LWS_Specifications.doc

SPECIFICATIONS

FOR

LAKE WINFIELD SCOTT

LIFT STATION REPLACEMENT

USDA FOREST SERVICE

CHATTAHOOCHEE NATIONAL FOREST

BLUE RIDGE RANGER DISTRICT

SEPTEMBER 2009

GENERAL INFORMATION

SCOPE: Furnish all labor, materials, tools and equipment to replace the sewer lift station at the Lake Winfield Scott Recreation Area on the Chattahoochee National Forest in Georgia per the attached contract specifications and drawings of this solicitation.

The Contractor will fully comply with the Erosion Control Plan. The Contractor shall not proceed with any soil disturbance until after Erosion Control measures have been installed and approved by COR.

Only pneumatic rubber-tire equipment and vehicles will be allowed on the asphalt-paved roads.

DIVISION 1 - GENERAL REQUIREMENTS

SECTION 01010 SUMMARY OF WORK

A. WORK INCLUDED: It is the intent of this contract to install a new lift station, empty and clean the septic tank, seal any cracks with non-shrinking grout under pressure and replace corroded outlet Tee with new PVC Tee. Install an effluent filter in the new PVC Tee to protect the drain field from suspended solids escaping the tank. Replace both blowers in the eductor station and replace air filter on the small air compressor for level control. Relocate power supply cable, and install sewer piping per attached contract specifications and drawings of this solicitation.

B. PROPER DISPOSAL in this contract means that all material removed or otherwise moved shall be handled in accordance with all county, state and federal laws. All removed items, debris, slash, etc. shall be disposed of off government land unless specifically noted elsewhere.

C. The construction area shall be closed to the public during this contract. The Contractor shall install barriers to prevent public access.

D. The Forest Service will arrange to have the power supplier disconnect the power to the site and remove their equipment. The Contractor is responsible for removing whatever utility equipment remains. Underground piping and wiring may be abandoned in place.

E. Prior to beginning work, the Contractor shall submit a plan describing his methods for removal, locations for disposing of the materials and any agreements that he has with the county, state, other government entities or private landowners. The Contracting Officer’s Representative (C.O.R.) may request additional information if necessary to assure that the Contractor’s methods are in compliance with these specifications, county, state, or federal laws.

F. The Forest Service reserves the right to remove any material from the project site until the Notice to Proceed is issued.

G. Constructions Limits will not extend farther than necessary, to minimize land disturbance and soil erosion.

H. MEASUREMENT AND PAYMENT: There will be no measurement for pay items in this contract. A lump sum payment will be made for the total project.

SECTION 01575

TEMPORARY EROSION AND SEDIMENTATION CONTROL

PART 1 GENERAL

1.01

SECTION INCLUDES

A.

Prevention of erosion due to construction activities.

B.

Prevention of sedimentation of waterways, open drainage ways, and storm and sanitary sewers due to construction activities.

C.

Restoration of areas eroded due to insufficient preventive measures.

D.

Compensation of Government for fines levied by authorities having jurisdiction due to non-compliance by Contractor.

1.02

PERFORMANCE REQUIREMENTS

A.

Comply with all requirements of Georgia DNR Environmental Protection Division for erosion and sedimentation control.

B.

Comply with all requirements of County issues permits for erosion and sedimentation control

C.

Best Management Practices Standard (BMP’s): All erosion and sedimentation control measures and BMP's must be in accordance with the State of Georgia Erosion and Sedimentation Control Act of 1975. Use latest edition of the State of Georgia Erosion and Sedimentation Control Manual.

D.

Do not begin clearing, grading, or other work involving disturbance of ground surface cover until applicable permits have been obtained; furnish all documentation required to obtain applicable permits.

1.

Government will obtain permits and pay for securities required by authority having jurisdiction.

2.

Government will withhold payment to Contractor equivalent to all fines resulting from non-compliance with applicable regulations.

E.

Timing: Put preventive measures in place as soon as possible after disturbance of surface cover and before precipitation occurs.

F.

Storm Water Runoff: Control increased storm water runoff due to disturbance of surface cover due to construction activities for this project. Prevent runoff into storm and sanitary sewer systems, including open drainage channels, in excess of actual capacity or amount allowed by authorities having jurisdiction, whichever is less.

G.

Erosion On Site: Minimize wind, water, and vehicular erosion of soil on project site due to construction activities for this project.

1.

Control movement of sediment and soil from temporary stockpiles of soil.

2.

Prevent development of ruts due to equipment and vehicular traffic.

3.

If erosion occurs due to non-compliance with these requirements, restore eroded areas at no cost to Government.

H.

Erosion Off Site: Prevent erosion of soil and deposition of sediment on other properties caused by water leaving the project site due to construction activities for this project.

1.

Prevent windblown soil from leaving the project site.

2.

Prevent tracking of mud onto public roads outside site.

3.

Prevent mud and sediment from flowing onto sidewalks and pavements.

4.

If erosion occurs due to non-compliance with these requirements, restore eroded areas at no cost to Government.

I.

Sedimentation of Waterways On Site: Prevent sedimentation of waterways on the project site, including rivers, streams, lakes, ponds, open drainage ways, storm sewers, and sanitary sewers.

1.

If sedimentation occurs, install or correct preventive measures immediately at no cost to Government; remove deposited sediments; comply with requirements of authorities having jurisdiction.

J.

Sedimentation of Waterways Off Site: Prevent sedimentation of waterways off the project site, including rivers, streams, lakes, ponds, open drainage ways, storm sewers, and sanitary sewers. If sedimentation occurs, install or correct preventive measures immediately at no cost to Owner; remove deposited sediments; comply with requirements of authorities having jurisdiction.

K.

Open Water: Prevent standing water that could become stagnant.

L.

Maintenance: Maintain temporary preventive measures until permanent measures have been established.

1.03

SUBMITTALS

A.

See Section 01300 - Administrative Requirements, for submittal procedures.

B.

