Attach 3 IHS Technical Provisions.pdf

TECHNICAL PROVISION 1.0

MINOR CONCRETE WORK

1.01 Scope of Work

This section covers the materials and workmanship work required for minor concrete work such as thrust blocks, encasements, collars, manhole bases, concrete pads, and manhole inverts.

1.02 Site Preparation

The bearing area for cast-in-place concrete shall be undisturbed subgrade or shall be thoroughly compacted for a minimum depth of six inches, as shown in the drawings.

1.03 Reinforcement

Steel reinforcing bars shall conform to ASTM A-615 (Deformed and Plain Billet- Steel Bars for Concrete Reinforcement, Specification for). Welded steel mesh shall conform to ASTM A-185 (Welded Steel Wire Fabric for Concrete Reinforcement, Specification for). The bars and wire mesh shall be placed in accordance with the drawings. Any excess rust or scale shall be removed by wire brushing prior to concrete placement.

1.04 Forms

Forms, when needed, shall conform to the shapes, lines and dimensions of the concrete as shown on the drawings. They shall be properly braced, tied and jointed in such a manner as to maintain their original positions after placement of the concrete and prevent any leakage of mortar.

Wooden forms are required for thrust block side areas which are not formed against undisturbed soil.

1.05 Anchors

Anchor bolts and anchor rods shall b® sized and located in accordance with the drawings.

1.06 Concrete

1. 06.01 Materials

Portland cement conforming to ASTM C-150 (Portland Cement, Specification for), Type II, and aggregates conforming to ASTM C-33 (Concrete Aggregates, Specification for) shall be used. Water used shall be free from deleterious substances.

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1.06.02 Mix

The concrete mix shall be in such proportions that the concrete produced shall obtain a minimum 28-day compressive strength of3,000 psi as determined by ASTM C-39 (Compressive Strength of Cylindrical Concrete Specimens, Test for). Transit mixed concrete shall conform to ASTM C-94 (Ready-Mixed Concrete, Specification for). If concrete is mixed on site, the mix shall be approved by the Project Manager, with only enough water added to make it workable.

1.06.03 Placing

All embedded items shall be in place prior to placing concrete, Transit mix concrete shall be placed within two hours after adding water, on site mixed concrete shall be placed immediately. Concrete shall be thoroughly worked around the reinforcement, embedded items, and into comers of forms until voids or pockets of air are eliminated.

1. 06.04 Curing

The concrete shall be cured in such a manner as to maintain proper conditions to gain strength. The curing concrete shall be protected from loss of moisture and from temperatures less than 40° F for at least 7 days. Forms shall not be removed for at least 24 hours. Backfilling, traffic loading or use of the cast-in-place product shall not be permitted for at least 24 hours.

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I TECHNICAL PROVISION 2.0

CONCRETE WORK

2.01 Scope of Work

The work covered by this section includes the furnishing of all plant, labor, tools, equipment, and performing all operations in conjunction with the concrete and cement finish work, all in accordance with these technical provisions and applicable drawings.

2.02 Ready Mixed Concrete

2.02.01 General

Only ready mixed concrete of an approved batch design and from an approved mixing plant shall be used. The ready mixed concrete shall meet all the requirements of this Technical Provision. All concrete shall be placed within 90 minutes from the time the water and cement, or wet aggregate and cement come into contact.

2.02.02 Cement

All cement shall be Portland Cement, Type I, conforming to ASTM Cl50. The total alkali content of the cement shall be less than 0.6 percent expressed as sodium oxide equivalent. Cement shall be measured by the 94 pound sack or bag.

2.02.03 Aggregate

All aggregate shall conform to the soundness requirements of ASTM C-33 and deleterious substances shall not exceed 5 percent by weight. Fine aggregate shall consist of clean, well graded, hard, durable, uncoated, well rounded grains of natural sand preferably of siliceous material. Coarse aggregate shall consist of clean, hard, strong, durable pieces oflimestone, trap rock, granite, or other approved inert material free from adherent coatings.

2.02.04 Water

Water shall be clean and free from injurious amounts of mud, oil, acid, alkali, organic material, or other deleterious substances.

2.02.05 Admixtures

Water reducing admixtures shall conform to the requirements of ASTM C494, Type A, and shall be used in strict accordance with the manufacturer's recommendations.

Water reducing admixtures shall have an approved service record of not less than 5

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Water reducing admixtures shall be required if the time of placement after the water and cement come into contact exceeds 75 minutes.

Air-entraining admixtures shall conform to the requirements of ASTM C260 and shall be used in strict accordance with the manufacturer's recommendation. Technical assistance from the manufacturer's field representative shall be made available upon request of the Project Manager.

Other admixtures may be used upon written approval by the Project Manager.

2.03 Reinforcement Steel

Reinforcement steel bars shall conform to the specification ASTM A615, Deformed Billet Steel Bars for Concrete Reinforcement, with tensile strengths of fs = 20,000 psi for grade 40 and fs =

24,000 psi for grade 60. Welded wire fabric shall conform to specification ASTM Al85, Welded Steel Wire Fabric for Concrete Reinforcement.

