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Greenville Water Greenville, South Carolina

Technical Specifications

For the

Lake Keowee Intake to Adkins Water Plant Raw Water System Improvements

CIP #184

BC Project #154828

Final Design Submittal

May 2021

THIS PAGE HAS BEEN LEFT BLANK INTENTIONALLY

TECHNICAL SPECIFICATIONS

FOR

CIP #184

Lake Keowee to Adkins WTP Raw Water Improvements

Prepared for:

Greenville Water

407 West Broad Street

Greenville, South Carolina 29601

Plans Prepared by:

Brown and Caldwell

250 Berryhill Road, Suite 104

Columbia, South Carolina 29210

803.873.9701

The Standard Technical Specifications (“specifications”) and Construction Details (“details”) bound into this

booklet have been reviewed by the above (“Engineer”) and have been found to be in conformance and consistent

with the construction illustrated in the design drawings (“plans”) prepared for this utility construction project.

Discrepancies found between the plans and the specifications of the details shall be communicated to the

Engineer for interpretation.

Lake Keowee to Adkins WTP Raw Water System Table of Contents

154828 01 11 00 - i

Lake Keowee to Adkins WTP Raw Water System

FOR GREENVILLE WATER

LIST OF TECHNICAL SPECIFICATION SECTIONS

DIVISION 01 – GENERAL REQUIREMENTS

01 11 00 Summary of Work

01 11 80 Environmental Conditions

01 12 16 Work Sequence

01 12 50 Measurement and Payment

01 14 19 Use of Site

01 32 16 Construction Progress Scheduling

01 32 23 Survey and Layout Information

01 32 33 Photographic Documentation

01 33 00 Submittal Procedures

01 35 43 Environmental Procedures

01 40 00 Quality Requirements

01 42 19 Reference Standards

01 45 20 Equipment and System Performance and Operational Testing

01 45 29 Testing Laboratory Services

01 51 00 Temporary Utilities

01 66 00 Product Storage and Handling Requirements

01 73 23 Bracing and Anchoring

01 73 29 Cutting and Patching

01 75 00 System Testing

01 78 23 Operating and Maintenance Data

01 78 39 Project Record Documents

01 91 00 Commissioning

01 99 90 Reference Forms

DIVISION 03 – CONCRETE

03 11 00 Concrete Forming

03 20 00 Concrete Reinforcing

03 30 00 Cast-In-Place Concrete

03 48 11 Precast Concrete Vaults

03 60 00 Grouting

DIVISION 05 – METALS

05 05 13.13 Zinc Coating

05 05 20 Anchor Bolts

DIVISION 07 – THERMAL AND MOISTURE PROTECTION

Lake Keowee to Adkins WTP Raw Water System Table of Contents

154828 01 11 00 - ii

07 91 26 Joint Fillers

07 92 00 Joint Sealants

DIVISION 08 - OPENINGS

08 31 20 Floor Access Doors

DIVISION 09 - COATINGS

09 90 00 Painting and Coating

DIVISION 10 – SPECIALTIES

10 14 00 Signage

DIVISION 31 – EARTHWORK

31 10 00 Site Clearing

31 23 00 Excavation and Fill

31 23 16 Rock Removal

31 23 19 Dewatering

31 25 00 Erosion, Sedimentation and Dust Control

31 41 00 Shoring

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 12 16 Asphalt Paving

DIVISION 33 – UTILITIES

33 05 31 Ductile Iron Pipe

33 05 32 Lined and Coated Steel Pipe

DIVISION 40 – PROCESS INTEGRATION

40 05 01 Piping Systems

40 05 06.16 Piping Connections

40 05 07 Hangers and Supports for Process Piping

40 05 57.13 Manual Actuators

40 05 64 Butterfly Valves

40 05 78.13 Air Vacuum Valves for Water Service

APPENDIX

S&ME, Inc. Geotechnical Engineering Report

Revised Subsurface Exploration Report, Lake Keowee to Adkins WTP Water Line

Pickens County, South Carolina

S&M Project No. 1569-20-028

November 19, 2020

DIVISION 01

GENERAL REQUIREMENTS

Section Title

01 11 00 SUMMARY OF WORK

01 11 80 ENVIRONMENTAL CONDITIONS

01 12 16 WORK SEQUENCE

01 20 00 MEASUREMENT AND PAYMENT

01 14 19 USE OF SITE

01 32 16 CONSTRUCTION PROGRESS SCHEDULE

01 32 23 SURVEY AND LAYOUT DATA

01 32 33 PHOTOGRAPHIC DOCUMENTATION

01 33 00 SUBMITTAL PROCEDURES

01 35 43 ENVIRONMENTAL PROCEDURES

01 40 00 QUALITY REQUIREMENTS

01 42 19 REFERENCE STANDARDS

01 45 20 EQUIPMENT AND SYSTEM PERFORMANCE AND OPERATIONAL

TESTING

01 45 29 TESTING LABORATORY SERVICES

01 51 00 TEMPORARY UTILITIES

01 66 00 PRODUCT STORAGE AND HANDLING REQUIREMENTS

01 73 23 BRACING AND ANCHORING

01 73 29 CUTTING AND PATCHING