Certificate: Mill certificate for silt fence fabric attesting that fabric and factory seams comply with specified requirements signed by legally authorized official of manufacturer; indicate actual minimum average roll values; identify fabric by roll identification numbers.

PART 2 PRODUCTS

2.01

MATERIALS

A.

Mulch: See Spec Section 02900 Seeding, Fertilizing and Mulching.

B.

Grass Seed For Temporary Cover: See Spec Section 02900 Seeding, Fertilizing and Mulching.

C.

Silt Fence Fabric: Polypropylene geotextile resistant to common soil chemicals, mildew, and insects; non-biodegradable; in longest lengths possible; fabric including seams with the following minimum average roll lengths:

1.

Average Opening Size: 30 U.S. Std. Sieve, maximum, when tested in accordance with ASTM D 4751.

2.

Permittivity: 0.05 sec^-1, minimum, when tested in accordance with ASTM D 4491.

3.

Ultraviolet Resistance: Retaining at least 70 percent of tensile strength, when tested in accordance with ASTM D 4355 after 500 hours exposure.

4.

Tensile Strength: 100 lb-f, minimum, in cross-machine direction; 124 lb-f, minimum, in machine direction; when tested in accordance with ASTM D 4632.

5.

Elongation: 15 to 30 percent, when tested in accordance with ASTM D 4632.

6.

Tear Strength: 55 lb-f, minimum, when tested in accordance with ASTM D 4533.

7.

Color: Manufacturer's standard, with embedment and fastener lines preprinted.

F.

Silt Fence Posts: Minimum 4 feet long:

1.

Steel U- or T-section, with minimum mass of 1.33 lb per linear foot.

PART 3 EXECUTION

3.01

EXAMINATION

A.

Examine site and identify existing features that contribute to erosion resistance; maintain such existing features to greatest extent possible.

3.02

PREPARATION

A.

Schedule work so that soil surfaces are left exposed for the minimum amount of time.

3.03

SCOPE OF PREVENTIVE MEASURES

A.

In all cases, if permanent erosion resistant measures have been installed temporary preventive measures are not required.

B.

Linear Sediment Barriers: Made of silt fences.

1.

Provide linear sediment barriers along downhill perimeter edge of disturbed areas, including soil stockpiles.

2.

Space sediment barriers with the following maximum slope length upslope from barrier:

a.

Slope of Less Than 2 Percent: 100 feet.

b.

Slope Between 2 and 5 Percent: 75 feet.

c.

Slope Between 5 and 10 Percent: 50 feet.

d.

Slope Between 10 and 20 Percent: 25 feet.

e.

Slope Over 20 Percent: 15 feet.

F.

Soil Stockpiles: Protect using one of the following measures:

1.

Cover with polyethylene film, secured by placing soil on outer edges.

2.

Cover with mulch at least 4 inches thickness of pine needles, sawdust, bark, wood chips, or shredded leaves, or 6 inches of straw or hay.

3.04

INSTALLATION

A.

Silt Fences:

1.

Store and handle fabric in accordance with ASTM D 4873.

2.

Where slope gradient is less than 3:1 or barriers will be in place less than 6 months, use nominal 16 inch high barriers with minimum 36 inch long posts spaced at 6 feet maximum, with fabric embedded at least 4 inches in ground.

3.

Where slope gradient is steeper than 3:1 or barriers will be in place over 6 months, use nominal 28 inch high barriers, minimum 48 inch long posts spaced at 6 feet maximum, with fabric embedded at least 6 inches in ground.

4.

Where slope gradient is steeper than 3:1 and vertical height of slope between barriers is more than 20 feet, use nominal 32 inch high barriers with woven wire reinforcement and steel posts spaced at 4 feet maximum, with fabric embedded at least 6 inches in ground.

5.

Install with top of fabric at nominal height and embedment as specified.

6.

Do not splice fabric width; minimize splices in fabric length; splice at post only, overlapping at least 18 inches, with extra post.

7.

Fasten fabric to steel posts using wire, nylon cord, or integral pockets.

8.

Wherever runoff will flow around end of barrier or over the top, provide temporary splash pad or other outlet protection; at such outlets in the run of the barrier, make barrier not more than 12 inches high with post spacing not more than 4 feet.

B.

Temporary Seeding: See Spec Section 02900 Seeding, Fertilizing and Mulching.

3.05

MAINTENANCE

A.

Inspect preventive measures weekly, within 24 hours after the end of any storm that produces 0.5 inches or more rainfall at the project site, and daily during prolonged rainfall.

B.

Repair deficiencies immediately.

C.

Silt Fences:

1.

Promptly replace fabric that deteriorates unless need for fence has passed.

2.

Remove silt deposits that exceed one-third of the height of the fence.

3.

Repair fences that are undercut by runoff or otherwise damaged, whether by runoff or other causes.

D.

Clean out temporary sediment control structures weekly and relocate soil on site.

E. Place sediment in appropriate locations on site; do not remove from site.

3.06 CLEAN UP

A.

Remove all silt fences and other temporary measures after permanent measures have been installed, unless permitted to remain by COR.

B.

Clean out temporary sediment control structures that are to remain as permanent measures.

C.

Where removal of temporary measures would leave exposed soil, shape surface to an acceptable grade and finish to match adjacent ground surfaces.

SECTION 31 23 16

EXCAVATION

PART 1 GENERAL

1.01

SECTION INCLUDES

A.

Excavating for building volume below grade, footings, pile caps, slabs-on-grade, paving, site structures, and utilities within the building.

B.

Trenching for utilities outside the building to utility main connections.

PART 3 EXECUTION

2.01

EXAMINATION

A.

Verify that survey bench mark and intended elevations for the work are as indicated.

2.02

PREPARATION

A.

Identify required lines, levels, contours, and datum locations.

B.

Locate, identify, and protect utilities that remain and protect from damage.

C.

Notify utility company to remove and relocate utilities.

D.

Protect bench marks, survey control points, existing structures, fences, sidewalks, paving, and curbs from excavating equipment and vehicular traffic.

2.03

EXCAVATING

A.