2.04 Forms

Forms shall be metal, plywood or other approved material, and shall be substantially and sufficiently tight to prevent leakage of concrete. They shall be properly braced or tied together in such a manner that they will maintain their original position and shape under superimposed loads and the fluid pressure of the concrete. The responsibility for their adequacy shall rest with the Contractor.

All slip form surfaces in direct contact with the concrete shall be cleaned and oiled before each use. Care shall be taken to prevent rain from contacting oiled forms.

Forms shall not be disturbed until the concrete has adequately hardened. The minimum time which shall elapse between the time of placing the concrete and the removal of the forms shall be as directed by the Project Manager. The Contractor shall remove and replace any concrete that is adversely affected by removing forms before it is adequately hard. All exposed concrete surfaces shall be smooth with all irregularities caused from form joints rubbed smooth.

2.05 Placing Concrete

Before depositing the concrete, debris shall be removed from the space to be filled and non-slip forms shall be thoroughly wetted. Water shall be removed from the excavation before any concrete is deposited. Concrete shall not be placed until all forms and reinforcements have been inspected by the Project Manager.

Concrete shall be handled from the mixer to the place of final deposit as rapidly as possible, by methods which prevent separation or loss of ingredients. It shall be deposited in the forms as close as possible to its final position, to avoid re-handling.

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2.06 Cold Weather Protection

The Contractor shall provide satisfactory methods and means to protect the concrete from injury by freezing. The aggregates and/or water shall be heated in order to maintain the temperature of the concrete above 55 degrees F. at the time of placement.

After the concrete has been placed, the Contractor shall provide sufficient protection such as cover, canvas, framework, heating apparatus, etc., to enclose and protect the structure and maintain the temperature of the concrete at not less than 40 degrees F., for a minimum period of3 days. The use of an accelerating agent in lieu of proper cold weather protection will not be authorized.

2.15 Hot Weather Requirements

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 Project Manager

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 temperature shall be less than 90 degrees F.

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TECHNICAL PROVISION 3.0

EXCAVATION, TRENCHING, AND BACKFILLING

3.01 Scope of Work

The work covered by this section includes the furnishing of all plant, labor, tools, equipment, and material, and performing all operations in connection with the excavation, trenching, and backfilling for the installation of all pipelines, structures, and accessories, all in accordance with these technical provisions and applicable drawings.

3.02 Protection of Excavation

In conformance with applicable safety regulations, the Contractor shall provide suitable shoring and sheeting to protect all excavations and provide safe working conditions for workers.

3.03 Excavation

3.03.01 General

All excavation required for the performance of this contract shall be made by open cut methods unless otherwise shown on the drawings, required by applicable encroachment permits, or approved in writing by the Project Manager.

3.03.02 Trench Excavation

The sides of all trenches for the installation of utility piping systems shall be as nearly vertical as soil conditions permit below the level of the top of the pipe. The width of the trench shall not be less than 12-inches or more than 24-inches wider than the outside diameter of the pipe barrel. Trench excavation shall be centered on pipe alignment such that a minimum clear space of 6-inches is provided on each side of the pipe. Trench width above the level of the top of the pipe may be as wide as necessary for shoring and sheeting, and for proper installation of the work.

The depth of all trenches shall be as indicated on the drawings. If not otherwise specified, the depth of all trenches shall be sufficient to provide a minimum cover of 24-inches at all locations after final backfilling.

Unless otherwise required by applicable permits to be less, the maximum length of trench that may be left open at any one time shall not exceed 500-feet. No trenches shall be left open unless otherwise permitted in writing by the Project Manager.

All trench excavation shall comply with Federal and local OSHA regulations for trench safety.

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3.03.03 Pavement Cutting

Where it is necessary to remove sections of asphalt pavement, the asphalt shall be clean cut with approved equipment in a neat line 6-inches back from the outside edge of the excavation in order to provide a key when restored.

Where it is necessary to remove sections of concrete pavement, the concrete shall be saw cut to a depth of not less than 2-inches with neat, vertical, true lines in such a manner that the adjoining surface will not be damaged.

3.04 Placement and Compaction of Pipe Embedment and Backfill Material

3.04.01 Pipe Embedment

Pipe embedment is defined as that material required to bring the trench bottom up to grade and that material placed alongside and above pipe to a level of at least 6 inches over the top of the pipe. The pipe embedment area is divided into three zones as defined below.

Bedding: Bedding is that portion of pipe embedment zone beneath the pipe. If the native soil is suitable for bedding the pipe without over- excavation, the bottom of the trench shall be accurately shaped such that one fourth of the pipe circumference is provided with uniform bearing and support for each section of the entire length of the pipe. Imported bedding material shall likewise be placed to provide uniform and adequate longitudinal support under the pipe. Bedding material shall be placed and compacted in lifts not to exceed 6-inches in loose measure.

Haunching: Haunching is that portion of the pipe embedment zone from the bottom of the pipe to the springline of pipe. Haunching material shall be placed and consolidated to provide adequate side support to the pipe while avoiding both vertical and lateral displacement of the pipe from proper aligmnent.

Initial Backfill: Initial backfill is that portion of the pipe embedment zone from the springline of the pipe to a minimum level of 6-inches over the top of the pipe. Initial backfill material shall be placed and compacted in lifts not to exceed 6 inches in loose measure. Compaction shall be performed in a manner to avoid damage and disturbance ofthe embedded pipe.

