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TABLE OF CONTENTS - 1

TABLE OF CONTENTS

DIVISION 2 – SITEWORK

No. Description

02072 DEMOLITION, CUTTING AND PATCHING

02110 SITE CLEARING

02113 TEMPORARY BYPASS PUMPING AND FLOW CONTROL

02200 EARTHWORK

02221 TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES

02224 ENCASED PIPELINE UNDERCROSSINGS

02230 STORMWATER POLLUTION AND PREVENTION

02260 TOPSOILING AND FINISHED GRADING

02270 SOIL EROSION AND SEDIMENT CONTROL

02271 STONE REVETMENT (RIP RAP)

02400 SHEETING AND SHORING

02513 ASPHALTIC CONCRETE VEHICULAR PAVING

02515 PRECAST CONCRETE MANHOLE STRUCTURES

02530 DEWATERING

02661 FORCE MAIN AND GRAVITY LINE CONSTRUCTION

02781 HORIZONTAL DIRECTIONAL DRILLING

02930 SEEDING, SODDING AND LANDSCAPING

DIVISION 3 – CONCRETE

No. Description

03002 CONCRETE

DIVISION 9 – FINISHES

No. Description

09905 PAINTING AND PROTECTIVE COATINGS

DIVISION 15 – MECHANICAL

No. Description

15060B PIPE AND PIPE FITTINGS: BASIC FORCEMAIN AND GRAVITY

WASTEWATER REQUIREMENTS

15062 PIPE: DUCTILE

15064 PIPE: PLASTIC

15100 VALVES: BASIC REQUIREMENTS

15102 PLUG VALVES

15106 CHECK VALVES

15114 MISCELLANEOUS VALVES

15350 MANHOLE REHABILITATION

15351 MPW WASTEWATER PUMPING FACILITIES

15351-B MPW WASTEWATER GRINDER PUMPING FACILITIES

15352 SEWER CLEANING AND TV INSPECTION

15353 CURED-IN-PLACE LINING (CIPP)

15355 PRECAST CONCRETE WELLS

15360 LININGS AND COATINGS FOR PRECAST CONCRETE MANHOLES

AND WETWELLS

15366 FUSIBLE POLYVINYL CHLORIDE (PVC) PIPE FOR PRESSURE MAINS

INSTALLED BY DIRECTIONAL DRILLING

TABLE OF CONTENTS - 2

DIVISION 16 – ELECTRICAL

No. Description

16050 GENERAL PROVISIONS - ELECTRICAL

16120 LOW VOLTAGE WIRES AND CABLES – 0 TO 600 VOLTS

16130 CONDUIT SYSTEMS

16310 PUMP CONTROL PANEL

16310-A CONTROL STRATEGY DESCRIPTIONS

16310-B CONTROL LOGIC

16420 VARIABLE FREQUENCY DRIVES (VFD) FOR PUMPING APPLICATIONS

(*) Denotes that a revision has been made to the section, see Revision List on the following page for revision

descriptions

MPW STANDARD TECHNICAL SPECIFICATIONS

SECTION 02072 – DEMOLITION, CUTTING AND PATCHING - Page 1

SECTION 02072

DEMOLITION, CUTTING AND PATCHING

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Demolition, cutting and patching of existing construction where shown on Drawings, or as required

to accommodate new work shown or specified.

B. Related Sections include but are not necessarily limited to:

1. Division 0 - Bidding Requirements, Contract Forms, and Conditions of the Contract.

2. Division 1 - General Requirements.

3. Section 03002 - Concrete.

4. Section 09905 - Painting and Protective Coatings.

1.2 SUBMITTALS

A. Shop Drawings:

1. See Section 01340 for requirements for the mechanics and administration of the submittal process.

2. Indicating manufacturer and type of:

a. Proposed nonshrink grout.

b. Epoxy bonding adhesive.

c. Proposed materials and methods to be used for matching and repairing existing construction.

1.3 DELIVERY, STORAGE, AND HANDLING

A. General:

1. Salvage items, designated for Owner's salvage, as a functional unit.

2. Clean, list and tag for storage.

3. Protect from damage and deliver to location designated.

4. Salvage each item with auxiliary or associated equipment required for operation.

1.4 CONDITIONS

A. Perform preliminary investigations as required to ascertain extent of work.

1.5 SEQUENCING AND SCHEDULING

A. Coordinate and reschedule work as required to preclude interference with other operations.

PART 2 - PRODUCTS

2.1 ACCEPTABLE MANUFACTURERS

A. Subject to compliance with the Contract Documents, the following products and manufacturers are

acceptable:

1. Nonshrink grout:

a. Supreme Grout by Gifford Hill.

b. Masterflow 713 Plus by BASF Building Systems.

c. Sika Grout 212 by Sika.

2. Epoxy bonding adhesive:

a. Euco No.452 MV by Euclid Chemical Co.

b. Sikadur 32, Hi-Mod by Sika Corporation.

B. Submit request for substitution in accordance with Specification Section 01640.

2.2 MATERIALS

A. Temporary Partitions:

1. Plywood: 1/2 IN minimum for interior or exterior use.

2. Paneling: 1/4 IN minimum for interior use.

B. Nonshrink Grout:

1. Nonmetallic, noncorrosive and nonstaining.

2. Premixed with only water to be added in accordance with manufacturer's instructions at jobsite.

3. Grout to produce a positive but controlled expansion. Mass expansion not to be created by gas

liberation or by other means.

4. Minimum compressive strength at 28 days to be 6500 psi.

5. Coat exposed edges of grout with a cure/seal compound recommended by grout manufacturer.

MAY 30, 2019


SECTION 02072 – DEMOLITION, CUTTING AND PATCHING - Page 2

C. Epoxy Bonding Adhesive:

1. Two component, moisture insensitive adhesive manufactured for the purpose of bonding fresh

concrete to hardened concrete.

PART 3 - EXECUTION

3.1 PREPARATION

A. Provide temporary partitions as required in public areas.

1. Construct partitions of braced plywood in exterior areas.

2. Adequately braced paneling may be used in interior areas.

B. Provide covered passageways where necessary to ensure safe passage of persons in or near areas of work.

C. Provide substantial barricades and safety lights as required.

D. Provide temporary dustproof partitions where indicated or necessary.

1. Prevent infiltration of dust into occupied areas.

E. Provide temporary weather protection as necessary.

3.2 INSTALLATION

A. Cutting and Removal:

1. Remove existing work indicated to be removed, or as necessary for installation of new work.

2. Neatly cut and remove materials, and prepare all openings to receive new work.

3. Remove masonry or concrete in small sections.

B. Modification of Existing Concrete:

1. Where indicated, remove existing concrete and finish remaining surfaces as specified in Section

03002.

a. Protect remaining concrete from damage.

b. Make openings by sawing through the existing concrete.

c. Concrete may be broken out after initial saw cuts in the event concrete thickness prevents

cutting through.

d. Where sawing is not possible, make openings by drilling holes around perimeter of opening and

then chipping out the concrete.

1. Holes shall be sufficient in number to prevent damage to remaining concrete.

2. Oversize required openings in existing concrete 1 IN on all sides and build back to required

opening size by means of non-shrink grout epoxy bonded to the existing concrete.

3. Where oversized openings cannot be made, remove the concrete to the required opening

size and cut back exposed reinforcing 1 IN from face of concrete and fill resulting holes

with non-shrink grout.

C. Removal of Existing Anchor Bolts or Other Protruding Elements:

1. Removed to a depth of 1/2 IN from finished surface.

2. Fill void with non-shrink grout.

D. Matching and Patching:

1. Walls, ceilings, floors or partitions:

a. Repair abutting walls, ceilings, floors or partitions disturbed by removal.

b. Match and patch existing construction disturbed during installation of new work.

2. Methods and materials:

a. Similar in appearance, and equal in quality to adjacent areas for areas or surfaces being repaired.

B. Subject to review of Engineer.

E. Salvaged Items:

1. Thoroughly dry and clean all metal surfaces.

2. Prime all bare metal in accordance with Section 09905.

3. Clean and lubricate motors and other moving parts.

4. Brace motors attached to flexible mountings until reinstallation.

5. Dispose of items or materials not designated for Owner's salvage or reuse. Promptly remove from

site.

6. Do not store or sell Contractor salvaged items or materials on site.

F. Clean Up:

1. Transport debris and legally dispose of offsite.

END OF SECTION

MAY 30, 2019


SECTION 02110 – SITE CLEARING – Page 1

SECTION 02110SITE CLEARING

PART 1 - GENERAL1.1 SUMMARY


1. Site clearing, tree protection, stripping topsoil and demolition.




3. Section 01530 – Tree Protection

4. Section 01560 - Environment Protection and Special Controls

5. Section 02260 - Topsoiling and Finished Grading.

6. Section 02270 - Soil Erosion and Sediment Control.

PART 2 - PRODUCTS - (NOT APPLICABLE TO THIS SECTION)

PART 3 - EXECUTION3.1 PREPARATION

A. Protect existing trees and other vegetation to remain against damage.

1. Do not smother trees by stockpiling construction materials or excavated materials within drip line.

2. Avoid foot or vehicular traffic or parking of vehicles within drip line.

3. Refer to Section 01530 for tree protection and removal requirements.

B. Repair or replace trees and vegetation damaged by construction operations.

1. Repair to be performed by or under the direction of a qualified arborist.

2. Remove trees which cannot be repaired and restore to full-growth status.

3. Replace with new trees at inch per inch damaged or as mitigation requires (minimum 4 IN caliper).

C. Owner will obtain authority for removal and alteration work on adjoining property.

3.2 SITE CLEARING

A. Topsoil Removal:

1. Strip topsoil to depths encountered.

a. Remove heavy growths of grass before stripping.

b. Stop topsoil stripping sufficient distance from such trees to prevent damage to main root system.

c. Separate from underlying subsoil or objectionable material.

2. Stockpile topsoil where directed by Engineer.

a. Construct storage piles to freely drain surface water.

b. Seed or cover storage piles to prevent erosion.

3. Do not strip topsoil in wooded areas where no change in grade occurs.

4. Borrow topsoil: Reasonably free of subsoil, objects over 2 IN DIA, weeds and roots.

B. Clearing and Grubbing:

1. Clear from within limits of construction all trees not marked to remain.

a. Include shrubs, brush, downed timber, rotten wood, heavy growth of grass and weeds, vines,

rubbish, structures and debris.

2. Grub (remove) from within limits of construction all stumps, roots, root mats, logs and debris

encountered.

a. Totally grub under areas to be paved.

b. Grubbing in lawn areas:

1) In cut areas, totally grub.

2) In fill areas, where fill is less than 3 FT totally grub ground.

3) Where fill is 3 FT or more in depth, stumps may be left no higher than 6 IN above pre-existing

ground surface.

C. Disposal of Waste Materials:

1. Do not burn combustible materials on site.

2. Remove all waste materials from site.

3. Do not bury organic matter on site.

MAY 30, 2019


SECTION 02110 – SITE CLEARING – Page 2

3.3 ACCEPTANCE

A. Upon completion of the site clearing, obtain Engineer's acceptance of the extent of clearing, depth of

stripping and rough grade.

END OF SECTION

MAY 30, 2019


SECTION 02113 – TEMPORARY BYPASS PUMPING AND FLOW CONTROL– Page 1

SECTION 02113

TEMPORARY BYPASS PUMPING AND FLOW CONTROL

PART 1 - GENERAL

1.1 SUMMARY


1. Requirements for temporary bypass pumping and flow control of peak sewage flows.




3. 01060 - Special Conditions

4. 01340 – Submittals

1.2 QUALITY ASSURANCE

A. Contractor to provide qualifications for the bypass pumping including:

1. A minimum of five (5) years in experience in operations that successfully utilized bypass pumping

systems of equal or larger capacity to the system specified in this section.

2. Submit references for at least five (5) previous projects that successfully utilized bypass pumping

systems of equal or larger capacity to the system specified in this section.

B. Qualifications shall be approved by the Owner and Engineer prior to any work on the site.

1.3 REQUIREMENTS

A. The temporary bypass pumping and flow control shall include the following.

1. To facilitate completion of inspection, cleaning or rehabilitation work the Contractor shall provide;

a. Labor

b. Materials

c. Supervision

2. Interruption of sewage flow shall be avoided whenever possible throughout the duration of the project.

Contractor shall provide documentation of circumstances that would require service to be interrupted.

Engineer and Owner shall approve interruption in service.

3. The bypass flow shall be continuously monitored and metered.

4. For each bypass set-up, a plug shall be provided at the bypass manhole and at the wetwell in the

gravity sewer piping.

1.4 SUBMITTALS

A. Bypass Pumping Plan:


2. Shall provide for accessibility of pedestrians and vehicular traffic.

3. Plan shall be approved prior to any activities on the project site.

B. Bypass Pumping Drawings


2. Drawings indicating the scheme and location of temporary sewer plugs and bypass discharge lines for

the project site. The drawings shall indicate the method and location for discharging the bypass lines.

3. Flow control plan shall include, but not be limited to, the following:

a. Detailed procedures for handling wastewater flows.

b. Schedule

c. Location

d. Listing of equipment and capacities

4. Bypass pumping plan shall include:

a. Staging areas for pumps

b. Sewer plugging method and type of plug

c. Number, size, material, location, and method of installation of suction piping

d. Bypass pump sizes, capacity, number of each size to be onsite, and power requirements.

e. Calculations of static lift, friction losses and flow velocity (pump curves showing pump-operation

range for selection of bypass pumping pipe size.)

f. Downstream discharge plan

g. Thrust and restraint block sizes and locations

h. Method of noise control for each pump

i. Temporary pipe supports and anchoring required

j. Plans for access to bypass pumping locations

k. Schedule for installation of and maintenance of bypass pumping lines

MAY 30, 2019



l. Plan indicating selection location of bypass pumping line locations

m. Detailed plans of a redundant back up system that can handle equal flow as the primary system

n. Method of operating primary and back-up pumps

o. Emergency response plan

5. Staffing plan

6. Spillage prevention plan

7. Spillage cleanup plan

8. Odor control plan

PART 2 - PRODUCTS

2.1 NOISE RESTRICTIONS

A. Pumps and other necessary equipment shall be equipped to keep the noise level below 69 dBA at 30 feet.

2.2 CAPACITY

A. Estimated flows and heads shall be provided from the wastewater collection model. The Contractor is

responsible for bypass pumping all actual flows to avoid any SSOs (Sanitary Sewer Overflows). One

primary electric or diesel-powered pump shall be provided to handle the full flow volume at each location,

with a diesel lag pump sized for the entire flow at each location. Pump shall operate using variable

frequency drives. The primary back-up pumps shall operate via an automated start/stop controller with

level transducers. When the lag pump operates, a 24-hour alarm system shall be used to notify the

Contractor. Contractor shall arrive on site within 30 minutes of alarm being issued. The TDH of the

existing system at each station will be provided. See sample table below. Contractor shall calculate the

required TDH of each bypass system based on the additional headloss in the bypass piping configuration of

the system. Note that many of the pumps are connected to manifolded force mains, so discharge head may

vary depending on which other pumps are operating simultaneously.

Site

Peak Flow,

Influent Line #1

(gpm)

Peak Flow,

Influent Line #2

(gpm)

Peak Flow,

Total

(gpm)

Peak Head,

TDH

(ft)

Peak Head,

TDH

(psi)

PS #, Location - - - - -

2.3 PIPING

A. Temporary bypass piping shall be high density polyethylene pipe that complies with AWWA C-906, DR

11, and has a working pressure of 160 psi. Minimum cell classification values shall be 345464C as

referenced in ASTM D3350 – latest edition.

B. Provide fittings molded or manufactured from a polyethylene compound having a cell classification equal

to or exceeding the compound used in the pipe. All fittings shall be of the same manufacturer as the pipe

being supplied.

C. Use the butt fusion method for joining sections of polyethylene pipe into continuous lengths, per the

manufacturer’s instructions.

2.4 ELECTRICAL

A. Electrical power shall be provided by Contractor. Lighting shall be provided in all spaces at all times where

necessary for good and proper workmanship, for inspection, or for safety. Contractor shall pay for all

power costs associated with the construction.

PART 3 - EXECUTION

3.1 GENERAL

A. The Contractor shall notify Engineer and Owner 48 hours prior to bypassing or diverting flow in any

pipelines.

3.2 PROTECTION

A. The Contractor shall be responsible for all bypass flows.

B. Contractor shall be responsible for prompt cleanup and disinfection of any spill as called for in bypass plan.

C. Contractor shall compensate Owner for the cost of any fines levied as the result of a spill or unauthorized

discharge.

D. When the lag pump alarm system is activated, a three-tier alert system via telephone shall be used, with the

first two calls going to the Contractor and the third call going to the Owner’s collection system supervisor.

MAY 30, 2019



3.3 SOURCE QUALITY CONTROL

A. Testing:

1. All components of pump station shall be given an operational test to check for excessive vibration, for

leaks in piping or seals, and for correct operation of automatic control system and auxiliary equipment.

Correct all deficiencies.

2. Couple pump suction and discharge lines to a reservoir and have the pumps recirculate water for at

least 1 HR under simulated service conditions.

3. Adjust automatic control to start and stop pumps at approximate levels required by job conditions.

3.4 FIELD QUALITY CONTROL

A. Hydrostatic Pressure Test

1. Prior to operation, test each section of discharge piping with maximum pressure equal to 2.0 times the

maximum operation pressure of the system or 50 psi, whichever is greater.

2. Test run shall last for two (2) hours.

3. The Contractor shall fill the line with water

4. The line shall be sealed on the discharge end.

5. The line may be put in service if after the two (2) hour period the pressure has been maintained and

there are no observable leaks.

6. Notify Engineer and Owner forty-eight (48) hours prior to testing.

B. Inspection

1. Contractor shall inspect temporary bypass pumping and piping system at a minimum of every day.

2. Inspection Log: Keep log of inspections for each pumping location.

3.5 CLEAN-UP

A. The bypass pumping system shall be cleaned and drained prior to removal at the end of the project.

1. The Contractor shall alternate pigging and purging of the system to remove all material.

B. Disturbed areas.

1. Restore areas affected by pumping activities to equal or better than original conditions which existed

prior to start of work.

3.6 SCHEDULING

A. The bypass system operation.

1. A trained and qualified attendant shall be assigned to operate this system at all times.

END OF SECTION

MAY 30, 2019


SECTION 02200 – EARTHWORK – Page 1

SECTION 02200

EARTHWORK

PART 1 - GENERAL

1.1 SUMMARY


1. Earthwork.




3. Section 02270 - Soil Erosion and Sediment Control

4. Section 02530 – Dewatering


A. Referenced Standards:

1. ASTM International (ASTM):

a. C33, Standard Specification for Concrete Aggregates.

b. D1557, Standard Test Method for Laboratory Compaction Characteristics of Soil Using

Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m)).

c. D3786, Standard Test Method for Hydraulic Bursting Strength of Knitted Goods and

Nonwoven Fabrics: Diaphragm.

e. D4253, Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using

a Vibratory Table.

f. D4254, Standard Test Methods for Minimum Index Density and Unit Weight of Soils and

Calculation of Relative Density.

g. D4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles.

1.3 SUBMITTALS

A. Shop Drawings:


2. Product technical data including:

a. Acknowledgement that products submitted meet requirements of standards referenced.

b. Manufacturer's installation instructions.

3. Certifications.

4. Test reports:

B. Samples:

1. Submit samples and source of fill and backfill materials proposed for use.

2. Submit samples and source of borrow materials proposed for use.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Excavated On-Site Material: Soil free from roots, rocks larger than 3”, and building debris meeting

general requirements for off-site borrow material and having a maximum particle size of nine (9)

inches.

B. Off-site Borrow Material: “Uniform Soil Classification System”, GW, GP, SW or SP which are free

from debris, roots, wood, scrap materials, and other vegetal matter and refuse. Liquid limit shall not

exceed 10 when tested in accordance with ASTM D423, non-plastic, no more than 10 percent by

weight shall be finer than No. 200 sieve when tested in accordance with ASTM D1140. Off-site

borrow material shall be tested for a laboratory CBR value not less than 12 in accordance with ASTM

D1883. Results of the CBR test shall be provided to the Engineer. Engineer’s written approval shall

be mandatory prior to use of off-site borrow material.

C. Unsatisfactory Material: Existing, in-place soil or other material which can be identified as having

insufficient strength characteristics or stability to carry intended loads in fill or embankment without

excessive consolidation or loss of stability. Unsatisfactory materials also include manmade inorganic

materials, refuse, uncompacted backfills from previous construction, organic or compressible materials

subject to decay or other deleterious or objectionable materials.

D. Granular Fill Under Slabs-On-Grade: Clean, crushed gravel complying with SCDOT Standard

Specification Appendix A-4 gradation size No. 789.

E. Geotextile Filter Fabric:

1. Nonwoven type.

2. Equivalent opening size: 50-100 (U.S. Standard Sieve).

3. Permeability coefficient (cm/second): 0.07 minimum, 0.30 maximum.

MAY 30, 2019



4. Grab strength: 90 LBS minimum in either direction in accordance with ASTM D4632

requirements.

5. Mullen burst strength: 125 psi minimum in accordance with ASTM D3786 requirements.

PART 3 - EXECUTION

3.1 PROTECTION

A. ALL EARTHWORK OPERATIONS SHALL BE IN COMPLIANCE WITH CURRENT OSHA

REQUIREMENTS.

B. Protect existing surface and subsurface features on-site and adjacent to site as follows:

1. Provide barricades, coverings, or other types of protection necessary to prevent damage to existing

items indicated to remain in place.

2. Protect and maintain bench marks, monuments or other established reference points and property

corners.

a. If disturbed or destroyed, replace at own expense to full satisfaction of Owner and controlling

agency.

3. Verify location of utilities.

a. Omission or inclusion of utility items does not constitute non-existence or definite location.

b. Secure and examine local utility records for location data.

c. Take necessary precautions to protect existing utilities from damage due to any construction

activity.

d. Repair damages to utility items at own expense.

e. In case of damage, notify Engineer at once so required protective measures may be taken.

4. Maintain free of damage, existing sidewalks, structures, and pavement, not indicated to be

removed.

a. Any item known or unknown or not properly located that is inadvertently damaged shall be

repaired to original condition.

b. All repairs to be made and paid for by Contractor.

5. Provide full access to public and private premises, fire hydrants, street crossings, sidewalks and

other points as designated by Owner to prevent serious interruption of travel.

6. Maintain stockpiles and excavations in such a manner to prevent inconvenience or damage to

structures on-site or on adjoining property.

7. Avoid surcharge or excavation procedures which can result in heaving, caving, or slides.

C. Salvageable Items: Carefully remove items to be salvaged by the Owner, and store on Owner's

premises unless otherwise directed.

D. Dispose of waste materials, legally, off site.

1. Burning, as a means of waste disposal, is not permitted.

3.2 SITE EXCAVATION AND GRADING

A. The work includes all operations in connection with excavation, borrow, construction of fills and

embankments, rough grading, and disposal of excess materials in connection with the preparation of

the site(s) for construction of the proposed facilities.

B. Excavation and Grading: Perform as required by the Contract Drawings.

1. Contract Drawings may indicate both existing grade and finished grade required for construction

of Project.

a. Stake all units, structures, piping, roads, parking areas and walks and establish their

elevations.

b. Perform other layout work required.

c. Replace property corner markers to original location if disturbed or destroyed.

2. Preparation of ground surface for embankments or fills:

a. Before fill is started, scarify to a minimum depth of 6 IN in all proposed embankment and fill

areas.

b. Where ground surface is steeper than one vertical to four horizontal, plow surface in a manner

to bench and break up surface so that fill material will bind with existing surface.

3. Protection of finish grade:

a. During construction, shape and drain embankment and excavations.

b. Maintain ditches and drains to provide drainage at all times.

c. Protect graded areas against action of elements prior to acceptance of work.

d. Reestablish grade where settlement or erosion occurs.

C. Borrow:

1. Provide necessary amount of approved fill compacted to density equal to that indicated in this

Specification.

2. Include cost of all borrow material in original proposal.

MAY 30, 2019



3. Fill material to be approved by Soils Engineer prior to placement.

D. Construct embankments and fills as required by the Contract Drawings:

1. Construct embankments and fills at locations and to lines of grade indicated.

a. Completed fill shall correspond to shape of typical cross section or contour indicated

regardless of method used to show shape, size, and extent of line and grade of completed

work.

2. Provide approved fill material which is free from roots, organic matter, trash, frozen material, and

stones having maximum dimension greater than 6 IN.

a. Ensure that stones larger than 4 IN are not placed in upper 6 IN of fill or embankment.

b. Do not place material in layers greater than 8 IN loose thickness.

c. Place layers horizontally and compact each layer prior to placing additional fill.

3. Compact by sheepsfoot, pneumatic rollers, vibrators, or by other equipment as required to obtain

specified density.

a. Control moisture for each layer necessary to meet requirements of compaction.


A. Include in bid price the cost of inspection and testing services and indicated herein as being performed

by the Soils Engineer.

B. Moisture density relations, to be established by the Soils Engineer required for all materials to be

compacted.

C. Extent of compaction testing will be as necessary to assure compliance with Specifications.

D. Give minimum of 24 HR advance notice to Soils Engineer when ready for compaction or subgrade

testing and inspection.

E. Should any compaction density test or subgrade inspection fail to meet Specification requirements,

perform corrective work as necessary.

F. Pay for all costs associated with corrective work and retesting resulting from failing compaction

density tests.

3.4 COMPACTION DENSITY REQUIREMENTS

A. Obtain approval from Soils Engineer with regard to suitability of soils and acceptable subgrade prior to

subsequent operations.

B. Provide dewatering system necessary to successfully complete compaction and construction

requirements.

C. Remove loose, wet, or soft material and replace with approved material as directed by Soils Engineer.

D. Stabilize subgrade with well graded granular materials as directed by Soils Engineer.

E. Assure by results of testing that compaction densities comply with the following requirements:

1. Sitework:

LOCATION COMPACTION DENSITY

Under Paved Areas, Sidewalks and Piping:

Cohesive soils 98 percent per ASTM D1557

Cohesionless soils 75 percent relative density per

ASTM D4253 and ASTM D4254

Unpaved Areas:

Cohesive soils 95 percent of ASTM D1557

Cohesionless soils 60 percent relative density per


2. Structures:


Inside of structures under foundations, under

equipment support pads, under slabs-on-

grade and scarified existing subgrade under

fill material

98 percent per ASTM D1557

Outside structures next to walls, piers,

columns and any other structure exterior

member


MAY 30, 2019



3. Specific areas:


Outside structures under equipment support

foundations


Under void 92 percent per ASTM D1557

Granular fill under base slabs and under

building floor slabs-on-grade

75 percent relative density per


3.5 NOT USED

3.6 SPECIAL REQUIREMENTS

A. Erosion Control:

1. Conduct work to minimize erosion of site.

2. Construct stilling areas to settle and detain eroded material.

3. Remove eroded material washed off site.

4. Clean streets daily of any spillage of dirt, rocks or debris from equipment entering or leaving

site.

END OF SECTION

MAY 30, 2019


SECTION 02221 - TRENCHING, BACKFILLING AND COMPACTING FOR UTILITIES – Page 1

SECTION 02221

TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:1. Excavation, trenching, backfilling and compacting for all underground utilities.2. Water piping (potable, plant, process and non-potable).3. Relocation of existing piping.4. Surface drainage conduits and piping.5. All related utility and process appurtenances.

B. Related Sections include but are not necessarily limited to:1. Division 0 – Bidding Requirements, Contract Forms, and Conditions of the Contract.2. Division 1 – General Requirements.3. Section 02224 – Encased Pipeline Undercrossings.4. Section 02515 – Precast Concrete Manhole Structures.5. Section 02530 – Dewatering.6. Section 02660 – Water Main Construction.7. Section 02661 – Force Main and Gravity Line Construction.


A. Referenced Standards:1. American Association of State Highway and Transportation Officials (AASHTO):

a. T99, The Moisture-Density Relations of Soils Using a 5.5 LB Hammer and a 12 IN Drop.b. T180, Moisture-Density Relations of Soils Using a 10 LB Hammer and an 18 IN Drop.

2. ASTM International (ASTM):a. C33, Standard Specification for Concrete Aggregates.b. D698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard

Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).c. D1557, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified

Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).d. D2487, Standard Classification of Soils for Engineering Purposes (Unified Soil Classification

System).e. D4253, Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a

Vibratory Table.f. D4254, Standard Test Methods for Minimum Index Density and Unit Weight of Soils and

Calculation of Relative Density.B. Qualifications: Contractor shall use an Owner-approved independent laboratory to perform soil

compaction testing. The Contractor shall include the costs for all tests, including passing tests and retesting, in the appropriate bid item in the bid form.

C. Registered Professional Engineer licensed in the State of South Carolina for design of trench shoring systems or other trench safety plans.

1.3 DEFINITIONS

A.Excavation: All excavation will be defined as unclassified.

1.4 SUBMITTALS

A. Shop Drawings:1. See Section 01340 for requirements for the mechanics and administration of the submittal process.2. Product technical data including:

a. Acknowledgement that products submitted meet requirements of standards referenced.b. Manufacturer's installation instructions.

3. Submit respective pipe or conduit manufacturer's data regarding bedding methods of installation and general recommendations.

4. Submit sieve analysis reports on all granular materials.B. Miscellaneous Submittals:

1. See Section 01340 for requirements for the mechanics and administration of the submittal process.2. Trench shield (trench box) certification if employed:

a. Specific to Project conditions.b. Re-certified if members become distressed.c. Certification by registered professional structural engineer, registered in the State of South Carolina.d. Owner/Engineer is not responsible, and will not review and approve trench shield certification.

MAY 30, 2019



1.5 PROJECT CONDITIONS

A. Avoid overloading or surcharge a sufficient distance back from edge of excavation to prevent slides or caving.1. Maintain and trim excavated materials in such manner to be as little inconvenience as possible to public

and adjoining property owners.B. Provide full access to public and private premises and fire hydrants, at street crossings, sidewalks and other

points as designated by Owner to prevent serious interruption of travel.C. Protect and maintain bench marks, monuments or other established points and reference points and if

disturbed or destroyed, replace items to full satisfaction of Owner and controlling agency.D. Verify location of existing underground utilities.E. Notification of intent to excavate:

1. South Carolina Underground Utility Damage Prevention Act (S.C. Code Ann, 58-35-10, CT-SEQ, Supp. 1978) requires persons to ascertain the location of underground public utility property prior to excavation or demolition in certain situations. The Act also requires such persons to give timely notice of intent to excavate or demolish prior to commencing such operations. Failure to comply could subject the violator to a civil penalty of up to one thousand dollars ($1,000) for each violation of the Act.

2. Notification of intent to excavate may be given by calling this toll free number: 811.F. Take necessary precautions to protect existing utilities from damage due to construction activities. Repair

damage to utility items at Contractor expense. There will be no cost to owner, Engineer, or auxiliary party for any damages.

1.6 WORK INCLUDED

A. Prior to pipeline construction within locations suspected or known to have contaminated soils, testing shall be performed by an approved, qualified laboratory at the Owner’s expense. Soil and/or groundwater testing shall be performed pursuant to an approved testing protocol to ascertain the nature of constituents and levels of contamination. A SCDHEC approved Plan shall be provided by the Owner for the excavation, handling, replacement of trench material and disposal of contaminated or surplus contaminated soil material in addition to other site-specific special conditions.1. Where the evidence of soil contamination is suspected and/or known to exist within the limits of

construction before bidding and the start of construction, separate Unit Price Bid items shall be included in the “Bid Schedule” to accomplish applicable work. The SCDHEC approved Plan for pipeline construction within contaminated soils and approved testing protocols shall be incorporated into the Contract Documents as Attachments to the Technical Specifications.

2. When unsuspected soil contamination is found during construction, immediate action shall be taken by the Owner, Engineer and Contractor jointly to determine the nature and extent of contamination. Work within the impacted area shall be halted until all parties, working jointly in good faith pursuant to the SCDHEC approved procedures, can resume pipeline construction subject to an approved Plan of Action. A negotiated Change Order shall be approved by the Owner, Engineer and Contractor prior to resuming work within the contaminated area. The approved Change Order shall encompass all special and precautionary procedures applicable to the additional Scope of Work for disposal and/or confinement of hazardous wastes and/or working within a site having confirmed contaminated soils.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Class I backfill:1. Flowable Fill (Controlled Density Fill)

a. Reference SCDOT requirements and construction details.b. Materials for Flowable Fill shall be in compliance with applicable requirements for SCDOT

“Standard Specifications for Highway Construction”, Latest Edition.2. Fractured Limestone Base Course (FLBC)

a. Reference SCDOT requirements and construction details.3. Use Class I backfill at;

a. Open cut roadway crossings as directed by approved drawings, permits or as directed by MPW.B. Class II backfill (carefully compacted)

1. Well graded course granular materials free of roots, branches, stumps, debris or other organic matter exceeding 1 IN.

2. Sands, silty sands or clayey sands.3. Soils having more than 25 percent weight passing No. 200 sieve shall not be used.4. Moisture content @ time of placement: 3 percent plus/minus optimum moisture content per ASTM

D1557.

MAY 30, 2019



5. Use Class II backfill at driveways, parking lots, utility crossings, water services, or similar conditions as directed by Engineer.

C. Class III backfill (common trench)1. Excavated material removed from trench.

a. As approved by Engineer.b. Free of roots, sod or other organic matter.c. Moisture content at time of placement: 3 percent plus/minus of optimum moisture content per

ASTM D1557.D. Imported backfill

1. Where Soils removed from trench are not suitable for backfill as outlined above, Contractor shall import suitable backfill material as directed by Owner/Engineer.

E. Gravel trench backfill materials:1. #57 stone containing no slag or as approved by soils engineer.

F. Subgrade Stabilization Materials: Provide subgrade stabilization material consisting of #57 washed, crushed stone, where required.

G. Bedding Materials:1. As approved by the Soils Engineer.

a. Pipe embedment materials shall be coarse grain soils sufficiently granular to be readily worked under the sides of the pipe to meet the required compaction specifications.

2. Well-graded crushed stone per SCDOT specification 406.08.3. Granular bedding materials:

a. ASTM C33, gradation 57 as defined below or by latest ASTM C33 Standard:

Sieve Size 1-1/2” 1” 1/2” No. 4 No. 8

Percent Passing by Weight 100 95-100 25-60 0-10 0-5

PART 3 - EXECUTION

3.1 GENERAL

A. Remove and dispose of unsuitable materials as directed by Soils Engineer to site provided by Contractor.B. Contaminated Areas: All water mains shall be located out of contaminated areas without exception.C. Obstructions: Remove obstructions within the trench area such as, but not limited to, tree roots, stumps,

abandoned buildings, structures, logs, debris etc. Properly dispose of obstructions removed from the excavation in accordance with local municipality requirements.

D. Pavement, Curb, and Sidewalk Removal: Saw cut all bituminous and concrete pavements, regardless of thickness, and all curbs and sidewalks, prior to excavation of the trenches. (Width of the pavement shall be twelve (12”) inches greater (on each side) than the required width of the trench at ground surface). Saw cut lines shall be straight, even, and parallel. Pavement and concrete materials removed shall be hauled from the site and not used for trench backfill. When encroachment permits are required by SCDOT, Charleston County or the Town of Mount Pleasant additional requirements may be necessary.

3.2 EXCAVATION

A.Unclassified Excavation:1. All excavation shall be considered unclassified.2. Remove clay, silt, gravel, hard pan, loose shale, and loose stone as required for proper installation and

bedding of utility. No additional payment will be considered regardless of material encountered. The unit price bid for pipe shall include all excavation, trenching and backfilling with the exception of subgrade stabilization material as approved by Owner/Engineer.

B. Dewatering:1. Refer to Section 02530 – Dewatering.

C. Trench Excavation:1. Excavate trenches by open cut method to depth shown on Drawings and necessary to accommodate

work.a. Support existing utility lines where proposed work crosses at a lower elevation.

1) Stabilize excavation to prevent undermining of existing utility.2. Open trenches:

a. No more than 100 LF of trench shall be open at one time.b. Field adjust limitations as weather conditions dictate.c. No trenches shall be left open overnight.

MAY 30, 2019



3. Observe following trenching criteria:a. Trench size:

1) Excavate width to accommodate free working space.2) Maximum trench width at top of pipe or conduit may not exceed outside diameter of utility line

by more than the following dimensions:

PIPE DIAMETER MIN TRENCH SIZE

4” to 6” 12” each side



36” and larger 24” each side

3) Cut trench walls vertically from bottom of trench to 1 FT above top of pipe, conduit, or utility service.

4) Keep trenches free of water and surface water runoff.a) Include cost in appropriate unit price bid item. There will not be a separate payment for

dewatering.5) Brace and sheet trenches in full compliance with OSHA requirements and all applicable codes

and as required to protect existing roadways and utilities.

3.3 PREPARATION OF FOUNDATION FOR PIPE LAYING

A. A continuous and uniform bedding shall be provided in the trench for all buried pipe. Stones, other than crushed bedding, shall not come into contact with the pipe and shall not be within six (6) inches of the pipe.

B. Over-Excavation:1. Backfill and compact to 95 percent of maximum dry density per ASTM D698.2. Backfill with granular bedding material with no slag as option.

C. Dewatering1. The Contractor shall at all times provide and maintain ample means and equipment with which to

remove and properly dispose of any and all water entering the excavation or other parts of the Work and keep all excavations dry until such time as pipe laying and grading is complete and structures to be built therein are completed.

2. No water shall be allowed to rise around the pipe in trenches that are not backfilled. All water pumped or drained from the Work shall be disposed of in such a manner as to prevent siltation and erosion to adjacent property or other construction.

D. Shoring and Shielding:1. The Contractor shall comply with OSHA trenching and excavation regulations as revised in Subpart P

of Part 1926 in the Federal Register. Shoring and/or shielding systems shall be used as specified in Subpart P to prevent caving of trench banks and to provide a safe excavation.

2. The Contractor will be responsible for excavation safety and shall designate his “competent person” (as defined in Subpart P) for the determination of proper shielding/shoring systems.

E. Subgrade Stabilization:1. Stabilize the subgrade as required or when directed by the Owner/Engineer.2. Observe the following requirements when unstable trench bottom materials are encountered.

a. Notify Owner/Engineer when unstable materials are encountered.1) Define by drawing station locations and limits.

b. Remove unstable trench bottom caused by Contractor’s failure to dewater, rainfall, or Contractor operations.1) Replace with subgrade stabilization with no additional compensation.

3.4 BACKFILLING METHODS

A. Base Course:1. Base course is to be placed in six (6) inch lifts or less with each layer being thoroughly tamped and

compacted.2. Care should be exercised to thoroughly compact the material around and over the pipe.3. Each layer shall be compacted to a density of 95% density as determined by AASHTO Method T-99.4. Compaction tests shall be provided to SCDOT and/or MPW prior to final acceptance.

B. Flowable Fill:1. Furnish where indicated on drawings and/or as required by SCDOT or Engineer.2. Comply with the following:

a. Place such that no dirt or foreign material becomes mixed with flowable fill.b. Allow flowable fill to achieve initial set before additional backfill material is placed.c. Flowable fill shall not come in contact with water main.

MAY 30, 2019



3. Controlled Density Fill (CDF) shall be placed at specific locations indicated on the Drawings and to the depth(s) also indicated.a. Trench conditions shall include the consideration of higher fill loads on formed walls, bedding

gravel placement and compaction and adequate permanent blocking of conduit(s) to prevent movement during CFD placement.

b. Finishing shall be with a square shovel ±1/2” in four (4) feet where CFD is placed to the bottom of a subsequent pavement surface course or a float finish level with adjacent saw cut pavement edges where CDF is to be used as a temporary driving surface prior to placement of a subsequent pavement overlay.

c. Bleed Water shall be allowed to drain from the finished CDF surface without ponding during initial curing.

d. Full traffic loads shall be allowed only after 24 hours curing.e. Controlled Density Fill placement shall extend a minimum of three (3) feet beyond edges of existing

roadway pavements unless indicated otherwise.C. Carefully Compacted Backfill:

1. Furnish where indicated on Drawings, specified for trench embedment conditions and for compacted backfill conditions up to 12 IN above top of pipe or conduit.

2. Comply with the following:a. Place backfill in lifts not exceeding 8 IN (loose thickness).b. Hand place, shovel slice, and pneumatically tamp all carefully compacted backfill.c. Observe specific manufacturer's recommendations regarding backfilling and compaction.d. Compact each lift to specified requirements.

D. Common Trench Backfill:1. Perform in accordance with the following:

a. Place backfill in lift thicknesses capable of being compacted to densities specified.b. Observe specific manufacturer's recommendations regarding backfilling and compaction.c. Avoid displacing joints and appurtenances or causing any horizontal or vertical misalignment,

separation, or distortion.E. Water flushing for consolidation is not permitted.F. Ensure all spaces beneath pipe are filled and compacted.

3.5 COMPACTION

A. General:1. Place and assure bedding, backfill, and fill materials achieve an equal or "higher" degree of compaction

than undisturbed materials adjacent to the work.2. In no case shall degree of compaction below "Minimum Compactions" specified be accepted.

B. Compaction Requirements:1. Unless noted otherwise on Drawings or more stringently by other sections of these Specifications,

comply with following trench compaction criteria:

MINIMUM COMPACTIONS

MATERIAL LOCATION SOIL TYPE DENSITY

Bedding Material All locations Cohesionless soils 75% of maximum relative density by ASTM D4253

and ASTM D4254

Cohesive soils 95% of maximum dry density by ASTM D698

Carefully Compacted Backfill

Within SCDOT Right-of-Way

Cohesionless soils 75% of maximum relative density by ASTM D4253

and ASTM D4254

Cohesive soils 90% of maximum dry density by ASTM D698

Common Trench Backfill

Under turfed, sodded, plant seeded, non-traffic

areas Cohesionless soils 75% of maximum relative density by ASTM D4253

and ASTM D4254


A. Testing:1. Perform in-place moisture-density tests to ensure minimum compaction requirements.2. Perform tests through recognized testing laboratory approved by Owner.3. Perform additional tests as directed until compaction meets or exceeds requirements.

MAY 30, 2019



4. All costs associated with re-testing shall be paid by Contractor.5. Reference to Engineer in this section will imply Soils Engineer when employed by Owner and directed

by Engineer to undertake necessary inspections as approvals as necessary.6. Assure Owner has immediate access for testing of all soils related work.7. Ensure excavations are safe for testing personnel.

B. Settlement: 1. Any backfill settlement noted within the warranty period shall be corrected by Contractor at no cost to

MPW, including structures or paved surfaces damaged by the settlement.

END OF SECTION

MAY 30, 2019


SECTION 02224 - ENCASED PIPELINE UNDERCROSSING – Page 1

SECTION 02224

ENCASED PIPELINE UNDERCROSSINGS

PART 1 - GENERAL

1.1 SUMMARY

A.Section Includes:

1. Construction of encased pipeline undercrossings.




3. Section 02221 - Trenching, Backfilling, and Compacting for Utilities.

4. Section 02660 – Water Main Construction.

5. Section 02661 – Force Main and Gravity Line Construction

1.2 SUBMITTALS

A.Shop Drawings:





c. Compliance with submittal requirements of authority or agency having jurisdiction over

undercrossing.

PART 2 - PRODUCTS

2.1 MATERIALS

A.Steel Casing Pipe (SCP) for crossings.

1. SCP shall have a minimum yield strength of 35,000 psi and have wall thicknesses sized in

accordance with thicknesses listed below. Install undercrossing cased full lengths. Provide casing

pipe conforming to fabricated steel pipe meeting ASTM A139, Grade B. Protective coating of hot

coal tar enamel at a dry film thickness of 40 mils minimum.

2. Minimum wall thickness (SCDOT):

Nominal Thickness (Inches) Nominal Diameter (Inches)

0.250 Under 14

0.313 14, 16, 18

0.344 20

0.375 22

0.407 24

0.500 30

0.563 36

3. Diameter: Minimum of 4 IN larger than outside diameter of carrier pipe's jointing system.

4. Comply with any special requirement of SCDOT.

5. Joints: Welded pressure tight or factory machined joint manufactured by Permalok or equal.

B. Casing Spacers

1. Casing spacers shall be a bolt on style all 316L stainless steel.

2. Approved manufacturers:

a. Cascade Waterwork Mfg. Co.;

b. Pipeline Seal and Insulation, Inc.;

c. Or Approved Equal.

C. Casing End Seals

1. Cascade Waterworks Mfg, Model CCES;

2. Pipeline Seal and Insulation, Inc. Model C;

3. Or Approved Equal.

MAY 30, 2019


SECTION 02224 - ENCASED PIPELINE UNDERCROSSING – Page 2

PART 3 - EXECUTION

3.1 INSTALLATION

A.General:

1. Install undercrossing to meet requirements of authority or agency having jurisdiction over

undercrossing

2. Observe work requirements stipulated in any permit condition.

3. Consult Contract Drawings for limitation of construction right-of-way.

4. The Contractor shall inspect the location where the undercrossing is to be installed and familiarize

himself with the conditions under which the work will be performed, any possible obstruction to be

avoided, and with all detail necessary for the orderly prosecution of the work. The omission herein

of any details necessary for the satisfactory installation of the work in its entirety shall not relieve the

Contractor of the responsibility to familiarize himself with the actual conditions under which this

work is to be performed.

5. Prior to initiating construction, the Contractor shall submit to the Engineer for approval, proposed

methods for performance of operations as follows:

a. Site plan of the undercrossing entrances showing excavation limits.

b. Quality control methods including, but not limited to, procedure for checking line and grade.

c. Safety procedures including, but not limited to, monitoring for oxygen and gases.

d. Dewatering techniques and equipment to be employed.

6. Any damage to the road or highway caused by construction operations shall be immediately repaired

by the Contractor to the satisfaction of the authority or agency having jurisdiction over the

undercrossing at no additional cost to the Owner.

B. The following will be required unless more rigid requirements are specified by the authority or agency

having jurisdiction over the crossing:

1. Location of jacking and boring pits:

a. Confine outside of pit to at least five (5) feet clear of termination of fill slope.

b. Ensure pits are in full compliance with OSHA Regulations.

c. Ensure pits are adequately marked and protected per requirements.

2. Diameter of the hole: Not exceeding diameter of casing by more than 1 IN.

3. Pressure grout all voids outside of casing, including abandoned or misaligned holes.

4. Provide and install end seals with stainless steel bands at each end of casing.

5. Undercrossing casing:

a. Full lengths.

b. Weld pressure tight.

6. After casing is installed, attach casing spacers to each length of pipe (minimum of 2 per pipe section)

to prevent displacement and pull pipe into place. Pipe must be straight and centered in casing when

in place.

7. Coordinate connections to system with authority or agency having jurisdiction over the crossing.

C. Backfill:

1. Compact backfill in accordance with trench compaction criteria specified in Section 02221.

D.Vegetation and Cover:

1. Topsoil disturbed area and replace ground cover material comparable to preconstruction conditions.

E. Welded Joints: Ensure that welds are sound and free from embedded scale on slag, and that tensile strength

across weld is not less than that of thinner connected sections. Provide watertight joints.

END OF SECTION

MAY 30, 2019


SECTION 02230 – STORMWATER POLLUTION AND PREVENTION – Page 1

SECTION 02230

STORMWATER POLLUTION AND PREVENTION

PART 1 - GENERAL

1.1 CONTRACTOR DESIGNATED AS HAVING OPERATIONAL CONTROL

A. The Contractor shall be designated as the Operator having “operational control over day-to-day

activities” as defined in the definition of Operator in Appendix A of NPDES General Permit for Storm

Water Discharges from Large and Small Construction Activities, Permit No. SCR100000, latest edition.

As the designated Operator, the Contractor shall assume all applicable Operator duties, functions, and

responsibilities as set forth in the NPDES General Permit. The Contractor shall also furnish the services

of a qualified Inspector who shall perform all services and duties as delineated in Subpart 3.10 of the

NPDES General Permit.

B. The Project Engineer-of-Record shall not be designated as the Operator having “operational control over

construction plans and specifications” pursuant to Subpart 3.1.A of the NPDES General Permit.

C. Notice of Termination (NOT) shall be issued by the Engineer-of-Record pursuant to Part 5.1B of the

NPDES General Permit according to Section 122.41(l)(3)of S.C. Regulation 61-9 (Appendix C of the

General Permit). Transfer of “Operational Control over construction plans and specifications” shall be

accomplished pursuant to R-61.9-122.61, Transfer of Permit.

1.2 STORMWATER POLLUTION PREVENTION PLAN

A. An approved and Agency certified copy of the Project Stormwater Pollution Prevention Plan (SW3P)

shall be maintained on-site which addresses the site, specific type of work, soil conditions, season, use of

temporary ground covers and all ancillary actions by the Contractor periodically required to maintain

erosion control facilities during the duration of construction.

B. The Contractor shall maintain a current Notice of Intent (NOI) for the work over which he maintains

operational day-to-day control and be identified as such in the SW3P.

C. The Stormwater Pollution Prevention Plan shall include the following (the majority of which may be

indicated on the Project Drawings and/or contained in a Hydrology Engineering Study prepared for the

work):

1. Site Evaluation and Design Development:

a. Existing Conditions Site Map

b. Soils Information

c. Runoff Water Quality Restrictions

d. Name of Receiving Waterbody

e. Rainfall Data for Season and Location

f. Nature of Construction Activity

g. Sequence of Activities

h. Complete Stormwater Facilities Design Documents including drainage patterns, final grades and

land slopes, tabulated distribution areas, location of control measures and discharge points.

i. A complete copy of the Preconstruction Conference Agenda, Attendees List, and Minutes.

j. Copies of all Contractor Co-Permittee Certification Statements and Subcontractor Certification

Statements (if not designated as co-permittees).

2. Stormwater Assessment:

a. Total Site Area

b. Disturbed Site Area

c. Drainage Basin/Sub basins (on-site and off-site)

d. Post-Construction Runoff Characteristics and Runoff Coefficients (Rational “C” or SCS “CN”).

3. Control Selection and Plan Design:

a. Temporary Control Practices

b. Permanent Management Practices

c. Site-Specific Hardscape and Landscape Controls

d. Location and Descriptive Functions of Control Structures

e. Construction Phase Inspection and Maintenance Procedures

f. Applicable State and Local Management Practices (by specific reference or as attachments).

g. Contractor’s designated Inspector(s), Training and Qualifications

h. Inspection and Reporting Requirements

4. Contractor Certifications and Notifications:

a. Maintain SW3P on-site for agency review upon request.

b. Record of Agency Inspections

c. Copies of all contractor certifications as required by the NPDES General Permit and Project

SW3P.

MAY 30, 2019



d. Copies of all periodic stormwater inspection reports complete with a record of all remedial

actions taken and documented.

5. Construction and Implementation:

a. Modify SW3P as applicable to reflect on-going revisions in scope-of-work, schedule, progress

of work or methodology.

b. Maintain Control features in appropriate operable condition.

6. Final Stabilization and Termination:

a. File Notice-of-Termination (NOT) when applicable.

b. Stabilization completion must include removal of temporary controls, placing completed

permanent controls in full operation and attaining at least seventy percent (70%) viable (green

and growing) permanent vegetated ground covers.

c. Record keeping and internal reporting procedures on-site must include complete and up-to-

date SW3P, copy of NOI and all other notices, inspection records, maintenance reports,

construction activity reports, spill and cleanup report and copy of NOT.

d. Maintain all records three (3) years after General Permit coverage ends and maintain SW3P

for public agency access.

1.3 QUALITY ASSURANCES

A. Erosion control measures for construction shall conform to the SW3P required pursuant to Part 1 above,

and as indicated on the Drawings; these Specifications and applicable local and state regulations for

erosion and sediment control.

B. General requirements shall be as specified in Section 01568, ENVIRONMENTAL PROTECTION.

C. Specific requirements shall be as specified in Section 02270, SOIL EROSION AND SEDIMENT

CONTROL

1.4 RELATED WORK

Section 01530: Tree Protection

Section 01560: Environmental Protection and Special Controls

Section 02200: Earthwork

Section 02270: Soil Erosion and Sediment Control

Section 02930: Seeding, Sodding, and Landscaping

PART 2 - PRODUCTS

2.1 SLOPE DRAINS

A. Slope drains shall be flexible plastic pipe, as manufactured for the intended purpose.

2.2 FILTER CLOTH

A. Filter cloth for silt fences shall be a pervious sheet of synthetic polymer filament forming a stable

network so that fibers retain their relative positions. Filter cloth shall be of the type recommended by its

manufacturer for the intended application and shall be subject to the Engineer's approval prior to

installation.

B. Silt fences shall be constructed in accordance with the details shown on the drawings or may be a

prefabricated type with prior approval of the Engineer.

PART 3 - EXECUTION

3.1 GENERAL

A. Temporary erosion control shall be directed toward and have the purpose of controlling soil erosion at its

potential source. Downstream sediment entrapment measures shall be employed, but only as a backup to

primary control at the source.

B. A continuing program of installation and maintenance of sediment control shall be employed during the

construction period.

3.2 TEMPORARY EROSION CONTROL DURING CONSTRUCTION

A. Erosion and sedimentation control shall be employed during the construction period and shall include all

necessary temporary measures required to prevent soil erosion from the site until permanent erosion

control and finished surfaces are installed.

B. Erosion and sedimentation control measures shall be considered incidental to all construction involving

land disturbing activities.

C. Temporary ground cover and temporary grassing shall be considered incidental to all areas disturbed by

construction activities.

D. Temporary erosion control construction shall be employed until such time as permanent paving, planting,

and restoration of natural areas is effective in control of erosion from the site.

MAY 30, 2019



E. Sediment Traps

1. Sediment traps shall be installed at locations shown on the Drawings in accordance with the details

indicated.

2. Sediment traps shall be maintained until other erosion control methods can be sustained for them.

Other sediment traps at locations other than shown may be required by construction operations.

3. Sediment traps shall be cleaned, backfilled and eliminated from the construction area when their use

is no longer required by construction under this Contract.

F. Silt Fences

1. Temporary silt fences shall be located at all points where surface water can leave the construction

area whenever the construction area is subject to soil erosion.

2. Silt fences shall be constructed along lines of nearly constant elevation (contour lines) to remove

sediments from flowing water through filtration and sedimentation without concentrating flow at low

points.

3. Silt fences shall be arranged to create linear ponding without concentrated points. Provision shall be

made for removing accumulated sediments and maintaining ponding capacity and silt removal

efficiency.

4. Silt fences shall be removed and the area restored when permanent erosion control measures are

effective.

5. Silt fences must be maintained or replaced whenever necessary and as directed by the Engineer.

G. Grading Operations

1. Grading operations shall be scheduled so that the ground surface will be disturbed for the shortest

possible time before permanent ground cover is installed. Large areas shall be maintained as flat as

possible to minimize soil transport through surface flow.

2. Wherever steeper slopes or abrupt changes in grade are required, a diversion or berm shall be

constructed at the top of the slope to cause the surface water to flow along the diversion to a control

point to be transported down slope in a slope drain. In no case shall surface water be allowed to flow

uncontrolled down slopes.

H. Slope Drains

1. Temporary slope drains shall be provided to convey surface water down slopes. Slope drains shall be

provided with an apron at their tops to anchor them and properly direct water into them. Stone or

rubble shall be placed at slope drain outlets to prevent scour at these points.

I. Storm Drainage System

1. As much of the permanent storm drainage system as is practicable shall be initially installed and

surface water diverted into the system. The remainder of the storm drainage system shall be installed

as soon as conditions will allow.

2. Temporary sediment barriers shall be maintained around drainage structures until final subgrade

preparation is begun.

J. Temporary Ground Cover

1. All grade break slopes shall be protected by application of temporary ground cover and, if required,

terracing until construction of permanent surfaces begins or an acceptable stand of grass is

established.

2. Temporary ground cover shall consist of an approved erosion prevention treatment including, but not

limited to, straw or other mulches, stone base, plastic sheets, fiber mats, fiber blankets, temporary

plantings, etc.

3. All permanent grassing or planting operations shall include mulching as stabilization until permanent

ground cover by planting is effective.

4. Biodegradable natural fiber erosion control blankets, Landlok S1 or approved equal, shall be placed

on all erodable slopes steeper than 4:1 (four (4) feet horizontal to one (1) foot vertical).

K. Temporary Grassing

1. Unless specifically indicated otherwise on the Drawings, Temporary Grassing shall be provided as

specified in Section 810.04 "Seeding Schedule" of the SCDOT STANDARD SPECIFICATIONS

FOR HIGHWAY CONSTRUCTION, Latest Edition, for Permanent Vegetation - Lower State,

Schedule Number 3 or 4 (as planting date dictates), Urban Rate (No Pensacola Bahia) except that the

rate of application for Annual Ryegrass shall be twice the indicated rate, i.e. 30 vs 15 pounds per acre

for Schedule 4 and Sericea Lespedeza shall be applied at 80 pounds per acre for both Schedules.

2. Where areas disturbed by construction activities are to receive final landscaping or permanent cover

within six (6) months after clearing activities are completed, "Temporary Vegetation" Schedule 2 or

3 shall be used as applicable.

3. The Contractor shall be required to reseed and/or recultivate and reseed as required in order to

maintain acceptable temporary grassing for the duration of the work until permanent ground cover is

in place and approved. Placement and maintenance of temporary grassing shall be considered

incidental to all land disturbing activities.

MAY 30, 2019



L. Grassing Within Public Right-of-Way

1. Grassing within public rights-of-way shall be as specified in Section 810 of the SCDOT

STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION, Latest Edition, exclusive of

Pensacola Bahia unless indicated otherwise or specifically modified by applicable agency

encroachment permits issued for work within public rights-of-way.

2. Temporary grassing shall not be required within public rights-of-way; install permanent ground

cover as required above.

3. Sodding, if required, within public rights-of-way shall be as specified elsewhere in Section 02483

and as indicated on the Drawings.

3.3 CLEANUP AND REMOVAL

A. At the time that permanent erosion control is effective, temporary devices and their accumulated

sediments shall be removed.

END OF SECTION

MAY 30, 2019


SECTION 02260 – TOPSOILING AND FINISHED GRADING – Page 1

SECTION 02260

TOPSOILING AND FINISHED GRADING

PART 1 - GENERAL

1.1 SUMMARY


1. Topsoiling and finished grading.




3. Section 02110 - Site Clearing.


5. Section 02930 - Seeding, Sodding and Landscaping.

C. Location of Work: All areas within limits of grading and all areas outside limits of grading which are

disturbed in the course of the work.

1.2 SUBMITTALS

A. Shop Drawings:


2. Project Data: Test reports for furnished topsoil when required.

1.3 PROJECT CONDITIONS

A. Verify amount of topsoil stockpiled and determine amount of additional topsoil, if necessary to complete

work.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Topsoil:

1. Original surface soil typical of the area.

2. Existing topsoil stockpiled under Section 02110.

3. Capable of supporting native plant growth.

2.2 TOLERANCES

A. Finish Grading Tolerance: 0.1 FT plus/minus from required elevations.

PART 3 - EXECUTION

3.1 SUBGRADE SOILS PREPARATION

A. Rough grade subgrade soils and compact as specified elsewhere. Eliminate uneven areas and low spots.

Remove debris, roots, branches. Stones, etc. in excess of 1-1/2 inches in size. Remove subgrade soils

which have been contaminated with unacceptable materials.

B. Cut out areas to subgrade soils elevation which are to receive sand and/or stabilizing base for paving and

sidewalks.

C. Bring subgrade soils to required levels, profiles and contours. Make changes in grade gradual. Blend

slopes into level areas.

D. Slope grade away from existing buildings minimum 6 inches in 10 feet unless indicated otherwise.

E. Cultivate subgrade soils to a depth of six (6) inches where topsoil is to be placed. Repeat cultivation in

areas where equipment used for hauling and spreading topsoil has compacted subgrade soils.

3.2 ROUGH GRADE REVIEW

A. Reviewed by Engineer in Section 02110, Site Clearing.

3.3 PLACING TOPSOIL

A. Do not place when subgrade is wet or frozen enough to cause clodding.

B. If topsoil stockpiled is less than amount required for work, furnish additional topsoil at no cost to Owner.

C. Provide finished surface free of stones, sticks, or other material 1 IN or more in any dimension.

D. Provide finished surface smooth and true to required grades. Special attention shall be given to

maintaining all trenches in lawn type areas.

E. Restore stockpile area to condition of rest of finished work.

F. Grade all areas for positive drainage.

G. Place topsoil in areas where seeding, sodding, and planting are to be performed. Place to the following

depths, up to finished grade elevations:

1. 6-inches for seeded areas

MAY 30, 2019


SECTION 02260 – TOPSOILING AND FINISHED GRADING – Page 2

2. 6-inches for sodded areas

3. 24-inches for shrub beds

4. 18-inches for flower beds

H. Use topsoil in relatively dry state.

I. Fine grade topsoil eliminating rough and low areas to ensure positive drainage. Maintain levels, profiles

and contour subgrades.

J. Manually spread topsoil around tree, plants and structures to prevent damage which may be caused by

grading equipment.

K. Leave construction areas and entire job site clean and raked, ready to receive landscaping.

3.4 ACCEPTANCE

A. Upon completion of topsoiling, obtain Owner/Engineer's acceptance of grade and surface.

B. Make test holes where directed to verify proper placement and thickness of topsoil.

3.5 SURPLUS MATERIALS

A. Remove all surplus topsoil from the site and properly dispose of without additional compensation.

END OF SECTION

MAY 30, 2019


SECTION 02270 – SOIL EROSION AND SEDIMENT CONTROL – Page 1

SECTION 02270

SOIL EROSION AND SEDIMENT CONTROL

PART 1 - GENERAL

1.1 SUMMARY


1. Soil erosion and sediment control.




4. Section 02230: Stormwater Pollution and Prevention

5. Section 02930: Seeding, Sodding and Landscaping.



1. The South Carolina Stormwater Management and Sediment Control Handbook for Land Disturbance

Activities.

2. The DHEC OCRM Stormwater Management BMP Handbook.

1.3 DEFINITIONS

A. Temporary Diversions: A temporary ridge or excavated channel or combination ridge and channel

constructed across sloping land on a predetermined grade.

B. Excavated Drop Inlet Protection (Temporary): An excavated area in the approach to a storm drain drop

inlet or curb inlet.

C. Fabric Drop Inlet Protection (Temporary): A temporary fabric barrier placed around a drop inlet.

D. Sediment Tubes: Elongated tubes of biodegrable materials placed in front of catch basins or along contours

or drainage conveyance swales to filter concentrated flows.

E. Temporary Sediment Trap: A small, temporary ponding basin formed by an embankment or excavation to

capture sediment.

F. Sediment Fence (Silt Fence): A temporary sediment barrier consisting of filter fabric buried at the bottom,

stretched, and supported by posts.

G. Rock Dam: A rock embankment located to capture sediment.

H. Check Dam: Small temporary stone dams constructed across a drainage way.

I. Seeding: Preparation of topsoil and planting of vegetation to prevent soil erosion.

J. Temporary Gravel Construction Entrances/Exit: A graveled area or pad located at points where vehicles

enter and leave a construction site.

K. Rock Pipe Inlet Protection: Rock embankment located to prevent a drainage pipe inlet from becoming

blocked by sediment.

L. d50: A mixture of stones in which 50% of the stone by weight would be smaller than the diameter

specified.

1.4 BORROW AREAS, SPOIL AREAS AND OTHER AREAS DISTURBED BY CONSTRUCTION

A. Design, install and maintain erosion control measures in accordance with referenced standards, these

specifications and construction drawings.

1.5 NONCOMPLIANCE

A. Implement any corrective actions when directed by OWNER.

B. Failure to comply with this Section is grounds for temporary suspension of the Work.

1. Temporary suspension will be effective until satisfactory installation of erosion control measures.

C. Pay any cost of fines or penalties levied from DHEC/OCRM for erosion control violations.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Temporary Diversion: Use soil available at site, apply seed, lime, and fertilizer.

B. Excavation Drop Inlet Protection: Use gravel available at site.

C. Fabric Drop Inlet Protection:

1. Synthetic Fabric. Nylon polyester, or ethylene yarn with tensile strength of 50 lb/in minimum. The

cloth should contain ultraviolet ray inhibitors and stabilizers. Burlap (9.0 ounces/sq.yd.) is acceptable

if it is replaced after 60 days.

2. 4’ long steel post with minimum weight of 1.33lb/ft.

