Construction Specifications

Standard Construction Specifications


Whenever used in these specifications or the contract document the following terms shall have meanings as follows, independent of capitalization and/or punctuation:

ADEQ: Arkansas Department of Environmental Quality

ADOH: Arkansas Department of Health

AHTD: Arkansas State Highway and Transportation Department

BCWD #1: Benton County Water District #1 Public Water Authority of the State of Arkansas

CONTRACT: The contract consists of the instructions to bidders, the proposal, the contract agreement, the specifications, plans, supplemental specifications and other supplemental agreements all as required for the full execution and satisfactory completion of the work.

CONTRACTOR: State-licensed construction firm, corporation or individual executing work within the jurisdiction of BCWD #1for the performance of the work hereunder.

DEVELOPED AREAS: Old subdivisions and other areas along private or public rights-of-way, where other utilities' facilities are present and cross the path of the proposed pipeline route, and where traffic maintenance is of major concern.

DEVELOPER: Firm, partnership, corporation, individual, or other entity causing or paying for improvements to be performed on real properties, usually but not always with the intent of subdividing and/or selling improved properties.

ENGINEER: A professional licensed in the State of Arkansas, acting within the scope of the particular duties assigned to them.

OSHA: Occupational Safety and Health Administration, a division of the US Government, or Occupational Safety and Health Act, a section of federal legislation.

PLANS: The approved maps, standard drawings, supplemental drawings and sketches which show the location, character, dimensions and details of the work to be done.

SPECIFICATIONS: The directions, provisions and requirements contained herein and referred to herein pertaining to the work.

SSHC: AHTD’s Standard Specifications for Highway Construction, latest edition (unless specified otherwise).

SUPERINTENDENT: Representative of CONTRACTOR, authorized to receive and fulfill instructions from Engineer and BCWD #1.

SUPPLEMENTAL SPECIFICATIONS: Specific instructions setting forth conditions or requirements pertaining to the project under consideration and not completely covered by the specifications.

TEST HOLE: Excavation made at Engineer's request prior to start of project for the purpose of determining location of existing facilities to aid in choice of alignment and grade for pipelines. To include excavation and tamped backfilling of hole approximately 4 feet wide x 4 feet long x 6 feet deep and reseeding or sodding surface. Does not include removal and replacement of pavement.

UNDEVELOPED AREAS: New subdivisions and private or public rights-of-way where other utilities facilities are not present and where traffic maintenance is not a major concern.

WORK: All improvements, alterations, and/or activities specified herein and as indicated on the various plans as may be furnished to the Contractor from time to time.


2.1 These general and detailed specifications form a part of the Contract Documents and shall govern the handling and installation of the pipe, valves, hydrants and appurtenances.

2.2 The approximate quantities are shown in the Plans and on the Bid Form.

2.3 Contractor shall comply with all requirements of the Occupational Safety and Health Administration’s (OSHA) Excavation and Trenching Safety standard, Title 29 of the Code of Federal Regulations (CFR), Part 1926, Subpart P.

2.4 The Contractor shall secure and provide, at his expense, any special permits, including construction access, blasting permits and bonds; material storage permits; waste material disposal sites; and all other permits and licenses necessary for construction of the facilities within the scope of this project.

2.5 Easements, Temporary Construction Facilities, Storage of Materials

2.5.1 The Developer shall secure easements, rights-of-way, highway permits and such other permits and licenses needed to construct and complete the project in accordance with BCWD #1 requirements. BCWD #1 will secure easements, rights-of-way, highway permits, and such other permits and licenses required only for projects where BCWD #1 contracts directly with the Contractor. The Developer and Contractor shall indemnify and hold harmless BCWD #1, the Engineer, and their agents and employees from and against all claims; damages, losses and expenses including attorney's fees arising out of or resulting from the Contractor or Developer performing any Work outside the limits of the easements provided.

2.5.2 The Contractor shall provide at its own expense and without liability to the Owner any additional land and access thereto that the Contractor may desire for temporary construction facilities, or for storage of materials. Prior to use of the additional land and/or access, the Contractor shall provide to BCWD #1 a copy of the signed agreement between the Contractor and the property owner regarding the use of the additional land and/or access. The Developer and Contractor shall indemnify and hold harmless BCWD #1, the Engineer, and their agents and employees from and against all claims; damages, losses and expenses including attorney's fees arising out of or resulting from the Contractor’s or Developer’s use of the additional land and/or access.

2.6 The Contractor shall excavate and install tapping sleeves, tapping valves and tap machine as required. BCWD #1 shall be notified 24 hours in advance so as to observe the pipeline test, tap and witness the tap coupon retrieval.

2.7 The CONTRACTOR shall, furnish all materials, labor, tools and equipment necessary to complete the project, including:

a. All pipe, valves, hydrants, necessary fittings and appurtenances for mains and services.

b. All bedding, haunching, initial backfill, and final backfill materials as needed, including concrete for blocking.

c. All materials necessary for restoration of pavements, roadways, lawns, etc.

d. All materials for trench shoring, traffic control signs and barricades, pipes and materials for repair or replacement of sewers, drains, and other utility structures and all other materials, necessary for satisfactory completion of the project as specified.

2.8 The Contractor shall clear the pipe line right-of-way; remove pavement as may be necessary; excavate the trench and pits to the required dimensions; construct and maintain all approaches required for traffic control; sheet, brace, and support adjoining ground or structures where necessary; handle all drainage or ground water; guard the site; load, unload, haul, distribute, lay and test the pipes, fittings, valves, hydrants, and appurtenances; rearrange branch connections to main sewers, conduits, ducts, culverts, or pipes where necessary; replace all damaged drains, sewers, culverts, or other structures; backfill the trench and pits; restore the roadway surface unless otherwise stipulated; remove surplus excavated material; clean the site of the work; and maintain the street or other surface over the trench until final acceptance of the completed project.

2.9 The Project owner shall be responsible for cost of inspectors and inspection and testing fees.

2.10 Work shall not be performed on Saturdays, Sundays or legal holidays, except by written permission of BCWD #1. Where such permission is granted, the Developer and/or Contractor (as appropriate) will be charged for any overtime incurred by BCWD #1 personnel as a result and shall be responsible for payment.

2.11 All materials furnished by Contractor are subject to approval by the Engineer and BCWD #1 as to quality and suitability for the construction to be performed.

2.12 All work is to be performed with diligence in a workmanlike manner according to best practices so as to produce a completed job of a quality commensurate with prevailing standards of the water and wastewater industry and BCWD #1 particularly.

2.13 Water pipeline materials shall conform to AWWA C151 for Ductile Iron Pipe or AWWA C900 for PVC pipe, as applicable; unless specifically provided otherwise by these specifications or by the Engineer in writing.

2.14 Contractor retains full power and authority to select the means, methods, and manner of performing the work, subject to strict compliance with requirements of local authorities, being responsible to BCWD #1 for all materials delivered and for the results herein contracted for. Upon completion of the contract, the work shall be delivered complete and undamaged in accordance with the specifications and plans.

2.15 Contractor shall not be permitted to sublet, sell or assign this contract or sublet any of the work to be performed hereunder without the written consent of BCWD #1 and any such assignment or subletting of any such work without said consent shall be null and void and without force and effect. BCWD #1 shall have the right to assign in whole or in part its rights hereunder.

2.16 Contractor shall prosecute the construction of said work with due diligence and at such a rate and in such manner as in the opinion of the Engineer is necessary for completion within a reasonable time. Contractor shall not open up work to the prejudice of work already started and shall arrange its work and dispose of materials so as to ensure the least possible interference and inconvenience to the land owners on or beside whose property the pipelines are being constructed or to the public where the pipelines lie in or near a public thoroughfare. Contractor shall employ such number of construction crews as are reasonably necessary to construct said pipelines within the allotted time, (provided BCWD #1 may require the employment of an additional crew or crews, if in its judgment it is necessary, in order to complete said pipelines within the time required).

2.17 Contractor shall furnish the Engineer with every reasonable facility for ascertaining whether the work performed is in accordance with the requirements and intent of the contract agreement, plans, and specifications. If the Engineer requests it, Contractor, at any time before acceptance of the work by BCWD #1, shall remove or uncover such portions of the finished work as may be directed. After examination, Contractor shall restore said portions of the work to the standards required by the Specifications. Should the work thus exposed or examined prove to be in accordance with the Specifications, the uncovering or removing, and the replacing of the covering or making good of the parts removed shall be paid for by BCWD #1, but should the work so exposed or examined prove to be not in accordance with the Specifications, the uncovering or removing and the replacing of the covering or the making good of the parts removed, shall be at Contractor’s expense. Should any work be performed without giving notice of plan of work and opportunity of inspection by the Engineer or his representative, and BCWD#1, the Engineer may require Contractor to uncover such work at his own expense for examination by the Engineer or BCWD#1. Cost of uncovering such work shall be borne by the Contractor, whether or not the work is found acceptable. The work shall also be subject to inspection by other appropriate governmental inspectors at all times.

2.18 Contractor at all times shall have a Superintendent as its agent of the work. Such Superintendent shall have full authority to execute the orders, or directions, of the Engineer or BCWD #1 without delay; shall apply promptly such materials, tools, equipment and labor as may be required; same shall be furnished irrespective of the amount of work sublet; and shall not be removed from the work, or replaced, without written permission by the Engineer and BCWD #1.

2.19 Except in instances where common labor may be utilized, Contractor shall employ only competent, experienced, and skilled workman to do the work, and all work shall be performed and completed in good, careful, and workmanlike manner and to the satisfaction of BCWD #1. BCWD #1 shall have the right at all times to require the removal of any superintendent, foreman or workman for performing inferior work.

2.20 The methods, equipment and appliances shall produce a satisfactory quality of work and shall be adequate to maintain the schedule of progress as submitted under provisions herein. Contractor shall maintain all equipment in good repair to ensure efficient performance of the work required. The Engineer and BCWD #1 shall have the right to require the removal and/or replacement of any equipment which they deem incapable of satisfactory performance.

2.21 Contractor shall be responsible for any damage to BCWD #1’s equipment and facilities resulting from Contractor’s negligence.

2.22 The Contractor shall be responsible for any damage to any existing facilities presently in service.

2.23 The Contractor shall be responsible for determining exact locations of all utilities.

2.24 Contractor will be supplied with copies of the plans and specifications. Any alterations affecting the requirements and information given in the plans and specifications shall be authorized in writing.

2.25 Authority of Engineer: The Engineer and BCWD#1 shall decide any and all questions which may arise as to the quality and acceptability of work performed and the rate of progress of the work and shall decide all questions that may arise as to the interpretation of the plans and specifications and all questions as to the acceptable fulfillment of the terms of the contract.

2.26 The Engineer may appoint such assistants as he desires. They shall have the authority to give instructions pertaining to the work, to approve or reject work, to make measurements of quantities, to keep records of cost, and otherwise represent the Engineer. The assistants shall not be authorized to revoke, alter, enlarge, relax or release any requirement of the contract agreement, plans and specifications nor shall they act as foreman for the Contractor.


3.1 Whenever necessary to prevent caving; excavations in sand, gravel, sandy soil, or other unstable material shall be adequately sloped, shored and or braced in accordance with OSHA 29 CFR 1926, Subpart P.

3.2 29 CFR 1926.652 - Each employee in an excavation shall be protected from cave-ins by an adequate protective system designed in accordance with 29 CFR 1926.652 except when:

• Excavations are made entirely in stable rock; or

• Excavations are less than 5 feet (1.52 m) in depth and examination of the ground by a competent person provides no indication of a potential cave-in.

3.3 The Contractor shall be solely responsible for compliance with this and all other federal, state, and local safety regulations.


4.1 All materials in contact with drinking water shall be certified as being in compliance with ANSI/NSF 60, 61 and 372 (“lead-free” standard) by an independent agency meeting the criteria specified by the Arkansas Department of Health.

4.2 All water pipe line and service line material shall conform to the following specifications. PVC pipe shall be manufactured by a member of the Uni-Bell Plastic Pipe Association.

4.3 All pipe and pipe fittings furnished and installed on this project shall be inspected and tested by the manufacturer. The manufacturer shall furnish to BCWD #1, prior to delivery, certificates stating that all pipe is manufactured in compliance with these Specifications. The certificate shall also fully describe the pipe proposed to be furnished.

4.3.1 If evidence appears that all provisions of the applicable AWWA and ASTM Standards have not been complied with after the pipe has been delivered, BCWD #1 will require such field testing and sampling as necessary for certified statements of compliance to the provisions of said standards to be furnished by an approved independent laboratory. The cost for the testing and sampling or job delay will be the responsibility of the CONTRACTOR. The independent laboratory shall be one which may be chosen by the pipe manufacturer and approved by BCWD #1.