3.04.02 Compaction

Unless otherwise specified by applicable permits or roadway authority, bedding, haunching, initial backfill, final backfill, and gravel resurfacing shall be compacted to the following percent of the maximum density as determined by ASTM D1557. In-place

1/06 Technical Provisions- TP 3.0 Excavation, Trenching, and Backfilling Page2 densities of materials shall be determined by the sand-cone method, ASTM D1556 or by nuclear methods, ASTM D2922.

Percent of Maximum Density Initial Final

Location Bedding Haunching Backfill Backfill

Roadways and Driveways 95 95 95 95

Unimproved Surfaces, Fields, Etc. 90 90 70 70

3.05 Surface Restoration and Resurfacing

3.05.01 General

The inclusion of a bid item and estimated quantity for asphaltic, concrete, or gravel resurfacing in the Bid Schedule indicates that these items are probable. However, the exclusion of these items from the Bid Schedule does not preclude the possibility that they will be required, merely that they are not anticipated. If unanticipated resurfacing is required, unit prices will be negotiated between the Contractor and the Contracting Officer.

3.05.02 Surface Restoration

After the piping and structures have been installed and all backfilling has been completed, areas which were disturbed shall be brought to true grades. All slopes shall be trimmed and dressed, and all surfaces graded to maintain existing drainage. All streets, alleys, driveways, sidewalks, curbs, or other surfaces which have been disturbed or damaged shall be resurfaced with like materials to a condition equal to or better than the original condition. All excess excavated material shall be properly disposed of by the Contractor.

3.05.03 Asphaltic Resurfacing

At all locations where asphaltic resurfacing is required, a compacted gravel base, 6-inches in depth shall be placed prior to placement of the asphaltic wear course. This base course shall be 95 to 100 percent 3-inch minus gravel with not more than 40 percent passing a 0.0165 inch square opening (No. 40 sieve). Asphalt shall be plant mixed, with certification that the mix meets the requirements of the applicable roadway authority.

Except where greater thickness is required by applicable roadway authority, the minimum thickness of the asphalt shall be the greater of 2-inches or that of the existing adjacent

1/06 Technical Provisions- TP 3.0 Excavation, Trenching, and Backfilling Page 3 asphalt. Placement of asphalt shall be in lifts not exceeding 2-inches. Compaction shall be accomplished by pneumatic-tired or steel rollers throughout the spreading operation.

Final rolling shall be by steel roller. No surfacing shall be placed while the subgrade is wet, if it is raining, or if the temperature is below 40 degrees F. All edges shall be clean and tack coated prior to placement of the patch.

3.05.04 Gravel Resurfacing

All gravel resurfacing shall be done on a properly compacted subgrade. The gravel shall be spread uniformly and compacted to a minimum thickness of 3-inches. The gravel shall conform to the following gradation requirement.

Sieve Size Percent Passing

Square Opening By Weight 3/4 inch 100

0.250 inch (No. 3 sieve) 50-65

0.0029 inch (No. 200 sieve) 5 max.

3.06 Open Cut Road Crossing for Water and Sewer Service Lines

Open cut water and sewer service line crossings shall be completed at all locations shown on the site plan. The Contractor is responsible to comply with all local and county road crossing provisions whether a permit was issued or not. PVC encasement pipe shall be the diameter shown on the drawings and shall conform to material specification ASTM D 1784, Type 1, Grade 1, manufacturing specification ASTM D2241, and the pipe shall be PVC schedule 80. All PVC pipe joints shall be rubber compression ring type with rubber gaskets conforming ASTM F477, and equal to J-M Ring Tite PVC Pressure Rated Pipe, or PWPipe TwinSeal PVC.

Steel encasement pipe and fittings shall be the diameter shown on the drawings and shall be Schedule 40 and shall conform to ASTM Al20. The pipe shall be joined by the use of threaded steel couplings

3.07 Bored Type Road Crossing for Water and Sewer Service Lines

Water service lines crossing roads or rights-of-way which cannot be open cut, and if noted on the site plan, the crossing shall be bored. The Contractor shall bore the crossing by using a pneumatic or hydraulic boring machine such as a Hole Hog, or or other approved boring equipment. Minimum allowable encasement pipe diameter for the crossing shall be of sufficient size to allow the water or sewer service line to be easily slid into position. Casing pipe diameter and material shall be approved by the Project Manager prior to installation.

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TECHNICAL PROVISION 10.0

10.01 Scope of Work

The work covered by this section includes the furnishing of all plant, labor, tools, equipment, and material, and performing all operations in connection with the construction of sewer service lines, including connection to sewer mains or side sewer stubouts, connection to building (house) drains, cleanouts, abandonment of existing septic tanks, fittings, and appurtenances in accordance with these teclmical provisions and applicable drawings.

10.02 General

All work shall be done in accordance with the National Plumbing Code, except as otherwise specifically mentioned in this specification. During the installation of the sewer service line facilities to existing houses or buildings, the Contractor must provide for temporary sewage disposal if sewer service is to be interrupted for more than 24 hours.

10.03 Location of Facilities

The location of the facilities specified herein shall be as shown on the drawings and/or as staked in the field by the Project Manager. The Contractor shall not change the designated location of these facilities without the prior approval of the Project Manager.