MAY 30, 2019



D. Sediment Tubes:

1. Elongated tubes of compacted geotextiles, curled excelsior wood, natural coconut fiber or hardwood

mulch. All materials except netting must be biodegradable. Netting consists of seamless, high-density

polyethylene photodegradable materials treated with UV stabilizers or seamless, high-density

polyethylene non-degradable materials.

2. Sediment tubes come in 10 ft. lengths that can be sewn together end-to-end in the field.

E. Temporary Sediment Trap: Class B stone with d50 of 9 inches and a maximum size of 14 inches.

F. Sediment Fence (Silt Fence):

1. Using a synthetic filter fabric or a pervious sheet of polypropylene, nylon, polyester, or polyethylene

yarn, which is certified by the manufacturer or supplier as conforming to the requirements shown in

Table 1. Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to provide a

minimum of 6 months of expected usable construction life at a temperature range of 0 to 120 degrees

Fahrenheit.

Table 1:

Physical Property Requirements

Filtering Efficiency 85% (min.)

Standard Strength: 30 lb./linear in. (min.)Tensile Strength at 20%

Elongation (max) Extra Strength: 50lb/linear in. (min.)

Slurry Flow Rate 0.3 gal/sq.ft./minute (min.)

2. Cut filter fabric to a minimum width of 36 inches.

3. Use only fabric meeting the requirements of the most current edition of the SCDOT Standard

Specifications for Highway Construction.

4. Ensure that posts for sediment fences are 1.33 lb/linear ft. steel with a minimum length of 4 ft. Make

sure that steel posts have projections to facilitate fastening the fabric.

5. Except when heavy clay soils are present onsite, steel posts will have a metal soil stabilization plate

with a minimum cross-section area of 17 square inches attached near the bottom. Soil plate shall be

composed of minimum 15 gauge steel.

6. For reinforcement of standard strength filter fabric, use wire fence with a minimum 14 gauge and a

maximum mesh spacing of 6 inches.

G. Rock Dam:

1. Well graded rock and gravel (# 57).

2. Extra strength filter fabric of the following specifications:

a. 15% minimum elongation

b. 400 psi minimum burst strength

c. 80 lb. minimum punctures strength

d. 30/130 apparent opening size – max./min.

e. 140 lb. minimum ultraviolet exposure strength retention

f. “No growth” rating for Fungus Resistance Testing

H. Check Dam: SCDOT Class A or B erosion control stone.

I. Seeding: See Section 02930.

J. Temporary Gravel Construction Entrance/Exit: 2-3” coarse aggregate.

K. Rock Pipe Inlet Protection: No. 5 or No. 57 Class A sediment control stone.

PART 3 - EXECUTION

3.1 PREPARATION

A. Prior to General Stripping Topsoil and Excavating:

1. Install perimeter dikes and swales.

2. Excavate and shape sediment basins and traps.

3. Construct pipe spillways and install stone filter where required.

4. Machine compact all berms, dikes and embankments for basins and traps.

B. Construct sediment traps where indicated on Drawings during rough grading as grading progresses.

C. Temporarily seed basin slopes and topsoil stockpiles:

5. Rate: 1/2 LB/1000 SF.

6. Reseed as required until good stand of grass is achieved.

7. Establish temporary vegetation of critical areas immediately after any land disturbing activity.

D. Ditch Lines: Restabilize all disturbed or relocated ditch lines by installing a temporary ditch liner of jute

or geotextile fabric on the ditch bottom and side slopes.

3.2 INSTALLATION

MAY 30, 2019



A. Temporary Diversions:

1. Remove and dispose of vegetation or other objectionable material.

2. Excavate parabolic, trapezoidal, or V-shaped channel with a side slope of 2:1 or flatter, 3:1 where

vehicles cross.

3. A permanent vegetative cover is required for diversion channels with grades between 0.2 and 3%.

4. Ensure that the minimum cross-section meets all design requirements and that the top of the dike is not

lower at any point than the design elevation plus the specified settlement.

5. Provide sufficient room around diversions to permit regrading and clean-out.

6. Vegetate the ridge immediately after construction, unless it will remain in place less than 30 working

days.

B. Excavated Drop Inlet Protection (Temporary):

1. Clear the area of all debris that may hinder excavation.

2. Grade the approach to the inlet uniformly.

3. Maintain side slopes around the excavation no steeper than 2:1.

4. Keep the minimum volume of excavated area around the drop inlet at approximately 35 cu.yd./acre

disturbed.

5. Shape the basin to fit site conditions, with the longest dimension oriented toward the longest inflow

area to provide maximum trap efficiency.

6. Protect weep holes by gravel.

7. When the contributing drainage area has been permanently stabilized, seal weep holes, fill the basin

with stable soil to final grading elevations, compact it properly, and stabilize.

C. Fabric Drop Inlet Protection (Temporary):

1. Space stakes evenly around the perimeter of the inlet a maximum of 3 feet apart, and securely drive

them into the ground, approximately 18 inches deep. They should be driven close to the drop inlet so

that overflow will fall directly into the structure.

2. Fasten fabric securely to the stakes and frames. Joints must be overlapped to the next stake. The

bottom 12 inches of the fabric should be entrenched with at least 4 inches of crushed stone or 12 inches

of compacted soil as backfill.

3. Ensure that both fabric and supporting stakes are sufficiently strong to hold a 1.5 ft. head of water

without failures.

4. The top of the frames and fabric must be well below the ground elevation downslopes from the drop

inlet to keep runoff from bypassing the inlet.

5. It may be necessary to build a temporary site on the down slope side of the structures to prevent bypass

flow. Improved performance and sediment storage volume can be obtained by excavating the area.

D. Sediment Tubes:

1. Use twelve-inch diameter sediment tubes in front of catch basins to filter run-off going into catch basin

weep hole.

2. Sediment tubes can be placed on the subgrade, graded aggregate base or the asphalt plant mix.

Sediment tubes must be staked or stabilized.

3. Use twenty-inch diameter sediment tubes for ditch protection.

4. Remove all rocks, clogs, vegetation or other obstructions so that the installed Sediment Tubes will

have direct contact with the underlying soil or surface.

5. Install by laying Sediment Tubes flat on the ground.

6. Construct a small trench to a depth that is 20% of the sediment tube diameter. Lay the sediment tube in

the trench and compact the upstream sediment tube soil interface. Do not completely bury sediment

tubes during installation. Install all sediment tubes so no gaps exist between the soil and the bottom of

the sediment tube. Lap the ends of adjacent sediment tubes a minimum of 6-inches to prevent flow and

sediment from passing through the field joint. Never stack sediment tubes on top of one another.

7. Install sediment tubes in swales or drainage ditches perpendicular to the water flow and extend them

up the side slopes a minimum of 1-foot above the design flow depth. Space sediment tubes according

to the following table:

Slope Maximum Sediment Tube Spacing

Less than 2% 150-feet

2% 100-feet

3% 75-feet

4% 50-feet

5% 40-feet

6% 30-feet

Greater than 6% 25-feet

MAY 30, 2019



8. Install sediment tubes using wooden stakes (1-inch x 1-inch) or steel posts (1.25 lbs/ linear ft.) a

minimum of 4-feet in length placed on 2-foot centers. Intertwine the stakes with the outer mesh on the

downstream side, and drive the stakes in the ground to a minimum depth of 2.0-feet leaving less than

1-foot of stake above the exposed sediment tube.

9. An acceptable alternative installation is driving stakes on 2-foot centers on each side of the sediment

tube and connecting them with natural fiber twine or steel wire to inhibit the non-weighted sediment

tube from moving vertically. Sediment tubes can also be secured by installing the stakes on 2-foot

centers in a crossing manner ensuring direct soil contact at all times.

10. Install sediment tubes for ditch checks over bare soil, mulched areas, or erosion control blankets. Keep

sediment tubes for ditch checks in place until fully established vegetation and root systems have

completely developed and can survive on their own.

E. Temporary Sediment Trap:

1. Clean, grub and strip the area under the embankment of all vegetation and root mat before construction

begins. Remove all surface soil containing high amounts of organic matter.

2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter, and

objectionable material. Place the fill in lifts not to exceed 9 inches and machine compact it. Over fill

the embankment 6 inches to allow for settlement.

3. Construct the outlet section in the embankment. Protect the connection between the riprap and the soil

from piping by using filter fabric or a keyway cutoff trench between the riprap structure and the soil.

a. Place the filter fabric between the riprap and soil. Extend the fabric across the spillway foundation

and sides to the top of the dam; or

b. Excavate a keyway trench along the centerline of the spillway foundation extending up the sides to

the height of the dam. The trench should be at least 2 ft. deep and 2 ft. wide with 1:1 side slopes.

4. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment cleanout.

5. All cut and fill slopes should be 2:1 or flatter.

6. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3 ft. and

maximum side slopes of 1:1 that extend to the bottom of the spillway section.

7. Construct the minimum finished stone spillway bottom width with 2:1 side slopes extending to the top

of the overfilled embankment. Keep the thickness of the sides of the spillway outlet structure at a

minimum of 21 inches. The weir must be level and constructed to grade to assure design capacity.

8. Material used in the stone section should be a well-graded mixture of stone with a d50 size of 9 inches

(class B erosion control stone is recommended) and a maximum stone size of 14 inches. The stone

may be machine placed and the smaller stones worked into the voids of the larger stones. The stone

should be hard, angular, and highly weather-resistant.

9. Ensure that the stone spillway outlet section extends downstream past the toe of the embankment until

stable conditions are reached and outlet velocity is acceptable for the receiving stream. Keep the edges

of the stone outlet section flush with the surrounding ground and shape the center to confine the

outflow stream.

10. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not damage

the embankment.

11. Stabilize the embankment and all disturbed areas above the sediment pool and downstream from the

trap immediately after construction.

12. Ensure that the spillway crest is level and 1.5 feet below the top of the dam at all points.

13. Remove sediment and restore capacity to original trap dimensions when sediment has accumulated to

½ design depth.


1. Construct the sediment barrier of the specified synthetic filter fabrics.

2. Ensure that the height of the sediment fence does not exceed 24 inches above the ground surface.

(Higher fences may impound volumes of water sufficient to cause failure of the structure.)

3. Construct the filter fabric from a continuous roll cut to the length of the barrier to avoid joints. When

joints are necessary, securely fasten the filter cloth only at a support post with overlap to the next post.

4. Support standard strength filter fabric by wire mesh fastened securely to the upslope side of the posts

using the wires. Extend the wire mesh support to the bottom of the trench.

5. When a wire mesh support fence is used, space posts a maximum of 8 ft. apart. Support posts should

be driven securely into the ground to a minimum of 18 inches.

6. Extra strength filter fabric with 6-foot post spacing does not require wire mesh support fence. Staple

or wire the filter fabric directly to posts.

7. Excavate a trench approximately 4 inches wide and 8 inches deep along the proposed line of posts and

upslope from the barrier.

8. Backfill the trench with compacted soil or gravel placed over the filter fabric.

9. Do not attach filter fabric to existing trees.

MAY 30, 2019



G. Rock Dam:

1. Clear the areas under the embankment and strip it of its roots and other objectionable material. Clear

the reservoir area to facilitate sediment removal.

2. Excavate a cutoff trench a minimum of 2 feet deep and 2 feet wide with 1:1 side slopes under the total

length of the dam at its centerline. Line the trench with extra-strength filter fabric at its centerline.

Line the trench with extra-strength filter fabric before backfilling with rock. Apply filter fabric under

the rock fill embankment, from the upstream edge of the keyway to the downstream edge of the apron.

Overlap the material a minimum of 1 foot at all joints, with the upstream strip laid over the

downstream strip.

3. Construct the embankment with well-graded rock and gravel. It is important that rock abutments be at

least 2 feet higher than the spillway crest and at least 1 foot higher than the downstream face of the

dam, all the way to the toe, to prevent scour and erosion at the abutments.

4. Sediment-laden water from the construction site should be diverted into the basin reservoir at the

furthest area from the dam.

5. Construct the rock dam before the basin area is cleared to minimize sediment yield from construction

of the basin. Stabilize immediately all areas disturbed during the construction of the dam except the

sediment pool.

6. Safety. Sediment basins should be considered dangerous because they attract children. Steep side

slopes should be avoided. Fences with warning signs may be needed if trespassing is likely. All state

and local requirements must be followed.

H. Check Dams:

1. Place stone to the lines and dimensions shown in the plan on a filter fabric foundation.

2. Keep the center stone section at least 9 inches below natural ground level where the dam abuts the

channel banks.

3. Extend stone at least 1.5 feet beyond the ditch banks to keep overflow water from undercutting the

dam as it re-enters the channel

4. Set spacing between dams to assure that the elevation at the top of the lower dam is the same as the toe

elevation of the upper dam.

5. Protect the channel downstream from the lowest check dam, considering that water will flow over and

around the dam.

6. Make sure that the channel reach above the most upstream dam is stable.

7. Ensure that channel appurtenances, such as culvert entrances below check dams, are not subject to

damage or blockage from displaced stones.

I. Seeding: See Section 02930.

J. Temporary Gravel Construction Entrance/Exit:

1. Clear the entrance and exit area of all vegetation, roots, and other objectionable material and properly

grade it.

2. Place the gravel to the required grade and dimensions and level.

3. Provide drainage to carry water to a sediment trap or other suitable outlet.

4. Use geotextile fabrics because they improve stability of the foundation in locations subject to seepage

or high water.

K. Rock Pipe Inlet Protection:

1. Clear the pipe inlet area of all vegetation, roots, and other objectionable material.

2. Place stone to full height of pipe. Place filter fabric under stone.

3.3 MAINTENANCE

A.Temporary Diversions:

1. Inspect weekly and, after every rainfall, remove sediment from the flow area and repair the diversion

ridges. Also check and maintain outlets.

2. When the protected area is permanently stabilized, remove the ridges and the channel to blend with the

natural ground level and appropriately stabilize.

B. Excavated Drop Inlet Protection (Temporary):

1. Inspect, clean, and properly maintain the excavated basin after every storm until the contributing

drainage area is stabilized.

2. Remove sediment from the basin when the basin volume has been reduced by one-half.

3. Spread excavated material evenly over the surrounding land or stockpile and stabilize it appropriately.

C. Fabric Drop Inlet Protection (Temporary):

1. Inspect the fabric barrier after each rain and make repairs as needed.

2. Remove sediment from the pool area as necessary to provide adequate storage area for the next rain.

3. When the contributing drainage area has been adequately stabilized, remove all materials and any

unstable sediment and dispose of them properly. Bring the disturbed area to the grades of the drop

inlet and smooth and compact it. Appropriately stabilize all bare areas around the inlet.

MAY 30, 2019



D. Sediment Tubes:

1. Inspect sediment tubes after installation for gaps under the sediment tubes and for gaps between the

joints of adjacent ends of sediment tubes.

2. Inspect sediment tubes every 7-days and within 24-hours of a rainfall event of 0.5-inches or greater.

3. Repair all rills, gullies and undercutting near sediment tubes.

4. Remove all sediment deposits that impair the filtration capability of sediment tubes when the sediment

reaches one-third (0.33) the height of the exposed sediment tube.

5. Remove and/or replace installed sediment tubes as required to adapt to changing construction site

conditions.

6. Remove sediment tubes from the site when the functional longevity is exceeded as determined by the

Engineer, Inspector or Manufacturer’s Representative. Gather sediment tubes and dispose of them in

regular means as non-hazardous, inert material.

7. Prior to final stabilization, backfill all trenches, depressions and other ground disturbances caused by

the removal of sediment tubes.

E. Temporary Sediment Trap:

1. Inspect temporary sediment traps after each period of significant rainfall. Remove sediment and

restore the trap to its original dimensions when the sediment has accumulated to one-half the design

depth of the trap. Place the sediment that is removed in the designated disposal area and replace the

contaminated part of the gravel facing.

2. Check the structure for damage from erosion or piping. Periodically check the depth of the spillway to

ensure it is a minimum of 1.5 feet below the low point of the embankment. Immediately fill any

settlement of the embankment to slightly above design grade. Any riprap displaced from the spillway

must be replaced immediately.

3. After all sediment-producing areas have been permanently stabilized, remove the structure and all

unstable sediment. Smooth the area to blend with the adjoining areas and stabilize properly.


1. Inspect sediment fences at least once a week and after each rainfall. Make any required repairs

immediately.

2. Should the fabric of a sediment fence collapse, tear, decompose, or become ineffective, replace it

promptly. Replace fabric every 60 days or as directed by Inspector.

3. Remove sediment deposits as necessary to provide adequate storage volume for the next rain and to

reduce pressure on the fence. Take care to avoid undermining the fence during cleanout.

4. Remove all fencing materials and unstable sediment deposits and bring the area to grade. Stabilize it

after the contributing drainage area has been properly stabilized.

G. Rock Dam:

1. Check sediment basins after each rainfall. Remove sediment and restore original volume when

sediment accumulates to about one-half the design volume.

2. Check the structure for erosion, piping, and rock displacement after each significant rainstorm and

repair immediately.

3. Remove the structure and any unstable sediment immediately after the construction site has been

permanently stabilized. All water and sediment should be removed from the basin prior to dam

removal. Sediment should be placed in designated disposal areas and not allowed to flow into streams

or drainageways during structure removal.

4. Smooth the basin site to blend with the surrounding area and stabilize.

H. Check Dam:

1. Inspect check dams and channels for damage after each runoff event.

2. Anticipate submergence and deposition above the check dam and erosion from high flows around the

edges of the dam. Correct all damage immediately. If significant erosion occurs between dams, install

a protective riprap liner in that portion of the channel.

3. Remove sediment accumulated behind the dams as needed to prevent damage to channel vegetation,

allow the channel to drain through the stone check dam and prevent large flows from carrying

sediment over the dam. Add stones to dams as needed to maintain design height and cross section.

I. Seeding. See Section 02930.

J. Temporary Gravel Construction Entrance/Exit: Maintain the gravel pad in a condition to prevent mud or

sediment from leaving the construction site. This may require periodic topdressing with 2-inch stone.

After each rainfall, inspect any structure used to trap sediment and clean it out as necessary. Immediately

remove all objectionable materials spilled, washed, or tracked onto public roadways.

K. Rock Pipe Inlet Protection:

1. Inspect stone arrangement weekly and after every rainfall event.

2. Maintain specified dimensions and remove sediment buildup when the sediment level is ½ the height

of the rocks.

MAY 30, 2019



3.4 DURING CONSTRUCTION PERIOD

A. Maintain Basins, Dikes, Traps, Stone Filters:

1. Inspect regularly especially after rainstorms.

2. Repair or replace damaged or missing items.

B. After rough grading, sow temporary grass cover over all exposed earth areas not draining into sediment

basin or trap.

C. Construct inlets as soon as possible

1. Excavate and tightly secure inlet protection completely around inlets as detailed on Drawings.

D. Provide necessary swales and dikes to direct all water towards and into sediment basins and traps.

E. Do not disturb existing vegetation (grass and trees).

F. Excavate sediment out of basins and traps when capacity has been reduced by 50 percent.

1. Remove sediment from behind bales to prevent overtopping.

G. Topsoil and Fine Grade Slopes and Swales, Etc.:

1. Seed and mulch as soon as areas become ready.

3.5 NEAR COMPLETION OF CONSTRUCTION

A. Eliminate basins, dikes, traps, etc.

B. Grade to finished or existing grades.

C. Fine grade all remaining earth areas, then seed and mulch.

END OF SECTION

MAY 30, 2019


SECTION 02271 – STONE REVETMENT (RIP RAP) – Page 1

SECTION 02271

STONE REVETMENT (RIP RAP)PART 1 - GENERAL

1.1 SUMMARY


1. Stone revetment (rip rap) for protection of slopes against erosion.

a. Drainage outflow area.

b. Slope rip rap.

c. Other areas indicated and shown on the Drawings.









2. C88, Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium

Sulfate.

3. C127, Standard Test Method for Density , Relative Density (Specific Gravity), and Absorption of

Coarse Aggregate.

4. Army Corps of Engineers (COE):

5. CRD-C100, Method of Sampling Concrete Aggregate and Aggregate Sources, and Selection of

Material for Testing.

6. Occupational Safety and Health Administration (OSHA)

1.3 SUBMITTALS

A. Shop Drawings:



3. Acknowledgement that products submitted meet requirements of standards referenced.

4. Certifications.

5. Test reports.

6. Submit all tests and certification in a single coordinated submittal. Partial submittals will not be

accepted.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Stone:

1. Durable broken quarry run stone.

2. Does not disintegrate on exposure to water or weathering.

3. Free from structural fractures and defects.

4. Not containing shale, unsound sandstone, or other material which will disintegrate.

5. Graded within limits specified.

6. Breadth and thickness of any stone: Not less than one-third of its length.

7. Ensure that dirt and fines accumulated from interledge layers or from blasting or handling operation is

less than 2 percent by weight.

8. Gradation of the material: Furnish and install Class 2 rip rap which complies fully with the

requirements of current SCDOT standard specifications.


A. Perform all tests at an approved independent laboratory.

B. Obtain samples in conformance with COE CRD-C100.

PART 3 - EXECUTION

3.1 PREPARATION

A. Trim and dress all areas to required cross sections.

B. Bring areas that are below allowable minus tolerance limit to grade by filling with material similar to

adjacent material.

C. Compact to density specified for backfill.

D. Do not place any stone material on prepared base prior to inspection by Engineer.

MAY 30, 2019


SECTION 02271 – STONE REVETMENT (RIP RAP) – Page 2

3.2 PLACING

A. Place rip rap material on prepared foundation, including one layer of mirati 600X or approved equal, within

limits indicated.

B. Place on prepared base to produce a well-graded mass of stone with minimum percentage of voids.

C. Place to required thickness and grades.

D. Place to full thickness in a single operation to avoid displacing the underlying material.

E. Distribute entire mass to conform to gradation specified.

F. Do not place stone by dumping into chutes or by similar method likely to cause segregation.

G. Keep finished stone revetment free from objectionable pockets of small stones or clusters of larger stone.

H. Hand place as necessary to obtain a well-graded distribution.

I. Ensure a final tolerance of within 3 IN from indicated slope and grade lines.

J. Place stone revetment in conjunction with embankment construction to prevent mixture of embankment

and stone revetment materials.

K. Maintain stone revetment until accepted.

L. Replace any displaced material to lines and grades shown.

END OF SECTION

MAY 30, 2019


SECTION 02400 – SHEETING AND SHORING – Page 1

SECTION 02400

SHEETING AND SHORING

PART 1 - GENERAL

1.1 SCOPE

A. The work under this section includes the furnishing of all labor, materials, tools and equipment necessary to

prevent cave-in of excavations and trench walls or settlement of areas adjacent to excavations and trench

walls.

B. No additional compensation shall be made for sheeting and shoring required under this contract.

Applicable costs for sheeting and shoring shall be included in the aggregate cost of the work items to which

the sheeting and shoring are incidental or appurtenant.

1.2 GENERAL REQUIREMENTS

A. The Contractor shall provide and install such sheeting and shoring as may be required to support the sides

of any excavation to prevent earth movement that could endanger the work or workmen, or any existing

structures, or to confine the construction within a specified, permitted and/or indicated typical trench cross-

section or to within specific construction limits including defined easements or street rights-of-way.

B. It shall be the Contractor’s responsibility to furnish, place and maintain sheeting and shoring when and

where required by applicable federal, state and local laws and regulations.

C. Neither the presence nor observation by the Engineer or Owner shall excuse the Contractor in any way

from his responsibility to provide required sheeting and shoring necessary for the protection of life and

property during construction. Job and site safety shall be and remain the sole responsibility of the

Contractor for the duration of the Construction Contract.

D. All sheeting and shoring systems must be sealed by a South Carolina Licensed Professional Engineer.

1.3 RELATED WORK


Section 02221: Trenching, Backfilling and Compacting for Utilities

Section 02260: Topsoiling and Finished Grading

Section 02530: Dewatering

PART 2 - PRODUCTS

2.1 MATERIALS

A. Steel or wood sheeting may be used at the Contractor’s option. Sheeting shall be of adequate strength for

the purpose intended.

B. Steel drag shields or trench boxes may also be used subject to the written approval of the Engineer.

PART 3 - EXECUTION

3.1 GENERAL

A. The Contractor shall provide and install all sheeting and shoring as required by applicable regulatory

authority, i.e. OSHA, etc. Such sheeting and shoring will be considered as being for Contractor’s

convenience and benefit; all costs for furnishing, installing and removing same shall be borne by the

Contractor.

B. Steel sheeting may be completely removed when sufficient backfill has been placed to prevent damage to

the work and/or existing structures. Care shall be exercised to prevent opening of voids during the

extraction process.

C. Unless approved otherwise in writing by the Engineer, all timber sheeting shall be cut off 30 inches below

grade and left in place with proper bracing to provide lateral support.

END OF SECTION

MAY 30, 2019


SECTION 02513 – ASPHALTIC CONCRETE VEHICULAR PAVING – Page 1

SECTION 02513

ASPHALTIC CONCRETE VEHICULAR PAVING

PART 1 - GENERAL

1.1 SUMMARY


1. Asphaltic concrete vehicular paving.






1. Construction standards: South Carolina Department of Transportation (SCDOT), Standard

Specifications for Highway Construction, as amended to date.

B. Miscellaneous:

2. Should conflicts arise between standard specifications of government agencies mentioned herein and

Contract Documents, Contract Documents shall govern.

1.3 SUBMITTALS

A. Shop Drawings:





3. Asphalt design mix.

4. Field Quality Control Test Results.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Asphaltic Concrete: In accordance with the referenced SCDOT specification Division 400. Surface course

to be Type CM for primary roads and Type C for secondary roads. Intermediate course to be Type B for

primary roads and Type C for secondary roads.

B. Aggregate Base Course: In accordance with the referenced SCDOT specification Division 300.

C. Pavement Markings: In accordance with the reference SCDOT specification Division 600.

D. Flowable Fill: In accordance with the reference SCDOT Supplemental Technical Specification SC-M-210.

Compressive strength shall be 100 psi minimum.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Construct to line, grade and section as shown on Drawings and in accordance with SCDOT Specifications.

B. Paving within the Right-of-Way:

1. All Work within the Right-of-Way shall be done in strict accordance with SCDOT and/or the Town of

Mount Pleasant requirements. Contractor shall familiarize himself with all such requirements.

Contractor shall obtain from the Owner a copy of all required encroachment permits, and shall

conform to all requirements and stipulations therein. In case of conflict between the plans and

encroachment permits, the encroachment permits will govern if stricter.

C. For driveways and other non-SCDOT paved roads:

1. Install 6” SABC

2. Spread a uniform prime coat at 0.25 GAL per yd2 of prime coat

3. Install 2IN surface course Type C in accordance with Section 403 of state specification.

D. Tolerance of Finished Grade: +/- 0.10 FT from required elevations.

E. Pavement Markings:

1. Thoroughly clean surfaces which are to receive paint.

2. Make completely dry before paint is applied.

3. Do not paint until minimum of 5 days has elapsed from time surface is completed. A longer period

may be required if directed by Engineer.

4. Do not apply paint over wet surfaces, during wet or damp weather, or when temperature is below 40 F.

MAY 30, 2019


SECTION 02513 – ASPHALTIC CONCRETE VEHICULAR PAVING – Page 2

5. Lay out markings and striping in accordance with SCDOT requirements.

6. Line paint meeting SCDOT specifications shall be used for temporary traffic markings.

7. Thermoplastic installed per manufacturer’s recommendations and SCDOT standards shall be used for

permanent markings or striping.

END OF SECTION

MAY 30, 2019


SECTION 02515 – PRECAST MANHOLE STRUCTURES – Page 1

SECTION 02515

PRECAST CONCRETE MANHOLE STRUCTURES

PART 1 - GENERAL

1.1 SUMMARY


1. Precast concrete manhole structures and appurtenant items.

a. Sanitary sewer manholes and appurtenances.





4. Section 15350 - Manhole Rehabilitation

5. Section 15360 – Linings and Coatings for Precast Concrete Manholes and Wet Wells



1. American Association of State Highway and Transportation Officials (AASHTO).


a. A48, Standard Specification for Gray Iron Castings.

b. A536, Standard Specification for Ductile Iron Castings.

c. C150, Standard Specification for Portland Cement.

d. C478, Standard Specification for Precast Reinforced Concrete Manhole Sections.

e. C882, Test Method for Bond Strength of Epoxy-Resin Systems Used With Concrete by Slant Shear

f. C923, Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole

Structures, Pipes, and Laterals.

g. C1244, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure

(Vacuum) Test

3. Occupational Safety and Health Administration (OSHA).

1.3 SUBMITTALS

A. Shop Drawings:





3. Fabrication and/or layout drawings:

a. Include detailed diagrams of manholes showing typical components and dimensions,

reinforcements and other details.

b. Itemize, on separate schedule, sectional breakdown of each manhole structure with all components

and refer to drawing identification number or notation.

c. Indicate knockout elevations for all piping entering each manhole.

PART 2 - PRODUCTS


A. Subject to compliance with the Contract Documents, the following manufacturers are acceptable:

1. Manhole rings, covers and frames located in grass areas:

a. US Foundry 924

b. US Foundry 926

c. Approved Equal.

2. Manhole rings, covers, and frames located in non-grass areas:

a. East Jordan Iron Works, model 1040 AGS

b. Approved Equal

3. Manhole rings, covers, and frames above grade – as directed by MPW:

a. East Jordan Iron Works, Revolution Access Cover

4. Manhole rings, covers and frames located on flat top slabs:

a. US Foundry 759

b. East Jordan Iron Works, model 104614

c. Approved Equal

MAY 30, 2019



5. Air Release Valve Manhole rings, covers and frames:

a. GMI Series 2600 Composite ring, cover and frame with SS paddle lock

6. Manholes with wastewater forcemain connection:

a. GMI Series 2600 Composite ring, cover and frame with SS paddle lock

7. Premolded joint compound:

a. Ram Nek

b. Kent Seal.

c. Or approved equal

8. Exterior joint wrap:

a. Cretex Specialty Products

b. Infi-Shield

c. Or approved equal

9. Interior Lining system:

a. Refer to Section 15360: Linings and Coatings for Precast Concrete Manholes and Wet Wells


2.2 SANITARY SEWER, MANHOLE STRUCTURE COMPONENTS

A. Manhole Components:

1. Manholes shall be precast reinforced concrete manhole sections with tongue and groove joints.

Manholes shall conform to the requirements of ASTM Specification C478. concrete used in their

manufacture shall have a 28-day compressive strength of not less than 4,000 pounds per square inch

and the absorption shall not exceed six (6%) percent. (See Construction Details).

2. Base sections shall be made with bottoms cast monolithically. The minimum thickness of the bottom

shall be six (6”) inches for manholes four (4’) feet in diameter; and eight (8”) inches for manholes

equal to and greater than five (5’) feet in diameter.

3. Provide the following components for each manhole structure:

a. Precast bottom section(s).

b. Precast barrel section(s).

c. Precast concentric cone(s).

d. Precast flat top, where required.

4. The minimum sizes and wall thickness of the manhole riser sections shall be:

Wastewater Line ID Manhole ID Minimum Wall Thickness

Less than 15 Inches 4' 5"

16" to 27" 5' 5"

30" to 45" 6' 6"

Greater than 48" 8' 8"

5. Cone sections shall have a minimum wall thickness of eight (8”) inches at their top.

6. Lifting device shall be ASTM steel strand. The depth of the lifting holes shall not be deeper than the

wall thickness minus two (2) inches. Lifting holes that penetrate through the wall are not acceptable.

Lifting holes shall be filled with non-shrink grout.

7. Steps shall not be provided in manholes.

B. Solid or Vented Frames and Cover:

1. Cast iron frame and covers: ASTM A48, Class 35 (minimum).

2. Ductile iron frame and covers: ASTM A536.

3. Use only cast or ductile iron of best quality, free from imperfections and blow holes.

4. Furnish frame and cover of heavy-duty construction a minimum total weight of 400 lbs for USF.

5. Machine all horizontal surfaces.

6. All covers shall include an integral gasket. Sideswipe style gaskets are not allowed.

7. Furnish unit with two (2) 5/8” x 3” long stainless steel pickbars.

8. Letter covers "MPW" and “SANITARY SEWER” for all collection system manholes.

9. Vented covers shall only be used where specified on the approved plans.

a. Provide only one 1-inch diameter hole for venting.

C. Watertight Type Frame and Cover:

1. Provide covers meeting the requirements of Paragraph 2.2B and as modified below.

2. Furnish frame and bolted cover of heavy-duty construction.

a. Equip unit with two camlock assemblies constructed of (2) stainless steel countersunk 5/8 IN DIA

by 4 IN long bolts with stainless steel washers and brass or stainless-steel lock lugs. Cams shall be

able to lock in any position on the frame.

b. Provide solid lid with an integral gasket.

MAY 30, 2019



D. Special Coatings and Joint Treatment:

1. Joints of precast sections:

a. Sections may be joined with either O-ring seals or butyl rubber type sealers.

b. If O-ring seals are used, they shall conform to ASTM C443 and be set in a groove cast into the

spigot section of each base and riser. O-rings shall be installed as recommended by the manhole

manufacturer.

c. Butyl rubber seals shall be conform to ASTM C990 and shall be installed only on clean and dry

surfaces as recommended by the manufacturer.

d. After sections are joined, the inside of the bell and spigot joint shall be covered with a smooth,

tapered coat of pre-mixed, non-shrink grout to a thickness of one-half inch at the joint.

e. A minimum six (6) inch wide external butyl rubber joint wrap shall be installed on the outside of all

joints including casting frame.

2. Aluminum components embedded in concrete:

a. Provide protective coating for aluminum embedded in concrete.

3. Lining System:

a. Refer to Section 15360: Linings and Coatings for Precast Concrete Manholes and Wetwells

E. Sanitary Sewer Manhole Concrete:

1. Provide all sanitary manholes constructed with Portland ASTM C150, Type I or II cement with a

tricalcium aluminate content not to exceed 8 percent.

2. Mix aggregate shall be a minimum of 50 percent crushed limestone.

3. Provide 4000 psi non-shrink grout.

PART 3 - EXECUTION

3.1 MANHOLE CONSTRUCTION

A. General:

1. Utilize precast concrete base with integral bottom section.

2. Set precast base sections on a firm, stabilized foundation and 12 IN of washed minimum #57 stone to

prevent settlement and misalignment.

3. Ensure accurate vertical placement and leveling prior to placement of interior grout.

a. Provide vertical alignment tolerance of maximum 1 IN horizontal to 10 FT vertical.

4. Make inverts with a semi-circular bottom conforming to the inside contour of the adjacent sewer

sections.

a. Shape inverts accurately and give them a steel trowel finish.

b. For changes in direction of the sewer and entering branches into the manhole, make a circular curve

in the manhole invert of as large a radius as manhole size will permit.

c. Concrete brick will be used only to form the invert channel walls. All other annular space shall be

filled with non-shrink concrete grout. No fillers such as broken block, gravel, sand, or excavated

material is allowed in the construction of fillets (benches).

d. Inverts shall be “U” design with top of “U” even with the crown of the pipe.

e. Invert piping shall not extend inside manhole any further than two (2”) inches. The slope of the

invert benches shall provide a minimum of 2” higher than the crown of the pipe.

f. When dissimilar pipe sizes occur, the elevation of the invert of the pipes must be the same.

5. Precast manhole inverts are acceptable provided the alignment matches upstream and downstream

sewer piping.

B. Build each manhole to dimensions shown on plans and at such elevation that pipe sections built into wall of

manhole will be true extensions of line of pipe.

C. For all horizontal mating surfaces between concrete and concrete or concrete and metal, above established

high groundwater elevation shown trowel apply to clean surface black mastic joint compound to a

minimum wet thickness of 1/4 IN immediately prior to mating the surfaces.

D. For horizontal joints, install a resilient O-ring type gasket or pre-molded joint compound.

E. Seal all pipe penetrations in manhole using a flexible gasketed watertight boot.

1. Pipe openings shall be placed at the exact elevations and locations to receive pipe.

2. Form pipe openings smooth and well-shaped.

3. After installation, seal cracks with non-shrink grout.

F. Sections shall be installed level and plumb.

G. Set and adjust frame and cover final to match finished pavement, or finished grade elevation, or elevation

indicated on drawings.

H. Manholes and drop manholes shall be installed at locations specified in the plans and in accordance with

the construction details.

I. Service laterals connected to manholes shall be constructed in accordance with the plans and construction

details.

MAY 30, 2019



J. Corrosion-proof fiberglass manholes, ABS manholes or epoxy lined manholes shall be installed in

accordance with the plans and construction details.

K. Corrosion-proof coating shall protect all exposed surfaces and structures, including walls and underside of

the top slab, riser piping, and metallic influent piping inside the wet well. The method of providing a

corrosion-proof structure shall be submitted to the MPW Engineering Department for approval.

L. Force mains tying into manholes shall enter the manhole in accordance with the plans and construction

details.

M. Where the work requires special stream crossings or other extraordinary conditions, or where alternate

types of construction are not covered by these specific specifications, the materials and construction

methods shall be submitted for approval to MPW Engineering Department.

N. Groundwater infiltration into new manhole structures regardless of the source is not permitted. Any

infiltration, which is found during a final inspection, must be corrected. Repair of leakage by any

technique other than disassembly and reassembly of the leaking structure (manhole lining, chemical

grouting, etc.) must be approved by the MPW Engineering Department prior to use.


A. Manhole Leakage Test

1. The testing shall be paid for by the Contractor and will not take place until all work to the manhole is

complete. The Engineer and/or MPW representative shall be present for all testing. The Contractor

shall notify the Engineer or MPW representative 48 hours prior to testing.

2. All manholes, new and rehabilitated, shall be tested via vacuum testing per ASTM C-1244 except that

the minimum test times shall be as defined in Table 1 below (test times modified from those in ASTM

C-1244). The vacuum test unit shall be placed at the top of the manhole structure to include the

frame/cone interface/seal in the test. A plate test unit will likely be required to perform the test.

Bladder units can be used as long as the bladder does not cover the interface of the frame and the cone

section.

3. Vacuum tests shall be performed by placing the testing unit at the top of the manhole in accordance

with the manufacturer’s recommendations. A vacuum of 10 inches of mercury shall be drawn on the

manhole, the valve on the vacuum line of the test unit closed, and the vacuum pump shut off. The time

shall be measured for the vacuum to drop to 9 inches of mercury. The manhole shall pass if the time

for the vacuum reading to drop from 10 inches of mercury to 9 inches of mercury meets or exceeds the

test times indicated in Table 1 below. The test times in Table 1 are modified from those in ASTM C-

1244. If the actual manhole diameter falls between those listed in Table 1, use the test times for the

next larger diameter. Table 1 shall be included on the Contractor’s test reports. Refer to ASTM C-

1244 for further requirements.

4. The Contractor shall submit test reports (using the form included at the end of this section) of the

testing which include the project name, manhole tested, data on testing (vacuum pressure, test duration,

etc.), and whether the manholes passed or failed the test. Test reports must be submitted for failed

tests with the reason for failure noted on the report. The Engineer or MPW representative shall sign all

test reports to document that the Engineer or MPW representative was present for testing. Any

manhole that fails the vacuum test shall be repaired and retested immediately by the Contractor at no

additional cost.

Manhole

Depth 36 42 48 54 60 66 72 84 96

(feet)

8 60 60 60 60 60 60 66 72 78

10 60 60 60 60 66 72 82 98 114

12 60 60 60 70 78 86 98 118 138

14 60 60 70 82 92 102 114 136 158

16 60 68 80 92 104 116 132 160 188

18 64 76 90 104 118 130 148 178 208

20 70 84 100 116 130 144 162 194 226

22 78 92 110 128 144 158 178 212 246

24 84 102 118 140 156 174 194 232 270

26 92 110 128 150 170 188 210 250 290

28 98 118 138 162 182 202 226 270 314

30 106 126 148 174 196 216 242 288 334

TABLE 1. MINIMUM VACUUM TEST TIMES FOR VARIOUS MANHOLE DIAMETERS

Test Time (seconds)

Manhole Diameter (inches)

END OF SECTION

MAY 30, 2019



MANHOLE VACUUM TEST REPORT

Project Name: ______________________________________________________________________

Manhole Tested: ____________________________________________________________________ MH # or Station #

Tested By: ________________________________________ Date: ___________________________

Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test.

ASTM Designation C-1244

Manhole Diameter: ______________ Manhole Depth: ______________

Required Test Time: _____________________ (from Table 1 below)

INITIAL TEST

Vacuum Pressure: _______________ Test Duration: __________________

. Passed . Failed

Inspector’s Signature: __________________________________________________________________

Explanation for Failure: ________________________________________________________________

____________________________________________________________________________________

RE-TEST (if required)

Vacuum Pressure: _______________ Test Duration: __________________

. Passed . Failed

Inspector’s Signature: __________________________________________________________________

Explanation for Failure: ________________________________________________________________

____________________________________________________________________________________

Manhole

Depth 36 42 48 54 60 66 72 84 96

(feet)

8 60 60 60 60 60 60 66 72 78

10 60 60 60 60 66 72 82 98 114

12 60 60 60 70 78 86 98 118 138

14 60 60 70 82 92 102 114 136 158

16 60 68 80 92 104 116 134 160 188

18 64 76 90 104 118 130 146 178 208

20 70 84 100 116 130 144 162 194 226

22 78 92 110 128 144 158 178 212 246

24 84 102 118 140 156 174 194 232 270

26 92 110 128 150 170 188 210 250 290

28 98 118 138 162 182 202 226 270 314

30 106 126 148 174 196 216 242 288 334

TABLE 1. MINIMUM VACUUM TEST TIMES FOR VARIOUS MANHOLE DIAMETERS

Manhole Diameter (inches)

Test Time (seconds)

MAY 30, 2019


SECTION 02530 – DEWATERING – Page 1

SECTION 02530

DEWATERING

PART 1 - GENERAL

1.1 SCOPE

A. In general, the work specified in this section of the specifications shall consist of supplying labor, materials,

and equipment and performing all work necessary to lower and control surface water, impounded water

bodies, lagoons, lakes, canals and groundwater levels and hydrostatic pressures to protect all excavations

and construction specified under this Contract to be performed in the dry.

1. Work shall include providing all labor, materials, pumps and appurtenances to dewater utility trenches

excavated pursuant to Section 02221.

1.2 EXAMINATION OF THE SITE

A. The Contractor shall take all steps that he considers necessary to familiarize himself with the site

conditions, the ground conditions and the groundwater conditions.

B. Review soils investigation when available, before beginning excavation and determine where groundwater

is likely to be encountered during excavation.

C. It is expressly understood that neither the Owner nor the Engineer will be held responsible for any

interpretations or conclusions drawn by the Contractor.

1.3 RELATED WORK


Section 02221: Trenching, Backfilling and Compacting

Section 02230: Stormwater Pollution and Prevention

Section 02270: Soil Erosion and Sediment Control

Section 02400: Sheeting and Shoring

PART 2 - PRODUCTS

2.1 METHOD AND EQUIPMENT

A. All dewatering operations shall be in accordance with the Town of Mount Pleasant’s Stormwater Quality

and Dewatering/Well Point Operations.

B. It is the intent of these specifications that an adequate dewatering system be installed to lower and control

the groundwater in order to permit excavation, construction of structures and the placement of the fill

materials, all to be performed under dry conditions. The dewatering system shall be adequate to pre-drain

the water-bearing strata above and below the bottom of the foundations, the drains, all water and

wastewater pipelines, and all other excavations.

C. An adequate weight of fill material shall be in place prior to discontinuing operation of dewatering to

prevent buoyancy of the structure.

PART 3 - EXECUTION

3.1 GENERAL

A. The Contractor shall be solely responsible for the arrangement, location and depths of the dewatering

system necessary to accomplish the work described under this section of the specifications.

B. The dewatering shall be accomplished in a manner that will reduce the hydrostatic head below any

excavation to the extent that the water level and piezometric water levels in the construction area are below

the prevailing excavation surface; will prevent the loss of fines, seepage, boils, quick conditions, or

softening of the foundation strata; will maintain stability of the sides and bottom of the excavation; and will

result in all construction operation being performed in the dry.

C. Groundwater shall be drawn down and maintained at least 3 FT below the bottom of any trench or manhole

excavation prior to excavation.

D. Employ dewatering specialist for selecting and operating dewatering system.

E. Keep dewatering system in operation until dead load of pipe, structure and backfill exceeds possible

buoyant uplift force on pipe or structure.

F. Shut off dewatering system at such a rate to prevent a quick upsurge of water that might weaken the

subgrade.

G. Cost of groundwater dewatering shall be included in the linear foot unit price of the pipe installation.

MAY 30, 2019


SECTION 02530 – DEWATERING – Page 2

3.2 DISPOSAL OF WATER

A. The Contractor shall promptly dispose of all water removed from the excavations in accordance with the

Town of Mount Pleasant’s requirement and in such a manner as will not endanger public health, damage

public or private property, or affect adversely any portion of the work under construction or completed by

him or any other Contractor. Contractor shall obtain written permission from the Owner of any property

involved before digging ditches or constructing water courses for the removal of water.

B. The Contractor shall not block off storm drainage during construction and shall be responsible for all

temporary rerouting of storm water.

3.3 INADEQUATE SYSTEM

A. If the dewatering requirements are not satisfied due to inadequacy or failure of the dewatering system,

then loosening of the foundation strata, or instability of the slopes, or damage to the materials, and plant,

and the performance of all work necessary to carry out additional work for reinstatement of the structure

of foundation soil resulting from such inadequacy or failure shall be undertaken by the Contractor to the

approval of the Engineer, and at no additional expense to the Owner.

END OF SECTION

MAY 30, 2019


SECTION 02661 – FORCE MAIN AND GRAVITY LINE CONSTRUCTION – Page 1

SECTION 02661FORCE MAIN AND GRAVITY LINE CONSTRUCTION

PART 1 - GENERAL1.1 SUMMARY

A.Section Includes:

1. Installation of new force main and gravity sewer pipe

2. Coordination and interface with existing facilities and utilities.


1. Division 0 – Bidding Requirements, Contract Forms, and Conditions of the Contract.

2. Division 1 – General Requirements.

3. Section 01530 – Tree Protection

4. Section 01560 – Environmental Protection and Special Controls.

5. Section 02110 – Site Clearing.

6. Section 02221 – Trenching, Backfilling, and Compacting for Utilities.

7. Section 02224 – Encased Pipeline Undercrossings.

8. Section 02260 – Topsoiling and Finished Grading.

9. Section 02515 – Precast Concrete Manhole Structures.

10. Section 03002 – Concrete.

11. Section 15060B – Pipe and Pipe Fittings: Basic Force Main and Gravity Sewer Requirements.

12. Section 15062 – Pipe: Ductile

13. Section 15064 – Pipe: Plastic

14. Section 15100 – Valves: Basic Requirements.

15. Section 15102 – Plug Valves.

16. Section 15106 – Check Valves

17. Section 15114 – Miscellaneous Valves.

PART 2 - PRODUCTS – (NOT APPLICABLE TO THIS SECTION)

PART 3 - EXECUTION3.1 ACCESS TO WORK

A.The Contractor shall be responsible for accessing all areas necessary to perform the specified work. All costs

associated with access shall be included in the various unit prices bid. No separate payment will be made.

B. The Contractor shall maintain all construction activities within the road right-of-way and/or utility easements

unless specifically approved otherwise by the Engineer and/or Owner.

C. The Contractor shall coordinate all work with property owners and/or utility providers impacted by the work

and shall negotiate access through property as necessary.

D.The Contractor shall remove and re-install fences, mailboxes, signs, other moveable objects, etc. to perform

the specified work at no additional cost.

3.2 INSTALLATION

A.Install Products in accordance with manufacturer’s instructions.

B. Install force mains and gravity lines to the line and grade on the Drawings.

C. Field verify depth of utilities that will be crossed well ahead of pipe laying operations.

1. Adjust force main elevation as required during construction.

2. No separate payment will be made for field verification or adjustment of main depths as required.

3.3 INTERRUPTION OF SERVICE

A.Planned interruption of wastewater service to users shall not exceed 4 HRS unless previously approved by

MPW. Contractor must notify MPW of a planned interruption a minimum of 3 days in advance.

3.4 DRIVEWAY REMOVAL AND REPLACEMENT

A.All Portland cement concrete and asphalt noted for removal and replacement shall be cut prior to removal.

Cut by sawing, vertical cut to be 1 IN minimum. The remaining depth of section may be broken out in a

manner subject to Engineers approval.

B. Width of section removed to be either:

1. A width not greater than the outside diameter of the main plus 4 FT or

2. Broken out to the nearest joint.

3. Limits shall be approved in the field by the Owner/Engineer.

C. Replace Portland cement concrete (minimum 4 IN) and asphalt (minimum 2 IN) equal to or better than

original paving.

MAY 30, 2019


SECTION 02661 – FORCE MAIN AND GRAVITY LINE CONSTRUCTION – Page 2

D.Debris resulting from the above operations shall be removed and properly disposed by the Contractor.

3.5 GRAVEL SURFACED DRIVES AND ROADWAYS

A.The Contractor shall restore all damaged gravel surfaced drives and roadways to a condition equal to or

better than original.

3.6 PROTECTION OF EXISTING UTILITIES

A.Contractor to verify the location, material and size of all underground utilities. Omission from, or the

inclusion of utility locations on the plans is not to be considered as the nonexistence of or a definite location

of existing underground utilities.

B. The Contractor shall be responsible for coordinating with utility providers for the removal, replacement,

relocation or repair of existing structures, facilities, or services.

C. A representative of the underground utilities shall be notified 24 HRS in advance of crossings.

3.7 CONNECTIONS TO EXISTING WASTEWATER LINES

A.Make connections to existing wastewater lines as shown on Drawings, by attaching to existing or changed

fitting. Cost for making connections shall include cost of all fittings including flexible couplings.

B. Contractor is responsible for controlling and disposing of wastewater in the trench at no additional cost to the

Owner.

3.8 TREES

A.Refer to Section 01530 for tree protection and removal requirements.

3.9 FENCES, SIGNS, MAILBOXES, ETC.

A.Restore all damaged fences, signs, driveway culverts, headwalls, mailboxes, etc., to their original conditions.

No separate payment will be made for these items.

3.10TRAFFIC CONTROL

A.Warning signs and flagmen must be provided in accordance with the most recent revision of the Federal

Highway Administrations “Manual on Uniform Traffic Control Devices”, SCDOT and/or Town of Mount

Pleasant. Traffic control will be strictly enforced in order to provide fire and police protection, maintain

efficient traffic patterns and access to drives while construction is in progress.

B. The Contractor shall provide all appropriate signage, barricades and detours, and shall provide flag persons at

all times and places necessary. Occupants must be notified a minimum of 2 hours in advance of private drive

closing. Closure time will be limited to a maximum of 2 hours. Where businesses have only one means of

access, the Contractor shall provide an alternative means of access or perform work during hours when the

business is closed.

3.11FIELD QUALITY CONTROL

A.Pipe Testing: (See Section 15060B).

1. All pipe and fittings shall be tested as specified in Section 15060B.

2. All manholes shall be tested as specified in Section 02515.

3. Furnish all necessary apparatus to run tests.

END OF SECTION

MAY 30, 2019


SECTION 02781 – HORIZONTAL DIRECTIONAL DRILLING – Page 1

SECTION 02781

HORIZONTAL DIRECTIONAL DRILLING

PART 1 - GENERAL

1.1 SUMMARY

A. Work included: Furnish and install underground utilities using the horizontal directional drilling (HDD)

method of installation of pipe, commonly referred to as directional boring or guided horizontal boring.

This work includes all services, equipment, materials, and labor necessary for a complete and proper

installation, testing, restoration of underground utilities, environmental protection and restoration.

B. Related sections include but are not necessarily limited to:



3. Section 15060 A – Pipe and Pipe Fittings: Basic Water Main Requirements.

4. Section 02660 – Water Main Construction.


A. Provide extended five (5) year warranty for all work within SCDOT rights-of-way.

B. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary

crafts and who are completely familiar with the specified requirements and the methods needed for proper

performance of the work of this Section.

C. Requirements set forth in this document specify a wide range of procedural precautions necessary to ensure

that the very basic, essential aspects of a proper directional bore installation are adequately controlled.

Strict adherence is required under specifically covered conditions outlined in these specifications.

Adherence to these specifications or the Engineer's approval of any aspect of any directional bore operation

in no way relieves the Contractor of their ultimate responsibility for the satisfactory completion of the work

authorized under the Contract.

1.3 SUBMITTALS

A. Comply with pertinent provisions of Section 01340.

B. Product data: Within 30 calendar days after the Contractor has received the Owner's Notice to Proceed,

submit:

1. Manufacturer's specifications and other data needed to prove compliance with the specified

requirements.

C. Work plan: Prior to beginning work, Contractor must submit to the Engineer a work plan detailing the

procedure and schedule to be used to execute the project. The work plan should be based on actual

working conditions for this particular project and include the following:

1. Description of all equipment to be used, down-hole tools, a list of personnel and their qualifications

and experience, list of subcontractors, and a schedule of work activity.

2. Safety plan.

3. Traffic control plan (if applicable).

4. Environmental protection plan.

5. Contingency plans for possible problems.

D. Equipment: Contractor will submit specifications on directional drilling equipment to be used to ensure

that the equipment is adequate to complete the project. Equipment shall include, but not be limited to, the

following:

1. Drilling rig.

2. Mud system.

3. Mud motors (if applicable).

4. Down-hole tools.

5. Guidance system.

6. Rig safety systems.

7. Calibration records for guidance equipment.

8. Specifications for any drilling fluid additives that might be used.

E. Material: Submit to Engineer specifications on any materials such as pipe, fittings or any other item to be

an installed component of the project.

PART 2 - EQUIPMENT REQUIREMENTS

2.1 GENERAL

A. Directional drilling equipment to consist of the following:

1. Directional drilling rig of sufficient capacity to perform the bore and pull-back the pipe.

2. Drilling fluid mixing, delivery and recovery system of sufficient capacity to successfully complete the

crossing.

MAY 30, 2019



3. Drilling fluid recycling system to remove solids from the drilling fluid so that the fluid can be re-used.

4. Guidance system to accurately guide boring operations.

5. Vacuum truck of sufficient capacity to handle the drilling fluid volume.

6. Trained and competent personnel to operate the system.

7. All equipment shall be in good, safe operating condition with sufficient supplies, materials and spare

parts on hand to maintain the system in good working order for the duration of this project.

2.2 DRILLING SYSTEM

A. Drilling rig:

1. Hydraulically powered system to rotate, push and pull hollow drill pipe into the ground at a variable

angle while delivering a pressurized fluid mixture to a guidable drill (bore) head.

a. Anchor the machine to the ground to withstand the pulling, pushing and rotating pressure required

to complete the crossing.

b. Hydraulic power system to be self-contained with sufficient pressure and volume to power drilling

operations and to be free of leaks.

2. Rig to have a system to monitor and record maximum pull-back pressure during pull-back operations.

3. Electrically ground the rig during drilling and pull-back operations.

B. Construct drill pipe of high quality 4130 seamless tubing, Grade D, or better, with threaded box and pins.

Toll joints should be hardened to 32-36 RC.

2.3 GUIDANCE SYSTEM

A. Provide a guidance system of a proven, accurate type with an interface meeting the following requirements:

1. Must provide a continuous and accurate determination of the location of the drill head during the

drilling operation.

2. Must be capable of tracking at all depths up to 100' in any soil condition (including hard rock).

3. Probe must provide immediate information on the tool face, azimuth (horizontal direction) and

inclination (vertical direction) and must be accurate to ±2% of the vertical depth of the bore hole at

sensing position at depths up to 100' and accurate within 1.5 meters horizontally.

4. System must be setup and operated by personnel trained and experienced. Operator must be aware of

any geo-magnetic anomalies and must consider such influences in the operation of the guidance system

if using a magnetic system.

2.4 DRILLING FLUID (MUD) SYSTEM

A. Mixing system:

1. Provide self-contained, closed drilling fluid mixing system of sufficient size to mix and deliver drilling

fluid composed of bentonite clay, potable water and appropriate additives.

2. Mixing system must be able to molecularly shear individual bentonite particles from the dry powder to

avoid clumping and ensure thorough mixing.

3. System to continually agitate the drilling fluid during drilling operations.

B. Fluids:

1. Fluids to be composed of clean water, bentonite clay and approved additives.

2. Use water from an authorized source with a pH of 8.5 - 10.

3. Water of a lower pH or with excessive calcium to be treated with the appropriate amount of sodium

carbonate, or equal.

4. Mix water and bentonite clay thoroughly, absent of any clumps or clods.

5. No additional material may be used in drilling fluid without prior approval from the Engineer.

2.5 OTHER EQUIPMENT

A. Pipe rollers:

1. Provide pipe rollers of sufficient size to fully support the weight of the pipe during pull-back

operations.

2. Provide a sufficient number of rollers to meet the pipe manufacturer’s recommended spacing to

prevent excess sagging of pipe.

B. Pipe rammers: Use hydraulic or pneumatic pipe rammers only if necessary and with the authorization of

the Engineer.

2.6 PIPE

A. Polyethylene (PE) pipe:

1. Comply with AWWA C-906, DR 11 and working pressure of 160.

2. Provide SDR high performance, high molecular weight, high density polyethylene pipe, and shall

conform to ASTM D 1248 (Type III C, Category 5, P34).

3. Minimum cell classifications values shall be 345434C as referenced in ASTM D 3350 - latest edition.

MAY 30, 2019



4. Provide fittings molded or manufactured from a polyethylene compound having a cell classification

equal to or exceeding the compound used in the pipe.

5. All fittings supplied under this to be of the same manufacture as the pipe being supplied.

6. Physical properties:

PROPERTY TEST METHOD UNIT VALUE

Density ASTM Method gms/cc 0.955

Melt Index ASTM D-1238 (190/2.16) gms/10 min

ENVIRONMENTAL STRESS CRACKING RESISTANCE:

Condition A, B, & C, F-0 ASTM D 1693 hrs >5000**

Compressed Ring, F-60 ASTM F 1248 hrs >1500

Tensile Strength, Yield ASTM D 638 psi 3200

Type IV Specimen (2"/min)

Elongation at Break ASTM D 638 % >750


Victate Softening Temp ASTM D 1525 °F 257

Brittleness Temp ASTM D 746 °F 180

Flexural Modulus ASTM D 790 psi 135,000

Modulus of Elasticity ASTM D 638 psi 130,000

Hardness ASTM D 2240 Shore D 65

Expansion Coef. ASTM D 696 in./in./ºF 1.2x10-4

Thermal ConductivityDynatech-Colora BTU,

In./Thermoconductor ft./2hrs/ºF

LONG TERM STRENGTH:

73° F ASTM D 2837 psi 1600

UV Stabilizer ASTM D 1603 %C 2.5

Material Cell Classification ASTM D 1248 345434C

Material Description PPI Recommendation PE 3408

2.7 TRACER WIRE

A. Install Tric-Tech wire CO-10 gauge HDPE high flex stainless steel directional boring tracer cable on all

HDPE pipe. Installed pipe will not be accepted by MPW until in receipt of an acceptable conductivity test.

PART 3 - EXECUTION

3.1 GENERAL

A. The Engineer must be notified 48 hours in advance of starting work. Directional bore shall not begin until

the Engineer's representative is present at the job site.

3.2 PERSONNEL REQUIREMENTS

A. General:

1. All personnel shall be fully trained in their respective duties as part of the directional drilling crew and

in safety.

2. A competent and experienced supervisor representing the Contractor and drilling subcontractor shall

be present at all times during the actual drilling operations.

3. A responsible representative, thoroughly familiar with the equipment and type of work to be

performed, must be in direct charge and control of the operation at all times.

4. Supervisor must be continually present at the job site during the actual directional bore operation at all

times.

5. A sufficient number of competent workers must be provided at all times to ensure the directional bore

is made in a timely and satisfactory manner.

3.3 DRILLING PROCEDURE

A. Site preparation:

1. Contractor to provide photograph or video tape of the entire work area, including entry and exit points

prior to any alterations to work site, including:

MAY 30, 2019



a. Provide Engineer with one copy of photograph or video tape.

b. One copy to remain with Contractor for a period of one year following the completion of the

project.

B. Drill path survey: Accurately survey the entire drill path with entry and exit stakes placed in the

appropriate locations. If Contractor is using a magnetic guidance system, drill path will be surveyed for

any surface geo-magnetic variations or anomalies.

C. Environmental protection:

1. Place silt fence between all drilling operations and any drainage, wetland, waterway or other area

designated for such protection by contract documents, state, federal and local regulations.

2. Install berms, liners, turbidity curtains and any other measures necessary to contain any hydraulic or

drilling fluid spills for additional environmental protection.

3. Adhere to all applicable environmental regulations.

4. Do not store fuel in bulk containers within 20' of any water-body or wetland.

D. Pipe: If possible, weld/fuse pipe together in one length prior to placing in bore hole. When recommended

by the pipe manufacturer or shown on the approved plans, place pipe on rollers before pulling into bore

hole. Space rollers must meet pipe manufacturer guidelines and be close enough to prevent excessive

sagging of pipe.

E. Pilot hole:

1. Drill pilot hole on bore path with no deviations greater than 5% of depth over a length of 100'. In the

event that pilot does deviate from bore path more than 5% of depth in 100', the Engineer may require

to pull-back and re-drill from the location along bore path before the deviation.

2. In the event that a drilling fluid fracture, inadvertent returns, or returns loss, occurs during pilot hole

drilling operations, cease drilling, wait at least 30 minutes, inject a quantity of drilling fluid with a

viscosity exceeding 120 seconds as measured by a March funnel and then wait another 30 minutes. If

mud fracture or returns loss continues, cease operations and notify Engineer.

F. Pull-back:

1. After successfully reaming bore hole to the required diameter, contractor will pull the pipe through the

bore hole. In front of the pipe will be a swivel and barrel reamer to compact bore hole walls. Once

pull-back operations have commenced, operations must continue without interruption until pipe is

completely pulled into bore hole.

2. Do not apply more than the maximum safe pipe pull force as determined by the pipe manufacturer

during pull-back operations.

3.4 QUALITY CONTROL

A. Resin:

1. Manufactured by the pipe manufacturer, thus maintaining complete control of the pipe quality.

2. All ingredients pre-compound prior to extrusion of pipe, in plant blending is not acceptable.

B. Pipe:

1. The HDPE pipe shall contain no recycled compound except that generated in the manufacturer’s own

plant from resin of the same specification from the same raw material.

2. The pipe shall be homogenous throughout and free of visible cracks, holes, foreign inclusions, or other

deleterious defects and shall be identical in color, density, melt index, and other physical properties.

C. Testing:

1. Owner may request, as part of the quality control records submittal, certification that the pipe produced

is represented by the quality assurance testing.

2. Test results from manufacturer’s testing or random sampling by the Engineer that do not meet

appropriate ASTM standards or manufacturer’s representation, may be cause for rejection of pipe

represented by the testing.

3. Tests to include density and flow rate measurements from samples taken at selected locations within

the pipe wall and thermal stability determinations according to ASTM D 3350, 10.1.9.

4. Provide certified lab data to verify the physical properties of the materials supplied under this

specification or may take random samples and have them tested by an independent laboratory.

D. Rejection:

1. The Owner reserves the right to reject any polyethylene pipe and fittings failing to meet any of the

requirements of this specification.

E. Pipe dimensions:

1. Pipe supplied under this specification shall have a nominal DIP (ductile iron pipe) size O.D. unless

otherwise specified. The DR (Dimension Ratio) of the pipe supplied shall be as specified.

F. Join sections of polyethylene pipe into continuous lengths on the job site above ground.

1. Use the butt fusion method performed in accordance with the manufacturer’s recommendations.

MAY 30, 2019



2. Equipment used in the joining procedures should be capable of meeting all conditions recommended

by the pipe manufacturer, including, but not limited to, temperature requirements, alignment, and

fusion pressures.

a. Each joint shall be logged with a datalogger that will provide a report and graph showing required

pipe data, pressures, times, etc. for each joint in accordance with the pipe supplier’s

recommendation to include the following:

1) Pipe size and thickness

2) Machine size

3) Fusion technician identification

4) Fusion, heating, and drag pressure settings

5) Heat plate temperature

6) Time stamp

7) Heating and cool down time of fusion

8) Ambient temperature

3. Prior approval of equipment and personnel shall be obtained before fusion begins.

4. Pipe fusion technician shall have a current training qualification from the pipe manufacturer/supplier

for the material and pipe size being installed.