Excavate to accommodate new structures and construction operations.

B.

Notify Engineer of unexpected subsurface conditions and discontinue affected Work in area until notified to resume work.

C.

Slope banks of excavations deeper than 4 feet (1.2 meters) to angle of repose or less until shored.

D.

Do not interfere with 45 degree bearing splay of foundations.

E.

Cut utility trenches wide enough to allow inspection of installed utilities.

F.

Hand trim excavations. Remove loose matter.

G.

Correct areas that are over-excavated and load-bearing surfaces that are disturbed; see Section 31 23 23.

H.

Grade top perimeter of excavation to prevent surface water from draining into excavation.

I.

Remove excavated material that is unsuitable for re-use from site.

J.

Us excess excavated material from site to fill the decommissioned ejector station shell.

2.04

PROTECTION

A.

Prevent displacement of banks and keep loose soil from falling into excavation; maintain soil stability.

B.

Protect bottom of excavations and soil adjacent to and beneath foundation from freezing.

END OF SECTION

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.01

SECTION INCLUDES

A.

Concrete formwork.

B.

Concrete reinforcement.

C.

Miscellaneous concrete elements, including concrete base slab for fiberglass wetwell and for control panel pedestals.

D.

Concrete curing.

1.02

RELATED REQUIREMENTS

1.03

REFERENCE STANDARDS

A.

ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials; American Concrete Institute International; 2006.

B.

ACI 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete; American Concrete Institute International; 1991 (Reapproved 2002).

C.

ACI 211.2 - Standard Practice for Selecting Proportions for Structural Lightweight Concrete; American Concrete Institute International; 1998 (Reapproved 2004).

D.

ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete Institute International; 2005.

E.

ACI 302.1R - Guide for Concrete Floor and Slab Construction; American Concrete Institute International; 2004 (Errata 2007).

F.

ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete; American Concrete Institute International; 2000.

G.

ACI 305R - Hot Weather Concreting; American Concrete Institute International; 1999.

H.

ACI 306R - Cold Weather Concreting; American Concrete Institute International; 1988 (Reapproved 2002).

I.

ACI 308R - Guide to Curing Concrete; American Concrete Institute International; 2001.

J.

ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American Concrete Institute International; 2008.

K.

ACI 347 - Guide to Formwork for Concrete; American Concrete Institute International; 2004.

L.

ASTM A 185/A 185M - Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete; 2007.

M.

ASTM A 497/A 497M - Standard Specification for Steel Welded Wire Reinforcement, Deformed, for Concrete; 2007.

N.

ASTM A 615/A 615M - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement; 2007.

O.

ASTM A 767/A 767M - Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement; 2005.

P.

ASTM A 775/A 775M - Standard Specification for Epoxy-Coated Steel Reinforcing Bars; 2007b.

Q.

ASTM A 884/A 884M - Standard Specification for Epoxy-Coated Steel Wire and Welded Wire Reinforcement; 2006.

R.

ASTM C 33 - Standard Specification for Concrete Aggregates; 2007.

S.

ASTM C 39/C 39M - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens; 2005.

T.

ASTM C 150 - Standard Specification for Portland Cement; 2007.

1.04

SUBMITTALS

A.

See Section 01 30 00 - Administrative Requirements, for submittal procedures.

1.05

QUALITY ASSURANCE

A.

Perform work of this section in accordance with ACI 301 and ACI 318.

PART 2 PRODUCTS

2.01

FORMWORK

A.

Form Materials: Contractor's choice of standard products with sufficient strength to withstand hydrostatic head without distortion in excess of permitted tolerances.

2.02

REINFORCEMENT

A.

Reinforcing Steel: ASTM A 615/A 615M Grade 60 (420).

1.

Type: Deformed billet-steel bars.

B.

Reinforcement Accessories:

1.

Tie Wire: Annealed, minimum 16 gage (1.5 mm).

2.

Chairs, Bolsters, Bar Supports, and Spacers: Sized and shaped for adequate support of reinforcement during concrete placement.

2.03

CONCRETE MATERIALS

A.

Cement: ASTM C 150, Type I - Normal Portland type.

B.

Fine and Coarse Aggregates: ASTM C 33.

2.04

CONCRETE MIX DESIGN

A.

Proportioning Normal Weight Concrete: Comply with ACI 211.1 recommendations.

B.

Normal Weight Concrete:

1.

Compressive Strength, when tested in accordance with ASTM C 39/C 39M at 28 days: 3,000 psi (20.7 MPa).

PART 3 EXECUTION

3.01

EXAMINATION

A.

Verify lines, levels, and dimensions before proceeding with work of this section.

3.02

PREPARATION

A.

Formwork: Comply with requirements of ACI 301. Design and fabricate forms to support all applied loads until concrete is cured, and for easy removal without damage to concrete.

B.

Coordinate placement of embedded items with erection of concrete formwork and placement of form accessories.

3.03

INSTALLING REINFORCEMENT

A.

Comply with requirements of ACI 301. Clean reinforcement of loose rust and mill scale, and accurately position, support, and secure in place to achieve not less than minimum concrete coverage required for protection.

B.

Verify that anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not interfere with concrete placement.

3.04

PLACING CONCRETE

A.

Place concrete in accordance with ACI 304R.

3.05

CONCRETE FINISHING

3.06

CURING AND PROTECTION

A.

Comply with requirements of ACI 308. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

B.

Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete.

3.07

DEFECTIVE CONCRETE

A.

Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements.

3.08

SCHEDULE - CONCRETE TYPES AND FINISHES

A.

Underside of Supported Floors and Structure Exposed to View: 4,000 psi (27.6 MPa) 28 day concrete, form finish with honeycomb filled surface.

END OF SECTION

SECTION 33 32 16

WASTEWATER UTILITY PUMPING STATIONS

PART 1 GENERAL

1.01

SECTION INCLUDES

A.