10.04 Elevation Control

In order to install the facilities specified herein at the optimum grade and elevation, the Contractor is required to utilize an accurate builder's level aud rod, or approved equal, during construction. The level shall be mounted on a tripod and shall be on site at all times during installation.

10.05 Connection to Stubout or Main

Sewer service lines shall be connected to the existing side sewer stubout using the existing tee, wye, or riser if available, utilizing approved fittings. Where no tee, wye, or riser is provided or available, the connection shall be made with a saddle utilizing a machine-made tap in the main.

The sewer pipe saddle shall have a cast iron body with a stainless steel strap and a rubber 0- ring gasket seal where the saddle connects to the main. The saddle shall be equal to Sealtite sewer pipe saddle. The saddle shall be aligned on the sewer main such that it is at about a 45 degree angle with vertical, and in no case shall it deviate by more than 15 degrees from either side of 45 degrees without prior approval. During the installation of the sewer saddle, the Contractor shall not allow the pipe cutout or other foreign objects to enter the collection system. Ground and surface water shall be prevented from entering the collection system. If necessary the contractor

1/06 Technical Provisions TP 10.0 Sewer Service Lines Page 1 shall provide pumps and equipment, at no additional cost to the government, to prevent water from entering the collection system.

10.06 Sewer Service Lines

The Contractor shall install a solid smooth sewer service line from the sewer main or side sewer stubout to the building (house) drain. Sewer service line and fittings shall be PVC plastic of the size indicated, conforming to ASTM D3034, SDR 35. The pipe shall have integral wall, bell and spigot joints equal to Johns-Manville or Certain-Teed gravity sewer pipe. Standard lengths shall be at least 20-feet to minimize the number of joints required. All joints and connections in the pipe shall be watertight.

All sewer service lines and appurtenance shall be installed in accordance with Technical Provision 3.0, Excavation, Trenching, and Backfilling. Sewer service lines shall be installed in a practical alignment and at a uniform minimum slope of '!.-inch per foot. A minimum of 18 inches of cover is required over the top of the pipe unless otherwise approved by the Project Manager.

Sewer service lines and connections shall be constructed with maximum joint deflection not to exceed the manufacturer's printed recommendations and in no case shall exceed 1 inch per foot in any joint. Larger changes in direction shall be made by use of standard 1/16 or greater bends.

Sewer service lines shall not be installed as vertical risers, but shall be laid on a slope not to exceed 2 feet vertical to 1 foot horizontal unless otherwise approved by the Project Manager.

The Contractor shall connect the sewer service line to the existing sewer service line stubout or building (house) plumbing if available, utilizing approved fittings or adapters. If not available, this line shall be extended to within 5 feet of the proposed building (house) and the end plugged with a water tight compression plug or equal and the location marked with a 2x4 board extending at least 18 inches above ground level and the sewer service line marked with a plastic and metal foil locator tape. In addition the contractor shall give the Project Manager a clearly labeled sketch or drawing including the distance between the end of the sewer service and two permanent objects. Connections to existing building (house) drains which result in a change of direction of the line by more than 45 degrees requires the installation of an underground clean out at that location.

10.07 Underground Cleanout

Where required and as shown on the plans, the Contractor shall install a underground cleanout on the sewer service line. The cleanout shall have a threaded brass plug and be of the same size and material as the sewer service line and constructed as detailed in the drawings. The cleanout shall be extended so that the square nut on the threaded plug is Yz-inch below finished ground level. A concrete pad 18 inches square and 4 inches deep shall be poured around each cleanout at the ground surface. This pad shall be reinforced with welded wire mesh with a minimum 1 1/2-inch concrete cover over mesh. The wire mesh shall be ASTM approved Wl.4 (1/8-inch) wire mesh on 6 inch centers.

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10.08 Encasement Pipe for Open Cut Sewer Service Line Road Crossings

10.08.01 Encasement Pipe Material

PVC encasement pipe shall conform to material specification ASTM D1784, Type 1, Grade 1. PVC pipe shall conform to ASTM D2241 and the pipe shall be PVC Schedule

80. All PVC pipe joints shall be rubber compression ring type with rubber gaskets conforming to ASTM F477, and equal to JM Ring Tite or Certain-Teed Fluid-Tite.

10.08.02 Encasement Installation

Where encasement pipe is required and the open-cut method of installation is allowed, the Contractor shall install encasement pipe in accordance with Technical Provision 3.0, Excavation, Trenching, and Backfilling.

Water service lines crossing roads or rights-of-way which cannot be open cut shall be Contractor shall install encasement pipe in accordance with Technical Provision 3.0, Excavation, Trenching, and Backfilling.

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TECHNICAL PROVISION 11.0

INDIVIDUAL SEPTIC TANK

11.01 Scope of Work

The work covered by this section includes the furnishing of all plant, labor, tools, equipment, and material, and performing all operations in connection with the construction of individual septic tanks, including connection to building (house) drains, solid sewer pipe, cleanouts, abandomnent of existing septic tanks, fittings, effluent filters, and appurtenances in accordance with these technical provisions and applicable drawings.

11.02 Permits and Approvals

The Government shall secure the applicable site approvals and sewage disposal permits for the work specified herein.