5. The completed pipe joints shall be guaranteed for five years in writing to the Owner and its Contractor.

G. Provide restrained joint mechanical joint adapters for each end of the P.E. pipeline.

1. Include any special end configuration and polyethylene ring to hold a standard mechanical joint.

3.5 HYDROSTATIC TESTING

A. The pipe shall be hydrostatically tested before final acceptance after being pulled through the bore hole.

B. The test procedure consists of initial expansion, and test phases. For the initial expansion phase, make-up

water is added as required to maintain the test pressure (150 psi) for four (4) hours. For the test phase, the

test pressure is reduced by 10 psi. If the pressure remains steady (within 5% of the target value) for an

hour, no leakage is indicated.

3.6 SITE RESTORATION

A. De-mobilize equipment to restore the work site to original condition once drilling operations are

terminated.

B. Backfill and compact all excavation to 98% of original density.

3.7 RECORD KEEPING AND AS-BUILTS

A. Maintain a daily project log of drilling operations and a guidance system log with a copy given to Engineer

at completion of project.

B. Plan & profile as-builts are required and must be completed and certified by a professional surveyor.

C. Contractor shall provide CCTV video of the installed HDD force main for verification of the as-built

profiles to ensure that any unplanned/unvented high points are identified.

END OF SECTION

MAY 30, 2019


SECTION 02930 – SEEDING, SODDING AND LANDSCAPING – Page 1

SECTION 02930

SEEDING, SODDING AND LANDSCAPING

PART 1 - GENERAL

1.1 SUMMARY


1. Seeding, sodding and landscape planting:

a. Soil preparation.

b. Lawn-type seeding.

c. Sodding.

d. Plants and planting.

e. Maintenance of new and transplanted materials.

f. Pruning and repairing existing trees.

g. Replacement of dead or impaired materials at the end of the first growing season.




3. Section 02260 - Topsoiling and Finished Grading.



1. American Nursery and Landscape Association/American National Standards Institute (ANLA/ANSI):

a. Z60.1, American Standard for Nursery Stock.

2. AOAC International (AOAC).


b. D2028, Standard Specification for Cutback Asphalt (Rapid-Curing Type).

c. United States Department of Agriculture (USDA): Federal Seed Act.

B. Quality Control:

1. Fertilizer:

a. If Engineer determines fertilizer requires sampling and testing to verify quality, testing will be done

at Contractor's expense, in accordance with current methods of the AOAC.

b. Upon completion of Project, a final check of total quantities of fertilizer used will be made against

total area seeded.

c. If minimum rates of application have not been met, Contractor will be required to distribute

additional quantities to make up minimum application specified.

C. Qualifications:

1. Pruning work to be performed by a licensed arborist.

1.3 SUBMITTALS

A. Shop Drawings:





c. Signed copies of vendor's statement for seed mixture required, stating botanical and common name,

place of origin, strain, percentage of purity, percentage of germination, and amount of Pure Live

Seed (PLS) per bag.

d. Type of herbicide to be used during first growing season to contain annual weeds and application

rate.

e. Source and location of sod, plants, and plant material.

3. Certification that each container of seed delivered will be labeled in accordance with Federal and State

Seed Laws and equals or exceeds Specification requirements.

B. Miscellaneous Submittals:


2. Copies of invoices for fertilizer used on Project showing grade furnished, along with certification of

quality and warranty.


A. Furnish seed in sealed standard containers labeled with producer's name and seed analysis.

1. Remove from the site seed which has become wet, moldy, or otherwise damaged in transit.

MAY 30, 2019



B. Furnish fertilizer uniform in composition, free flowing and suitable for application with approved

equipment, delivered to site in bags or other containers, each fully labeled and bearing the name, and

warranty of the producer.

1.5 SEQUENCING AND SCHEDULING

A. Installation Schedule:

1. MPW will meet with impacted property owners prior to construction to develop a restoration plan to

include a restoration schedule, sod/shrub/tree replacement type, limits of disturbance, maintenance

responsibilities, etc.

2. MPW will provide the Contractor written documentation outlining all restoration requirements.

B. Pre-installation Meeting:

1. Meet with Engineer and other parties as necessary to discuss schedule and methods, unless otherwise

indicated by Engineer.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Seed Quality:

1. Fresh, clean, new-crop seed labeled in accordance with USDA Rules and Regulations under the

Federal Seed Act in effect on date of bidding.

2. Provide seed of species, proportions, and minimum percentages of purity, germination and maximum

percentage of weed seed as specified.

B. Lawn-Type Seed Mixture:

1. Schedule No. 1 - Planting dates March 1 to August 15:

Common Name of Seed Rate A Rate B

Rye Grain 1.0 1.0

Common Bermuda (hulled) 0.0 1.5

Sericea Lespedeza 1.0 0.0

Weeping Love Grass (sandy soils) 1.0 0.0

2. Schedule No. 2 – Planting dates August 16 – February 28:

Common Name of Seed Rate A Rate B

Rye Grain 0.0 1.0

Common Bermuda (hulled) 0.0 1.5

Brown Top Millet 5.0 0.0

Common Bermuda (unhulled) 0.0 2.0

C. Sod: Viable, dense, strongly rooted, not less than 2 years old.

1. Centipede Grass or match existing type as required.

2. Free of weeds and undesirable native grasses.

3. Strips 12 to 18 IN wide.

4. Mow prior to stripping from field.

5. Cut so 3/4 IN of soil is firmly attached to roots.

6. Not frozen or dormant.

D. Mulch:

1. For seeded areas:

a. Clean, seed-free, threshed straw of oats, wheat, barley, rye, beans, peanuts, or other locally

available mulch material which does not contain an excessive quantity of matured seeds of noxious

weeds or other species that will grow or be detrimental to seeding, or provide a menace to

surrounding land.

b. Do not use material which is fresh or excessively brittle, or which is decomposed and will smother

or retard growth of grass.

2. Trees and shrubs: Hardwood chips, shredded bark, or other material as approved by the Engineer.

E. Fertilizer:

1. Commercial fertilizer meeting applicable requirements of State and Federal law.

2. Cyanic compound or hydrated lime not permitted in mixed fertilizers.

3. For lawn-type seeding and sod: 5-10-5 analysis.

F. Limestone: Agricultural grade ground limestone containing not less than 88 percent of combined calcium

and magnesium carbonates, 100 percent passing a 10-mesh sieve, 90 percent passing a 20-mesh sieve, and

60 percent passing a 100-mesh sieve.

MAY 30, 2019



G. Asphalt Binder: Emulsified asphalt per State specifications.

H. Water:

1. Water free from substances harmful to grass or sod growth.

2. Provide water from source approved prior to use.

PART 3 - EXECUTION

3.1 SOIL PREPARATION

A. General:

1. Limit preparation to areas which will be planted soon after.

2. Provide facilities to protect and safeguard all persons on or about premises.

3. Protect existing trees designated to remain.

4. Verify location and existence of all underground utilities.

a. Take necessary precaution to protect existing utilities from damage due to construction activity.

b. Repair all damages to utility items at Contractor’s expense.

5. Provide facilities such as protective fences and/or watchmen to protect work from vandalism.

a. Contractor to be responsible for vandalism until acceptance of work in whole or in part including

all costs to completely repair the damaged restoration work.

6. Work to be performed in compliance with these specifications unless a local nursery recommends

otherwise.

B. Seed these areas immediately upon completion of grading or construction and clean-up operations.

1. Slopes greater than four horizontal to one vertical.

2. Utility rights-of-way adjacent to stream banks.

C. Areas ready for planting between August 16 and February 28 shall be planted with a temporary cover of

Schedule No. 2. At the acceptable seasons for planting Schedule No. 1, the turf shall be destroyed by

reworking the soil, and Schedule No. 1 seeding established as specified herein.

D. Use Rate A lbs. per 1000 sq. ft. on slopes over 5' horizontal to 1' vertical in height and use Rate B lbs. per

1000 sq. ft. on slopes less than 5' horizontal to 1' vertical.

E. Preparation for Lawn-Type Seeding, Sprigging, Plugging or Sodding:

1. Loosen surface to minimum depth of 4 IN.

2. Remove stones over 1 IN in any dimension and sticks, roots, rubbish, and other extraneous matter.

3. Spread limestone uniformly over designated areas at a rate of 50 LBS per 1000 SF.

a. Thoroughly mix and till through topsoil layer.

4. Prior to applying fertilizer, loosen areas to be seeded with a double disc or other suitable device if the

soil has become hard or compacted.

5. Correct any surface irregularities in order to prevent pocket or low areas which will allow water to

stand.

6. Distribute fertilizer uniformly over areas to be seeded:

a. For lawn-type seeding: 30 LBS per 1000 SF.

b. For pasture seeding: 200 LBS per acre.

7. Remove stones or other substances from surface which will interfere with turf development or

subsequent mowing operations.

8. Grade lawn areas to a smooth, even surface with a loose, uniformly fine texture.

a. Roll and rake, remove ridges and fill depressions, as required to meet finish grades.

b. Limit fine grading to areas which can be planted soon after preparation.

9. Restore lawn areas to specified condition if eroded or otherwise disturbed after fine grading and before

planting.

3.2 INSTALLATION

A. Lawn-Type and Pasture Seeding:

1. Do not use seed which is wet, moldy, or otherwise damaged.

2. Perform seeding work from March 1 to August 15 for spring planting, and August 16 to February 28

for fall planting, unless otherwise approved by Engineer.

3. Employ satisfactory methods of sowing using mechanical power-driven drills or seeders, or

mechanical hand seeders, or other approved equipment.

4. Distribute seed evenly over entire area at rate of application not less than 4 LBS (PLS) of seed per

1000 SF, 50 percent sown in one direction, remainder at right angles to first sowing.

5. Stop work when work extends beyond most favorable planting season for species designated, or when

satisfactory results cannot be obtained because of drought, high winds excessive moisture, or other

factors.

a. Resume work only when favorable conditions develop.

6. Lightly rake seed into soil followed by light rolling or cultipacking.

7. Immediately protect seeded areas against erosion by mulching.

MAY 30, 2019



a. Spread mulch in continuous blanket using 1-1/2 tons per acre to a depth of 4 or 5 straws.

8. Protect seeded slopes against erosion with erosion netting or other methods approved by Engineer.

a. Protect seeded areas against traffic or other use by erecting barricades and placing warning signs.

9. Immediately following spreading mulch, anchor mulch using a rolling coulter or a Wheatland land

packer having wheels with V-shaped edges to force mulch into soil surface, or apply evenly distributed

emulsified asphalt at rate of 10-13 GAL/1000 SF.

a. SS-1 emulsion in accordance with ASTM D5276 or RC-1 cutback asphalt in accordance with

ASTM D2028 are acceptable.

b. If mulch and asphalt are applied in one treatment, use SS-1 emulsion with penetration test range

between 150-200.

c. Use appropriate shields to protect adjacent site improvements.

10. If hydroseeding is used, machinery must be approved, modern, properly equipped and operated by an

experienced operator.

a. Seed and fertilize at the rate specified.

b. Use appropriate shields to protect adjacent site improvements.

B. Sodding

1. Moisten prepared surface immediately prior to laying sod.

2. Lay sod within 48 hours of being cut and within 24 hours after topsoil is prepared and fertilized.

3. Lay sod tight with no open joints visible, and no overlapping; stagger end joints 12-inches minimum.

Do not stretch or overlap sod species.

4. Lay sod smooth aligning with adjoining grass areas.

5. Place top elevation of sod ½-inch below adjoining pavement.

6. On slopes 6-inches per foot or steeper, lay sod perpendicular to slope and secure every row with

wooden pegs at a maximum 2-feet on center. When using “big roll”, lay sod parallel to slope. Drive

pegs flush with soil portion of sod.

7. Do not place sod when temperature is lower than 32 degrees F.

8. Water sodded areas immediately after installation. Saturate soil to 4 inches.

9. Contractor to provide and pay for all water and will not use any customer’s water.

10. After sod and soil have dried, roll sodded areas to bond soil and to remove minor depressions and

irregularities. Roll sodded areas with a lawn roller not exceeding 120 pounds.

3.3 PLANTING TREES, SHRUBS, AND GROUND COVERS

A. Notification:

1. Notify Engineer of source of plants and plant materials at least 30 days prior to planting to permit

Engineer's inspection of source qualifications.

B. Preparation:

1. Handle plants so that roots or balls are adequately protected from breakage of balls, from sun or drying

winds.

a. Ensure tops or roots of plants are not permitted to dry out.

2. During transportation, protect materials from wind and sun to prevent tops and roots from drying out.

3. Protect tops of plants from damage.

a. Plants with damaged tops will be rejected.

4. For purpose of inspection and planting identification, attach durable, legible labels to bundle or

container of plant material delivered at the planting site.

a. State correct plant name and size of each plant in weather-resistant ink on labels.

5. Do not prune trees and shrubs at nursery.

6. Perform all work as recommended by a local nursery.

C. Planting Season:

1. Plant deciduous shade trees and shrubs any time the ground is suitable between October 15 and June 1.

2. Plant evergreen material between September 1 and June 1.

3. Plant ground covers between March 15 to June 1.

4. In the event the Contractor is not able to plant during the planting season, at MPW’s discretion,

retainage may be held until the Contractor can return during the planting season to complete the

restoration.

D. Planting Procedure:

1. Indicate locations of plants for approval by Engineer before excavating plant locations.

2. In event underground construction, utilities, obstructions, or rock are encountered in excavation of

plantings, secure alternate locations from Engineer.

a. Make said changes without additional compensation.

b. Where tree locations fall under existing overhead wires, or crowd existing trees, adjust locations as

directed by Engineer.

3. Excavate pits and beds as necessary and in accordance with ANLA/ANSI Z60.1.

MAY 30, 2019



a. Loosen bottom of pits prior to planting.

b. Excavation is unclassified, excavate all materials without additional cost.

4. Tree and shrub pits to be circular in shape with vertical sides at least 1 FT greater in diameter than ball

diameter.

a. Pit to be of sufficient depth to provide 6 IN of planting soil under ball when set to natural grade.

5. Shrub and ground cover beds:

a. Plant shrubs used in mass plantings in individual holes of required size.

b. Strip all sod from among mass planting.

c. For ground cover beds, remove sod from within limits of bed.

d. Add soil amendments as specified and mix or rototill with existing topsoil to a depth of 6 IN.

6. Set plants straight or plumb, in locations when indicated and at such level that after settlement they

bear same relationship to finished grade as they did in their former setting.

a. Carefully tamp planting soil under and around base of balls to prevent voids.

b. Remove burlap, rope and wires from top of balls.

c. Do not remove burlap from sides and bottom of balls.

7. Backfill plants with planting soil.

a. Tamp to 1/2 depth of pit and thoroughly water and puddle before bringing backfill to proper grade.

b. After planting has been completed, flood pit again so that backfill is thoroughly saturated and

settled.

8. After planting is complete, form a level saucer 3 IN high around each tree extending to limit of plant

pit for watering purposes.

9. Mulch plant pit after saucer has been shaped.

a. Mulch to limits of pit and uniformly over ground cover beds to a depth of 3 IN.

b. In mass plantings of shrubs, mulch entire area uniformly among shrubs to a depth of 3 IN.

c. If mulching is delayed and soil has dried out, water plants thoroughly before spreading mulch.

10. Staking: Stake trees immediately after planting as detailed on Drawings or in accordance with Nursery

Standards.

11. Wrap deciduous trees 2 IN or more in caliper by neatly overlapping wrapping material between ground

line and second branch.

a. Place ties at top and bottom of wrapping material and not more than 12 IN apart between top and

bottom ties.

12. Remove dead or damaged branches.

a. Thin deciduous material to about two-thirds of initial branching.

b. Remove only dead or damaged branches from evergreens.

13. Water plants during planting operations.

a. Water each plant a minimum of once each week until final acceptance.

b. Apply sufficient water to moisten backfill about each plant so that moisture will extend into the

surrounding soil.

E. Pruning and Repairing Existing Trees:

1. All pruning and repairing of existing trees must be approved by the Town of Mount Pleasant and

MPW prior to performing the work. The Contractor shall hire a certified arborist to advise on all

pruning and repairs and all work shall meet the Town of Mount Pleasant requirements.

2. Remove dead or dying limbs, repair and treat wounds, remove limbs that interfere with construction or

with vehicular traffic and repair, rotted or decayed areas specifically noted on Drawings.

3. Procedure:

a. To prevent stripping the bark, stub cut branches that are too large to be supported by hand.

b. Coat branch cuts over 1 IN in diameter with an asphaltic varnish containing an antiseptic.

c. Where existing trees interfere with construction, prune the limb back flush to the main trunk.

1) Maintain 7 FT vertical clearance where evergreens overhang new sidewalks.

d. Provide 10 FT vertical clearance along the main access road where the existing trees are subjected

to vehicular traffic.

e. Repair bark wounds by removing injured bark, shaping the wound to an elongated ellipse,

disinfecting it and applying antiseptic paint.

f. Repair all rotten areas.

3.4 MAINTENANCE AND REPLACEMENT

A. General:

1. Begin maintenance of planted areas immediately after each portion is planted and continue until final

acceptance or for a specific time period as stated in paragraph B below, whichever is the longer.

2. Contractor shall provide and pay for all water and shall not use the property owner’s water source.

3. Provide and maintain temporary piping, hoses, and watering equipment as required to convey water

from water sources and to keep planted areas uniformly moist as required for proper growth.

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4. Protection of new materials:

a. Provide barricades, coverings or other types of protection necessary to prevent damage to existing

improvements indicated to remain.

b. Repair and pay for all damaged items.

5. Replace unacceptable materials with materials and methods identical to the original specifications

unless otherwise approved by the Engineer.

B. Seeded or Sodded Lawns:

1. Maintain seeded and sodded lawns: 90 days, minimum, after installation and review of entire project

area to be planted.

2. Maintenance period begins at completion of planting or installation of entire area to be seeded or

sodded.

3. Engineer will review seeded or sodded lawn area after installation for initial acceptance.

4. Maintain lawns by watering, fertilizing, weeding, mowing, trimming, and other operations such as

rolling, regrading, and replanting as required to establish a smooth, uniform lawn, free of weeds and

eroded or bare areas.

5. Lay out temporary lawn watering system and arrange watering schedule to avoid walking over muddy

and newly seeded areas.

a. Use equipment and water to prevent puddling and water erosion and displacement of seed or

mulch.

6. Mow lawns as soon as there is enough top growth to cut with mower set at recommended height for

principal species planted.

a. Repeat mowing as required to maintain height.

b. Do not delay mowing until grass blades bend over and become matted.

c. Do not mow when grass is wet.

d. Time initial and subsequent mowings as required to maintain a height of 1-1/2 to 2 IN.

e. Do not mow lower than 1-1/2 IN.

7. Remulch with new mulch in areas where mulch has been disturbed by wind or maintenance operations

sufficiently to nullify its purpose.

a. Anchor as required to prevent displacement.

8. Unacceptable plantings are those areas that do not meet the quality of the specified material, produce

the specified results, or were not installed to the specified methods.

9. Replant bare areas using same materials specified.

10. Owner/Engineer will review final acceptability of installed areas at end of maintenance period.

11. Maintain repaired areas until remainder of maintenance period or approved by Engineer, whichever is

the longer period.

END OF SECTION

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SECTION 03002 – CONCRETE – Page 1

SECTION 03002

CONCRETE

PART 1 - GENERAL

1.1 SUMMARY


1. Cast-in-place concrete and grout.






1. American Concrete Institute (ACI):

a. 116R, Cement and Concrete Terminology.

b. 211.1, Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete.

c. 211.2, Standard Practice for Selecting Proportions for Structural Lightweight Concrete.

d. 212.3R, Chemical Admixtures for Concrete.

e. 304R, Guide for Measuring, Mixing, Transporting, and Placing Concrete.

f. 304.2R, Placing Concrete by Pumping Methods.

g. 305R, Hot Weather Concreting.

h. 306R, Cold Weather Concreting.

i. 318, Building Code Requirements for Structural Concrete.

j. 347R, Recommended Practice for Concrete Formwork.


a. A82, Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.

b. A185, Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete.

c. A615, Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete

Reinforcement.

d. A775, Standard Specification for Epoxy-Coated Steel Reinforcing Bars.

e. C31, Standard Practice for Making and Curing Concrete Test Specimens in the Field.

f. C33, Standard Specification for Concrete Aggregates.

g. C39, Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

h. C94, Standard Specification for Ready-Mixed Concrete.

i. C138, Standard Method of Test for Density (Unit Weight), Yield, and Air Content (Gravimetric) of

Concrete.

j. C143, Standard Test Method for Slump of Hydraulic Cement Concrete.

k. C150, Standard Specification for Portland Cement.

l. C157, Standard Test Method for Length Change of Hardened Hydraulic-Cement, Mortar, and

Concrete.

m. C172, Standard Practice for Sampling Freshly Mixed Concrete.

n. C173, Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric

Method.

o. C231, Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method.

p. C260, Standard Specification for Air-Entraining Admixtures for Concrete.

q. C289, Standard Test Method for Potential Alkali-Silica Reactivity of Aggregates (Chemical

Method).

r. C309, Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

s. C330, Standard Specification for Lightweight Aggregates for Structural Concrete.

t. C494, Standard Specification for Chemical Admixtures for Concrete.

u. C496, Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimens.

v. C567, Standard Test Method for Determining Density of Structural Lightweight Concrete.

w. C595, Standard Specification for Blended Hydraulic Cements.

x. C618, Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a

Mineral Admixture in Concrete.

y. C1315, Standard Specification for Liquid Membrane-Forming Compounds Having Special

Properties for Curing and Sealing Concrete.

z. D994, Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous

Type).

aa. D1056, Standard Specification for Flexible Cellular Materials-Sponge or Expanded Rubber.

bb.D1751, Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and

Structural Construction (Nonextruding and Resilient Bituminous Types).

MAY 30, 2019



cc. E329, Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials

Used in Construction.

3. Corps of Engineers (COE):

a. CRD-C572, Specifications for Polyvinylchloride Waterstops.

b. CRD-C621, Standard Specification for Packaged, Dry, Hydraulic-Cement Grout (Nonshrink).

B. Quality Control:

1. Concrete testing agency:

a. Contractor to employ and pay for services of a testing laboratory to:

1) Perform materials evaluation.

2) Design concrete mixes.

3) Perform testing of concrete placed during construction.

b. Concrete testing agency to meet requirements of ASTM E329.

2. Do not begin concrete production until proposed concrete mix design has been approved by Engineer.

a. Approval of concrete mix design by Engineer does not relieve Contractor of his responsibility to

provide concrete that meets the requirements of this Specification.

3. Adjust concrete mix designs when material characteristics, job conditions, weather, strength test results

or other circumstances warrant.

a. Do not use revised concrete mixes until submitted to and approved by Engineer.

4. Perform structural calculations as required to prove that all portions of the structure in combination

with remaining forming and shoring system has sufficient strength to safely support its own weight

plus the loads placed thereon.

C. Qualifications:

1. Ready mixed concrete batch plant certified by National Ready Mixed Concrete Association

(NRMCA).

2. Formwork, shoring and reshoring for slabs and beams except where cast on ground to be designed by a

professional engineer currently registered in the State of South Carolina.

1.3 DEFINITIONS

A. Per ACI 116R except as modified herein:

1. Concrete fill: Non-structural concrete.

2. Concrete Testing Agency: Testing agency employed to perform materials evaluation, design of

concrete mixes or testing of concrete placed during construction.

3. Exposed concrete: Exposed to view after construction is complete.

4. Indicated: Indicated by Contract Documents.

5. Lean concrete: Concrete with low cement content.

6. Nonexposed concrete: Not exposed to view after construction is complete.

7. Required: Required by Contract Documents.

8. Specified strength: Specified compressive strength at 28 days.

9. Submitted: Submitted to Engineer.

1.4 SUBMITTALS

A. Shop Drawings:


2. Concrete mix designs proposed for use.

a. Concrete mix design submittal to include the following information:

1) Sieve analysis and source of fine and coarse aggregates.

2) Test for aggregate organic impurities.

3) Test for deleterious aggregate per ASTM C289.

4) Proportioning of all materials.

5) Type of cement with mill certificate for cement.

6) Type of fly ash with certificate of conformance to specification requirements.

7) Slump.

8) Air content.

9) Brand, type, ASTM designation, and quantity of each admixture proposed for use.

10) 28-day cylinder compressive test results of trial mixes per ACI 318 and as indicated herein.

11) Shrinkage test results.

12) Standard deviation value for concrete production facility.




c. Manufacturers and types:

1) Joint fillers.

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2) Curing agents.

3) Chemical sealer.

4) Bonding and patching mortar.

5) Construction joint bonding adhesive.

6) Non-shrink grout with cure/seal compound.

7) Waterstops.

8) Form releasing agents

4. Reinforcing steel:

a. Show grade, sizes, number, configuration, spacing, location and all fabrication and placement

details.

b. In sufficient detail to permit installation of reinforcing without having to make reference to

Contract Drawings.

c. Obtain approval of Shop Drawings by Engineer before fabrication.

d. Mill certificates.

5. Strength test results of in place concrete including slump, air content and concrete temperature.


A. Storage of Material:

1. Cement and fly ash:

a. Store in moistureproof, weathertight enclosures.

b. Do not use if caked or lumpy.

2. Aggregate:

a. Store to prevent segregation and contamination with other sizes or foreign materials.

b. Obtain samples for testing from aggregates at point of batching.

c. Do not use frozen or partially frozen aggregates.

d. Do not use bottom 6 IN of stockpiles in contact with ground.

e. Allow sand to drain until moisture content is uniform prior to use.

3. Admixtures:

a. Protect from contamination, evaporation, freezing, or damage.

b. Maintain within temperature range recommended by manufacturer.

c. Completely mix solutions and suspensions prior to use.

4. Reinforcing steel: Support and store all rebars above ground.

B. Delivery:

1. Concrete:

a. Prepare a delivery ticket for each load for ready-mixed concrete.

b. Truck operator shall hand ticket to Mount Pleasant Waterworks (MPW) Representative at the time

of delivery.

c. Ticket to show:

1) Mix identification mark.

2) Quantity delivered.

3) Amount of each material in batch.

4) Outdoor temp in the shade.

5) Time at which cement was added.

6) Numerical sequence of the delivery.

7) Amount of water added.

8) PSI Strength

2. Reinforcing steel:

a. Ship to jobsite with attached plastic or metal tags with permanent mark numbers.

b. Mark numbers to match Shop Drawing mark number.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Portland Cement: Conform to ASTM C150 Type I/II.

B. Fly Ash:

1. ASTM C618, Class F.

2. Non-staining.

a. Hardened concrete containing fly ash to be uniform light gray color.

3. Maximum loss on ignition: 4 percent.

4. Compatible with other concrete ingredients.

5. Obtain proposed fly ash from a source approved by the SCDOT for use in concrete for roads and

bridges.

6. Do not use for precast construction

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C. Admixtures:

1. Air entraining admixtures: ASTM C260.

2. Water reducing, retarding, and accelerating admixtures:

a. ASTM C494 Type A through E.

b. Conform to provisions of ACI 212.3R.

c. Do not use retarding or accelerating admixtures unless specifically approved in writing by Engineer

and at no cost to MPW.

d. Follow manufacturer's instructions.

e. Use chloride free admixtures only.

3. Maximum total water soluble chloride ion content contributed from all ingredients of concrete

including water, aggregates, cementitious materials and admixtures by weight percent of cement:

a. 0.10 all concrete.

4. Do not use calcium chloride.

5. Pozzolanic admixtures: ASTM C618.

6. Provide admixtures of same type, manufacturer and quantity as used in establishing required concrete

proportions in the mix design.

D. Water: Potable, clean, free of oils, acids and organic matter.

E. Aggregates:

1. Normal weight concrete: ASTM C33, except as modified below.

2. Fine aggregate:

a. Clean natural sand.

b. No manufactured or artificial sand.

3. Coarse aggregate:

a. Crushed rock, natural gravel, or other inert granular material.

b. Maximum amount of clay or shale particles: 1 percent.

4. Gradation of coarse aggregate:

a. Lean concrete and concrete topping: Size #7.

b. All other concrete: Size #67.

5. Concrete Grout:

6. Nonshrink nonmetallic grout:

a. Nonmetallic, noncorrosive, nonstaining, premixed with only water to be added.

b. Grout to produce a positive but controlled expansion.

c. Mass expansion not to be created by gas liberation.

d. Minimum compressive strength of nonshrink grout at 28 days: 6500 psi.

e. In accordance with COE CRD-C621.

7. Epoxy grout:

a. 3-component epoxy resin system.

1) Two liquid epoxy components.

2) One inert aggregate filler component.

b. Each component packaged separately for mixing at jobsite.

F. Reinforcing Steel:

1. Reinforcing bars: ASTM A615, Grade 60.

2. Welded wire reinforcement: ASTM A185.

a. Minimum yield strength: 60,000 psi.

3. Column spirals: ASTM A82.

G. Forms:

1. Prefabricated or job built.

2. Wood forms:

a. New 5/8 or 3/4 IN 5-ply structural plywood of concrete form grade.

b. Built-in-place or prefabricated type panel.

c. 4 x 8 FT sheets for built-in-place type except where smaller pieces will cover entire area.

d. When approved, plywood may be reused.

3. Metal forms:

a. Metal forms excluding aluminum may be used.

b. Forms to be tight to prevent leakage, free of rust and straight without dents to provide members of

uniform thickness.

4. Chamfer strips: Clear white pine, surface against concrete planed.

5. Form ties:

a. Removable end, permanently embedded body type with cones on outer ends not requiring auxiliary

spreaders.

b. Cone diameter: 3/4 IN minimum to 1 IN maximum.

MAY 30, 2019



c. Embedded portion 1-1/2 IN minimum back from concrete face.

d. If not provided with threaded ends, constructed for breaking off ends without damage to concrete.

e. Provide ties with built-in waterstops at all walls that will be in contact with process liquid during

plant operation.

6. Form release: Nonstaining and shall not prevent bonding of future finishes to concrete surface.

7. Nontoxic 30 days after application.

H. Waterstops:

1. Plastic: COE CRD-C572.

2. Serrated.

3. Thickness: 1/2 IN. min.

4. Length (general use): 6 IN unless indicated otherwise.

5. Expansion joints:

a. Length: 9 IN.

b. Center bulb: 1 IN OD x 1/2 IN ID.

6. Provide hog rings or grommets spaced at maximum 12 IN OC along the length of the water stop.

7. Provide factory made waterstop fabrications at all changes of direction, intersections and transitions

leaving only straight butt splices for the field.

I. Chairs, Runners, Bolsters, Spacers, and Hangers:

1. Stainless steel, epoxy coated, or plastic coated metal.

a. Plastic coated: Rebar support tips in contact with the forms only.

J. Membrane Curing Compound:

1. ASTM C309, Type I-D.

2. Resin based, dissipates upon exposure to UV light.

3. Curing compound shall not prevent bonding of any future coverings, coatings or finishes.

4. Curing compounds used in water treatment plant construction to be nontoxic and taste and odor free.

K. Bonding Agent:

1. High solids acrylic latex base liquid for interior or exterior application as a bonding agent to improve

adhesion and mechanical properties of concrete patching mortars.

2. Euclid Chemical Co. "Flex-Con."

3. BASF Admixtures, Inc. "Acryl-Set."

4. L & M Construction Chemicals "Everbond."

5. Thoro System Products "Acryl 60."

L. Expansion Joint Filler:

1. In contact with water or wastewater:

a. Closed cell neoprene.

b. ASTM D1056, Class SC (oil resistant and medium swell) of 2 to 5 psi compression deflection

(Grade SCE41).

2. Exterior driveways, curbs and sidewalks:

a. Asphalt expansion joint filler.

b. ASTM D994.

3. Other use:

a. Fiber expansion joint filler.

b. ASTM D1751.

2.2 CONCRETE MIXES

A. General:

1. All concrete to be ready mixed concrete conforming to ASTM C94.

2. Provide concrete of specified quality capable of being placed without segregation and, when cured, of

developing all properties required.

3. All concrete to be normal weight concrete unless noted otherwise.

B. Strength:

1. Provide specified strength and type of concrete for each use in structure(s) as follows:

TYPE WEIGHTSPECIFIED

STRENGTH*

Concrete fill/Lean concrete Normal weight 4000 psi

Precast concrete Normal weight 5000 psi

All other general use concrete Normal weight 4000 psi

* Minimum 28-day compressive strength.

MAY 30, 2019



C. Air Entrainment:

1. Provide air entrainment in all concrete resulting in a total air content percent by volume as follows:

MAX AGGREGATE

SIZE

TOTAL AIR CONTENT

PERCENT

1 IN or 3/4 IN 6% +/- 1.5%

< 3/4 IN 7% +/- 1.5%

2. Air content to be measured in accordance with ASTM C231, ASTM C173, or ASTM C138.

D. Slump - 4 IN maximum, 1 IN minimum:

1. Measured at point of discharge of the concrete into the concrete construction member.

2. Concrete of lower than minimum slump may be used provided it can be properly placed and

consolidated.

3. Pumped concrete:

a. Provide additional water at batch plant to allow for slump loss due to pumping.

b. Provide only enough additional water so that slump of concrete at discharge end of pump hose does

not exceed maximum slump specified above.

4. Determine slump per ASTM C143.

E. Selection of Proportions:

1. General:

a. Proportion ingredients to:

1) Produce proper workability, durability, strength, and other required properties.

2) Prevent segregation and collection of excessive free water on surface.

2. Minimum cement contents and maximum water cement ratios for concrete to be as follows:

SPECIFIED

STRENGTH

MIN. CEMENT &

POZZOLAN, LB/CY

MAXIMUM WATER CEMENT

RATIO BY WEIGHT

4000 564 0.45

5000 611 0.40

3. Substitution of fly ash: Maximum of 25 percent by weight of cement at rate of 1 LB fly ash for 1 LB

of cement.

4. Sand cement grout:

b. Three parts sand.

c. One part Portland cement.

d. Entrained air: Six percent plus or minus one percent.

e. Sufficient water for required workability.

f. Minimum 28-day compressive strength: 3,000 psi.

5. Normal weight concrete:

g. Proportion mixture to provide desired characteristics using one of methods described below:

1) Method 1 (Trial Mix): Per ACI 318, Chapter 5, except as modified herein.

a) Air content within range specified above.

b) Record and report temperature of trial mixes.

c) Proportion trial mixes per ACI 211.1.

2) Method 2 (Field Experience): Per ACI 318, Chapter 5, except as modified herein:

a) Field test records must be acceptable to Engineer to use this method.

b) Test records shall represent materials, proportions and conditions similar to those

specified.

6. Required average strength to exceed the specified 28-day compressive strength by the amount

determined or calculated in accordance with the requirements of Paragraph 5.3 of ACI 318 using the

standard deviation of the proposed concrete production facility as described in Paragraph 5.3.1 of ACI

318.

PART 3 - EXECUTION

3.1 FORMING AND PLACING CONCRETE

A. Formwork:

1. Contractor is responsible for design and erection of formwork.

MAY 30, 2019



2. Construct formwork so that concrete members and structures are of correct size, shape, alignment,

elevation and position.

3. Allowable tolerances: As recommended in ACI 347R.

4. Provide slabs and beams of minimum indicated depth when sloping foundation base slabs or elevated

floor slabs to drains.

a. For slabs on grade, slope top of subgrade to provide floor slabs of minimum uniform indicated

depth.

b. Do not place floor drains through beams.

5. Openings: Provide openings in formwork to accommodate work of other trades.

a. Accurately place and securely support items built into forms.

6. Chamfer strips: Place 3/4 IN chamfer strips in forms to produce 3/4 IN wide beveled edges on

permanently exposed corners of members.

7. Clean and adjust forms prior to concrete placement.

8. Tighten forms to prevent mortar leakage.

9. Coat form surfaces with form release agents prior to placing reinforcing bars in forms.

B. Reinforcement:

1. Position, support and secure reinforcement against displacement.

2. Locate and support with chairs, runners, bolsters, spacers and hangers, as required.

3. Set wire ties so ends do not touch forms and are directed into concrete, not toward exposed concrete

surfaces.

4. Lap splice lengths: ACI 318 Class B top bar tension splices unless indicated otherwise on the

Drawings.

5. Extend reinforcement to within 2 IN of concrete perimeter edges.

a. If perimeter edge is earth formed, extend reinforcement to within 3 IN of the edge.

6. Minimum concrete protective covering for reinforcement:

a. Unless otherwise indicated, provide minimum concrete cover as follows:

1) Concrete deposited against earth: 3 IN.

b. Formed surfaces exposed to weather or in contact with earth:

1) 2 IN for reinforcing bars #6 or larger;

2) 1-1/2 IN for reinforcing bars less than #6.

c. Formed surfaces exposed to or located above any liquid: 2 IN.

d. Interior surfaces: 1-1/2 IN for beams, girders and columns; 3/4 IN or bar diameter, whichever is

greater, for slabs, walls and joists.

7. Do not weld reinforcing bars.

8. Welded wire reinforcement:

a. Install welded wire reinforcement in maximum practical sizes.

b. Splice sides and ends with a splice lap length measured between outermost cross wires of each

fabric sheet not less than:

1) One spacing of cross wires plus 2 IN.

2) 1.5 x development length.

3) 6 IN.

c. Development length: ACI 318 basic development length for the specified fabric yield strength.

C. Construction, Expansion, and Contraction Joints:

1. Provide at locations indicated.

2. Locate wall vertical construction joints at 30 FT maximum centers and wall horizontal construction

joints at 10 FT maximum centers.

3. Locate construction joints in floor slabs and foundation base slabs so that concrete placements are

approximately square and do not exceed 2500 SF.

4. Locate construction joints in columns and walls:

a. At the underside of beams, girders, haunches, drop panels, column capitals, and at floor panels.

b. Haunches, drop panels, and column capitals are considered part of the supported floor or roof and

shall be placed monolithically therewith.

c. Column base need not be placed monolithically with the floor below.

5. Locate construction joints in beams and girders:

a. At the middle of the span, unless a beam intersects a girder at that point.

b. If the middle of the span is at an intersection of a beam and girder, offset the joint in the girder a

distance equal to twice the beam width.

c. Provide satisfactory means for transferring shear and other forces through the construction joint.

6. Locate construction joints in suspended slabs:

a. At or near the center of span in flat slab or T-beam construction.

b. Do not locate a joint between a slab and a concrete beam or girder unless so indicated on Drawings.

7. In pan-formed joists:

MAY 30, 2019



a. At or near span center when perpendicular to the joists.

b. Centered in the slab, midway between joists, when parallel to the joists.

8. Install construction joints perpendicular to main reinforcement with all reinforcement continued across

construction joints.

9. At least 48 HRS shall elapse between placing of adjoining concrete construction.

10. Thoroughly clean and remove all laitance and loose and foreign particles from construction joints.

11. Before new concrete is placed, coat all construction joints with an approved bonding adhesive used and

applied in accordance with manufacturer's instructions.

D. Embedments:

1. Set and build in anchorage devices and other embedded items required for other work that is attached

to, or supported by concrete.

2. Use setting diagrams, templates and instructions for locating and setting.

3. Secure waterstops in correct position using hog rings or grommets spaced along the length of the

waterstop and wire tie to adjacent reinforcing steel.

E. Placing Concrete:

4. Place concrete in compliance with ACI 304R and ACI 304.2R.

5. Place in a continuous operation within planned joints or sections.

6. Begin placement when work of other trades affecting concrete is completed.

7. Place concrete by methods which prevent aggregate segregation.

8. Do not allow concrete to free fall more than 4 FT.

9. Where free fall of concrete will exceed 4 FT, place concrete by means of tremie pipe or chute.

F. Consolidation: Consolidate all concrete using mechanical vibrators supplemented with hand rodding and

tamping, so that concrete is worked around reinforcement and embedded items into all parts of forms.

G. Protection:

1. Protect concrete from physical damage or reduced strength due to weather extremes.

2. In cold weather comply with ACI 306R except as modified herein.

a. Do not place concrete on frozen ground or in contact with forms or reinforcing bars coated with

frost, ice or snow.

b. Minimum concrete temperature at the time of mixing:

OUTDOOR TEMPERATURE

AT PLACEMENT (IN SHADE)

CONCRETE

TEMPERATURE AT

MIXING

Below 30 DegF 70 DegF

Between 30-45 DegF 60 DegF

Above 45 DegF 50 DegF

c. Do not place heated concrete that is warmer than 80 DegF.

d. If freezing temperatures are expected during curing, maintain the concrete temperature at or above

50 DegF for 7 days or 70 DegF for 3 days.

e. Do not allow concrete to cool suddenly.

3. In hot weather comply with ACI 305R except as modified herein.

f. At air temperature of 90 DegF and above, keep concrete as cool as possible during placement and

curing.

g. Do not allow concrete temperature to exceed 85 DegF at placement.

h. Prevent plastic shrinkage cracking due to rapid evaporation of moisture.

i. Do not place concrete when the actual or anticipated evaporation rate equals or exceeds 0.2

LBS/SF/HR as determined from ACI 305R, Figure 2.1.5.

H. Curing:

1. Begin curing concrete as soon as free water has disappeared from exposed surfaces.

2. Cure concrete by use of moisture retaining cover, burlap kept continuously wet or by membrane curing

compound.

3. Provide protection as required to prevent damage to concrete and to prevent moisture loss from

concrete during curing period.

4. Provide curing for minimum of 7 days.

5. Form materials left in place may be considered as curing materials for surfaces in contact with the

form materials except in periods of hot weather.

6. In hot weather follow curing procedures outlined in ACI 305R.

7. In cold weather follow curing procedures outlined in ACI 306R.

8. If forms are removed before 7 days have elapsed, finish curing of formed surfaces by one of above

methods for the remainder of the curing period.

MAY 30, 2019



9. Curing vertical surfaces with a curing compound:

a. Cover vertical surfaces with a minimum of two coats of the curing compound.

b. Allow the preceding coat to completely dry prior to applying the next coat.

c. Apply the first coat of curing compound immediately after form removal.

d. Vertical surface at the time of receiving the first coat shall be damp with no free water on the

surface.

e. A vertical surface is defined as any surface steeper than 1 vertical to 4 horizontal.

I. Form Removal:

1. Remove forms after concrete has hardened sufficiently to resist damage from removal operations or

lack of support.

2. Where no reshoring is planned, leave forms and shoring used to support concrete until it has reached

its specified 28-day compressive strength.

3. Where reshoring is planned, supporting formwork may be removed when concrete has sufficient

strength to safely support its own weight and loads placed thereon.

a. While reshoring is underway, no superimposed loads shall be permitted on the new construction.

b. Place reshores as soon as practicable after stripping operations are complete but in no case later

than the end of working day on which stripping occurs.

c. Tighten reshores to carry their required loads.

d. Leave reshores in place until concrete being supported has reached its specified 28-day

compressive strength.

3.2 CONCRETE FINISHES

A. Tolerances:

1. Class A: 1/8 IN in 10 FT.

2. Class B: 1/4 IN in 10 FT.

B. Surfaces Exposed to View:

1. Ground slabs and structure surfaces:

a. Provide a medium broom swept finish.

b. Provide a 1/2” chamfer on all exposed edges.

2. Provide a smooth finish for exposed concrete surfaces and surfaces that are:

a. To be covered with a coating or covering material applied directly to concrete.

b. Scheduled for grout cleaned finish.

3. Remove fins and projections, and patch voids, air pockets, and honeycomb areas with cement grout.

4. Fill tie holes with nonshrink nonmetallic grout.

C. Surfaces Not Exposed to View:

1. Patch voids, air pockets and honeycomb areas with cement grout.

2. Fill tie holes with nonshrink nonmetallic grout.

D. Grout Cleaned Finish:

1. Mix one part Portland cement and 1-1/2 parts fine sand with sufficient bonding agent/water mixture to

produce a grout with the consistency of thick paint.

a. White Portland cement shall be substituted for gray Portland cement to produce a color that

matches color of surrounding concrete as determined by trial patch for areas not to be painted.

2. Wet surface of concrete to prevent absorption of water by grout and uniformly apply grout with

brushes or spray gun.

3. Immediately scrub the surface with a cork float or stone to coat and fill air bubbles and holes.

4. While grout is still plastic, remove all excess grout by working surface with rubber float, sack or other

approved means.

5. After the surface whitens from drying, rub vigorously with clean burlap.

6. Keep final finish damp for a minimum of 36 HRS after final rubbing.

E. Slab Float Finish:

1. After concrete has been placed, consolidated, struck off, and leveled, do no further work until ready for

floating.

2. Begin floating when water sheen has disappeared and surface has stiffened sufficiently to permit

operation.

3. During or after first floating, check planeness of entire surface with a 10 FT straightedge applied at not

less than two different angles.

4. Cut down all high spots and fill all low spots during this procedure to produce a surface within Class B

tolerance throughout.

5. Refloat slab immediately to a uniform sandy texture.

F. Troweled Finish:

1. Float finish surface.

2. Next power trowel, and finally hand trowel.

MAY 30, 2019



3. Produce a smooth surface which is relatively free of defects with first hand troweling.

4. Perform additional trowelings by hand after surface has hardened sufficiently.

5. Final trowel when a ringing sound is produced as trowel is moved over surface.

6. Thoroughly consolidate surface by hand troweling.

7. Leave finished surface essentially free of trowel marks, uniform in texture and appearance and plane to

a Class A tolerance.

8. On surfaces intended to support floor coverings remove any defects of sufficient magnitude that would

show through floor covering by grinding.

G. Broom Finish: Immediately after concrete has received a float finish as specified, give it a transverse

scored texture by drawing a broom across surface.

3.3 GROUT

A. Preparation:

1. Nonshrinking nonmetallic grout:

a. Clean concrete surface to receive grout.

b. Saturate concrete with water for 24 HRS prior to grouting.

2. Epoxy grout: Apply only to clean, dry, roughened, and sound surface.

B. Application:

1. Nonshrinking nonmetallic grout:

a. Mix in a mechanical mixer.

b. Use no more water than necessary to produce flowable grout.

c. Place in accordance with manufacturer's instructions.

d. Completely fill all spaces and cavities below the bottom of baseplates.

e. Provide forms where baseplates and bedplates do not confine grout.

f. Where exposed to view, finish grout edges smooth.

g. Except where a slope is indicated on Drawings, finish edges flush at the baseplate, bedplate,

member, or piece of equipment.

h. Protect against rapid moisture loss by covering with wet rags or polyethylene sheets.

i. Wet cure grout for 7 days, minimum.

2. Rock anchors:

a. See Item 1 above.

b. If rodded:

1) Fill each hole so that it overflows when anchor bar is inserted.

2) Force anchor bars into place.

c. If pressure placed, set anchor bar before grouting.

d. Take special care to avoid any movement of anchors that have been placed.

3. Epoxy grout:

a. Mix and place in accordance with manufacturer's instructions.

b. Completely fill all cavities and spaces around dowels and anchors without voids.

c. Obtain manufacturer's field technical assistance as required to ensure proper placement.


A. Contractor will employ and pay for services of an MPW approved concrete testing laboratory to perform

testing of concrete placed during construction.

1. Contractor to cooperate with laboratory in obtaining and testing samples.

B. Tests During Construction:

1. Strength test - procedure:

a. Four cylinders, 6 IN DIA x 12 IN high, will be taken from each sample per ASTM C172 and

ASTM C31.

b. Cylinders will be tested per ASTM C39:

1) One at 7 days.

2) Two at 28 days.

3) One held in reserve.

2. Strength test - frequency:

a. Not less than one test each day concrete placed.

b. Not less than one test for each 50 CY or major fraction thereof placed in one day.

c. Not less than one test for each type of concrete poured.

d. Not less than one test for each concrete structure exceeding 2 CY volume.

3. Slump test:

a. Per ASTM C143.

b. Determined for each strength test sample.

c. Additional slump tests may be taken.

MAY 30, 2019



4. Air content:

a. Per ASTM C231, ASTM C173, and ASTM C138.

b. Determined for each strength test sample.

5. Temperature: Determined for each strength test sample.

C. Evaluation of Tests:

1. Strength test results:

a. Average of 28-day strength of two cylinders from each sample.

1) If one cylinder manifests evidence of improper sampling, molding, handling, curing or testings,

strength of remaining cylinder will be test result.

2) If both cylinders show any of above defects, test will be discarded.

D. Acceptance of Concrete:

1. Strength level of each type of concrete shall be considered satisfactory if both of the following

requirements are met:

a. Average of all sets of three consecutive strength tests equals or exceeds the required specified 28-

day compressive strength.

b. No individual strength test falls below the required specified 28-day compressive strength by more

than 500 psi.

2. If tests fail to indicate satisfactory strength level, perform additional tests and/or corrective measures as

directed by Engineer.

c. Perform additional tests and/or corrective measures at no additional cost to MPW.

3.5 SCHEDULES

A. Form Types:

1. Surfaces exposed to view:

a. Prefabricated or job-built wood forms.

b. Laid out in a regular and uniform pattern with long dimensions vertical and joints aligned.

c. Produce finished surfaces free from offsets, ridges, waves, and concave or convex areas.

d. Construct forms sufficiently tight to prevent leakage of mortar.

2. Surfaces normally submerged or not normally exposed to view: Wood or steel forms sufficiently tight

to prevent leakage of mortar.

3. Other types of forms may be used:

a. For surfaces not restricted to plywood or lined forms.

b. As backing for form lining.

B. Grout:

1. Nonshrinking nonmetallic grout: General use.

2. Epoxy grout:

a. Grouting of dowels and anchor bolts into existing concrete.

b. Other uses indicated on Drawings.

3. Sand cement grout: Keyways of precast members.

C. Concrete:

1. Precast concrete: Where indicated on Drawings.

2. Concrete fill: Where indicated on Drawings.

3. Normal weight concrete: All concrete.

4. General use concrete: All other locations.

D. Concrete Finishes:

1. Grout cleaned finish: Where indicated on Drawings.

2. Slab finishes:

a. Use following finishes as applicable, unless otherwise indicated:

1) Floated finish: Surfaces intended to receive roofing, concrete topping, lean concrete, concrete

fill and waterproofing.

2) Troweled finish: Interior floor slabs, exposed roof slabs and base slabs of structures,

equipment bases, and column bases.

3) Broom finish: Sidewalks, docks, concrete stairs, and ramps.

END OF SECTION

MAY 30, 2019


SECTION 09905 – PAINTING AND PROTECTIVE COATINGS – Page 1

SECTION 09905

PAINTING AND PROTECTIVE COATINGS

PART 1 - GENERAL

1.1 WORK INCLUDED

A. The Contractor shall furnish all materials, labor, equipment, and incidentals required to provide a protective

coating system for the surfaces listed herein and not otherwise excluded.

B. The work includes painting and finishing of above grade piping, fittings, valves, equipment, structural steel,

miscellaneous metal, previously painted equipment surfaces, and all other work obviously required to be

painted unless otherwise specified herein or on the Drawings. The omission of minor items in the schedule

of work shall not relieve the Contractor of his obligation to include such items where they come within the

general intent of the specification as stated herein.

C. The following items will not be painted:

1. Any code-required labels, such as Underwriter’s Laboratories and Factory Mutual, or any equipment

identification, performance rating, name or nomenclature plates.

2. Any moving part of operating units, mechanical and electrical components, such as PVC valve

operator handles, linkages, sensing devices, and submergible wastewater pumps unless otherwise

indicated.

3. Signs and nameplates.

4. Meters, gauges, and locks.

5. Stainless Steel Electrical Enclosures, cabinets, switch boxes, and appurtenances.

6. Aluminum Equipment Racks.

7. PVC and galvanized electrical conduits.

8. Stainless Steel Piping.

1.2 REFERENCES

A. SSCPC - Steel Structures Painting Council.

B. Metal Ladder Manufacturer’s Association - Specification for Ladders and Scaffolds.UL Requirement for

Ladders and Scaffolds.

1.3 RELATED WORK

A.Section 15351: Wastewater Pumping Facilities


A. The contractor must provide a letter from the paint system manufacturer stating their acceptance of the

Contractor for this project to apply the product.

B. Workmanship shall be performed by skilled workmen thoroughly trained in necessary crafts and

completely familiar with specific requirements and methods specified herein.

C. All materials shall be produced by a single manufacturer. Total paint system shall be from one

manufacturer and no cross coating allowed between primers and finish coats.

1.5 SUBMITTALS

A. Submit manufacturer’s printed literature and other data as required to certify compliance with requirements

and systems specified herein.

B. Colors shall be as indicated in Section 15351 unless indicated otherwise on the Drawings.

C. Volatile Organic Compound (VOC) Requirements: Submit manufacturer’s certification that paint and

coatings comply with Federal, State, and Local, whichever is more stringent, requirements for VOC.

1.6 DELIVERY, HANDLING, AND STORAGE

A. Deliver all material to site in original, new, unopened containers, labeled and bearing manufacturer’s name

and stock number, product and brand name, contents by volume for major constituents, instruction for

mixing and reducing, and application instruction.

B. Provide adequate storage facilities designed exclusively for the purpose of paint storage and mixing.

Facility area shall be located away from open flames, be well ventilated, and be capable of maintaining

ambient storage temperature of no less than 45 deg F.

C. Paint, coatings, reducing agents, and other solvents must be stored in original containers until opened; if not

resealable, than must be transferred to UL approved safety containers. Provide proper ventilation, personal

protection and fire protection for storage and use of same.

D. Comply with requirements set forth by Occupational Safety and health act for storage and use of painting

materials and equipment.

MAY 30, 2019



1.7 EXTRA STOCK

A. Upon completion of work, provide MPW with at least one gallon of each type and color of product used.

B. Containers shall be tightly sealed and clearly labeled for identification including, but not limited to: project

used on, manufacturer, date, color and/or mix number

PART 2 - PRODUCTS

2.1 ACCEPTABLE SYSTEMS AND MANUFACTURERS

A. General: Paint product/systems specified are not intended to limit competition, but to establish a standard

of quality desired. MPW may consider equivalent systems by other manufacturers.

2.2 MATERIALS

A. Approved manufacturerers for paint materials specified herein shall be the following:

1. Tnemec Company, Inc.

2. The Sherwin-Williams Co.

3. or approved equal manufacturer.

B. Requests for substitution shall include manufacturer’s literature for each product giving name, generic type,

descriptive information, performance and test data, and evidence of satisfactory past performance. No

request for substitution shall be considered that would decrease film thickness and/or number of coats or

offer a change in the generic type of coating specified.

C. No substitution will be considered unless request for approval from MPW has been submitted by the

Contractor at least thirty (30) days prior to required use. The burden of proof of the merit of proposed

substitute shall be upon the Contractor. MPW’s decision of approval or disapproval of the proposed

substitution shall be final.

PART 3 - EXECUTION

3.1 INSPECTION

A. Thoroughly examine surface scheduled to be painted prior to commencing work. Report in writing to

MPW any condition that may affect proper application and overall performance of coating system.

1. Do not proceed with work until such conditions have been corrected. Commencing with work

indicates acceptance of existing conditions or that existing conditions have been corrected.

2. Commencing with work indicates acceptance of existing conditions and for responsibility for

performance of applied coating.

3.2 LEAD BASE PAINT

A. The Contractor shall follow all Federal, State, and OSHA regulations applicable to lead based paints and

their removal. The Contractor shall submit a copy of their Lead Abatement Program indicating the method

of containment, packaging and disposal of all hazardous waste for the MPW’s approval. See subsection 3.6

for additional requirements.

3.3 PROTECTION

A. Extreme diligence shall be taken to ensure that vehicles, equipment, hardware, fixtures, materials, etc. are

protected against paint spillage, overspray, etc. Such damages shall be corrected at no expense to MPW.

B. Surfaces not coated shall be masked, removed, or otherwise covered to protect against cleaning and coating

application procedures and weather. Drop cloths shall be used to protect exposed concrete slabs,

machinery, equipment, and previously coated surfaces.

C. Exercise care in erecting, bracing, handling, and dismantling staging and scaffolding, to avoid scratching or

damaging walls, floors, equipment, etc.

3.4 SURFACE PREPARATION

A. Perform preparation and cleaning procedures in strict accordance with manufacturer instruction for each

substrate conditions.

B. Ferrous metals (structural steel and miscellaneous metals) requiring painting shall be prepared as listed in

Part 4-Coating System Schedule specified herein and listed for each individual coating system.

C. All metal surfaces shall be cleaned prior to blast cleaning if blast cleaning is required, to remove oil, grease

and unacceptable coatings pursuant to the methods and procedures outlined in SSPC-SP1, Solvent

Cleaning.

D. Galvanized metals requiring paint (only as directed by MPW) shall be cleaned by removing all oil, grease,

dirt, dust, and other foreign matter by solvent cleaning in accordance with SSPC-SP1 and in accordance

with the manufacturer’s recommendations prior to applying any finish

E. Other previously painted surfaces shall be prepared as listed in Part 4, Coating System Schedule.

F. Tape off all equipment tags, identification labels, or stamped identification numbers prior to painting.

MAY 30, 2019



3.5 APPLICATION

A. No paint shall be applied when surrounding air temperature, as measured in the shade, is below 45 F. No

paint shall be applied when the temperature of the surface to be painted is below 40 F. Paint shall not be

applied to wet or damp surfaces, and shall not be applied in rain, snow, fog or mist, or when the relative

humidity exceeds 85%. Paint shall not be applied when the substrate temperature is within 5 of the

dewpoint. Paint manufacturers temperature guidelines must be followed.

B. No paint shall be applied when it is expected that a relative humidity will exceed 85% or that the air

temperature will drop below 45 F within 4 hours after application of the paint.

C. Maintain proper ventilation in area of work to alleviate volatile solvents vaporizing form coating materials.

D. All ingredients in any container of the coating materials shall be thoroughly mixed and shall be agitated

often enough during application to keep the pigment suspended.

E. Should thinning be required use only the amounts specified by the coating manufacturer.

F. Application of coating shall be by brush, roller, mitt, or spray and in accordance with manufacturer

recommendations. All material shall be evenly applied to form a smooth, continuous, unbroken, coating.

Drips, runs, sags, or pinholes shall not be acceptable.

G. Provide proper application equipment, including ladders, scaffolding, masking materials, and tools to

perform work. Ladders and scaffolding shall meet or exceed UL requirements and Metal Ladder

Manufacturers Association.

3.6 CONTAINMENT AND DISPOSAL OF HAZARDOUS DEBRIS AND/OR PAINT CHIPS

A. All work shall be in accordance with OSHA Safety & Health Standards 29 CFR 1910.1025.

B. The contractor shall be responsible to make provisions to contain any cleaning residue and/or paint within

the property. Blast cleaning operations shall not begin until the contaminant method is approved by MPW.

C. All lead-related debris shall be collected at the end of each workday. All debris shall be placed in approved

containment containers provide by the Contractor. The Contractor shall be responsible for all permit,

disposal, and coat required for the disposal of all lead debris generated as part of this contract. The

Contractor shall take positive steps to ensure lead debris is separated from other debris to minimize

disposal costs.

3.7 SYSTEM INSPECTIONS AND TESTING

A. After application of each coating in the specified system and its surface has cured, measure its thickness

with a properly calibrated Type 1 or Type 2 Dry Film Thickness Gauge. Follow standard method for

measurement of dry paint thickness with magnetic gauges as outlined in Steel Structures Painting Council’s

SSPC-PA2.

B. Make as many determinations as needed to ensure the specified thickness valves in each typical area. To

all surfaces having less dry film thickness than specified, apply additional coat(s) at no extra cost to MPW

to bring thickness up to specifications.

C. The Contractor shall be responsible for having the system inspected and approved by the paint and/or

coating manufacturer upon completion. An approval letter from the manufacturer must be submitted to

MPW prior to final acceptance of the system. MPW reserves the rights to reject all work, which does not

comply with this specification.

3.8 CLEAN-UP

A. Upon completion, painting contractor shall clean up and remove from site all surplus materials, tools,

appliances, empty cans, cartons, and rubbish resulting from painting work. The entire work site impacted

by painting activities shall be left in neat, orderly condition.

B. Remove all protective drop cloths and making from surfaces not being painted. Provide touch-up around

same areas as directed by MPW.

C. Remove all misplaced paint splatters or drippings resulting from this work.

D. Remove protective tape from equipment tags, identification labels, or stamped identification numbers and

clean as needed.

3.9 WARRANTY

A. The Contractor shall warrant the work free from defects in material and workmanship for a period of two

(2) years. The contractor will return two (2) months prior to the expiration of the warranty period with

MPW’s Representative to perform an inspection of the work. Deficiencies found will be corrected by the

Contractor at no cost to MPW.

MAY 30, 2019



PART 4 - COATING SYSTEM SCHEDULE

4.1 EXPOSED EXTERIOR SURFACES

A. Structural steel, piping, fittings, valves, pipe supports, appurtenances and accessories (non-immersion).

1. Surface Preparation: Power wash with a minimum of 4000 PSI to remove all dirt, dust, loose paint,

loose rust, and other foreign matter.

2. Following cleaning with SSPC-SP3 Power Tool Cleaning to all rusted and abraded areas, feather

smooth the edges of the tightly adhered existing paint.

3. Spot Prime all rusted and abraded areas with primer at 4.0-5.0 dry mils. Abrade the entire surface of

the existing coating to dull the finish. Approved primers are as follows:

a. Tnemec Series 10, 99 Red, Alkyd primer

b. or approved equal

4. The surface shall be clean and dry prior to coating application.

5. Coating Systems – Metal Surfaces:

a. Tnemec Paint System:

1) 1st Coat: Tnemec Series 1 Omnithane applied at 2.5-3.5 dry mils

Color: as provided by manufacturer

2) 2nd & Final Coat: Tnemec Series 73U Endurashield applied at 3.0 to 5.0 dry mils

Color: Hunter Green (#08SF) or approved equal

b. Sherwin-Williams Co. Paint System:

1) 1st Coat: Macropoxy 646 applied at 3.0-6.0 dry mils (#b58w610)

Color: Cedar Green (#SW4072) or approved equal

2) Caulk all pipe and flange joints using Stampede 1 polyurethane sealant

3) Final Coat: High Solid Polyurethane applied at 3.0-4.0 dry mils (#b65w311)

Color: Clear

B. Stainless steel bolts, nuts, washers, piping, fittings, valves and appurtenances shall not be painted unless

indicated otherwise on the Drawings.

C. Non-Metal Surfaces Including Existing Exterior Equipment:

1. Surface Preparation: Power wash with a minimum of 3000 PSI to remove all loose paint, dirt, dust,

chalk, grease and other foreign matter.

2. Feather smooth all edges of tightly adhered existing paint. The surface shall be clean and dry prior to

coating application.

3. Color – As indicated on the Drawings or directed by MPW.

4. Coating Systems – Non-Metal Surfaces:

a. Tnemec Paint System:

1) 1st Coat: Tnemec Series 1 Omnithane applied at 2.5-3.5 dry mils

Color: as provided by manufacturer

2) 2nd & Final Coat: Tnemec Series 73U Endurashield applied at 3.0 to 5.0 dry mils

Color: Hunter Green (#08SF)or approved equal

D. Ductile iron flanged fittings, valves, and pipe spools may be shop primed to assembly if specifically

approved by the Engineer.

END OF SECTION

MAY 30, 2019


SECTION 15060B – PIPE AND PIPE FITTINGS: BASIC FORCE MAIN AND GRAVITY SEWER REQUIREMENTS – Page 1

SECTION 15060B

PIPE AND PIPE FITTINGS:

BASIC FORCE MAIN AND GRAVITY WASTEWATER REQUIREMENTS

PART 1 - GENERAL

1.1 SUMMARY

A.Section Includes:

1. Gravity Wastewater Piping

2. Force Main Wastewater Piping.




3. Section 02221 – Trenching, Backfilling, and Compacting for Utilities.

4. Section 15062 – Pipe: Ductile.

5. Section 15064 – Pipe: Plastic

6. Section 15100 – Valves: Basic Requirements.

7. Section 15352 – Sewer Cleaning and Television Inspection

C. The Contractor shall furnish labor, materials, tools, equipment, and perform work and services necessary for

or incidental to the furnishing and installation, complete, of piping with full observation of proper

construction techniques, handling, testing procedures, attachments, supports, disinfection and miscellaneous

as shown on drawings and as specified, in accordance with provisions of the Contract Documents, and

completely coordinated with work of other trades.

D.Furnish piping systems with specific material selections included in any schedules within these specifications

and in accordance with notations or schedules on drawings.

E. All such work may not be specifically shown or specified. Supplementary or miscellaneous items,

appurtenances and devices incidental to or necessary for a sound, secure, complete, and compatible

installation shall be furnished and installed as part of this work.