Furnish and install a fully functional duplex explosion proof submersible pump station as shown on the contract drawings. Duplex package station includes fiberglass reinforced plastic wetwell, steel reinforced concrete base slab, pump/motor units, duplex control logic/alarm panel, duplex guide channel system, piping valves and accessories as shown on the contract drawings.

B.

Relocate power supply line from the existing station or main panel to the new station location.

C.

Furnish and install a fused power disconnect switch before service entrance to the pump control panel, sized for the duplex pump station motors.

1.02

RELATED REQUIREMENTS

A.

Section 03 30 00 - Cast-in-Place Concrete: Concrete for base pad construction.

1.03

SYSTEM DESCRIPTION:

A.

Normal Operation: Under normal circumstances the duplex submersible lift station receives effluent from the septic tank and pumps the effluent to disposal field via 4 inch force main. When the pump station wetwell is empty, all four pilot duty control switches are in open position and both pumps are off. As the level rises to first float level, the "Low Level Off" switch closes and clears the low level condition. As the level rises above the Pump Off level, the second switch closes and pumps ready for operation if water level reaches the "Pump On" level. When "Pump On" switch closes, the lead pump turns on until water level reaches the "Pumps Off” level. At the end of each pump cycle, the automatic alternating relay changes the lead pump for next cycle.

B.

Both Pumps On Operation: If inflow is more than the capacity of one pump and the water level reaches the "Lag Pump On/Alarm" level. At this level the second pumps turns on and the audio visual alarm turns on. Alarm resets if both pumps are pumping more that the inflow. Both pumps stay on until the water level drops to the "Pump's Off" level. The system resets to normal alternating operation for the next cycle.

C.

Power Outage: If the power supply to the station is interrupted, a 12V battery back up system installed in the control panel will operate the alarm system to warn about the high water level in the station.

D.

Pump Seal Failure: If moisture is sensed in the seal cavity of the pump by the moisture sensor, the pump continues operation but the control system activates the seal failure indicating light.

E.

Pump Overheating: If the high temperature thermostat in the pump motor winding senses motor overheating, the control system shuts down the pump and resets the pump for normal operation if the overheating condition clears.

1.04

DESIGN BASIS AND PUMP PERFORMANCE REQUIREMENTS

A.

Design System Operating Point: 80 US GPM @ 126 ft. TDH for One Pump Operation; and 110 US GPM @ 137 ft TDH for both pumps parallel operation. This design requirement is based on the following:

1.

Maintain 2 fps velocity in the force main.

2.

Keep the pump horse power same as the 7.5 HP motors at the existing ejector station.

3.

Pump performance curve characteristic should provide flexibility to operate from 70 to 90 gpm in case the force main hydraulic characteristics differ from the theoretically calculated system curve.

B.

Pump Performance Curve: Design Operating Point based on Barnes Exposion Proof Grinder Pumps Performance Curve ( 7.5 HP, 3 Phase 230 V)

C.

Design Basis for Pump Discharge Assembly and Stainless Steel C Rail System: Based on Pump Manufacturer Packaged Systems.

D.

Design Basis for Control Panel: Based on SJE Rhombus Intrinsically safe control panel model 324 with options or Barnes Duplex Explosion Proof Intrinsically safe control panel with options.

1.05

REFERENCE STANDARDS

A.

ASTM D3753-99 Standard Specification for Glass-Fiber-Reinforced Polyester Manholes and Wetwells B.

UL 508: Standard for Industrial Control Equipment

1.06

SUBMITTALS

A.

Pump catalog data

B.

Pump performance curve

C.

Break away fitting data

D.

Access cover and frame data

E.

Typical installation drawing for packaged pump station manufacturer

F.

Control panel data

G.

Panel wiring schematic

H.

Accessories data

I.

Installation & Operation Manuals with Parts List.

J Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.

1.07

REGULATORY REQUIREMENTS

A.

Conform to applicable code for materials and installation of the Work of this section.

PART 2 PRODUCTS

2.01

PUMP/MOTOR UNITS:

A.

Pump Construction and Performance Characteristics

1.

The pumps shall be centrifugal submersible grinder or effluent pumps capable of providing design flows and capable of running dry for extended periods of time. Pump units shall be UL listed for use in Class I, Group D, Division 1, hazardous locations. The pump shall be designed to be non-overloading throughout the entire operating range of the pump curve.

2.

The volute, seal plates and motor housing shall be constructed of high quality ASTM A-48 class 30 cast iron.

3.

The pumps shall be painted with a water based air dry enamel of 2.0 mil (minimum) thickness, or better to protect against corrosion.

4.

All exposed hardware shall be 300 series stainless steel.

5.

Discharge connection shall be 2 inch NPT in the vertical position.

6.

Impeller shall be vortex design, 85-5-5-5 bronze construction, and machined for threading to the motor shaft. Standard impeller size shall be provided to meet performance requirement. Impellers that are trimmed to meet design operating point shall not be acceptable.

7.

The grinder mechanism (if the pump provided is a standard grinder pump) shall consist of a radial cutter threaded and locked on the motor shaft by a washer in conjunction with a countersunk flat head cap screw, and a shredding ring. Both the shredding ring and radial cutter shall be constructed of 440C stainless steel. Grinder mechanism is not required if an effluent pump is provided.

8.

The pump seal shall be a tandem mechanical shaft seal and operate in an oil atmosphere. The materials of construction shall be turnsten carbide for both rotating stationary face, lapped and polished to a tolerance of one light band, 300 series stainless steel hardware, and elastomer parts of Buna-N. The seal shall be commercially available and not a proprietary design of the manufacturer.

9.

The motor rotor and stator assembly shall be of the standard frame design and secured to the pump seal plate by four threaded fasteners allowing for easy serviceability.

10.

The motor shall be constructed with the windings operating in a sealed environment containing clean dielectric oil, making it capable of operating in a totally, partially or non-submerged condition for extended periods of time without damage due to overheating.

11.

The motor windings shall be of Class F insulation. The motor shall meet the standard NEMA design B for three phase torque curve.

12.

The motor shaft shall be 416 stainless steel.

13.