11.03 Location of Facilities

The location of the facilities specified herein shall be as shown on the drawings and/or as staked in the field by the Project Manager. The Contractor shall not change the designated location of these facilities without the prior approval of the Project Manager.

11.04 Inspection of Installation

In addition to the applicable inspection requirements of the Tribe and/or County, the Contractor shall notify the Project Manager at least 2 working days prior to placing final backfill over the septic tank so that the Project Manager may inspect the installation.

11.05 Solid Sewer Pipe

The Contractor shall install a solid smooth pipe from the septic tank to the building (house) drain. Solid sewer pipe and fittings shall be 4-inch PVC plastic, ASTM 3034, SDR 35, Sewer Service Lines. Installation shall be in accordance with all state and local standards.

11.06 Effluent Filter

The Contractor shall install in the outlet tee of the septic tank an effluent filter cartridge equivalent to Zabel A1800 Residential Septic Tank Effluent Filter. The outlet tee in the septic tank shall be of sufficient length to extend one (1) inch below the bottom of the filter cartridge (See detail drawing).

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11.07 Septic Tank

11.07.01 Tank

The tank shall be precast, reinforced, watertight concrete as manufactured by an established firm specializing in concrete products conforming to ASTM 6913. Minimum liquid capacity below the outlet level shall be as specified on the drawing(s) and each tank shall have 2 compartments. The walls, floor & top shall have a minimum thickness of 2 Yz-inches. Adequate steel reinforcement shall be provided. Each compartment shall be provided with adequate tees, elbows and baffles. The tank shall meet all state and local standards.

11.07. 02 Access Riser

Each compartment of the septic tank shall be provided with a watertight access riser with a minimum dimension of 24-inches for inspection and sludge removal. The access riser on the second chamber shall be centered so as to provide access to the effluent filter.

Access risers shall meet all state and local standards. Additional access ports, if required by local health codes, shall be installed by the Contractor at no additional expense to the Government. Risers shall be equal to Orenco systems lids and risers.

11.07.03 Septic Tank Installation

The septic tank shall be set in a hole excavated by the Contractor in accordance with all state and local standards.

11.08 Pump Existing Septic Tank

When required by the bid schedule (Attachment B), the Contractor shall pump existing septic tanks by pumping the liquid and solids out of the tank. The septic tank liquid and solids shall be disposed of as required by local health codes. Backfilling pumped liquid to agitate the accumulated solids in the septic tank is not allowed.

11.10 Abandon Existing Septic Tank

The Contractor shall abandon existing septic tanks by pumping out the liquid out of the tank, breaking open the cover of the tank, and backfilling the empty tank with approved borrow material. Backfilling shall be carefully placed to eliminate voids, and shall be mounted to allow for settlement. The septic tank liquid shall be disposed of as required by local health codes.

11.11 Underground Cleanout

Where required and as shown on the plans, the Contractor shall install a two-way underground cleanout on the solid sewer line. The cleanout shall have a threaded plug and be constructed as detailed in the drawings. The cleanout shall be extended so that the square nut on the threaded plug is Yz-inch below finished ground level. A concrete pad 18-inches square and 4-inches deep

1/06 Technical Provisions TP 11.0 Individual Septic Tank Page2 shall be poured around each cleanout at the ground surface. This pad shall be reinforced with welded wire mesh with a minimum 1 1/2-inch concrete cover over mesh. The wire mesh shall be ASTM approved W1.4 (1/8-inch) wire mesh on 6-inch centers.

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TECHNICAL PROVISION 12.0

INDIVIDUAL LIFT STATION

12.01 Scope of Work

The work covered by this section includes the furnishing of all plant, labor, tools, equipment, and materials, and performing all operations in connection with the construction of an individual lift station, including lift station basin, effluent pump, piping, force main, fittings, control panel, electrical controls and alarms, and appurtenances in accordance with these technical provisions and applicable drawings.

12.02 Lift Station

The lift station basin shall be either the second chamber of a septic tank, as shown in the drawings, or a precast, reinforced, watertight concrete basin as manufactured by an established firm specializing in concrete products, and shall conform to ASTM C. The basin shall have a minimum wall thickness of 212-inches and the concrete shall obtain a minimum 28-day compressive strength of3,000 psi.

The basin shall be as specified on the drawing(s), including the required minimum volume. The lift station basin shall be provided with a watertight access riser with a minimum dimension of 24-inches for inspection and maintenance. The Access riser shall meet all state and local standards.

An 18-inch square pedestal4-inches high shall be provided as a base for the pump. The pedestal shall be located as shown on the drawing.

The installation of the lift station basin shall conform to the provisions of TP 11.0 for the installation of the septic tank and meet all state and local standards.

12.03 Effluent Pump

The sewage pump shall be as specified on the drawing(s), 230/240 volt, single phase submersible effluent pump. The pump shall be capable of passing 3/8-inch solids and pump at least 50 gallons per minute against a total head of 10-feet, and pump at least 20 gallons per minute against a total head of20-feet. Differing site conditions may require a similar pump with minor differences in flow/head characteristics to be provided by the Project Manager. The pump power cord shall be easily detachable from motor housing. Connector shall be sealed to motor housing with rubber 0-ring. The pump details shall be as shown on the drawings or equal. The effluent pump shall be installed within an effluent filter vault equal to ORENCO SYSTEMS Model SV1548 or .SV1560. If installed in the septic tank, the effluent vault shall be installed with the inlet holes of the vault not less than 31-inches from the floor of the septic tank.