01 75 00 SYSTEM TESTING

01 78 23 OPERATION AND MAINTENANCE DATA

01 78 39 PROJECT RECORD DOCUMENTS

01 91 00 COMMISSIONING

01 99 90 REFERENCE FORMS

Lake Keowee to Adkins WTP Raw Water System Summary of Work

154828 01 11 00 - 1

SECTION 01 11 00

SUMMARY OF WORK

PART 1 GENERAL

1.01 SUMMARY

A. The work covered under this contract will be performed at the site of Greenville Water’s

Witty Adkins Water Treatment Plant (Adkins WTP) intake structure, and along the access

road and raw water main easement.

1.02 DESCRIPTION OF OWNER'S PROJECT

A. Greenville water has identified the need to replace two 48” PCCP raw water lines running

from the raw water pump station to the gate to the pump station access road. At two

locations, fittings, valves, vaults, piping and other appurtenances will be installed to

provide interconnections between the parallel raw water mains. The purpose of this

project is to mitigate the risk of failure of the existing PCCP lines, and increasing capacity

by replacing them with 54” ductile iron or steel pipe. The interconnections serve to

maintain maximum available capacity in the event one of the parallel mains is out of

operation.

1.03 CONTRACTS

A. The project will be performed under a single contract.

1.04 WORK OF THIS CONTRACT

A. Removal of both existing 48” PCCP and replace with new 54” ductile iron or steel pipe

from the pump station up to the first gate to the pump station.

1. Approximately 200 feet of each pipeline will be installed beneath the bridge

connecting the pump station and land. The new raw water mains will be connected to

the piping immediately inside the pump station.

a. The contractor shall develop means/methods for installing the new raw water

mains under the bridge and submit to the Owner and Engineer for review and

approval.

b. Examples of methods that may be considered include:

1) Example Method 1: Floating or barging sections in via water and lifting them

into place using the access points on the bridge deck and holding in place

while the supports are set and the joints welded, or

2) Example Method 2: Installing the joints of pipe from land. The contractor will

utilize the circular void in the bridge abutment left from the removed 48”

PCCP to insert sections of new pipe (similar OD) into place in saddles. The

access points in the bridge deck will be utilized to access and stabilize the

pipe as it’s being moved into place and welded together.

c. The contractor is not bound to one of the examples provided above and will

consider other means/methods for completing this portion of the work.

2. The remaining pipe will be along the existing pipeline and will require the complete

removal of the existing 48” PCCP and replacement with a new 54” ductile iron or

steel pipe generally in the same trench. Construction of only one raw water main will

Lake Keowee to Adkins WTP Raw Water System Summary of Work

154828 01 11 00 - 2

be done at a time to ensure the operation of the raw water system through the other

parallel main.

B. Installation of two interconnections along the raw water pipeline. One interconnection will

be located near the first gate for the pump station and the second one will be located at

the beginning of the cross-country portion of the pipeline.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Environmental Conditions

154828 01 11 80 1

SECTION 01 11 80

ENVIRONMENTAL CONDITIONS

PART 1 GENERAL

1.01 ENVIRONMENTAL CONDITIONS

A. This section describes the environmental conditions which have been observed at the

site of the work and which may reasonably be anticipated throughout the life of the

project.

1.02 CLIMATE CONDITIONS

A. The site of the work is at elevations between 800 and 900 feet above mean sea level.

B. Climate conditions are described as follows:

Description JAN FEB MAR APR MAY JUN

Average Max.

Temperature (ºF) 49.9 53.1 61.6 71.7 79.1 85.6

Average Min.

Temperature (ºF) 31.2 33.7 39.8 48.5 57.9 67.0

Average Total

Precipitation (in) 4.11 4.01 4.61 3.61 3.79 4.62

Description JUL AUG SEP OCT NOV DEC

Average Max.

Temperature (ºF) 88.8 87.9 81.1 71.4 61.7 51.7

Average Min.