A.Referenced Standards:

1. American Association of State Highway and Transportation Officials (AASHTO):

2. American Iron and Steel Institute (AISI).

3. American Society of Mechanical Engineers (ASME):


5. American Water Works Association (AWWA):

6. American Water Works Association/American National Standards Institute (AWWA/ANSI):

7. International Plumbing Code (IPC).

8. National Fire Protection Association (NFPA):

9. Underwriters Laboratories, Inc. (UL).

B. Minimum Bury. Unless otherwise shown on the drawings, provide a minimum of three (3) feet earth cover

over exterior buried piping systems and appurtenances conveying wastewater.

C. Specifications Reference. Verify drawings for pipe designations and descriptions.

D.Coordinate flange dimensions and drillings between piping, valves and equipment.

E. Comply with rules, regulations and policies of the South Carolina Department of Health and Environmental

Control.

1.3 SUBMITTALS

A. Shop Drawings:


2. Fabrication and/or layout drawings: (when required by Engineer)

a. Fabrication and layout drawings with information including:

1) Dimensions of piping lengths.

2) Invert or centerline elevations of piping crossings.

3) Acknowledgement of bury depth requirements.

4) Details of fittings, tapping locations, thrust blocks, restrained joint segments, harnessed joint

segments, hydrants, and related appurtenances.

5) Acknowledge designated valve numbers.

b. Schedule of interconnections to existing piping and method of connection.


a. Certification that products submitted meet requirements of standards referenced.

b. Copies of manufacturer's written directions regarding material handling, delivery, storage and

installation

MAY 30, 2019



c. Separate schedule sheet for each piping system scheduled in this Section showing compliance of all

system components

d. Attach technical product data on gaskets, pipe, fittings, and other components.

B. Miscellaneous Submittals:

1. Test reports:

a. Copies of test results on all piping systems.

b. Notification of time and date of piping tests.


A.Protect pipe coating during handling using methods recommended by manufacturer.

1. Use of bare cables, chains, hooks, metal bars or narrow skids in contact with coated pipe is not

permitted.

B. Prevent damage to pipe during transit.

1. Repair abrasions, scars, and blemishes.

2. If repair of satisfactory quality cannot be achieved, replace damaged material immediately.

PART 2 - PRODUCTS

2.1 PIPING SPECIFICATION SCHEDULES

A.Refer to PART 3.11 of this section for piping requirement and specification schedules.

2.2 COMPONENTS AND ACCESSORIES

A.Insulating Components:

1. Dielectric flange kits:

a. Flat faced.

b. 1/8 IN thick dielectric gasket, phenolic, non-asbestos.

c. Suitable for 175 psi, 210 deg F.

d. 1/32 IN wall thickness bolt sleeves.

e. 1/8 IN thick phenolic insulating washers.

2. Dielectric unions:

a. Screwed end connections.

b. Rated at 175 psi, 210 deg F.

c. Provide dielectric gaskets suitable for continuous operation at union rated temperature and pressure.

B. Reducers:

1. Furnish appropriate size reducers and reducing fittings to mate pipe to equipment connections.

2. Connection size requirements may change from those shown on Drawings depending on equipment

furnished.

C. Protective Coating and Lining:

1. Include pipe, fittings, and appurtenances where coatings, linings, paint, tests and other items are

specified.

2. Field paint pipe in accordance with manufacturers’ recommendation.

D.Underground Warning Tape.

1. All underground wastewater force mains shall have electronically detectable warning tape.

2. Approved Manufacturer:

a. 3M Electronic Marking System (EMS) Caution Tape 7614XR.

3. Maximum bury depth is 2 feet from final grade.

4. Color to be Green.

5. Wording on tape to indicate "Caution Wastewater Line Buried Below"

E. Wastewater Force Main, Service Lateral and Valve Identification

1. Where the force main is installed in the road shoulder, green marking flags (pin flags) shall be installed

at intervals not greater than twenty (20) feet. Where the force main is installed under concrete or

asphalt, green marking paint shall be used.

2. The location of the ends of all wyes and service laterals shall be marked and protected. All service

lateral stacks shall be protected from damage by the installation of three (3) metal fence posts arranged

in a triangular pattern around the service cleanout stack and encircled with orange protective mesh a

minimum of 3’ in height. Service wyes shall have plugs and stacks secured to withstand low-pressure

air test.

F. Valves:

1. See Section 15100.

MAY 30, 2019



G.Restrained Joint Pipe:

1. Provide restrained joint piping for preventing movement of piping caused by forces in or on buried

piping tees, branches, plugs, or bends.

2. Install restrained joint piping as shown on Drawings.

3. Subject to compliance with the Contract Documents, the following manufacturers are acceptable:

a. Pipe:

1) American (Flex-Ring or Lok-Ring)

2) US Pipe (TR-Flex)

3) Griffin (Snap-Lock)

4) Approved Equal

b. MJ Fittings, “Megalugs”:

1) EBAA

2) Ford

3) Sigma

4) Star Pipe

5) SIP Industries

6) Tyler Union

7) Approved Equal

c. Fast grip gaskets

1) Minimum pressure rating of 350 psi for push on pipe required

d. PVC Bell Restraints

1) EBAA

2) Sigma

3) Star Pipe

4) Approved Equal

H.Bolts, Nuts and all-thread rod

1. All bolts and all-thread rod used in buried application shall be Type 316 stainless steel.

2. All nuts shall be 316 stainless steel, heavy wall.

PART 3 - EXECUTION

3.1 DELIVERY AND STORAGE

A.Inspect materials thoroughly upon arrival. Examine materials for damage. Damaged, rejected, or non-spec

materials must be immediately removed from site. MPW reserves the right to immediately shut down

construction activities until removal is verified.

B. Observe manufacturer’s directions for delivery and storage of materials and accessories.

C. Each joint shall be redundantly chocked at each end to prevent movement or rolling.

D.Vehicular traffic shall not be unduly inconvenienced in placing of material along the streets or rights-of-way.

E. Comply with South Carolina Department of Transportation requirements for storing pipe and fittings within

highway rights-of-way.

3.2 CONNECTIONS WITH EXISTING PIPING

A.Where connection between new work and existing work is made, use suitable and proper fittings to suit

conditions encountered. Make connections in thorough and workmanlike manner. Perform connections with

existing piping at time and under conditions which will least interfere with service to customers affected by

such operation. Undertake connections in fashion which will disturb system as little as possible.

B. Provide suitable equipment and facilities to dewater, drain, and dispose of liquid removed without damage to

adjacent property.

C. Where connections to existing systems necessitate employment of past installation methods not currently part

of trade practice, utilize necessary special piping components.

D.Once tie-in is initiated, work continuously until complete and tested.

3.3 LAYING PIPE IN TRENCH

A.Excavate and backfill trench in accordance with Section 02221.

B. Unless otherwise shown on the drawing, provide a minimum of 3 FT earth cover over exterior buried piping

systems and appurtenances’.

C. Clean each pipe length thoroughly and inspect for compliance to specifications. Grade trench bottom, install

pipe bedding as specified and excavate for pipe bell and lay pipe on trench bottom/bedding. Install gasket or

joint material according to manufacturer’s directions after joints have been thoroughly cleaned and

examined.

D.Except for first two joints, before making final connections of joints, two (2) full sections of pipe shall have

been previously installed with earth tamped alongside of pipe or final bedding material placed.

MAY 30, 2019



E. Lay pipe in only suitable weather with good trench conditions. Never lay pipe in water except where

approved by Engineer or intended for water crossing.

F. Except where otherwise necessary for making connections with other piping, pipe shall be laid with the bells

facing in the direction of laying. All gravity lines shall be laid in the uphill direction.

G.Seal open end of line with watertight plug if pipe laying is stopped. Remove water in trench before removal

of plug.

H.Lining Up Push-On Joint Piping: (Force Main)

1. Lay piping on route lines shown on Drawings.

2. Deflect from straight alignments or grades by vertical or horizontal curves or offsets.

3. Observe maximum deflection values stated in manufacturer’s written literature.

4. Provide special bends when specified or where required alignment exceeds allowable deflections

stipulated.

5. Install shorter lengths of pipe in such length and number that angular deflection of any joint, as

represented by specified maximum deflection, is not exceeded.

6. Provide polyethylene encasement where indicated on Drawings and install in accordance with AWWA

C105.

7. Install Anchorage and Blocking: (Shall only be used when restrained joints are not practical)

a. Provide reaction blocking, anchors, joint harnesses, or other acceptable means for preventing

movement of piping caused by forces in or on buried piping tees, wye branches, plugs, or bends.

b. Place concrete blocking so that it extends from fitting into solid undisturbed earth wall.

c. Concrete blocks shall not cover pipe joints.

d. Provide bearing area of concrete in accordance with drawing detail.

I. WASTEWATER FORCEMAINS ONLY: Install underground warning tape as indicated in Section 2.2.D

above and plan details.

3.4 RESTRAINED JOINT REQUIREMENTS (FORCE MAIN)

A.Restrained Joint lengths shall be as shown on the plans.

3.5 EMBEDMENT REQUIREMENTS

A.Ensure that piping is adequately supported. Provide pipe bedding incorporated in Section 02221.

3.6 ACCESS PROVISIONS

A.Provide access doors or panels in walls, floors, and ceilings to permit access to valves, piping and piping

appurtenances requiring service.

B. Size of access panels to allow inspection and removal of items served, minimum 10 x 14 IN size.

C. Fabricate door and frame of minimum 14 GA, stretcher leveled stock, cadmium plated or galvanized after

fabrication and fitted with screw driver lock of cam type.

D.Provide with key locks, keyed alike, in public use areas.

E. Furnish panels with prime coat of paint.

F. Style and type as required for material in which door installed.

G.Where door is installed in fire-rated construction, provide door bearing UL label required for condition.

3.7 PRESSURE GAUGES

A.Provide at locations shown on the Drawings and specified.

B. All pressure gauges shall be calibrated in one (1) psi increments and sized so that the specified test pressure

falls within the upper half of the gauge's range.


A.Pipe Testing - General:

1. Utilize pressures, media and pressure test durations as specified on Piping Specification Schedules.

2. Isolate equipment which may be damaged by the specified pressure test conditions.

3. Perform pressure test using calibrated pressure gauges and calibrated volumetric measuring equipment

to determine leakage rates.

a. Notify the Engineer, and/or MPW 24 HRS prior to each test.

4. Completely assemble and test new piping systems prior to connection to existing pipe systems.

5. Acknowledge satisfactory performance of tests and inspections in writing to Engineer prior to final

acceptance.

6. Bear the cost of all testing and inspecting, locating and remedying of leaks and any necessary retesting

and re-examination.

7. Use testing forms provided in Section 3.13.

MAY 30, 2019



B. Pressure Testing Methods and Criteria:

1. Types of pressure testing and inspection to be employed include: hydrostatic pressure testing, low

pressure testing and hydrostatic infiltration testing

2. Hydrostatic Pressure Testing (Force Mains):

a. Tests shall be conducted in accordance with AWWA C600 and SC Regulations except where

modified herein. The pipe shall be tested between each valved section. The pressure shall be

measured at the point of testing.

b. After the pipe is laid, the joints completed, and all appurtenances permanently installed, the piping

system or any valved sections of piping system shall be subjected for two hours to a hydrostatic

pressure test of a minimum of 150 psi or equal to or greater than 1.5 times the working pressure.

c. Air Removal. Before applying the specified test pressure, air shall be expelled completely from the

pipe, valves and hydrants. If permanent air vents are not located at all high points, the Contractor

shall install corporation cocks at such points so that the air can be expelled as the line is filled with

water. After all the air has been expelled, the corporation cocks shall be closed and the test

pressure applied. At the conclusion of the pressure test, the corporation cocks shall be removed

and plugged, or left in place at the discretion of MPW.

1) Where any section of main is provided with concrete reaction blocking for fittings or

hydrants, the hydrostatic pressure test shall not be made until at least five days after installation

of the concrete reaction blocking, unless otherwise approved.

2) Do not paint or insulate exposed piping until successful performance of pressure test.

3) Repair defective joints, welds, pieces of pipe, jointing material, valves or other defective

areas, and repeat pressure testing until pipe system meets test criteria. Pay for any additional

costs associated with retesting and repairs.

C. Leakage Test. A leakage test shall be conducted concurrently with the pressure test and recorded on the

forms included in Section 3.13.

1. Leakage Defined. Leakage shall be defined as the quantity of water that must be supplied into the

newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the specified test

pressure after the air in the pipeline has been expelled and the pipe has been filled with water.

2. Allowable Leakage. No pipe installation will be acceptable if the leakage exceeds the following:

a. Ductile Iron Pipe (DIP) or Stainless Steel Pipe per AWWA C600 or PVC Pipe per AWWA C605:

L = [SD (P)1/2] / 148,000

Where:

L = Allowable Leakage (gallon/hour)

S = Length of pipe tested (feet)

D = Diameter of pipe (inches)

P = Average test pressure (psig)

b. HDPE pipe:

1) The test procedure consists of initial expansion, and test phases. For the initial expansion

phase, make-up water is added as required to maintain the test pressure (150 psi) for four (4)

hours. For the test phase, the test pressure is reduced by 10 psi. If the pressure remains steady

(within 5% of the target value) for an hour, no leakage is indicated.

c. All other pipe:

1) All piping shall be leak tested. If pipe material is not explicitly noted above, the allowable

leakage rate for Ductile Iron Pipe shall be used.

2) MPW reserves the right to permit visual inspection in circumstances where direct leak

testing is not feasible.

3. Installation Acceptance.

a. Acceptance shall be determined on the basis of allowable leakage. If any test of pipe laid discloses

leakage greater than that specified, the Contractor shall, at his own expense, locate and repair the

defective material until the leakage is with the specified allowance. All visible leaks are to be

repaired regardless of the amount of leakage.

b. Repair defective joints or other defective areas and repeat pressure testing until pipe system meets

test criteria.

4. Low Pressure Air Test (Gravity Lines):

a. Check pneumatic plugs for proper sealing.

b. Place plugs in line at each manhole.

c. Introduce low pressure air into sealed line segment until air pressure reaches 4 psig greater than

ground water that may be over the pipe. Use test gage conforming to ANSI B40.1 with 0 to 15 psi

scale and accuracy of 1 percent of full range.

d. Allow 2 minutes for air pressure to stabilize

e. After stabilization period (4.0 psig minimum pressure in pipe greater than avg. groundwater

pressure) discontinue air supply to line segment.

MAY 30, 2019



f. Acceptable time for loss of 1 psig of air pressure shall be given in Table I and II found IN Section

3.12.

g. If the time shown in Table I or II in Section 3.12, for the designated pipe size and length elapses

before the air pressure drops 1.0 psig (or 0.5 psig), the section undergoing the test shall have passed

and shall be presumed to be free of defects. The test may be discontinued once the prescribed time

has elapsed even though the 1.0 psig (or 0.5 psig) drop has not occurred. If the pressure drops 1.0

psig (or 0.5 psig) before the appropriate time shown in Table I or II have elapsed, the air loss rate

shall be considered excessive and the section of pipe has failed the test.

D.Deflection Test (Gravity Lines): After final backfill has been in place at least 30 days, PVC wastewater pipe

shall be tested for initial diametric deflection by the use of a five (5%) percent mandrel. Prior to the test, the

mandrel shall be checked and approved by a representative of MPW using a “proving ring” of the appropriate

size. The initial diametric deflection shall not exceed five (5%) percent. The Contractor shall not use any

mechanical device in the mandrel pull. The contractor will be responsible to provide appropriate safety

equipment to allow entry to confined spaces in accordance with State and Federal OSHA/Labor Laws and

Regulations. At his discretion, MPW’s Inspector may visually inspect lines. MPW will not accept any line

which fails a mandrel pull.

E. Radio Frequency Marker Inspection: Prior to acceptance of the wastewater forcemain, the Contractor shall

have the a MPW representative inspect the installation of radio frequency marker caution tape to verify

placement, functionality and accuracy.

F. The Contractor shall complete the applicable MPW test form (found at the end of this Section) in the

presence of a representative of MPW and submit a copy to MPW as proof of test completion.

G.Television Inspection: All gravity mains and service laterals shall be televised by the Contractor for final

acceptance. Refer to Section 15352 for Television Inspection requirements for gravity sewer mains.

3.9 CLEANING AND PURGING

A.Cleaning:

1. Clean interior of piping systems thoroughly before installing.

2. Maintain pipe in clean condition during installation.

3. Before joining pipe, thoroughly clean and wipe joint contact surfaces and then properly dress and make

joint.

4. Immediately prior to pressure testing, clean and remove grease, metal cuttings, dirt, or other foreign

materials which may have entered the system.

3.10 LOCATION OF BURIED OBSTACLES

A.Furnish exact location and description of buried utilities or buried structures encountered and thrust block

placement.

B. Reference items to definitive reference point locations such as found property corners, entrances to buildings,

existing structure lines, fire hydrants and related fixed structures.

C. Include such information as location, elevation, coverage, supports and additional pertinent information.

D.Incorporate information on the Record Drawings.

3.11 APPLICATIONS OF SERVICE

A.Type of pipe to be furnished and installed by the Contractor where specified under description of use are

categorized as follows:

1. Type A: Ductile Iron Pipe, push-on or mechanical joint, with corrosion-resistant lining and coated.

2. Type B: Polyvinyl Chloride Pipe conforming to ASTM D3034, SDR-26.

3. Type C: Polyvinyl Chloride Pipe conforming to ASTM D2241 with ductile iron pipe fittings.

4. Type D: Polyvinyl Chloride Pipe conforming to AWWA C900/C905 with ductile iron pipe fittings.

5. Type F: Ductile Iron Pipe, restrained joint, corrosion-resistant lining and coated.

6. Type H: Ductile Iron Pipe, River Crossing Pipe.

7. Type I: Polyethylene (PE) Tubing conforming to ASTM D2737.

8. Type J: Ductile iron flanged.

9. Type K: High Density Polyethylene Pipe (HDPE) conforming to AWWA C906 and ASTM D1248.

MAY 30, 2019



B. The Contractor shall install the types of pipe specified above in compliance with the following listing:

Description of Use Pipe Type Material Minimum Class of Pipe

A or F Ductile Iron Class 350

D PVC Class 235, DR184”-12” Force main

K HDPE SDR11*

A or F Ductile Iron Class 250

D PVC Class 235, DR1814”-20” Force main

K HDPE SDR11*

Gravity Line

(down to 20’ depth)B PVC SDR-26

D PVC C900, C905

≤ 18” Dia: Class 350

20”-24” Dia: Class 300

Gravity Line

(down to 30’ depth)

A Ductile Iron

≥ 30” Dia: Class 250

*Unless indicated otherwise on the approved drawings.

MAY 30, 2019



3.12 LOW PRESSURE AIR TEST TABLES

A.Table I: Specification Time Required for a 1.0 PSIG Pressure Drop for size and length of pipe indicated.

Pipe

Diameter

Minimum

Time

Length

for

Minimum

Time

Time

for

Longer

Length 100 150 200 250 300 350 400 450

(in.) (min:sec) (ft.) (sec) ft ft ft ft ft ft ft ft

4 3:46 597 .308L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46

6 5:40 398 .854L 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24

8 7:34 298 1.520L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24

10 9:26 239 2.374L 9:26 9:26 9:26 9:53 11:52 13:51 15:49 17:48

12 11:20 199 3.418L 11:20 11:20 11:24 14:15 17:05 19:56 22:47 25:38

15 14:10 159 5.342L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04

18 17:00 133 7.692L 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57:41

21 19:50 114 10.470L 19:50 26:10 34:54 43:37 52:21 61:04 69:48 78:31

24 22:40 99 13.674L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33

27 25:30 88 17.306L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48

30 28:20 80 21.366L 35:37 53:25 71:13 89:02 106:50 124:38 142:26 160:15

33 31:10 72 25:852L 43:05 64:38 86:10 107:43 129:16 150:43 172:21 193:53

36 34:00 66 30.768L 51:17 76:55 102:34 128:12 153:50 179:29 205:07 230:46

Specification Time for Length (L) Shown (min:sec)

B. Table II: Specification Time Required for a 0.5 PSIG Pressure Drop for size and length of pipe indicated.

Pipe

Diameter

Minimum

Time

Length

for

Minimum

Time

Time

for

Longer

Length 100 150 200 250 300 350 400 450

(in.) (min:sec) (ft.) (sec) ft ft ft ft ft ft ft ft

4 1:53 597 .190L 1:53 1:53 1:53 1:53 1:53 1:53 1:53 1:53

6 2:50 398 .427L 2:50 2:50 2:50 2:50 2:50 2:50 2:51 3:12

8 3:47 298 .760L 3:47 3:47 3:47 3:47 3:48 4:26 5:04 5:42

10 4:43 239 1.18L 4:43 4:43 4:43 4:57 5:56 6:55 7:54 8:54

12 5:40 199 1.709L 5:40 5:40 5:42 7:08 8:33 9:58 11:24 12:50

15 7:05 159 2.671L 7:05 7:05 8:54 11:08 13:21 15:35 17:48 20:02

18 8:30 133 3.846L 8:30 9:37 12:49 16:01 19:14 22:26 25:38 28:51

21 9:55 114 5.235L 9:55 13:05 17:27 21:49 26:11 30:32 34:54 39:16

24 11:20 99 6.837L 11:24 17:57 22:48 28:30 34:11 39:53 45:35 51:17

27 12:45 88 8.653L 14:25 21:38 28:51 36:04 43:16 50:30 57:42 64:54

30 14:10 80 10.683L 17:48 26:43 35:37 44:31 53:25 62:19 71:13 80:07

33 15:35 72 12.926L 21:33 32:19 43:56 53:52 64:38 75:24 86:10 96:57

36 17:00 66 15.384L 25:39 38:28 51:17 64:06 76:55 89:44 102:34 115:23


MAY 30, 2019



3.13 PRESSURE TEST FORMS: ON FOLLOWING PAGES

A.MPW Wastewater Forcemain Pressure Test Form for PVC/DIP

B. MPW Wastewater Forcemain Pressure Test Form for HDPE

C. MPW Gravity Wastewater Low Pressure Air and Mandrel Tests Form

END OF SECTION

MAY 30, 2019

WASTEWATER FORCE MAIN PRESSURE TEST PVC/DIP

Project:

Contractor:

Date:

Engineer:

Expansion Test

Start Time:

Stop Time:

Start Pressure (P1)

Stop Pressure (P2)

Pipe Length (FT)

Pipe Dia (Inches)

Refill Gallons:

Average Pressure (P-AVG) = P1+P2

2 =

Allowable Leakage (GALS/3 HR) = L x D x (P-AVG)

148,000 =

Leakage Test

Start Time:

Stop Time:

Start Pressure (P1)

Stop Pressure (P2)

Pipe Length (FT)

Pipe Dia (Inches)

Refill Gallons:


2 =

Allowable Leakage (GALS/HR) = L x D x (P-AVG)

148,000 =

Expansion Test Passed: YES: NO:

Pressure Test Passed: YES: NO:

Asbuilt Drawings Received: YES: NO:

Utility Locate Performed: YES: NO:

Air Release Valves Tested: YES: NO:

Inspector:

Comments

CC: PIPES ENGINEER PROJECT MANAGER

MAY 30, 2019

WASTEWATER FORCE MAIN PRESSURE TEST HDPE

Project:

Contractor:

Date:

Engineer:

Expansion Test

Start Time:

Stop Time:

Start Pressure (P1)

Stop Pressure (P2)

Pipe Length (FT)

Pipe Dia (Inches)

Refill Gallons:


2 =

Allowable Leakage (GALS/3 HR) = 5 gals * (pipe dia) X 5,280 @ 24 hrs =

Leakage Test

Start Time:

Stop Time:

Start Pressure (P1)

Stop Pressure (P2)

Pipe Length (FT)

Pipe Dia (Inches)

Refill Gallons:


2 =

Allowable Leakage (GALS/HR) = 5 gals * (pipe dia) X 5,280 @ 24 hrs =

Expansion Test Passed: YES: NO:

Pressure Test Passed: YES: NO:

Asbuilt Drawings Received: YES: NO:

Utility Locate Performed: YES: NO:

Air Release Valves Tested: YES: NO:

Inspector:

Comments

CC: PIPES ENGINEER PROJECT MANAGER

MAY 30, 2019

WASTEWATER LOW AIR PRESSURE AND MANDREL TEST FORM

Project:

Contractor

Date:

Engineer:

MH

To MH

Line Diameter:

Length:

Specified Time for Length @ 1.0 Psig

Min

Sec

@ 0.5 Psig

Min

Sec

Time:

1.

Min

Sec

Pressure

2.

Min

Sec

Pressure

3.

Min

Sec

Pressure

4.

Min

Sec

Pressure

5.

Min

Sec

Pressure

6.

Min

Sec

Pressure

Pressure Test:

Passed

Failed

Mandrel Pull:

Passed

Failed

MH

To MH

Line Diameter:

Length:

Specified Time for Length @ 1.0 Psig

Min

Sec

@ 0.5 Psig

Min

Sec

Time:

1.

Min

Sec

Pressure

2.

Min

Sec

Pressure

3.

Min

Sec

Pressure

4.

Min

Sec

Pressure

5.

Min

Sec

Pressure

6.

Min

Sec

Pressure

Pressure Test:

Passed

Failed

Mandrel Pull:

Passed

Failed

Comments:

Passed Failed

MPW Inspector:

MAY 30, 2019

WASTEWATER LOW AIR PRESSURE AND MANDREL TEST FORM

Table I: Specification Time Required for a 1.0 PSIG Pressure Drop for size and length of pipe indicated. 1

Pipe

Diameter

(in.)

2

Minimum

Time

(min.)

(sec.)

3

Length

for

Minimum

Time

(ft.)

4

Time

for

Longer

Length

(sec.)


100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft

4 3:46 597 .308L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46

6 5:40 398 .854L 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24

8 7:34 298 1.520L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24

10 9:26 239 2.374L 9:26 9:26 9:26 9:53 11:52 13:51 15:49 17:48

12 11:20 199 3.418L 11:20 11:20 11:24 14:15 17:05 19:56 22:47 25:38

15 14:10 159 5.342L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04

18 17:00 133 7.692L 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57:41

21 19:50 114 10.470L 19:50 26:10 34:54 43:37 52:21 61:04 69:48 78:31

24 22:40 99 13.674L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33

27 25:30 88 17.306L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48

30 28:20 80 21.366L 35:37 53:25 71:13 89:02 106:50 124:38 142:26 160:15

33 31:10 72 25:852L 43:05 64:38 86:10 107:43 129:16 150:43 172:21 193:53

36 34:00 66 30.768L 51:17 76:55 102:34 128:12 153:50 179:29 205:07 230:46

Table II: Specification Time Required for a 0.5 PSIG Pressure Drop for size and length of pipe indicated.

1

Pipe

Diamete

r

(in.)

2

Minimu

m Time

(min.)

(sec.)

3

Length

for

Minimu

m Time

(ft.)

4

Time

for

Longer

Length

(sec.)


100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft

4 1:53 597 .190L 1:53 1:53 1:53 1:53 1:53 1:53 1:53 1:53

6 2:50 398 .427L 2:50 2:50 2:50 2:50 2:50 2:50 2:51 3:12

8 3:47 298 .760L 3:47 3:47 3:47 3:47 3:48 4:26 5:04 5:42

10 4:43 239 1.18L 4:43 4:43 4:43 4:57 5:56 6:55 7:54 8:54

12 5:40 199 1.709L 5:40 5:40 5:42 7:08 8:33 9:58 11:24 12:50

15 7:05 159 2.671L 7:05 7:05 8:54 11:08 13:21 15:35 17:48 20.02

18 8:30 133 3.846L 8:30 9:37 12:49 16:01 19:14 22:26 25:38 28:51

21 9:55 114 5.235L 9:55 13:05 17:27 21:49 26:11 30:32 34:54 39:16

24 11:20 99 6.837L 11:24 17:57 22:48 28:30 34:11 39:53 45:35 51:17

27 12:45 88 8.653L 14:25 21:38 28:51 36:04 43:16 50:30 57:42 64:54

30 14:10 80 10.683

L 17:48 26:43 35:37 44:31 53:25 62:19 71:13 80:07

33 15:35 72 12.926

L 21:33 32:19 43:56 53:52 64:38 75:24 86:10 96:57

36 17:00 66 15.384

L 25:39 38:28 51:17 64:06 76:55 89:44 102:34 115:23

MAY 30, 2019


SECTION 15062 – PIPE: DUCTILE – Page 1

SECTION 15062

PIPE: DUCTILE

PART 1 - GENERAL

1.1 SUMMARY


1. Ductile iron piping, fittings, and appurtenances.




3. Section 02221 – Trenching, Backfilling and Compacting for Utilities.

4. Section 15060A - Pipe and Pipe Fittings: Basic Water Main Requirements.

5. Section 15060B – Pipe and Pipe Fittings: Basic Force Main and Gravity Sewer Requirements




a. B1.1, Unified Inch Screw Threads (UN and UNR Thread Form).


a. B695, Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel.

b. A193, Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High

Temperature Service.

c. A194, Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High Pressure and High

Temperature Service.

d. A307, Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength.


a. C104/A21.4, Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water.

b. C105/A21.5, Polyethylene Encasement for Gray and Ductile Cast-Iron Piping for Water and Other

Liquids.

c. C110/A21.10, Ductile Iron and Gray Iron Fittings, 3 IN through 48 IN for Water and Other Liquids.

d. C111/A21.11, Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe and Fittings.

e. C150/A21.50, Thickness Design of Ductile Iron Pipe.

f. C151/A21.51, Ductile Iron Pipe, Centrifugally Cast-In-Metal Molds or Sand-Lined Molds, for

Water or Other Liquids.

g. C153/A21.53, Ductile-Iron Compact Fitting, 3 IN through 16 IN for Water and Other Liquids.

1.3 SUBMITTALS

A. Shop Drawings:


2. Certification of factory hydrostatic testing.

3. If mechanical coupling system is used, submit piping, fittings, and appurtenant items which will be

utilized to meet system requirements.

PART 2 - PRODUCTS


A. Subject to compliance with the Contract Documents the following manufacturers are acceptable:

1. Ductile Iron Pipe:

a. American

b. US Pipe

c. McWane *from Clow, OH facility ONLY

2. Ductile Iron Fittings:

a. Sigma

b. Tyler Union

c. Star Pipe

d. SIP Industries

e. Or approved equal

3. Compression sleeve coupling:

a. Rockwell (Style 431 (cast)).

b. Dresser (Style 153 (cast)).

c. Or approved equal.

MAY 30, 2019



4. Mechanical coupling:

a. Victaulic (Style 31).

b. Tyler.

c. Star Pipe.

d. Or approved equal.

5. Insulating couplings:

a. Rockwell (Style 416).

b. Dresser (Style 39).

6. Reducing couplings:



7. Transition coupling:



c. Or approved equal.

8. Polyethylene encasement tape:

a. Chase (Chasekote 750).

b. Kendall (Polyken 900).

c. 3 M (Scotchrap 50).

d. Or approved equal.

9. Restrained joints:

a. Comply with Sections 15060A or 15060B.


C. Only one product manufacturer shall be allowed for each material required.

2.2 MATERIALS

A. Ductile Iron Pipe:

1. AWWA/ANSI C115/A21.15.

2. AWWA/ANSI C150/AC21.50.


4. Pressure class as indicated in Section 15060A and Section 15060B.

5. Joints:

a. Gravity: single rubber gasket, push on type.

b. Force Main or Water Main: Push on type or restrained joint where indicated on drawings.

B. Fittings:


2. AWWA/ANSI C116/A21.16-09


C. Nuts and Bolts:

1. Buried and exposed:

a. All bolts (including tee bolts for MJ fittings) and all thread rods shall be Type 316 stainless steel.

b. All nuts shall be 316 stainless steel, heavy wall.

2. Heads and dimensions per ASME B1.1.

3. Threaded per ASME B1.1.

4. Project ends 1/4 to 1/2 IN beyond nuts.

D. Gaskets: Gaskets shall be synthetic rubber – Ethylene Propylene Diene Monomer (EPDM). Natural rubber

or other materials, which will support microbiological growth or does not resist chloramines, will not be

acceptable.

E. If mechanical coupling system is used, utilize pipe thickness and grade in accordance with AWWA C606.

F. Polyethylene Encasement: See AWWA/ANSI C105/A21.5.

2.3 LININGS AND COATINGS

A. Interior lining

1. DIP conveying wastewater will be lined with the following:

a. Protecto 401 by Induron Protective Coatings, Inc. with a minimum dry film thickness of 40 mils.

b. ON TRIAL: Permox CTF with a minimum dry film thickness of 40 mils.

c. Or Approved Equal

2. DIP conveying potable water shall be lined in the shop with a standard thickness cement-mortar lining

applied in conformity with AWWA C104, Portland cement mortar.

3. Contractor shall strictly adhere to the lining manufacturer’s handling requirements.

B. The exterior of ductile iron pipe, shall be coated with a 1 mil asphaltic coating in accordance with AWWA

C151.

MAY 30, 2019



C. All metallic valves, fittings, restrainers, and appurtenances are to have Fusion Bonded Epoxy Coating on

all interior and exterior surfaces in accordance with AWWA C116/A21.16-09.

D. All metallic pipe, valves, fittings, restrainers, and appurtenances are to be wrapped in an 8-mil polyethylene

film in accordance with ANSI Standard A21.5 (AWWA C105). Close all open ends and damaged areas

securely with tape. If damaged polyethylene film cannot be repaired, replace with new film. Color for

water is blue, wastewater is green, and reuse is purple.

2.4 QUALITY CONTROL

A. Factory Test:

1. Subject pipe to hydrostatic test of not less than 500 psi with the pipe under the full test pressure for at

least 10 seconds.

B. Pre-Installation Inspection:

1. Contractor shall coordinate an inspection with Engineer and/or Owner prior to installing any pipe to

verify the following items:

a. Pipe has been handled pursuant to manufacturer’s requirements and there is no evidence of damage.

b. Pipe has not exceeded the manufacture’s “shelf-life” restrictions.

PART 3 - EXECUTION

3.1 INSTALLATION

A. DIP wastewater forcemain installation shall conform to AWWA C-600 at a minimum.

B. Joining Method - Push-On Mechanical (Gland-Type) Joints:

1. Install in accordance with AWWA/ANSI C111/A21.11.

2. Assemble mechanical joints carefully according to manufacturer's recommendations.

3. If effective sealing is not obtained, disassemble, thoroughly clean, and reassemble the joint.

4. Do not overstress bolts.

5. Where piping utilizes mechanical joints with tie rods, align joint holes to permit installation of harness

bolts.

C. Joining Method - Push-On Joints:

1. Install in accordance with AWWA/ANSI C151/A21.51.

2. Assemble push-on joints in accordance with manufacturer's directions.

3. Bevel and lubricate spigot end of pipe to facilitate assembly without damage to gasket.

a. Use lubricant that is non-toxic, does not support the growth of bacteria, has no deteriorating effects

on the gasket material, and imparts no taste or odor to water in pipe.

4. Assure the gasket groove is thoroughly clean.

5. For cold weather installation, warm gasket prior to placement in bell.

6. Taper of bevel shall be approximately 30 degrees with centerline of pipe and approximately 1/4 IN

back.

7. Install fast grip gaskets in accordance with manufacturer’s recommendations.

D. Cutting:

1. Do not damage interior lining material during cutting. If lining is damaged, Contractor submit a

manufacturer approved field repair method to the Engineer and/or MPW for approval before applying.

2. All cut surfaces will require a field applied coating to cover exposed surfaces. Field coating to match

the original shop applied coating (internal and external surfaces).

3. Make square cuts using abrasive wheel cutters or saws.

4. Bevel and free cut ends of sharp edges after cutting.

E. Support exposed pipe in accordance with Sections 15060A and /or 15060B.

F. All taps on DI pipe shall be direct taps using tee or wye fittings and shall be coated to match the main

sewer coating. Tapping saddles will not be accepted.

G. Install polyethylene encasement on all DI pipe and fittings in full compliance to AWWA/ANSI

C105/A21.5.

1. Encase underground appurtenances required as part of installation.

2. Where tapping polyethylene encased pipe, first wrap location of tap with three (3) layers of

polyethylene adhesive tape. Make tap through tape.

3. Make sections 2 FT longer than pipe section to be covered.

4. Slip tube over pipe while pipe is suspended immediately before placing in trench.

5. After installing in trench, pull tube ends over joint and overlap.

6. Fasten securely in-place on each side of each joint with joint tape or strapping.

7. Pull loose tube along pipe barrel up snugly around pipe and fasten in-place with joint tape at 3 FT

intervals.

8. Completely cover fittings and connections with film held snugly in-place with joint tape or strapping.

H. Install buried piping in accordance with Sections 15060A and/or 15060B.

MAY 30, 2019



I. Install restrained joint systems where specified in Sections 15060A and/or 15060B under specific piping

system and where shown on the contract drawings.

3.2 WARNING TAPE AND TRACER WIRE

A. See Sections 15060A and/or 15060B for specifications.


A. Test piping systems in accordance with Sections 15060A and/or 15060B.

END OF SECTION

MAY 30, 2019


SECTION 15064 – PIPE: PLASTIC – Page 1

SECTION 15064

PIPE: PLASTIC

PART 1 - GENERAL

1.1 SUMMARY


1. Plastic water main, force main, and gravity wastewater pipe.




4. Section 02221 – Trenching, Backfilling and Compacting for Utilities.

5. Section 02660 – Water Main Construction

6. Section 02661 – Force Main and Gravity Line Construction

7. Section 15060A – Pipe and Pipe Fittings: Basic Water Main Requirements.

8. Section 15060B – Pipe and Pipe Fittings: Basic Force Main and Gravity Wastewater Requirements


A. See Sections 15060A and /or 15060B.

B. Referenced Standards:


a. PVC (polyvinyl chloride) materials:

1) D1784, Standard Specification for Rigid Polyvinyl Chloride) (PVC) Compounds and

Chlorinated Polyvinyl Chloride (CPVC) Compounds.

2) D1785, Standard Specification for Polyvinyl Chloride PVC Plastic Pipe, Schedules 40, 80 and

120.

3) D2241, Standard Specification for Polyvinyl Chloride (PVC) Pressure-Rated Pipe (SDR

Series).

4) D2321, Standard Practice for Underground Installation of Thermosplastic Pipe for Sewers and

Other Gravity-Flow Applications.

5) D2467, Standard Specification for Polyvinyl Chloride (PVC) Plastic Pipe Fittings, Schedule

80.

6) D2774, Standard Specification for Underground Installation of Thermoplastic Pressure Piping.

7) D3034, Standard Specification for Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and

Fittings

8) D3139, Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric

Seals.

9) ASTM 2564, Solvent Cements for (PVC) Plastic Pipes, Tubing and Fittings.

b. Polyethylene (PE) materials:

1) D2737, (PE) Plastic Tubing.

2) D1248, Standard Specifications for Polyethylene Plastics Extrusion Materials for Wire and

Cable


a. PVC (polyvinyl chloride) materials:

1) C900, Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 in. Through 12 in.

(100 mm Through 300 mm), for Water Distribution.

2) C905, Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameter 14 IN through

36 IN.

b. Polyethylene (PE) materials:

1) C901, Polyethylene (PE) Pressure Pipe Tubing and Fittings, 1/2 through 3 IN for Water.

2) C906, Polyethylene Pressure Pipe and Fittings 4 IN through 63 IN for Water Distribution

3. National Sanitation Foundation International (NSF).

1.3 SUBMITTALS

A. See Section 01340 for requirements for the mechanics and administration of the submittal process.

MAY 30, 2019



PART 2 - PRODUCTS

2.1 PRESSURE PIPING (UNDERGROUND) - PVC

A. Materials: Furnish materials in full compliance with following requirements:

1. 1 ¾ IN: ASTM D2241 PVC, Type I, Grade 1 (12454) with Pressure Class of 200 psi per Table XI,

ASTM D2241.

2. 4” – 12” diameter:

a. Water: C900 Class 150 DR18.

b. Wastewater: C900 Class 235 DR18.

3. 14” or greater diameter:

a. Water: PVC may not be used

b. Wastewater: C900 Class 235 DR18

4. Joints for PVC pipe shall be the elastomeric-gasket type with a pressure rating not less than pipe

pressure rating meeting performance requirements of ASTM D3139.

5. PVC pipe shall be rigid, unplasticized polyvinyl chloride (PVC) made of PVC plastic having a cell

classification of 12454 as described in specification ASTM D1784 and D1785 for 3” and smaller. The

pipe shall be approved for conveying potable water by the National Sanitation Foundation and shall

bear its seal of approval on each component of the PVC piping system.

6. Fittings: All fittings shall be manufactured from ductile iron except for pipe sizes for which ductile

iron fittings are not manufactured. The ductile iron fittings shall conform to Section 15062. All

fittings for pipes sizes not available in ductile iron shall be brass fittings.

7. Length: Standard laying lengths shall be 20 feet for all sizes. At least 95 percent of the total footage of

pipe of any class and size shall be furnished in standard lengths. The remaining 5 percent may be

furnished in random lengths provided that random lengths are not less than 10 feet long. Each standard

and random length of pipe shall be tested to four times the class pressure of the pipe for a minimum of

5 seconds. The integral bell must be tested with the pipe.

8. Installation: Field threading of PVC pipe will not be permitted. Perform installation procedures,

handling, thrust blocking, connections, and other appurtenant operations in full compliance to the

manufacturer’s printed recommendations and in full observance to plan details when more stringent.

9. Uniformity: Ensure that all piping and fittings are integrated into components of the finished system.

Utilize products of a single manufacturer.

10. Supply to the Engineer all information and sample of joining method for his evaluation.

a. Only jointing methods acceptable to the Engineer will be permitted.

b. No solvent welded joints will be permitted.

2.2 PRESSURE PIPING (UNDERGROUND) – HDPE

A. High Density Polyethylene (PE) pipe:

1. Comply with AWWA C-906, DR 11 and working pressure of 160.

2. Provide SDR high performance, high molecular weight, high density polyethylene pipe, and shall

conform to ASTM D 1248 (Type III C, Category 5, P34).

3. Minimum cell classifications values shall be 345434C as referenced in ASTM D 3350 - latest edition.

4. Provide fittings molded or manufactured from a polyethylene compound having a cell classification

equal to or exceeding the compound used in the pipe.

5. All fittings supplied under this to be of the same manufacture as the pipe being supplied.

6. Physical properties:


Density ASTM Method gms/cc 0.955

Melt Index ASTM D-1238 (190/2.16) gms/10 min

ENVIRONMENTAL STRESS CRACKING RESISTANCE:

Condition A, B, & C, F-0 ASTM D 1693 hrs >5000**

Compressed Ring, F-60 ASTM F 1248 hrs >1500

Tensile Strength, Yield ASTM D 638 psi 3200


Elongation at Break ASTM D 638 % >750


Victate Softening Temp ASTM D 1525 °F 257

CONTINUED ON FOLLOWING PAGE

MAY 30, 2019



CONTINUED FROM PREVIOUS PAGE


Brittleness Temp ASTM D 746 °F 180

Flexural Modulus ASTM D 790 psi 135,000

Modulus of Elasticity ASTM D 638 psi 130,000

Hardness ASTM D 2240 Shore D 65

Expansion Coef. ASTM D 696 in./in./ºF 1.2x10-4

Thermal ConductivityDynatech-Colora BTU,

In./Thermoconductor ft./2hrs/ºF

LONG TERM STRENGTH:

73° F ASTM D 2837 psi 1600

UV Stabilizer ASTM D 1603 %C 2.5

Material Cell Classification ASTM D 1248 345434C

Material Description PPI Recommendation PE 3408

7. Quality control:

a. Resin:

1) Manufactured by the pipe manufacturer, thus maintaining complete control of the pipe quality.

2) Resin used shall have all ingredients pre-compound prior to extrusion of pipe, in plant blending

is not acceptable.

b. Pipe:

1) The pipe shall contain no recycled compound except that generated in the manufacturer’s own

plant from resin of the same specification from the same raw material.

2) The pipe shall be homogenous throughout and free of visible cracks, holes, foreign inclusions,

or other deleterious defects and shall be identical in color, density, melt index, and other

physical properties.

c. Testing:

1) Owner may request, as part of the quality control records submittal, certification that the pipe

produced is represented by the quality assurance testing.

2) Test results from manufacturer’s testing or random sampling by the Engineer that do not meet

appropriate ASTM standards or manufacturer’s representation, may be cause for rejection of

pipe represented by the testing.

3) Tests to include density and flow rate measurements from samples taken at selected locations

within the pipe wall and thermal stability determinations according to ASTM D 3350, 10.1.9.

4) Provide certified lab data to verify the physical properties of the materials supplied under this

specification or may take random samples and have them tested by an independent laboratory.

8. Rejection: The Owner reserves the right to reject any polyethylene pipe and fittings failing to meet

any of the requirements of this specification.

9. Pipe dimensions: Pipe supplied under this specification shall have a nominal DIP (ductile iron pipe)

size O.D. unless otherwise specified. The DR (Dimension Ratio) of the pipe supplied shall be as

specified.

10. Join sections of polyethylene pipe into continuous lengths on the job site above ground.

a. Use the butt fusion method performed in accordance with the manufacturer’s recommendations.

b. Equipment used in the joining procedures should be capable of meeting all conditions

recommended by the pipe manufacturer, including, but not limited to, temperature requirements,

alignment, and fusion pressures.

c. Prior approval of equipment and personnel shall be obtained before fusion begins.

d. The completed pipe joints shall be guaranteed for five years in writing to the Owner and its

Contractor.

11. Provide restrained joint mechanical joint adapters for each end of the P.E. pipeline if required.

a. Include any special end configuration and polyethylene ring to hold a standard mechanical joint.

2.3 POLYETHYLENE (PE) TUBING

A. Provide PE tubing, PR160, DR9, 3408

B. All tubing shall come with a 50-year material warranty.

C. Markings on tubing shall include: nominal tubing size, type material (PE-3406), pressure rating,

manufacturer’s name, and seal of the National Sanitation Foundation (NSF).

MAY 30, 2019



2.4 GRAVITY WASTEWATER PIPING

A. Materials:

1. Furnish materials in full compliance to the following material specification.

2. PVC pipe shall be rigid, unplasticized polyvinyl chloride (PVC) made of PVC plastic having a cell

classification of 12454 as described in specification ASTM D1784.

3. The requirements of this Specification are intended to provide for pipe and fittings suitable for non-

pressure drainage of wastewater.

4. Joining systems shall consist of an elastomeric gasket joint meeting requirements of ASTM D3212.

5. Supply to the Engineer all information and sample of joining method for his evaluation.

a. Only jointing methods acceptable to the Engineer will be permitted.

b. Provide pipe and fittings meeting or exceeding the following requirements:

1) 4-12 IN DIA: ASTM D3034, SDR-26.

2) 15-27 IN DIA: ASTM 679, PS115

3) For bury depths 20’ and greater: C900/C905

6. Ensure impact strengths and pipe stiffnesses in full compliance to these Specifications.

PART 3 - EXECUTION

3.1 IDENTIFICATION

A. Identify each length of pipe clearly at intervals of 5 FT or less.

1. Include manufacturer's name and trademark.

2. Nominal size of pipe, appurtenant information regarding polymer cell classification and critical

identifications regarding performance specifications and NSF approvals when applicable.

3. All wastewater pipe shall be green or brown.

3.2 PRESSURE PIPING (UNDERGROUND) - PVC

A. Installation: Install pipe and fittings in accordance with ASTM D2774 and as recommended by the

manufacturer.

1. Field threading of PVC pipe will not be permitted.

2. Perform installation procedures, handling, thrust blocking, connections, and other appurtenant

operations in full compliance to the manufacturer's printed recommendations and in full observance to

plan details when more stringent.

3.3 PRESSURE PIPING (UNDERGROUND) – HDPE

A. Weld/fuse pipe together in one length prior to placing in bore hole. Place pipe on rollers before pulling into

bore hole. Space rollers close enough to prevent excessive sagging of pipe.

3.4 PE TUBING

A. Fittings:

1. Install tubing with compression fittings using stainless steel inserts only.

2. Provide fittings capable of withstanding temperatures from a -70 to 250 DegF.

3. Ensure fittings have the same pressure and temperature rating as the tubing.

3.5 GRAVITY WASTEWATER PIPING

A. Installation: Install pipe and fittings in accordance with ASTM D2321 and as recommended by the

manufacturer.

1. Provide for a maximum deflection of not more than 3 percent.

3.6 WARNING TAPE AND TRACER WIRE

A. See Sections 15060A and/or 15060B for specifications.


A. Test piping systems in accordance with Sections 15060A and/or 15060B.

END OF SECTION

MAY 30, 2019


SECTION 15100 – VALVES: BASIC REQUIREMENTS – Page 1

SECTION 15100

VALVES: BASIC REQUIREMENTS

PART 1 - GENERAL

1.1 SUMMARY


1. Valving, actuators, and valving appurtenances.




3. Section 15060A - Pipe and Pipe Fittings: Basic Water Main Requirements.

4. Section 15060B - Pipe and Pipe Fittings: Basic Force Main and Gravity Wastewater Requirements

5. Section 15101 – Gate Valves.

6. Section 15102 – Plug Valves

7. Section 15106 – Check Valves

8. Section 15114 – Miscellaneous Valves.




a. B16.1, Cast Iron Pipe Flanges and Flanged Fittings.

b. B16.18, Cast Copper Alloy Solder Joint Pressure Fittings.


a. A126, Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings.


a. C500, Gate Valves for Water and Sewerage Systems.

b. C509, Resilient-Seated Gate Valves 3 through 12 NPS, for Water and Sewage Systems.

c. C550, Protective Epoxy Interior Coatings for Valves and Hydrants.


a. C111/A21.11, Rubber-Gasket Joints for Ductile Iron and Gray Iron Pressure Pipe and Fittings.

b. C116/A21.16-09, Protective Fusion Bonded Epoxy Coatings for the Interior and Exterior Surfaces

of Ductile-Iron and Gray-Iron Fittings.

5. Manufacturers Standardization Society of the Valve and Fittings Industry, Inc. (MSS).

1.3 DEFINITIONS

A. The following are definitions of abbreviations used in this section or one (1) of the individual valve

sections:

1. CWP: Cold water working pressure.

2. WWP: Water working pressure.

1.4 SUBMITTALS

A. Shop Drawings:





c. Valve pressure and temperature rating.

d. Valve material of construction.

e. Special linings.

f. Valve dimensions and weight.

g. Valve flow coefficient.

h. Wiring and control diagrams for electric or cylinder actuators.

3. Test reports.

B. Operation and Maintenance Manuals:

1. See Section 01340 for requirements for:

a. The mechanics and administration of the submittal process.

b. The content of Operation and Maintenance Manuals.

PART 2 - PRODUCTS


A. Refer to individual valve Specification Sections.

MAY 30, 2019



2.2 MATERIALS

A. Refer to individual valve Specification Sections.

2.3 VALVE ACTUATORS

A. Valve Actuators - General:

1. The actuator manufacturer shall be E.I.M only (model no. varies based on individual project

requirements)

2. Provide actuators as shown on Drawings or specified.

3. Counter clockwise opening as viewed from the top.

4. Direction of opening and the word OPEN to be cast in handwheel or valve bonnet.

5. Size actuator to produce required torque with a maximum pull of 80 LB at the maximum pressure

rating of the valve provided and withstand without damage a pull of 200 LB on handwheel or

chainwheel or 300 foot-pounds torque on the operating nut.

6. Unless otherwise specified, actuators for valves to be buried, submerged or installed in vaults or

manholes shall be sealed to withstand at least 20 FT of submergence.

7. Extension Stem:

a. Install where shown or specified.

b. Solid stainless steel with actuator key and nut, diameter not less than stem of valve actuator shaft.

c. Pin all stem connections.

d. Center in valve box or grating opening band with guide bushing.

B. Buried Valve Actuators:

1. Provide screw type cast iron valve box, 5¼ IN minimum diameter, 3/16 IN minimum thickness, and

identifying cast iron cover.

2. Box base to enclose buried valve gear box or bonnet.

3. Provide 2 IN standard actuator nuts complying with Section 3.16 of AWWA C500.

4. Provide at least two (2) tee handle keys for actuator nuts, with 5 FT extension between key and handle.

5. Extension Stem:

a. Provide for buried valves greater than 4 FT below finish grade.

b. Extend to within 6 IN of finish grade.

6. Provide concrete pad encasement of valve box as shown for all buried valves unless shown otherwise.

C. Exposed Valve Manual Actuators:

1. Provide for all exposed valves not having electric or cylinder actuators.

2. Provide handwheels for gate valves.

a. Size handwheels for valves in accordance with AWWA C500.

3. Provide lever actuators for plug valves, butterfly valves and ball valves 3 IN DIA and smaller.

a. Lever actuators for butterfly valves shall have a minimum of 5 intermediate lock positions between

full open and full close.

b. Provide at least two (2) levers for each type and size of valve furnished.

4. Gear actuators required for plug valves, butterfly valves, and ball valves 4 IN DIA and larger.

5. Provide gearing for gate valves 20 IN and larger in accordance with AWWA C500.

6. Gear actuators to be totally enclosed, permanently lubricated and with sealed bearings.

7. Provide chain actuators for valves 6 FT or higher from finish floor to valve centerline.

a. Cadmium-plated chain looped to within 3 FT of finish floor.

b. Equip chain wheels with chain guides to permit rapid operation with reasonable side pull without

"gagging" the wheel.

8. Provide cast iron floor stands where shown on Drawings.

a. Stands to be furnished by valve manufacturer with actuator.

b. Stands or actuator to include thrust bearings for valve operation and weight of accessories.

D. Submerged Actuators:

1. The valve actuator shall be mounted on top of an extension bonnet, 3 FT above any adjacent personnel

access.

2. The valve and bonnet connection shall be flanged and watertight.

3. Provide a top brace support for the bonnet.

a. Mount the brace 6 IN below the top of the wall as shown.

4. Materials:

a. Extension bonnet: Cast iron ASTM A126 or steel.

b. Brace and anchor bolts: Type 304 stainless steel.

2.4 FABRICATION

A. End Connections:

1. Provide the type of end connections for valves buried to be restrained joint MJ and exposed to be

flanged unless approved by MPW or as shown on the Drawings.

MAY 30, 2019



2. Comply with the following standards:

a. Threaded: ASME B1.20.1.

b. Flanged: ASME B16.1 Class 125 unless otherwise noted or AWWA C207.

c. Bell and spigot or mechanical (gland) type: AWWA/ANSI C111/A21.11.

d. Soldered: ASME B16.18.

e. Grooved: Rigid joints per Table 5 of AWWA C606.

B. Refer to individual valve sections for specifications of each type of valve on Project.

C. Nuts, Bolts, and Washers:

1. Type 316 Stainless Steel.

D. On Insulated Piping: Provide valves with extended stems to permit proper insulation application without

interference from handle.

E. Epoxy Coating:

1. Provide Fusion Bonded Epoxy coating on all interior and exterior surfaces in accordance with

AWWA/ANSI C116/A21.16-09.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install products in accordance with manufacturer's instructions.

B. Painting Requirements:

1. Refer to Section 09905 – Painting and protective coatings.

C. Setting Buried Valves:

1. Locate valves installed in pipe trenches where buried pipe indicated on Drawings.

2. Set valves and valve boxes plumb.

3. Place valve boxes directly over valves with top of box being brought to surface of finished grade.

4. Install in closed position.

5. Place valve on firm footing in trench to prevent settling and excessive strain on connection to pipe.

6. After installation, backfill up to top of box for a minimum distance of 4 FT on each side of box.

7. All ductile iron or cast iron valves, and all related joint restraints, shall be wrapped in 8.0 mil

polyethylene encasement.

D. Support exposed valves and piping adjacent to valves independently to eliminate pipe loads being

transferred to valve and valve loads being transferred to the piping.

E. Install valves accessible for operation, inspection, and maintenance.

END OF SECTION

MAY 30, 2019


DIVISION 15102 – PLUG VALVES – Page 1

SECTION 15102

PLUG VALVES

PART 1 - GENERAL

1.1 SUMMARY


1. Plug valves.




3. Section 15100 - Valves: Basic Requirements.




a. B16.1, Cast Iron Pipe Flanges and Flanged Fittings - Classes 25, 125 and 250.


a. A126, Standard Specification for Gray Iron Castings for Valves, Flanges and Pipe Fittings.

b. A536, Standard Specification for Ductile Iron Castings.

c. D2240, Standard Test Method for Rubber Property-Durometer Hardness.


a. C504, Rubber Seated Butterfly Valves.

1.3 SUBMITTALS

A. Shop Drawings:








PART 2 - PRODUCTS


A. Subject to compliance with the Contract Documents, the manufacturers listed under the specific valve types

are acceptable.


2.2 NON-LUBRICATED ECCENTRIC PLUG VALVES

A. Acceptable Manufacturers:

1. DeZurik.

2. Millikin.

3. ValMatic.

B. Materials:

1. Body: Cast-iron ASTM A126, Class B.

2. Plug: One-piece construction ductile iron, ASTM A536 65-45-12 or cast iron, ASTM A126 Class B.

3. Plug facing: Grease and/or petroleum-resistant resilient Neoprene or Buna-N compound, 70 Type A

durometer hardness per ASTM D2240.

4. Shaft bearing bushings: Permanently lubricated TFE or Delrin sleeve type stainless steel or bronze.

5. Valve seats: Welded-in overlay of 90 percent nickel, minimum Brinell hardness of 200, (minimum 1/8

IN thick).

6. Stem seal: Nitrile butadiene packing or Buna-N dual U-cups per AWWA C504, Section 3.7.

2.3 ACCESSORIES

A. Refer to Drawings and valve schedule for type of actuator.

1. Furnish actuator integral with valve.

B. Refer to Section 15100 for actuator requirements.

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DIVISION 15102 – PLUG VALVES – Page 2

2.4 DESIGN REQUIREMENTS

A. Non-Lubricated Eccentric Plug Valves (Wastewater):

1. Port area:

a. Valves 4 IN through 20 IN: Equal to or exceed 80 percent of full pipe area.

b. Valves greater than 20 IN: 100 percent equivalent full pipe area.

2. Valve body: Fitted with bolted bonnet.

3. End connections: See Section 15100.

4. Stem seal: Adjustable and replaceable without disassembling valve or bonnet.

5. Designed for seating drip tight in any flow direction.

6. Rating:

a. 1/2 through 12 IN, 175 psi working pressure.

b. 14 through 36 IN, 150 psi working pressure.

7. Actuator:

a. The actuator manufacturer shall be E.I.M only (model no. varies based on individual project

requirements).

b. Actuator gearing in enclosure suitable for running in oil with seals on shaft to prevent entry of dirt

or water.

c. Positive identification on actuator indicating valve position.

d. Adjustable stop to set closing torque.

e. Stem seal adjustment accessible without removing actuator from valve.

2.5 FABRICATION

A. See Section 15100.

PART 3 - EXECUTION

3.1 INSTALLATION


B. Install valves with valve stem horizontal, plug seat on inlet side and with plug rotating up into the open

position for valves in horizontal lines.

C. Install valve with actuator above pipe or plug centerline.

D. Valves shall be oriented so that the plug blocks the upstream port when closed.

END OF SECTION

MAY 30, 2019


SECTION 15106 – CHECK VALVES – Page 1

SECTION 15106

CHECK VALVES

PART 1 - GENERAL

1.1 SUMMARY


1. Check valves.








a. B16.1, Gray Iron Pipe Flanges and Flanged Fittings (Classes 25, 125 and 250).

2. Manufacturers Standardization Society of the Valve and Fittings Industry Inc. (MSS):

a. SP-71, Cast Iron Swing Check Valves, Flanged and Threaded Ends.

b. SP-80, Bronze Gate, Globe, Angle and Check Valves.

1.3 DEFINITIONS

A. PVDF: Polyvinylidene fluoride.

1.4 SUBMITTALS

A. Shop Drawings:







PART 2 - PRODUCTS


A. Subject to compliance with the Contract Documents, manufacturers listed under the valve with types are

acceptable.


2.2 “DUCKBILL” ELASTOMERIC CHECK VALVES

A. Valve body shall be a two piece split configuration, of cast iron. Rubber sheet gaskets, cut to match the

profile of the body halves shall seal the two halves. The flanges shall be drilled to mate with ANSI B16.1,

Class 125/ANSI B16.5 Class 150 flanges, and port areas shall be 100% of the mating pipe port area. Valve

body shall be drilled and tapped for a supplied clean out plug on the top of the body and flushing

connections on the bottom of the body supplied with plugs.

B. The check sleeve is to be of the fabricated elastomer “duckbill” type. The sleeve shall be one piece rubber

construction with fabric reinforcement. The inlet port shall have an integral flange, drilled to be retained by

the flange bolts and acting as the gasket between pipe and valve. The flange will be drilled to ANSI B16.1,

Class 125/ANSI B16.5 Class 150 standards, and the inlet port area shall be 100% of the mating pipe port

area. The port area shall contour down to a duckbill, which shall allow passage of flow in one direction

while preventing reverse flow.

C. Valves subject to high back pressures may require prefabricated 316 stainless steel valve support inserts to

prevent back-pressure induced inversion. Steel insert support requirements shall be as specified on the

Drawings.

D. Manufacturer must have available flow test data from an accredited hydraulics laboratory to confirm

pressure drop data. Company name and location shall be cast onto the valve body. Valves are to be

manufactured in the USA.

E. Approved Manufacturer(s):

1. Red Valve Series 39 by Tideflex Technologies, Inc.

F. Other specialty check valves shall be as specified in Section 15351 and as indicated on the Drawings.

MAY 30, 2019


SECTION 15106 – CHECK VALVES – Page 2

2.3 BALL CHECK VALVES

A. For use in MPW Pump Stations only.

B. Refer to Section 15351 – MPW Wastewater Pumping Facilities

2.4 FUNCTION

A. When line pressure inside the valve exceeds the backpressure outside the valve by a certain amount, the

line pressure forces the bills of the valve open, allowing flow to pass. When backpressure exceeds the line

pressure by at the same amount, the bills of the valve are forced closed.

PART 3 - EXECUTION

3.1 INSTALLATION


B. Install in accordance with manufacturer's instructions.

END OF SECTION

MAY 30, 2019


SECTION 15114 – MISCELLANEOUS VALVES – Page 1

SECTION 15114

MISCELLANEOUS VALVES

PART 1 - GENERAL

1.1 SUMMARY


1. Air release and vacuum relief valves.








a. B16.1, Cast Iron Pipe Flanges and Flanged Fittings - Classes 25, 125 and 250.


a. C512, Air-Release, Air/Vacuum, and Combination Air Valves for Waterworks Service.

b. C550, Protective Epoxy Interior Coatings for Valves and Hydrants.

1.3 SUBMITTALS

A. Shop Drawings:







PART 2 - PRODUCTS


A. Subject to compliance with the Contract Documents, the manufacturers listed under the specific valve types

are acceptable.


2.2 AIR RELEASE VALVES (WATER MAINS)

A. General: Conform to AWWA C512.

B. Air Release Valve:

1. Acceptable manufacturers:

a. Vent-O-Mat Model #025RBX2521

2. Materials:

a. Body and cover: Stainless steel

b. Float: Stainless steel

c. Linkage and trim: Stainless steel.

3. Design Requirements:

a. Size: 1 IN.

b. Working pressure: 150 psi

4. 2” Service saddle per section 15099

5. 2” 316L Stainless Steel pipe and ball valve.

2.3 AIR RELEASE VALVES (WASTEWATER FORCE MAINS)

A. General: Conform to AWWA C512.

1. Air Release Valve:

a. Acceptable manufacturers:

1) ARI, Model #D-025TPV02

2) H-Tec, Model #986-01

b. Materials:

1) Body and cover: Epoxy coated steel, Stainless Steel or Plastic

2) Float and linkage: Stainless steel or Plastic Composite Material

3) Seat: Viton or Buna-N.

MAY 30, 2019


SECTION 15114 – MISCELLANEOUS VALVES – Page 2

c. Design requirements:

1) Working pressure: 150 psi.

2) Release 10 cfm at 10 psi differential at 75 psi line pressure.

3) Inlet 2 IN NPT, outlet 1/2 IN NPT.

4) Provide isolation valve, type as shown.

2.4 ACCESSORIES

A. Furnish any accessories required to provide a completely operable valve.

2.5 FABRICATION

A. Completely shop assemble unit including any interconnecting piping, speed control valves, control

isolation valves and electrical components.

B. Provide internal epoxy coating for all iron body valves in accordance with AWWA C550.


A. Shop hydrostatically test to piping system test pressure.

2.7 MAINTENANCE MATERIALS

A. Provide one (1) set of any special tools or wrenches required for operation or maintenance for each type

valve.