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12.04 Electrical Controls and Alarm

The Contractor shall furnish and install a control system compatible with the supplied pump.

The controls shall include; circuit breakers for the pump and alarm system, magnetic contactor, mercury level control floats, a high liquid level alarm, running and alarm lights, and a Hand-Off Automatic selector switch. All wiring shall be in accordance with the National Electrical Code and applicable state and local electrical codes. The installation shall be inspected and approved by the State Electrical Inspector.

Electrical service to the lift station shall be either from a new properly sized circuit breaker in the existing circuit breaker panel servicing the home, if space permits, or through a separate subpanel. Separate circuit breakers are required for both the pump magnetic contactor and for the alarm system. In any case a fused disconnect is required if service entrance panel or sub panel is greater than 50 feet from the lift station and/or not in clear sight of the lift station and shall be located as shown on the drawings or as directed by the Project Manager.

The control panel shall be a NEMA 4X enclosure and shall house the "Hand-Off- Automatic" switch, green "pump on" indicator light, a terminal block for connecting the mercury float level controls, and the alarm system. The green "pump on" light, red alarm light and silence button shall be mounted through the enclosure door.

The magnetic contactor, alarm system, and control panel shall be mounted on outside wall of the home at a location acceptable to the homeowner. As an alternative, and with the approval of the Project Manager, the control panel or alarm panel may be located on a post near the lift station as long as the components are housed in NEMA 4X enclosure.

The pump electrical cable shall be Type UF single conductor cable sized to limit the overall voltage drop from the service entrance to the pump motor to less than 2 percent. In no case, shall wires smaller than 12 gauge be used. The electrical cable and control wires shall be ·buried at least 18 inches deep. House interior wiring shall be 12 gauge minimum and shall be Type NM or UF cable, while required conduit shall be EMT, PVC, or liquid tight flexible metal. All supports, nails, bolts, straps and screws shall be galvanized. The submersible power cable from the pump and the float cables shall be secured to a hook and secured such that the cables are not allowed to slip from their adjusted height.

The mercury level control switches shall be completely encapsulated in polyurethane foam and equipped with cord weights. The float switch shall be installed at the elevations indicated or as otherwise directed by the Project Manager. The electrical cable housing from the switches to the control panel shall be Type UF 14 gauge copper single conductor cable. Splices shall be made by using mechanical connectors and covering with heat-shrink tubing.

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12.05 Control System Functional Requirements

12.05.01 Demand Dosing

The liquid level in the individual lift station is sensed by 3 mercury level control switches suspended at different elevations from the top of the lift station. The first (lowest) mercury level control switch shall be a redundant off switch and shall de-energize the pump should the middle dual action on-off float fail. The middle float shall be dual action and energizes and de-energizes the lift station pump. The third (highest) mercury level control switch energizes the red light and alarm bell indicating a high water level condition.

During the normal mode of operation, the HAND-OFF-AUTOMATIC switch shall be in the "Automatic" position. As the liquid level in the individual lift station reaches energize level of the middle dual action mercury level control switch, an electrical signal shall be transmitted through the buried electrical cable to the control panel. The controls shall energize the lift station pump and green running light. As the liquid level in the individual lift station drops to the middle de-energize level, an electrical signal shall be transmitted to the control panel which shall de-energize the lift station pump and green running light. This cycle shall continue to repeat itself. Should the middle dual action on-off float fail, the redundant lowest level float shall de-energize the pump and activate the alarm bell and red alarm light indicating a low level float failure.

If the liquid level in the individual lift station rises to the top mercury level control switch, the red light and alarm bell shall be energized indicating a high liquid level condition. The alarm shall be silenced by manually pushing the "Alarm Silence" button, however, the red pilot light shall remain energized until the liquid level has fallen below the third mercury level control switch. This high liquid level light and alarm shall operate independently of the position of the pump selector switch.

When the pump selector switch is in the "Hand" position, the mercury level float switches shall be overridden and the lift station pump and green running light shall be energized independently of the liquid level in the lift station. When the pump selector switch is in the "Off" position, there shall be no power provided to the lift station pump and green running light.

12.05.02 Timed Dosing

Timed dosing may control the liquid level in the individual lift station, if specified by the Project Manager and shown on the drawings, with three mercury level control switches.

The third (highest) mercury level control switch serves as a high water level alarm and energizes the red light and alarm bell indicating a pump failure condition. When the pump is operational and dosing overload occurs, the liquid level will reach the second (mid-level) mercury level control switch and the timer shall be overridden, energizing the lift station pump and the green pump running light on the control panel. As the liquid

1/06 Teclmical Provisions TP 12.0 Individual Lift Station Page 3 level drops, reaching the first (lowest) mercury level, the control switch overrides the timer and de-energizes the lift station pump and the green running light.

When the liquid level in the individual lift station does rise to the third (highest) mercury level control switch, the alarm shall be silenced by manually pushing the "Alarm Silence" button. However, the red pilot light shall remain energized until the liquid level has fallen below the second mercury level control switch. This high liquid level light and alarm shall operate independently of the position ofthe pump selector switch.