4.4 All water pipe line and service line material shall conform to the following specifications:

4.4.1 Ductile Iron fittings (flanged and mechanical joint) shall be epoxy coated on both interior and exterior surfaces. The epoxy coating shall conform to AWWA C116.

4.4.2 Ductile Iron water pipe fittings: mechanical joint fittings per AWWA C110/A21.10 or C153/A21.53, Pressure rating 250 psi. All fittings for three-inch diameter and larger lines shall be equipped with MegaLug retainer glands by EBAA Iron Company. All fittings for two-inch diameter lines shall be equipped with Midco retainer glands.

4.4.3 Water Service Line Valves and Fittings: Shall be Ford brass, conforming to the requirements of AWWA C800 and ANSI/NSF 372. All components in contact with potable water shall be made of a no-lead alloy (-NL suffix for Ford fittings). “Red brass” or other lead-containing alloys shall not be permitted for components in contact with potable water.

4.4.4 Flanged Ductile Iron Pipe with Ductile Iron or Gray Iron Threaded Flanges: AWWA C115/A21.11, thickness class 53, 250 psi working pressure.

4.4.5 Ductile Iron Pipe Mechanical Joint and Push-on joint, For Water: AWWA C151/A21.51, Pressure Class 350.

4.4.6 Rubber Gasket Joints for Ductile Iron Pressure Pipe: AWWA C111/A21.11.

4.4.7 PVC Pressure Pipe, 2” and 3”: ASTM D2241, SDR21, Class 200.

4.4.8 PVC Pressure Pipe, 4” through 12”: AWWA C900, DR18 or DR14.

4.4.9 Polyethylene (PE) Pressure Pipe and Tubing: 1” CTS, for Water Service. AWWA C901, DR9, minimum Pressure Class 200. The minimum size for all water service lines shall be 1” diameter for single or double meter sets. BCWD #1 may require larger service lines for multiple meter sets, where permitted in advance by BCWD #1.

4.4.10 Air/Vacuum release valves: Acceptable Manufacturer is A.R.I. model D-040-C for 1 ½” through 2” (cast iron body only), or model D-060-C for 2” through 12”, or equal. Valves shall be certified to conform to ANSI/NSF 372.

4.4.11 Gate Valves: Shall be manufactured by Clow Valve Company, model 2639, conforming to AWWA C509. MJxMJ for all applications except tapping valves, which shall be “MJ for tapping.” All valves for three-inch diameter and larger lines shall be equipped with MegaLug retainer glands by EBAA Iron Company. All valves for two-inch diameter lines shall be equipped with Midco retainer glands.

4.4.12 Fire Hydrants: Shall be “Medallion” model by Clow Valve Company. Hydrant shall conform to the requirements of AWWA C502, ANSI/NSF 61, and ANSI/NSF 372; and shall be UL listed and FM approved. Connection shall be 6” mechanical joint. Main valve opening shall be 5 ¼”. Hydrant shall open counter-clockwise, shall have two 2 ½” nozzles and one 4 ½” nozzle, and shall be factory painted in standard red. All nozzle threads shall be NST with Higbee cuts. See Section 57 of these specifications for BCWD #1’s statement regarding fire flows.

4.4.13 Double Check Valve Backflow Prevention Assembly: Shall conform to AWWA C510 and ANSI/NSF 372, whether used for potable water or for fire protection only.

4.4.14 Reduced Pressure Principle Backflow Prevention Assembly (RPZ): Shall conform to AWWA C511 and ANSI/NSF 372, whether used for potable water or for fire protection only.

4.4.15 Tapping Sleeves: Ford FTSS series, 18-8 Type 304 Stainless Steel, with stainless steel bolts and flange. Sleeves shall be certified to conform to ANSI/NSF 372.

4.4.16 Service Saddles: Ford S90 brass for PVC, Design A (hinged) for 8” and smaller mains, Design B (two piece) for 10” and 12” mains. Ford 202BS brass for ductile iron. All saddles shall have AWWA thread.

4.4.17 Meter Setters: Ford setter # VBHH72-7W-44-43-NL for single sets and Ford VBHH72-7W-14-33-NL with u-branch No. U48-43-6.5-NL. All setters shall have padlock wings on key valve (hole-7/16”). All setters shall be equipped with a brass pipe eye. (Note: These specifications are for standard residential ¾”x5/8” meters. Consult with BCWD #1 for requirements for setters for larger meters.)

4.4.18 Meter Boxes: Carson L series 2200-18, or pre-approved equal, with HDPE flush cover and key operated Dallas lock, 18” bury.

4.5 All materials are subject to inspection and approval at the plant of the manufacturer at the discretion of BCWD #1.

4.6 During the process of loading or unloading, all materials shall be inspected by the CONTRACTOR for damage and any damaged material set aside.

4.7 Inspection of material at the manufacturer’s plant, at the point of delivery, on the job site, or in place shall not relieve the CONTRACTOR of his responsibility and the material may be subject to rejection until final acceptance of the completed project by BCWD #1.


4.8.1 The CONTRACTOR shall handle the material with the utmost care and in a manner to prevent damage to the materials, material coating and lining during loading, hauling, unloading, and installation operations. Pipe and fittings shall not be dragged along the ground or dropped and shall be stored so as to protect all materials from damage. Pipe End Covers shall be placed on all pipes, until the time of placement of the pipe. Material damaged shall be replaced or repaired at the CONTRACTOR'S expense.

4.8.2 Hooks shall not be in contact with the pipe interior.

4.8.3 The interior of the pipe line materials shall be kept free from dirt and foreign matter at all times.

4.8.4 Pipe line materials, especially valves, hydrants and fittings shall be drained and stored in a manner to protect them from damage by freezing.


5.1 The pipe, fittings, valves and hydrants shall be located and maintained to conform closely to the location, lines and grades specified hereunder or as shown on the Plans, whichever is more stringent.

5.1.1 Water alignment shall be:

a) Parallel to and within the outer 4’ of street or highway right-of-way or in the center of easement boundaries.

b) Water and wastewater mains shall typically be installed on opposite sides of streets.

c) Water mains shall have a minimum clearance of 2’ (feet) from all other utilities.

d) BCWD #1 shall approve alignment and grade of water mains prior to construction.

5.1.2 Water Mains shall be installed with 36” minimum cover and 5’ maximum cover below final grade, unless approved otherwise in advance by BCWD #1.

5.1.3 Main line resilient seated gate valves of the same diameter as the pipe shall be installed on both sides of connections to lateral water mains and every 1000' along water mains, typically at locations where hydrants are installed. Gate valves shall be installed on all lateral water mains adjacent to (within 3’ of) mains.

5.1.4 Hydrant placement shall be determined on an individual basis along water mains.

5.1.5 Sanitary hazards: A minimum horizontal distance of (10’) feet shall be maintained between water and sewer lines and other sources of contamination. Water and sewer lines shall not be laid in the same trench except on written approval from the Arkansas Department of Health. Water mains necessarily in close proximity to sewer lines shall be placed so that the bottom of the water line is (18”) inches above the top of the sewer line and shall be protected encasement in a steel encasement pipe with rubber end seals, or other similar barrier approved by the Arkansas Department of Health.

5.1.6 Valves and hydrants shall be set with operating stem and nut plumb. There shall be no sharp and sudden breaks, requiring extra fittings and no joint shall be located underneath a substructure without the consent of the Engineer and BCWD #1.

5.1.7 Horizontal and vertical (where required) control points will be established along or adjacent to the construction area. It shall be the responsibility of the CONTRACTOR to make necessary measurements from these control points in order to maintain the proper alignment and grade of the structures. The CONTRACTOR shall preserve all stakes and markers established by the ENGINEER. Failure of the CONTRACTOR to preserve such stakes and markers will result in the cost for re-establishment being deducted from amounts due CONTRACTOR.


6.1 The CONTRACTOR shall plan and execute the work so to minimize interference with flow of traffic and passage of pedestrians.

6.2 Closing streets with one access route is not permitted. One traffic lane shall remain open at any given time. Excavated areas within the traffic lanes of highways, streets or roads and pedestrian walkways shall be backfilled as soon as possible and the area reopened to traffic.

6.3 The CONTRACTOR shall be responsible for making provisions for the safe and free passage of persons and vehicles by, over, or around the work while it is in progress. Such provisions or traffic control plans shall be satisfactory with BCWD #1, Engineer, State, County and local authority having jurisdiction within the area of work.

6.4 The Contractor shall notify applicable State, County, local authority and BCWD #1 before closing or obstructing any public highway, street or road.

6.5 When required by the State, County or local authority having jurisdiction therefore, that traffic be maintained over any construction work in a public highway, street or road, and such traffic cannot be maintained on the alignment of the original roadbed or pavement, the Contractor shall, at his own expense, construct and maintain a detour around the work. Such detours shall be satisfactory with the Engineer and State, County or local authority.

6.6 The CONTRACTOR shall provide and maintain necessary barricades, signs, lights and markers around the work in order to protect persons from injury and avoid property damage. The CONTRACTOR shall also provide qualified flagmen to direct traffic while working upon a highway, street or road over which traffic must pass.

6.7 The CONTRACTOR shall make the same provisions as described above for the passage of vehicular and pedestrian traffic between private property and public highways, streets and roads or other provisions that are satisfactory to the ENGINEER and the property owners involved.


7.1 The approximate location of subsurface structures shown on Plans is for the guidance of the CONTRACTOR. BCWD #1does not guarantee the accuracy or correctness of the locations of such structures as shown. Furthermore, there may be structures that are not shown.

7.2 It shall be the responsibility of the CONTRACTOR to determine the actual location of all subsurface structures.

7.3 The CONTRACTOR shall make necessary exploratory excavations to determine the location of underground structures such as pipes, drains, conduits and other structures.

7.4 The Contractor shall be responsible for contacting the owners of such structures before excavating in the vicinity of these facilities and shall be guided by their instructions. Contractor shall notify Arkansas One Call 48 hours in advance at 1-800-482-8998 before any excavation.

7.5 The CONTRACTOR shall provide adequate protection and support for all surface and subsurface structures or other facilities encountered during the progress of the work. Whenever such structures or facilities are in the same location as the proposed pipe line or appurtenances thereto, the CONTRACTOR shall relocate or reconstruct or cause to be relocated or reconstructed, the structure or facility to the satisfaction of the ENGINEER and utility facility owner. Whenever requested by the ENGINEER or utility owner, the CONTRACTOR shall provide drawings and other plans for supporting or otherwise safeguarding surface and subsurface structures or other facilities which, in the opinion of the ENGINEER, or utility or facility owner, may be damaged as a result of the CONTRACTOR'S work.

7.6 The CONTRACTOR shall not stop or impede the flow in any pipe, sewer, surface or subsurface drain without making provisions for diverting the flow to the satisfaction of the ENGINEER and BCWD #1.

7.7 If any utility facility or structure is damaged during the progress of the work, the CONTRACTOR shall immediately notify the appropriate owner. Repairs shall not be made by the CONTRACTOR without the prior approval of the utility facility or structure owner. The CONTRACTOR shall pay utility owners for the cost of repairing, relocating or replacing any facilities damaged by the CONTRACTOR. In addition, the CONTRACTOR shall provide all assistance available to the utility involved in making repairs under emergency conditions.

7.8 The CONTRACTOR shall not operate a control valve in the existing distribution system without the approval of BCWD #1.

7.9 All existing hydrants and bends shall be blocked or tied in such manner so as to prevent displacement before excavating behind these appurtenances.


8.1 The CONTRACTOR shall not remove or disturb any vegetation except that required for the execution of the work.

8.2 Unless otherwise specified in these specifications or in the Plans, the CONTRACTOR shall replace all sod, shrubs, bushes, trees, and flowers disturbed or removed, that are located upon public and private property. The CONTRACTOR shall replant vegetation and re-landscape or cause such to be performed throughout the work area as soon as possible after the pipe lines and appurtenances have been installed. All vegetation damaged during or after removal shall be replaced with healthy vegetation of the same kind or type. All plants shall be replanted in the original location. The CONTRACTOR shall maintain all such replanted vegetation by the application of water, fertilizers and top soil. The vegetation shall be cultivated to prohibit the growth of foreign vegetation until a well developed root system has been established and transplanted vegetation has overcome the "shock" resulting from transplanting. All vegetation which dies or becomes unhealthy shall be warranted for one year and replaced by the CONTRACTOR. The contour of the ground shall be left as near the original contour as possible.

8.3 In undeveloped areas that have not been landscaped, it is not necessary to replace vegetation unless otherwise specified in the Plans. However, the CONTRACTOR shall dispose of the vegetation removed to the satisfaction of the ENGINEER and BCWD #1.