PART 3 - EXECUTION

3.1 INSTALLATION

A. General: See Section 15100.

B. Air Release Valves:

1. Pipe exhaust to gravity manhole, if available, or a suitable disposal point.

2. Where exhausted to a trapped floor drain, terminate exhaust line 6 IN minimum above floor.

C. An inlet isolation gate valve (type 316 stainless steel) shall be provided.


A. Clean, inspect, and operate valve to ensure all parts are operable and valve seats properly.

B. Check and adjust valves and accessories in accordance with manufacturer's instructions and place into

operation.

END OF SECTION

MAY 30, 2019


SECTION 15350 - MANHOLE REHABILITATION – Page 1

SECTION 15350

MANHOLE REHABILITATION

PART 1 - GENERAL

1.1 SCOPE

A. The work under this Section includes the rehabilitation of existing manholes throughout MPW service area. The manholes to be rehabilitated are shown on the Drawings. Additional manholes and pump station wet wells may be added to the project depending on need for the work, available funds, etc.

B. This Section covers the cleaning, repair, structural restoration, and rehabilitation of existing manholes and wet-wells as required to eliminate leakage into the manholes and to restore structural integrity. The work includes but is not limited to: cleaning entire manhole interior, repair/reconstruction of the failed sections of the structure; stopping active leaks through manhole walls and joints; preparation of surfaces to receive the application of coatings designed to resist the effects of hydrogen sulfide gas or the effects of aging; and, application of those coatings to provide a monolithic liner on the inside walls of the manhole as specified.

C. All ancillary work shall be constructed properly in accordance with the Drawings and Specifications. All defects shall be remedied to the engineer’s satisfaction prior to approval.

1.2 REFERENCE SPECIFICATION, CODES, AND STANDARDS

A. The Contractor shall ensure that the products and work comply with the reference specifications listed in the Contract Documents.

B. The Contractor shall ensure that the products and work comply with the current version of the following American Society for Testing and Materials (ASTM) standards:1. ASTM C78 Standard Test Method for Flexural Strength of Concrete2. ASTM C94 Standard Test for Ready Mix Concrete3. ASTM C109 Standard Test Method for Compressive Strength of Hydraulic Cement Mortars4. ASTM C234 Standard Test Method for Comparing Concretes on the Basis of the Bond Developed

with Reinforcing Steel5. ASTM C267 Standard Test Method for Chemical Resistance of Mortars, Grouts, and Monolithic

Surfacings6. ASTM C321 Standard Test Method for Bond Strength of Chemical-Resistant Mortars7. ASTM C496 Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimens8. ASTM C596 Standard Test Method for Drying Shrinkage of Mortar Containing Portland Cement9. ASTM C666 Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing10. ASTM C827 Standard Test Method for Change in Height at Early Ages of Cylindrical Specimens from

Cementitious Mixtures11. ASTM C882 Test Method for Bond Strength of Epoxy-Resin Systems Used With Concrete by Slant

Shear12. ASTM C952 Standard Test Method for Bond Strength of Mortar to Masonry Units13. ASTM C1072 Test Method for Measurement of Masonry Flexural Bond Strength14. ASTM C1244 Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure

(Vacuum) Test

1.3 QUALIFICATIONS

A. The Contractor performing the work shall be fully qualified, experienced and equipped to complete this work expeditiously and in a satisfactory manner and shall be an approved installer as certified and licensed by the product manufacturers. The Contractor(s), as a company, must have the following experience (as documented by verifiable Owner references):1. For Cementitious Mortar: The Contractor shall have at least five years of experience coating manholes

with cementitious mortar and shall have successfully installed a cementitious mortar lining product in a minimum of 2,000 manholes as documented by verifiable Owner references.

2. For Epoxy Lining: The Contractor shall have at least five years of experience coating manholes with epoxy and shall have successfully installed an epoxy lining product in a minimum of 500 manholes as documented by verifiable Owner references.

B. The Contractor’s proposed superintendent/foreman for the work under this Contract must have the following experience (as documented by verifiable Owner references):1. For Cementitious Mortar: The superintendent/foreman shall have at least five years of experience as

the foreman coating manholes with cementitious mortar and shall have successfully installed a cementitious mortar lining product in a minimum of 1,000 manholes as documented by verifiable Owner references.

2. For Epoxy Lining: The superintendent/foreman shall have at least five years of experience as the foreman coating manholes with epoxy and shall have successfully installed an epoxy lining product in a minimum of 300 manholes as documented by verifiable Owner references.

MAY 30, 2019



C. The cementitious product shall have been manufactured for installation specifically in manholes for at least five years (unless noted otherwise herein) and shall have been installed in at least 10,000 manholes. References that are documented and that can be verified shall be submitted to demonstrate that the cementitious products meet these requirements. Contact names and numbers shall be included with the references.

D. The Contractor shall be financially stable, able to procure all materials necessary for this project, and able to bond at least $500,000 of work. The Owner does not require a bond from subcontractors on this project, but evidence of bonding capabilities demonstrates some level of financial stability.

E. Approved cementitious and epoxy products are listed in these specifications. Even though the product may be listed as approved, the product manufacturer and Contractor(s) shall still meet the experience requirements specified above, or the products and Contractor will not be approved for this work.

1.4 SUBMITTALS

A. The Contractor shall submit complete shop drawings of manhole lining system to demonstrate compliance with these specifications, to show materials of construction and to detail installation procedures. Testing procedures and quality control procedures shall also be submitted.

B. Certifications that the manhole lining was manufactured in accordance with these specifications and the appropriate ASTM standards shall be submitted with each shipment.

C. For all products to be used for manhole rehabilitation, the Contractor shall submit manufacturer documents containing product technical information, ASTM test results and certification, application procedures and specifications for approval, and testing and quality control procedures.

D. References for the Contractor, superintendent and products shall be submitted to verify the specified experience.

E. The Contractor shall submit a plan for bypassing wastewater around the work area and facilities where flows must be interrupted to complete the work. The plan shall be reviewed by the Engineer and shall be acknowledged as acceptable before any work is started.

PART 2 - PRODUCTS

2.1 MATERIALS – CEMENTITIOUS MORTAR LINING SYSTEM

A. The Contractor shall line the interior of the manholes with a cementitious mortar lining system where specified in accordance with the specifications of the manufacturer.

B. The cementitious manhole lining system for the interior of manholes shall be a monolithic system suitable for use as a trowel- or spray-applied monolithic surfacing in sewer manholes. The cementitious lining system shall be a calcium aluminate-based material and shall be one of the following specified products or approved equal:1. Strong Seal MS-2C or High Performance by Strong Seal Systems2. Aluminaliner or Aluminaliner PF by Quadex3. Sewpercoat PG by Kerneos, Inc.4. Permacast CR-9000 by Action Products Marketing Corp 5. Cemtec Silatec CAM or HITEC 100 by A.W. Cook Cement6. PerpetuCrete CA by Protective Liner Systems7. Mainstay ML-CA or ML-PF by Madewell8. Maximum CA or Maximum CA Plus Cement by Standard Cement Materials

C. Where additional hydrogen sulfide resistance is required and when specified by the Engineer (identified on the drawings as H2S Resistant Material), the cementitious lining system shall be a 100% Calcium Aluminate Product (product comprised of calcium aluminate cement and calcium aluminate aggregate). Partial calcium aluminate products (or blended products) shall not be considered an equal and shall not be approved. The 100% Calcium Aluminate Product shall be one of the products listed below or approved equal. Any proposed equal product must have been manufactured and successfully installed in high, hydrogen-sulfide manholes for at least 10 years as documented by manufacturing records and detailed project references (project names, owner contact name and number, project description, etc.). There will be no exceptions to this requirement. The Engineer’s decision on whether a product is an “equal” shall be final and the Contractor shall not be due any adjustments in unit prices bid.1. Strong Seal High Performance by Strong Seal Systems2. Aluminaliner PF by Quadex3. Sewpercoat PG by Kerneos, Inc.4. Cemtec Silatec HITEC 100 by A.W. Cook Cement5. Mainstay ML-PF by Madewell6. Maximum CA Plus Cement by Standard Cement Materials

MAY 30, 2019



D. The cementitious lining system shall be a pumpable cement mixture. The lining shall be installed via low-pressure application only. The materials shall be suitable for all the specified design conditions. Trowel application may be approved by the Engineer in some instances.

E. The cementitious lining shall provide a minimum service life of 25 years. The cured cementitious lining shall be continuously bonded to all the brick, mortar, concrete, chemical sealant, grout, pipe and other surfaces inside the sewer manhole. Provide bond strength data on cured, cementitious lining based on ASTM test methods referenced herein.

F. The cementitious liner when cured shall have the following minimum characteristics at 28 days as measured by the applicable ASTM standards referenced herein:1. Minimum compressive strength of 6,000 psi2. Minimum bond strength of 130 psi3. Shrinkage of less than 0.05%

G. The cementitious lining shall be compatible with the thermal condition of the existing sewer manhole surfaces. Surface temperatures will range from 20oF to 100oF. Provide test data on shrinkage of the cementitious lining based on the ASTM standards referenced herein.

H. Chemical sealants or grouts used to seal active manhole leaks, to patch cracks, to fill voids and to otherwise prepare the manhole surfaces for the lining installation shall be suitable for the intended purpose and shall be compatible with the lining as certified by the manufacturer.

2.2 MATERIALS – EPOXY LINING SYSTEM

A. The Contractor shall line the interior of the manholes with an epoxy lining system where specified in accordance with the specifications of the manufacturer.

B. All manholes being coated with epoxy shall first be coated with minimum ½-inch-thick cementitious mortar. The cementitious mortar shall be one of the products specified in Paragraph 2.01. The cementitious mortar shall be installed as specified. The epoxy and cementitious mortar shall be completely compatible as documented by the material manufacturers.

C. The epoxy lining system shall be applied in one or two passes to achieve a total minimum dry film thickness of 160 mils. The epoxy lining system shall be Dura-Plate 5900 or 6100 Epoxy by Sherwin-Williams, Raven 405 by Raven Lining Systems or approved equal.

D. The epoxy lining shall provide a minimum service life of 25 years. The cured epoxy lining shall be continuously bonded to all the brick, mortar, concrete, chemical sealant, grout, pipe and other surfaces inside the sewer manhole. Provide bond strength data on cured, epoxy lining based on ASTM test methods referenced herein.

E. The epoxy lining shall be compatible with the thermal condition of the existing sewer manhole surfaces. Surface temperatures will range from 20oF to 100oF. Provide test data on shrinkage of the epoxy lining based on the ASTM standards referenced herein.

F. Chemical sealants or grouts used to seal active manhole leaks, to patch cracks, to fill voids and to otherwise prepare the manhole surfaces for the lining installation shall be suitable for the intended purpose and shall be compatible with the lining as certified by the manufacturer.

2.3 MATERIALS – INJECTION GROUTING

A. The grout used to completely stop identified leaks shall be a polyurethane grout and shall be Hydro Active Cut by DeNeef Construction Chemicals, AV-202 Multigrout by Avanti International, or approved equal.

B. The grout shall be suitable for injection and shall expand to seal identified leaks. The grout shall be installed per the manufacturer’s recommendations. The material shall be suitable for all the specified design conditions.

C. The grout shall provide a minimum service life of 25 years. When cured, the grout shall be suitable for sewer system service and chemically resistant to any chemicals or vapors normally found in domestic sewage. The grout shall be compatible with the thermal condition of the existing sewer manhole surfaces. Surface temperatures will range from 20oF to 100oF.

D. The grout shall effectively seal the identified leak in the sewer manhole and prevent any penetration or leakage of groundwater infiltration at this location or other nearby locations or within the same pre-cast manhole joint as a direct result of the injected grout. Any leaks from such migration shall be sealed at no additional cost.

PART 3 - EXECUTION

3.1 DELIVERY, STORAGE, AND SHIPPING

A. Care shall be taken in shipping, handling and placing to avoid damaging the lining products. Any lining product damaged in shipment, showing deterioration, or which has been exposed to any other adverse storage condition that may have caused damage, even though no such damage can be seen, shall be marked as rejected and removed at once from the work.

MAY 30, 2019



B. While stored, the lining products shall be adequately packaged and protected. The lining products shall be stored in a manner as recommended by the manufacturer.

3.2 INSTALLATION – CEMENTITIOUS AND EPOXY LINING

A. The Contractor shall continuously notify the public of the work being performed. The Owner will define the specific notification requirements, and the Contractor shall meet all of those requirements. At a minimum, the Contractor shall distribute door hangers to each property owner affected by the work 72 hours prior to performing any work. The Contractor shall submit a sample door hanger to the Engineer and Owner for review. The door hangers shall include the specific work to be performed, start time and estimated completion time for the work being conducted, impacts to the property owner, contact names and local phone numbers for the Contractor’s project manager, superintendent, and the Engineer’s on-site representative. Payment for all public notification shall be a mandatory subsidiary obligation under the Contract, and no separate payment will be made by the Owner.

B. The Contractor shall clean each sewer manhole to be surfaced and shall dispose of any resulting material. The cleaning shall be performed using a high-power jet wash at a minimum of 3500 psi water pressure to remove all dust, biological growths, grease, oil, paint or any other surface contaminants or coatings. The tip of the nozzle shall be a maximum of 4 inches from the manhole wall during cleaning to ensure that 3,500 psi is being applied to the walls.

C. In some cases, the existing manhole has been coated with epoxy and that epoxy is failing and must be removed from the walls prior to cementitious coating or epoxy lining. A bid item is provided for completely removing the epoxy from the walls as necessary to prepare the manhole for new cementitious coating or epoxy lining. This bid item includes any and all work and construction methods necessary to completely remove the epoxy including grinding, cutting, chiseling, etc.

D. Coatings that cannot be removed shall be sanded with coarse sand paper to rough the surface sufficient to obtain and insure adequate bonding of the lining. Roots shall be removed by manually cutting the roots from inside the manhole.

E. The Contractor shall conduct a visual inspection of each manhole after it is cleaned. All active, hydrostatic infiltration leaks shall be plugged or sealed with an appropriate grout compatible with the cementitious lining. Injection grouting may be required to seal active leaks including leaks in existing invert channels and benches. All loose mortar and rubble of existing walls, benches and inverts shall be removed.

F. Prior to installing the lining, the Engineer along with the Contractor must inspect and approve the surface preparation work. The Contractor shall notify the Engineer when the manholes are ready for inspection. The Contractor is responsible for ensuring proper preparation and installation conditions including temperature and moisture regardless of the findings by the Engineer during his inspection. The manhole lining shall be completed immediately after the inspection, or the manhole may need to be re-cleaned prior to spraying to remove accumulated debris on the benches and walls.

G. The Contractor shall prepare the manhole to receive cementitious lining as necessary by reshaping and repairing benches, inverts, and walls where required including smoothing out irregular shaped corbel and chimney sections prior to spray application. All interior surfaces shall be prepared as recommended by the manufacturer. Minimum requirements are as listed below. 1. All cracks and other voids must be repaired and filled with suitable non-shrinking cements, sealants or

grouts, including all voids between the existing sewer pipes and manhole walls.2. All patches shall be smooth and even with the manhole wall.3. All voids around existing manhole rungs/steps shall be filled.4. All surfaces shall be suitably prepared for the required bonding of the cementitious lining as

recommended by the manufacturer.H. A complete, watertight seal shall be provided at pipe and manhole wall connections. Contractor shall

submit details of how the watertight connections will be made to the Engineer for review and approval. The invert channel shall be coated with an appropriate quick-set grout product in complete accordance with the manufacturer’s instructions.

I. All invert channels shall be coated with grout or cementitious mortar to build up the invert channel to the invert elevations of the new cured-in-place pipe lining (CIPP) where installed; to fill all voids, cracks, holes, etc.; and to form a smooth flow channel. The entire channel shall be coated. The coating shall be a minimum ¼-inch thick.

J. If the walls are being coated with epoxy, the invert channel shall also be coated with epoxy.K. The Contractor shall furnish and place the cementitious lining or epoxy in each manhole as shown in the

Details. The installation of the lining shall be in complete accordance with the applicable provisions of ASTM and the manufacturers' specifications.

L. The epoxy will be installed over new cementitious mortar lining. The cementitious mortar lining shall be properly prepared so that the epoxy will bond to the mortar. The Contractor shall take all necessary steps to ensure that the cementitious mortar is properly prepared/primed as recommended by the epoxy manufacturer.

MAY 30, 2019



M. The Contractor shall bypass pump sewage flows around the manhole when the work is being performed. Contractor shall submit a detailed bypass pumping plan to the Engineer prior to starting any work. The Contractor is advised that a number of manholes will surcharge during rain events.

N. The walls and benches shall be coated to the required thickness by spray-on methods. Invert channels shall also be coated as specified in Paragraph 3.02.1 H. Cementitious mortar may be trowel-applied if approved by the Engineer. Epoxy must be spray-applied.

O. Cementitious mortar lining shall be monolithically applied in one pass or application and shall be troweled smooth after application. Epoxy shall be spray-applied in one or two passes. The manhole lining shall not be installed until all required main sewer rehabilitation and other manhole rehabilitation work are complete.

P. The cementitious and/or epoxy lining shall cover the complete interior of the existing sewer manhole including the benches (shelves). The lining shall effectively seal the interior surfaces of the sewer manhole and prevent any penetration or leakage of groundwater infiltration. When cured, the lining shall form a continuous, tight-fitting, hard, impermeable surfacing which is suitable for sewer system service and chemically resistant to any chemicals or vapors normally found in domestic sewage.

Q. The Contractor shall plug off and/or protect the connecting pipes while coating the manhole walls to prevent any material from washing down the sewers. If material enters the sewer pipes, the Contractor will be required to clean the sewers from manhole to manhole to remove all material and then televise the sewer to demonstrate that all material is removed at no cost to the Owner.

3.3 INSTALLATION – INJECTION GROUTING

A. The Contractor shall notify all property owners who discharge sewage directly to the manhole being rehabilitated 72 hours in advance, giving the date, start time and estimated completion time for the work being conducted and the impacts to the property owner.

B. The Contractor shall inject grout to seal the specified leaks. The grout shall be injected in accordance with the manufacturer’s instructions. Grout shall continue to be pumped until the leak is completely sealed. The hole drilled to inject the grout shall be covered with cementitious mortar.

3.4 ACCEPTANCE TESTS - CEMENTITIOUS MORTAR LINING SYSTEM

A. Field acceptance of the cementitious lining shall be based on the Engineer's field inspections and evaluation of the appropriate installation and curing test data. The cementitious lining shall provide a continuous monolithic surfacing with uniform thickness throughout the manhole interior. If the thickness of the lining is not uniform or is less than specified, it shall be repaired or replaced at no additional cost to the Owner.

B. If the Engineer has to enter the manholes to inspect the work, the Contractor shall provide forced air ventilation, gas monitors and detectors, harnesses, lights, confined space entry permits, etc. for the Engineer or Owner to enter the manhole and perform the inspection in complete accordance with OSHA requirements at no additional cost to the Owner.

C. Samples shall be taken of the installed liner each day that cementitious lining is installed as follows: one sample if one to five manholes were coated that day, two samples if six to ten manholes were coated that day, three samples if eleven to fifteen manholes were coated that day, and four samples if sixteen or more manholes were coated that day. Samples shall be taken at equally spaced intervals throughout the day. The frequency of tests may be increased by the Engineer and performed by the Contractor at no additional cost to the Owner when the required tests show that the installed lining does not meet the specifications.

D. Samples shall be cube samples. At least six cubes shall be taken for each sample for testing. All cube samples shall be taken in the field from the material being sprayed. The Contractor shall show the samples to the Engineer each day and the Engineer shall initial the samples for delivery to the testing laboratory. The Contractor shall properly take and store the samples and shall deliver the samples to the testing laboratory. The laboratory shall document that they received the initialed samples. The tests shall be performed by an independent testing laboratory. All costs associated with the tests shall be paid for by the Contractor. The test results shall be submitted to the Engineer immediately when available, no later than 30 days after the lining is installed, or payment will be withheld.

E. The samples shall be tested in accordance with the applicable ASTM standards to verify that the installed liner meets the compressive strength requirements specified herein and the lining manufacturer’s published data on the product. Tests shall include 7-day and 28-day strength tests (3 tests/cubes for each time period for each sample). Shrinkage and bond strength tests shall be performed on each batch or lot of material shipped to the Contractor.

F. All manholes shall be tested via vacuum testing when all manhole rehabilitation work to that manhole is complete. Manholes shall not be vacuum tested until at least 7 days after the cementitious lining was installed. Vacuum testing shall be performed in accordance with ASTM C-1244 except that the minimum test time shall be 1 minute. The testing shall be paid for by the Contractor and be included in the bid price for manhole lining. The Engineer or Owner shall be present for all testing. The Contractor shall notify the Engineer 48 hours prior to testing.

MAY 30, 2019



G. The Contractor shall submit test reports of the testing which include the project name, manhole tested, data on testing (vacuum pressure, test duration, etc.), and whether the manholes passed or failed the test. Test reports must be submitted for failed tests with the reason for failure noted on the report. The Engineer shall sign all test reports to document that the Engineer was present for the testing. Any manhole that fails the vacuum test shall be repaired and retested immediately by the Contractor at no additional cost.

H. There shall be no groundwater infiltration or other leakage (active or previously active) through the manhole walls, benches, inverts or pipe connections at the manholes after it has been lined. If leakage is found, it shall be eliminated with an appropriate cement mortar, grout or sealant as recommended by the manufacturer and approved by the Engineer at no additional cost to the Owner. Injection grouting may be required to stop leaks around the pipe connections or in the invert channel or benches. The Engineer’s decision on how defective lining is repaired shall be final. If any defective lining is discovered after it has been installed or during the warranty period, it shall be repaired or replaced in a satisfactory manner at no additional cost to the Owner. Repaired manholes including those repaired during the warranty period shall be vacuum tested at no additional cost to the Owner.

I. Payment shall not be made for the installed cementitious lining until the following items are completed:1. The manhole passes the vacuum test2. All material tests are submitted3. The final CCTV inspection of the CIPP liner is submitted as specified in Section 15352 (performed

after manhole rehabilitation is completed).

3.5 ACCEPTANCE TESTS – EPOXY LINING SYSTEM

A. Field acceptance of the epoxy lining shall be based on the Engineer's field inspections and evaluation of the appropriate installation and curing test data. The epoxy lining shall provide a continuous surfacing with uniform thickness throughout the manhole interior. If the thickness of the lining is not uniform or is less than specified, it shall be repaired or replaced at no additional cost to the Owner.


C. Testing of the ½” thick base cementitious mortar that is applied prior to the epoxy lining shall adhere to all requirements noted in Section 3.03.1 – ACCEPTANCE TESTS - CEMENTITIOUS MORTAR LINING SYSTEM except for vacuum testing.

D. A wet film thickness gage meeting ASTM D4414 or approved equal shall be used during spray-application to ensure a uniform thickness and to demonstrate that the minimum thickness is achieved.

E. After the epoxy coating has set hard to the touch, it shall be inspected with high-voltage holiday inspection equipment per NACE SP0188 specifications. The spark tester shall be initially set at 20,000 volts minimum and shall be increased as deemed necessary by the Engineer. The Engineer may require the Contractor to create a “test” holiday in the coating to determine the minimum/maximum voltage to be used. All detected holidays shall be marked and repaired as approved by the Engineer. The manhole shall then be re-tested as specified.

F. The Contractor shall submit test reports of the testing which include the project name, manhole tested, data on spark testing and whether the manholes passed or failed the test. Test reports must be submitted for failed tests with the reason for failure noted on the report. The Engineer shall sign all test reports to document that he was present for the testing. Any manhole that fails the spark test shall be repaired and retested immediately by the Contractor at no additional cost.

G. There shall be no groundwater infiltration or other leakage (active or previously active) through the manhole walls, benches, inverts or pipe connections at the manholes after it has been lined. If leakage is found, it shall be eliminated with an appropriate cement mortar, grout or sealant as recommended by the manufacturer and approved by the Engineer at no additional cost to the Owner. Injection grouting may be required to stop leaks around the pipe connections or in the invert channel or benches. Epoxy shall be installed to cover any repaired sections/areas. The Engineer’s decision on how defective lining is repaired shall be final. If any defective lining is discovered after it has been installed or during the warranty period, it shall be repaired or replaced in a satisfactory manner at no additional cost to the Owner. Repaired manholes including those repaired during the warranty period shall be re-tested as specified herein at no additional cost to the Owner.

H. Payment shall not be made for the installed epoxy lining until the manhole passes the holiday test.

3.6 ACCEPTANCE TESTS – INJECTION GROUTING

A. Field acceptance of the grout shall be based on the Engineer's visual inspections, the Engineer’s evaluation of the appropriate installation, and the absence of any visible active leaks in the general area of the original leak location or within the same pre-cast manhole joint.

MAY 30, 2019




C. There shall be no groundwater infiltration or other leakage (active or previously active) at or near the original leak location or within the same the pre-cast manhole joint after it has been repaired. If leakage is found and deemed to be a direct result of the original repair as determined by the Engineer, it shall be eliminated as approved by the Engineer at no additional cost to the Owner. The Engineer’s decision on how additional leak(s) are repaired shall be final. If any additional leaks are discovered after it has been installed or during the warranty period, they shall be repaired in a satisfactory manner at no additional cost to the Owner.

END OF SECTION

MAY 30, 2019


SECTION 15351 – MPW WASTEWATER PUMPING FACILITIES – Page 1

SECTION 15351

MPW WASTEWATER PUMPING FACILITIES

PART 1 - GENERAL

1.1 DESCRIPTION OF WORK

A. The work specified in this Section shall include all labor and materials required to construct pump station

mechanical equipment for new and/or rehabilitate existing pump station(s) inclusive of all ancillary site

work, pumps, piping, valves, hatches, mechanical equipment, and appurtenances.

1. The existing pump station(s) shall be totally or partially demolished and abandoned in place as

applicable and as specified and indicated elsewhere.

1.2 GENERAL DESCRIPTION

A. Pump station construction, rehabilitation, and/or upgrade shall include all labor, materials, and

appurtenances to furnish and install new submersible wastewater pumps and mechanical appurtenances

complete with all associated piping and valves required to provide a complete and operable wastewater

pumping station as shown on the Drawings and as specified herein.

1. All pumps, fittings, piping and ancillary equipment shall be as specified herein or as indicated on the

Drawings.

2. Wet wells, fencing, paving, painting, landscaping, earthwork, concrete, control equipment, and

appurtenances shall be as specified elsewhere.

3. All 480 Volt, 3 Phase Pump Stations shall be equipped with a “Meter Base/Disconnect Combination”

cabinet as approved by both SCE&G and MPW specified elsewhere and as indicated on the Electrical

Equipment Mounting Pack Detail Drawing Electrical Riser Diagram.

4. Electrical Control Cabinets, Meter Base/disconnects, telemetry cabinets, appurtenant panels, switch

gear, junction boxes, transfer switches, generators or generator power plugs shall be as specified

elsewhere and mounted on Aluminum or Stainless Steel Mounting Racks fabricated and mounted as

indicated on the Detailed Drawings.

5. Utility required (SCE&G/BEC) electrical services shall be as follows: Pump Stations less than 15HP

will be provided with 120-240V 3Phase electrical service. Pump Stations 15HP or greater will be

provided with 208-230V 3Phase electrical service. Exception: 480V 3Phase services.

1.3 SUBMITTALS

A. Shop Drawings: Before placing orders for the equipment, submit shop drawings and product data for the

pumps, piping, valves, hatches, and appurtenances in accordance with the Contract General Conditions.

B. Operating and Maintenance Manual: Furnish six (6) copies of manufacturer's printed operating and

maintenance instructions, including repair parts listing and ordering data. The manufacturer's printed data

must have been prepared specifically for the model of equipment furnished.

PART 2 - PRODUCTS

2.1 2.1WASTEWATER PUMPS

A. General:

1. Quality Assurance: Pumps shall be heavy duty, electric submersible, centrifugal non-clog units

manufactured in accordance with ISO 9000 quality assurance standards for handling raw, unscreened

wastewater and shall be fully guaranteed for this use.

a. The pump and motor unit shall be suitable for continuous operation at full nameplate load while the

motor is completely submerged, partially submerged or totally non-submerged.

b. The pump, mechanical seals and motor units provided under this specification shall be from the

same manufacturer in order to achieve standardization of operation, maintenance, spare parts,

manufacture’s service and warranty.

2. Submittals: Submittal data shall be provided to show compliance as specified herein and as indicated

on the Drawings.

a. Standard submittal data for approval must consist of:

1) Certified Pump Performance Curves.

2) Pump Outline Drawing.

3) Station Drawing for Accessories.

4) Pump Electrical Power, monitoring, and control wiring diagrams.

5) Access Frame Drawing.

6) Typical Installation Guides.

7) Technical Manuals.

8) Parts List.

9) Printed Warranty

10) Manufacturer's Equipment Storage Recommendations.

MAY 30, 2019



11) Manufacturer's Standard Recommended Start-up Report Form.

12) Motor Performance Chart and Technical Specifications.

13) Motor Performance Curve and Efficiency at Rated RPM.

14) Impeller Overhang Ratio

15) Shaft Diameters at Upper and Lower bearing inner races and at impeller key way.

16) Impeller Specific Speed (Ns) and Impeller Suction Specific Speed (Nss).

17) Impeller Diameter, Number of Vanes, and Degree of Impeller Vane “Swept-Back”.

3. Testing: Testing performed upon each pump shall include the following inspections:

a. Impeller, motor rating and electrical connections shall be checked for compliance with this

specification.

b. Prior to submergence, each pump shall be run dry to establish correct rotation.

c. Each pump shall be initially run totally submerged in clearwater.

4. Certification and Record Requirements: The pump manufacturer shall provide a written statement on

corporate letterhead, signed by an identified officer of the corporation, certifying the following for

each pump supplied:

a. Net Positive Suction Head Required (NPSHR)

b. Minimum Pump/Motor Run Time Per Cycle

c. Certified Pump Performance Curves

5. Operating Duty Point: Each pump shall be tested in accordance with the latest test code of the

Hydraulic Institute (H.I.) at the manufacturer to determine head vs. capacity and kilowatt power draw

required.

a. A written quality assurance record confirming the above testing/inspections shall be supplied with

each pump at the time of shipment.

b. Tests shall cover a range of operation from shut-off to a minimum of thirty-five (35) percent

beyond the specified total dynamic head-pumping capacity (TDH/Q) operating point.

c. Pump Performance Curves, certified pursuant to Subpart 4c. below, shall be submitted to the

Engineer for approval prior to pump shipment to the work site.

d. Witness tests shall be available at the factory upon request.

e. Each pump shall be capable of operating continuously within 60% to 120% of the Best Efficiency

Point (BEP) capacity (GPM) and Total Dynamic Head (TDH) conditions indicated on the certified

Pump Performance Curve for each pump furnished and installed.

f. Minimum Shut Off heads for each pump shall also be as indicated on the certified pump

performance curve.

g. Pumps shall be rejected if the above requirements are not satisfied.

6. Start-up Service: The pump manufacturer shall furnish the services of a qualified factory trained field

service engineer at each pump station site to inspect the installation and instruct the owner's personnel

on the operation and maintenance of the pumping units. After the pumps have been completely

installed and wired, the contractor shall have the manufacturer do the following:

a. Megger stator and power cables.

b. Impeller, motor rating, power supply voltage, and electrical connections shall be checked for

compliance with this specification.

c. Prior to submergence, each pump shall be run dry to establish correct rotation.

d. Each pump shall be initially run totally submerged in clearwater.

1) Motor and cable insulation shall be tested for moisture content or insulation defects as

specified elsewhere.

e. Measure motor operating load and no load current.

f. Check level control operation and sequence as specified elsewhere.

g. During this initial inspection, the manufacturer's service representative shall review recommended

operation and maintenance procedures with the MPW's personnel.

7. Factory Service: Factory-Approved service facilities with qualified factory-trained mechanics shall be

available for prompt emergency and routine service.

8. Guarantee: In addition to the general guarantee required elsewhere in these specifications, the pump

manufacturer shall furnish MPW with a written warranty to cover the pumps and motors against

defects in workmanship and material for a period of five (5) years or 10,000 hours of operation under

normal use and service.

a. The pump manufacturer will pay the following portion of the cost from the date of shipment of the

pump unit. Pumps repaired under warranty will be returned to MPW freight prepaid.

Months 0-18 19-39 40-60

Hours 0-3,000 3,000-6,500 6,500-10,000

Warranty 100% 50% 25%

MAY 30, 2019



b. The warranty shall be in printed form and previously published as the manufacturer's standard

warranty for all similar units manufactured.

9. Experience: The pump manufacturer shall have a minimum of 10,000 heavy-duty submersible

wastewater pumps installed and operating for no less than five (5) years in the United States.

10. Manufacturers:

a. The pump manufacturer shall be ABS, or approved equal.

b. Pump models incapable of passing three (3) inch diameter spheres shall only be considered by the

Engineer as an approved equal if pre-approved in writing by the SCDHEC Bureau of Water as

being exempt from R.61-67, 67.300C.4 with respect to the ability to pass three (3) inch spheres.

B. Requirements:

1. Furnish and install all submersible non-clog wastewater pumps as indicated on the Drawings.

a. Each pump shall be equipped with a submersible electric motor of the horsepower indicated.

b. Each pump motor shall operate on the power service (voltage, phase and wire configuration)

available at the applicable pump station site.

c. Submersible power cables (SUBCAB) shall be of the length and gauge suitable for each specific

submersible pump application.

d. All motors shall operate on three (3) phase electrical service; “add-a-phase” systems are not

acceptable; where three-phase power is not available, Variable Frequency Drive (VFD) motor

controllers shall be specified and/or indicated to generate three-phase electrical power.

e. Power cables shall be sized according to NEC and ICEA Standards and also meet applicable P-

MSHAApproval. Power and signal cable length shall be sized as applicable for each specific

station.

2. Each pump shall be supplied with a mating cast iron discharge flange connection of the size indicated

on the Drawings.

3. Each pump shall be fitted with stainless steel lifting chain of a length equal to the total wetwell depth

plus eight (8) feet as required for each specific installation. The working load of the lifting system

shall be 100% greater than the pump unit weight.

C. Pump Design:

1. Pump shall be automatically and firmly connected to the discharge connection, guided by one (1) or

two (2) stainless steel AISI Type 316 guide bars extending from the top of the station to the discharge

connection. Sealing of the pumping unit to the discharge connection shall be accomplished by one of

the following methods:

a. For pumps having four (4) or six (6) inch diameter flanged ANSI Class 125 discharges, discharge

base elbows shall be Model BERS 0400 or 0600 series, as applicable, base systems shall be

provided by the pump manufacturer with Heavy Duty BUNA-N Flange Gaskets and 316 Stainless

Steel mounting hardware.

b. For pumps having eight (8) inch diameter and larger discharge connections, sealing of the pump

unit to the discharge elbow shall be accomplished by the use of an approved BUNA-N diaphragm,

0-ring or profile gasket.

2. Sealing of the pump unit to the discharge elbow by the use of a machined metal-to-metal watertight

contact interface shall only be allowed for applications where no other acceptable alternative as

specified in sub-items “a” or “b” above are available and when approved at the sole discretion of the

Engineer.

3. No portion of the pump shall bear directly on the wet well bottom.

4. Cable support shall be provided and consist of a AISI 316 stainless steel wire braided sleeve with

attachment tails for connection to the underside of the access frame.

5. Suction and discharge flanges shall be standard AWWA Class 125 flanges as applicable.

D. Pump Construction:

1. Major pump components shall be of gray cast iron, ASTM A-48, Class 40, with smooth surfaces

devoid of blow holes and other irregularities.

a. All exposed nuts or bolts shall be of AISI Type 316 stainless steel construction.

b. All metal surfaces coming into contact with the pumpage, other than stainless steel, shall be

protected by a factory applied spray coating of alkyd primer with a chlorinated rubber paint finish

on the exterior of the pump.

2. Sealing design shall incorporate metal-to-metal contact between machined surfaces. Critical mating

surfaces where watertight sealing is required shall be machined and fitted with Nitrile or Viton rubber

O-rings. Fittings will be the result of controlled compression of rubber O-rings in two (2) planes and

O-ring contact of four (4) sides without the requirement of a specific torque limit.

3. Rectangular cross sectioned gaskets requiring specific torque limits to achieve compression shall not

be considered as adequate or equal. No secondary sealing compounds, elliptical O-rings, grease or

other devices shall be used.

MAY 30, 2019



4. Pump Motors, ten (10) HP and higher, shall be provided with an integrally designed closed-loop

cooling system applicable for each make and model indicated and specified on the Drawings.

a. The cooling jacket shall encircle the stator housing providing heat dissipation for the motor

regardless of the type of installation.

b. Impeller back vanes shall provide the necessary circulation of the cooling by virtue of their

dimensions.

c. An open-looped cooling system utilizing the pumped fluid as the cooling liquid shall not be

allowed unless specifically approved by the Engineer.

d. The cooling system shall provide for continuous pump operation in liquid temperature of up to 104

DEGREES F. Restrictions below this temperature are not acceptable.

e. MPW shall reserve the right to require an integrally designed liquid motor cooling system for pump

motors smaller than ten (10) horsepower.

E. Cable Entry Seal:

1. The cable entry seal design shall preclude specific torque requirements to insure a watertight and

submersible seal.

a. The cable entry shall consist of a single cylindrical elastomer grommet, flanked by washers, all

having a close tolerance fit against the cable outside diameter and the entry inside diameter and

compressed by the body containing a strain relief function, separate from the function of sealing the

cable.

b. The cable entry assembly shall provide ease of changing the cable when necessary using the same

entry seal.

c. The cable entry junction chamber and motor shall be separated by a terminal board, which shall

isolate the stator housing from foreign material gaining access through the pump top.

d. Epoxies, silicones, or other secondary sealing systems shall not be considered acceptable.

F. Motor:

1. The pump motor shall be induction type with a squirrel cage rotor, shell type design, housed in an air-

filled, watertight chamber, NEMA MG-1 for Design B motors.

a. The stator windings and stator leads shall be insulated with moisture resistant Class H insulation

rated for 356°F (180°C). The stator shall be dipped and baked three times in Class H varnish and

shall be heat-shrinked fitted into the stator house.

b. The use of bolts, pins or other fastening devices requiring penetration of the stator housing is not

acceptable.

c. The motor shall be designed for continuous duty handling pumped media of 104°F (40°C) and

certified to provide a minimum of up to fifteen (15) evenly space starts per hour.

d. The rotor bars and short circuit rings shall be made of cast aluminum.

e. The junction chamber containing the terminal board shall be hermetically sealed from the motor by

an elastomer o-ring seal.

f. Connection between the cable conductors and stator leads shall be made with threaded compression

type bundling posts permanently affixed to a terminal board.

g. Wire nuts or crimping type connection devices are not acceptable.

h. The motor and pump shall be designed and assembled by the same manufacturer unless specifically

approved otherwise by the Engineer.

2. The NEMA MG 1 Part 31 service factor shall be a minimum of 1.15.

a. The motor shall have a voltage tolerance of plus or minus 10%.

b. The motor shall be designed for operations up to 104°F (40°C) ambient and with a temperature rise

not to exceed 176°F (80°C).

c. A performance chart shall be provided showing curves for torque, current, power factor,

input/output kW and pump hydraulic efficiency. This chart shall also include data on starting and

no-load characteristics.

3. The power cables shall be sized according to the NEC and ICEA standards provided with AISI Type

316 stainless steel "strain relief" restraint protection and shall be of sufficient length to reach the

junction box without the need of any splices.

a. The motor and cable shall be capable of continuous submergence underwater without loss of

watertight integrity to a depth of 65 feet.

4. The pump motor horsepower shall be sufficient to insure that the pump shall not over-load and shut-off

throughout the entire pump performance curve from “Shut-Off” through “Run-Out”.

5. Pump motor horsepower shall also be sufficient to insure continuous and/or start-up operation to fully

clear debris from non-clog pump impellers.

6. Motors shall be equipped with both moisture detection and overheat sensors, each with separate shut-

down circuits and control panel indicator lamps.

MAY 30, 2019



G. Bearings:

1. The pump shall rotate on a minimum of two (2) sets of permanently lubricated bearings. The upper

bearing(s), provided for radial forces shall be a single or double roller bearing (s) as applicable for

pump size and design.

2. The lower bearing(s) shall consist of a single or double roller bearing(s), as applicable for pump size

and design, for radial forces and axial thrust.

3. Bearings shall have a B-10 bearing life of at least 50,000 hours; lesser life bearings are not acceptable.

H. Mechanical Seal:

1. Each pump shall be provided with a tandem mechanical shaft seal system consisting of two totally

independent seal assemblies.

a. The seals shall operate in an oil reservoir that hydro-dynamically lubricates the lapped seal faces at

a constant rate.

b. The lower, primary seal unit, located between the pump and oil chamber, shall contain one

stationary and one positively driven rotating ring.

c. The upper, secondary seal unit, located between the oil chamber and the motor housing, shall

contain one stationary seal ring and one positively driven rotating seal ring.

d. Each seal interface shall be held in contact by its own spring system.

e. The seals shall require neither maintenance nor adjustment nor depend on the direction of rotation

for sealing.

2. Mechanical seal materials shall be Sintered Silicon Carbide – Graphite Composite (SSC-GC) utilizing

an approved SSC-GC/Carbon upper seal interface and SSC-GC/SSC/GC lower seal interface.

a. SSC –GC seal material shall have a minimum Vickers Hardness of 2,200.

3. Tungsten Carbide seal materials shall be approved only at the Engineer’s sole discretion where SSC-

GC material can be clearly documented by the pump manufacturer as not available for the pump model

specified on the Drawings.

a. If specifically approved for use by the Engineer, Tungsten Carbide seal material shall have a

minimum Vickers Hardness of 1,800.

4. The following seal types shall not be considered acceptable or equal to the dual independent seals

specified above.

a. Shaft seals without positively driven rotating members, or conventional double mechanical seals

containing either a common single or double spring acting between the upper and lower seal faces.

b. Cartridge type systems will not be acceptable. System requiring a pressure differential to offset

pressure and to effect sealing shall not be acceptable to MPW.

5. Each pump shall be provided with an oil chamber for the shaft sealing system.

a. The oil chamber shall be designed to prevent overfilling and to provide oil expansion capacity.

b. The drain and inspection plug, with positive anti-leak seal shall be easily accessible from the

outside.

c. The seal system shall not rely upon the pump media for lubrication. The motor shall be able to

operate dry without damage while pumping under load.

I. Pump Shaft:

1. The pump and motor shaft shall be precision machined from a single piece of steel stock of the type

indicated below.

2. The pump shaft shall be an extension of the motor shaft; couplings shall not be acceptable.

3. The pump shaft shall be constructed of AISI Type 4140 stainless steel, ASTM A576 GR 1040 carbon

Steel, or approved equal or superior material and shall be completely isolated from the pumped liquid.

4. The complete shaft/rotor assembly and impeller shall be dynamically balanced pursuant to ISO1940/1,

Grade G 6.3.

J. Impeller:

1. Unless indicated otherwise impellers shall be of gray cast iron, Class 40, dynamically balanced, single

or two vaned (as applicable to the make and model specified on the Drawings), non-clogging design

having long throughlets without acute turns. Semi-open, non-clogging impeller designs meeting or

exceeding efficiency and solids handling requirements of double-shrouded, non-clog impellers may be

acceptable to MPW on a case-by-case basis.

2. Impellers shall be fully capable of passing and self-clearing solids, fibrous materials, rags, heavy

sludge and other solid and/or semi-solid matter found in wastewater without over-loading the pump

motor.

3. Unless specifically approved otherwise by MPW, impellers shall be full vaned, non-vortex type as

required for maximized hydraulic sufficiency.

4. Mass moment of inertia calculations shall be provided by the pump manufacturer upon request.

5. Impellers shall be keyed to shafts, retained by locking bolts or tapered nuts with threads cut opposite to

the direction of shaft rotation; expansion rings for impeller retention shall not be allowed.

MAY 30, 2019



6. Impellers shall be capable of passing a minimum three (3) inch diameter solid spheres unless pre-

approved and pursuant to Subsection 2.1A, 9, c. above.

7. All impellers shall be coated with approved alkyd resin primer.

K. Wear Rings:

1. Pumps with wear ring systems shall be designed and fabricated to provide efficient sealing between the

volute and suction inlet of the impeller.

2. Each pump shall be equipped with a replaceable ASTM A48 Class 40 cast iron wear ring that is drive-

fitted to the volute inlet.

3. When specifically applicable to the pump make and model specified on the Drawings, the volute and

impeller wear rings shall be AISI type 316 and 304 stainless steel, respectively.

L. Volute:

1. Pump volutes shall be single-piece grey cast iron, Class 40, non-clog design with smooth passages

large enough to pass any solids that may enter the impeller.

2. Minimum inlet diameter and discharge flange size shall be as indicated on the Drawings.

M. Spare Parts for Submersible Pump Station:

1. Contractor shall furnish on or before final inspection one (1) each of the following:

a. One complete seal assembly kit or set of seal assemblies as applicable for each pump installed.

b. One (1) complete set of bearings for each pump installed.

c. Six (6) complete sets of record drawings for wet well, electrical, electronic schematics, O&M

Manuals, with factory pump curves for pumps installed, copies of all certified test and inspection

data.

d. One (1) complete pump o-ring and gasket kits (one for each pump installed).

2.2 MECHANICAL EQUIPMENT, PIPING, FITTINGS, AND APPURTENANCES

A. Piping: All interior, exterior, below ground and above ground station piping shall be as manufactured by

the American Cast Iron Pipe Company or approved equal.

1. All station piping shall be Class 53 D.I.P. unless specifically indicated otherwise.

2. Minimum Physical Properties - Grade 60-42-10 pursuant to AWWA C151, LR.

3. Outside Diameters – CIOD/DIOD pursuant to AWWA C106 or C108.

4. Nominal laying length - 20 feet.

5. Coatings and Linings - Outside factory coating shall be 1 mil thick coal tar epoxy compound pursuant

to AWWA C151, LR for all below ground Ductile Iron Piping or piping to be located within wet wells

and coated pursuant to Item 11 below, unless indicated otherwise.

a. All above grade exterior Ductile Iron Pipe shall be furnished with a factory “shop primer”, Alkyd

Series 10, 99 Red Primer by TNEMEC or approved equal.

b. Interior lining shall be in accordance with Section 15062.

6. Marking – Each full section shall indicate the weight, class or nominal thickness, the manufacturers’

trademark year of production and material designation to clearly identify ductile iron.

7. Joints shall be either Mechanical or Flanged as indicated and shall be manufactured pursuant to

ANSI/AWWA C115/A21.15 and ANSI/AWWA C110/A21.10.

8. Unless indicated otherwise, all interior and above grade joints shall be American Flanged.

9. Restrained mechanical joints shall be utilized for all direct bury, below grade applications unless

specifically indicated otherwise. Glands for Mechanical joints shall be ductile iron; gray iron glands

shall not be acceptable.

10. All bolts, nuts and appurtenances shall be manufactured from AISI Type 316 Stainless Steel; except

Type 304 SS nuts may be allowed to prevent stress galling of 316 SS bolt threads. Alloy steel bolts

and nuts shall not be acceptable.

11. The exterior of all interior wet well piping, valves, fittings, and static metallic appurtenances,

regardless of location unless buried, shall be coated as specified in Section 15360.

12. All buried ductile iron pipe, fittings and appurtenances shall be installed with polyethylene

encasement. Materials and installation methods shall be in accordance with the requirements of

ANSI/AWWA C105/A21.5, Method A. Total encasement, regardless of shape or assembled

configuration shall be in strict accordance with the specified standard.

13. Vent pipe flanges shall be supplied complete with 0.125 inch mesh AISI Type 316 stainless steel

woven wire screen. The vent opening shall be set a minimum of one (1) vertical foot above the

applicable site 100-year base flood elevation.

B. Fittings: Fittings shall be Ductile Iron (Grade 70-50-05), either flanged or restrained mechanical joint as

required and/or indicated, shall be pursuant to ANSI/AWWA C110/A21.10 and C153(LR). Coating and

lining shall as specified for pipe above.

1. Restrained mechanical joint fittings and glands shall be manufactured pursuant to ANSI/AWWA

C111/A21.11 and C153(LR).

MAY 30, 2019



2. Flanged fittings shall be faced and drilled pursuant to AWWA C115 (threaded-on flanges) and ANSI

B16.1 Class 125 flanges.

3. Unless specifically indicated otherwise on the Drawings, mechanical joint glands shall be of the

"Retainer", specifically "Mega Lug" as manufactured by Ebba Iron or approved equal.

4. All above ground exposed pipe and fittings shall be painted as specified in Section 3.3D below.

General Painting specifications shall be pursuant to Section 09005.

5. All bolts, nuts and fasteners shall be manufactured from AISI Type 316 (304 nuts only) stainless steel;

alloy steel shall not be acceptable.

6. Special fittings and flanges shall be fabricated as indicated on the Detail Drawings.

C. Gate Valves: All gate valves shall be AWWA Standard C-500 ductile iron body, resilient wedge type as

manufactured by American Flow Control or approved equal.

1. End connections shall be either restrained mechanical joint complying with AWWA C111 and ANSI

A21.11 for ductile iron pipe or flanged ends with flange dimensions and drillings complying with

ANSI B16.1, Class 125.

2. All below grade gate values shall be mechanical joint non-rising stem type (NRS) with double o-ring

stem seals. Operating nut configuration, size and direction shall be consistent with existing system

valves and approved by MPW prior to delivery.

3. All above grade and/or vault mounted gate valves shall be flanged end, wheel operated, non-rising

Stem (NRS) with conventional stem packing.

4. All valve body bolts shall be AISI Type 316 stainless steel.

5. Coatings shall be as specified for DI Piping above.

D. Eccentric Plug Valves: Valves shall be of the non-lubricated eccentric type with a molded elastomer

covering of all seating surfaces suitable for wastewater service.

1. Flanged valves shall be manufactured in accordance with ANSI N16.1 I including facing, drilling and

flange thickness.

2. Mechanical Joint ends shall be in compliance with AWWA/ANSI C111-64.

3. Threaded Ends shall meet the NPT standard.

4. Ports shall be round with a minimum of 81% flow area on sizes ½" through 12" to facilitate internal

cleaning (pigging). Valves larger than 12” ID shall be 100% ported.

5. Plug valves 14" and larger shall be of a rectangular port design with a minimum of 81% flow area.

6. Plug valve bodies shall be of ASTM A-126 Class B cast iron. Valves 3" and larger shall be furnished

with a welded-in overlay seat of not less than 90% nickel in accordance with AWWA C507-73.

7. Plugs shall be of ASTM A-536 Grade 65-45-12 in compliance with AWWA C-504, Section 2.2. Plugs

shall be of one (1) piece construction with PTFE thrust bearings on the upper and lower bearing

jounals.

8. Plug valves shall be furnished with replaceable sleeve type bearings conforming to AWWA C504-80,

Section 3.6 and AWWA C-507-73, Section 8. Bearings shall be of sintered, oil impregnated Type 316

stainless steel ASTM A743Grade CF-8M. Valve shaft seals shall be of the “U” cup type in accordance

with AWWA C504-80, Section 3.7. Seals shall be self-adjusting and repackable without removing the

valve bonnet.

9. Wrench operated valves of sizes 2 ½” through 4" shall be capable of being converted to worm gear or

automated operation without removal of the valve bonnet or plug. Wrench operated valves shall be

equipped with a 2" square nut for use with removable levers or “T” handles.

10. Worm gear operators shall be required for all valve sizes 6" and larger. Worm gear operators shall be

of heavy duty construction with the ductile iron quadrant supported top and bottom by oil impregnated

bronze bearings. The worm gear and shaft shall be manufactured of hardened steel with high

efficiency roller bearings.

11. Plug valves shall be designed and manufactured to shut off completely at a full operation pressure of

175 PSI in either direction for valve sizes 2” through 12" and at 150 PSI in either direction for valve

sizes 14" through 36" in diameter.

12. All plug valves shall be hydrostatically tested with certified test results. Certified copies of Proof-of-

Design Test Reports shall be furnished pursuant to AWWA C504-80, Section 5.5.

13. Plug valves shall be Millcentric Series 600 as manufactured by Milliken Valve Company of

Bethlehem, Pennsylvania or approved equal.

14. Coatings shall be as specified for DI Piping above and in Section 09905 Painting.

E. Ball Check Valves: All ball check valves furnished and installed in pump discharge riser piping shall be as

manufactured by HDL, Type 5087, sinking ball, flanged end or approved equal.

1. Valve body shall be of Ductile Iron construction with flanged ends and shall conform to ANSI B16.1

Class 125 with flat faced bolt holes having straddle centerlines.

2. All bolts, nuts and fasteners shall be AISI Type 316 stainless steel.

3. Metal balls shall be hollow aluminum-filled with foundry sand and coated with vulcanized Buna-n

(Nitrile) rubber or approved equal material.

MAY 30, 2019



4. Coatings shall be as specified for DI piping above and in Section 09905, PAINTING.

F. Floodproof Hatches: Unless indicated otherwise, all new and/or replacement access hatches shall be of the

specific "clear opening sizes" indicated for each specific pump station and shall be Series F1R (Floodtight)

Access Hatches as manufactured by Halliday Products, Inc., or approved equal.

1. Oversized, non-standard hatches shall be reinforced to withstand a six (6) feet column of standing

water; standard sized hatches shall withstand a ten (10) feet water column.

2. Hatch materials, fabrication, standard features and specifications shall be as published by Halliday

Products, Inc. Series F1R Access Hatches.

3. Sealing and anchorage shall be by full flange width Kent Seal, Ram-Nek or approved equal. Mounting

bolts and expansion shields shall be AISI Type 316 stainless steel; bolts shall be ½ inch diameter on

one (1) foot centers with three (3) inch thread penetration minimum unless indicated otherwise.

4. All access hatches shall be furnished and installed with internal safety/protective grating panels

designed to sustain a unit load of 300 pounds per square foot or H-20 line load.

5. Safety gratings shall be equipped with Type 316 stainless steel hinges, hardware and hold-open latches

locking the grating in a full upright position. Grating shall be 6063-T6 aluminum “i” box with a

“Safety Orange” powder-coated finish.

6. All access hatches larger than 24 inches square shall be furnished and installed with opening assist,

positive locking hold-open latch mechanisms complete with stainless steel compression spring cylinder

activators to assist hatch opening operations.

7. Unless indicated otherwise on the Drawings, all access hatches shall have a minimum working load

rating of 300 lbs. per square foot.

G. Riser Pipe Couplings: Couplings indicated to be installed on DI pump discharge riser piping shall be AISI

316 Stainless Steel Body Style 38 as manufactured by Dresser Industries, Inc.

1. Bolts shall be AISI Type 316 stainless; nuts shall be AISI Type 316 stainless steel.

2. Gasket compound shall be Grade-42 Buna-Nruldsen or approved equal.

H. Pipe Supports/Hangers: Pipe support/hangers shall be as manufactured by Grinnel for the specific

Model/Figure indicated on the Drawing or approved equal.

1. All supports/hangers shall be either carbon steel, unpainted 316 stainless steel or cast iron as applicable

and field painted as specified elsewhere in Section 09905.

2. All bolts, "all-thread rod", nuts and accessories shall be AISI Type 316 stainless steel.

3. Pipe supports, stansions and base plates shall be Grade 60 steel with heavy (double) hot dipped

galvanized coating after fabrication prior to field painting.

4. Where specific hanger/supports are not indicated, suitable items shall be submitted for approval by

MPW prior to incorporation into the work.

5. All support piping shall be Grade 60, Schedule 80 steel pipe of the required diameters matching

applicable pipe support saddles unless indicated otherwise.

I. Wall Seals: Pipe wall seals shall be provided for all pipe concrete wall penetrations; seals shall be Link-

Seal Model Series LS, service designation S-316, as manufactured by Thunderline Corporation or approved

equal.

1. Wall seals shall be compatible for use with AWWA Ductile Iron Pipe for precast concrete wall

penetrations.

2. All bolts, nuts and accessories shall be AISI Type 316 stainless steel.

3. Each wall seal shall be sized for the specific DIP outside diameter (O.D.) to be sealed; wall coring I.D.

shall be as recommended for the required pipe O.D.

4. Unless specifically indicated otherwise on the Drawings, all piping four (4) inches ID and larger shall

be sealed with double, (inner and outer or upper and lower) identical wall seals of the make and model

specified above.

J. Air Release Valve: A 2" diameter NTP inlet sewage air release valve, 2" diameter bronze body S.E., lever

operated AISI 316 stainless steel ball valve shall be furnished and installed on the above grade station

piping as indicated.

1. Approved Manufacturers

a. ARI, Model # D-025TPV02

b. H-Tec, Model # 986-01

2. Vent piping shall be Schedule 80 PVC with solvent-weld fittings sized to match the check valve

discharge ID. Vent tubing shall be extended downward through three (3) solvent-weld 90° bends into

the wet well slab as indicated on the Drawings and sealed with a “Link Seal” compression seal of

required size set flush with the top slab.

3. Unless indicated otherwise, Air Release valves shall be installed where indicated on station piping

using either a Mueller Model DR2A T-316 stainless steel strapped service saddle set to true vertical or

a DIP FE Tee and tapped flange as indicated on the Detail Drawings.

4. Ancillary fittings shall include a 2" x ½" T-316 stainless steel tee with 2" T-316 SS threaded pipe

nipples and appurtenances as required.

MAY 30, 2019



5. Each air release valve shall be equipped with a ½ inch diameter NPT inlet oil filled pressure gauge

complete with T-316 SS ½" diameter NPT pipe nipples and a ½" AWWA bronze NPT S.E. lever

operated SS shaft ball valve and include a 4” diameter face.

a. Pressure gauges shall be stainless steel, liquid filled, industrial type, Omega, Model PGM-100L

series silicone oil filled gauges, unless approved otherwise.

b. Pressure range shall be 0-15 PSI for pump operating heads less than 30.0 feet TDH, 0-30 PSI for

pump operating head from 30.0 to 60.0 feet TDH, and 0-60 PSI for pump operating heads greater

than 60.0 feet TDH, unless indicated otherwise on the Drawings.

K. Inside Drop Connections: Where indicated on the Drawings, inside wet well drop connections shall be of

the material, diameter, and configuration as specified below unless indicated otherwise on the Drawings.

1. Inside Drop Bowls shall be constructed of marine quality fiberglass and shall be of the sizes indicated.

Drop Bowls shall be as manufactured by RELINER/Duran, Inc. (www.reliner.com) products or

approved equal. Drop Bowls shall be anchored to the wet well wall by 316SS bolts and anchor shields

pursuant to the bowl manufacturer’s published instructions.

2. Drop piping and fillings shall be Schedule 40 PVC, unless indicated otherwise. Vertical drop piping

shall extend to three (3) inches below the indicated wet well “PUMP OFF” Level as indicated on the

Drawings unless specifically indicated otherwise.

3. PVC Drop Pipe shall be anchored to the wet well wall at a maximum of five (5) vertical feet center-to-

center spacing by the use of 304 stainless steel adjustable pipe brackets and 316SS bolts and anchor

shields unless indicated otherwise. Pipe brackets shall be as manufactured by RELINER/Duran, Inc.

products or approved equal. Brackets shall not be placed within one (1) foot of existing wet well

structure joints.

4. Where specifically indicated on the Drawings, Drop Bowls shall be furnished with removable,

matching marine quality fiberglass anti-splash hoods.

L. Locks:

1. Multiple Model 3753 Master Padlocks (No. 2) provided for the following:

a. Entry gate

b. Wet Well Hatch

c. Each lockable electrical control (control box, main beaker disconnect, telemetry panel, etc.)

PART 3 - EXECUTION

3.1 GENERAL

A. It is the intent of these Specifications that the Contractor install and test all pumping facilities complete

with all related items of work so as to render the station ready for operation as indicated on the Drawings

and specified herein.

B. The Contractor shall be fully responsible for executing all work items and furnishing all equipment and

material items required to achieve this intent whether or not the items are specifically specified herein or

indicated on the Drawings.

3.2 INSTALLATION

A. Install pumping station and equipment in accordance with the plans and pursuant to applicable

specifications. Install pumps in accordance with pump manufacturer's instructions and standards of the

Hydraulic Institute.

3.3 ABOVE GRADE PIPING

A. The Contractor shall furnish and install above grade flanged-end Ductile Iron Pipe, valves, fittings and

appurtenances at all new pump stations. Details and dimensions shall be as shown on the Drawings.

B. Unless indicated otherwise, an absolute minimum clearance of six (6) inches shall be provided between

concrete slabs and all bolts, nuts, flanges and appurtenances.

C. Bolts shall be installed to allow ample room for future maintenance and removal; where possible bolt heads

shall face up with nuts down (below flanges).

D. All above grade and exposed interior piping shall be painted as specified in Section 09905, PAINTING.

3.4 SITE CONSTRUCTION

A. Fencing shall be as shown on the drawings unless specifically indicated otherwise.

B. Pump station site area, exclusive of wetwell slabs, buildings and appurtenant equipment and ground slabs,

shall be paved in accordance with Section 02513 unless indicated otherwise on the Drawings. Excavation

and site grading shall be as required in Section 02200. Site finished grading shall be as indicated on the

Drawings to provide positive site drainage.

C. Power poles and meters, if relocated, shall be located where indicated and shall be oriented to allow the

electric meter to be easily read from outside the fenced area.

MAY 30, 2019

http://www.reliner.com/



D. All power lines within the site shall be underground. No overhead power line will be allowed to cross the

site.

E. Site access driveways (and the entire site, where specifically indicated on the Drawings, see Item B above)

shall be constructed in accordance with Section 02513 unless indicated otherwise on the Drawings.

F. Landscaping and grass sodding, if required for specific pump station sites shall be as indicated and

specified on the Drawings.

G. Security Flood Light: Unless indicated otherwise, a single, rack mounted, 120-volt, metal halide, NEMA

4X, Model TFM, 150M RB TB PE DGC (Charcoal Gray) light fixture by Lithonia Lighting (770-922-

9000) light fixture shall be mounted on the top rack member over the main pump control panel.

H. See Sections 16050 and 16130 for lighting circuit and control specifications.

END OF SECTION

MAY 30, 2019


SECTION 15351-B – MPW WASTEWATER GRINDING PUMP FACILITIES – Page 1

SECTION 15351-B

MPW WASTEWATER GRINDER PUMPING FACILITIES

PART 1 - GENERAL


A. The work specified in this Section shall include all labor and materials required to construct pump station

mechanical equipment for new and/or rehabilitate existing grinder pump station(s) inclusive of all ancillary

site work, pumps, piping, valves, hatches, mechanical equipment, and appurtenances.

1. The existing grinder pump station(s) shall be totally or partially demolished and abandoned in place as

applicable and as specified and indicated elsewhere.


A. Under conditions that arise from time to time, where normal installations cannot be implemented, the

Mount Pleasant Waterworks Engineering Department will review submittals for a grinder pump station

installation. Under most situations these stations will remain the property of the owner/developer. In

accordance with the Mount Pleasant Waterworks Guidelines for Development, a Maintenance Agreement

must be executed with MPW. Permitting for grinder pump stations shall be in accordance with SCDHEC

requirements (See Part 3 below for details of the Maintenance Contract).

B. A Grinder Pump Station which discharges (manifolds) to another MPW wastewater forcemain will require

that a Construction Permit Application be submitted to SCDHEC. This application shall include design

calculations prepared and stamped by an SC Registered Professional Engineer. A Grinder Pump Station

which discharges directly to Mount Pleasant Waterworks gravity wastewater system does not require a

SCDHEC Construction Permit.

C. Testing requirements for all Grinder Pump Stations and associated forcemains are the same as those

presented in Section 15351, and shall be witnessed by a Mount Pleasant Waterworks inspector or his

designated representative.

1.3 SUBMITTALS

A. Shop Drawings: Before placing orders for the equipment, submit shop drawings and product data for the

pumps, piping, valves, hatches, and appurtenances in accordance with the Contract General Conditions.

B. Operating and Maintenance Manual: Furnish six (6) copies of manufacturer's printed operating and

maintenance instructions, including repair parts listing and ordering data. The manufacturer's printed data

must have been prepared specifically for the model of equipment furnished.