When the pump selector switch is in the "Hand" position, the timer and mercury level float switches shall be overridden and the lift station pump and green running light shall be energized independently of the liquid level in the lift station. When the pump selector switch is in the "Off' position, there shall be no power provided to the lift station pump and green light running.

12.06 Piping

12.06.01 Lift Station Influent

The piping from the septic tank outlet to the lift station inlet shall conform to TP 11.0, solid sewer pipe. The inlet shall include a tee or baffle, as specified. The outlet discharge from the pump shall be Schedule 40 PVC 1120 pipe installed as shown in the drawings and to the approval of the Project Manager. Fittings shall be Schedule 40, ASTM 2466, except for the union, which shall be Schedule 80. The union shall be installed within easy reach from the manhole cover, hand-tight only. The male adapter that screws into the discharge port of the pump shall not be glued in place; standard plumbers' pipe joint compound shall be used.

12.07 Force Main

The effluent force main pipe from the lift station to the shallow drainfield shall be 1 1/2-inch or 2-inch (as showu on the drawings) PVC 1120, SDR 26, conforming to ASTM 2241. All fittings for the pipe shall be 160 psi PVC with rubber compression ring joints or schedule 40 PVC with solvent welded joints.

The force main pipe shall be laid on grade in a trench at least 12-inches wide. Care shall be taken to bed the pipe in a material that is free of rocks or otherwise unsuitable material. Backfill shall be compacted by hand from the bottom of the trench to a minimum of 6-inches over the top of the pipe for the full width of the trench. A minimum of 18-inches of cover is required over the top of the pipe.

12.08 Submittals

The Contractor shall submit for approval prior to construction product/material information on the sewage lift station pump and controls.

1/06 Technical Provisions TP 12.0 Individual Lift Station Page4

TECHNICAL PROVISION 17.0

PRESSURE-DOSED AND AT-GRADE CHAMBER DRAINFIELD

17.01 Scope

The work covered by this section includes the furnishing of all plant, labor, tools, equipment, and performing all operations for the construction of a pressurized chamber drainfield for disposal of effluent from a septic tank/lift station, including perforated pipe, chamber units, imported sand, drainfield inspection ports and all other items as necessary to provide a complete and operable installation.

17.02 Site Preparation

Prior to installation, the Contractor shall remove all ground vegetation, stumps, and other extraneous material from the construction area of the drainfield, as shown on the drawings, and dispose of it in a manner approved by the Project Manager. Excess excavated soil, if any, shall be removed from the construction site or stockpiled in an area on the property as directed by the Project Manager.

17.03 Materials

17.03.01 Distribution Laterals

The diameter distribution laterals shall be as shown on the drawings and shall be Schedule 40 ASTM 1785 pipe, PVC 1120. Field perforations shall be 3/16 inch diameter, or as specified in the drawings, spaced as shown in drawings, oriented in the 12 o'clock position, except that the last hole in each lateral shall be drilled so that the hole is pointing down (the 6 o'clock position). Fittings shall be Schedule 40, ASTM 2466. The ends of the laterals shall be fitted with a male adapter and cap, screwed on hand-tight. Teflon tape shall be used. Pipe shall be cut square and deburred inside and out. All joints shall be primed before gluing.

The distribution laterals shall be strapped inside an arrangement of infiltration chambers, as specified on the drawings.

17.03.02 Observation Pipe

Observation pipes shall be installed at locations shown in the drawings.

Observation pipes shall be 4-inch diameter perforated PVC drainfield pipe fitted with a secure screw cap. The observation pipes shall be placed at the locations shown in the drawings. Observation pipes shall extend at least 6-inches above the ground surface.

1/06 Technical Provisions TP 17.0 Pressure-Dosed Chamber and At-Grade Drainfields Page I

17.03.03 Glue

All fittings, except as specified shall be glued in place. Glue shall meet ASTM D2564. Laterals shall not be glued to the manifold until after the pressure test.

Pipe shall be cut square and de burred inside and out. All joints shall be primed before gluing.

17.03.04 Chamber Units

Chamber units shall be a minimum 36-inches wide, a minimum 12-inches in height and able to support live loads of 16,000 pounds per axle with 12-inches of compacted fill over them, equal to "Infiltrator" units manufactured by Infiltrator Systems Inc. (203) 388-6639. Chamber units shall have interlocking joints.

17.04 Low Pressure Dosed Chamber Drainfield

17.04.01 Installation

In order to install the facilities specified herein at the optimum grade and elevation, the Contractor is required to utilize an accurate builder's level and rod, or approved equal, during construction. The level shall be mounted on a tripod and shall be on site at all times during installation.

The 2-inch PVC force main piping shall be installed per TP 12.0. The drainfield shall be located as shown on the drawings. The Contractor shall excavate to the length, depth, and in the direction shown in the drawings. All compacted surfaces of the trench shall be raked to expose the natural texture of the soil. All loose material shall be removed from the trench.

The distribution laterals shall be pressure tested before counection to the chamber units and all clogged holes cleared. The laterals shall then be attached to the chamber units following the manufacturer's recommendations.