Temperature (ºF) 70.4 69.4 61.8 50.7 41.7 34.0

Average Total

Precipitation (in) 4.9 4.66 4.32 3.78 4.15 4.21

South Carolina State Climate Office

1.03 ADDITIONAL CONDITIONS

A. Additional conditions which may be applicable are specified in other sections.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Work Sequence

154828 01 12 16 - 1

SECTION 01 12 16

WORK SEQUENCE

PART 1 GENERAL

1.01 CONTINUITY OF PLANT OPERATIONS

1.02 The existing raw water pump station is currently operation and available to Greenville water

to pump water from lake Keowee to the Adkins WTP. Temporary shutdown of portions of the

pump station may be necessary during construction of the raw water lines and

interconnections. The contractor shall coordinate the work with Greenville Water to provide

as little interference with normal operation as possible.

1.03 SUBMITTAL

A. In accordance with Section 01 33 00, the Contractor shall submit a detailed outage plan

and time schedule for operations which will make it necessary to remove a pipeline,

electrical circuit, equipment, or structure from service. The schedule shall be coordinated

with the construction schedule specified in the General Conditions of the Contract

Documents and shall meet the restrictions and conditions specified in this section. The

detailed plan shall describe the Contractor's method for bypassing, the length of time

required to complete said operation, and equipment which the Contractor shall provide in

order to bypass.

B. The Contractor shall observe the following restrictions:

1. Systems or individual equipment items shall be isolated, dewatered,

decommissioned, deenergized, or depressurized in accordance with the detailed

outage plan and schedule.

2. The Construction Manager shall be notified in writing at least one week in advance of

the planned operation.

1.04 PRECONSTRUCTION MEETING

A. Owner will schedule meeting after Contract time starts to run.

B. Attendance Required: Owner, Engineer, and Contractor.

C. Agenda:

1. Execution of Owner-Contractor Agreement.

2. Submission of executed bonds and insurance certificates.

3. Distribution of Contract Documents.

4. Submission of list of Subcontractors, list of products, schedule of values, and

progress schedule.

5. Designation of personnel representing parties in Contract, Engineer, independent

testing firm.

6. Procedures and processing of field decisions, submittals, and substitutions,

applications for payments, proposal requests, Change Orders, and Contract closeout

procedures.

7. Scheduling.

Lake Keowee to Adkins WTP Raw Water System Work Sequence

154828 01 12 16 - 2

D. Engineer will record minutes and distribute copies within two days after meeting to

participants, with two (2) copies to Engineer, Owner, Contractor, and those affected by

decisions made.

1.05 SEQUENCE AND SCHEDULE OF CONSTRUCTION

A. The construction schedule required in Section 01 32 16 shall provide for the following

recommended sequence. The following is general in nature, without specific details,

means and methods. Variances to this sequence may be made in coordination with the

Owner and Engineer.

1. Install all Silt Fencing and additional sediment and erosion control measures as

deemed necessary.

2. Conduct field verification of the location, size, depth, configuration, and other

pertinent information that may impact design parameters.

3. Review connection details with the design engineer and owner and submit shop

drawings.

4. Submit detailed installation plan for raw water lines beneath access bridge.

5. Coordinate for the shut down of raw water pumps associated with the first raw water

line to be replaced.

6. Dewater the first existing raw water line.

7. Install first new raw water line to the access gate, to include valve vaults for future

interconnection.

8. Test new piping as specified in the Contract Documents.

9. Place first new raw water main in service.

10. Repeat steps 5 through 9 for the second raw water main and connect to the first

interconnection at the pump station access road gate.

11. Submit plan for shut down of raw water pumps/mains for installation of second

interconnection.

12. Install the second interconnection.

13. Return to normal operation with all interconnection valves open.

14. Perform final site grading, restoration, seeding and paving.

15. Submit as-built information.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Measurement & Payment

154828 01 12 50 - 1

SECTION 01 12 50

MEASUREMENT AND PAYMENT

PART 1 GENERAL

1.01 DESCRIPTION

A. Measurements of the completed work shall be in accordance with, and by instruments

and devices calibrated to United States Standard Measures and the units of

measurement for payment, and the limits thereof, shall be made as shown on the Plans,

Specifications and General Specifications.

B. Each item for which payment will be made is listed in the Bid Schedule. Work specified or

shown on the Drawings for which the Bid Schedule does not provide a separate lump

sum or unit price, or which is incidental, is not separately paid. Costs for such work are

compensated in the prices bid for other work items.