Motor protection against excessive temperature shall be provided by heat sensor thermostat attached to the stator windings and connected in series with the contactor coil in the control panel.

14.

The lower pump bearing shall be single ball type to accept radial and thrust loads, and the upper bearing shall ball type for radial loads. Bearings shall operate in an oil bath atmosphere.

15.

The pump power cord shall and moisture and temperature sensor cords shall be as per the recommendation of the pump manufacturer. Length of power and sensor cords shall be 30 ft (standard) or custom length required based on distance between the pump and the control panel. No junction box or splicing is allowed between the pumps and control panel. The cord entry design shall be such that it insures a watertight and submersible seal. All incoming lead wires shall be spliced in the motor terminal housing. After splicing, the terminal housing shall be filled with epoxy to seal the outer cord jacket and the individual strands to prevent water from entering the motor housing. A secondary rubber pressure grommet shall be provided as an additional sealing point and strain relief at the point of cord entry.

B.

Pump Tests:

1.

The pump manufacturer shall conduct hydraulic tests as per the applicable Hydraulic Institute Standard B criteria

2.

Conduct motor voltage, frequency and cord tightness and moisture tests as per UL criteria to ensure motor characteristics match with the motor plate.

2.02

FLOAT SWITCHES, PANEL ENCLOSURE AND DUPLEX CONTROL PANEL & SWITCHES

A.

Control Float Switches: Four (4), normally open (NO), single action liquid level control switches suitable for intrinsically safe circuits and Class I, Group D, Division 1 locations shall be provided.. The float switches shall be narrow angle mercury or mechanical snap action type pilot duty devices mounted in a corrosion resistant polypropylene housing. The floats shall be secured on a PVC pole attached to the stainless steel rail assembly as shown on the contract drawings and provided by the manufacturer of the basin package. Level control switches shall be attached to the PVC support pole with stainless steel clamps. Control switch elevations shall be field adjustable by moving the location of the clamps. Switches shall operate pumps at elevations and sequence as specified in this section. All switches shall be open and pumps off when the basin is empty. Location and function and sequence of switches shall be as follows:

1.

Low Level Cut Off- Normally Open. Closes when water level reaches 10 inches. The function is to protect pumps from running dry if "Pumps Off" switch malfunctions.

2.

Pumps Off - Normally Open. Closes when water level reaches 12 inches. Function is to turn both pumps off during pump down operation.

3.

Pump On- Normally Open. Closes when water level reaches 24 inches. Function is to turn the lead pump on.

4.

Lag Pump On/Alarm: Closes when water level reaches 30 inches. Function is to turn the second pump on and activate alarm system.

B.

A duplex control panel shall be furnished in NEMA 4X fiberglass enclosure, or NEMA 3R steel enclosure for operating two 7.5 HP, 230 Volts, 3 Phase,60 Hertz submersible motors in duplex control logic sequence. The control panel and components therein shall be UL508 listed for the use in industrial control equipment. The enclosure shall have a lockable outer door and a dead front inner swing door. Pilot lights and control switches shall be mounted on front of the inner dead front door for operator safety. Control wires, relays and terminal blocks shall be behind the inner door. The panel shall have the following components and features:

1.

A combination circuit breaker and overload protection for each motor.

2.

Run time meter and event counter for each motor

3.

Pump running indicating light for each motor.

4.

Short circuit protection, reset and disconnect for all phases.

5.

Across-the-line magnetic starter for each motor.

6.

HOA switch for each motor

7.

Overload relay properly sized for motor characteristics for each motor.

8.

Control circuit shall be intrinsically safe and designed to accept input from intrinsically safe pilot duty float switches and pump moisture and heat sensors.

9.

An automatic pump alternator shall be provided to alternate pumps every cycle under normal conditions. Alternator shall be provided with a manual selector switch to permanently select either of the pumps as lead pump. Pump alternation control shall have a time delay function to prevent simultaneous start of both pumps after power outage events.

10.

Moisture sensor relay with warning light shall be included for each pump to indicate moisture in the pump seal cavity. The moisture sensor relay shall have a test circuit consisting of a push-to-test button with neon indicating lamp for checking the moisture sensing components.

11.

Control panel shall be equipped with terminals for temperature sensors. Thermostats shall be wired as required by the pump manufacturer and shall turn the motor off with temperature rise

12.

Intrinsically safe relays shall be provided for reducing voltage power supply to all level control floats

13.

Lightening arrestor for the control panel to protect against transient power surge due to lightening strike near the station.

C.

Pump Station Alarm System: An audio/visual High Water Level Alarm system shall be provided as part of the control panel and shall have following components and features:

1.

Horn and Red Flashing Light. Alarm horn shall be 90dB at 10 ft and alarm light shall be 40W red flashing light in vapor proof lens.

2.

Push to silence button for the the horn. Visual flashing alarm shall stay lit until the alarm condition is cleared by conditions in the wetwell or by the operator.

3.

Push to test button for testing the alarm circuit.

4.

A 12-V Rechargeable Battery back up high water level alarm for high water level during power outage.

D.

CONTROL PANEL MOUNTING

1.

Contractor shall mount pump station control panel as shown on the contract drawings.

2.

Vertical supports shall be 2 1/2 inch diameter galvanized steel pipes embedded in concrete and capped with threaded cap on the top.

3.

Horizontal "C channels" shall be 12 Gauge galvanized steel with cross section 1-5/8 inch X 13/16 inch half slot. The "C channels" shall be attached to the support pipes using pipe anchor chairs and channel nuts. The pipe anchor chairs shall be secured on the half slotted side. Control panel shall be secured on the other side.

4.

Control panel shall be mounted on the "C Channels" using galvanized or stainless steel bolts through the panel's wall mounting feet and secured with spring channel nuts located inside the C Channel.

2.03

PACKAGED FIBERGLASS PUMP BASIN WITH FACTORY INSTALLED ACCESSORIES

A.

Fiberglass Reinforced Plastic Basin: Meeting requirements of ASTM D3753-99 Standard Specification for Glass-Fiber-Reinforced Polyester Manholes and Wetwells 1.