PART 2 - PRODUCT

2.1 DUPLEX STATION REQUIREMENTS (FOR MULTIPLE USERS – 2 REU’S OR MORE)

A. Duplex station shall be provided with guide rails. No direct bolt pumps.

B. To overcome required head pressure, motors shall be adequately sized. ABS Piranha = Two (2) Horse

Power and Environment One (E-1) = One (1) Horse Power

C. Only ABS Piranha or Environment One (E-1) pumps will be allowed.

D. A minimum of four (4’) foot diameter precast concrete or fiberglass wet well may be used. Installation

must include method to prevent flotation.

E. Separate valve box (locking type) with gate and check valves, unless using ABS or Environmental One (E-

1) Precast Provided Basin

F. If the Developer or Owner wishes to Deed the Grinder Pump Station and site to Mount Pleasant

Waterworks (MPW) and MPW agrees to accept it, the Developer/Owner shall provide MPW with a spare

pump for inventory. Pumps shall have a minimum warranty of two (2) years.

G. All installations shall be in accordance with the latest version of the National Electrical Code. A licensed

electrician shall perform all electrical work. All wire shall have a wrap around wire identification number

as shown in the wiring diagram at both ends. All components shall be identified with the same number as

shown in the wiring diagram.

H. All Electrical, Control Panel, and Motor requirements shall be in accordance with Division 16 of MPW’s

Specifications.

2.2 SIMPLEX STATION REQUIREMENTS (INDIVIDUAL HOMEOWNERS – 1 REU)

A. Simplex station shall be provided with guide rails.

B. To overcome required head pressure, motors shall be adequately sized. ABS Piranha = Two (2) Horse

Power and Environment One (E-1) = One (1) Horse Power

C. Only ABS Piranha or Environment One (E-1) pump packages to include pump, basin and electrical panel

will be allowed.

D. A minimum of thirty (30”) inch diameter and five (5’) foot precast concrete or fiberglass wet well may be

used. Installation must include method to prevent flotation.

E. All installations shall be in accordance with the latest version of the National Electrical Code. A licensed

electrician shall perform all electrical work.

MAY 30, 2019


SECTION 15351-B – MPW WASTEWATER GRINDING PUMP FACILITIES – Page 2

F. Unless wiring is clearly color-coded (as indicated on the wiring diagram), all wires shall have a wraparound

wire identification number as shown in the wiring diagram at both ends. All components shall be identified

with the same number as shown in the wiring diagram. Wiring diagram shall be mounted to the inside of

control panel door and shall be protected from weather by coating or plastic envelope.

G. Except as specified below, the electrical controls for a single-phase pump shall be mounted in NEMA 4X

enclosure. Single-phase shall be 115/230V, 60 HZ, 3-wire neutral ground system. All conduits to and from

the pump shall be sealed and protected against water penetration.

H. Control panels shall be supplied by the selected pump manufacturer and should consist of the following

components:

1. The control panel must be weatherproof, type NEMA 4X construction, stainless steel or fiberglass.

2. The outer door shall be completely gasketed, hinged and equipped with a pad-lockable latch. The

cover shall be hinged with a heavy-duty corrosion resistant stainless steel piano hinge. The enclosure

shall be provided with back-panel mounting provisions.

3. A main disconnect breaker shall be provided to de-energize the control panel.

4. The panel shall include a fused alarm circuit, fused control circuit, I.E.C. rated motor contactor, Klixon

overload, pump hand-off-auto switch, pump run light, seal leak light, start and run capacitors, start

relay, terminal blocks, ground lug and all necessary wiring and brackets.

5. Maximum voltage to the floats shall be twenty-four (24) volts.

6. The control panel shall be fitted with an integral red (40 watt minimum) flashing bulb, and tampered

proof alarm light. The light shall be mounted on top of the enclosure with a neoprene gasket. The

alarm light shall flash during high-water conditions and must be visible and not blocked from view by

shrubbery or any other obstruction. The alarm light will go out when the water level drops.

7. There shall be an electronic seal alarm-monitoring relay installed with seal fail light indicator.

8. A schematic diagram shall be permanently fastened to the inside of the enclosure. An installation and

Service Manual shall also be included with each control panel.

9. The control panel shall be U.L. listed as an assembly.

I. For ABS Piranha pumps, three (3) floats shall control the pump. For Environmental One (E-1) pumps,

pressure switches shall control the pump. The operational sequence shall be:

1. Pump OFF

2. Pump ON

3. High Level Alarm

PART 3 - EXECUTION

3.1 GENERAL

A. It is the intent of these Specifications that the Contractor install and test all pumping facilities complete

with all related items of work so as to render the station ready for operation as indicated on the Drawings

and specified herein.

B. The Contractor shall be fully responsible for executing all work items and furnishing all equipment and

material items required to achieve this intent whether or not the items are specifically specified herein or


3.2 INSTALLATION

A. Install pumping station and equipment in accordance with the plans and pursuant to applicable

specifications. Install pumps in accordance with pump manufacturer's instructions and standards of the

Hydraulic Institute.

3.3 MAINTENANCE CONTRACT

A. Policy

1. New residential and commercial customers will be required to comply with the requirements on this

section of the Standard Technical Specifications.

2. For existing Grinder Pump Systems in service prior to approval of this Policy:

a. Residential Customers with an existing Grinder Pump System will have the option of executing

MPW’s “Maintenance Contract for Small Diameter Force Mains and Individual Wastewaters

Pumps” (See the following pages for the Contract).

b. Existing Commercial customers must execute a Contract in order to continue to receive service.

a. New customers with grinder pump systems will be required to execute a Contract at the time

service is applied for.

3. All executed Contracts will be recorded in the RMC Office for Charleston County.

4. The terms of the Contract shall remain in effect until such time as MPW has constructed and installed

a gravity wastewater system or until the grinder pump is no longer in use.

5. A monthly maintenance fee will be due in accordance with MPW’s current rate schedule.

END OF SECTION

MAY 30, 2019


SECTION 15352 – SEWER CLEANING AND TELEVISION INSPECTION – Page 1

SECTION 15352

SEWER CLEANING AND TELEVISION INSPECTION

PART 1 - GENERAL

1.1 SCOPE

A. Work in this section shall consist of furnishing all labor and equipment required to completely clean

sewers from manhole to manhole and to inspect and document the interior condition of gravity collection

system utilizing closed circuit television (CCTV) equipment.

B. All new sewer mains and service laterals require television inspections for final acceptance by Mount

Pleasant Waterworks (MPW)

C. Television inspections shall not be performed until all other acceptance testing requirements are

completed (after all air-testing and mandrel testing of sewer mains and vacuum testing of manholes) and

after all punchlist items are corrected. Any television inspections performed prior to completion of other

acceptance testing and punchlist items shall not be accepted by MPW.

D. Related Work.

1. Section 15060B – Pipe and Fittings: Basic Force Main and Gravity Sewer Requirements

2. Section 15352 – Cured-In-Place Pipe Lining (CIPP)

1.2 SUBMITTALS

A. The Contractor shall provide one copy of the CCTV inspections to the Engineer. The inspections and

submittals shall be in digital format as specified herein. The inspection logs shall be submitted in hard

copy format (printed) and the videos shall be submitted on portable hard drives.

PART 2 - PRODUCTS – NOT USED

PART 3 - EXECUTION

3.1 CLEANING

A. The Contractor shall continuously notify the public of the work being performed. At a minimum, the

Contractor shall distribute door hangers to each property owner affected by the work 72 hours prior to

performing any work. The Contractor shall submit a sample door hanger to the Engineer and Owner

(Mount Pleasant Waterworks) for review. The door hangers shall include the specific work to be

performed, contact names and local phone numbers for the Contractor’s project manager, superintendent,

and the Engineer’s on-site representative. Payment for all public notification shall be a mandatory

subsidiary obligation under the Contract, and no separate payment will be made by the Owner.

B. The Contractor shall perform and provide all necessary traffic control measures to complete the work.

Warning signs, barricades and flagmen must be provided in accordance with the SCDOT Transportation's

"Manual on Uniform Traffic Control Devices" at all times and places necessary. No roads shall be closed

for the cleaning and CCTV inspection activities. At least one lane of traffic will be safely maintained at

all times when the work is in progress. Access to businesses and residences along the roads shall be

maintained at all times. All lanes will be open when work is suspended for one hour or longer.

1. The Contractor shall provide all appropriate signing and barricades and shall provide flag persons at all

times and places necessary. Traffic control will be strictly enforced in order to provide fire and police

protection to the area and access to drives while construction is in progress. Occupants must be

notified a minimum of two (2) hours in advance of private drive closings. Closure time will be

limited to a maximum of 2 hours. Where businesses have only one means of access, the Contractor

shall provide an alternative means of access or perform work during hours when the business is

closed.

2. Traffic control is a mandatory subsidiary obligation under the Contract, and all costs of traffic control

shall be included in the unit prices bid when performing work on an Owner-funded project..

3. The Contractor shall submit to the Engineer a detailed traffic control plan for performing all phases of

the work within one week prior to performing the work in residential roads and two weeks prior to

working in major thoroughfares. The traffic control plan shall be specific to each road and each sewer

and manhole. The traffic control plan shall be modified as necessary in the field to accommodate

unforeseen traffic control issues and problems and safety concerns. No work shall begin until the

traffic control plan is reviewed and approved by the Engineer and SCDOT.

C. The Contractor shall thoroughly clean and televise the lines and submit one copy of the final television

inspection video and log to the Engineer for review as specified herein. The Contractor’s cleaning

operations shall fully clean the sewers and remove all debris, dirt, rubble, roots, grease, etc. The cleaning

shall be performed prior to the CCTV inspections. Acceptance of the cleaning portion of the work shall

be dependent upon the results of the CCTV inspections. Lines not acceptably clean as to permit television

inspection or the subsequent rehabilitation work shall be re-cleaned, re-inspected and re-submitted to the

Engineer for review at no additional cost to the Owner.

MAY 30, 2019



D. The equipment used for the cleaning operations shall be specifically designed for cleaning collection

systems. The Contractor shall use the appropriate equipment to clean all debris, dirt, rubble, roots, grease,

etc. from each pipe segment thoroughly. The required equipment may be high velocity water jet cleaning

equipment with various attachments or mechanical cleaning equipment such as power buckets or power

rodders. The Contractor shall select the cleaning equipment and procedures based on the conditions of the

pipes at the time the work commences. All solids shall be removed at the downstream manhole of the

section being cleaned - passing material from one pipe segment to another will not be permitted. Cleaning

operations shall begin at the most upstream pipes and proceed downstream. The solids shall be removed

from the site and properly disposed of at approved locations provided by the Contractor.

E. Water for use on this project will be available from selected hydrants owned and operated by the Owner.

Use of hydrants other than those approved by the Owner will not be allowed. The Owner will charge the

Contractor for water used. In order to use the Owner’s water supply, the Contractor shall meet all Owner

requirements for connecting to hydrants. The Contractor shall obtain a permit for connecting to the

Owner’s hydrants.

1. The requirements for connecting to hydrants include obtaining a meter from the Owner, repairing

malfunctioned meters promptly, providing an air gap or an approved AWWA back flow preventer,

providing a reduced pressure principle assembly, installing the complete assembly and obtaining

approval of the installation from the Owner. A permit and complete assembly are required for each

vehicle that will obtain water – meters cannot be moved from one vehicle to another unless otherwise

approved by the Owner. The hydrants shall be operated in a manner as defined by the Owner. The

Contractor shall be responsible for any damage caused by improper operation of hydrants. The

Contractor is responsible for meeting all requirements of referenced policies, ordinances, and/or

specifications regardless if such requirements are explicitly stated or not in this Contract.

F. The Contractor shall take precautions to avoid damage or flooding to public or private property being

served by the line being cleaned. The Contractor shall be responsible for all flooding and pay for cleanup

from flooding to the satisfaction of the property owner. The Contractor shall document all backups and

submit documentation to the Engineer including the reason for the backup, the time and date of the

backup, the property owner’s name, address and phone number, the resolution to problem, the time and

date the problem was resolved, and any special cleanup work that had to be performed. This required

documentation shall be submitted for all backups regardless of when they occur. All cleanup shall be

completed within 4 hours of the backup.

G. The Contractor shall take care in cleaning older lines and shall protect existing lines from damage caused

by improper use of cleaning equipment. The Contractor is advised that older lines may be in poor

structural condition.

3.2 TELEVISION INSPECTION OF COLLECTION SYSTEMS

A. After the lines are completely cleaned, they shall be inspected via closed circuit television (CCTV). The

purposes of the CCTV inspections are to verify that the lines have been thoroughly cleaned, to document

the condition of the existing lines and the locations of service connections, and to locate any defects.

There shall be no cleaning equipment in the sewers while the CCTV inspections are being performed.

B. All CCTV work performed by the Contractor shall be completed in NASSCO PACP format by PACP

Certified professionals. A current PACP certification number shall be included for each person

creating/gathering inspection reports.

C. When televising new sewers, prior to performing the CCTV, the Contractor shall drop a minimum of

1,000 gallons of water into the top section of the sewer being televised so that sags and dips in the new

sewers can be identified by any standing water encountered during the CCTV.

D. The camera equipment used for the CCTV inspections shall be one specifically designed and constructed

for such inspection. Lighting for the camera shall be suitable to allow a clear picture for the entire

periphery of the pipe. The camera shall be a color, pan-and-tilt camera.

E. The picture quality and definition shall be to the satisfaction of the Engineer. The Contractor shall submit

a sample television inspection after the inspection of the first section(s) of pipe(s) is performed so that the

Contractor and Engineer can agree on performance and quality of the inspections which must be met

throughout the Contract. Pipes not inspected to the Engineer’s satisfaction shall be re-inspected by the

Contractor at no additional cost to the Owner.

F. All cameras shall move through the pipes via self-powered tractor assemblies – no skid assemblies shall

be permitted. The tractor assemblies used for the inspections shall be the appropriate size assembly for

the pipe being televised according to the manufacturer of the television equipment. For example, an 8-

inch tractor assembly shall be used to televise 8-inch-diameter pipes.

MAY 30, 2019



G. All inspections shall start above ground with a video look down into the starting manhole to completely

show the manhole and flow in the invert channel below. The inspection will then begin in the center of

the start manhole and end in the center of the end manhole. Prior to starting the camera down the line, a

tape measure shall be placed at the pipe opening at the upstream manhole to clearly show the pipe

diameter being televised. The camera shall be moved through the line in either direction at a uniform rate.

The camera shall be stopped at major defects and service connections and shall be panned, tilted and

rotated to fully view the defects and connections. All such inspections shall be documented on digital

recordings as specified. Particular attention should be paid to service connections and whether the

services are active or plugged.

H. The inspections shall be complete from manhole to manhole without the need for reverse setups unless

approved otherwise by the Engineer. If, during the work, the CCTV inspection is blocked by debris, a

protruding lateral or defect, the Contractor shall remove the blockage or repair the defect as authorized by

the Engineer and then continue the inspection. No additional payment will be made for the initial CCTV

inspections that were blocked.

I. Reverse setups will only be allowed and accepted for payment if the blockage or defect preventing the

CCTV inspection in the initial direction does not need to be repaired as determined by the Engineer. If

approved, payment will be made for the length of pipe inspected.

J. The accuracy of the measurements cannot be stressed too strongly. Daily calibration of measuring devices

shall be performed. Pipe lengths shown and reported on the CCTV inspection video and logs shall be

within 3 feet (plus or minus) of the actual pipe length as measured above ground from center of one

manhole to the center of the next manhole. CCTV inspections that do not meet these criteria shall be re-

performed and re-submitted to the Engineer at no additional cost to the Owner.

K. Flow levels shall be controlled to a maximum depth of 20% of the pipe diameter for existing sewers. For

new sewers, there shall be no running water.

L. The Contractor shall use extreme caution during all cleaning and television inspection work, especially

when cleaning and televising older lines that may be in poor structural condition.

M. If the Contractor’s cleaning or television equipment become lodged in the pipes during the work, the

Contractor shall be responsible for removing the equipment, including excavation of the line, and paying

all costs associated with the removal unless otherwise agreed to by the Engineer (for example, if televising

existing lines for the Owner, if the equipment is hung in pipe with major structural damage that definitely

needs repaired, the Owner may agree to pay for removing the equipment).

N. Upon completion of the cleaning and television inspection work, the Contractor shall submit one copy of

the final digital television inspections to the Engineer as specified. The inspections must be in order and

complete or the Engineer will immediately return the inspections to the Contractor for corrections. The

final inspection shall mean that the pipe has been completely cleaned (no roots, debris, grease, etc), the

inspection is complete from manhole to manhole without the need for a reverse setup unless otherwise

approved, and all protruding service connections have been cut flush with the existing pipe wall (for

televising existing lines). If point repairs, service lateral replacements or manhole replacements are

performed after the inspections are submitted (when pipe rehabilitation is being performed), it shall be the

Contractor’s responsibility to confirm that the work was performed properly, including proper alignment,

grade and connection to the existing pipe (no offset joints) and that no debris has entered the line.

O. The Contractor will be paid for all cleaning and television inspections at the unit price bid when

performing work on an Owner-funded project. The unit price shall include complete cleaning regardless of

the severity of debris, rubble, roots, grease, etc. The Contractor should expect heavy debris and roots.

3.3 TELEVISION INSPECTION OF SERVICE LATERALS

A. All new service laterals connecting to new sewer mains shall also be televised for acceptance by MPW.

The service lateral inspections can be performed by launching a TV camera up the lateral from inside the

main sewer or by using a push camera installed through the farthest cleanout and pushed to the main

sewer.

B. The quality of lateral inspections shall be as specified for the main sewer inspections.

C. The CCTV inspections shall be documented in digital format (digital videos as specified herein for the

main sewer). A database for the laterals is not required unless using a launch camera where the lateral is

tied to the mainline inspection. The lateral inspections shall be clearly labeled to document the lateral

being inspected (label the lateral by house/lot number or by station number along the main sewer).

3.4 REMOVAL OF PROTRUDING SERVICE CONNECTIONS

A. When part of a rehabilitation project being performed for the Owner, service connections that are

protruding into the main shall be cut flush with the pipe wall as specified. In addition, any protruding

laterals blocking the CCTV inspection shall be cut. The cutting shall be accomplished using an internal

robotic cutter specifically designed for such work. The internal remote cutter shall be capable of cutting

PVC, vitrified clay, cast iron, ductile iron and orangeburg pipe.

MAY 30, 2019



B. All cut pieces of the service connection shall be removed from the main line.

C. The costs for removing protruding connections shall be paid at the unit price bid when performing work

on an Owner-funded project. The Engineer will not approve payment for excavating protruding services

in lieu of cutting them internally unless there is a specific reason or circumstance in which the lateral

cannot be cut.

3.5 DIGITAL VIDEO INSPECTIONS AND CCTV DATABASE

A. All televised pipe inspections performed shall be submitted to the Engineer in electronic (digital) format.

B. Each submittal to the Engineer shall include the database file along with the MPEG 4 video files. The

Contractor shall make all adjustments necessary to adhere to the required format specified herein at no

additional cost to the Owner. After the first submittal, the Engineer will notify the Contractor of any

required changes in the data and file format, and the Contractor shall make such modifications at no

additional cost.

C. The digital recording shall include video information that accurately reproduces the original picture of the

video inspection. The video portion of the digital recording shall be free of electrical interference and shall

produce a clear and stable image.

D. Video shall include overlay/text display. Each inspection start shall include overlay display of section

details including at a minimum:

1. Owner name

2. Project name

3. Contractor name

4. Street name (if applicable)

5. Date/time of inspection

6. MH Start #/MH End #

7. Pipe material

8. Pipe size

9. Direction of Video

10.Weather or Flow Level

11.A constant display of the street name, MH start #/MH End #, date and distance shall appear on screen.

E. The CCTV inspector shall move or remove overlay display accordingly, so it does not interfere with the

inspection review of particular observations/defects as the inspection is occurring. As an

observation/defect is noted by the inspector, a text display shall appear with the text describing the

observation/defect. Text shall display for a minimum of 4 seconds. Distance shall appear continuously in

the lower right corner of the video image as the camera is traveling down the line. It is imperative that

distance is accurate. The CCTV inspector shall calibrate/test footage at the beginning of each day as

incorrect footage will result in return of inspections.

F. Completed work shall consist of MPEG 4 video files captured live off the inspection camera. The video

file resolution shall be 640 x 480. All MPEG 4 video files created shall be consistent with MPW’s

existing MPEG 4 codec.

G. Each pipe inspection’s observations shall be related to a time point within the video.

H. During the inspection, the video file recording shall pause as the operator selects the observation/defect

notation, eliminating “on hold” video. In situations of reverse inspection, the reverse inspection shall be

in a separate video file.

I. The MPEG 4 files shall be named as: STARTMH_ENDMH_PIPEID_DATE.mp4.

J. The database file and the corresponding video files shall be submitted to the Engineer on portable external

hard drives. The hard drive shall be delivered to the Engineer for reviewing the television inspections.

The Engineer will return the hard drive to the Contractor after the inspections have been reviewed.

Multiple hard drives will likely be required as the data will be transferred to the Engineer numerous times

throughout the Contract.

K. Each hard drive submitted to the Engineer shall include a transmittal listing the file names and all pipe

segments and video files included on the hard drive. The Contractor shall maintain a “master” hard drive

throughout the Contract that contains all databases and all MPEG 4 video files performed during this

project. The databases shall be merged to reduce the number of individual database files as required by

the Engineer. The Engineer will specify which files to merge.

L. At the end of the Contract, the master hard drive shall be submitted to the Engineer. The master hard

drive shall be complete with all files and all changes required by the Engineer. A single master hard drive

shall be submitted unless otherwise approved by the Engineer. The master hard drive shall become the

property of the Owner. Costs associated with providing the master hard drive shall be included in the

various bid items when performing work on an Owner-funded project.

M. Recorded Observations for each inspection shall include: Observation distance, Observation

defect/description, MPEG 4 counter time where observation occurs within digital video, Severity rating

for each observation/defect.

MAY 30, 2019



N. All work submitted by the Contractor shall be completed by PACP Certified professionals. A current

PACP certification number shall be included for each person creating/gathering inspection reports.

O. The digital database file of the television inspections shall be submitted in a PACP export file format so

that the Owner can import the data into their Granite Net and ICOM CCTV software system.

P. All costs associated with providing the digital television inspections as specified, including performing the

inspections, shall be included in the various bid items when performing work on an Owner-funded project

– no separate or additional payment shall be made.

3.6 REVIEW BY MPW

A. MPW will review all CCTV inspections for formatting and adherence to these specifications and to

confirm that the new sewers, service laterals, and manholes meet MPW’s Standard Technical

Specifications and Details. MPW will not accept any new sewers, service laterals, or manholes until the

CCTV inspections are reviewed and accepted.

B. MPW will notify the Contractor of any pipe or manhole defects evident from the CCTV inspections and

will state required repairs and/or corrective measures to be taken. After completing all required repairs,

the Contractor shall re-clean and re-CCTV the repaired sections of sewer and re-submit the CCTV

inspections to MPW for review and final approval. The re-CCTV shall be complete from manhole to

manhole even if the repair was only to a short section of the sewer pipe. MPW will not accept the new

sewers, service laterals and manholes until all sewers are accepted (all repairs and re-CCTV submitted and

approved by MPW).

END OF SECTION

MAY 30, 2019


SECTION 15353 – CURED-IN-PLACE PIPE LINING (CIPP) – Page 1

SECTION 15353

CURED-IN-PLACE PIPE LINING (CIPP)

PART 1 - GENERAL

1.1 SCOPE

A. Work under this section consists of furnishing all materials, labor, and equipment required for the

installation of cured-in-place pipe.

1.2 DESIGN AND PERFORMANCE REQUIREMENTS

A. The CIPP shall be designed for a life of 50 years or greater in accordance with ASTM F1216, Appendix

X.1, for “fully deteriorated gravity pipe conditions.” The minimum installed, cured liner thickness shall

be as follows:

Pipe Diameter

(in)Pipe Depth (ft)

Minimum Installed,

Cured Liner Thickness

(mm)

0 to 20 6.08”

20 to 28 7.5

0 to 14 6.010”

14 to 25 7.5

0 to 16 7.512”

16 to 24 9.0

0 to 10 7.5

10 to 16 9.015”

16 to 24 10.5

0 to 8 7.5

8 to 13 9.0

13 to 18 10.516”

18 to 24 12.0

0 to 10 9.0

10 to 14 10.5

14 to 19 12.018”

19 to 24 13.5

0 to 10 10.5

10 to 13 12.0

13 to 18 13.521”

18 to 23 15.0

0 to 10 12.0

10 to 13 13.5

13 to 16 15.024”

16 to 21 16.5

0 to 10 13.5

10 to 13 15.0

13 to 16 16.5

16 to 20 18.0

27”

20 to 23 19.5

0 to 11 15.0

11 to 13 16.5

13 to 16 18.0

16 to 19 19.5

30”

19 to 22 21.0

0 to 11 18.0

11 to 13 19.5

13 to 15 21.0

15 to 18 22.5

36”

18 to 21 24.0

MAY 30, 2019



B. The cured liner shall have the following minimum structural properties:

1. Flexural Strength of 4,500 psi in accordance with ASTM D 790

2. Flexural Modulus of 250,000 psi in accordance with ASTM D 790

3. Tensile Strength of 3,000 psi in accordance with ASTM D 638

C. The required structural CIPP wall thickness shall be based on the following design parameters:

Design Safety Factor 2.0

Short-Term Flexural Modulus 250,000 psi

Long-Term Flexural Modulus 125,000 psi

Flexural Strength 4,500 psi.

Creep Retention Factor 50%

Ovality 2%

Soil Modulus 1,000 psi

Soil Density 120 pounds per cubic foot

Soil Coefficient of Friction 0.130 r

Groundwater Depth Ground Surface Elevation

Live Load H20 Highway

Poisson’s Ratio 0.3

Enhancement Factor, K 7

Service Temperature Range 40 to 140 degrees F

Maximum Long-Term Deflection 5 percent

1.3 SUBMITTALS

A. Submit a contractor statement of qualifications which identifies key personnel and their specific CIPP

experience, and recent projects listing the total length installed by host pipe diameter. Work and

personnel experience listed must reference projects that used process method and materials to be used on

this project. Include project names, references/contacts and phone numbers.

B. Submit product data for the fabric tube, resin, catalysts, and waterstops demonstrating conformance to the

specifications.

C. Submit manufacturer material certifications for the fabric tube and resin that state conformance to the

specifications. The felt tube manufacturer shall provide in their certification a statement identifying how

many years they have produced the felt tube. Material certifications shall be current and must reference

the project.

D. Submit manufacturers’ shipping, storage and handling recommendations for all components of the CIPP

system.

E. Submit CIPP wet-out information. Wet-out information shall include the identification of the wet-out

facility and process description and a sample wet-out form. The wet-out forms shall document, at a

minimum, the date and time of wet-out, the wet-out supervisor, the wet-out facility address, the location

where the CIPP will be installed (by manhole numbers), the CIPP diameter, the length of wet-tube and

dry-tube, the thickness of the CIPP, the roller gap setting for establishing the liner thickness, the felt

manufacturer, the resin used (by product name and batch/shipment number) and quantity, the catalyst(s)

used (by product name) and quantity, any quality control samples taken, and all else pertinent to the wet-

out process.

F. Installation procedures and curing schedules shall be submitted. Installation procedures shall include

acceptable inversion heads and pressures, heating (“cooking”) and cool-down procedures and

temperatures for varying sewer diameters/lengths/depths, times for each stage of the process, and cure

logs for the resin/resin system used. The Contractor shall provide this information without delay or claim

to any confidentiality. Testing procedures and quality control procedures shall also be submitted.

G. Submit a sample CIPP installation report. The report shall include items such as manhole numbers,

location, project number, date, time, temperature, curing temperature, curing time, and liner thickness.

H. With each shipment of CIPP delivered to the jobsite, submit certifications that the CIPP lining was

manufactured in accordance with these specifications and the appropriate ASTM standards. The

certifications shall include a signed statement by the wet-out manager/supervisor that no fillers were

added to the resin system during manufacture of the CIPP. In addition, wet-out forms documenting the

wet-out shall be delivered with each section of CIPP manufactured and delivered to the jobsite.

I. With each shipment of resin to the wet-out facility, submit certification that the resin was manufactured

under ISO 9002 certified procedures and meets these specifications.

J. Submit a plan for bypassing sewage around the work area and facilities where sewage flows must be

interrupted to carry the work. The plan shall be reviewed by the Engineer and shall be acknowledged as

acceptable before any work is started.

MAY 30, 2019




A. Materials shall be shipped, stored, and handled in a manner consistent with written recommendations of

the CIPP system manufacturer to avoid damage. Damage includes, but is not limited to, gouging,

abrasion, flattening, cutting, puncturing, premature curing, or ultra-violet (UV) degradation. The CIPP

shall be maintained at a proper temperature in refrigerated facilities prior to installation to prevent

premature curing. All damaged materials shall be promptly removed from the project site at the

Contractor’s expense.

1.5 QUALIFICATIONS

A. The Contractor performing the CIPP installation shall be fully qualified, experienced and equipped to

complete this work expeditiously and in a satisfactory manner and shall be certified and/or licensed as an

installer by the CIPP manufacturer. The Contractor must have successfully installed at least 1,000,000 feet

of CIPP for a minimum of 10 years in wastewater collection systems utilizing the products and installation

methods specified herein.

B. In addition, if steam cure is being proposed for the CIPP installation as specified herein, the Contractor

must have successfully installed at least 500,000 feet of CIPP via steam cure for at least 5 years in

wastewater collection systems utilizing the products specified herein. If the Contractor does not meet this

experience requirement, then water cure shall be used for all installations.

C. The Contractor shall submit detailed references (project names, dates, owner contact names and numbers,

project descriptions with lengths installed, etc.) to the Engineer as requested to demonstrate compliance

with the above experience requirements. The Engineer’s decision on whether the Contractor meets the

experience requirements shall be final, and the Contractor shall not be due any additional money if the

experience requirements are not met and water cure is required.

D. The Contractor’s personnel shall have the following experience with the products and installation method

to be used on this project:

1. Project Manager – Shall have a minimum of 5 years managing CIPP projects for wastewater collection

systems.

2. Superintendent - Shall have a minimum of 5 years of on-site supervision of CIPP projects for

wastewater collection systems. The superintendent shall have supervised a minimum of 300,000 feet

of installed CIPP in wastewater collection systems of the pipe diameters included in the project.

E. The manufacturer of the felt tube shall have manufactured the product to be used on this project for at

least 5 years. The felt material manufacturer and facility shall not change throughout the duration of the

contract unless approved by the Engineer in writing.

F. Approved CIPP products are listed in these specifications. Even though the Contractor’s product may be

listed as approved, the Contractor shall still meet the experience requirements specified above, or the

Contractor will not be approved for this work.

1.6 ENVIRONMENTAL REQUIREMENTS

A. The use of the product shall not result in the formation or production of any detrimental compounds or by-

products at the wastewater treatment plant.

1.7 PROJECT ACCESS

A. The Contractor shall utilize existing road rights-of-way and sanitary sewer easements to perform the work

unless notified otherwise. The Contractor shall coordinate with and meet the requirements of South

Carolina Department of Transportation, the Town of Mount Pleasant, or any other agency or municipality

that may be impacted by the work.

1.8 WARRANTY

A. The materials used for the project shall be certified by the manufacturer for the specified purpose. The

manufacturer shall warrant the liner to be free from defects in raw materials for two (2) years from the

date of installation and acceptance by the Owner. The Contractor shall warrant the liner installation for a

period of two (2) years.

1.9 REFERENCE SPECIFICATIONS, CODES AND STANDARDS

A. The Contractor shall ensure that the products and work comply with the current version of the following

American Society for Testing and Materials (ASTM) standards:

1. ASTM D638 - Standard Test Method for Tensile Properties of Plastics

2. ASTM D790 - Standard Test Method for Flexural Properties of Unreinforced and Reinforced Plastics

and Electrical Insulating Materials

3. ASTM D2412 - Standard Test Method for Determination of External Loading Characteristics of

Plastic Pipe by Parallel-Plate Loading

4. ASTM D5813 - Standard Specification for Cured-in-Place Thermosetting Resin Sewer Pipe

MAY 30, 2019



5. ASTM F1216 - Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the

Inversion and Curing of a Resin-Impregnated Tube

6. ASTM F1743 – Standard Practice for Rehabilitation of Existing Pipelines and Conduits by Pulled-in-

Place Installation of Cured-in-Place Thermosetting Resin Pipe (CIPP)

PART 2 - PRODUCTS

2.1 CURED-IN-PLACE-PIPE LINING

A. Cured-In-Place-Pipe (CIPP) lining shall be one of the following products or approved equal. The products

below shall adhere to all requirements specified herein and shall be modified as necessary to meet these

requirements.

1. CIPP Corporation Liners

2. Invert-A-Pipe by IPR Southeast LLC

3. National Liner by National EnviroTech Group, LLC

4. Inliner by Inliner Technologies, Inc.

5. Insituform by Insituform Technologies, Inc.

6. Diamond Lining Systems by Daystar Composites LLC

7. Premier-Pipe USA by J.W.M. Environmental, Inc.

8. Pipenology for SAK Construction

B. The CIPP can be installed and cured using water or steam for sewers 18” in diameter and smaller. Only

water cure shall be allowed for sewers greater than 18” in diameter.

C. For sewers 18” in diameter and smaller, the choice of installation method shall be the Contractor’s choice.

However, the choice of curing method shall be appropriate for the pipe being lined and must be ultimately

approved by the Engineer as stated below. For example, sewers with heavy active leaks shall be lined

using water cure unless the Contractor can prove to the Engineer that the steam cure can overcome the

heat sink and active water stream.

D. The Engineer will note any concerns with steam curing methods during his review of the pre-rehabilitation

TV inspections. Those concerns will be in writing, and the Contractor shall fully address the concerns. If

the Engineer’s concerns are not fully addressed, the Contractor shall install those specific sewers using

water cure at no additional cost to the Owner. Water cure and steam cure will be paid at the same unit

price bid.

E. The liner shall be composed of tubing material consisting of one or more layers of a flexible non-woven

polyester felt with or without other additives such as fiberglass or other reinforcing additives. The felt

tubing shall be impregnated with a thermosetting isothalic polyester resin and catalyst or vinyl ester and

catalyst. The liner material and resin shall be completely compatible. The inside and/or outside layer of

the tube shall be coated with an impermeable material compatible with the resin and fabric. The liner

shall cure in the presence of water or steam at the required temperature for the resin system.

F. The felt material shall be manufactured by companies specializing in felt production for CIPP. The

manufacturer shall have manufactured felt material for CIPP for at least 5 years as documented by

references. The felt manufacturer, references and location of the manufacturing facility shall be submitted

to the Engineer for review and approval. The felt material manufacturer and facility shall not change

throughout the duration of the Contract unless specifically approved by the Engineer in writing.

G. The polyester or vinyl ester resin shall be PREMIUM, NON-RECYCLED resin only. PET resins, or those

containing fillers, additives or enhancement agents shall not be used. The resin manufacturer shall not

include any old resin or rework in the product shipped to the wet-out facility. The resin shall be

manufactured under ISO 9002 certified procedures. Such certification shall be submitted to the Engineer

for each shipment of resin to the wet-out facility. The proposed resin shall equal or exceed the published

properties of Reichhold Polylite 33420 resin (for isothalic polyester resin) or Reichhold Atlac 580-20 (for

vinyl ester resin).

H. The Engineer may consider strength enhancing fillers as an acceptable additive to the resin if the fillers

can be shown to be for the sole purpose of enhancing the strength of the final CIPP product. The amount

of strength enhancing fillers will be limited to 26% by volume. The Engineer’s decision on allowing

strength-enhancing resins shall be final. Any strength enhancing fillers added to the resin shall be added

by the resin manufacturer at the resin manufacturer’s plant and not at the wetout facility or any

intermediate facility.

I. The exact makeup of the resin shall be submitted to the Engineer including chemical resistance

information, cure logs and temperatures. Polyester resins shall have a minimum Heat Distortion

Temperature of 212 degrees Fahrenheit per ASTM D648. Vinyl ester resins shall have a minimum Heat

Distortion Temperature of 220 degrees Fahrenheit per ASTM D648.

MAY 30, 2019



J. The exact mixture ratio of resin and catalyst shall also be submitted. The catalyst system shall be

identified by product name. The resin/catalyst ratio shall be approved by the resin manufacturer in

writing. The catalyst system shall be made up of a primary catalyst and a secondary catalyst. The primary

catalyst shall be Akzo Perkadox 16 or approved equal and shall be added at a maximum of 1% of the resin

volume by weight unless otherwise approved by the Engineer. The secondary catalyst shall be Akzo

Trigonox or approved equal and shall be added at a maximum of 0.5% of the resin volume by weight

unless otherwise approved by the Engineer. The resin/catalyst system shall be formulated so that the CIPP

will cure as specified below. Resins, catalysts and resin/catalysts mixing ratios shall not be changed

during this Contract unless specifically approved by the Engineer in writing.

K. The cure schedules for the CIPP shall be submitted to the Engineer for review. The curing

process/schedules shall be approved by the resin manufacturer in writing. The cure schedules shall

include specific information on stepping the temperature up to “cooking” temperatures, “cooking”

temperatures and durations, and cool-down procedures – all to be approved in writing by the resin

manufacturer. The CIPP shall cure in the presence of water or steam. The minimum cure/“cook” time

shall be as recommended by the resin manufacturer. The cure time shall be increased as deemed

necessary by the Contractor/resin manufacturer, including but not limited to, longer CIPP installations,

active ground water infiltration into the existing sewers, pipe type, pipe location, etc.

L. The resin shall be shipped directly from the resin manufacturer’s facility to the CIPP wet-out facility.

The resin shall not be sent to any intermediate mixing facility. Copies of the shipment documents from

the resin manufacturer shall be submitted to the Engineer showing dates of shipment, the originating

location and the receiving location.

M. The resin shall be used to manufacture the CIPP as shipped. No fillers or additives shall be added at the

wet-out facility except for the required catalyst as recommended by the resin manufacturer. The

Contractor shall submit a Certificate of Authenticity from the resin manufacturer for each shipment to the

wet-out facility (to include the date of manufacture and the Heat Distortion Temperature). This

information shall be submitted prior to manufacturing any CIPP.

N. The Contractor shall identify the wet-out facility where all CIPP under this Contract will be manufactured.

All CIPP shall be manufactured from this designated wet-out facility throughout the entire Contract unless

specifically approved otherwise by the Engineer in writing. Multiple wet-out facilities shall not be

allowed.

O. The Engineer, Owner and/or an agent of the Owner may inspect the CIPP during manufacturing (during

“wet-out”). The Contractor shall submit a schedule for manufacturing the CIPP to the Engineer every

Friday for the following week. The Engineer and Owner must be given an opportunity to witness the

manufacturing of all CIPP for this project. If the CIPP is manufactured without providing the required

notice to the Engineer, the CIPP will be marked as rejected prior to installation and will not be approved

for installation in this project.

P. If the Engineer and/or Owner decide to inspect the manufacturing of the CIPP, the Contractor shall

provide full access to witness the wet-out process and shall provide any and all information related to the

manufacturing as requested by the Engineer, Owner or the Owner’s agent without delay and without

claims of confidentiality or product privacy.

Q. The Engineer or Owner may take samples of the resin from the wet-out facility for infrared analyses (IR

Scan) throughout the duration of this Contract. This standard analytical test involves shining a beam of

light in the infrared frequency region through a thin sample of the subject resin. The frequency of light is

then varied across the infrared spectrum. Chemical functional groups present in the resin being analyzed

will absorb infrared light as specific frequencies and with characteristic absorption intensities.

R. The Owner will pay for all such infrared analyses and resin testing. To allow the resin samples to be

taken, the Contractor shall place a sampling valve in-line at a point prior to the resin/catalyst mixing stage

and after the resin/catalyst mixing stage. These sampling valves shall remain in place throughout the

duration of the Contract and shall always be accessible to the Engineer and Owner.

S. The infrared analyses will be used to verify that the resin and resin/catalyst composition and mixture being

used is the approved resin and resin/catalyst system. Payment will not be made for any CIPP

manufactured with unapproved resin and resin/catalyst mixtures. The Contractor shall submit results of

infrared analyses of the proposed resin and resin/catalyst mixture, performed and certified by the resin

manufacturer, prior to manufacturing any CIPP as a shop drawing. The results of these analyses (the

resin’s chemical fingerprint) will be used as the standard for verifying the resin and resin/catalyst mixture

being used throughout the Contract.

T. The Engineer will compare the submitted chemical fingerprint with the fingerprint of Reichhold Polylite

33420 resin (for isothalic polyester resin) or Reichhold Atlac 580-20 (for vinyl ester resin) for a baseline

comparison. The Contractor and resin manufacturer shall fully describe, explain and justify any

differences between the Reichhold and proposed resin fingerprints without delay or claim to

confidentiality.

MAY 30, 2019



U. When cured, the CIPP shall form a continuous, tight-fitting, hard, impermeable liner which is chemically

resistant to any chemicals normally found in domestic sewage. The liner shall be chemically resistant to

trace amounts of gasoline and other oil products commonly found in municipal sewerage and soils

adjacent to the sewer pipe to be lined.

V. The CIPP shall be fabricated to a size that will tightly fit the sewer being rehabilitated after being installed

and cured. The liner shall be capable of fitting into irregularly shaped pipe sections and through bends

and dips within the pipeline. Allowance for longitudinal and circumferential expansion shall be taken into

account when sizing and installing the liner. All dimensions shall be verified in the field by the Contractor

prior to fabrication of the liner. Field measurements shall be used to ensure maximum closure between

the new liner and the existing sewer pipe. There shall be no leakage of groundwater between the existing

pipe and the CIPP at the manhole connection or service lateral connections. Any leakage found shall be

eliminated by the Contractor at no additional cost to the Owner.

W. The application of the resin to the felt tubing (wet-out) shall be conducted under factory conditions and the

materials shall be fully protected against UV light, excessive heat and contamination at all times.

X. The length of the liner shall be the length deemed necessary by the Contractor to effectively carry out the

insertion of the liner and sealing of the liner at the outlet and inlet manholes. The required length of liner

shall be verified in the field by the Contractor prior to fabrication of the liner.

Y. The installed thickness shall be measured as specified elsewhere herein. The Contractor shall submit his

proposed plan for ensuring that the installed CIPP meets the above minimum thickness requirements. The

plan shall include the proposed CIPP thickness to be installed (pre-installation thickness) and detailed

inversion or pull-in procedures to reduce stretching and to reduce migration of resin.

2.2 CIPP PATCH

A. In some instances, a CIPP patch may be specified to repair a specific section of sewer and not the entire

length of sewer from manhole to manhole. The CIPP patch shall be “BLD Spot Repair” by BLD Services,

LLC or approved equal. Any “equal” product shall be of similar nature and have similar properties and

characteristics as the BLD system. All patches shall be designed in accordance with ASTM F1216 and

shall meet the minimum design and installation standards specified herein for manhole-to-manhole CIPP.

The patches shall be installed in strict accordance with the manufacturer’s recommendations.

B. The CIPP patch shall be comprised of one or more layers of flexible needled felt sewn to the prescribed

circumference and length. The patch shall be a one-piece patch for the entire specified length of

installation. The CIPP patch shall be fabricated to a size that when installed will neatly and tightly fit the

internal circumference of the main sewer. The patches shall be beveled at each end to allow a smooth

flow transition over the patch. The CIPP patch shall utilize an ambient-cure polyester, vinyl ester or

epoxy resin suitable for the intended service and application. Patches that cure in the presence of steam or

UV will also be considered. The CIPP patch shall be wet-out on site using a vacuum impregnation

process with a roller system to uniformly distribute the resin throughout the tube.

C. The main sewer pipe shall be thoroughly cleaned and televised as specified herein for manhole-to-

manhole CIPP. Bypass pumping shall be performed during the installation. The CIPP tube shall be

properly oriented and located on the carrier train or bladder assembly and winched to the location for the

patch to be installed. CCTV cameras shall guide the CIPP patch to the exact location. Air pressure shall

be used to inflate the bladder assembly to the recommended pressure required to fully expand the CIPP

patch against the host pipe. The ambient curing process shall then begin. Once the CIPP patch has fully

cured, the bladder assembly shall be deflated and removed from the main sewer and the Contractor shall

perform a post-rehab CCTV inspection of the installed CIPP patch. Any lateral connections shall be fully

re-opened as specified herein for manhole-to-manhole CIPP. The post-rehab inspection shall clearly show

the patch installation and each end of the patch. There shall be no defects with the patch such as those

specified herein for the manhole-to-manhole CIPP. The Contractor shall repair all defects to the

satisfaction of the Engineer or no payment will be made. The post-TV must be submitted prior to

requesting payment.

D. All applicable requirements specified herein for the manhole-to-manhole CIPP shall apply to the CIPP

patch whether specifically noted or not.

PART 3 - EXECUTION

A. Care shall be taken in shipping, handling and laying to avoid damaging the CIPP. Extra care shall be

taken during cold weather construction. Any CIPP damaged in shipment shall be replaced as directed by

the Engineer. Any CIPP showing a split or tear or has been mishandled shall be marked as rejected and

removed at once from the work. The liner shall be maintained at a proper temperature in refrigerated

facilities to prevent premature curing at all times prior to installation. Any liner showing evidence of

premature curing will be rejected for use and will be removed from the site immediately.

MAY 30, 2019



B. The Contractor shall continuously notify the public of the work being performed. The Owner will define

the specific notification requirements, and the Contractor shall meet all of those requirements. At a

minimum, the Contractor shall distribute door hangers to each property owner affected by the work 72

hours prior to performing any work. The Contractor shall submit a sample door hanger to the Engineer

and Owner for review. The door hangers shall include the specific work to be performed, start time and

estimated completion time for the work being conducted, impacts to the property owner, contact names

and local phone numbers for the Contractor’s project manager, superintendent, and the Engineer’s on-site

representative. Payment for all public notification shall be a mandatory subsidiary obligation under the

Contract, and no separate payment will be made by the Owner.

C. The Contractor shall develop and submit to the Engineer a protocol for addressing odor complaints during

the CIPP installation process (primarily styrene odor complaints). The protocol shall include steps to be

taken by on-site and management personnel immediately when the complaint is received, including

discussing the odor with the property owners to address their concerns and alleviating the odor from the

home or business using fans or other means as necessary. The Contractor shall also maintain a calibrated

portable styrene test unit to immediately document the atmospheric concentrations of the styrene on the

site and in the house/business when a complaint is received. The styrene concentrations must be tested

prior to exhausting the odors from the house/business. The Contractor shall also utilize blowers (vacuum

blowers) during the CIPP installation to exhaust odors from the sewers and into the atmosphere during the

installation as deemed necessary. This will help to minimize the potential for odors to travel up service

laterals and into homes/businesses. The blowers shall be strategically placed to exhaust the concentrated

odors in an isolated location. The costs for addressing such odors issues/complaints shall be included in

the unit prices bid for CIPP.

D. The Contractor shall perform and provide all necessary traffic control measures to complete the work.

Warning signs, barricades and flagmen must be provided in accordance with the SCDOT Transportation's

"Manual on Uniform Traffic Control Devices" at all times and places necessary. No roads shall be closed

for construction activities. At least one lane of traffic will be safely maintained at all times when

construction is in progress. Access to businesses and residences along the roads shall be maintained at all

times. All lanes will be open when work is suspended for one hour or longer.

1. The Contractor shall provide all appropriate signing and barricades and shall provide flag persons at all

times and places necessary. Traffic control will be strictly enforced in order to provide fire and police

protection to the area and access to drives while construction is in progress. Occupants must be

notified a minimum of two (2) hours in advance of private drive closings. Closure time will be

limited to a maximum of 2 hours. Where businesses have only one means of access, the Contractor

shall provide an alternative means of access or perform work during hours when the business is

closed.

2. Traffic control is a mandatory subsidiary obligation under the Contract, and all costs of traffic control

shall be included in the unit prices bid.

3. The Contractor shall submit to the Engineer a detailed traffic control plan for performing all phases of

the work within one week prior to performing the work in residential roads and three weeks prior to

working in major thoroughfares and SCDOT roads. The traffic control plan shall be specific to each

road and each sewer and manhole. The traffic control plan shall be modified as necessary in the field

to accommodate unforeseen traffic control issues and problems and safety concerns. No work shall

begin until the traffic control plan is reviewed and approved by the Engineer, Owner, SCDOT and/or

Town.

E. The Contractor shall clean and televise each length of pipe to be lined as specified in the Section 15351 –

Cleaning and Television Inspection. Prior to lining the main sewer and the pre-rehabilitation television

inspection, protruding service lateral connections shall be internally cut/ground down flush with the pipe

wall with a robotic cutter specifically designed for this purpose and all required point repairs shall be

completed. The internal cutter shall be capable of cutting cast iron, PVC, vitrified clay pipe, ductile iron

pipe and orangeburg pipe.

F. Water for use on this project will be available from selected hydrants owned and operated by the Owner.

Use of hydrants other than those approved by the Owner will not be allowed. The Owner will not charge

the Contractor for water used. However, in order to use the Owner’s water supply, the Contractor shall

meet all Owner requirements for connecting to hydrants. The Contractor shall obtain a permit for

connecting to the Owner’s hydrants.

MAY 30, 2019



1. The requirements for connecting to hydrants include obtaining a meter from the Owner, repairing

malfunctioned meters promptly, providing an air gap or an approved AWWA back flow preventer,

providing a reduced pressure principle assembly, installing the complete assembly and obtaining

approval of the installation from the Owner. A permit and complete assembly are required for each

vehicle that will obtain water – meters cannot be moved from one vehicle to another unless otherwise

approved by the Owner. The hydrants shall be operated in a manner as defined by the Owner. The

Contractor shall be responsible for any damage caused by improper operation of hydrants. The

Contractor is responsible for meeting all requirements of referenced policies, ordinances, and/or

specifications regardless if such requirements are explicitly stated or not in this Contract.

G. The Contractor shall bypass pump sewage flows around the lining work while it is being performed. The

Contractor is responsible for handling and accommodating all existing wastewater flows during the work.

The Contractor shall submit, for approval by the Engineer, a detailed plan of the method the Contractor

proposes in order to maintain the existing flow during construction. The plan must include a provision for

handling the existing peak flow by pumping. The peak flow shall be considered the existing pipe flowing

full, which is highly possible during rain events. When pumping is used, an identical standby pump(s)

shall be on site in the event of failure of the primary pump(s). For sewers 12” in diameter and larger, all

pumps shall be sound attenuated pumps and all bypass piping shall be hard piping (HDPE, steel, etc.).

Payment for this work shall be included in the individual unit price bid.

1. If, at any time during construction, effluent from the existing sewer is not fully contained by the bypass

system, gravity service will be restored and work shall be suspended until the problem is resolved to

the satisfaction of the Engineer. This includes wastewater flow into trenches during excavation work.

Sewer system overflows will not be tolerated. All fines imposed on the Owner associated with

overflows caused by the Contractor’s work shall be paid by the Contractor.

H. The Contractor shall take precautions to avoid damage or flooding to public or private property being

served by the sewer being lined. The Contractor shall be responsible for all flooding and pay for cleanup

from flooding to the satisfaction of the property owner. The Contractor shall document all backups and

submit documentation to the Engineer including the reason for the backup, the time and date of the

backup, the property owner’s name, address and phone number, the resolution to problem, the time and

date the problem was resolved, and any special cleanup work that had to be performed. This required

documentation shall be submitted for all backups regardless of when they occur. All cleanup shall be

completed within 4 hours of the backup.

I. The Contractor shall furnish and install the CIPP lining in the full length of sewer. The installation of the

CIPP shall be in complete accordance with the applicable provisions of ASTM F1216 or ASTM F1743

except as modified herein, these specifications and the manufacturers' specifications.

J. Water or air shall be used to invert CIPP installed via ASTM F1216 or to invert the calibration hose

through CIPP installed via ASTM F1743. The water inversion of the CIPP and calibration hoses shall be

accomplished by using natural water pressure (head) achieved by erecting platforms or scaffolding to an

elevation determined by the Contractor or by using CIPP installation vessels/units that creates water

pressure. The Contractor shall determine the necessary inversion heads (pressure) for each line segment.

If an installation vessel/unit is used, a pressure relief valve shall be installed on the vessel so that the

necessary pressure/inversion heads are not exceeded at any time during the inversion. Water or air

pressure shall not be varied by any means throughout the inversion process except when approved by the

Engineer. The Contractor shall submit required inversion heads/inversion processes for each installation as

a shop drawing without delay and claim to confidentiality or product/installation privacy.

K. CIPP shall be cured with water or steam in strict accordance with the manufacturer’s recommendations.

This shall include achieving cooking temperatures, cooking times, and cool-down procedures. The

Contractor shall submit required curing schedules and procedures for each installation as a shop drawing

without delay and claim to confidentiality or product/installation privacy.

L. The CIPP shall be neatly cut 2 inches from the manhole walls after installation unless otherwise directed

by the Engineer. The CIPP shall be sealed at the manholes to provide a watertight liner connection at the

manhole. There shall be no leakage of groundwater into the manhole between the CIPP and existing

sewer pipe and between the existing sewer pipe and manhole wall. A hydrophilic waterstop (non-

bentonite) comprised of modified chloroprene rubber shall be installed around the liner 6 inches from each

manhole wall prior to processing the liner to provide additional waterstop protection. As the CIPP is

expanded, the waterstop shall be pressed tightly against the existing sewer to provide a leak-tight seal.

The waterstop shall be Hydrotite as manufactured by Greenstreak (St. Louis, Missouri) or equal. All CIPP

connections to manholes shall be further sealed with an approved non-shrink grout to completely cover the

CIPP/manhole connection point. CIPP lining shall be sealed to manhole linings (where specified) in an

acceptable manner as approved by the Engineer. Further, all invert channels shall be coated with an

approved grout to match the CIPP elevations in the manhole. Submit detailed drawings of the pipe-

manhole connections to the Engineer for approval, including termination points in manholes and

transitions with manhole linings where installed.

MAY 30, 2019



M. The Contractor shall fully reopen all of the existing active service connections in each length of sewer

following lining. The service connections shall be reopened from inside the sewer by means of a

closed-circuit television camera controlled cutting device appropriate for the CIPP. All openings shall be

clean and neatly cut and shall be flush with the lateral pipe. The openings shall also be buffed with a wire

brush to remove rough edges and provide a smooth finish. The bottom of the openings shall be flush with

the bottom of the lateral pipe to remove any lip that could catch debris. Openings shall be 100% of the

service lateral pipe. The Contractor shall re-open any service lateral that does not meet this requirement

as evidenced by the post-rehabilitation inspections at no additional cost to the Owner. The Contractor

shall be fully responsible for all backups and damage caused by not fully opening a lateral connection,

including paying all costs associated with repairing damage as required by the Engineer, Owner and/or

property owner.

N. Preliminary Post-CIPP TV Inspections: Immediately after the CIPP is installed and the services

connections are completely opened and brushed, the Contractor shall televise the installed CIPP to verify

and document that the CIPP was properly installed and cured and that all service connections have been

opened as specified. The preliminary post-CIPP TV inspection videos shall be submitted to the Engineer

within 1 day of the CIPP being installed. This will allow the Engineer to confirm that there are no CIPP

issues that need addressed on this sewer and/or future installations and that the service laterals are

properly opened. The preliminary post-CIPP inspections shall clearly show the CIPP liner and all service

connections.

O. The Engineer will accept these preliminary post-CIPP TV inspections for approving payment of the

installed CIPP with the final post-CIPP inspections as specified herein being required prior to final

payment. The Contractor may submit these inspections as the final post-CIPP inspections if all

grout/concrete work is finalized in the connecting manholes (including grouting the pipe connections,

coating the invert channels, and performing the specified manhole rehabilitation) and all specifications are

met. Completing all of the manhole work may be difficult to get finished so that the TV inspections can

be submitted within 1 day as specified above. The Contractor’s unit price bid for the CIPP shall include

preliminary post-CIPP and final post-CIPP TV inspections.

P. Installation reports shall be generated for each segment of liner installed. The reports shall document

installation, including manhole numbers, street names/sewer location, project number, date, time,

temperature, curing temperature, curing time, liner thickness, etc. A sample report shall be submitted to

the Engineer for approval prior to installing any lining. The reports shall be submitted to the Engineer

prior to requesting payment.

Q. For every sewer segment that is lined (sewer segment is defined as the sewer between two manholes), the

Contractor shall remove one restrained sample of the installed liner at least 12 inches in length for testing

of installed CIPP flexural properties and thickness. The CIPP testing shall include determining flexural

strength, flexural modulus, tensile strength and thickness of each sample. These four separate individual

tests make up one completed CIPP test. Payment will be made for each completed CIPP test at the unit

price bid after the test results are submitted to the Engineer.

1. For sewers 12 inches in diameter and smaller, the sample shall be captured by installing the lining

through a section of PVC pipe (same diameter as the existing sewer diameter) within the most

downstream manhole of the installation and at all intermediate manholes if multiple sewer segments

are lined at the same time. For sewers 15 inches in diameter and larger, plate samples shall be taken

and cured in the same water as the installed CIPP.

2. The Contractor shall be responsible for capturing the samples and preparing the samples for testing

(cutting the samples to the required dimensions, removing the PVC pipe, etc.). The testing laboratory

shall specify the dimensions for the samples. In addition, the Contractor shall cut a 1-inch wide

representative sample (taken at least 2 inches from the end of the specimen) for the Engineer’s records.

The Contractor shall label all samples including writing on the samples where they were taken

(manhole numbers and work orders) and the date they were taken.

3. Each day, the Contractor shall submit the samples taken that day to the Engineer. The Engineer will

forward the samples to the testing laboratory. The Contractor shall select the independent testing

laboratory and shall pay the laboratory for all tests. The Contractor will be paid for the tests through

the Contract at the unit price bid for each completed test. The Engineer will copy the Contractor on all

submittals to the testing laboratory. The testing laboratory shall submit all test results directly back to

the Engineer with a copy to the Contractor. The test results shall be returned to the Engineer within 21

days from the laboratory receiving the samples. If the results are not received in this timeframe,

payment will be withheld. It shall be the Contractor’s responsibility to ensure that the laboratory meets

the specified schedule.

MAY 30, 2019



4. All testing shall be performed by an independent, ASTM-certified testing laboratory. The Contractor

shall submit the name and location of the testing laboratory along with a certified statement from the

laboratory that they are independent from and not associated with the Contractor in any way for

approval. The testing laboratory shall also submit their ASTM certification. The Contractor shall

consider utilizing a local testing laboratory for these services.

5. The tests shall be used to verify that the installed CIPP meets these specifications. CIPP thickness

shall be measured in accordance with ASTM D5813. Flexural properties shall be determined per

ASTM D790. Tensile strength shall be determined per ASTM D638.

R. Any lining that does not meet the specified installed strength and/or thickness requirements, regardless of

the amount below the specified requirements, shall be corrected by the Contractor in a manner approved

by the Engineer at no additional cost to the Owner. The Engineer’s decision on how to correct deficient

CIPP installations shall be final. Options for correcting deficient liner that will be considered by the

Engineer include removing the liner and re-lining the sewer, excavating and replacing the sewer from

manhole to manhole, pipe bursting the sewer from manhole to manhole, re-lining sewers completely from

manhole to manhole, or providing the Owner with a substantial credit.

S. Credits will only be considered for lining that does not meet the required thickness. CIPP lining thickness

may be up to 5% below the specified minimum installed thickness before the credit will be applied. For

example, if the minimum specified thickness is 6 mm, the credit will only apply if the CIPP is less than

5.7 mm thick. There will be no “re-calculations” of required thicknesses based on actual flexural test

results for that sample. The minimum specified thicknesses shall be required regardless of the final

flexural properties of the CIPP as installed. If a credit is acceptable to the Engineer and Owner, the credit

shall be calculated by multiplying the bid price by the percent that the liner thickness is below the

minimum required installed thickness as follows:

1. Credit = (1 – (installed CIPP thickness/min required thickness)) x Bid Price

2. The Contractor shall not assume that a credit will be acceptable to the Engineer or Owner or that the

above formula will be used in all situations or for all installed CIPP thicknesses. Liner thickness of

less than 85% of the required minimum thickness will not be eligible for any payment.

3. All credits shall be accounted for on the monthly pay estimates (each and every month) as the failed

test results are received by the Engineer. Credits shall not accumulate until the end of the Contract. In

addition, any other defective CIPP shall be repaired within 21 days of being identified or payment will

be withheld and work will not be allowed to continue.

T. Following installation of the CIPP, reopening and brushing of all active service lateral connections, and

completion of all manhole rehabilitation including vacuum testing (where applicable), the Contractor shall

conduct a final post-rehabilitation television inspection of the completed work to verify that the liner

installation is acceptable as defined herein. The sewers shall be thoroughly cleaned prior to performing

the television inspections. No cleaning equipment shall be in the sewers during the post-rehabilitation

inspections. The pipe shall be dry so that the entire CIPP can be seen. This will require that temporary

plugging or bypass pumping be provided for all post-rehabilitation television inspections.

U. The post-rehabilitation television inspections shall be in accordance with the inspections specified in

Section 15351 – Cleaning and Television Inspection. The post-rehabilitation television inspections shall

be within 3 feet of the actual sewer length as measured above ground from center of manhole to center of

manhole. Any inspection that exceeds this limit shall be re-performed and re-submitted to the Engineer

prior to payment at no additional cost to the Owner. One copy of the final post-rehabilitation inspections

shall be submitted to the Engineer for review and approval as specified. The inspections must be in order,

correct and complete or the Engineer will immediately return the inspections to the Contractor for

corrections.

V. Payment will not be made for any sewer lining until the Engineer has reviewed and approved the final

CCTV inspection. The final CCTV inspection shall not be performed until all manhole rehabilitation

work is completed (including vacuum testing where applicable). As specified previously herein, the

Engineer will accept preliminary post-CIPP TV inspections for payment with the final post-CIPP TV

inspections being required prior to payment of the manhole rehabilitation work (where applicable) and/or

final payment. The Contractor shall submit the required digital inspections a minimum of 10 days in

advance of any payment request to provide the Engineer ample time to review the information.

MAY 30, 2019



W. There shall be no holes, dry spots, lifts, ribs, wrinkles, blisters, ridges, splits, bulges, cracks, delaminations

or other type defects in the CIPP lining. In addition, there shall be no groundwater leakage through the

CIPP or between the liner and the existing pipes including at the connections to manholes. Defective

lining and groundwater leakage shall be repaired in a manner suitable to and approved by the Engineer at

no additional cost to the Owner.

1. The Engineer’s decision on how to correct defective lining shall be final. Options for repairing

defective lining that will be considered by the Engineer include removing the liner and re-lining the

sewer, excavating and replacing the sewer from manhole to manhole, pipe bursting the sewer from

manhole to manhole, re-lining sewers completely from manhole to manhole, or installing a sectional

CIPP patch to repair the defective area.

2. In addition, the Engineer and Owner may require an additional warranty beyond the standard warranty

period (defined elsewhere in these Specifications) for defective CIPP at no additional cost to the

Owner. This additional warranty will be for a maximum of five years (one year standard warranty plus

four additional years). This additional warranty may also be required on the entire “batch” of CIPP if

the defect appears to be material related (resin, felt, catalyst, etc.) or wet-out related regardless of the

acceptance test results or visual review of any particular CIPP liner section in that “batch”.

X. If a CIPP patch is approved as a repair method for manhole-to-manhole CIPP, the Owner will not pay the

full bid price for that sewer segment (manhole to manhole). The price reduction (credit) shall be

negotiated with the Contractor and shall be acceptable to the Owner. The credit shall be equal to at least

25% of the unit price bid for the CIPP installation and shall apply to the entire CIPP lining from manhole

to manhole. The Owner shall have the final decision on the amount of the credit. Any such credits shall

be accounted for on the monthly pay estimates (each and every month) as the defective CIPP is repaired.

Credits shall not accumulate until the end of the Contract.

END OF SECTION

MAY 30, 2019


SECTION 15355 – PRECAST CONCRETE WET WELLS – Page 1

SECTION 15355

PRECAST CONCRETE WET WELLS

PART 1 - GENERAL

1.1 SCOPE

A. The work under this Section includes the furnishing, installing and testing of the precast concrete pump

station wet wells, foundation and top slabs, and appurtenances required for a complete wet well pump as

shown on the Drawings and specified herein.

B. All ancillary concrete work shall be constructed properly in accordance with the Drawings and as required

pursuant to Section 03002: Concrete. All defects and leaks shall be remedied to MPWs satisfaction prior to

approval.