C. The Bid Amounts for each Bid Item will be used for comparative bid analysis. The Bid

amounts will also form the basis of monthly progress payments. Bid items are not

intended to be exclusive descriptions of work categories and the Contractor shall

determine and include in its pricing all materials, labor, and equipment necessary to

complete each Bid Item (work phase) as shown and specified.

1.02 METHODS OF MEASUREMENT

A. Measure quantities in accordance with standard industry practice, and as specified

herein.

B. Units of measurement are indicated on the Bid Schedule for each unit price item of work.

Payment shall be made by multiplying the quantities measured by the unit price bid for

the item of work. The costs for performing each item of work shall be included in the

price bid for the item in which the work is required.

C. Payments for lump sum items will be made in accordance with a well-balanced, detailed

apportionment of the lump sum, prepared by the Contractor and approved by the

Engineer.

D. Measurements of allowance-based items shall be on the basis of allowable documented

costs, as specified herein, for labor, equipment, materials and services, and subcontracts

as submitted by the Contractor in the form of time-cards, and invoices.

1.03 REJECTED, EXCESS, AND WASTED MATERIAL

A. The following quantities will not be included for payment:

1. Quantities of material wasted or disposed of in a manner not called for under the

Contract or as a consequence of the construction method used to perform the work.

2. Rejected loads of material, including material rejected after it has been placed by

reasons of the failure of the Contractor to comply with the provisions of the Contract.

3. Material not unloaded from the transporting vehicle.


154828 01 12 50 - 2

4. Material placed outside the lines indicated on the Drawings or established by the

Engineer.

5. Material not incorporated into the final Work.

6. Material remaining on hand after completion of the Work.

1.04 MOBILIZATION AND DEMOBILIZATION

A. MEASUREMENT

1. Measurement for this item shall be based on satisfactory progress of mobilization

and demobilization of the general contractor and any subcontractors.

B. PAYMENT

1. Payment for mobilization and demobilization will be made at the lump sum price

named. This price shall constitute full payment for mobilization and demobilization,

complete as specified. The lump sum price for mobilization and demobilization shall

include all costs for obtaining all bonds, permits, and licenses; location and

procurement of a staging area/storage yard; moving onto and off of the site of all

equipment; furnishing and erecting construction facilities; cleanup; and all

preparatory work as required for the proper performance and completion of the

project, including all work items not identified in a separate bid item. The Total Price

for mobilization and demobilization shall not exceed 5 percent of the total bid price

and payment of 66% of this line item shall be made for mobilization and 34% for

demobilization.

1.05 CLEARING AND GRUBBING

A. No separate payment shall be made for clearing and grubbing. The costs for such work

shall be included in other bid items.

1.06 CLEAN-UP AND TESTING

A. No separate payment shall be made for clean-up and testing, the costs of which shall be

included in the item to which it pertains.

1.07 EROSION, SEDIMENTATION AND DUST CONTROL

A. MEASUREMENT

1. Measurement for this item will be based on the percentage of work necessary to

implement temporary and permanent erosion and sedimentation control measures.

B. PAYMENT

1. Payment will be made at the lump sum price submitted on the Bid Schedule.

Payment shall be full compensation for all labor, materials, and equipment required

to implement and maintain erosion and sedimentation control measures as specified

and on the drawings. This bid price shall constitute full payment for such measures

including, but not limited to, grassing, silt fencing, rip rap, stone check dams,

sediment tubes, watering for dust control and other measures stipulated.


154828 01 12 50 - 3

1.08 DEWATER RAW WATER MAINS

A. MEASUREMENT


dewater the existing raw water mains.

B. PAYMENT



to dewater the raw water mains during construction. This bid price shall constitute

full payment for such measures including, but not limited to, dewatering, filtering of

water, and routing water to nearby storm drain.

1.09 TRENCH DEWATERING, EXCAVATION AND BACKFILL

A. No separate payment shall be made for trench excavation and backfill, the costs of which

shall be included in the bid item to which it pertains. No separate payment shall be made

for any unique method or technique required for the Contractor to complete the work in

accordance with the Contract Documents or federal, state and local regulations, permits,

laws and requirements.

B. No separate payment shall be made for trench sheeting, shoring and bracing, the costs

of which shall be included in the bid item to which it pertains. No additional

compensation shall be made for completion of all planning, design, engineering fees as

well as furnishing, constructing, removal, and disposal of such temporary and/or

permanent sheeting, shoring, and bracing as required under the provisions of any

permits, laws, regulations and in accordance with the requirements of OSHA.