Basin Size: 60 inch diameter X 96 inch deep round cylindrical basin

2.

Basin Material: Custom molded fiberglass reinforced polyester resin

3.

Wall Thickness: Minimum 0.46 inch

4.

Inlet/Outlet: 6 inch diameter cast iron inlet hub for the gravity sewer and 4-inch diameter coupling for outlet to force main as shown on contract drawings. The locations shown on the drawings are approximate. Contractor shall obtain confirmation and approval of exact location of inlet/outlet opening from the Forest Service COR before ordering the factory built basin.

5.

Ballast support flange shall be provided as an integral part of the basin, which shall extend a minimum of three inches on the radius of the basin.

6.

Three (3) electrical couplings shall be bolted to the basin wall, two for the pump cables and one for the float cables. The float coupling shall be a minimum of 2" (51mm) from the pump couplings. The coupling locations shown on the drawings are approximate. Contractor shall obtain written confirmation and approval of electrical conduit couplings from the Forest Service COR before ordering the basin.

7.

The basin cover shall be of aluminum construction with a minimum thickness of three-eights inch (9.5mm), and shall have a minimum diameter four inches (102mm) greater than the basin. A hinged door for pump access shall be an integral part of the cover, and shall have locking provisions. The size of the access opening and hinged door is based on pumps used for design basis. The contractor shall coordinate with the pump manufacturer about exact opening required for the pumps provided. The cover shall be securely mounted to the basin with a minimum of six (6) stainless steel bolts threaded into stainless steel inserts in the top collar of the basin. All hardware for the cover shall be stainless steel. The cover shall have a 2" NPT screened bug-free vent that is corrosion resistant.

B.

Pump Guide Rail and Break-Away Assembly

1.

The slide rail shall consist of 300 series stainless steel upper pump guide brackets, lower pump guide brackets of brass and "C" channel rail assembly of 14 gauge (minimum) 300 series stainless steel.

2.

The stainless steel rail shall support the pump at the required distance from the basin floor to provide unrestricted flow of sewage into the pump. The guide brackets shall be attached to the pump for positioning of the unit on the guide rail during installation or removal

3.

The upper rail bracket shall mount to the basin wall and position the upper end of the stainless steel guide rail and the lower rail bracket shall mount to the basin wall and position the lower end of the guide rail.

4.

The stationary portion of the hydraulically sealed discharge coupling assembly shall be machined cast iron and the movable fitting of 85-5-5-5 brass.

5.

The stationary portion of the hydraulically sealed discharge coupling assembly shall be machined cast iron and the movable fitting of 85-5-5-5 brass. The stationary fitting shall have a fiber reinforced neoprene diaphragm clamped between the stainless steel rail and the stationary cast iron discharge. The brass moveable fitting, when in position shall be held against the stationary fitting by the construction of the stainless steel rail, aligning the movable fitting to the flexible diaphragm for proper sealing of the two surfaces under pressure

6.

A polypropylene rope with a minimum breaking strength of 3000 pounds shall be provided for each pump's installation and removal.

C.

Station Piping and Valves inside the Basin

1.

The pump discharge piping shall be 2 inch schedule 40 stainless steel.

2.

Check valves shall be 2-inch cast iron body, ASTM Class 30, with PVC plug ball check valves, installed in the vertical position between the pump discharge and the movable fitting. The ball shall not impede flow through the check valve and the operating flow area shall be equal to the nominal size of the valve. The ball shall be natural rubber or other corrosion resistant material such as EPDM. A 3-inch diameter ball check valve of similar characteristics shall be provided in the 3-inch common discharge pipe in vertical position.

3.

Gate valves shall be 2 inch PVC true union ball valves installed in the discharge piping for each pump to provide shut-off capabilities during pump removal. The ball valve shall be full ported with a minimum rated pressure of 150 PSI and shall be fitted with an integral stainless steel extension handle. The extension handle shall extend up to within six (6) inches of the top of the basin for ease of access and operation, and shall be secured to the rail support bracket with a stainless steel bracket.

4.

The 3 inch diameter vertical and 4 inch dia horizontal discharge pipe inside the basin shall be flanged schedule 80 PVC or ABS Pipe.

5.

Pump and control wiring shall run continuously to the control panel through conduit and sealed fittings. All incoming power and control wires must pass through cord grips and sealed fittings with sealing compound as required by Underwriters Laboratories.

PART 3 EXECUTION

3.01

INSTALLATION:

A.

Basin shall be embedded in wet concrete as shown on the plans. Level the wetwell before pouring rest of the slab. Fill the basin approximately 10 inches with water before placing concrete above the ballast flange to protect against hydrostatic pressure.

3.02

PROTECTION

A.

Protect pump station from floating by partially filling it with water until the backfill is completed to secure the station against flotation.

B.

Store pumps and controls indoor until ready to install.

END OF SECTION

SECTION 31 23 16.13

TRENCHING

PART 1 GENERAL

1.01

SECTION INCLUDES

A.

Backfilling and compacting for utilities outside the building to utility main connections.

1.02

RELATED REQUIREMENTS

A.

Section 31 22 00 - Grading: Site grading.

B.

Section 31 23 16 - Excavation: Building and foundation excavating.

C.

Section 31 23 23 - Fill: Backfilling at building and foundations.

PART 2 PRODUCTS

2.01

FILL MATERIALS

A.

General Fill - Subsoil excavated on-site.

1.

Free of lumps larger than 3 inches (75 mm), rocks larger than 2 inches (50 mm), and debris.

PART 3 EXECUTION

3.01

EXAMINATION

A.

Verify that survey bench marks and intended elevations for the work are as indicated.

3.02

PREPARATION

A.

Identify required lines, levels, contours, and datum locations.

B.

Locate, identify, and protect utilities that remain and protect from damage.

C.

Notify utility company to remove and relocate utilities.

D.

Protect bench marks, survey control points, existing structures, fences, sidewalks, paving, and curbs from excavating equipment and vehicular traffic.