C. Precast concrete wet wells shall be designed pursuant to applicable ASTM, ACI, AS HTD standards

referenced herein, applicable local Building Codes and the loading conditions and recommendations stated

in site-specific geotechnical reports provided for reference by MPW.

1.2 RELATED WORK

A. Section 02200: Earthwork

B. Section 02221: Trenching, Backfilling and Compacting for Utilities

C. Section 03002: Concrete

D. Section 15360: Linings and Coatings for Precast Concrete Manholes and Wet Wells

1.3 SUBMITTALS

A. The Contractor shall submit to MPW for approval, before precast concrete sections are loaded for shipment

at the fabrication facility, certificates from the manufacturer certifying that each wet well precast section

has been inspected at the precast facility and each meets the requirements indicated on the Drawings and

specified in these and the referenced specifications.

B. Prior to fabrication of precast, manufactured concrete wet wells, the Contractor shall submit a detailed,

comprehensive design report to include all applicable dead and live loadings to which the concrete wet well

shall be subjected including hydrostatic loads, active and passive soil loading, earthquake loading,

uplift/flotation loading and top slab vehicular loading (maximum 300 lbs/sf).

C. The design and thickness of all precast reinforced concrete wet well wall riser, base, and top sections shall

be in accordance with the following standards:

1. ACI Committee 350, Environmental Engineering Concrete Structures (ACI-350R, latest revision)

2. ACI Committee 318, Building Code Requirements for Structural Concrete (ACI-318, latest revision)

3. Portland Cement Association (PCA) Rectangular Concrete Tanks, Revised 5th Edition.

4. Applicable Local Building Codes.

5. Wall and slab thickness shall be as required pursuant to the Engineer approved comprehensive design

report required to subpart 1.3.B above.

D. When provided as an Attachment to the Project Manual, Technical Specifications, and/or when referenced

on the Drawings, soil and earthquake loadings utilized for design shall be in accordance with applicable

loading and design recommendations contained in the project specific Geotechnical Report.

E. Design Reports found to be inconsistent with the requirements of subsections 1.3, A through D, shall be

rejected by the Engineer.

1.4 SHOP DRAWINGS

A. Before commencing fabrication of wet well precast sections covered under this Section, the Contractor

shall submit for approval shop drawings consisting of, but not limited to, detailed design computations for

reinforcement and precast sections, joint details, reinforcement dimensioned details of the various sections

required, cast iron frame and covers, each required well penetrating size and location, and any

appurtenances required for the furnishing and installing of wet well precast sections.

B. Drawings of the assembled wet well showing jointing, invert elevations, penetrations, castings, inserts and

similar details shall be required.

C. Shop drawing submittal must include specific top slab dimensions, details, and reinforcement.

D. Castings manufactured prior to shop drawing approval shall be rejected without further consideration.

1.5 TEST REPORTS

A. The precast wet well manufacturer shall furnish the Contractor, for his submittal to MPW, current mill test

reports from their cement manufacturer certifying that cement furnished on the project complies with the

requirements of ASTM C76, C478, or ACI 318, as applicable.

MAY 30, 2019



PART 2 - PRODUCT

2.1 MANUFACTURE

A. All materials shall be free from defects impairing strength and durability and be of the quality specified.

B. Wet well sections shall be constructed of precast reinforced concrete as hereinafter specified and shown on

the Drawings.

C. Exposed surfaces of precast concrete components, particularly top slabs, shall be free from surface

irregularities, chips, voids, cracks and other objectionable flaws.

1. All exposed precast slab edges shall have a one (1) inch 45O chamfer.

2. All exposed precast concrete slab surfaces shall have a medium broom finish parallel to the longest

dimension of the component.

D. Minimum wall thicknesses shall be pursuant to subpart 1.3.C above.

1. Joint contact surface shall be formed with machined casting.

2. Mating surfaces shall be exactly parallel with matching tongue and groove faces for the installation of

Butyl Rubber Sealant specifically intended for joining Tindall Vault Services precast components,

conforming to ASHTO —198 L.R.

E. Fabrication of precast concrete wet well sections shall not commence until applicable design computations

and shop drawings are approved by the Engineer.

2.2 COATINGS AND LININGS

A. Refer to Section 15360: Linings and Coatings for Precast Concrete Manholes and Wet Wells.

2.3 ACCESSORIES

A. Access Hatches, Castings, and Pipe Penetrations: Precast openings for access hatches and pipe

penetrations shall be coordinated by the precast fabricator to conform to the required clear opening

sizes and locations indicated on the Drawings.

B. Casting tolerances shall be + 1/8" for each separate location dimension, i.e., edge off-set, centerline,

off-set distance, etc. and each indicated dimension, i.e., length, width, depth, or diameter.

C. Where indicated, the specified make and model of casting rings and inserts indicated on the Drawings

shall be positioned to the tolerances as indicated above in Subsection B and cast into precast sections.

D. Ancillaries: Ancillary fittings, equipment, and appurtenances shall be furnished and installed as

indicated on the Detail Drawings or as specified elsewhere.

1. Wall sleeves, couplings, concrete inserts, conduits and equipment anchors shall be furnished and

installed pursuant to applicable manufacturer's instructions subject to MPW's prior approval.

PART 3 - EXECUTION

3.1 FOUNDATION PREPARATION

A. The Contractor shall excavate to the lines and grades indicated on the Drawings to the insitu subgrade

elevation indicated or directed by MPW in order to expose an acceptable insitu soil strata and required

subgrade elevation upon which foundation aggregate shall be placed and compacted.

B. All earthwork activities shall be pursuant to Section 02200 EARTHWORK and other applicable

specifications contained herein and indicated on the Drawings.

C. Foundation aggregate shall be SCDOT No. 57 crushed granite as specified in the SCDOT Standard

Specifications, 2007 Edition.

D. Foundation aggregate shall be placed and compacted in the lift thicknesses indicated on the Drawings and

specified elsewhere.

3.2 INSTALLING SECTIONS

A. Precast concrete sections shall be set so the wet well will be vertical and in true alignment to within 1/32"

maximum of true vertical plumb for each vertical foot of wet well. Total maximum deviation of actual

vertical alignment from true vertical shall not exceed one (1) inch, regardless of total wet well vertical

depth.

B. Joint surfaces on the base or previously set precast section shall have approved Butyl Rubber Joint Sealant

installed pursuant to the fabricators approved joint installation and assembly instructions or, where

applicable, sealed with approved pre-molded plastic joint sealer.

C. Joints shall be pre-primed with an approved primer compatible with the premolded butyl joint material

approved for jointing precast sections.

MAY 30, 2019



D. All precast concrete wetwell section joints shall be wrapped with a multi-layered, reinforced butyl rubber

exterior joint sealer to provide a positive, full exterior perimeter permanent seal against infiltration.

Exterior joint wrap shall provide integral steel straps on each side of the sections to be joined and shall be

as manufactured by Sealing System Inc. or Cretex Specialty Products (800-345-3764) pursuant to ASTM

C-877, L.R. (Type II) standard and shall pass the ASTM C-1244L.R. vacuum test. Installation of the

exterior joint sealer wrap shall be in strict accordance with the manufacturer’s, Engineer approved,

instructions.

3.3 NON-SHRINK MORTAR

A. All holes in precast sections used for their handling, and the annular space between the wall and entering

pipes, shall be thoroughly plugged with an approved non-shrinking mortar, applied and cured in strict

conformance with the manufacturer's recommendations so that there will be no leakage through openings

and around pipes.

1. The mortar shall be furnished smooth and flush with the adjoining interior and exterior wall

surfaces.

2. As soon as mortar is hydrated to the point where it will not be marred by such application, and

within two (2) hours after installing mortar, the Contractor shall apply an approved membrane

curing compound, conforming to ASTM C309, to the finished mortar surfaces both inside and

outside the wet well.

END OF SECTION

MAY 30, 2019


SECTION 15360 – LININGS AND COATINGS FOR PRECAST CONCRETE MANHOLES AND WET WELLS – Page 1

SECTION 15360

LININGS AND COATINGS FOR PRECAST CONCRETE MANHOLES AND WET WELLS

PART 1 – GENERAL

1.1 SCOPE

A. The work under this Section includes the lining and coating for precast concrete manholes and wet

wells as specifically indicated on the Drawings and specified herein.

B. Related Sections include but are not necessary limited to:

1. Division 0: Bidding Requirements, Contract Forms, and Conditions of the Contract

2. Division 1: General Requirements

3. Section 02515: Precast Concrete Manhole Structures

4. Section 15350: Manhole Rehabilitation

5. Section 15355: Precast Concrete Wet Wells

C. All ancillary work shall be constructed properly in accordance with the Drawings and Specifications.

All defects shall be remedied to MPW’s satisfaction prior to approval.

1.2 SUBMITTALS

A. The Contractor shall submit to MPW for approval, complete shop drawings of manhole lining system

to demonstrate compliance with these specifications, to show materials of construction and to detail

installation procedures. Testing procedures and quality control procedures shall also be submitted.

B. The Contractor shall submit manufacturer documents containing product technical information, ASTM

test results and certification, application procedures and specifications for approval.

PART 2 – PRODUCTS

2.1 MATERIALS

A. Exterior Coating: Applies to wet well sections only.

1. Applies to wet well sections only

2. Unless specifically indicated otherwise on the Drawings, the exterior surfaces of all wet well

sections shall be given two (2) coats of waterproofing epoxy coating.

3. Approved manufacturer(s):

a. Koppers 300M

b. Approved Equal

4. Total minimum dry film thickness shall be 12 mils. Each coat shall be applied at the rate of not

less than one (1) gallon per 100 square feet.

5. The waterproofing material shall be applied by brush or spray in accordance with the instructions

of the manufacturer. Sufficient time shall be allowed between coats to permit adequate drying to

ensure that the application of the second coat has no effect on the first coat.

6. Coating of precast concrete wet wells shall be applied at the place of fabrication.

7. Additional coating or touch up work shall be required after installation if so directed by MPW at

no additional cost to MPW.

B. Interior Lining: Applies to manhole and wet well sections

1. Cementitious Lining System:

a. Where specified on the Contract Drawings, the interior of the manholes shall be coated with a

cementitious lining system. Refer to Section 15350 for additional requirements.

b. The cementitious lining system shall be a 100% Calcium Aluminate Product (product

comprised of calcium aluminate cement and calcium aluminate aggregate). Partial calcium

aluminate products (or blended products) shall not be considered an equal and shall not be

approved.

c. Approved Manufacturer(s):

(1) SewperCoat PG by Kerneos, Inc.

(2) High Performance by Strong Seal Systems

(3) HITEC 100 by A.W. Cook Cement

d. Lining application shall provide a minimum dry thickness of 1.00 inches lining on all new wet

well concrete surfaces or over existing epoxy linings approved to remain and 1.00 inch

minimum dry thickness on all existing wet well concrete surfaces.

e. All manhole surfaces to be lined with a cementitious lining system shall be prepared in

accordance with the manufacturer’s specifications.

f. The cementitious lining system shall be a pumpable cement mixture. The lining shall be

installed via low-pressure application only. The materials shall be suitable for all the

specified design conditions. Trowel application may be approved by the Engineer.

MAY 30, 2019



g. The cementitious lining shall provide a minimum service life of 25 years. The cured

cementitious lining shall be continuously bonded to all the brick, mortar, concrete, chemical

sealant, grout, pipe and other surfaces inside the manhole. Provide bond strength data on

cured, cementitious lining based on ASTM test methods referenced herein.

h. The cementitious liner when cured shall have the following minimum characteristics at 28

days as measured by the applicable ASTM standards referenced herein:

(1) Minimum compressive strength of 6,000 psi

(2) Minimum bond strength of 130 psi

(3) Shrinkage of less than 0.05%

i. The cementitious lining shall be compatible with the thermal condition of the manhole

surfaces. Surface temperatures will range from 20 F to 100 F. Provide test data on shrinkage

of the cementitious lining based on the ASTM standards referenced herein.

C. Exterior Pipe Coating: Interior wet well piping, valves, fittings, and static metallic appurtenances

1. Applies to the exterior coating of ductile iron pipes, fittings, fasteners and all ferrous metal

appurtenances within new and existing wetwells, unless buried. Pump discharge elbows are not to

be coated. Stainless steel pipe, couplings and fasteners shall not be coated.

2. Approved Manufacturer(s):

a. Neopoxy Series NPR-5300 by Neopoxy International

b. Raven 405 Epoxy System by RLS, a division of CIPAR, Inc.

3. Coating shall have a minimum wet film thickness of 60 mils.

a. Airless spray application equipment approved by the manufacturer shall be used to apply each

coat of the protective coating.

b. If necessary, subsequent top coating or additional coats of the protective coating should occur

as soon as the basecoat becomes tack free, ideally within 24 hours but no later than the recoat

window for the specified products. Additional surface preparation procedures will be

required if this recoat window is exceeded.

PART 3 – EXECUTION


A. Acceptance Tests

1. Cementitious Lining System

a. Field acceptance of the cementitious lining shall be based on the Engineer's field inspections

and evaluation of the appropriate installation and curing test data. The cementitious lining

shall provide a continuous monolithic surfacing with uniform thickness throughout the

manhole interior. If the thickness of the lining is not uniform or is less than specified, it shall

be repaired or replaced at no additional cost to MPW.

b. If the Engineer must enter the manholes to inspect the work, the Contractor shall provide

forced air ventilation, gas monitors and detectors, harnesses, lights, confined space entry

permits, etc. for the Engineer or MPW to enter the manhole and perform the inspection in

complete accordance with OSHA requirements at no additional cost to MPW.

c. Cube Testing:

1) Samples shall be taken of the installed liner each day that cementitious lining is installed

as follows: one sample if one to five manholes were coated that day, two samples if six to

ten manholes were coated that day, three samples if eleven to fifteen manholes were

coated that day, and four samples if sixteen or more manholes were coated that day.

Samples shall be taken at equally spaced intervals throughout the day. The frequency of

tests may be increased by the Engineer and performed by the Contractor at no additional

cost to the Owner when the required tests show that the installed lining does not meet the

specifications.

2) Samples shall be cube samples. At least six cubes shall be taken for each sample for

testing. All cube samples shall be taken in the field from the material being sprayed. The

Contractor shall show the samples to the Engineer each day and the Engineer shall initial

the samples for delivery to the testing laboratory. The Contractor shall properly take and

store the samples and shall deliver the samples to the testing laboratory. The laboratory

shall document that they received the initialed samples. The tests shall be performed by

an independent testing laboratory. All costs associated with the tests shall be paid for by

the Contractor. The test results shall be submitted to the Engineer immediately when

available, no later than 30 days after the lining is installed, or payment will be withheld.

MAY 30, 2019



3) The samples shall be tested in accordance with the applicable ASTM standards to verify

that the installed liner meets the compressive strength requirements specified herein and

the lining manufacturer’s published data on the product. Tests shall include 7-day and

28-day strength tests (3 tests/cubes for each time period for each sample). Shrinkage and

bond strength tests shall be performed on each batch or lot of material shipped to the

Contractor.

d. Vacuum Testing:

1) All manholes shall be vacuum tested. Manholes shall not be vacuum tested until at least

7 days after the cementitious lining was installed. Vacuum testing shall be performed in

accordance with ASTM C-1244 except that the minimum test time shall be 1 minute.

The testing shall be paid for by the Contractor and be included in the bid price for

manhole lining. The Engineer or MPW shall be present for all testing. The Contractor

shall notify the Engineer/MPW 48 hours prior to testing.

e. The Contractor shall submit test reports of the testing which include the project name,

manhole tested, data on testing (vacuum pressure, test duration, etc.), and whether the

manholes passed or failed the test. Test reports must be submitted for failed tests with the

reason for failure noted on the report. The Engineer shall sign all test reports to document

that the Engineer was present for the testing. Any manhole that fails the vacuum test shall be

repaired and retested immediately by the Contractor at no additional cost.

END OF SECTION

MAY 30, 2019


SECTION 15366 – FUSIBLE PVC PIPE FOR PRESSURE MAINS INSTALLED BY DIRECTIONAL DRILLING – Page 1

SECTION 15366

FUSIBLE POLYVINYL CHLORIDE (PVC) PIPE FOR PRESSURE MAINS INSTALLED BY DIRECTIONAL DRILLING

PART 1 - GENERAL

1.1 SCOPE OF WORK

A. This Section shall be applicable to all fusible PVC pipe required for pressure mains installed by directional

drilling.

B. This Section specifies the material requirements of Fusible Polyvinyl Chloride (PVC) pipe used for

pressure mains and all ancillary work associated with the installation of pressure mains by Horizontal

Directional Drilling (HDD) pursuant to Section 02781.

1.2 CONFORMANCE WITH DOCUMENTS

A. All pressure main and appurtenant construction shall be performed in accordance with the Drawings and

Specifications.

1.3 SPECIFICATIONS

A. All Standard Specifications, i.e., Federal, ANSI, ASTM, etc. made a portion of these Specifications by

reference, shall be the latest edition and revision thereof.

B. All Fusible Polyvinyl Chloride (PVC) pipe furnished under these Specifications shall conform to all

applicable requirements in the latest revision of the following standards, unless otherwise specified herein:

1. ASTM D1748-08 Standard Specification for Rigid PVC and CPVC Compounds.

2. AWWA C900-07 AWWA Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated

Fittings, 4 in. through 12 in. (100mm through 300mm), for Water Distribution.

3. AWWA C905-10 AWWA Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated

Fittings, 14 in. through 48 in. (350mm-1200mm) for Water Transmission.

4. AWWA C605-05 AWWA Standard for Underground installation of Polyvinyl Chloride (PVC)

Pressure Pipe Fittings for Water.

5. NSF-61 Drinking Water System Components - Health Effects.

6. PPI PVC Range Composition Listing of Qualified Ingredients TR-2.

PART 2 - PRODUCTS

2.1 QUALIFICATION

A. The manufacturer shall certify that all Fusible PVC pipe and fittings are manufactured pursuant to this

Specification, specifically the minimum requirements specified in Subsection 1.3 above.

2.2 MATERIALS

A. Materials used for the manufacture of pipe and fittings shall meet the following requirements:

1. Fusible C900TM and Fusible C905TM shall be marked per the appropriate sections of the AWWA

Standard including normal size, PVC, Dimension Ratio, AWWA pressure class or rating, AWWA

Standard designation number, NSF-61 Seal, mark verifying suitability or potable water service,

extrusion production-record and the trade mark name of Fusible C900TM or C905TM.

2. Cell Classification 12454B and/or PVC material code 1120 shall be included.

3. Fusible PVCTM shall be marked with the nominal size, PVC, cell classification and/or material code,

pressure rating, extrusion production-record code and the trade name of Fusible PVCTM.

4. The NSF-61 mark will be included for potable water applications.

B. Fusible PVC Diameters shall be as specified herein:

1. Fusible C900TM sizes 4" through 12" nominal outside diameter shall have a maximum Dimension

Ratio (DR) of 18 pursuant to Subsection 2.3 D below unless specifically approved by the Engineer or

indicated otherwise on the Drawings.

2. Fusible C900 and C905 pipe shall be in ductile Iron Pipe Sizes (DIPS).

3. Fusible C905TM sizes 14" through 48" nominal outside diameter shall have a maximum Dimension

Ratio (DR) of 18 pursuant to Subsection 2.3D below unless specifically approved otherwise by the

Engineer or indicated otherwise on the Drawings.

4. In circumstances where the Contractor and Pipe Manufacturer/Supplier can demonstrate to the

Engineer that a higher DR (thinner wall thickness) will not compromise the integrity of the completed

force mains, thinner wall pipe may be approved, albeit at the sole risk to the installing Contractor.

C. Physical properties shall be as specified herein:

1. The material properties of Fusible C900TM/C905TM/PVCTM shall be as defined in ASTM D 1784-

02. The Cell Classification shall be 12454B.

MAY 30, 2019



2. The formulation for extrusion of Fusible C900TM, Fusible C905TM, Fusible PVCTM shall be

compounded to the specific proprietary recipe for the Fusible pipe and meet the requirements of PPI

TR-2.

3. The pipe shall be extruded with plain ends. The ends shall be square to the pipe and free of any bevel

or chamfer.

4. The pipe lengths shall be standard lengths minimum.

5. Any scratch or gouge greater than 10% of the wall thickness shall be considered significant grounds

for rejection unless determined acceptable by the Project Engineer.

6. Fusible PVCTM shall be GREEN for wastewater main applications and BLUE for water mains.

D. All testing for material compliance shall be as specified herein and pursuant to applicable test procedures

tabulated above. A certificate of compliance and report of each test shall be furnished by the manufacturer

for all materials furnished. Pipe and fittings shall be rejected for failure to meet requirements specified

herein.

2.3 PIPE AND FITTINGS

A. Pipe and fittings shall be manufactured from identical material meeting the requirements of Subsection

2.2A.

1. The manufacturer shall certify that samples of production pipe have been tested in-house in accordance

with applicable, specified ASTM standards.

2. The Contractor shall certify that all pipe material and fittings supplied for the work meet or exceed all

specified requirements of Subsection 2.2A.

3. Pipe shall be extruded from compound formulation that meets the range requirements of PPI TR-2,

Table 1 qualifying the pipe for an HDB of 4000 psi.

B. Pipe pressure ratings shall be a minimum of 150 psi when determined in accordance with the following

formula:

P = 2 x HDB x F / (SDR - 1)

Where:

P = pressure rating, psi

HDB = Hydrostatic Design Basis pursuant to Subsection 2.02A, psi

F = Design Factor

SDR = Standard Dimension Ratio = OD/t

OD = Pipe outside diameter, in.

t = Pipe minimum wall thickness, in.

C. Pipe Design: Fusible PVC Pipe DR shall be determined in accordance with the external hydrostatic load

conditions and the tensile stress conditions encountered during pull-back and shall have a maximum

SDR/DR of 18 unless indicated otherwise on the Drawing or approved by the Engineer pursuant to

Subsection 2.2, B above.

D. Nominal pipe diameter shall be as indicated on the Drawings.

E. Fusible PVC pipe shall be handled in accordance with manufacturer’s recommendations.

F. Fusible PVC pipe shall be joined per the supplier’s recommendations.

G. Fusible PVC pipe shall be installed in a manner not to exceed the supplier’s recommended bending radius.

H. Where fusible PVC pipe is installed by pulling in tension, the supplier’s recommended Safe Pulling Force

shall not be exceeded.

I. Pre-Construction Submittals

1. The following product data shall be provided by the pipe supplier and/or fusion provider to the

Engineer for approval prior to delivery of materials to the worksite:

a. Pipe Size

b. Dimensionality

c. Pressure Class per applicable standard

d. Color

e. Recommended Minimum Bending Radius

f. Recommended Maximum Safe Pull Force

g. Pipe and fusion services warranty information.

h. Written procedural documentation for piping products including proper handling and storage,

installation, tapping, and testing.

i. Fusion technician qualification indicating conformance with this specification.

J. Post-Construction Submittals

1. The following as-recorded data shall be provided by the Contractor and submitted to the Engineer for

review and approval prior to the Engineer’s Certification of Substantial Completion:

MAY 30, 2019



a. Fusion report for each fusion joint performed on the project, including joints that were rejected.

Specific requirements of the Fusion Technician’s joint report shall include:

1) Pipe Size and Thickness

2) Machine Size

3) Fusion Technician Identification

4) Job Identification

5) Fusion Joint Number

6) Fusion, Heating, and Drag Pressure Settings

7) Heat Plate Temperature

8) Time Stamp

9) Heating and Cool Down Time of Fusion

10) Ambient Temperature

PART 3 - EXECUTION

3.1 DELIVERY AND OFF-LOADING

A. All pipe shall be bundled or packaged in such a manner as to provide adequate protection of the ends

during transportation to the site. Any pipe damaged in shipment shall be replaced as directed by the

Engineer at no cost to the Owner.

B. Each pipe shipment shall be inspected prior to unloading to determine if the load has been shifted or

otherwise damaged. Notify Engineer immediately if more than immaterial damage is found. Each pipe

shipment shall be checked to verify the required quantity and proper pipe size, color, and type.

C. Pipe shall be loaded, off-loaded, and otherwise handled in accordance with AWWA M23. All applicable

pipe suppliers’ guidelines shall be followed.

D. Off-loading devices including chains, wire rope, chokers, or other sharp-edged pipe handling implements

that may scratch, nick, cut, or gouge the pipe are strictly prohibited.

E. During removal and handling, prevent pipes from striking anything. Significant impact will cause damage,

particularly during cold weather.

F. If appropriate unloading equipment is not available, pipe shall be unloaded by manually removing

individual pieces. Care shall be taken to insure that pipe is not dropped or damaged. Pipe shall be carefully

lowered, not dropped, from trucks.

3.2 HANDLING AND STORAGE

A. Any length of pipe showing a crack or which has received a blow that may have caused an incident

fracture, even though no such fracture can be seen, shall be marked as rejected and removed at once from

the work site. Damaged areas, or possible areas of damage may be removed by cutting out or removing the

suspected incident fracture area. Limits of acceptable length of pipe shall be determined by the Engineer.

B. Any scratch or gouge deeper than 5% of the wall thickness shall be considered significant and rejected

unless specifically determined acceptable by the Engineer.

C. Pipe shall be stored and placed on level ground. Pipe shall be stored at the job site in the unit packaging

provided by the manufacturer. Caution shall be exercised to avoid compression, damage, or deformation to

the ends of the pipe. The interior of the pipe, as well as all end surfaces, should be kept free from dirt and

foreign matter.

D. Pipe shall be handled and supported with the use of woven fiber pipe slings or approved equal. Care shall

be exercised when handling the pipe to not cut, gouge, scratch or otherwise abrade the piping in any way.

E. Pipe should be shaded or otherwise shielded from direct sunlight. Covering of the pipe which allows for

temperature build-up is strictly prohibited. Pipe will be covered with an opaque material while permitting

adequate air circulation above and around the pipe as required to prevent excess heat accumulation.

F. Pipe shall be stored and stacked per the pipe supplier’s guidelines.

3.3 HEAT FUSION

A. Pipes shall be joined to one another and to Polyvinyl Chloride (PVC) fittings by thermal butt fusion, in

accordance with Engineer approved procedures published by the pipe manufacturer.

1. Both installers and joint inspectors shall be trained by the manufacturer or his authorized

representative. The Contractor shall provide the Engineer with the names of installers, fusion welders

and joint inspectors and applicable documentation indicating appropriate training for each.

2. Butt fusion joining of unlike DR’s shall not be permitted. Transition from one DR to another shall be

accomplished by the use of mechanical couplings.

3. Sections of Fusible PVC pipe shall be assembled and heat fusion joined on-site above ground and

positioned for continuous, uninterrupted pull-back pursuant to Section 02781.

a. The contractor may be directed to perform a low pressure air test, not to exceed 5 psi, before

pullback begins. The pipe string shall be deemed acceptable if pressure does not drop by more than

½ psi over 10 minutes.

MAY 30, 2019



4. All leaking joints shall be repaired or replaced at Contractor’s expense and retested. Leakage that

occurs after inspection but before final acceptance shall be repaired or replaced at Contractor’s

expense.

5. Pressure testing of completed sections shall be in accordance with Subsection 3.5, TESTING.

B. Sleeve-Type Couplings:

1. Sleeve-type mechanical couplings shall be manufactured for use with PVC pressure pipe, and may be

restrained or unrestrained as indicated on the Drawings.

2. Sleeve-type couplings shall be rated at the same or greater pressure carrying capacity as the pipe being

joined.

3.4 MECHANICAL JOINTS

A. Fusible Polyvinyl Chloride (PVC) pipe shall be connected to systems of fittings of other materials by

means of restrained mechanical joints rated for the same pressure service as the piping.

B. Mechanical restrained joints shall be Series 2000 PV Restrained Joint (C900/C905 DIPS) Flange by EBAA

IRON or approved equal, installed in accordance with Engineer approved manufacturer’s published

procedures.

C. All Mechanical Joint Fasteners shall be AISI Type 316 stainless steel bolts and Type 304 nuts.

D. Each fusion joint shall be recorded and logged by an electronic monitoring device (data logger) connected

to the fusion machine. The fusion data logging and joint report shall be generated by software developed

specifically for the butt-fusion of thermoplastic pipe. The software shall register and/or record all

parameters required by the pipe supplier and as specified herein. Data not logged by the data logger shall be

logged manually and be included in the Fusion Technician’s Joint Report.

E. After installation, connections to other materials shall be by mechanical joint fittings as noted above. PVC

pipe ends shall not be bent into position with heavy equipment; instead, alignment shall be accomplished

by the use of fittings.

3.5 TESTING

A. Completed sections of completed FPVC pressure main shall be pressure tested as specified below:

1. Joints shall be exposed to inspect for leakage. Expansion joints and expansion compensators, if

installed, shall be temporarily restrained, isolated, or removed during pressure testing. The

temperature of the test liquid and the pipe test section shall both be stabilized at ambient temperature.

2. WARNING: Pressure testing may cause unknown material/workmanship flaws to fail by leaking or

rupture resulting in catastrophic failure; rupture may result in the sudden, forcible, uncontrolled

movement of piping, fittings, and/or ancillary components. Pipe sections and fittings under test shall

be restrained against sudden, uncontrolled movement from catastrophic failure. Test equipment shall

be examined before pressure is applied to insure all components are tightly connected. Take all

applicable precautions to eliminate hazards to personnel near sections being tested. Keep all personnel

a safe distance away from test sections during testing.

3. Testing procedures shall conform to applicable requirements of the latest editions of the following

standards unless specified otherwise:

a. Fusible C900TM/C905TM/PVCTM pipe shall be tested at the extrusion facility for the pipe

properties required to meet AWWA Standards for C900 and C905.

b. Tests during extrusion shall be done at the frequency as determined by AWWA Standards C900

and C905.

c. For each extrusion run, the test results shall be summarized and reported. Copies of each test shall

be provided to the Engineer.

d. Tests to be included for each extrusion run shall meet or exceed AWWA C900/C905 requirements

for Dimensional Checks, Acetone Immersion, Flattening, and Burst Pressure.

e. After installation, the required pressure test shall be a hydrostatic test with a minimum duration of

three (3) hours.

4. Hydrostatic Testing and Leakage Testing:

a. Hydrostatic and leakage testing for piping systems that contain mechanical jointing as well as fused

PVC jointing shall comply with AWWA C605.

b. Unless agreed to or otherwise designated by the Engineer, for a simultaneous hydrostatic and

leakage test following installation, a pressure equal to 150% of the pipe’s certified working

pressure at point of test, but not less than 125% of certified working pressure at highest elevation

shall be applied. The duration of the pressure test shall be a minimum of two (2) hours.

c. If hydrostatic testing and leakage testing are performed at separate times, follow procedures as

outlined in AWAA C605.

d. In preparation for pressure testing the following parameters shall be followed:

MAY 30, 2019



1) All air shall be vented from the pipeline prior to pressurization. Venting may be accomplished

with the use of non-compensatory air relief valves or corporation stop valves, vent piping in

the testing hardware or end caps, or any other method which adequately allows air to escape

the pipeline at all high points.

2) Venting may also be accomplished by ‘flushing’ the pipeline in accordance with the

parameters and procedures as described in AWWA C605.

e. The pipeline shall be fully restrained prior to pressurization, including complete installation of all

mechanical restraints per the restraint manufacturer’s guidelines, whether permanent or temporary

to the final installation. Proper restraint shall also include the installation and curing of any and all

required thrust blocking. All appurtenances included in the pressure test, including valves, blow-

offs, and air-relief valves shall be checked for proper installation and restraint prior to the beginning

of each test.

f. Temporary pipeline alignments that are being tested, such as those that are partially installed in

their permanent location shall be configured to minimize the amount of potentially trapped air in

the pipeline.

g. Segments of the pipe may be tested separately in accordance with standard testing procedure, as

approved by the Engineer.

END OF SECTION

MAY 30, 2019


SECTION 16050 – GENERAL PROVISIONS – ELECTRICAL – Page 1

SECTION 16050

GENERAL PROVISIONS - ELECTRICAL

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General and Supplemental Conditions and

Division 1 of the Specifications, apply to work of this section.


A. The work covered by this division of the Specification includes the furnishing of all labor, materials,

tools, temporary power, transportation, permits, certificates, temporary protection and storage required

to complete the electrical service entrance and electrical installation.

B. All work included in this division of the work and its sections is complimentary to all the requirements

and conditions set forth in other Divisions and Sections of the Specifications, and associated drawings

wherever applicable to the Electrical Work.

1.3 LICENSES, PERMITS, FEES AND TAXES

A. The Contractor shall secure and pay for all licenses and permits necessary to perform work under this

division, and pay all Federal, State, and Local taxes that may be required.

1.4 CODES AND REGULATIONS

A. The latest adopted edition of the codes and regulations of the following govern this section and shall be

considered minimum requirements:

1. National Electrical Code (NEC)

2. National Electrical Safety Code (NESC)

3. Underwriters Laboratories, Inc. (UL)

4. National Fire Protection Association (NFPA)

5. Applicable Electrical Codes as may be adopted by the Town of Mount Pleasant

1.5 SKILLED TRADESMEN AND STANDARD OF WORK

A. The work under this contract shall be performed by tradesmen skilled in each particular trade and shall

be accomplished so as to be safe, neat and functional upon completion.

B. Careful attention shall be paid to workmanship. Any work which, in the opinion of MPW, is badly

arranged or poorly executed shall be replaced in a proper and neat manner by the Contractor at no

expense to MPW, and shall not delay the project schedule.

C. All Contractor's work in progress or completed, as well as buildings, machinery, and equipment that

may be damaged through the execution of this work, shall be protected by the Contractor. Such

protection shall remain and be maintained until its removal is approved by MPW.

D. Cleanup and Housekeeping. The Contractor shall at all times keep the premises free from the

accumulations of waste materials or rubbish caused by his employees or by the work. Waste materials

shall be removed and the work area cleaned regularly. The work area shall be kept in an orderly

fashion such that no safety hazards are created or movement of other equipment is impaired.

1.6 CONFLICTS BETWEEN PLANS, DIMENSIONS AND SPECIFICATIONS

A. Bring any conflict between these specifications, design drawings, referenced national standards and

codes immediately to MPW’s attention, and obtain clarification before proceeding.

B. The contract drawings are diagrammatic and are not intended to show the work in every respect and do

not show all structural and installation details. The Contractor shall be responsible for all dimensions

required for laying out and installing his work.

C. MPW reserves the right to make reasonable changes in the location of apparatus or equipment up to

the time of roughing-in. Such changes as directed shall be made by the Contractor without additional

compensation.

PART 2 - PRODUCTS

2.1 GENERAL

A. All electrical materials and equipment installed on this project shall be new and manufactured within

one year of bid date.

B. All electrical materials and equipment shall be UL listed.

C. The intent of these specifications is to establish the quality and style of products to be furnished.

Products are specified in these specifications or on the drawings by reference to manufacturer, vendor,

trade name, product line and/or catalog number.

MAY 30, 2019



D. The design is based on the use of the specified product. Should the Contractor choose to substitute an

“equal” or “approved equal” product, then the Contractor shall insure that the product so substituted is

compatible in all electrical, mechanical, structural and environmental aspects and that dimensionally it

will fit within the space allowed. The Contractor shall make all necessary adjustments to insure a

complete, functional and neat installation in keeping with the intent of these specifications.

2.2 MATERIAL SUBSTITUTIONS

A. Material substitutions will not be considered due to the requirement to reduce un-necessary spare parts

inventory by the Owner.

2.3 SUBMITTALS

A. Contractor shall provide submittals for all electrical materials and equipment. Wiring diagrams and

material shop drawings shall be submitted and approved by the Engineer before procurement,

fabrication, or delivery of such items to the job site. Partial submittals shall not be acceptable; such

submittals will be returned without review. Submittals shall include a detailed equipment and wiring

diagram for the complete control panel assembly including the identity, make, model, voltage rating,

etc. of all components.

B. Manufacturer's Data shall be manufacturer's descriptive literature, equipment drawings, diagrams,

performance and characteristic curves, and catalog cuts. Each submittal shall include the

manufacturer's name, trade name, catalog model or number, nameplate data, size, layout dimensions,

capacity, specification reference, applicable industry specification references, and all other information

necessary to establish contract compliance.

1. Conduit and Fittings (each type).

2. Insulated Conductors.

3. Outlet and Junction Boxes.

4. Circuit Breakers.

5. All other Electrical Material and Equipment.

C. Shop Drawings shall show types, sizes, accessories, elevations, floor plans, sectional views,

installation, details, elementary diagrams, and wiring diagrams. Wiring diagrams shall identify circuit

terminals and shall indicate the internal wiring for each type of equipment and the interconnection

between the items. Drawings shall also indicate adequate clearance for operation, maintenance and

replacement of operating equipment devices. If any equipment is disapproved, the drawings shall be

revised to show acceptable equipment and be resubmitted.

1. Panelboards.

2. Conduit and Cable Layout Schematics.

3. Standards Compliance

D. When materials or equipment must conform to the standards of organization such as the American

National Standards Institute (ANSI), American Society for Testing and Materials (ASTM), National

Electrical Manufacturers Association (NEMA), and Underwriters Laboratories (UL), proof of such

conformance shall be submitted to the Engineer for approval. If an organization uses a label or listing

to indicate compliance with a particular standard, the label or listing will be acceptable evidence,

unless otherwise specified. If no label or listing exists, the Contractor shall submit a certificate from an

independent testing organization, which is competent to perform acceptable test and is approved by the

Engineer. The Certificate shall state that the item has been tested in accordance with the specified

organization's test methods and that the item conforms to the specified organization's standard.

E. For materials and equipment whose compliance with organizational standards or specifications is not

regulated by an organization using its own listing or label as proof of compliance, a certificate of

compliance from the manufacturer shall simply state that the manufacturer certified that the product

conforms to all requirements of the project specification and of the referenced standards listed.

F. Certified Test Reports: Before delivery of materials and equipment, certified copies of all test reports

specified in the individual sections shall be submitted for approval.

G. MPW’s approval of drawings shall not relieve the Contractor from responsibility for deviations from

the contract documents, unless he has, in writing, called attention to such deviations at the time of

submitting, nor shall it relieve him from the responsibility of error of any sort.

H. Review of manufacturer's drawings constitutes acceptance of general design only and will not release

the Contractor from fulfilling the terms and intent of the drawings and specifications.

2.4 OWNER SUPPLIED MATERIALS AND EQUIPMENT

A. The Contractor shall receive, store and install all MPW supplied materials and equipment. Materials

and equipment shall be stored in a place and manner approved by MPW. The Contractor shall be

responsible for all damage to Owner supplied materials or equipment except for damage specifically

noted in writing on the bill of lading at the time of receipt.

MAY 30, 2019



2.5 DELIVERY AND STORAGE

A. Equipment and materials shall be properly stored and adequately protected and carefully handled to

prevent damage before and during installation. Equipment and materials shall be handled, stored and

protected in accordance with the manufacturer's recommendations and as approved by MPW.

B. Electrical conduit shall be stored to provide protection from the weather and accidental damage.

C. Cables shall be sealed, stored and handled carefully to avoid damage to the outer covering or insulation

and damage from moisture and weather.

D. Damaged or defective items, in the opinion of the Engineer, shall be replaced with new items at no cost

to MPW.

E. Cataloged Products: Materials and equipment shall be the cataloged products of manufacturers

regularly engaged in production of such materials or equipment and shall be manufacturer's latest

standard design that complies with the specification requirements.

F. When two or more units of the same type, class, and size of equipment are required, these units shall

be products of a single manufacturer; however, the component parts of the system need not be the

products of the same manufacturer.

G. Each major component of equipment shall have the manufacturer's name, address, and the model and

serial number on a nameplate securely affixed in a conspicuous place; the nameplate of the distributing

agent will not be acceptable.

H. Materials and Equipment: Provide new materials of high quality which will give long life and reliable

operation. Equipment shall not have been in prior service except as required by factory tests.

Workmanship shall be of highest quality in every detail.

PART 3 - EXECUTION

3.1 WORK INCLUDED

A. All work subject to the following:

1. Instruction to Bidders

2. General and Supplemental Conditions

3. All drawings

4. Specifications and Supplemental Documents

5. Contract Agreement

B. All materials and equipment to be furnished and installed as described in all sections and as shown on

the contract drawings.

C. The Contractor shall provide all labor, materials, and equipment indicated or reasonably implied to

carry out the intent of the work complete.

D. Turn over reusable motor controller components to owner for possible reuse. If MPW refuses

acceptance of these components, they become the property of the contractor for disposal or reuse.

3.2 SUPERVISION, SCHEDULING, AND COORDINATION

A. Work shall be properly supervised at all times by a field supervisor or competent foreman employed by

and representing the Contractor. The contractor shall pay particular attention to the phasing of the

demolition as spelled out on the electrical and civil drawings.

B. The Contractor shall acquaint himself with the plans for all other trades as necessary to properly install

fixtures, equipment, conduits, etc., at proper stage of construction and shall work in advance of the

others as required to eliminate all cutting and patching possible.

C. It shall be the Contractor's responsibility to inform other contractors of necessary clearances and access

openings for all electrical equipment.

D. The Contractor shall coordinate all power outages with MPW, the utility, and other trades.

3.3 MANUFACTURER'S RECOMMENDATIONS

A. Where installation procedures are specified to be in accordance with the recommendations of the

manufacturer of the material or equipment being installed, printed copies of these recommendations

shall be furnished to the Engineer prior to installation. Installation of the item will not be allowed to

proceed until the recommendations are received. Failure to furnish these recommendations can be

cause for rejection of the material.

3.4 ADDITIONS, RENOVATIONS AND DEMOLITIONS

A. For projects involving addition to, or renovation or demolition of existing facilities, the Contractor

shall visit the site and thoroughly familiarize himself with all existing conditions. No requests for

additional compensation will be considered for work which a thorough examination of existing

conditions would have shown was reasonably required in order to properly complete the work.

B. Disconnect, relocate and reconnect any existing electrical equipment shown or required to be removed

or relocated. Contractor shall safeguard all existing equipment from damage during construction.

MAY 30, 2019



3.5 RECORD DRAWINGS

A. During construction, the Contractor shall keep an accurate record of all deviations between work as

shown on the contract drawings and that which is actually installed.

B. The Contractor shall maintain two complete sets of record drawings of the contract drawings for the

purpose of recording field changes. One set shall be used to record field changes in pencil; the second

set shall be used by the Contractor to make a neat and accurate record in red ink of all changes and

revisions to the original design which exist in the completed work. Such drawings shall be available to

MPW at the job site at all times and submitted to MPW upon substantial completion of the project

pursuant to record drawing requirements specified elsewhere.

3.6 MANUFACTURER'S RECOMMENDATIONS

A. Where installation procedures are specified to be in accordance with the recommendations of the

manufacturer of the material or equipment being installed, printed copies of these recommendations

shall be furnished to MPW prior to installation. Installation of the item will not be allowed to proceed

until the recommendations are received. Failure to furnish these recommendations can be cause for

rejection of the material.

3.7 DEMONSTRATION OF COMPLETED ELECTRICAL SYSTEMS

A. The Contractor shall, upon request, demonstrate proper operation of all electrical systems and

equipment in the presence of an MPW representative or other designated persons. Five days notice of

such testing will be provided to MPW.

B. The Contractor shall provide all test equipment and personnel and submit written copies of all test

results at no additional compensation.

C. Devices Subject to Manual Operation: Each device subject to manual operation shall be operated at

least five times, demonstrating satisfactory operation each time.

D. Test on 600-Volt Wiring: Test all 600-volt wiring to verify that no short circuits or accidental grounds

exist. Perform insulation resistance tests on all wiring using an instrument which applies a voltage of

approximately 500 volts to provide a direct reading of resistance; minimum resistance shall be 250,000

ohms.

E. Polarity Test: Contractor shall test receptacles to verify proper connection of grounded conductor.

F. Grounding System Test: Test the grounding system to assure continuity and that the resistance to

ground is not excessive. Test each ground rod for resistance to ground before making any connections

to the rod; then tie entire grounding system together and test for resistance to ground. Make resistance

measurement in normally dry weather, not less than 40 hours after rainfall. Submit written results of

each test to MPW and indicate the location of the rods as well as the resistance and soil conditions at

the time the measurements were made.

G. Make such changes as directed to make installation comply with the plans and specifications.

H. Repair or replace all faulty work and/or equipment.

I. The Contractor shall furnish to MPW six (6) copies of instruction books and manufacturer's

installation/operation/maintenance data, for all electrical equipment purchased by the Contractor.

Instruction books and other data shall include a list of spare parts for this equipment.

3.8 WARRANTY

A. The Contractor shall warrant the completed electrical system to be free from mechanical and electrical

defects for a period of two (2) years from the date of MPW’s acceptance of the work, unless the

manufacturer's product warranty exceeds this period, in which case the Contractor will include in his

bid the cost to make his warranty of labor (and material incidental to replacement of the product)

coincide with the product warranty.

END OF SECTION

MAY 30, 2019


SECTION 16120 – LOW VOLTAGE WIRES AND CABLES: 0 TO 600 VOLTS – Page 1

SECTION 16120

LOW VOLTAGE WIRES AND CABLES – 0-600 VOLTS

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and General Provisions of Contract, including General and Supplementary Conditions and

Division 1 and Section 16050, apply to this section.


A. Furnish and install all wires and cables for all electrical systems as shown on the drawings and herein

specified.


A. Standards

1. Where products are specified by naming one manufacturer, supply the products so named.

2. Wire and cable shall be of the letter type required by Table 310-13 of the NEC for each use.

3. All wiring shall be in accordance with the sizes specified. If the contract documents indicate sizes

larger than code requirements, those documents shall take precedence.

1.4 APPLICABLE PUBLICATIONS

A. UL486A Wire Connectors and Soldering Lugs for Use with Copper Conductors

B. UL510 Insulating Tape

C. NFPA70 National Electric Code (NEC)

1.5 SUBMITTALS

A. Shop Drawings

1. Refer to SECTION 16050, GENERAL PROVISIONS – ELECTRICAL.

2. For each type of wire and cable provide NEC type, manufacturer, catalog or type number, and

catalog cut for each item. For cable assemblies provide manufacturer's technical data.

1.6 PRODUCT DELIVERY, STORAGE AND HANDLING

A. All wire and cable shall be new (manufactured within one year of delivery date) and delivered to the

site in original cartons of complete coils or reels.

B. All wire and cable shall be suitably protected against weather, moisture, or physical damage during

storage and handling and shall be in good condition when installed.

PART 2 - PRODUCTS

2.1 WIRE AND CABLES

A. All conductors shall be copper, 98 percent minimum conductivity at 20°C, unless noted otherwise.

Insulation on power conductors shall be Type THHN/THWN, sized based on 75 C ampacity tables.

Insulation on control conductors shall be Type MTW, 90 o C, #14 minimum.

2.2 COLOR CODING

A. Color coding shall be consistent throughout.

B. All power conductors shall be color coded as follows:

208Y/120 Volt 3Ø 4W* 480Y/277 Volt 3Ø 4W*

A Phase = black A Phase = brown

B Phase = red B Phase = orange

C Phase = blue C Phase = yellow

Neutral = white Neutral = gray

*The neutrals of different systems must be distinguished from each other by using gray or a

color line (other than green) along the white insulation.

* Hi-leg terminated on phase “C” in MPW Control Panel.

C. All grounding conductors shall be green.

D. Where alternate power sources are used (ex. standby generators) use a color stripe on all Conductors to

distinguish these from normal power.

MAY 30, 2019



E. Control Wire:

120VAC

120V power - red; Common - white; Inputs - yellow; Outputs - black

24VAC

24V Power - red/black; Common - white/black; Inputs - yellow/black; Outputs - black/yellow

24VDC (all voltages)

24VDC [+] - blue; 24 VDC [-] - white/blue

F. For wire sizes #8 AWG and smaller use color coded conductors. For wire sizes #6 AWG and larger

phasing tape may be used. Mark conductors at all terminations, junctions and pull points.

2.3 WIRE CONNECTIONS AND TERMINATIONS

A. All wire, cable, terminations and associated hardware to be supplied and installed by Contractor unless

otherwise noted.

B. Contractor shall provide any special connectors, splice and termination kits, tapes and any other

terminating accessories that may be required by the scope of this project.

C. Connections and Taps:

1. Control connections shall be made with nylon self-insulated compression-type locking fork tongue

lugs.

2. Power connections, #6 AWG and larger, shall be made with tin plated copper compression

Connectors.

3. Where multi-conductor non-armored cable passes through top or bottom of switchgear, control

centers, motor terminal boxes, or at other terminations, Crouse-Hinds Type CGFP or equal shall

be provided.

PART 3 - EXECUTION

3.1 CABLE AND WIRE PULLING

A. All electrical cables from the wet well shall be terminated in a non-corrosive weather-tight box

(NEMA 4X)

B. Where mechanical assistance is used for puling conductors, wire pulling compounds having inert

qualities that do not harm the wire insulation or covering shall be applied to the conductors as they are

pulled into raceways.

1. Interior of all raceways shall be free from grease, filings or foreign matter before conductors are

pulled in.

2. Wires are to be pulled from reels. Provide a reel rack for holding reels.

3. Cable pulling forces shall not exceed the cable manufacturer's recommended maximum values.

The cable manufacturer's recommended pulling and laying methods shall be followed.

C. Minimum bending radii for cables shall be in accordance with NEC requirements.

D. Motor and control wiring shall be continuous.

3.2 SPECIAL SYSTEM

A. Intrinsic Safe Circuits

1. Intrinsic safe wires must be run in conduits which contain only these wires.

2. Routing of wires in panels must be a minimum of two (2) inches from non-intrinsic wires or a

physical barrier of grounded or non-conductive material must be installed between the two wiring

systems.

3.3 TERMINATIONS

A. General

1. All wires or cables that are shown on the Drawings for panels, field devices, motors, controllers,

etc. shall be terminated by the Contractor unless specifically noted "Termination by Others".

2. All crimp-on and compression connections must be made with tools recommended by connector

manufacturer.

3. Tighten electrical connectors and terminals, including screws and bolts, in accordance with

manufacturer's published torque tightening values. Where manufacturer's torque requirements are

not indicated, tighten connectors and terminals to comply with tightening torques specified in UL

Std 486 A and B.

B. Terminations

1. Conductors shall be terminated with all strands intact.

2. When terminated at a pressure pad terminal, all strands but no insulation, shall be within the

pressure pad.

3. All spare wires shall be terminated at terminal strips provided by the Contractor if existing

terminal strips have no spare terminals, unless otherwise indicated.

MAY 30, 2019



3.4 PHASING AND IDENTIFICATION OF CONDUCTORS

A. Phases shall be established at all transformers, switch gear, motor control centers, feeders, switches

and panelboards and marked A, B, C as follows: front to back, top to bottom, or left to right when

facing the front of the equipment.

B. MPW requires that the hi-leg (3 Phase) from the utility be terminated on phase “C” in the control

panel.

3.5 GROUNDING AND BONDING

A. Grounding and Bonding:

1. In accordance with NFPA 70. Ground all exposed non-current-carry metallic parts of electrical

equipment, grounding conductor in nonmetallic raceways, and neutral conductor of wiring

systems. Make electrode in compliance with NFPA 70. Make ground connection to a driven

ground rod at the distribution panel.

2. Ground resistance shall be less than 5 Ohms to protect electrically sensitive equipment (Ex. Radio

communications equipment.)

B. Provide an insulated, green-colored equipment grounding conductor in all circuits. This conductor

shall be separate from the electrical system neutral conductor.

END OF SECTION

MAY 30, 2019


SECTION 16130 – CONDUIT SYSTEMS – Page 1

SECTION 16130

CONDUIT SYSTEMS

PART 1 - GENERAL

1.1 DESCRIPTION

A. This section includes the furnishing, installation, and connection of conduit fittings and boxes to form

complete, coordinated, grounded raceway systems. Raceways are required for all wiring unless shown

or specified otherwise.

B. Definitions: the term conduit, as used in this specification, shall mean any or all of the raceway types

specified.

1.2 RELATED WORK

A. Direct burial and bedding of conduits: Section 02200, EARTHWORK.

B. General Electrical requirement of Section 16050, GENERAL PROVISIONS - ELECTRICAL

C. Applicable Code Requirements for personnel safety and to provide a low impedance path for possible

ground fault currents.

1.3 SUBMITTALS

A. Shop Drawings: Size and location of all feeders, panels and pull boxes. Layout of required conduit

penetrations through structural elements.

1.4 APPLICABLE PUBLICATIONS

A. The publications listed below form a part of this specification to the extent referenced except where a

specific data is given, the issue in effect (including amendments, addenda, revisions, supplements, and

errata) on the date of Invitation for Bids shall be applicable. The publications are referenced in the text

by the basic designation only.

1. National Fire Protection Association (NFPA) 70: National Electric Code (NEC)

2. Underwriters Laboratories, Inc. (UL):

a. 1 – Flexible Metal Conduit

b. 5 – Surface Metal Electrical Raceway and Fittings

c. 50 – Electrical Cabinets and Boxes

d. 60 - Liquid -Tight Flexible Steel Conduit

e. 467 - Electrical Grounding and Bonding Equipment

f. 514A- Metallic Outlet Boxes

g. 514B -Fittings for Conduit and Outlet Boxes

h. 651 - Schedule 40 and 80 Rigid PVC Conduit

3. American National Standards Institute, Inc. (ANSI)

a. C80.1- Rigid Steel Conduit, Zinc Coated

PART 2 - PRODUCTS

2.1 MATERIAL

A. Conduit Size

1. In accordance with the NEC, but not less than ¾” unless otherwise shown. Where permitted by

the NEC, ½” flexible conduit may be used for tap connections to recessed lighting fixtures.

B. Conduit

1. Rigid PVC: Schedule 40 and 80; furnish and install Schedule 80 unless indicated otherwise on the

Drawings.

2. Direct burial plastic conduit (only where specifically indicated): Fed. Spec. W-C-1094, Type II

or Type III, UL 651, and UL 651A, extra heavy wall PVC.

3. Liquid-Tight Flexible Metal Conduit (Steel): UL 360.

C. Conduit Fittings

1. Rigid PVC conduit fittings: Standard solvent weld couplings, and elbows.

2. Direct burial PVC conduit fittings: As recommended by the conduit manufacturer.

3. For Flexible Metal Conduit: UL 514. All ferrous fittings shall be cadmium or zinc coated in

accordance with UL 514.

D. Conduit Supports

1. Parts and Hardware: 316 stainless steel.

2. Solid Masonry and Concrete Anchors: Self-drilling expansion shields, or machine bolt expansion.

E. Outlet, Junction, and Pull Boxes

1. UL-50, UL 514A, Fed. Spec. W-C-586 and Fed. Spec. W-J-800.

2. Cast metal where required by the NEC or shown, and equipped with rustproof boxes.

MAY 30, 2019



3. Sheet metal boxes: UL 50, ANSI 316 stainless steel, rated NEMA4X or 6X as required by

elevation, except where otherwise indicated.

PART 3 - EXECUTION

3.1 PENETRATIONS

A. Locate holes in advance where proposed through structure walls, top slabs, etc. Obtain the approval of

MPW prior to drilling through structural sections.

B. Locate rebar prior to drilling to avoid hitting rebar.

C. Cut holes through concrete and masonry in new and existing structures with a diamond core drill or

concrete saw.

D. Pneumatic hammer, impact electric, hand or manual hammer type drills are not allowed.

3.2 WATERPROOFING

A. Top slabs, structure walls, and cabinet conduit penetrations completely seal clearances around the

conduit and make watertight.

B. Provide a gas tight seal. The seal shall consist of a layer of Chico A3 Sealing Compound poured to a

thickness no greater than 5/8” (five-eighths inch) to insure a gas-tight seal and to facilitate future

removal. The void space below the seal layer shall be filled with any suitable packing to prevent the

intrusion of the sealing compound into the body of the seal-off fitting.

3.3 CONDUIT SYSTEMS INSTALLATION, GENERAL

A. Installation: In accordance with UL, NEC, as shown, and as hereinafter specified.

B. Install conduit as follows:

1. Complete runs before pulling in cables or wires.

2. Flattened, dented, or deformed conduit is not permitted. Remove and replace the damaged

conduits with new undamaged material.

3. Assure conduit installation does not encroach into hatch openings, pump guide rails, ultrasonic

transducer signal cones or valve operations.

4. Make conduit mechanically and electrically continuous.

5. Support conduit independently.

6. Close ends of empty conduit with plugs or caps at the rough-in stage to prevent entry of debris

until wires are pulled.

7. Secure conduits to cabinets, junction boxes, pull boxes and outlet boxes. For rigid PVC conduit

installations, provide a solvent weld connection to enclosures.

8. Do not make conduit penetrations for connections into junction box or control cabinet tops or

removable covers.

C. Conduit Bends

1. Furnish and install applicable Rigid PVC bends of standard conduit configuration at all changes in

direction.

2. Field bending of Rigid PVC conduit is prohibited.

D. Exposed Work

1. Conduit for Conductors 600 volts and below shall be Rigid Schedule 80 PVC.

2. Align and run conduit parallel or perpendicular to structure lines.

3. Support above grade horizontal or vertical conduit runs at not over four (4) feet intervals.

4. Painting: Paint exposed conduit as specified elsewhere.

E. Direct Burial Installation

1. Exterior routing of Lighting and Control Systems and Other Branch circuits (600 Volt and Less,

and 5 feet from structures):

a. Conduit: Schedule 80 extra heavy wall PVC unless otherwise shown.

b. Mark conduit at uniform intervals to show the kind of material, direct burial type, and the UL

approval label.

c. Install below grade horizontal runs close adjacent structure elements and backfill conduit

trenches as specified elsewhere.

d. Install conduit fittings and terminations as recommended by the conduit manufacturer.

e. Tops of conduits shall be not less than 24 inches below finished grade, and not less than 30

inches below road and other paved surfaces.

f. Work with extreme care near existing ducts, conduits, cables, and other utilities to avoid

damaging them.

g. Excavation for conduit bedding and back-filling of trenches is specified in Section 02200,

EARTHWORK.

h. Seal conduits, including spare conduits, at building entrances and at outdoor terminations for

equipment with a suitable compound that prevents the entrance of moisture and gases.

MAY 30, 2019



F. Wet or Damp Locations

1. Unless otherwise shown, use Rigid PVC conduits.

2. Provide sealing fittings, to prevent passage of water vapor, where conduits pass from warm to cold

locations, i.e., air conditioned spaces, structure exterior walls, top slabs, or similar spaces.

3. Unless otherwise shown, use Rigid PVC conduit within five feet of the exterior and below

concrete structural slabs in contact with soil, gravel, or vapor barriers. Cover conduit on the

outside with a factory coating of 20 mil bonded PVC or field coat with asphaltum before

installation. After installation, completely coat damaged areas of coating.

G. Conduit Supports, Installation

1. Safe working load shall not exceed ¼ of proof test of fastening devices.

2. Use pipe straps or individual conduit hangers for supporting individual conduits. All supports shall

be 316 stainless steel.

3. Fasteners and Supports in Solid Masonry Concrete:

a. New Construction: Use T 316 stainless steel concrete inserts set in place prior to placing the

concrete.

b. Existing Construction:

1) Stainless steel expansion anchors not less than ¼ inch bolt size and not less than 1-1/8

inch embedment.

2) Power set fasteners not less than ¼ inch diameter with depth of penetration not less than

3 inches.

3) Use vibration and shock resistant anchors and fasteners for attaching to the underside of

concrete slabs.

4. Hollow Masonry: Toggle bolts are permitted. Bolts supported only by plaster are not acceptable.

5. Metal Structures: Use machine screw fasteners or other devices specifically designed and

approved for the application.

6. Attachment by wooden plugs, wall plugs, plastic, lead or soft metal anchors, or wood blocking and

bolts supported only by plaster is prohibited.

7. Chain, wire, or perforated strap shall not be used to support or fasten conduit.

8. Vertical Supports: Vertical conduit runs shall have riser clamps and supports in accordance with

the NEC and as shown. Provide supports for cable and wire with fittings that include internal

wedges and retaining collars.

H. Box Installation

1. Boxes for concealed conduits shall be mounted flush and with raised covers for boxes and cabinets

as applicable for installation and finish.

2. In addition to boxes indicated, install additional boxes where needed to prevent damage to

conduits, cables, and wires during pulling in operations.

3. Remove only knockouts as required and plug unused openings.

4. Outlet boxes in the same wall mounted back-to-back are prohibited. Outlet boxes in stud walls

shall not be mounted between same studs as boxes in adjoining spaces.

5. Minimum size of outlet boxes for ground fault interrupter (GFI) receptacles is 4 inches square by

2-1/8 inches deep, with device covers for the wall material and thickness involved.

END OF SECTION

MAY 30, 2019


SECTION 16310 – PUMP CONTROL PANEL – Page 1

SECTION 16310PUMP CONTROL PANEL

PART 1 - GENERAL1.1 RELATED DOCUMENTS

A. Drawings and General provisions of the Contract, including General and Supplementary Conditions and

Division 1.

1. Section 15351 - MPW Wastewater Pumping Facilities

2. Section 16050 - General Provisions – Electrical

3. Section 16120 - Low Voltage Wire and Cables, 0-600V

4. Section 16130 - Conduit Systems

5. Section 16310B - Control Logic


A. Furnish and install pump control panels as shown on the Drawings and herein specified.


A. Standards

1. Control panels shall be designed and assembled by a company actively in this business for a minimum

of five (5) years, and shall provide five (5) references for similar projects with Shop Drawings

submittals.

2. Where products are specified by naming one manufacturer, supply the products so named.

3. All control equipment and wiring materials furnished shall be UL listed for the intended purpose,

unless specified otherwise.

B. Applicable Publications

1. UL50 Enclosures or Electrical Equipment

2. NFPA70 National Electric Code (NEC)

C. Supplier Qualifications:

1. The Main Control Panel furnished under this section shall be designed, coordinated, and supplied by a

single manufacturer or supplier, hereinafter referred to as the System Supplier. The System Supplier

shall be regularly engaged in the business of supplying computer-based monitoring, control, and data

acquisition systems. The System Supplier shall coordinate all control system related items, and to

perform all testing, training, and startup activities specified to be provided.

2. The Main control panel supplier shall have the following minimum qualifications:

a. The supplier shall maintain a design office staffed with qualified technical design personnel.

b. The supplier shall maintain competent and experienced service personnel to service the hardware

and software furnished for this project.

c. The supplier shall have as a minimum 5 years of experience in the design, coordination and supply

of PLC -based monitoring, control, and data acquisition systems.

D. Unless specifically specified otherwise by a named manufacturer of foreign origin, or allowed pursuant to

Article 6.05 of Section 00700, all products and materials shall be of domestic manufacture (USA).

1.4 DEFINITIONS

A. Project Personnel Positions

1. OWNER: Owner is the Mount Pleasant Waterworks (MPW) and may be further interpreted to include

staff project representatives of MPW, such as but limited to MPW’s project manager, staff of the

Electrical and Process Control Department and staff of wastewater collection department. Duties of

these staff, specifically the Electrical and Process Control Department, shall include the following:

a. Review of shop drawings and other submittals principally from the systems supplier, acceptance

and rejection of equipment submitted.

b. Review of materials and equipment delivered to the site to ensure compatibility with equipment list

and approved submittals.

c. Oversight of system’s supplier installation and testing of materials and equipment.

d. Programming of PLC to incorporate the specific operating parameters and criteria that will govern

system operation, monitoring and SCADA transmission of data. Base program will be provided by

MPW unless otherwise provided for elsewhere herein.

e. With support from systems supplier, plan and oversee execution of controls during system start-up

and evaluate data, equipment and system performance.

MAY 30, 2019



2. ENGINEER OR DESIGN ENGINEER: The engineer or design engineer shall be a representative

from an engineering firm retained by MPW to design and oversee installation and construction of the

pump station. Duties, in addition to pump design and equipment selection, shall include the

mathematical modeling of the station’s system including preparation and integration of design criteria

and performance requirements.

3. SYSTEM SUPPLIER/CONTRACTOR: The system supplier may be an individual or company

typically selected and retained by the general contractor or a major equipment supplier with duties to

supply, install, calibrate, configure, static test, commission and start-up all control equipment including

constructing all panels. The systems supplier brokers the manufacture and supply of hardware and

sometimes needed software. The supplier may be a consultant/open service type agency or an

equipment representative for specific lines of manufactures. In either case, either may provide adequate

systems integration services.