8.4 The CONTRACTOR shall stabilize all areas where ground surface has been disturbed and erosion is likely to occur. The method of stabilization shall be approved by BCWD #1. The Contractor shall also comply with all conditions and requirements of the Owner’s ADEQ-approved Storm Water Pollution Prevention Plan.


9.1 Rock excavation is defined as all solid rock formation that, in the opinion of the ENGINEER and BCWD#1, cannot be excavated by using power shovels or other power excavators which are of recognized manufacture and design, of adequate size and operated by qualified operators without continuous and systematic blasting, barring or wedging. It shall include boulders or pieces of detached rock exceeding ten (10) cubic feet in volume and solid rock formations which are interspersed with strata of clay or other material provided, however, that the solid rock constitutes at least seventy-five (75%) percent of the total volume of the particular formation. The CONTRACTOR is reminded that blasting before an attempt to excavate is made does not necessarily qualify the material to be excavated as "rock excavation" and no payment for "rock excavation" will be made unless the material excavated can conform to the above definition.

9.2 All other excavation shall be unclassified regardless of the nature of materials encountered.

9.3 If rock excavation is not a bid item on the Bid Form, all excavation shall be considered unclassified.


10.1 All pipe (Ductile Iron and PVC) shall be installed in accordance with AWWA Standard C605 “Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for Water.” All bedding material shall meet the requirements of ASTM 448 Size #67.

10.2 Unless bound herein or shown on the Plans, information related to soil conditions is not furnished by BCWD #1. Any information furnished by BCWD #1 related to soil conditions is not guaranteed to represent actual conditions which the CONTRACTOR will encounter and is to be used at the CONTRACTOR'S risk; therefore, the CONTRACTOR shall take whatever action he feels necessary to satisfy himself as to the actual subsurface soil conditions.

10.3 The trench shall be excavated to the alignment and grade specified and only so far in advance of pipe laying as BCWD#1 shall permit. Trenches along public streets or roads shall be limited to 100 feet or less, or as permitted by the governmental authority having jurisdiction. This limit may be reduced by BCWD #1 in congested areas.

10.3.1 The use of trench-digging machinery will be permitted except in places where operation of same will cause damage to trees, buildings, or other existing structures above or below the ground; in which case hand methods shall be employed.

10.3.2 CONTRACTOR shall remove the minimum amount of street, driveway, sidewalk, parking lot, or other pavement required to permit installation of the pipe lines or appurtenances. All pavement surfaces shall be sawcut in straight lines with suitable equipment before removal. Concrete surfaces shall be scored with a suitable concrete saw unless all material is removed between existing construction joints.

10.4 Blasting for excavation will be permitted only after the CONTRACTOR secures the approval of the ENGINEER and only when proper precautions are taken for the protection of persons and property. The hours of blasting will be fixed by the ENGINEER. Any damage caused by blasting shall be repaired by the CONTRACTOR at his expense. The method of transporting, handling, and storage of explosives and blasting procedure shall conform to Federal Regulations, state laws and municipal ordinances.

10.5 Where shoring and bracing is used, the trench width may be increased accordingly. Trench shoring shall remain in place until the pipe has been laid and jointed. Where slides or cave-ins occur, the CONTRACTOR shall, at his expense, provide proper bedding and support for the pipe.

10.6 The trench width may vary and depend upon the depth and the nature of the excavated material encountered. The trench shall be of ample width to permit the pipe to be laid and jointed properly and the backfill to be placed and compacted properly.

10.6.1 The minimum width of trench shall be:

a) 12” plus the nominal pipe diameter for pipe up to 24-inches in diameter;

b) 18” plus the nominal pipe diameter for pipe over 24-inches in diameter.

10.7 The trench shall be excavated to a depth that accommodates 4’ (feet) of cover measured from top of pipe to finished grade plus undercut as required where the following conditions exist:

a) When ledge rock, boulders, large stones, and other rock formations are encountered, all rock shall be removed to provide a clearance of at least 6” (inches) below and sides of pipe, valves, and fittings (nine (9") inches for pipe lines and appurtenances larger than 24-inches in diameter.)

b) Where the bottom of the trench at sub-grade is found to be unstable or to include ashes, cinders, refuse, vegetable or other organic material, or large pieces of inorganic material, that, in the judgment of BCWD #1, should be removed, the CONTRACTOR shall remove all such material to the extent required by BCWD #1.

10.8 All excavated material shall be stockpiled in a manner that will not endanger the work and that will not obstruct streets, sidewalks and driveways. Excess or unsuitable material and debris shall be removed promptly. Gutters and ditches shall be kept clear or other satisfactory provisions shall be made for drainage.


11.1 All pipe shall be bedded in a six-inch (6”) layer of crushed stone conforming to the requirements of ASTM D448 #67. Bedding shall provide a uniform and continuous bearing and support for the pipe barrel. A shallow depression shall be made in the bedding to accommodate bell ends. No rocks or unyielding material greater than ¾” angular or rounded shall come in contact with pipe. All pipe bedding shall be inspected by BCWD #1’s representative before backfilling.

11.2 Haunching and initial backfill (to a point 12” above the top of the pipe) shall also consist of crushed stone conforming to the requirements of ASTM D448, #67.

11.3 If the pipe trench passes over previous excavations, the trench bottom shall be compacted to provide the same support as adjoining undisturbed native soil.

11.4 All trenches shall be backfilled as soon as possible after installation of pipe and appurtenances. In areas with Concrete Blocking, it may be necessary to backfill only a portion of the trench in order to allow placement and curing of concrete.

11.4.1 Concrete pipe blocking and other fittings or appurtenances designated by the ENGINEER shall not be backfilled until the hydrostatic pressure and leakage tests have been completed.

11.5 Dona-fill material shall not be used for bedding or backfilling.

11.6 State Highway crossings shall be performed by tunneling and/or boring in accordance with Section 23.

11.7 When trenches cross or pass through existing paved roads, streets or alleys, backfill shall be in accordance with requirements of state, county or local authority having jurisdiction and or BCWD #1.

11.8 Final Backfill

11.9.1 Final backfill in areas beneath existing or proposed pavement shall consist of crushed stone aggregate base conforming to the requirements of SSHC Section 303, Class 7. Aggregate base shall be compacted in layers no greater than 8 in compacted thickness, to 95% of the maximum density as determined by ASTM D1557 (Modified Proctor).

11.9.2 In areas not beneath existing or proposed pavement, final backfill may consist of native material, except rocks and unyielding material larger than three (3) inches are not permitted. Upon reaching the top of the trench with backfill, the trench shall be rolled by passing the wheel or track of heavy equipment along the trench line to attain consolidation.

11.9.3 In areas where sod, trees, shrubs, flowers or other vegetation have been removed and are to be replanted, the top six (6) inches of backfill shall consist of suitable top soil.


11.10.1 Six (6") inches of Bedding Material, specified in Section 11.1 above, shall be placed in the bottom of the trench. Bedding material shall be consolidated by slicing with a shovel. Where the soil in the bottom of the trench is wet or soft enough to intrude into the voids of granular material, coarse sand shall be used for bedding.

11.10.2 After the pipe is placed on the consolidated bedding material in the bottom of trench, additional 67 stone shall be deposited and carefully tamped and rammed around the pipe until the initial backfill has been brought to 12” above the top of the pipe. Compaction shall continue until 90 percent of maximum density as determined by the Modified Proctor Compaction Test has been achieved.

11.10.3 When trenches cross or pass through roads, streets, alleys, sidewalks, driveways, parking lots or other areas specified, the backfill shall be continued using Class 7 aggregate base as specified in Section 11.9.1 above, and shall be compacted to 95 percent of maximum density as determined by the Modified Proctor Compaction Test to a point immediately below the bottom of the improved surface. As an alternate, the trench from twelve (12") inches above the pipe to the bottom of the improved surface may be filled with a soil-cement mixture or a mixture of flyash-bottom ash, which has been approved by the ENGINEER in advance. Pavement repair shall conform to the detail below.

11.11 The CONTRACTOR shall fill trenches with suitable material where settlement has occurred throughout the warranty period.


12.1 The Contractor shall notify the ENGINERER and BCWD #1, 24 hours prior to trenching to schedule an inspection of all pipe installed. Pipe bedding shall be inspected by BCWD #1’s representative prior to backfilling.

12.2 Proper implements, tools and equipment shall be provided and used by the CONTRACTOR for the safe and convenient way to carry out the work. Under no circumstances shall pipe or accessories be dropped or dumped into the trench.

12.3 All foreign matter or dirt shall be removed from the inside of the pipe and appurtenances before lowering into the trench and the pipe interior shall be kept clean during and after installation. A swab shall be kept in the pipe lines as long as the pipe is being laid. Care shall be taken to prevent dirt from entering the joint space and at times when pipe installation is not in progress, the open ends of the pipe shall be closed by installing pipe end covers of sufficient design to prevent trench water, foreign matter, and dirt from entering the pipe line.

12.4 Cutting of the pipe for inserting into valves, fittings or closure pieces shall be done in a neat and workmanlike manner without damage to the pipe or pipe lining. Torch cutting is not permitted. Pipe inserted into valves, fittings or closure pieces shall be cut at an angle of 90° to the pipe centerline. Cutting at other angles to provide greater deflections at the joints shall not be permitted. Field welding or welding except by the pipe manufacturer shall not be permitted.

12.5 Pipe shall be laid with bell ends facing the direction of laying; and for lines on an appreciable slope, bells shall, at the direction of the ENGINEER, face upgrade.

12.6 No pipe shall be laid in water, or when the trench condition or the weather is unsuitable for such work, except by permission of BCWD #1. Contractor shall dewater open trenches as required prior for pipe installation.

12.7 Tracer Wire: A continuous 12-gauge copper wire (insulation color blue for water and green for sewer), shall be installed with all pipe including service lines. The wire shall be taped to the top of the pipe. The wire shall be looped up to the top of valve boxes, and around valves and other appurtenances in such manner that there is no interference with the operation of the valve or appurtenance.

12.7.1 Cast iron valve boxes or cast iron tracer wire access boxes shall be used to provide a connection point to tracer wires on long pipe runs every 1000’.

12.7.2 Splices to tracer wire shall be joined by twisting together then installing a silicon filled twist on connector manufactured by DRYCONN “DBSR” or equal.

12.8 Fiberglass Post Markers shall be installed every 1000 feet and at highway crossings, creek crossings, and changes in direction, railroad crossings or other areas of concern. Markers shall be a minimum 60” tall, colored blue, and labeled “Water Pipeline” for water pipelines. Post Markers shall not be disturbed during construction.

12.9 During the pipe laying operation, deflections at joints shall not exceed the amounts indicated in the following tables for the various types of joints and pipe.

12.9.1 MECHANICAL JOINT PIPE (Ductile Iron Pipe)

Size of Pipe Degrees Maximum Offset (inches)

18’ Joint 20’ Joint

4”- 6” 26” 29”

8”- 10”- 12” 19” 21”

14”- 16”- 18”- 20” 11” 12”

12.9.2 PUSH-ON JOINT PIPE (Ductile Iron Pipe)

Size of Pipe Degrees Maximum Offset (inches)

18’ Joint 20’ Joint

4”- 6”- 8”- 12” 19” 21”

14”- 16”- 20”- 24”- 36” 11” 12”

12.9.3 PVC pressure pipe joint deflection may be achieved by following the procedure and limits, as defined:

a) Keeping pipe length in straight alignment with the previously laid length, insert spigot end into the gasketed bell until the reference mark is flush with the leading edge of the bell lip.

b) Move to opposite end of the pipe and manually offset the pipe to the recommended offset. A block and bar may be used on heavier diameter pipe to provide continually controlled movement. Never use excavation equipment to obtain offset.

c) Partly backfill installed pipe length to secure placement.

d) If additional deflection is required, proceed from sequence 1, on next pipe length.

e) Caution: Over insertion of spigot end and or exceeding the recommended offset may create material stress at joint assembly. Ductile Iron fittings shall be used to achieve greater offsets.

Diameter of Push-on DI Pipe Degrees Maximum Offset (inches)

20’ Joint Radius

4”- 6”- 8”- 12” 8” 573’

14”- 16”- 20”- 24”- 36” 1.5° 6” 764’


13.1 Prior to joining the pipe and or fittings, the plain ends of the pipe and the bells of the pipe and fittings shall be thoroughly cleaned, removing all foreign materials from the bells, especially the gasket seats. Any burrs or imperfections in that part of the plain end or bell which will be in contact with the gasket shall be removed.

13.2 The clean rubber gasket shall be inserted in the bell and a thin film of lubricant shall be applied to the inside surface of the gasket.