E.

Protect plants, lawns, rock outcroppings, and other features to remain.

3.03

TRENCHING

A.

Notify Engineer of unexpected subsurface conditions and discontinue affected Work in area until notified to resume work.

B.

Slope banks of excavations deeper than 4 feet (1.2 meters) to angle of repose or less until shored.

C.

Do not interfere with 45 degree bearing splay of foundations.

D.

Cut trenches wide enough to allow inspection of installed utilities.

E.

Hand trim excavations. Remove loose matter.

F.

Remove large stones and other hard matter that could damage piping or impede consistent backfilling or compaction.

G.

Remove excavated material that is unsuitable for re-use from site.

3.04

PREPARATION FOR UTILITY PLACEMENT

A.

Cut out soft areas of subgrade not capable of compaction in place. Backfill with general fill.

B.

Compact subgrade to density equal to or greater than requirements for subsequent fill material.

C.

Until ready to backfill, maintain excavations and prevent loose soil from falling into excavation.

3.05

BACKFILLING

A.

Backfill to contours and elevations indicated using unfrozen materials.

B.

Employ a placement method that does not disturb or damage other work.

C.

Systematically fill to allow maximum time for natural settlement. Do not fill over porous, wet, frozen or spongy subgrade surfaces.

D.

Slope grade away from building minimum 2 inches in 10 ft (50 mm in 3 m), unless noted otherwise. Make gradual grade changes. Blend slope into level areas.

E.

Correct areas that are over-excavated.

1.

Other areas: Use general fill, flush to required elevation, compacted to minimum 97 percent of maximum dry density.

F.

Compaction Density Unless Otherwise Specified or Indicated:

1.

Under paving, slabs-on-grade, and similar construction: 97 percent of maximum dry density.

G.

Reshape and re-compact fills subjected to vehicular traffic.

3.06

BEDDING AND FILL AT SPECIFIC LOCATIONS

A.

Use general fill unless otherwise specified or indicated in the contract drawing.

B.

Utility Piping, Conduits, Duct Bank, and Sewer line.

1.

Bedding: Sand

2.

Cover with general fill.

3.

Fill up to subgrade elevation.

4.

Compact in maximum 8 inch (200 mm) lifts to 80 percent of maximum dry density.

3.07

FIELD QUALITY CONTROL

3.08

CLEANING

A.

Leave unused materials in a neat, compact stockpile.

B.

Remove unused stockpiled materials, leave area in a clean and neat condition. Grade stockpile area to prevent standing surface water.

C.

Leave borrow areas in a clean and neat condition. Grade to prevent standing surface water.

END OF SECTION

SECTION 33 31 11

SITE SANITARY UTILITY SEWERAGE PIPING

PART 1 GENERAL

1.01

SECTION INCLUDES

A.

Furnishing and installation of gravity sewer piping, fittings, and accessories from the septic tank to the new lift station.

B.

Furnishing and installing of pressure sewer force main piping and fittings and accessories from the new lift station and connecting it to the existing force main

C.

Making Connection of gravity sewer to the septic tank and lift station and making connection of pressure force main to the lift station and existing pressure force main. Cut and cap existing gravity line and pressure line where shown on the project drawings.

1.02

RELATED REQUIREMENTS

A.

Section 31 23 16 - Excavation: Excavating of trenches.

B.

Section 31 23 23 - Fill: Bedding and backfilling.

C.

Section 31 23 16.13 - Trenching: Excavating, bedding, and backfilling.

1.03

REFERENCE STANDARDS

A.

ASTM A 746 - Standard Specification for Ductile Iron Gravity Sewer Pipe; 2003.

B.

ANSI/AWWA C104/A21.4 -- American National Standard for Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water

C.

ANSI/AWWA C105/A21.5 -- American National Standard for Polyethylene Encasement for Ductile-Iron Pipe Systems

D.

ANSI/AWWA C110/A21.10 -- American National Standard for Ductile-Iron and Gray-Iron Fittings, 3-inch through 48-inch, for Water and Other Liquids

E.

ANSI/AWWA C111/A21.11 -- American National Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings

F.

ANSI/AWWA C115/A21.15 -- American National Standard for Flanged Ductile-Iron Pipe with Ductile-Iron or Gray-Iron Threaded Flanges

G.

ANSI/AWWA C116/A21.16 -- American National Standard for Protective Fusion-Bonded Epoxy Coatings for the Interior and Exterior Surfaces of Ductile-Iron and Gray-Iron Fittings for Water Supply Service

H.

ANSI/AWWA C150/A21.50 -- American National Standard for the Thickness Design of Ductile-Iron Pipe

I.

ANSI/AWWA C151/A21.51 -- American National Standard for Ductile-Iron Pipe, Centrifugally Cast, for Water

J.

ANSI/AWWA C153/A21.53 -- American National Standard for Ductile-Iron Compact Fittings, 3-inch through 24-inch and 54-inch through 64-inch, for Water Service

1.04

SUBMITTALS

A.

See Section 01 30 00 - Administrative Requirements, for submittal procedures.

B.

Product Data: Provide data indicating pipe, pipe accessories.

C.

Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.

D.

Project Record Documents:

1.

Record location of pipe runs, connections, and invert elevations.

2.

Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.

E. Mechanical Joint Restraint

1.05

REGULATORY REQUIREMENTS

A.

Conform to applicable code for materials and installation of the Work of this section.

PART 2 PRODUCTS

2.01

SEWER PIPE MATERIALS (GRAVITY SEWER)

A.

Ductile Iron Pipe: ASTM A 746, Pressure Class 350, with asphaltic lining, inside nominal diameter of 6-inch (150mm), bell and spigot end.

B.

Joint Seals for Ductile Iron Pipe: AWWA C111/A21.11 rubber gaskets.

C.

Fittings: Same material as pipe molded or formed to suit pipe size and end design, in required tee, bends, elbows, cleanouts, reducers, traps and other configurations required.

2.02

SEWER PIPE MATERIALS (PRESSURE FORCE MAIN)

A.