1.5 SUBMITTALS

A. Shop Drawings

1. Refer to Section 16050, General Provisions, Electrical.

2. Shop Drawings shall include enclosure exterior door, interior door and back plate layouts. Bill of

materials, catalog cuts for all materials, complete electrical power and control schematics and sequence

of operation. Drawings shall be provided in paper and digital formats which shall include pdf and dwg

formats.

3. Air Conditioning unit and air flow calculations.

B. PLC Programming Submittal

1. PLC Program shall be provided by MPW Process Control, unless otherwise stipulated in contract

documents.

C. Site Testing Plan and Procedures Submittal

1. Site Testing Plan shall include an overall plan to conduct system checkout and site testing.

2. Site Testing Procedures shall include detailed test procedures developed to demonstrate compliance to

the project requirements. The test procedures shall list specific steps to be performed and shall provide

space for Owner, Engineer and System Supplier to sign-off.

1.6 PRODUCT DELIVERY, STORAGE AND HANDLING

A. Control Panels shall be suitably protected against weather, moisture, or physical damage during storage and

handling and shall be in good condition when installed.

B. Control panels shall be stored in a cool, dry location, with temperature and humidity limits consistent with

the requirements of the equipment mounted within the panels.

1.7 SEQUENCE OF OPERATION

A. See Appendix A - Control Strategy Description

B. See project drawings for Wet Well Pump Control Elevations.

1.8 SPARE PARTS

A. The Contractor shall provide the following:

1. Two (2) wet well floats

2. Two (2) replacement LED lamps

3. Spare Fuses

4. 24V DC Power Supply

5. 24V DC UPS

PART 2 - PRODUCTS – (NOT APPLICABLE TO THIS SECTION)2.1 ENCLOSURES

A. All Enclosures including disconnects, transfer switches and control panels shall be NEMA 4X AISI 316

stainless steel (unless indicated otherwise on the Drawings) with drip cap latches, and padlock provisions

suitable for outdoor conditions, and of adequate size for all equipment, providing manufacturers

recommended clearances around all control devices, and NEC required minimum bending radii for all

wiring.

B. Enclosures shall be furnished and equipped with a “POWERGLIDE” 3-point Latching Cover as

manufactured by Hoffman, Inc. or approved equal.

C. Main control panel shall be equipped with LED lighting activated by a door switch.

D. Main control panel shall be equipped with an intrusion alarm door switch.

E. Main control panel layout shall provide a low voltage section for the PLC and associated control

components to minimize Arc Flash exposure during routine maintenance of the control system while the

panel is energized.

MAY 30, 2019



F. No penetrations in top of enclosures.

G. Penetrations and connections in shall be made to maintain the Nema 4X rating.

H. Main Control Panel shall have white powdered coated exterior finish.

I. Arc-Flash Labels:

6. Sunlight and weather resistant

7. Include following information:

a. Nominal system voltage

b. Arc flash boundary

c. PPE Category

d. Available incident energy and working distance

8. One (1) label for the Main Control panel attached to the enclosure’s exterior and front face. Available

incident energy, PPE category, and boundaries shall be determined by Engineer based on available

short circuit current from Electric Utility and fuse clearing times at the Service Fuse cabinet.

9. One (1) label for the Service Disconnect. Available incident energy, PPE category, and boundaries

shall be determined by Engineer based on available short circuit current from Electric Utility and fuse

clearing times of Electric Utility’s fuses.

2.2 MAIN CONTROL PANEL - EQUIPMENT MOUNTED ON SEPARATE INTERIOR HINGED DOOR

A. Cutout for access to pump motor circuit breakers including receptacle, control and lighting circuits.

B. Oil-tight Hand-Off-Automatic (HOA) selector switches.

C. All indicating LED pilot lights shall have 30.5 mm mounting and be manufactured by Square D or Furnas,

Class 52X with 24-volt LED bulbs and acrylic lens. For the following conditions:

1. Pump Running (red)

D. GFCI Duplex Receptacle 20A

E. Ethernet panel mount receptacle

F. Pushbuttons and selector switches shall have 30.5 mm mounting and be manufactured by Square D or

Furnas, Class 52X for the following purposes:

1. Horn Operation Selector (On/Off)

2. Alarm Horn/Light Silence

3. Manual speed potentiometer (VFD only)

4. Pump H-O-A Switches

5. Hart communication Selector switch (Switch adds/removes 250Ω of resistance such that Hart

communications can be established to the Hart enabled level instrument)

G. Two (2) Panel mounted female banana plugs for Hart communications. Plugs shall be wired across 250Ω

resistor for Hart communication circuit. One plug shall be black for negative and one plug shall be red for

positive.

H. Operator interface terminal (OIT) for changing level set points:

1. Advantech TPC-1251T-E3AE

a. SQF 2.5” SATA SSD 64GB HDD

b. TPC-xx51T/H series Extension Kit

c. Windows 10 IoT Ent LTSB Operating System

d. VTSCADA with Owner supplied OIT application (required 200 Tag license will be provided by

Owner).

2.3 MAIN CONTROL PANEL - EQUIPMENT MOUNTED ON BACKPLATE

(Conformal coated circuit boards on all electronics-VFDs/Soft Starters)

A. Motors of less than 20 HP: (unless otherwise indicated on drawings)

1. The Contractor shall provide high capacity motor circuit protectors for each pump, with the following

characteristics:

a. 600 VAC, 60 Hz, 3 Phase Interrupting Capacity – 14kA

b. Auxiliary Switch-Internally mounted SPDT, 10A @ 240 VAC Instantaneous Trip-Fixed

c. Tripping Characteristics: 150% to 250% current rating at 70 seconds, and 600% to 1300% current

rating at 1.5 seconds

2. Motor contactors shall be NEMA rated, heavy duty industrial design (definite purpose contactors are

not acceptable), with adjustable electronic overload protection as manufactured by Furnas, or Square

D.

B. Motors of 20 HP or Greater – Combination Solid-State Starters (Soft Starters unless otherwise indicated on

drawings)

1. Solid State Soft Starters shall be Square D Altistart 48Y only.

2. Starters shall be breaker combination, solid-state, reduced voltage type. Six back-to-back silicon

controlled rectifiers shall be used to provide smooth, stepless motor acceleration. When the motor

reaches full speed, a bypass contactor shall close and carry the continuous duty motor current.

MAY 30, 2019



3. Starters shall be 3 phase, 60 Hz, with overloads, a 120 volts ac bypass contactor coil, a dry-type control

transformer, and a molded-case circuit breaker. Control transformers shall be mounted with the

removable starters and shall have capacity for all simultaneous loads. Control transformers shall have

primary leads fused, one secondary lead fused, and one secondary lead grounded. The bypass

contactor shall have an 8 hour current rating in accordance with the latest NEMA standards.

4. One NO and one NC spare interlock contacts, whether on the starter or on a relay, shall be wired

separately to the unit terminal board.

5. Starters shall include smooth starting and stopping, adjustable starting torque, adjustable ramp time,

inverse time overload current trip, current limit, phase loss protection, and adjustable electronic

overloads.

6. Contractor shall match control transformers, overloads, and the minimum sizes of starters to equipment

furnished. Overload relay devices shall be adjusted to reflect reduced motor current caused by any

load-side power factor correction capacitors.

C. Where required by contract drawings, Variable Frequency Drives (VFD)

7. Schneider Electric Altivar 630 Process drive only

8. Line side input filter rated to match the VFD

9. Ethernet I/P communications card connected to local control panel network switch.

D. For stations with 480V power service, control power transformer (CPT) with primary branch rated circuit

breakers.

1. Multi-tap primary 240V and 480V

2. Multi-tap secondary for 120V and 240V

3. Open core and coil construction

4. Sized for all connected loads, but no less than 2kVA

5. Transformer primary and secondary leads shall be marked. A connection diagram shall be provided

and permanently attached.

E. Provide branch rated circuit breakers for the following 120V loads:

1. Each Control Circuit as applicable

2. Duplex 120 VAC receptacle for 1600W load

3. Exterior rack mounted service light

4. 24 VDC Power Supply

5. PLC

6. Flow Meter

F. Control relays shall be IDEC, Square D or approved equal with LED indicators.

G. Transient voltage surge suppressor (TVSS). TVSS shall be Eaton Innovative Technologies Type

PTX0803Y201 or as indicated on drawings. (UL Approved)

H. Power terminals and control terminals shall be located four (4) inches minimum from the interior sides of

cabinet. Terminals shall be as manufactured by SquareD, Class 9080 Type G or approved equal, and size as

required by the current.

I. Phase and voltage monitors (PVM-1 and PVM-2) shall be provided to protect against single phasing, phase

reversal, low voltage, and unbalanced voltage. PVM-1 shall be installed to monitor incoming commercial

power, and upon Commercial Power fail will page on-call MPW personnel with no effect on station control

power. PVM-2 shall be installed to monitor Pump Station phase and voltage and upon failure will shut

down the control circuit protecting the equipment. PVM-1 Commercial Phase Monitor shall be wired by

the Contractor at the time of installation to monitor incoming utility power. Macromatic PMPU series

phase monitors only.

J. Provide 24V Backup System: (Incorporated/installed in Main Control Panel)

1. Power Supply 24-28V manufacturer PULS CS10 or approved equal.

2. Uninterruptible Power Supply manufacturer PULS UB10.241 DC UPS or approved equal.

3. Battery Module manufacturer PULS UZK12.261 12V 26Ah or approved equal. Have sufficient

capacity to operate the PLC or ACE RTU, cellular gateway, network switch, ultrasonic level

controller, floats, alarm horn and flashing light.

K. Intrinsically safe isolation relays shall be provided for all backup float inputs. Relays shall be Ingram

Products ISR2-24 for DC applications, Gems "Safe-Pak for 120 VAC applications, or approved equal.

L. Audible Alarm Horn should not sound during power outage and should ONLY be initiated with the High-

High Water Alarm Float.

M. Allen Bradley PLC:

1. 1769-L30ER CompactLogix Controller Ethernet

2. 1769-IQ16 Digital Input Module, 16-pt, 24vdc, sinking/sourcing

3. 1769-IQ16 Digital Input Module, 16-pt, 24vdc, sinking/sourcing

4. 1769-IF4XOF2 4 Channel Analog Input Voltage/ Current, 2 Channel Analog output

5. 1769-IF4XOF2 4 Channel Analog Input Voltage/ Current, 2 Channel Analog output

6. 1769-OW16 Relay output module

MAY 30, 2019



7. 1769-PB4 24VDC Power Supply

8. 1769-ECR Right end cap

N. SCADA Communication System

1. Sierra Wireless MP70 LTE Cellular Gateway with advance Wi-Fi.

2. Laird LBT3400 Antenna Mounting Bracket

3. Laird TRA6927M3PB-001 Antenna

4. Terrawave M6060060MO1D33620 Dual Band Wi-Fi MIMO Antenna with mount (Wi-Fi antenna).

5. Cat 5E Patch Cable

6. One (1) 20’ N-Male/SMA-Male Antenna Cable for Cellular Gateway antenna.

7. Three (3) SMA-RPFemale/SMA-RPFemale jumper cables. Length shall be sized so that Wi-Fi

antenna cables can attach to Cellular Gateway.

8. 8 port unmanaged network switch: N-tron, Allen Bradley, Schneider Electric, or equivalent. Network

Hubs shall not be used.

2.4 PLC

A. Power for the PLC shall be provided from the Main Control Panel.

B. Contractor responsible for contacting systems supplier to obtain pricing and delivery of PLC. Assure

equipment is delivered and properly installed.

2.5 EQUIPMENT MOUNTED OUTSIDE OF CONTROL PANEL

A. Three (3) backup floats shall be certified as mercury-free, with fifty (50) feet cables and normally open

(N.O.) contacts. Floats shall be Anchor Scientific Inc., Eco-Float, model SE or approved equal. They shall

be designated as “High Water Level”, “Low Water Level”, and “High-High” Water Alarm.”

B. Provide one (1) loop powered level transmitter with local indication Rosemount 3051S

(Model3051SAL2CG4AA1A1220DFF91CA00D1M5) with series 1199 Diaphragm Seal. Pressure

transmitter shall be ranged from 0 to 150 psig. Provide a 4-20mA output to the PLC.

C. Provide one (1) E-conolight LED 74W flood fixture, E-FFA08A-TW40Z, rack mounted 120V Nema 4X

(dark bronze). Install on switched circuit/no photo cell required.

D. 480 Volt 3 Phase stations provide a Meter Base/Disconnect Combination cabinet as required by both

SCE&G and MPW.

E. A neutral shall be provided with each electrical service from the utility to all MPW pump stations.

F. Provide quick disconnect receptacle for emergency generator.

1. For 240V stations, install 100A Hubbell 4100B9W receptacle.

2. For 480V stations, install 200A Crouse-Hinds AREA 20425 receptacle.

G. Walking Breaker Assembly (preferred by MPW) shall be incorporated in the control panel used for transfer

from utility to generator during power outages.

H. Provide a non-fused service disconnect in separate NEMA 4X 316SS enclosure between the electrical

utility meter and the Service Fuse cabinet. Service disconnect shall have an ON/Off viewing window so

that the position of the knife blades can be determined without opening enclosure. 304SS is allowable in

cases that window is not available in 316SS.

I. Provide a Service Fuse cabinet in separate NEMA 4X 316SS enclosure between the service disconnect and

the pump control cabinet.

1. Hinged door with white powder coated back plate and 3-point latching handle.

2. Grounding strip properly sized for equipment grounding conductor. Bond enclosure to equipment

grounding conductor through grounding strip.

3. Minimum size shall b 24”H x 24”W x 8”D

4. One (1) Cooper Bussman JM600200-3CR 3 Pole 200A Class J fuse block

5. Three (3) Cooper Bussman CVRI-J-60200 fuse block covers

6. Six (6) Cooper Bussman LPJ series fused sized to match control panel main breaker

7. One (1) SquareD 9080LBA165202 Power Distribution Block for Neutral conductor

8. One (1) SquareD PK7GTA Grounding bar

J. When required contract drawings, Marshalling Box:

1. 316 Stainless Steel

2. Properly sized to conduit and cabling diameters. Dimesons shall be at least 24” W x 30” H x 12” D at

a minimum.

3. Hinged door

4. Conduits from wet well to Main Control panel shall route through Marshalling box.

5. White powder coated back plane with field installed terminals for power cables, control cables, and

instrument cables. Power and control cables for pumps shall be solidly routed (without termination)

through Marshalling box with enough cable to allow for pump conductors to be terminated inside box

at later time.

MAY 30, 2019



K. Cell Modem Gateway (MP70) Telemetry Antenna Assembly: System supplier will supply the Cellular

Gateway and Wi-Fi antenna assemblies with 20 ft antenna cables. Contractor shall install antenna

assemblies and cables.

L. Provide loose for mounting in the wet well, one Pulsar dBi10 Intelligent transducer with 10m (33 feet) of

cable.

M. The ultrasonic level sensor shall be supported with a self-leveling chain type hanger (stainless steel) refer to

Part 3 Section 3.3A.

N. When required by contract documents, one (1) Endress + Hauser FMR20-CBPBNVCEXR02 radar level

transmitter. Supply one (1) additional self-leveling chain type hangar referred to in Part 3 Section 3.3A for

mounting.

O. Flow meter and Transmitter:

1. Each Pump Station shall be equipped with a flanged Flowtube Sensor and integrally mounted

Transmitter with all wiring, conduit, mounting hardware, electrical power circuits and appurtenances.

2. The Contractor shall furnish and install all necessary conduit, wiring, mounting brackets, piping,

special flanges, stainless steel sun/protective shields, and appurtenances necessary for a complete, fully

operational flow metering system.

3. The flow meter shall be installed in the horizontal run of above-ground piping as indicated on the

Drawings. The installation shall comply in all respects with the manufacturer’s requirements

(including the minimum lengths of straight pipe required both upstream and downstream of the meter

flowtube).

4. The Contractor shall furnish and install a “Mega-Flange” or approved equal PE/FE Flange adapter on

the upstream end of the flow meter piping to facilitate removal as indicated on the Drawings.

5. Flow metering equipment shall be Emerson Process Controls model 8750W magnetic flow meter

system (8750WXXXDMT1A1FTSBCA1Z5DA1DA2M4G1Q4):

a. Revision “D” sensor design (D)

b. Revision 4 Electronics (M)

c. Integral field mounted transmitter (T)

d. AC power Supply (90 to 250 VAC, 50-60Hz) (1)

e. 4-20 mA; Digital Hart; Scalable Pulse (A)

f. ½-14 NPT conduit entry (1)

g. Flanged style Sensor (F)

h. PTFE lining material (T)

i. 316L stainless steel electrode material (S)

j. 2 Bulletnose electrodes (B)

k. Slip-on, Raised-Face, Carbon Steel flange (C)

l. ASME B16.5, Class 150 flange rating (A1)

m. Class 1 Div. 2 safety approval (Z5)

n. Advanced process diagnostics suite 1 (DA1)

o. Advanced process diagnostics suite 2 (DA2)

p. Local operator interface (M4)

q. 2 316L stainless steel grounding rings (G1)

r. ISO 10474 Calibration Certificate (Q4)

6. The Flow meter tube and integrally mounted transmitter shall be protected by a 3/16 inch AISI Type

316 shield fabricated as indicated on the Detail Drawings.

P. Air Conditioner (A/C) shall be mounted on one end of the Main Control Panel. Unit shall comply with the

following requirements.

1. A/C shall be powered from the primary voltage, so that no transformation is required to operate the

unit.

2. A/C shall be sized to maintain the following conditions.

a. Maximum temperature inside the enclosure of 80F with an outside temperature of 98F.

b. Calculations shall not include the mitigating effect of wind.

c. Solar load must be included in calculations unless shading is provided by the main control panel

fabricator.

d. Inside temperature shall be measured at the opposite side wall.

e. A/C unit shall supply adequate air flow for all VFD, regardless of running or ready state.

f. Calculations shall indicate that air flow and cooling capacity are adequate for the load.

3. The following loads shall be considered:

g. For duplex stations, one VFD at full speed and the second VFD energized and ready to run.

h. For triplex stations, two VFD at full speed and the third VFD energized and ready to run.

i. Control Power transformer unless mounted outside of enclosure.

j. Loads from all other heat producing equipment.

4. Unit shall be manufactured by McLean, ICEqube, or approved equal.

MAY 30, 2019



PART 3 - EXECUTION3.1 GENERAL

A. It is the intent of these Specifications that the Contractor shall install and test all the electrical facilities so

as to render the station ready for operation as indicated on the Drawings and as specified, furnishing all

ancillary and appurtenant equipment and material items required to achieve this intent whether or not the

items are specifically specified herein or indicated on the Drawings.

3.2 PANEL WIRING

A. Wiring shall be neatly grouped in plastic wire troughs except wiring from the backplate to the door shall be

done in separate bundled harnesses for control circuits.

1. Wires shall have a wraparound wire identification number as shown on the wiring diagram at both

ends.

2. Splices, taps, terminations, or connections behind wire raceways (Panduit) in Main Control are not

allowed.

3. Cellular gateway shall be mounted such that the back of the device is facing the left or right side of

control panel so that antenna, ethernet, and power connections are easily accessible.

4. Wi-Fi antenna jumper cable connections shall be made inside control cabinet.

5. Components shall be identified with the same nomenclature as in the wiring diagram.

6. All door mounted components shall have engraved nameplates.

7. All conduits into the control panel shall be sealed, see Section 16130, paragraph 3.2.

B. There shall be no penetrations on top of the main control panel; the following equipment shall be mounted

conveniently on the side(s) of the cabinet:

1. Duplex 20A, ground fault receptacle with weather-proof cover.

2. Alarm horn and alarm light assemblies (in a location of high visibility).

3. Air conditioner. (VFD only)

3.3 EQUIPMENT INSTALLATION

A. The ultrasonic level sensor shall be supported with a self-leveling chain-type hanger (Pendant transducer

support by RCI Enterprises or equal, 316SS) secured to the edge of the hatch opening in a location where it

can be serviced without entering the wet well. All hardware and conduit supplied for the transducer

installation shall be 316 Stainless Steel or approved equal corrosion-proof material. Sensor shall be

mounted at depth inside the wet well such that the distance from transmitter face to wet well floor does not

exceed 20 feet.

B. Main control panel, meter base/disconnects, appurtenant panels, junction boxes, transfer switches and

generator power plugs shall be mounted on an Aluminum Mounting Rack fabricated and mounted as


C. Motor power and sensor cables, control and alarms circuits shall be designed to provide strain relief and to

allow disconnection from outside the wet well.

D. The pressure sensor shall be compatible with a standard 4” diameter DIFE tee branch located in the pump

station discharge piping where indicated on the Drawings. An isolation valve shall be provided to permit

isolation of the pressure transmitter for maintenance without having to shut down the entire process. The

local display shall be oriented such that it is visible from wet well opening. The Contractor shall furnish

all necessary conduit, wiring, mounting brackets, piping, DI flange Tee, isolation valve and appurtenances

necessary for a complete, fully operational pressure metering system.

E. The flow metering system shall be installed in accordance with manufacture guidelines including bolt

tightening pattern and torque specifications. Failing to follow tightening patterns and torque specifications

will lead to lining failure and shall be the responsibility of the Contractor to repair/replace. The Flow tube

flange bolts shall be installed to place the nuts on the opposing flanges (bolt heads toward flow tubes).

F. Cellular Gateway WAN antenna shall be mounted at the highest possible location on the equipment rack.

3.4 PLC PROGRAMMING

A. General functional requirements for system configuration are indicated on the drawings and described in

the specifications. The information presented herein and indicated on the drawings illustrates the general

functional intent of the system, and may not be sufficient to fully configure the system. MPW shall be

responsible for determining what additional information may be required to complete the configuration

tasks, and for obtaining this information from the Engineer or the Owner.

B. PLC programming shall be done by MPW. Configuration services shall consist of all necessary PLC

configurations, custom programming and other work to provide a fully functioning system. MPW shall

fully configure the system using data provided in this section and its appendices.

MAY 30, 2019



C. MPW shall also establish the data points to be transmitted to the Owner’s SCADA system. Any

programming, scaling or data conversion in the PLC which is needed to support the SCADA data access

shall be the responsibility of MPW.

D. MPW shall tune all software programs and configuration in such a manner that the program operates at its

highest performance level. These programs include, but are not limited to analog control loops such as PID

loops and all PLC logic.

3.5 SYSTEMS CHECK

A. System Supplier shall provide the services of a trained and experienced field supervisor to assist the

installation contractor during installation, and to calibrate, test, and advise others of the procedures for

installation, adjustment, and operation.

B. System Supplier shall appoint a field services manager who shall be responsible for the coordination of all

system check-out and startup activities, and who shall be immediately available to Engineer and Owner by

phone or on site for the duration of this project.

C. Field Inspection at Delivery: The field supervisor shall inspect major equipment items within five working

days of delivery, to assure that the equipment was not damaged during shipment and shall supervise or

assist with unpacking, initial placement, and initial wiring of the system.

D. Field Calibration of Instruments. After each instrument has been installed, a technical representative of the

Manufacturer (Rosemount) shall calibrate each instrument and shall provide a written calibration report for

each instrument, indicating the results and final configuration settings. The adjustments of calibrated

instruments shall be sealed or marked, insofar as possible, to discourage tampering. Instrument calibration

shall be done before checkout of the system operation and Owner shall be present.

E. Factory Acceptance Test (FAT). A factory acceptance shall be performed by the system supplier’s

manufacturer. The acceptance shall ensure that internal power and control systems are functioning

properly:

1. Power wiring, disconnects, and protection devices. All components related to the power system shall

be verified and tested for proper operation.

2. Control System. All relays, switches, lights, and device monitors shall be verified for proper wiring

and tested to ensure control system is functioning as designed.

3. PLC System. All discrete and analog signals shall be verified against proper termination points on the

PLC system. The PLC system shall be tested to ensure that all input/output signals are being received

at the proper registers in the PLC software.

4. A final FAT report shall be submitted to the Owner for verification and documenting a successful

FAT.

F. Field Inspection Prior to Start Up. After installation and wiring connections are complete, the field

supervisor, with additional System Supplier’s personnel representative shall verify that each external

connection to the system is correctly wired and field process components and devices are functioning as

intended. System Supplier shall be responsible for completing the following scope of work.

1. Analog Signals. Analog input signals shall be simulated at the transmitting source, and verified to be

received at the proper register address in the control system. Analog outputs shall be generated at the

control system, and verified to be received with the correct polarity, at the respective receiving device.

2. Discrete Signals. Discrete input and output signals shall be simulated and verified that they are

received at the respective receiving device, and at the proper voltage.

3. Devices by Other Suppliers. If interrelated devices furnished by other suppliers, under other contracts,

or by Owner, such as valve actuators, motor controls, chemical feeders, and instruments, do not

perform properly at the time of system checkout, the field supervisor shall use suitable test equipment

to introduce simulated signals to and/or measure signals from these devices to locate the sources of

trouble or malfunction.

G. System Check Out Report. The System Supplier shall submit a written report on the results of such tests to

Engineer. Additional documentation shall be furnished as requested by Engineer to establish responsibility

for corrective measures. System Supplier shall verify, in writing, to Engineer or Owner that System

Supplier has successfully completed the external connection check before beginning system startup or field

acceptance testing.

H. Start Up Assistance. System Supplier shall supply a factory-trained programmer to provide onsite start up

assistance. During the startup period, these personnel shall thoroughly check all equipment, correct any

deficiencies, and verify the proper operation of all components.

3.6 SYSTEM TESTING

A. The system shall be acceptance tested at the site.

MAY 30, 2019



B. System Supplier shall prepare a testing procedure to be approved by Owner and Engineer that shall

demonstrate that the system conforms to the specifications. The testing procedure shall be submitted at

least 30 days in advance of testing. The testing shall be conducted by System Supplier and witnessed by

Owner and/or Engineer.

C. System Supplier shall notify Engineer and Owner in writing at least 14 days before the proposed testing

date. If the site test is concluded unsuccessfully, the test shall be repeated. System Supplier shall

reimburse Owner and Engineer for all expenses incurred in connection with attending repeated site testing

necessitated by system failure or inadequate preparation.

D. After system assembly, installation and system checkout, Owner shall be notified and allowed at least 3

days before system testing to verify and configure Owner’s SCADA and communication systems. Owner

shall be allowed access to onsite equipment and systems for SCADA verification. Owner takes no

responsibility for damaged equipment or components found during SCADA verification. After SCADA

verification, the system shall be tested.

E. All basic functions shall be demonstrated, including I/O processing, communications, alarm handling, etc.

This operational test may run concurrently with the demonstration of hardware and software functions.

The test procedure shall also include at a least four-hour period for discretionary tests to be conducted by

Engineer or system supplier.

F. Hardware Test. Processors, processor modules, and peripheral devices associated with the system shall be

assembled together in the field and shall be tested by system supplier. The test shall demonstrate proper

operation of each hardware device and communications among devices, and shall include verification of

selected analog and discrete inputs and outputs.

G. Software Test. All system software modules specified herein, including the custom PLC programming

shall be demonstrated by system supplier. Software tests shall include running all diagnostics, debugging

routines, and system test routines. Software "patches" or changes to bypass failed or flawed modules

during the test will not be acceptable.

END OF SECTION

MAY 30, 2019


SECTION 16310A – CONTROL STRATEGY DESCRIPTIONS – Page 1

SECTION 16310-A

CONTROL STRATEGY DESCRIPTIONS

PART 1 - GENERAL

1.1 SCOPE

A. This section provides functional descriptions of the PLC Instrumentation and Control System. These

descriptions are intended to provide an overview of the operating concept of the plant and pump station

process equipment rather than describing in detail every operating feature or interlock.

1. Control System. The Instrumentation and Control System section shall apply to all systems

described in this section.

PART 2 – PRODUCTS

2.1 GENERAL

A. The descriptions are applicable to Section 16310, Pump Control Panel.

PART 3 - EXECUTION

3.1 PLC PROGRAMMING FUNCTIONAL REQUIREMENTS.

A. The following describe general configuration tasks that are required for the system PLC(s).

B. These tasks shall be programmed in any applicable PLC.

C. Each PLC may have multiple instances of each of these tasks, or may have no instances of some or all

of these tasks.

D. The input/output lists (located in Section 16310, Appendix B) and detailed equipment control

descriptions (included herein) should be referenced to determine the requirements for each PLC.

E. The following cover functional requirements of the software, which are generic and may or may not be

related to any specific control loop.

1. Available Process Values. All PLC-generated process alarm, equipment status, and process

variable values shall be available at any operator workstation.

2. Flow Values. Flow values shall be integrated, totalized, and stored in the PLC registers.

3. System Failure. Failure of a PLC shall result in safe shutdown of associated process equipment.

Interposing relays shall be provided where required to assure that equipment will revert to its fail-

safe condition. Failure of any PLC or its communication shall be alarmed on the HMI computer.

4. HMI Computers. The HMI computers shall function as a monitoring system, not as a controller,

for the process equipment. The computer shall download set points and other information to the

PLCs, and the PLCs shall perform all control algorithms, so a temporary failure of the any HMI

computer will not disrupt plant or pump station control.

5. Rack/Module Configuration. The rack and module definitions for each PLC, as well as the PLC

communications configuration shall be completely configured to allow proper addressing of all

field connected I/O points. This shall include configuration of any remote input/output (RIO)

racks.

6. PLC Database Definition. The PLC database will include both field I/O points and internally

generated points required for programming. All field I/O points and internal programming points

shall be fully defined according to database naming conventions approved by Owner. As a

minimum, each database point shall be provided with a tag name, engineering unit, alarm

parameters, and description.

7. Analog Scaling. Each analog input and output will be appropriately scaled for use in internal PLC

programming, monitoring by the HMI computers, or transmission to other PLCs. Requirements

for raw count values shall be coordinated with the operator interface software to ensure

compatibility.

8. Equipment Runtimes. For each equipment item whose "run" status is monitored by a PLC,

internal equipment runtimes shall be accumulated by the respective PLC. The runtime procedure

will monitor the status of the equipment "run" contact and, when the equipment is running,

increment a software timer that maintains equipment runtime to within a one-minute resolution.

The timer shall stop incrementing, but not reset, when the "run" contact indicates that the

equipment is not running. The timer value shall increment a counter that maintains an integer

value representing the equipment run time in tenths of hours. The counter value shall be available

for display on the HMI computer.

MAY 30, 2019



a. Two separate runtime calculations shall be accumulated. One runtime accumulator shall be a

“daily” runtime. This runtime accumulator will accumulate runtimes from midnight to

midnight, with the value being reset to zero at midnight each night. The PLC shall store the

previous day’s accumulated runtime in a separate memory location prior to the runtime

accumulator reset.

b. A second runtime accumulator shall be cumulative “lifetime” accumulator. Reset for this

accumulator shall be on a maximum value rollover of 32767 hours. A manual reset of the

lifetime runtime value shall be available at the HMI computers for personnel at the supervisor

level and above.

9. Change-of-State Alarms. While equipment is controllable from the PLC ("in remote"), discrete

output commands shall be compared to their respective process feedback status signal (where

available) to verify proper execution. If the feedback status does not match the most recent output

command (after an adjustable 2 to 300 second time delay), an alarm message shall be generated by

the PLC. This alarm will be displayed on the HMI computer and the condition shall be logged as

an alarm, requiring operator acknowledgment. The alarm shall remain energized until the proper

discrete condition is sensed or until the operator resets the alarm through the HMI computer.

10. Equipment Availability. In general, equipment with PLC control has been provided with a local

selector switch that transfers control to the PLC. The PLC shall monitor the position of this

switch to determine if the equipment is available for PLC control. If the equipment is not

available, the PLC program shall not attempt to implement remote manual or automatic status

changes for the equipment. The PLC program may, however, need to implement special routines

if equipment unavailability affects a sequence (as described in the detailed equipment

descriptions).

11. Maintained/Momentary Outputs. In general, all PLC control outputs shall be programmed as

Maintained outputs. Should the electrical schematic or I/O list show equipment with two (or

more) control outputs for a device, the outputs shall be programmed for momentary outputs.

Provisions shall be made, in either case, to remove the active state (start, open, forward, initiate,

etc.) control output when an equipment failure is sensed or when the equipment transitions from

available to unavailable (local switch change).

12. Equipment Mode Changes. Unless otherwise indicated in the equipment control descriptions,

equipment in automatic mode shall be transitioned to manual mode (and stopped) if the equipment

fails or becomes unavailable or if the PLC processor resets.

13. Manual/Auto Bumpless Transfer. Unless otherwise indicated in the equipment control

descriptions, equipment changes from automatic to manual control shall be bumpless. Equipment

running or stopped in automatic mode shall remain running or stopped when manual mode is

selected. If a Local Operator Interface is required for the PLC, set point changes between the

Local Operator Interface (in Local Automatic mode) and the HMI (in Remote Automatic Mode)

shall be bumpless.

14. PLC Failure Alarm. The PLC program shall be configured to provide a PLC failure output for

display on the Pump Station Control Panel. This PLC failure output shall be provided by having

the program hold energized a relay output. Program configuration shall be such that if the

program stops executing, the relay output will de-energize, activating an alarm light on the control

panel.

15. Pump Start Counter. The PLC program shall accumulate the number of pump starts for each each

pump whose "run" status is monitored by a PLC. The pump start procedure will monitor the status

of the equipment "run" contact and, when the equipment is started (either via the PLC, backup

float operation, or by the H-O-A switch being placed in Hand) the procedure will increment a

software counter that maintains equipment starts. The counter value shall be available for display

on the HMI computer.

a. Two separate pump start counters shall be accumulated for each pump. One counter shall be

a “daily” pump start counter. This counter accumulates pump starts from midnight to

midnight, with the value being reset to zero at midnight each night. The PLC shall store the

previous day’s accumulated start count in a separate memory location prior to the counter

being automatically reset.

b. A second pump start counter shall be a cumulative “lifetime” pump start counter. Reset for

this accumulator shall be on a maximum value rollover of 32767 starts. A manual reset of the

lifetime pump starts value shall be available at the HMI computers for personnel at the

supervisor level and above.

MAY 30, 2019



16. Report by Exception:

a. The PLC shall be programmed to support Report by Exception data communications with the

central SCADA system. Each analog signal monitored shall be configured with a

programmable deadband. The PLC shall monitor the analog signal and when the signal

changes by an amount greater than the deadband, the PLC will initiate communications with

the master station to transmit the data.

b. Each discrete signal shall be capable of being designated as a report by exception signal

which will also initiate data communications with the master station.

c. The master station will also periodically poll the PLC, in addition to the report by exception

functionality.

17. Communications Failure Alarms

3.2 EQUIPMENT CONTROL AND CONTROL MODE OVERVIEW

A. The following explains the general format and control modes that are used in the detailed equipment

descriptions. These paragraphs apply to the attached, project specific, equipment control descriptions

included herein.

1. General. Appended to this section are the equipment control programming requirements, with

requirements for both PLC programming and the minimum operator interface functions.

2. Control Modes. There are three general control modes available for the process equipment: 1)

remote manual, and 2) remote auto, and 3) local auto. Remote manual control provides a means

for operators to adjust equipment status or set point, through the HMI, using manually initiated

commands. Remote automatic control provides a means for automatically changing equipment

status or set point based on measured process parameters, calculated values, and HMI based

operator set points. Some equipment may have more than one remote auto mode. Local

automatic control provides for automatically changing equipment status or set point based on

measured process parameters, calculated values, and Local Operator Interface - based operator set

points. Local automatic control also includes backup automatic control functions that will provide

control on failure of a PLC or instrument.

a. Descriptions for local manual control are included in the detailed equipment control

descriptions. They are provided primarily for documentation purposes and for information.

These controls are hardwired and require no programming effort.

3.3 DETAILED EQUIPMENT CONTROL DESCRIPTIONS

A. The following describes specific function requirements for various software control blocks in the

control system. These descriptions are intended to provide an overview of the operational concept for

the facilities, rather than describing in detail every operating feature or interlock.

1. Loop Description Title

a. Wastewater Duplex Pumping Control Standard

2. Associated Equipment:

a. Duplex pumps, level instruments, magnetic flow meter, pressure transmitter

3. Associated Drawing(s):

a. Example Duplex Control Panel Schematic

4. Local Manual Mode:

a. Local manual control of the duplex pumps shall be provided through a HAND-OFF-AUTO

(H-O-A) selector switch for each individual pump to allow local starting and stopping of each

pump. When the H-O-A selector switch is in the HAND position, the pump shall run.

b. In all control modes, the equipment shall be interlocked to prevent operation if there is a

motor overload, high motor temperature, phase/voltage loss, or low water level.

5. Local Auto Mode

a. Backup Level Control: Backup

1) Level control shall override the PLC based control when the High Level Float is

activated. When the H-O-A selector switch is in the AUTO position and the High Level

Float is activated, both pumps shall be called to run in a staggered fashion to avoid circuit

overload. Both pumps will continue to run until the Low Level float is activated. When

the Low Level Float is activated, both pumps shall stop.

MAY 30, 2019



2) Additionally, when the High Level Float is activated, the PLC shall suspend pump

start/stop control based on the measured level signal for an operator adjustable period of

time, ranging from 1 to 60 minutes, initial set point at 5 minutes. At the end of the time

period, the PLC shall compare the measured ultrasonic level to see if it is in the normal

range for wetwell operation. If the value is within the normal range, the PLC will assume

control of the pumps. If the level value is not within normal range, the PLC will not

attempt to control the pumps. The intent of this is to prevent the “short cycling” of

pumps in the event an ultrasonic level transmitter fails with a false high level.

b. Normal Operation:

1) Local automatic control shall be provided through the PLC if a local operator interface

will be installed on the system. If the local operator interface is not present, this mode of

control shall not be enabled.

2) When the H-O-A selector switch at the pump is in the AUTO position, the field operator

can select Local-Automatic control from the local operator interface. The field operator

will have access to wetwell level control set points via the LOI. The operation of the

duplex pumps will be the same as outlined in Remote-Automatic mode below, except that

the set points are available for adjustment at the local operator interface.

3) All set points accessible at the local operator interface will be configured for bumpless

transfer between the SCADA set points shown in Remote Automatic operation.

c. Remote Manual Mode

1) Remote manual control shall be provided through the PLC. When the H-O-A selector

switch at the pump is in the AUTO position and MANUAL is selected at the HMI, the

pump start and stop shall be controlled remotely from the HMI using operator manual

commands. The PLC shall be configured to allow a remote HMI interface by MPW.

6. Remote Auto Mode

a. Normal Operation

1) Remote automatic control shall be provided through the PLC. When the H-O-A selector

switch at the pump is in the AUTO position and the HMI Manual bit is not set, the PLC

shall assume automatic control. Contractor shall program the PLC to assume Remote-

Automatic mode if the HMI Manual bit is not selected in the PLC.

2) In Automatic control, the duplex pumps shall be staged in a lead/lag designation. After

each pump operation, the pump with the lesser run-time value shall be designated as the

lead pump, while the pump with the greater run-time value shall be designated as the lag

pump. Failure of a lead pump will immediately start the lag pump. The pump station

wet well level control system shall control the wet well level as follows:

a. The lead pump shall start as level in the wet well rises to an adjustable level for one

pump operation (Lead Pump Start, operator selectable on the HMI from EL XX to

EL XX, initially set at EL XX). If wet well level drops an adjustable amount (Lead

Pump Stop, operator selectable at the HMI, initially set at XX feet) below the set-

point level for one pump operation, the lead pump shall shut down.

b. If the wet well level rises an adjustable amount (Lag Pump Start, operator selectable

at the HMI, initially set at XX feet) above the set-point level for one pump operation,

the lag pump shall start. Both pumps will run in parallel until the level drops to an

adjustable level for two pump operations (Lag Pump Stop, operator selectable on the

HMI from EL XX to EL XX, initially set at EL XX). If wet well level drops below

the Lag Pump Stop set-point level, the Lag pump shall stop. The Lead pump shall

continue to pump until the Lead Pump Stop level is reached, as established in step 1.

3) When the H-O-A selector switch at the pump is in the AUTO position, all control modes

shall be overridden on High water level, as indicated by the High Level Float activation.

When the High Level float is activated, both pumps will start and stop as described in

Local-Automatic control. When the Low Water Level float is activated, both pumps will

shutdown and resume normal operation.

7. Drawdown Test Mode

a. Round Wet Well Test

1) The drawdown test requires a number of parameters which are unique to each pump

station. Contractor shall obtain and verify these parameters prior to finalizing the

program. The parameters are:

a. Wetwell Diameter - A (feet)

b. Wetwell Depth – B (feet)

c. Wetwell influent pipe invert level – C (feet)

d. Discharge Distance – D (in feet)

MAY 30, 2019



2) When the H-O-A selector switch at the pump is in the AUTO position and

DRAWDOWN TEST mode is selected at the HMI, the duplex pumps shall be controlled

by the pump station wet well level control system and shall be controlled for a pre-set

time. The pumps will be controlled as follows to calculate, record, and store several

values (to the nearest hundredth) in the PLC:

b. Pumped Flow and TDH:

1) Evaluate the measured wetwell level against the influent pipe invert level (C). If the level

is above C, start pump #1 and lower the measured wetwell level to 1 foot below level C.

If the pump does not need to be started to lower wetwell level, proceed to the next step.

2) Start Pump #1 and start a timer (T1) (operator selectable on the HMI from 30 seconds to

300 seconds, initially set at 60 seconds). Store the initial measured wetwell level (L1).

3) Run Pump #1 for the set point time. Midway through the pump operation duration,

monitor and store force main discharge pressure (P) and the Pump Station Discharge

Flow (F).

4) At the end of pump run duration, capture and store the final wetwell level (L2).

5) Calculate Head (H) and Total Dynamic Head (TDH) as follows:

H = P (in PSI) * 2.31

TDH = H+D-2

6) Calculate Pumped Flow (PF) as follows:

PF (GPM) = ( A2 ) * (L1-L2) * ( 5.87 ) / (T1/60)

7) Store all measured and calculated variables for the drawdown test in a unique P1

drawdown test variable for upload to the SCADA historian.

8) Stop Pump 1. Repeat steps 1 – 7 for Pump 2.

c. Inflow Calculation:




2) Stop all pumps and start a timer (T) (operator selectable on the HMI from 30 seconds to


3) When timer T2 is complete, store the final measured wetwell level (L2).

4) Calculate Influent Flow (InfF) as follows:

InfF (GPM) = ( A2 ) * (L2-L1) * ( 5.87 ) / (T1/60)

D. Total Flow Rate Calculation:

1) Calculate Total Flow Rate:

TotF (GPM) = InfF + PF

8. Rectangular Wet Well Test

a. The drawdown test requires a number of parameters which are unique to each pump station.

Contractor shall obtain and verify these parameters prior to finalizing the program. The

parameters are:

1) Wetwell Width - A (feet)

2) Wetwell Length – B (feet)

3) Wetwell influent pipe invert level – C (feet)

4) Discharge Distance – D (in feet)

b. Pumped Flow and TDH:




2) Start Pump #1 and start a timer (T1) (operator selectable on the HMI from 30 seconds to


3) Run Pump #1 for the set point time. Midway through the pump operation duration,

monitor and store force main discharge pressure (P) and the Pump Station Discharge

Flow (F).

4) At the end of pump run duration, capture and store the final wetwell level (L2).

5) Calculate Head (H) and Total Dynamic Head (TDH) as follows:

H = P (in PSI) * 2.31

TDH = H+D-2

6) Calculate Pumped Flow (PF) as follows:

PF (GPM) = ( A*B ) * (L1-L2) * (7.48 ) / (T1/60)

7) Store all measured and calculated variables for the drawdown test in a unique P1

drawdown test variable for upload to the SCADA historian.

8) Stop Pump 1. Repeat steps 1 – 7 for Pump 2.

MAY 30, 2019



c. Inflow Calculation:




2) Stop all pumps and start a timer (T2) (operator selectable on the HMI from 30 seconds to


3) When timer T2 is complete, store the final measured wetwell level (L2).

4) Calculate Influent Flow (InfF) as follows:

InfF (GPM) = ( A*B ) * (L2-L1) * ( 7.48 ) / (T1/60)

d. Total Flow Rate Calculation:

1) Calculate Total Flow Rate:

TotF (GPM) = InfF + PF

9. Maintenance Disable Mode

a. A “Maintenance Disable” feature shall be provided in the PLC. When this mode is selected,

all normal automatic and remote-manual operations for the pumping station are suspended.

The activation of the Maintenance Disable feature will be from the HMI.

b. When Maintenance Disable is selected at the HMI for the individual pumping station, the

PLC shall energize the Maintenance Disable output, suspend all PLC based pump control, and

start the Disable Timer. When the Disable Timer set point is reached (0.5 hour to 4 hours,

initially set to 1 hour), an alarm bit shall be set for transmission to the HMI.

c. When Maintenance Disable is selected at the HMI for an individual pumping station, a PLC

output will energize that will also disable the local-automatic float backup control. The PLC

shall monitor the wetwell level. If the wet well level rises to an adjustable level (Emergency

Start, operator selectable at the HMI, initially set at XX feet), the PLC will start the lead

pump. The lead pump will run until the wetwell level reaches the Lead Pump Stop set point

(defined above).

d. The Maintenance Disable output shall remain energized until HMI deselects the Maintenance

Disable feature or the Maintenance Disable Pushbutton on the field pump control panel is

pressed. The maintenance disable feature shall be configured in a fail-safe mode, such that if

the PLC fails, the disable output shall be deenergized.

e. The Disable Timer set point shall be adjustable from the HMI, however the set point shall

return to the programmed default value after each timer cycle. For example, the HMI

operator will be able to adjust the disable timer from the default to 4 hours. At the end of the

four hours, the Maintenance Disable Alarm shall be energized and the Disable Timer set point

shall be returned to the default value.

10. Alarms

a. Pump 1(2) Breaker Tripped, Pump 1(2) Overload, Pump 1(2) Overtemperature, Pump

1(2) Seal Failure, Water Level Low, Water Level High, Water Level High-High, Emergency

Breaker On, Commercial Power Failure, Internal Power Failure, Control Power Failure, Panel

Intrusion, PLC on UPS, Pump 1(2) Fail to Start , Maintenance Disable Alarm, Control Panel

Hi Temp, Both Main Control Panel and PLC Control Panel.

11. Status Indications

a. The following status indications shall be available in the PLC for remote HMI display:

1) Pump 1(2) Running, Pump 1(2) in Auto, Pump 1(2) in Hand, Maintenance Disable

Status

12. Analog and Calculated Values

a. The following values shall be available in the PLC for remote HMI display:

1) Pump Station Wet Well Level, Pump Station Discharge Pressure, Pump Station

Discharge Flow, Totalized Pump Station Flow, Pump 1(2) Daily Runtime, Pump

1(2) Cumulative Runtime, Pump 1(2) Daily Pump Starts, Pump 1(2) Cumulative

Pump Starts, Pump 1(2) Current (if applicable).

13. PLC Powerup

a. On PLC powerup, control of the pumping station shall be set to Local Automatic mode.

14. Power Failure

a. Control of the pumping station shall resume with the control mode established prior to the

power failure.

END OF SECTION

MAY 30, 2019


SECTION 16310B – CONTROL LOGIC – Page 1

SECTION 16310B

CONTROL LOGIC

Description This is the description or the function (i.e. Filter No. 1 Loss-of-head)

Field Device This is the tag number of equipment identifier associated with the I/O point.

Controller ID or Rem I/O This is the panel identification for the I/O cabinet, PLC cabinet, or controller where

the I/O signal terminates.

Analog Data

(Signal Type)This will typically be a 4-20 mA, but could also be 1-5 Vdc, serial, HART, BUS,

or similar to indicate the signal type of the associated input or output

Analog Data

(Calibrated Range) This will be the scaled value of the input in engineering units

Analog Data

(Power)

This will typically be '2-wire' for devices which are loop powered from the PLC

enclosure, or '4-wire' for devices which are powered from external power supplies,

unless noted otherwise.

Discrete Data

(Signal Type)

This will be 120VAC, 24VDC, or similar to indicate the signal type of the

associated input or output.

Discrete Data

(Closed State)This will indicate the state of the input or output when it is considered to be closed

or energized (normal, alarm, running, failed, etc.)

Discrete Data This will indicate the location of the power source for the wetting voltage on the

contacts, as follows:

(Power Source) Field = External field power source (May require interposing relays or isolated

I/O module type.)

PLC = Power originates from within the PLC or I/O enclosure.

Discrete Data

(Interp Relay)

This will be either 'Yes' or 'No' to indicate whether the input or output requires an

interposing relay. Relays are typically required to isolate external voltage sources.

See specifications for additional details.

Table 1 is representative I/O listing for both duplex and triplex pump stations

MAY 30, 2019



Table 1. I/O Listing (Duplex or Triplex)

Field Processor Analog Data Discrete Data

Item Type DescriptionField

Device

Controller

ID or

Rem I/O

Rack Slot PointSignal

Type

Calibrated

RangePower

Signal

Type

Closed

State

Power

Source

Interp

Relay

Pump No. 11 DI

- Running - PS PLC 0 1 0N/A N/A N/A

24

VDCRunning PLC No

Pump No. 1

2 DI - Breaker

Tripped -PS PLC 0 1 1

N/A N/A N/A24

VDCAlarm PLC No

Pump No. 13 DI

- In Auto - PS PLC 0 1 2N/A N/A N/A

24

VDCIn Auto PLC No

Pump No. 14 DI

- Seal Failure - PS PLC 0 1 3N/A N/A N/A

24

VDCAlarm PLC No

Pump No. 1

5 DI - Overtemp

Alarm -PS PLC 0 1 4

N/A N/A N/A24

VDCAlarm PLC No

Pump No. 1

6 DI - Overload

Alarm -PS PLC 0 1 5

N/A N/A N/A24

VDCAlarm PLC No

Pump No. 27 DI


24

VDCRunning PLC No

Pump No. 2

8 DI - Breaker


N/A N/A N/A24

VDCAlarm PLC No

Pump No. 29 DI


24

VDCIn Auto PLC No

Pump No. 210 DI


24

VDCAlarm PLC No

Pump No. 2

11 DI - Overtemp

Alarm -PS PLC 0 1 10

N/A N/A N/A24

VDCAlarm PLC No

Pump No. 2

12 DI - Overload

Alarm -PS PLC 0 1 11

N/A N/A N/A24

VDCAlarm PLC No

13 DI UPS OK PS PLC 0 1 12 N/A N/A N/A24

VDCOK PLC No

14 DIEmergency

Breaker OnPS PLC 0 1 13 N/A N/A N/A

24

VDCAlarm PLC No

15 DICommercial

Power OKPS PLC 0 1 14 N/A N/A N/A

24

VDCOK PLC No

16 DIControl Power

OKPS PLC 0 1 15 N/A N/A N/A

24

VDCOK PLC No

Pump No. 317 DI


24

VDCRunning PLC No

Pump No. 3

18 DI - Breaker


N/A N/A N/A24

VDCAlarm PLC No

Pump No. 319 DI


24

VDCIn Auto PLC No

Pump No. 320 DI


24

VDCAlarm PLC No

Pump No. 3

21 DI -Overtemp

Alarm-

PS PLC 0 2 4 N/A N/A N/A24

VDCAlarm PLC No

Pump No. 3

22 DI -Overload

Alarm-

PS PLC 0 2 5 N/A N/A N/A24

VDCAlarm PLC No


MAY 30, 2019






Device

Controller

ID or

Rem I/O


Type

Calibrated

RangePower

Signal

Type

Closed

State

Power

Source

Interp

Relay

23 DIPLC on UPS

PowerPS PLC 0 2 6 N/A N/A N/A

24

VDCAlarm PLC No

24 DIReplace Battery

on UPSPS PLC 0 2 7 N/A N/A N/A

24

VDCAlarm PLC No

25 DIFloat High High

LevelLSHH PS PLC 0 2 8 N/A N/A N/A

24

VDCAlarm PLC No

26 DIFloat High

LevelLSH PS PLC 0 2 9 N/A N/A N/A

24

VDCAlarm PLC No

27 DI Float Low Level LSL PS PLC 0 2 10 N/A N/A N/A24

VDCAlarm PLC No

28 DI Spare PS PLC 0 2 11 N/A N/A N/A24

VDCN/A PLC No

29 DI Spare PS PLC 0 2 12 N/A N/A N/A24

VDCN/A PLC No

30 DI Panel Intrusion PS PLC 0 2 13 N/A N/A N/A24

VDCAlarm PLC No

31 DIBiofilter Run (if

present)PS PLC 0 2 14 N/A N/A N/A

24

VDCRun PLC No

32 DIGenerator

RunningPS PLC 0 2 15 N/A N/A N/a

24

VDCRun PLC No

Pump No. 1

33 DO - Run Command

-PS PLC 0 3 0

N/A N/A N/A24

VDC

Run

CommandPLC Yes

Pump No. 2

34 DO - Run Command

-PS PLC 0 3 1

N/A N/A N/A24

VDC

Run

CommandPLC Yes

Pump No. 3

35 DO - Run Command

-PS PLC 0 3 2

N/A N/A N/A24

VDC

Run

CommandPLC Yes

36 DO PLC Failure PS PLC 0 3 3 N/A N/A N/A24

VDCPLC Fail PLC Yes

37 DOMaintenance

DisablePS PLC 0 3 4 N/A N/A N/A

24

VDCDisable PLC Yes

38 DOGenerator

Remote StartPS PLC 0 3 5 N/A N/A N/A

24

VDCRun PLC Yes

39 DOCellular

Gateway ResetPS PLC 0 3 6 N/A N/A N/A

24

VDCReset PLC Yes

40 DO Spare PS PLC 0 3 7 N/A N/A N/A24

VDCClosed PLC Yes


VDCClosed PLC Yes


VDCClosed PLC No


VDCClosed PLC No


VDCClosed PLC No


VDCClosed PLC No


VDCClosed PLC No


VDCClosed PLC No


VDCClosed PLC No

49 AI Wetwell Level LIT PS PLC 0 4 04-20

mA0-XX FT

2-

WireN/A N/A N/A N/A

50 AI Discharge Flow FIT PS PLC 0 4 14-20

mA

0-XX

GPM

4

WireN/A N/A N/A N/A

51 AI

Force Main

Pressure

Discharge

PIT PS PLC 0 4 24-20

mA0-XX PSI

2-

WireN/A N/A N/A N/A


MAY 30, 2019






Device

Controller

ID or

Rem I/O


Type

Calibrated

RangePower

Signal

Type

Closed

State

Power

Source

Interp

Relay

Wetwell Level 4-2052 AI

(If Applicable)LIT PS PLC 0 4 3

mA0-XX FT

2-

WireN/A N/A N/A N/A

Pump No. 1

- Speed

Reference -0 4 452 AI

(If Applicable) PS PLC

4-20

mA0-100% N/A N/A N/A N/A

Pump No. 2

- Speed

Reference -0 4 553 AO


4-20


Pump No. 1

- Speed

Indication -0 5 054 AI


4-20

mA0-60 HZ

4

WireN/A N/A N/A N/A

Pump No. 2

- Speed

Indication -0 5 155 AI


4-20

mA0-60 HZ

4

WireN/A N/A N/A N/A

Pump No. 3

-Speed

Indication-56 AI

(If Applicable)

PS PLC 0 5 24-20

mA0-60 HZ

4

WireN/A N/A N/A N/A

Panel

Temperature

Sensor

57 AI PS PLC 0 5 34-20

mA-20-140 F

2

WireN/A N/A N/A N/A

Pump No 3

-Speed

Reference-58 AO

(If Applicable)

PS PLC 0 5 44-20


59 AO Spare PS PLC 0 5 54-20

mAN/A N/A N/A N/A

END OF SECTION

MAY 30, 2019


SECTION 16420 – VFD’S FOR PUMPING APPLICATIONS – Page 1

SECTION 16420

VARIABLE FREQUENCY DRIVES (VFD) FOR PUMPING APPLICATIONS

PART 1 - GENERAL

1.1 SUMMARY

A. This Section provides specification requirements for solid-state, pulse-width modulated (PWM) Variable

Frequency Drives, herein referred to as AC Drives, for use with NEMA B design AC motors.

B. The AC Drive supplier shall furnish, field test, adjust and certify all installed AC drives for satisfactory

operation.

C. Any exceptions/deviations to this specification shall be indicated in writing and submitted no less than

one week prior to bid date.

1.2 REFERENCES

A. ANSI/NFPA 70 - National Electrical Code (NEC), latest version.

B. UL 508-UL Standard for Safety Industrial Control Equipment.

C. UL 508C - UL Standard for Safety Power Conversion Equipment.

D. NEMA ICS7: Industrial Control and Systems Variable Speed Drives.

E. CSA C22.2 No. 14 - M91: Industrial Control Equipment.

F. IEC 1800: Adjustable Speed Electrical Power Drive Systems

G. SEMI-F-47: Voltage Ride Thru

1.3 SUBMITTALS

A. A submittal package shall be furnished for approval. This package shall consist of elementary power

and control wiring diagrams and outline drawings. The outline drawings shall include front and side

views of drive with overall dimensions and weights shown. Standard catalog specification sheets

showing voltage, horsepower and maximum current ratings shall be included.

1.4 WARRANTY

A. An eighteen (18) month warranty shall be provided on materials and workmanship from the date of

shipment.


A. The manufacturer of the AC Drive shall be a certified ISO 14001 facility.

B. The AC drive and all associated optional equipment shall be UL Listed according to UL 508C - Power

Conversion Equipment. As verification, a UL label shall be attached on the nameplate.

C. The AC Drive shall be designed, constructed and tested in accordance with applicable UL, SCA, IEC,

NEMA, and NEC standards.

D. Every power converter shall have a serial number with traceability records maintained by the

manufacturer.

PART 2 - PRODUCT

2.1 MANUFACTURERS

A. The AC Drive shall be manufactured by Schneider Electric and branded Square D/Telemecanique.

Substitutions are not allowed.


A. The AC Drive shall convert the input AC main power to an adjustable frequency and voltage. The input

power section shall utilize a full wave bridge design incorporating diode rectifiers to convert fixed

voltage and frequency, AC line power to fixed DC voltage. The output power section shall change fixed

DC voltage to adjustable frequency AC voltage.

B. The adjustable frequency drive package shall include input EMI/RFI filtering.

C. The AC drive shall have a user interface (keypad) that presents information in plain English text. The

user interface shall include a Local/Remote button to switch between control at the terminal strip and

the user interface (keypad). This button shall also switch between network control and the user interface

(keypad). The keypad shall have Run and Stop keys and a manual speed potentiometer function.

2.3 CONSTRUCTION

A. The AC Drive power converter shall be UL Plenum rated.

B. All heat sink fans shall be accessible from the front and shall not require the removal of the AC drive

power converter for fan replacement.

C. All heat sink fans shall be cycled on only when required to cool the drive to maximize the life of the fan.

D. The AC Drive shall have the following enclosure rating: IP 41 on top, IP21 on all other surfaces.

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2.4 APPLICATION DATA

A. The AC Drive shall be sized to operate a variable torque-pumping load.

B. The speed range shall be from a minimum speed of 1.0 Hz to a maximum speed of 72 Hz.

2.5 ENVIRONMENTAL RATINGS

A. The AC Drive shall meet IEC 60664-1 Annex A and NEMA ICS 1, UL, and CSA standards.

B. The AC Drive shall be designed to operate in an ambient temperature from -10 to 50oC (14 to 122oF),

and stored in a temperature range shall be -25 to 65oC (-13 to 149oF).

C. The maximum relative humidity shall be 95%, non-condensing.

D. The AC Drive shall be rated to operate at altitudes less than or equal to 3300 ft. (1000m).

E. The AC Drive shall meet the IEC 60721-3-3-3M3 operational vibration specification

2.6 RATINGS

A. The AC Drive shall be designed to operate at the input line voltage indicated on the equipment schedule,

and from an input frequency range of 60 Hz (+) 5%.

B. The displacement power factor shall not be less than 0.98 lagging under any speed or load condition.

C. The efficiency of the AC Drive at 100% speed and load shall not be less than 97%.

D. The variable torque rated AC Drive over current capacity shall be not less than 110% for one (1) minute.

E. The output carrier frequency shall be randomly modulated about the selected frequency. The output

carrier frequency of the AC Drive shall be selectable from 1 to 16 kHz, 12kHz nominal rating.

2.7 DRIVE PROTECTION

A. Upon power-up, the AC Drive shall automatically test for valid operation of memory, loss of analog

reference input, loss of communication, DC-to-DC power supply, control power and pre-charge circuit.

B. The AC drive shall be rated for UL minimum short circuit currents per given horsepower rating.

C. The AC Drive shall be protected against short circuits, between output phases and to ground.

D. The AC Drive shall have under-voltage power-loss ride through performance per the SEMI F-47 voltage

ride through standard and certified by a third party.

E. The AC drive shall have a programmable ride-through function, which will allow the logic to maintain

control for a minimum of one-second (60 cycles) without faulting.

F. An auto restart function will provide selectable time for restart attempts after the fault has disappeared

and other operating conditions permit the restart. The restart shall be performed by a series of automatic

attempts separated by increasingly longer periods of time. This period of time shall be selectable.

G. Upon loss of the analog process follower reference signal, the AC Drive shall be programmable to

display a fault.

H. The AC Drive shall have a solid-state UL 508C listed overload protective device and meet IEC 60947.

I. The output frequency shall be software enabled to fold back when the motor is overloaded.

J. There shall be three skip frequency ranges that can be programmed to a bandwidth of + 2.5 Hz.

2.8 ADJUSTMENTS AND CONFIGURATIONS

A. The AC Drive shall be capable of storing the configuration in the keypad.

B. The acceleration and deceleration ramp times shall be adjustable from 0.05 to 999.9 seconds.

C. The memory shall retain and record run status and fault type of the past eight faults.

D. The software shall have an energy economy function that, when selected, will reduce the voltage to the

motor when selected for variable torque loads. A constant volts/Hz ratio will be maintained during

acceleration. The output voltage will then automatically adjust to meet the torque requirement of the

load. If selectable volts/Hz ratio patterns does not meet specification, the function must be automatically

optimized.

E. The AC Drive shall have macro configurations for HVAC and pump applications, PID regulator set-up

and network set-up.

2.9 KEYPAD DISPLAY INTERFACE

A. A keypad display interface shall facilitate modification of AC Drive parameters via a touch keypad. All

electrical values, configuration parameters, I/O assignments, application and activity function access,

faults, local control, adjustment storage, and diagnostics shall be accessible.

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B. The AC Drive model number, torque type, software revision number, horsepower, output current, motor

frequency and motor voltage shall be listed on the drive identification portion of the LCD display.

C. The keypad display shall have password protection that allows the keypad to be locked out from

unauthorized personnel.

D. The keypad shall be capable of displaying I/O assignment and status.

2.10 CONTROL CONNECTIONS

A. The control power for the digital inputs and outputs shall be 24Vdc.

B. The internal power supply shall incorporate automatic current fold-back that protects the internal power

supply if incorrectly connected or shorted. The transistor logic outputs will be current limited and will

not be damaged if shorted.

C. Removable terminal strips shall be used on all logic and analog signal connections in the power

converter.

D. Two programmable dry contacts shall be provided for indication of drive conditions.

E. The AC Drive shall have an enable logic input. The Drive shall not allow the motor to operate until this

input is closed. If this input is opened while the connected motor is running, the AC Drive shall stop

applying power to the motor. This power removal function shall be certified by an independent agency.

F. The control section of AC Drive shall be supplied separately if necessary with 24V DC, to keep the

network communication always available even if the power supply is OFF.

2.11 SERIAL COMMUNICATION

A. The AC Drive shall have an integrated RJ45 port, selectable for Modbus or CanOpen.

B. The AC Drive shall have the capability for internal mounted communication card. The following

protocols shall be the minimum available: Ethernet TCP/IP, Modbus Plus, Profibus DP, Devicenet

Interbus-S.

C. The AC Drive shall have an internal mounted Ethernet communication card.

2.12 HARMONIC MITIGATION

A. Each Drive shall include a combination of integrated filters and DC link reactors to provide effective

harmonic mitigation equivalent to 3% impedance without requiring additional panel space.

PART 3 - INSTALLATION

3.1 INSPECTION

A. Verify that the location is ready to receive work and the dimensions are as indicated.

3.2 PROTECTION

A. Before and during the installation, the AC Drive equipment shall be protected from water and site

contaminants.

3.3 INSTALLATION

A. Installation shall be in compliance with manufacturer’s instructions, drawings and recommendations.

3.4 DOCUMENTATION

A. The AC Drive supplier shall supply a comprehensive bound instruction and installation manual that

includes wiring diagrams, layout diagrams, and outline dimensions.

END OF SECTION

MAY 30, 2019