All drainfield trenches shall be a minimum of 36-inches wide as shown on the drawings. The chamber units shall be placed carefully to avoid damage to the soil, following the manufacturer's recommendations for installation. The bottom of the trench and the chamber units shall be laid level to within plus or minus 0.1 feet. The minimum distance allowed between the center of drainfield trenches is I 0-feet, unless otherwise shown on the drawings.

The drainfield trench shall be carefully backfilled in a mauner that will not damage the chamber units. Excavation in excess of backfill requirements shall be spread over the drainfield area. The minimum depth of cover over the top of the drainfield chamber units shall be 9-inches.

1/06 Technical Provisions TP 17.0 Pressure-Dosed Chamber and At-Grade Drainfields Page 2

Observation pipes shall be installed at the locations shown in the drawings, in a manner recommended by the manufacturer of the chamber units.

17.05 At-Grade Pressurized Chambered Drainfield

17.05.01 Installation

In order to install the facilities specified herein at the optimum grade and elevation, the Contractor is required to utilize an accurate builder's level and rod, or approved equal, during construction. The level shall be mounted on a tripod and shall be on site at all times during installation.

The at-grade pressured drainfield shall be located as shown on the drawings. The Contractor shall plow the entire area, such that the entire infiltrative interface is scarified. If unanticipated conditions are encountered in the field which will adversely affect the performance of the drainfield (clay, bedrock, hard pan, groundwater, etc.), the Project Manager shall be notified immediately.

Prior to installation of the chambers and laterals, a 2-inch imported layer of course sand shall be applied over the infiltrative area and leveled. This will provide a zone of diffusion, to more evenly apply the effluent to the natural ground. It will also supply a stable, level foundation on which to place the infiltrators. The Contractor shall take care to avoid driving heavy machinery over the infiltrative surface area, as it would impact the infiltration potential to the drainfield.

The distribution laterals shall be pressure tested before strapping them inside the chamber units, and each ball valve shall be adjusted to optimize even distribution though out the piping.

After installing the piping within the chamber units, a cover soil shall be applied.

The Project Manager must approve of the material prior to importation. The soil shall be applied such that a minimum of 12-inches of cover exists over the top of each chamber unit. The sides shall be sloped at a slope of3:1, extending to a minimum horizontal separation of 6 feet from the nearest chamber unit (See Detail Drawing)

17.06 Site Restoration, Grading and Ditching

The Contractor will be held responsible for repairing trench settlement problems during the one-year warranty period. Excess excavated soil shall be distributed evenly around the site and all soil shall be seeded. The Contractor shall provide grading and ditching around the completed drainfield to direct the flow of surface runoff away from the drainfield. The exact location of the ditch lines will be determined by the Project Manager after the drainfield installation is completed.

1/06 Technical Provisions TP 17.0 Pressure-Dosed Chamber and At-Grade Drainfields Page 3

EXCAVATION, TRENCHING, AND BACKFILLING

TP-10.0

SEWER SERVICE LINES

TP-11.0

INDIVIDUAL SEPTIC TANK

TP-12.0

INDIVIDUAL LIFT STATION

LOW PRESSURE-DOSED GRAVEL DRAINFIELDS

.0 INDIVIDUAL GRAVITY CHAMBERDRAINFIELDS

GLENDON BIOFILTERS

INDIVIDUAL WATER WELL DRILLING

WATER MAINS AND APPURTENANCES

TRENCHING DETAIL

10-1 UNDERGROUND ONE WAY SEWER

SERVICE CLEANOUT

10-2 UNDERGROUND TWO WAY

SEWER SERVICE CLEANOUT

INDIVIDUAL LIFT STATION WITH GRINDER PUMP

12-2 1

250 GALLON SEPTIC TANK/LIFT STATION

12-2A 1 250 GALLON SEPTIC TANK WITH

PUMP CHAMBER

12-3

PRIMARY AND AEROBIC PRETREATMENT SYSTEM WITHOUT UV UNIT

12-3A PRIMARY AND AEROBIC PRETREATMENT

SYSTEM WITH UV UNIT

12-4

FORCE MAIN CONNECTION TO GRAVITY SEWER MAIN

13-1

DISTRIBUTION BOX

13-2

DRAINFIELD TRENCH WITH GRAVEL

SAND LINED DRAINFIELD TRENCH

13-4A

PRESSURIZED SAND LINED TRENCH DRAINFIELD

SHALLOW DRAINFIELD-PLAN

CURTAIN DRAIN

13-9 DRAINFIELD INSPECTION

PORT

14-1 LOW PRESSURE DOSED DRAINFIELD TRENCH WITH

GRAVEL

14-1A LOW PRESSURE DOSED DRAINFIELD

WITH GRAVEL

14-2

MOUND DETAIL

14-3 MOUND CROSS SECTION

BED SYSTEM

14-4

MOUND PLAN VIEW BED SYSTEM

14-5

TYPICAL PERFORATED PIPE LAYOUT BED MOUND

GRAVITY DISCHARGE

PRESSURIZED CHAMBER AT -GRADE DRAINFIELD

17-4 PRESSURIZED CHAMBER ON

SAND BED DRAINFIELD

19-1

GRAVELLESS DRAINFIELD TYPICAL BED INSTALLATION