13.3 Gasket lubricants shall be supplied by the pipe manufacturer in sufficient quantities.

13.4 The cleaned plain end shall initially be entered in the bell in straight alignment.

13.5 The plain end shall be forced inside the gasket and bell until it strikes the end of the interior of the bell, after which the end of the pipe shall be moved sideways for up eight (8") inches to move it slightly away from home to allow for expansion and to provide flexibility to the completed line. The pipe may then be deflected as prescribed in the preceding table.

13.6 When the pipe is cut, the plain ends must be beveled similar to the bevel on full lengths. After beveling, stop marks must be applied to the ends. Use the plain end of another piece of pipe or fitting to determine the location of the stop mark and mark the piece of pipe that has been cut. The pipe shall be pushed into bell or coupling either by hand or with the use of lever and block. Care shall be exercised to assure that the pipe is not damaged by the application of levers. Suitable wood blocks shall be used between levers and the pipe as shown below.


14.1 Prior to joining the pipe and/or fittings, the plain ends of the pipe and the bells of the pipe and fittings shall be thoroughly cleaned using soapy water and cloth, removing all foreign materials from the bells, especially the gasket seats.

14.2 The cast or malleable iron follower rings shall be placed on the plain end of the pipe or fittings, followed by the rubber gasket which has been thoroughly cleansed and lubricated with soapy water.

14.3 The plain end of the pipe shall be placed in the bell, to which connection is to be made, and shouldered in back of the bell. The rubber gasket shall be advanced into the bell and seated in the gasket seat; the follower ring shall next be brought into contact with the rubber ring, and all bolts entered and nuts started. The pipe may then be given a maximum deflection as prescribed in the preceding table.

14.4 Joints shall be made tight by advancing the nuts with a wrench according to the following pattern until a tight joint is made.

14.5 The CONTRACTOR shall provide a torque wrench suitable for measuring tension on the bolts. At no time should handles longer than those supplied by the wrench manufacturer be permitted. The torque range shall be as follows:

5/8" Bolts 45- 60 ft. lbs.

3/4" Bolts 75- 90 ft. lbs.

1" Bolts 85-100 ft. lbs.

1 1/4" Bolts 105-120 ft. lbs.

14.6 All mechanical joint fittings (including valves, hydrants, etc.) 3 inches and larger in diameter shall be secured using MegaLug retainer glands as manufactured by EBAA Iron Company, or pre-approved equal. All mechanical joint fittings 2 inches in diameter shall be secured using Midco #3108 (Style 30) retainer glands. The rubber gasket and joint bolts of mechanical joint retainer glands shall be installed in accordance with above. Set screws shall be tightened evenly to the manufacturer’s recommended torque.

14.7 The entire fitting, including the retainer gland and all bolts, shall be shall be wrapped with a flat sheet or split length of polyethylene tube. The sheet shall be passed under the appurtenance and brought up around the body. Seams shall be made by bringing the edges together, folding over twice, and taping down. Tape polyethylene securely in place at valve stem and other penetrations. Extend the polyethylene tube to cover the unwrapped pipe a distance of at least two (2') feet and secure the end by at least three (3) circumferential wraps of tape. It is not the intent that the material form an enclosure that is absolutely air or water tight, but to prevent pipe to soil contact.

Special care shall be taken to prevent damage to the polyethylene wrapping when placing backfill. Repair any rips, punctures, or other damage to the polyethylene with tape or with a short length of polyethylene tube cut open wrapped around the pipe and secured in place.

Polyethylene material shall be stored on the job site in such a manner that it is not exposed to direct sunlight. Exposure during installation shall not exceed forty-eight (48) hours.


15.1 The faces of all flanges shall be thoroughly cleaned and all burrs or imperfections removed and brushed with a steel brush.

15.2 Gaskets between flanges shall be rubber of 1/16-inch minimum thickness.

15.3 Care shall be taken to prevent strain on the flanges. All bolts and nuts shall be cleaned and lubricated prior to tightening. Bolts on opposite sides shall be tightened alternately to the torque listed in paragraph 13.5 herein



17.1 Valves shall be jointed in accordance with the methods of mechanical joint pipe as specified herein. Valve stems shall be plumb and there shall not have any obstructions which will prohibit the installation of valve boxes directly over the stem. Concrete anchor collars shall be provided around an adjoining length of pipe for all valves 16-inches in diameter or larger and for smaller valves when specified on the Plans. Mechanical joint retainer glands shall be installed on all valves per Section 14.6. All valves shall be firmly supported by solid concrete blocks.

17.2 Pipe shall be inserted as far as possible on each side of valves that are inserted in the line.

17.3 Valve boxes shall be installed over the operating nut of each valve and be of adequate length to reach the finished ground or paved surface. Boxes shall be firmly supported, plumb and centered over the valve operating nut. No part of the box shall rest on the valve. The box cover shall be flush with the finished surface.


18.1 The Contractor shall notify BCWD #1’s representative 24 hours prior to connecting to BCWD #1’s distribution system. BCWD #1’s representative shall be present to observe the pipeline test and tap, and to witness the coupon retrieval. Tapping operations must not commence before inspection by BCWD #1’s authorized representative.

18.2 The CONTRACTOR shall excavate and install tapping sleeves, tapping valves and tap machine as required.

18.3 The pipe shall be free of dirt and other debris and shall have a smooth surface before attaching tapping sleeve or tapping saddle. All rough areas on the pipe barrel shall be smoothed.

18.4 Tapping saddles or sleeves shall be bolted securely to the pipe. The face of the outlet shall be plumb. Tapping sleeves shall be installed in accordance with manufacturer’s procedures. Bolts for tapping saddles shall be alternately tightened "snug" and then alternately tightened to a torque of l00-foot pounds minimum.

18.5 The tapping valve shall be bolted securely to the tapping sleeve or tapping saddle outlet flange. The tapping machine shall be bolted securely to the valve.

18.6 After installation of the tapping sleeve or saddle and the tapping valve, and before drilling through the pipe, the sleeve or saddle shall be hydrostatically pressure tested at 150 psi with an approved test pump connected to the test port on the sleeve or saddle.

18.7 The pilot drill and shell cutter shall be in good condition. The shell cutter shall be the size required to cut the full opening specified.

18.8 Only qualified operators shall operate the tapping machine. The "coupon" shall be withdrawn and presented to BCWD #1’s representative. Care shall be exercised to avoid drilling or cutting the back side of the pipe by carefully assuring the engagement of the pilot drill and shell cutter shaft.

18.9 Openings in the pipe barrel for tapping saddles installed on dry pipe shall be cut with a pilot drill and shell cutter. Torch cutting is not permitted.


19.1 Combination air/vacuum relief valves shall be constructed with stainless steel, and have a working pressure rating of 150 psi minimum. All interior operating parts shall be constructed of stainless steel. Manufacturer shall be A.R.I. model D-040 for ½” through 2”, A.R.I. model D060 for 2” through 10”, or pre-approved equal.

19.2 Combination air/vacuum relief valves shall have an integral type assembly which functions both as an air release and vacuum relief valve.

19.3 The size and location of combination air/vacuum relief valves shall be as noted on the approved construction drawings. Combination air/vacuum relief valves shall be installed at high points along the pipeline as instructed by BCWD #1.

19.4 Combination air/vacuum relief valves shall be installed in accordance with the typical detail below. The inlet connection shall be 2-inches minimum in diameter. All piping shall be brass and conform to AWWA Standard C800. Connections on the outlet side of Air/Vacuum relief valves shall be threaded and shall have brass elbows installed as indicated below:


20.1 Steel encasement pipe shall be used for creek crossings as indicated on plans. Encasement shall conform to the requirements of Section 23 of these specifications, and shall include spacers and end seals as specified. PVC encasement pipe shall not be used for creek crossings. Encasement shall extend to the top of the creek bank on each side.

20.2 Steel encasement pipe for creek crossings shall be capped with a minimum of 12 inch depth Portland cement concrete (3,000 psi minimum), as measured from the crown of the encasement pipe, the full width of the pipe trench. The remainder of the trench shall be backfilled with material previously excavated from the pipe trench within the creek bed and topped with creek gravel and/or stones. Placement of topsoil or other material from outside the creek bed within the trench is prohibited.

20.3 Carrier pipe within the encasement shall be ductile iron pipe conforming to the requirements of Section 4 of these specifications, with locking gaskets (FieldLok or equivalent).

20.4 Sizing of the encasement shall be as per Section 23 of these specifications.

20.5 All requirements of all governing agencies; including but not limited to the US Army Corps of Engineers, the Arkansas Department of Environmental Quality, Benton County, and all other federal, state, and local agencies; shall be met in full by the CONTRACTOR. The CONTRACTOR shall bear full responsibility for failure to comply with any regulation, whether or not listed herein, and shall be solely liable for any fines issued


21.1 Hydrants shall be thoroughly cleaned before setting, removing all dirt and foreign matter from the barrel and bottom section up to the main valve. The main valve shall be in the "closed" position and the waste outlet shall be free of any obstructions.

21.2 Hydrants shall be installed with MJ swivel Tee with swivel MJ Gland. Hydrants shall have an auxiliary, resilient seated gate valve installed on the hydrant lead from the main. Tapping valves used for hydrant lead connections, qualify as an auxiliary valve.

21.3 Hydrants shall be located a safe distance from driveways, roadways and narrow type sidewalks and in a manner to provide complete accessibility, and they shall stand plumb with nozzles at18 inches above finished grade.

21.4 Hydrants located on AHTD right-of-way shall be placed at the right-of-way line.

21.5 Unless otherwise directed, the large diameter nozzle shall be at right angles to the street. The CONTRACTOR shall, if necessary, rotate the hydrant barrel or nozzle section at the flanged joint to obtain the desired nozzle position as specified by the BCWD#1.

21.6 The bowl or bottom of the hydrant shall be supported firmly on the bottom and shall be well braced against non-excavated earth on the back side. Stone slabs, concrete blocks, or other suitable material may be used to block the hydrant. If considered necessary by BCWD #1, the hydrant shall be tied to the branch pipe with suitable rods or clamps. These rods or clamps shall be furnished by the CONTRACTOR without additional compensation.

21.7 A drainage bed shall be provided under and around the base of the hydrant of at least six (6) cubic feet in volume and extending at least six (6") inches above the drain outlet and shall consist of gravel or broken stone mixed with coarse sand and thoroughly compacted. Under no circumstances shall the waste outlet on the hydrant or the drainage bed be connected to a sewer.

21.8 Back filling and tamping around hydrant barrels shall be continuous in operation.

21.9 Fire hydrants shall only be installed on 6” or larger mains, and only where approved in advance by BCWD #1. See Section 57 of these specifications for BCWD #1’s statement regarding fire flows.

21.10 After installation and before being tested and placed in service, fire hydrants shall be covered with a cloth or water resistant sack.

Typical Fire Hydrant Installation Detail


22.1 Flushing hydrants shall be installed on all dead-end main extensions that are to be connected to BCWD #1’s existing distribution system.

22.2 Flushing hydrants shall be non-freezing, self draining type with 36” bury depth. These hydrants shall be furnished with a 2” horizontal inlet, a non-turning operating rod, and shall open to the left. All of the working shall be of bronze-to-bronze design, and be serviceable from above grade with no digging. The outlet shall also be bronze and be 2-1/2: NST. Hydrants shall be lockable to prevent unauthorized use as manufactured by Kupferle Foundry Co., St. Louis, Mo, or equal.

Typical Flushing Hydrant Installation Detail

23. INSTALLATION OF ENCASEMENT STRUCTURES (open cut, tunneling or boring)

23.1 Encasement is required on all water and wastewater lines (including services) crossing the AHTD State Highways and shall have a minimum depth of cover of 48 inches below the ditches or 60 inches below the top of highway sub grade, whichever gives the greater cover. Casing or encasement pipe shall extend from right-of-way line to right-of-way line, unless approved otherwise by BCWD #1 and the appropriate roadway agencies.

23.2 The CONTRACTOR shall inspect the location where encasement structures are to be installed and familiarize himself with the conditions under which the work will be performed and with all necessary details as to the orderly prosecution of the work. The omission of any details in the Plans and Specifications for the satisfactory installation of the work in its entirety, which may not appear herein, shall not relieve the CONTRACTOR of full responsibility.

23.3 The CONTRACTOR shall satisfy himself of soil conditions by means he deems necessary i.e., exploratory boring or exploratory pit excavations at tunnel ends. All such exploratory work shall be done in such a manner as to not jeopardize highway or railroad fill and shall be satisfactorily back filled and cleaned up.