Pipe Design: Ductile iron pipe shall be designed in accordance with the latest revision of ANSI/AWWA C150/A21.50 for a minimum 150 psi rated working pressure. Plus a 100 psi surge allowance

B.

Pipe Manufacturing: Ductile iron pipe shall be manufactured in accordance with the latest revision of ANSI/AWWA C151/A21.51.

C.

Pipe Coating: Pipe shall have standard asphaltic coating on the exterior in accordance with the latest revision of ANSI/AWWA C104/A21.4. Pipe interior lining to be cement lining with asphalt seal coat in accordance with ANSI/AWWA C104/A21.4

D.

Markings: The class or nominal thickness, net weight without lining, and casting period shall be clearly marked on each length of pipe. Additionally, the manufacturer's mark, country where cast, year in which the pipe was produced, and the letters “DI” or “Ductile” shall be cast or stamped on the pipe.

E.

Pipe Joints: All pipes shall be furnished with Push-on Type Joints, such as Tyton® or Fastite®. Joints shall be in accordance with ANSI/AWWA C111/A21.11, of latest revision, and be furnished complete with all necessary accessories.

F.

Pipe Fittings: Fittings shall be ductile iron. Fittings shall conform to the latest revision of either ANSI/AWWA C110/A21.10 or ANSI/AWWA C153/A21.53. Fittings and accessories shall be furnished with either Push-on or Mechanical Type Joints in accordance with ANSI/AWWA C111/A21.11, of latest revision.

2.03

PIPE ACCESSORIES

A.

Trace Wire: Magnetic detectable conductor, clear plastic covering, imprinted with "Sewer Service” in large letters.

2.04

BEDDING AND COVER MATERIALS

A.

Pipe Bedding Material: As specified in Section 31 23 16.13.

B.

Pipe Cover Material: As specified in Section 31 23 16.13.

PART 3 EXECUTION

3.01

TRENCHING

A.

See Section 31 23 16.13 for additional requirements.

B.

Hand trim excavation for accurate placement of pipe to elevations indicated.

C.

Backfill around sides and to top of pipe with cover fill, tamp in place and compact, then complete backfilling.

3.02

INSTALLATION - PIPE

A.

Verify that trench cut is ready to receive work and excavations, dimensions, and elevations are as indicated on layout drawings.

B.

Install pipe, fittings, and accessories in accordance with manufacturer's instructions. Seal watertight.

1.

Force main pipe, fittings and accessories shall be installed and tested in accordance with the latest revision of ANSI/AWWA C600, with the exception that disinfection and microbial testing is not required. All other requirements including pressure and leakage test shall be conducted in accordance with the ANSI/AWWA C600 latest edition.

C.

Lay pipe to slope gradients noted on layout drawings; with maximum variation from true slope of 1/8 inch (3 mm) in 10 feet (3 m).

D.

Connect to lift station, septic tank or force main as shown on the project drawings.

E.

Install sewer pipe such that horizontal separation between the sewer and water lines is 10 ft (min). Where sewer line crosses water line install sewer line 12 inches below the water line.

F.

Install trace wire 6 inches (150 mm) above top of pipe; coordinate with Section 31 23 16.13.

3.03

FIELD QUALITY CONTROL

A.

Perform field inspection and testing in accordance with ANSI/AWWA C600.

B.

If tests indicate Work does not meet specified requirements, remove Work, replace and retest at no cost to USDA Forest Service.

C.

Pressure Test: Test force main in accordance with ANSI/AWWA C600.

D.

Leakage Test: Test force main in accordance with ANSI/AWWA C600.

E.

Infiltration Test: Not required

3.04

PROTECTION

A.

Protect pipe and bedding cover from damage or displacement until backfilling operation is in progress.

END OF SECTION

SECTION 26 0534

CONDUIT

PART 1 GENERAL

PART 2 PRODUCTS

2.01

CONDUIT REQUIREMENTS

A.

Conduit Size: Comply with NFPA 70.

1.

Minimum Size: 1/2 inch (13 mm) unless otherwise specified.

B.

Underground Installations:

1.

Use rigid steel conduit, intermediate metal conduit, or plastic coated conduit.

2. All underground conduit shall be buried a minimum of 36” below grade and shall be topped with detectable warning tape.

C.

Dry Locations:

1.

Concealed: Use rigid steel conduit, rigid aluminum conduit, intermediate metal conduit, electrical metallic tubing, thick wall nonmetallic conduit, or nonmetallic tubing.

2.02

METAL CONDUIT

A.

Rigid Steel Conduit: ANSI C80.1.

B.

Rigid Aluminum Conduit: ANSI C80.5.

C.

Intermediate Metal Conduit (IMC): Rigid steel.

D.

Fittings and Conduit Bodies: NEMA FB 1; material to match conduit.

2.03

PVC COATED METAL CONDUIT

A.

Description: NEMA RN 1; rigid steel conduit with external PVC coating.

B.

Fittings and Conduit Bodies: NEMA FB 1; steel fittings with external PVC coating to match conduit.

2.04

ELECTRICAL METALLIC TUBING (EMT)

A.

Description: ANSI C80.3; galvanized tubing.

B.

Fittings and Conduit Bodies: NEMA FB 1; steel or malleable iron compression type.

2.05

NONMETALLIC CONDUIT

A.

Description: NEMA TC 2; Schedule 40 PVC.

B.

Fittings and Conduit Bodies: NEMA TC 3.

2.06

NONMETALLIC TUBING

A.

Description: NEMA TC 2.

B.

Fittings and Conduit Bodies: NEMA TC 3.

PART 3 EXECUTION

3.01

EXAMINATION

A.

Verify routing and termination locations of conduit prior to rough-in.

B.

Conduit routing is shown on drawings in approximate locations unless dimensioned. Route as required to complete wiring system.

3.02

INSTALLATION

A.

Install conduit securely, in a neat and workmanlike manner, as specified in NECA 1.

B.

Install steel conduit as specified in…