at an atmospheric temperature of 35 degrees F. or less, paragraph 702.10 of the Indiana Department of Transportation Specifications latest revision shall be followed. REVISION RECORD REV DATE UTILITIES 1. WATER DESCRIPTION H. Concrete Curb 1. Expansion Joints Shall be 1/2 inch thick premoulded at ends of all returns and at a maximum spacing of 100 feet. 2. Contraction Joints Unless otherwise provided, contraction joints shall be sawed joints spaced 20 feet on center. 3. Finish Tamp and screed concrete as soon as F placed, and fill any honey combed places. inish square corners to 1/4 radius and other corners to radii shown. I. Concrete Walks and Exterior Steps 1. Slopes Provide 1/4 inch per foot cross slope. Make adjustments in slopes at walk intersections as necessary to provide proper drainage. 2. Dimensions Walks and steps shall be one course construction and of widths and details shown on the drawings. 3. Finish Screed concrete and trowel with a steel trowel to a hard dense surface after surface water has disappeared. Apply med broom finish and scribe control joints at 5 foot spacing. Provide 1/2 expansion joints where sidewalks intersect, and at a maximum spacing of 48 feet between expansion joints. J. Curing Concrete Except as otherwise specified, cure all concrete by one of the methods described in Section 501.17 of the Indiana Department of Transportation Specifications, latest revision. A. All water mains shall be installed and tested in accordance with local standards and requirements. DATE: DES BY 2. GAS Gas mains shown in the plans are for information only. The local gas utility is responsible for final design and installation of new gas mains. 3. OTHER UTILITIES Electric, Telephone, and CAN lines shown in the plans are for information only. The local utility companies are responsible for final design and installation of their respective utility lines. 4. IDENTIFICATION LOCATION Furnish and install "Identification Tape" and "Location Wire" over the centerline of buried utilities. A. Identification Tape 1. Inert Polyethylene with minimum thickness of 4 -mils and shall have a 1 -mil thick metallic foil core. Tape width shall be a minimum of 3- inches and a maximum of 6- inches. Imprinted text shall be "Caution Caution Utility Buried Below" and should repeat itself once every 2 feet, for the entire pipe length. Install approximately 2 feet below final grade over centerline of pipe. 2. "Terra Tape" as manufactured by Reef Industries, Inc., Houston, TX, or approved equal. B. Location Wire 1. Location wire shall be a 12 gauge insulated, solid copper wire. The wire shall be contiguous with no fabricated, or field constructed connections interrupting the wires continuity from end to end of pipe. 2. Location wire shall be installed no greater than 6- inches in height above the top of the buried pipe. m to G P GLES "ie N° PE10403858 STATE OF II /1II" APP BY CEC PROJECT NUMBER 051872 DRAWING NUMBER C11.0 SHEET 150F 16