23.4 The size structure as shown on the Plans is considered as the minimum acceptable size. If the CONTRACTOR deems that it would be to his advantage to install a larger structure, he may do so subject to the approval of the ENGINEER and BCWD#1. If the CONTRACTOR elects to use large structures, the unit bid price as stated in the Bid for the size structure specified will be considered the unit bid price for the larger structure. In no case will BCWD #1 be liable for extra payment for structures larger than the size specified.

23.5 Steel casing pipe shall have minimum yield strength of 36,000-psi and a wall thickness as indicated in the following table. The pipe shall conform to ASTM A-53 or ASTM A-135, Type E (electric resistance welded, Grade B) or Type S (seamless, Grade B). A letter of compliance from the Bidder or mill tickets shall be supplied to BCWD #1 for the delivered pipe.

23.6 PVC casing pipe (when specified or directed for use) shall conform to the polyvinyl chloride pipe specifications for AWWA C900 DR 25 (4” and larger), or ASTM D2241 SDR17 (2” or 3”).

23.7 Encasements shall be installed at the grades and alignment shown on the Plans. Deviation shall be permitted only on approval of the ENGINEER and or BCWD #1.

23.8 Where open cut is not practical or permitted, the encasement structure shall be installed by jacking, boring or tunneling, or a combination of these methods unless a particular method is specified in the Plans. Timber or steel guide rails shall be used for any of these methods. The grade, slope and alignment of the guide rails shall be carefully set in order to attain the specified grade and alignment.

23.9 Pits and trenches shall be sheeted and braced in accordance with Section 9 herein.

23.10 Damage to the pipe coating during shipment or handling shall be repaired.

23.11 The excavation and backfill of encasement pipe installed in open cuts shall be in accordance with the provisions contained elsewhere herein for other pipe.

23.12 Smooth wall steel pipe shall be joined by full penetration butt welding.

23.13 The construction of encasement structures by tunneling or boring shall be carried out in such manner that settlement of the surface above the structure is minimal. The excavation shall be performed so that voids around the structures are held to a minimum. Encasement pipe shall meet the minimum diameter and wall thickness in the table below for the pipe diameter being encased. Care must be exercised to assure that the joints of the pipe are not over deflected or pulled out during the process. The pipe shall be jointed and pulled or jacked through the encasement structure with a cable capable of pulling the total number of pipe lengths and shall be threaded through the casing. The pipe shall be pulled into the casing one joint at a time by means of a slow steady pull on the cable and guided by hand to prevent damage to the pipe, and to prevent the pipe and skids from rotating out of alignment. The cable shall be attached to a wood block (of sufficient size to take the strain) placed across the end of the pipe as illustrated below. After each joint of pipe is pulled flush with the casing, the cable shall be taken loose and threaded through the next joint of pipe to be added to the line. This process shall be repeated until the pipeline section is completely installed in the casing.

23.14 All pipe installed in casing shall have casing spacers installed at intervals indicated in the table below. Casing spacers shall be constructed of a Stainless Steel band with runners designed to support the filled pipe weight. If, after installation of the pipe, adequate stability has not been provided, in the opinion of the ENGINEER, the pipe shall be removed or the annular spaces between the pipe and encasement structure be filled with grout or sand, as required by the ENGINEER.

Casing Pipe sizing table

Nominal Pipe Casing Size Steel Casing Casing Spacer

Diameter (in.) Inside Dia. (in.) Wall Thickness (in.) Maximum Spacing (ft.)

4 8 - 10 0.25 4.7

6 10 - 12 0.25 6.3

8 14 - 16 0.25 7.4

10 16 - 18 0.25 8.0

12 18 – 20 0.312 8.0

>12” Special design, to be approved by BCWD #1


24.1 Concrete thrust blocks and anchors shall be provided along the pipe line in accordance with the Typical Thrust Blocking Details below, or as directed by the ENGINEER. The concrete mix shall be Class "A" for anchor collars and Class “B” for thrust blocks.

24.2 Dry “QuickCrete” concrete will not be allowed for concrete blocking. “QuickCrete” concrete may be used for blocking if mixed with water per manufacturers recommendations.

24.3 Concrete for thrust blocks shall be placed against undisturbed soil. The excavation shall be hand shaped and free of loose material. Forms shall be used to confine the concrete in areas other than that part that is in contact with undisturbed soil in the direction of the thrust.

24.4 Concrete shall not be placed where it interferes with the removal of any joint accessories such as bolts, followers, threads, collars, couplings, etc. Flush hydrant drains shall not be restricted.

24.5 The top of the concrete thrust block or anchor collar shall be struck off with a wood straight edge or float.

24.6 Concrete shall not be placed when the temperature is below 40°F and dropping or below 35°F if the temperature is rising, unless approved by the ENGINEER. Placement shall be in accordance with Section 25 herein.

24.7 Admixtures are not to be used without the approval of the ENGINEER.

24.8 All placement of concrete must be in the presence of the ENGINEER or BCWD#1. The CONTRACTOR is cautioned that he may be required to remove, without compensation, any concrete placed in the absence of the ENGINEER or BCWD#1.

24.9 Backfill over concrete thrust blocks or anchor collars shall not be placed before the concrete has attained initial set.

24.10 No thrust blocks shall be less than six (6") inches thick between the pipe line or appurtenances and undisturbed soil in the direction of thrust.

24.11 The excavation shall be free of water before concrete is placed. Steel reinforcement, as specified on the plans, shall be placed in accordance with paragraph 25.17 herein.

24.12 The pipe or appurtenances shall be cleaned before placing concrete when the concrete is to be in direct contact with the pipe or appurtenance.

24.13 The area of contact of the thrust blocks and anchor collars shall be sufficient to resist the thrust. This will vary depending on the safe bearing value of the soil. Suggested safe soil bearing values are as follows:

TYPE OF SOIL Estimated Bearing Capacity


Muck, Peat, etc. 0

Soft clay 500

Sand 1,000

Sand and Gravel 1,500

Sand and Gravel with Clay 2,000

Sand and Gravel cemented with Clay 4,000

Hard pan 5,000

24.14 The above values are approximate and will vary considerably and are intended to be used only as a guide. The CONTRACTOR is responsible for determining the soil bearing value or taking other action to assure that the bearing area is adequate to restrain the pipe or appurtenances.

24.15 Where the soil is unstable or in the case of recent fill areas, the following procedures shall apply either singly or in a combination:

24.15.1 Thrust blocks shall be of adequate size to restrain pipe or appurtenances by mass alone without depending on horizontal bearing of the soil.

24.15.2 The excavation shall extend deep enough to contact firm soil and the block brought up to the pipe or appurtenances and constructed so that the block acts as a beam and will provide restraint required. Such block shall be reinforced with steel reinforcing bars.

24.15.3 Anchor blocks shall be constructed in a firm soil and tie rods extended to the pipe or appurtenances.

24.16 Thrust blocks for vertical bends shall be adequate to resist the thrust by mass alone when the thrust is upward.

24.17 Thrust blocks and anchor collars shall be adequate to restrain the pipe appurtenances at the specified test pressure. The following table lists the resultant thrust at certain fittings at a pressure of 100 psi in order to determine the thrust at the test pressure these values are to be multiplied by a factor equal to the test pressure divided by 100.

Thrust per 100 psi Pressure

Fitting Thrust (lbs. of force)

4” 6” 8” 10” 12”

22 1/2° Bend 600 1,200 2,000 3,300 4,500

45 ° 1,100 2,300 4,100 6,300 9,100

90 ° 1,800 4,000 7,200 11,200 16,000

Plug, Valves, Tees, Dead Ends 1,300 2,900 5,100 7,900 11,400

24.18 The projected soil bearing area required to restrain the thrust developed in pipe bends and fittings shall be determined by dividing the pounds of thrust for the fitting size, from the table above, by the soil bearing capacity. The result of this computation will be square feet of projected area perpendicular to the direction of thrust as indicated in the figures below.

Typical Thrust Blocking Details


25.1 Class "A" concrete shall have a 28-day compressive strength of at least 4,000 psi and shall contain no more than six (6) gallons of water per sack of cement including the water in the aggregates and not less than six (6) sacks of cement per cubic yard of concrete. Class "A" concrete shall be used for sidewalks, street surfaces, curb & gutters, ditch paving, driveways, structures such as vaults, manholes, protective slabs over pipe lines and other facilities, footing pipe supports and anchor collars.

25.2 Class ”B” concrete may be used for thrust blocking and shall have a 28-day compressive strength of at least 2,500 psi and shall contain no more than seven (7) gallons of water per sack of cement including the water in the aggregates and not less than five (5) sacks of cement per cubic yard of concrete.

25.3 Portland cement conforming to ASTM C150, Type 1, shall be used unless the use of other types is approved by the ENGINEER and BCWD #1.

25.4 Water used shall be clean and free from injurious amounts of oil, acids, alkalis, salt, organic matter, or other deleterious substances.

25.5 Fine aggregate shall consist of clean, sound, properly graded sand conforming to ASTM Standard C33 uniformly graded from 100% passing the 3/8-inch sieve to not more than 8% passing the No. 100 sieve.

25.6 Coarse aggregate shall consist of crushed stone, gravel, or other inert material of similar characteristics, having clean, hard, strong, durable non-coated particles with not more than five (5) percent by weight of soft fragments, one fourth (1/4) percent by weight of clay lumps, and one (1) percent by weight of material removed by decantation, except that when the material removed by decantation consists essentially of crushed dirt the maximum amount permitted may be increased to one and one-half (1 1/2) percent by weight. Rocks shall conform to ASTM Standard D289. Coarse aggregate may be either of two sizes, 1 1/2-inch and smaller or 3/4-inch and smaller, and shall be graded within the following requirements.


Maximum size mesh screen (sq. mesh) 0 – 3%

Half-Maximum size mesh screen (sq. mesh) 30 – 65%

No. 4 Sieve 94 – 100%

25.7 In no case shall the maximum size aggregate exceed one-third (1/3) of the design thickness of any part of a structure. Coarse aggregate for exposed aggregate surfaces shall be as follows:

Total Retained on 1 1/2" Sieve - 0 %

Total Retained on 3/4" Sieve 25 - 60%

Total Retained on 3/8" Sieve 70 - 90%

Total Retained on No. 4 Sieve 95 - 100%

25.8 Concrete Proportions and Consistency.

25.8.1 The proportions of the concrete shall produce a mixture that will work readily, with the placement method most used, into the corners and angles of the forms and around reinforcement. Segregation of materials in the mixture shall not be permitted nor the collection of excess free water on the surface.

25.8.2 The slump of the concrete shall be the minimum that is practicable. When vibrators are used to consolidate the concrete, the slump shall not exceed 4-inches; otherwise, the slump shall not exceed 6-inches.

25.8.3 The methods of measuring concrete materials shall be such that the proportions can be accurately controlled and easily checked. Measurement of materials for ready-mixed concrete shall conform to Specifications for Ready-Mixed Concrete (ASTM C94).

25.9 Mixing and Hauling Concrete. Concrete shall be mixed in a batch mixer of a type designed to ensure uniform and thorough distribution of the materials throughout the mix. Its size shall be such as to produce a volume of concrete consistent with demands of each pour. It shall be equipped with a water metering device for accurate measurement of water. Charges of cement shall be by full sacks of cement; the use of fractional sacks, or reclaimed cement, will not be acceptable. All concrete shall be mixed for a period of not less than five (5) minutes after all materials, including the mixing water, have been placed in the drum. The entire contents of each batch shall be discharged from the drum before any material for the succeeding batch is placed therein. When the mixing operation for each period is completed, the mixer drum shall be cleaned thoroughly. Concrete shall be deposited within forty-five (45) minutes after it is mixed.

25.10 If the CONTRACTOR elects to use a central mixing plant, he shall provide sufficient hauling equipment, properly designed to prevent segregation and loss of mortar, and to permit discharge without segregation. When the hauling and placing operation for each period is completed, the hauling equipment shall be cleaned thoroughly.

25.11 Ready-mix concrete may be used at the option of the CONTRACTOR if acceptable concrete is delivered. Ready-Mix concrete shall conform to ASTM Standard C94 and to applicable portions of these specifications for on-site mixing. The concrete shall be delivered and placed within forty-five (45) minutes after all materials, including mixing water, shall have been placed in the mixing drum. The CONTRACTOR shall obtain from the supplier of the ready-mixed concrete, the supplier's agreement to inspection by the ENGINEER, to the full extent deemed necessary by the ENGINEER.

25.12 Testing Concrete. As the placement of concrete progresses, the ENGINEER may take samples of the concrete for testing. The CONTRACTOR shall provide whatever assistance required by the ENGINEER in collecting and preparing samples for testing. Sampling shall be in accordance with ASTM Standard C172.

25.12.1 Slump tests shall be made in accordance with ASTM Standard C143.

25.12.2 Compression test specimens shall be prepared and cured in accordance with ASTM Standard C31. Specimens shall be tested in accordance with ASTM Standard C39.

25.13 All reinforcing bars shall be "Billet-Steel Concrete Reinforcement Bars" conforming to ASTM Designation A15 or "Rail-Steel Concrete Reinforcement Bars" conforming to ASTM Designation A16. Billet-Steel bars shall be intermediate grade with minimum yield point of 40,000 psi.

25.14 All reinforcing bars shall be deformed bars. Deformation shall comply with "Minimum Requirements of the Deformation of Deformed Steel Bars for Concrete Reinforcement - ASTM Designation A305."

25.15 When the volume of concrete required at the work site is less than one-third (1/3) cubic yard, mixing may be accomplished by hand tool methods. The concrete shall be mixed in a clean, water-tight vessel to the extent necessary to assure that the cement, aggregate and water are thoroughly integrated. The mix shall be at least one (1) part Portland cement to two (2) parts coarse aggregate, as specified in paragraph 25.6 above and two (2) parts sand, as specified in paragraph 25.5 above. Only that amount of water required to provide a stiff, workable mix shall be used. The strength requirements specified in paragraphs 25.1 and 25.2, herein, apply.


25.16.1 Forms shall be constructed before placement of any concrete unless otherwise authorized by the ENGINEER.

25.16.2 Forms shall conform to shapes, lines, and dimensions of the members as specified on the Plans, or as required to conform to the original shape and dimensions in the case of replacement structures, and shall be sufficiently tight to prevent leakage of mortar. They shall be properly braced or tied together so as to maintain position and shape. They may be constructed of any material with sufficient strength which will provide the finished work a satisfactory surface; however, metal forms will not be permitted for concrete which will be exposed on any of the completed work, except upon the specific approval of the ENGINEER and BCWD #1.

25.16.3 In those cases in which paved surfaces are being replaced such as sidewalks, driveways, curb, gutter, etc., the edge of adjacent existing surfaces must be cut straight and smooth using a concrete saw or other suitable tool. The forms shall be constructed in such manner that a smooth concrete surface is produced which matches the existing surfaces on each side.

25.16.4 Forms shall be removed in such a manner as to ensure the complete safety of the structure. When the structure is supported on shores, the removable floor forms, beams and girder sides, and column and similar vertical forms may be removed after 96 hours, providing the concrete will not be injured. In no case shall supporting forms or shoring be removed until members have acquired sufficient strength to support their weight and imposed loads safely.

25.16.5 Forms shall be coated with oil before placement of reinforcing steel or concrete. Excessive coating material shall not be allowed to form or stand in puddles in the forms nor allowed to come in contact with concrete against which fresh concrete will be placed.

25.17 Placement of Reinforcement.

25.17.1 At the time concrete is placed, metal reinforcement shall be free from rust scale or other coatings that will destroy or reduce the bond. All bars shall be shop bent, unless otherwise permitted by the ENGINEER. No bars partially embedded in concrete shall be field bent except as shown on Plans or as specifically permitted by the ENGINEER. Field bending of rail steel bars will not be permitted.

25.17.2 Metal reinforcement shall be accurately placed according to the Plans or as specified herein and adequately secured in position by concrete, metal, or other approved chairs, spacers or ties.

25.17.3 No splices of reinforcement shall be made except as shown on the Plans, or as specified, or as authorized by the ENGINEER. All welding shall conform to the American Welding Society's Recommended Practices for Welding Reinforcing Steel, Metal Inserts and Connections in Reinforced Concrete Construction (AWS D12.1), unless otherwise authorized by the ENGINEER. All laps and splices shall be in accordance with ACI 318, using fc = 3000 psi and fy = 60,000 psi unless otherwise shown on the Plans. All welding shall be done by a certified welder.

a) The reinforcement shall be protected by the thickness of concrete indicated in the Plans. Where not otherwise shown, the thickness of concrete over the reinforcement shall be as follows:

b) Where concrete is deposited against the ground without the use of forms, steel reinforcement may not be less than 3-inches from the ground, except wire mesh reinforcement for concrete slabs which may be within 1 ½ inches of the ground.

c) Where concrete is to be exposed to the weather or to the ground but placed in forms, not less than 2-inches for bars larger than No. 5 and 1 ½ inches for No. 5 bars or smaller.

d) In slabs and walls not exposed to the ground or to the weather - not less than ¾ -inch.

e) In all cases - at least equal to the diameter of the bars.

25.17.4 Reinforcement for Curb and Gutter. Reinforcement shall consist of #3 bars spaced at 6 inch centers longitudinally with #4 transverse tie bars spaced at 2-foot centers. The bars shall be firmly held in place by wiring bars together. Bar chairs or other suitable steel devices shall be used to support the bars at a level 3-inches above the bottom of the concrete.

25.17.5 Reinforcement for Sidewalk, Ditch Paving, Slope Protection and Driveway Surfaces. Reinforcement shall consist of 6-inch x 6-inch mesh, #6 for driveways and #9 for ditch paving, slope protection and sidewalks.

25.18 Joints and Joint Filler.

25.18.1 Water stops shall be installed at no additional cost to BCWD #1 for construction joints in walls and slabs below finished ground elevation, and in all water bearing structures. Where a joint is to be made, the surface of the concrete shall be thoroughly cleaned and all debris removed. In addition, vertical joints shall be thoroughly wetted and flushed with a coat of neat cement grout immediately before placement of new concrete.

25.18.2 Expansion and contraction joints shall be for replacement sidewalk, driveway, curb and gutter, ditch paving, protective slabs. Joints shall be spaced every 12 feet.

25.18.3 Joint Filler.

a) Pre-molded joint filler shall be the non-extruding type, 3/4-inch to 1 inch thick, conforming to ASTM Designation M33, and shall be of sufficient dimension to extend through the full depth of the paved surface.

b) Poured joint filler shall be bituminous material conforming to ASTM Designation M18 or rubber-based compound conforming to Federal Specification SS-F-336.

25.19 Embedded items, wall fittings and anchor bolts shall be installed as shown on the Plans. Embedded items shall be worked-out in advance of the concrete pour, giving the ENGINEER ample time for inspection of all items to be embedded.

25.20 Placement of Concrete.

25.20.1 All placement of concrete must be in the presence of the ENGINEER or his representative and BCWD #1. The CONTRACTOR is cautioned that he may be required to remove, without compensation, any concrete placed in the absence of the ENGINEER or his representative and BCWD #1.

25.20.2 Equipment for chuting, pumping and pneumatically conveying concrete shall be of such size and design as to ensure a practically continuous flow of concrete at the delivery end without separation of materials. All concrete in walls and columns shall be poured through tremies unless otherwise permitted by the ENGINEER. The free fall of concrete shall be held to a minimum.

25.20.3 Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to re-handling or flowing. The placing of concrete shall be carried on at such a rate that concrete is at all times plastic and flows readily into the spaces between the bars. No concrete that has been contaminated by foreign material shall be used, nor shall re-tempered concrete be used.

25.20.4 When placement is once started, it shall be carried on as a continuous operation until placement of the panel or section is complete. When construction joints are necessary, they shall be made in accordance with Section Joints and Joint Filler herein.

25.20.5 In placing concrete, care shall be taken that the freshly placed mass is so placed and vibrated that there is no tendency for the coarse aggregate to segregate from the mortar, that no rock pockets are left, that the concrete flows readily around the steel and into the extremities of the forms, and the whole freshly-placed mass becomes a plastic jelly-like mass but without free water in appreciable quantity on its surface. No Class "A" concrete shall be poured without vibration with mechanical or magnetic internal vibrators.

25.20.6 Water shall be removed from place of deposit before concrete is placed unless otherwise permitted by the ENGINEER. Before depositing concrete on or against concrete which has taken its initial set, the surface of the hardened concrete shall be broken off down to coarse aggregate and wire brushed to remove foreign matter and laitance. A layer of grout of the same cement-sand ratio as the concrete without coarse aggregate shall be placed to a thickness of one (1) to two (2) inches on the brushed surface after which the new concrete shall be placed immediately.

25.20.7 Concrete placed directly on the ground shall be placed in the forms on a compacted wetted sub-grade and shall be tamped and spaded until mortar covers the entire surface. Tamping and spading shall be given special attention in order to prevent voids in the concrete.

25.20.8 Curb and Gutter Section. The cross section of the curb and gutter shall conform to that of adjacent sections or as directed by the ENGINEER. The surface shall be struck off smooth between templates, shaped to the required cross section, and it shall be finished with a wooden float and steel trowel and a broom to produce a uniform finish to match that of adjacent sections. The curb and gutter shall be grooved with an approved grooving tool at intervals equal to those of adjacent sections where applicable.

25.20.9 Flat Surfaces

a) After the concrete has been deposited, it shall be approximately leveled and struck off to such depth below the finish grade as required to place reinforcing mats or wire mesh, and shall be properly consolidated prior to placing the reinforcing mats or mesh, when applicable, as the case may be. Additional concrete shall be deposited and struck off to a depth above the finish grade that when properly consolidated, the surface shall conform to the line and grade required to match adjacent surfaces. The strike-off board shall be straight, free from warp, and shod on the striking surface with a steel strip. The strike-off board shall be moved forward with a combined longitudinal and transverse motion and without raising either end above the side forms during the strike-off process. A slight excess of material must be kept in front of the cutting edge at all times.

b) Immediately following screeding and compaction operations, the slab surface shall be tested for trueness with a straight-edge. Any depressions found shall be filled with freshly mixed concrete, struck off, consolidated, and refinished. Longitudinal floating shall be done in conjunction with checking with the straight edge. The float shall not be less than 12-inches in length, and from 8-inches to 10-inches in width, and shall be properly stiffened to prevent flexibility and warping. The straight-edge testing and floating operation shall continue until the entire surface is found to be free from observable departures from the straight edge, and until the surface of the slab has the required grade and contour.

25.21 Concrete Finishing.

25.21.1 Replacement Surfaces.

a) The concrete shall be worked with suitable tools until a finish which matches that of adjacent surfaces is achieved.

b) Exposed aggregate finish. Scrubbed finish shall be produced on green concrete. The surface shall be thoroughly wetted and scrubbed with stiff fiber or wire brushed, using water freely, until the surface film of mortar is removed and the aggregate is uniformly exposed. The surface shall then be rinsed with clean water. If portions of the surface have become too hard to scrub in equal relief, dilute hydrochloric acid (commercial muriatic acid diluted with 4 to 10 parts water) shall be used after the concrete is at least two (2) weeks old to facilitate the scrubbing. The acid shall be removed within fifteen (15) minutes from the finished surface with clean water. This operation may be facilitated by casting the concrete against form faces which have been coated with a chemical retarder to keep the mortar adjacent to the form from setting. Every effort must be exerted to assure that the new surface matches any existing adjacent surfaces.

25.21.2 All exposed inner and outer (above grade) walls of structures shall be finished as follows: Forms shall be removed from such surface as soon as structurally possible and when approved by the ENGINEER. All imperfections and depression shall then be immediately filled with mortar. The concrete surfaces shall then be machine or hand rubbed until the entire surface has a smooth, homogenous, pleasant-appearing finish of uniform texture and color. Any delay in patching or rubbing such surfaces shall be cause for rejection of the entire structure. No mortar or wet cement shall be used in finishing except the mortar necessary to fill imperfections. Edging tools shall be used on all exposed joints and edges. All exposed corners shall be chamfered as shown on the Plans.

25.21.3 All other wall surfaces of structures shall be finished as follows: Forms shall be removed from such surfaces as specified above. All imperfections and depressions shall then be immediately filled with mortar and rubbed with a wooden float or steel trowel to give a uniform appearance. Spurs shall be removed from the concrete surface.

25.21.4 Floors of structures and ditch pavement shall be trowel finished.

25.22 Curing, after placement and finishing, concrete shall be protected from damage while curing. Provisions shall be made for maintaining concrete in moist condition for a period of at least ten (10) days after placement.

25.23 After removal of forms and finishing, as specified elsewhere herein, backfill shall be placed around the structure and thoroughly compacted.

25.24 Cold-Weather Requirements.

25.24.1 Concrete shall not be placed when the ambient temperature is below 40°F, or when the concrete is likely to be subjected to freezing temperatures before final set has occurred. Concrete footings or slabs shall not be placed over frozen ground. The temperatures of the concrete when placed shall not be less than 45°F. Heated materials shall be free of ice, snow and frozen lumps before entering the mixer. Methods and equipment for the heating of materials shall be subject to the ENGINEER'S approval. Suitable means shall be provided for maintaining the concrete at a temperature of at least 45°F for not less than 96 hours after placing.

25.24.2 Special methods shall be used to protect concrete floor slabs in cold weather to prevent frost from entering the concrete (or fill under floor slabs) until the building or structure is enclosed and heat is provided. Methods shall include covering of slabs with hay or other insulating material, protection of insulation from wetting with tarpaulins, introduction of heat, construction of enclosures, or other methods, depending upon the severity of the weather. The housing, covering or other protection used in connection with curing shall remain in place and intact at least 24 hours after the artificial heating is discontinued. Methods to be used shall be proposed in advance of the work and shall be approved by the ENGINEER and BCWD #1. Salt, calcium, chloride, or other chemicals shall not be mixed with the concrete to prevent freezing.

25.24.3 Any and all concrete damaged by freezing shall be removed to the satisfaction of the ENGINEER and BCWD #1, and replaced, all at the expense of the CONTRACTOR.

25.25 Hot Weather Requirements.

25.25.1 In hot weather, suitable precautions shall be taken to avoid drying of the concrete prior to finishing operations. Use of windbreaks, sunshades, fog sprays, or other devices shall be provided as directed by the ENGINEER.

25.25.2 Concrete deposited in hot weather shall not have a placing temperature that will cause difficulty from loss of slump, flash set, or cold joints. Concrete temperatures shall be less than 90°F unless higher temperatures are permitted by the ENGINEER.

25.25.3 The use of curing compounds or other additives shall be prohibited unless approval of its use has been secured, in advance, from the ENGINEER.


26.1 The CONTRACTOR shall replace or repair all special surfaces removed or disturbed during the progress of the work.

26.2 All replacement or repairs of paved surfaces within the right-of-way of public streets or roads must conform to requirements of and be approved by the state, county or local authority having jurisdiction. Concrete surfaces, except street pavement, shall be constructed in accordance with Section 25, unless otherwise directed by state, county or local authorities having jurisdiction. Street repairs shall conform to the detail for bedding. See Section 11 – Bedding, Haunching, & Backfill.

26.3 The materials used shall be of the same type as that removed or materials approved by the ENGINEER, BCWD #1, or state, county, or local authority having jurisdiction.

26.4 The following shall be considered minimum requirements with respect to replacing asphaltic concrete pavement other than Public Street or alley pavement.

26.4.1 The pavement thickness shall be at least as thick as adjacent pavement but in no case shall it be thinner than two (2") inches.

26.4.2 Before placement of new surface material, all excess material (temporary cold mix asphaltic concrete, crushed stone, soil, etc.) shall be removed to a depth at least equal to the specified thickness of the replacement surface. The base surface on which the replacement material is to be placed shall be finished smooth and any wet material and debris removed.

26.4.3 Preparation and Priming. No bituminous material shall be placed upon a surface having excess moisture or when general weather conditions are not suitable. The edges of existing pavement surface shall be cut smooth and vertical along a horizontal straight line. After removal of excess material from the trench, the bottom surface shall be finished smooth and rolled with a flat wheel, pneumatic tired roller or other equipment which will compact the uppermost portion of the trench. Paved areas adjacent to the trench shall be cleaned by broom sweeping. The prime coat shall be applied at a rate of 0.40 gallons per square yard. The vertical edges of existing pavement shall be primed.

26.4.4 The mixture shall be transported to the work site in tight vehicles with canvas cover over the cargo compartment to retard heat loss. The mixture shall be delivered at a temperature of 275°F to 325°F. The mixture shall be spread by hand or suitable machine immediately after delivery to the work site to a depth which will match adjacent pavement surfaces after rolling. The mixture shall be thoroughly compacted by passing a steel wheel roller over the surface course immediately after being spread. The mixture shall be continuously rolled until all roller marks are eliminated and no further compaction is possible. The final surface shall match adjacent pavement surfaces and there shall not be any depressions or raised surfaces across the repaired areas.

26.4.5 All preparatory work must be inspected by the ENGINEER before placement of asphaltic concrete.


27.1 Unless permanent repairs to paved street surfaces can be started within two (2) days after back filling the trench, the CONTRACTOR shall place suitable asphalt material in the trench. The surface shall match the surfaces on each side of the trench and shall be in accordance with applicable state, county, or local requirements.

27.2 The above provisions shall apply to driveways, sidewalks, parking lots, or other paved areas whenever the backfill will not adequately support vehicular traffic, whenever dust from the trench creates a nuisance, or whenever the trench is a hazard.

27.3 Detours shall have a gravel, crushed stone, or asphalt surface. Dust shall be controlled by the application of asphalt or water.

27.4 The CONTRACTOR shall maintain all temporary surfaces in good condition until permanent repairs are complete.


28.1 All connections to BCWD #1’s existing distribution and collection system must be accomplished in the presence of the Manager or his representative.

28.2 In cases where completing the connection will disrupt service to customers, the CONTRACTOR shall notify BCWD #1 at least two (2) days in advance of the work. The customers whose service will be disrupted shall be notified by the CONTRACTOR. The CONTRACTOR shall plan the work so that disruption of service is held to a minimum. The plan must be satisfactory to BCWD #1.

28.3 After connections have been completed, the valves shall be tightly closed.


29.1 After the pipe lines and appurtenances have been installed, all concrete thrust blocks have cured adequately and upon approval of the ENGINEER and BCWD #1 the pipe lines shall be filled with water.

29.2 In order to prevent circulation of water through the new pipe lines back into the distribution system, only one valve shall be opened to allow water to flow into the new pipe lines. This valve will be tightly closed after the filling operation has been completed.

29.3 The valve operated to fill the pipe lines shall be operated slowly and shall not be fully opened. The valve shall be opened only enough to hear water flowing into the pipeline. This is determined by listening to the valve key after each full turn of the key. The operation of the valve shall be under the direction of the BCWD #1’s Representative.

29.4 All air shall be expelled from the pipe line by opening hydrants, service lines and/or other openings installed at the pipe line crests by the CONTRACTOR. The location and number of such openings shall be as shown on the Plans or as directed by the ENGINEER.


30.1 Before disinfection, hydrostatic pressure and leakage testing, pipe lines 16-inches in diameter and larger shall be cleaned by forcing a resilient high density Polyurethane foam "cleaning pig" through each segment of the pipe line by water pressure to remove any dirt or other foreign matter from the pipe line. The "pig" shall be Style III, Type C (blue, plain criss-cross), manufactured by Knapp, Inc., Houston, Texas, or equal, in good condition and shall be at least two (2%) percent larger in diameter than the inside diameter of the pipe line being cleaned.

30.2 The "pig" shall be inserted in the first length of pipe installed in each segment of pipe line. After installation of the pipe line segment to be cleaned, the pipe line shall be filled at a point downstream of the pig. The pig shall be forced through the pipe line by applying water pressure to the rear of the "pig" and opening flushing hydrants or fire hydrants downstream of the pig. Valves at hydrants shall be closed immediately prior to the pig passing.

30.3 Based on past experience, the pig will negotiate bends and tees in the pipeline and may also be forced through the pipe line backwards after a pass forward. Openings in the pipe line, as shown on the Plans, for removing the pig, are based on this assumption. If the CONTRACTOR is unable to clean the pipe line utilizing the openings provided, additional openings shall be provided by the CONTRACTOR, upon approval of the ENGINEER, at the expense of the CONTRACTOR.

30.4 If the need for more than one pass of the pig through the pipe line is indicated, the CONTRACTOR shall make additional passes as directed by the ENGINEER.

30.5 Drainage at discharge points shall be provided so as not to create a nuisance and to avoid property damage.


31.1 After the CONTRACTOR has satisfied himself that the pipeline will pass a pressure and leakage test the CONTRACTOR shall contact BCWD #1 to witness the test.

31.2 At the direction of BCWD #1’s representative, the CONTRACTOR shall isolate sections of the pipe line, fill with water from a low point and release trapped air at crests through hydrants, service lines, air/vacuum relief valves or other openings installed by CONTRACTOR.

31.3 The CONTRACTOR shall furnish all labor, materials and equipment for conducting the tests.

31.4 The CONTRACTOR shall provide a water pressure test pump for pressure and leakage test with the following features:

a) Designed for hydrostatic pressure and leakage test so the required test pressures can be attained.

b) By-pass pipe between the pump suction and discharge. By-pass shall be equipped with an in-line valve and a valve on the discharge.

c) Check valve arranged so as to prevent flow back toward pump.

d) Adjustable pressure regulating device capable of maintaining discharge pressure at a constant level.

e) Section of flexible hose-length sufficient that ends of hose rest on the ground.

f) Straight meter coupling-3/4" M.I.P. x 5/8" Meter Nut.

g) 5/8" meter-furnished by owner.

h) Straight meter coupling – 3/4" M.I.P. x 5/8" Meter Nut.

i) Connection for pressure gauge with valve and surge dampening device. Connection for gauge shall be 1/4" F.I.P.

j) 4” diameter pressure gauge, with a maximum pressure reading of at least 300 psi, in 2 psi increments. The pressure gauge shall be furnished by the CONTRACTOR.

k) Suction screen to prohibit entry of foreign matter if pump suction is connected to a vessel instead of on a water main.

31.5 The source of water for the pump suction shall be potable water from BCWD #1 distribution system. The vessel used must be approved by BCWD #1.

31.6 The CONTRACTOR shall provide all other necessary materials for connecting the test pump from the suction source and to the main being tested.

31.7 The test pressure shall be 150 psi or 1 ½ times working psi whichever is greater as specified by BCWD # 1. All pipe lines and appurtenances shall be tested.

31.8 The minimum duration of the hydrostatic pressure test shall be two (2) hours.

31.9 All interior valves, including valves on hydrants and other appurtenances, shall be open during all tests.

31.10 After the specified test pressure has been applied, the entire pipe line shall be inspected in the presence of BCWD #1’s representative, particularly appurtenances that are exposed.

31.11 After the CONTRACTOR has taken the necessary action to repair or replace any part of the pipe line or appurtenances where leaks were apparent or if no leaks were apparent, the pipe lines shall be subjected to a leakage test at the pressure specified with a meter inserted in the test pump discharge line.

31.12 At the end of the two hour pressure test the test pump shall be used to restore the pressure. Meter readings shall be taken before recharging the pipeline and after the pressure is restored to determine leakage.

The maximum leakage per hour for ductile iron and PVC pipe shall be as calculated from the following formula:


Q = LD √P


Q = Allowable Leakage (gallons per hour)

L = Length of pipe line tested (feet)

D = Nominal diameter (inches)

P = Test pressure (psi)

31.13 When leaks are in excess of the above formula, the CONTRACTOR shall, at his own expense, perform whatever work and or replace whatever material that is required in order to remedy the defect and stop the leaks. All corrective work shall be approved by BCWD #1.


32.1 Blow-off and sample points shall be constructed by the CONTRACTOR as shown on the Plans or as directed by the ENGINEER. Flushing hydrants shall be utilized as blow-off points whenever possible. Flushing hydrants are not satisfactory for sample points. Openings for sample points shall be 1" copper riser pipe which extends well above the surface, as shown on the Standard Detail Sheet. A flushing plan shall be so designed so that all samples may be taken on each trip. The lines shall not be considered acceptable until two (2) consecutive bacteriological samples taken twenty-four (24) hours apart are negative.

32.2 There are three acceptable methods of disinfecting: the tablet method using calcium hypochlorite, the continuous feed method using liquid chlorine or calcium hypochlorite, and the slug method using liquid chlorine or calcium hypochlorite. The slug method applies to large mains and shall be used only on approval of BCWD#1. Liquid chlorine shall be used only when the CONTRACTOR has suitable equipment available and employees who are familiar with the physiological, chemical and physical properties and who are properly trained and equipped to handle any emergency that may arise. If, in the opinion of the ENGINEER and BCWD#1, the equipment is inadequate or the personnel are not qualified, this method shall not be used.

32.3 When the continuous feed or slug method is used, the pipelines and appurtenances shall be thoroughly flushed prior to disinfecting. See Section 33 “FLUSHING WATER PIPELINES” for flushing requirements. Flushing plans shall be approved by the ENGINEER. The ENGINEER may halt or reduce flushing if the distribution system pressures are reduced by the flushing operations.

32.4 The operation of valves shall be in accordance with the provisions of Section 30, herein.

32.5 The CONTRACTOR is reminded that chlorine is a powerful oxidant and reacts readily with foreign substances. All chlorine compounds shall be handled and stored in accordance with manufacturer's recommendations. Breathing of chlorine gas can be fatal. Hypochlorite solutions should not come into contact with skin or clothing. Containers used for mixing hypochlorite solution shall be clean and dry.

32.6 When the continuous flow or tablet method is used, the final concentration of chlorine inside the main shall be 25 mg/L. The concentration of chlorine entering the pipeline when the slug method is used shall be at least 100 mg/L.

32.7 Calcium hypochlorite shall contain 60-65% available chlorine by weight either in tabular or granular form.

32.8 When the continuous feed or slug method is used and the source of the chlorine is calcium hypochlorite, a solution of hypochlorite and water shall be prepared by mixing thoroughly in a suitable container. The mix shall contain one (1) pound of calcium hypochlorite per gallon of water. A suitable pump shall be provided for pumping this solution into the pipelines to be disinfected. This pump shall be equipped with a flow measuring device.

32.9 When liquid chlorine is used, the equipment for injection shall consist of a solution feed chlorinator in combination with a booster pump for injecting the chlorine gas water solution into the pipe line. Introduction of chlorine gas directly from the supply cylinder shall not be permitted. The pump shall be equipped with a flow measuring device.

32.10 During application of any chlorine solution, care shall be taken to assure that the solution does not flow back into the distribution system.

32.11 The procedure for disinfecting by the continuous flow method shall be as follows:

32.11.1 The flow through the pipeline and the solution flow shall be regulated so that the required concentration of chlorine is attained. The flow through the main shall be measured by using a pitot gauge or meter.

32.11.2 The introduction of the solution shall be continuous until the desired concentration is attained throughout the pipe line system. The concentration shall be checked by the Drop Dilution Method.

32.11.3 After the required concentration has been attained all internal valves shall be operated in order to assure that the solution comes in contact with all appurtenances.

32.11.4 The solution shall remain in the pipe line system for twenty-four (24) hours after which the pipe lines shall be thoroughly flushed. The chlorine concentration shall be checked before flushing. If the concentration is less than 25 mg/L, the disinfecting procedure shall be repeated if directed by the ENGINEER or BCWD #1.

32.12 The procedure for disinfecting by the slug method shall be the same as the continuous flow method except that the flow rates shall be regulated so that the specified concentration of chlorine shall be in contact with all parts of the pipe for at least three hours.

32.13 The procedure for disinfecting by the tablet method shall be as follows:

a) Calcium Hypochlorite granules or Five (5) gram calcium hypochlorite tablets shall be placed in the upstream section of water main during construction as specified in the table below.

Calcium Hypochlorite to be placed in each 20ft joint of Pipe

Pipe Calcium Hypo 5-gram

Diameter Granules Tablets

Inches ounces (grams) Calcium Hypochlorite

4 0.1 2.0 1

6 0.2 5.0 1

8 0.3 8.0 2

10 0.5 13.0 3

12 0.6 19.0 4

16 1.2 33.0 7

b) Calcium hypochlorite tablets shall be placed in the top of the pipe with ANSI/NSF 61 certified adhesive. If tablets are placed in the pipe before joining, the location of the tablets shall be marked on the outside of the pipe to assure that the pipe is not rotated. The tablets shall be placed so that they are not damaged during the laying operation.

c) After the pipe and appurtenances have been installed, they shall be filled very slowly so that the tablets or granules are not washed downstream.

32.14 After final flushing, samples of water shall be collected by BCWD # 1 from the sample points provided by the CONTRACTOR. The CONTRACTOR shall provide any assistance required in collecting the samples. Water samples are only taken on Mondays, Tuesdays, and Wednesdays, and must be taken prior to noon.

32.15 Water samples collected shall be tested for bacterial contamination. Bacterial tests on water samples shall be performed by the Arkansas Department of Health. The lines shall not be considered acceptable until 2 consecutive samples taken 24 hours apart are negative of bacteria.

32.16 If the ENGINEER and/or BCWD #1 deems necessary, water contaminant testing in addition to bacteriological testing may be performed. If the pipe and appurtenances are found to be contaminated by the actions of the CONTRACTOR, the CONTRACTOR shall be responsible for all costs to remove the contamination or replace the pipe and appurtenances at his cost.

32.17 If any of the samples collected have positive test results for bacterial contamination, the disinfecting procedures shall be repeated as directed by the ENGINEER until the lines are considered acceptable per 32.15. Only the continuous flow or slug method may be used.

32.18 The cost of water used for flushing after positive samples have been collected shall be deducted from amounts paid to the CONTRACTOR. The amount used shall be determined by measurements of flow using a pitot gauge. Payment shall be based on the lowest prevailing water rate.

32.19 For non-BCWD #1-owned projects, Developer shall pay BCWD #1 $100.00 per bacteriological sample collected to cover the cost of collecting and delivery of samples to the Arkansas Department of Health.


33.1 Prior to Continuous feed or Slug disinfecting, all new pipelines shall be flushed to remove particulate. The flushing velocity in the pipe shall not be less than 2.5 ft/s.

33.2 The ENGINEER and BCWD #1 shall approve all flushing plans.

33.3 Flushing of new pipelines shall continue until no particulate is visible in the flushing discharge stream.


34.1 Requirements of Section 2 of these specifications apply for service line installations.

34.2 Service connections shall be installed with service saddles designed for the diameter pipe to be tapped. Mains to be tapped shall be a wet tap using a corporation stop threaded into the service saddle. The service saddle shall be installed so that the pipe will not be distorted when the saddle is tightened.

34.3 Service saddles shall be positioned so that the corporation stop will be directed between 15° to 30° from the horizontal spring-line of the pipe.

34.4 The CONTRACTOR shall furnish a service tapping machine that permits a shell-type cutting tool to be fed through the corporation stop with the main under pressure to cut a hole in the pipe. The pipe coupon shall be retained by the shell cutter and removed from the cutting tool after each tap.

34.5 Service pipe shall be installed with a minimum of 36” of cover. Top of water meter shall be set 12”-18” below finish grade. Top of meter boxes shall be set 2” above finish grade.

34.6 Meter setters shall be supported with PVC pipe or rebar to keep the setter plumb.


35.1 The intent of these specifications is for the CONTRACTOR to do all the work, including connections and repair of damage to the Distribution and Collection System in this construction contract.

35.2 In emergencies, to restore service, BCWD # 1, with its labor forces, will assist the CONTRACTOR when necessary at the discretion of the ENGINEER and BCWD#1.

35.3 If BCWD # 1 assists the CONTRACTOR for any reason, the CONTRACTOR shall pay for the cost of this assistance, based on the cost of labor, equipment, materials and overhead.


36.1 The CONTRACTOR shall be held responsible for damage to BCWD # 1’s distribution and collection system during the course of construction under this contract, whether by accident or carelessness. Contractor shall make immediate repairs to damages at his expense. In event service has been disrupted, immediate repair operations shall be continuous and around the clock, if necessary.

36.2 Disinfection procedures are to be carried out when cutting into or repairing existing water mains.

36.2.1 Disinfection procedures in this section are not required if repair clamps are installed while the pipe remains pressurized.

36.2.2 The interior of all pipe and fittings, including couplings and sleeves shall be swabbed or sprayed with a one- percent hypochlorite solution before installation.



43.1 Restoration and clean-up of all work performed in roadways, either within or outside paved areas, shall be performed in strict accordance with specifications of the regulating local authorities and governmental agencies.

43.2 CONTRACTOR shall provide all equipment, materials and labor to restore areas disturbed by construction to their original condition or better, as nearby as is possible in accordance with good engineering and construction practices.

43.3 Promptly upon completion of work and at his expense, CONTRACTOR shall remove from the site, tools, equipment, temporary structures, barricades and surplus materials not furnished by BCWD # 1. All waste and debris shall be disposed in accordance with federal, state and local regulatory agencies having jurisdiction of same.

43.4 The CONTRACTOR shall remove all vegetation that have been cut or have died as a result of the work from both public and private property along the job site. There shall be no burning on the job site unless approved, in advance, by the ENGINEER and other agencies involved.

43.5 No work will be accepted as complete until RESTORATION AND CLEAN-UP are completed as required.

43.6 Guarantee as set forth in these specifications shall apply hereunder also.


44.1 CONTRACTOR shall guarantee all work performed under this contract for a period of one year from the date of completion and acceptance by BCWD # 1.

44.2 Any defective portions of such work which is under the Contractor's jurisdiction, whether materials or workmanship, shall be replaced by CONTRACTOR at no cost to BCWD # 1 during the term of the guarantee.


45.1 During the course of work, the CONTRACTOR or his ENGINEER shall continually maintain a set of legibly marked up prints, drawings and sketches showing any changes made during the construction process.

45.2 Promptly following completion of a project and water sample approval by the Arkansas State Health Dept., two (2) sets of AS-BUILT plans shall be required for submittal to BCWD # 1 water office no later than two (2) weeks before the regular water board meeting, which are held on the third Tuesday of each month. Special meetings may be called as necessary. Plans shall be submitted in both digital and hard copies. Two (2) Hard copies shall be standard 24” x 36”. Two (2) Digital copies shall be on CD-ROM or DVD-ROM, AutoCAD version 14 or above in 'dwg' format. Horizontal data shall be in State Plane Coordinates, and vertical datum shall be referenced to NAVD 88. The drawings shall show the actual in-place alignment and grade of the water lines, valves, fire hydrants, service line and or meter boxes. Tie-down measurements shall be provided for all valves, blow-offs, service lines and or meter boxes using fire hydrants and or manholes as reference points. Each change in direction of pipe with bends shall be reflected on record drawings with tie-down measurements in a form acceptable to BCWD #1. All copies shall include all legal descriptions, any disclaimers, property lines, water and sewer lines, easement lines, and any subdivision conveniences or restrictions, easements conditions should be clearly labeled for BCWD #1, with appropriate widths as applicable.

45.3 A representative for the project shall attend the meeting to gain approval of the BCWD # 1 Board of Directors.

45.4 Final Acceptance: After the CONTRACTOR has completed to the best of his knowledge all the work under this project, including all of the CONTRACTORS testing and cleanup, the CONTRACTOR shall then inform the BCWD#1 manager by written memorandum, submitted to the BCWD#1 manager, that the work has been completed and request a final inspection by the BCWD#1 manager. If items are found by the BCWD#1 manager to be incomplete or not in compliance with the Specifications requirements, the BCWD#1 manager will inform the CONTRACTOR of such items. After the CONTRACTOR has completed these items, the procedure shall then be the same as specified above for the CONTRACTOR’s statement of completion and request for final inspection.



56.1 The construction of new or the alteration of existing water lines on the BCWD # 1 system shall be approved by the BCWD # 1 Board of Directors before being sent to the Arkansas Department of Health. A letter of approval from the Arkansas Department of Health shall be required before any construction begins.

56.2 Two (2) sets of PRELIMINARY plans shall be required for submittal to BCWD # 1 water office no later than two (2) weeks before the regular water board meeting, which are held on the third Tuesday of each month. Special meetings may be called as necessary. A representative for the project shall attend the meeting to gain approval of the BCWD # 1 Board of Directors. Two (2) paper copies of the Plans shall be submitted Horizontal data shall be in State Plane Coordinates, and vertical datum shall be referenced to NAVD 88. All copies shall include all legal descriptions, any disclaimers, property lines, proposed water lines, existing utility lines, easement lines, and any subdivision conveniences or restrictions, easements conditions should be clearly labeled for BCWD #1, with appropriate widths as applicable.

56.3 Two (2) sets of CONSTRUCTION plans shall be required for submittal to BCWD # 1 water office no later than two (2) weeks before the regular water board meeting, which are held on the third Tuesday of each month. Special meetings may be called as necessary. A representative for the project shall attend the meeting to gain approval of the BCWD # 1 Board of Directors. Two (2) paper copies of the Plans shall be submitted Horizontal data shall be in State Plane Coordinates, and vertical datum shall be referenced to NAVD 88. All copies shall include all legal descriptions, any disclaimers, property lines, proposed water lines, existing utility lines, easement lines, and any subdivision conveniences or restrictions, easements conditions should be clearly labeled for BCWD #1, with appropriate widths as applicable.

56.4 No deviation from the plans will be allowed without prior approval from the Manager. If changes in the plans are requested, a new set of plans shall be submitted to the Manager.

56.5 If a development is to be built in phases, this shall be indicated on the preliminary plans. If the separate phases vary from the original plans submitted then a new set of plans for each new phase shall be submitted for approval.

56.6 All plans for Additions, Modifications and Improvements to the BCWD # 1 water system shall indicate projected water system pressure based on a hydraulic analysis of the system at the maximum rate of flow. Static and minimum calculated water system pressure shall be indicated on the plans for each of the following locations in the proposed service area:

· Points of connection to existing waterlines.

· Ends of proposed lines.

· The points of highest and lowest elevations.

56.7 A representative for the project shall attend the meetings to gain approval of the BCWD # 1 Board of Directors.