C. No separate payment will be made for bedding, initial backfill and subsequent backfill.

No separate payment will be made for the trench foundation prepared as indicated in

Section 31 23 00 and on the Drawings, except for trench stabilization. The costs for

bedding, foundation, initial backfill and subsequent backfill shall be included in the item

bid for the associated pipeline.

D. No separate payment shall be made for designing, furnishing, installing, operating,

monitoring, maintaining, and removing temporary dewatering and drainage systems as

required to lower and control water levels to at least 2 feet below the lowest level of the

excavation to permit construction in the dry. Contractor shall obtain and pay for all

permits required for temporary dewatering and drainage systems.

1.10 ROCK EXCAVATION

A. No separate payment shall be made for rock excavation, the costs of which shall be

included in the item to which it pertains.

1.11 DUCTILE IRON RAW WATER MAIN

A. MEASUREMENT

1. Ductile Iron raw water mains shall be measured in linear feet to the nearest whole

number, along a horizontal plane along the centerline alignment, without deduction

for fittings or intermediate structures.


154828 01 12 50 - 4

B. PAYMENT

1. Installation of new pipe of the size indicated by open-cut trench method, complete as

specified, including but not limited to utility potholing, all site clearing, existing

improvement protection, excavation, joint and pipe restraints, bedding foundation

support materials, thrust blocks, backfill, compaction, dewatering, warning/tracer

tapes and wires, filter fabrics, approved support of existing utilities, removal and

disposal of existing pipes and structures (other than allowed for in the Demolition of

Existing Raw Water Mains bid item), removal and disposal of trench spoils, old pipes

and old structures required to be removed, surface restoration in the trench repair

area prior to final paving, cleanup, testing of new pipe, and all labor, equipment,

materials and incidentals required for the work. No separate payment will be made

for modifying the original horizontal or vertical alignment to avoid existing utilities,

mains or services not shown, except where authorized for additional pipe and/or

fittings.

1.12 DEMOLITION OF EXISTING RAW WATER MAINS

A. MEASUREMENT


demolish the existing raw water mains and any necessary appurtenances.

B. PAYMENT



to remove and dispose of the existing raw water mains and appurtenances as

specified and on the drawings. This bid price shall constitute full payment for such

measures including, but not limited to, removal and disposal of piping, air valves,

manholes, and other appurtenances necessary.

1.13 SITE IMPROVEMENTS

A. No separate payment shall be made for demolition, the costs of which shall be included

in the item to which it pertains.

1.14 FITTINGS

A. MEASUREMENT

1. Fittings will be measured based on the number of fittings, regardless of bend angle,

installed with restraint. Fittings associated with the interconnections will be paid for

under the Interconnection bid item.

B. PAYMENT

1. Payment for fittings will be made at the authorized quantity installed, at the unit price

indicated in the Bid. No separate payment shall be made for fitting restraint, to

include thrust blocking, retainer glands or harnessing at the fitting.

1.15 VALVES

A. No separate payment shall be made for valves, the costs of which shall be included in

the Interconnection bid item.


154828 01 12 50 - 5

1.16 AIR RELEASE VALVE

A. MEASUREMENT:

1. Air release valves shall be measured based on the number installed complete in

place.

B. PAYMENT:

1. Payment for air release valves shall be made based on the authorized quantity at the

unit price indicated in the Bid. The bid price shall constitute full payment for the air

valve, piping, tapping saddle, fittings, vault, box, stone, and all related items as called

for on the drawings and in the specifications.

1.17 REMOVE AND REPLACE PAVEMENT

A. MEASUREMENT:

1. Asphalt and/or concrete pavement removal and replacement includes all work

necessary to remove existing paving, providing and compacting select backfill,

replacing the pavement, providing traffic control and providing temporary measures

for maintaining traffic. Measurement shall be based on square yards, to the nearest

one-tenth, at the type of pavement specified.

B. PAYMENT:

1. Payment to remove and replace pavement will be made for the quantity authorized at

the type indicated, in square yards, at the unit price indicated in the Bid. No

additional payment will be made for repairing damaged pavement adjacent to the

saw cut.

1.18 RESURFACE ASPHALT PAVEMENT

A. MEASUREMENT:

1. Asphalt pavement resurfacing will be measured on the basis of square yardage, to

the nearest whole number, in accordance with the limits for resurfacing directed by

the Engineer.

B. PAYMENT:

1. Payment for resurface asphalt pavement will be made at the authorized quantity,

measured in square yards, at the unit price indicated in the Bid. The bid price shall

constitute full payment for milling, removal of asphalt, new asphalt surface, striping,

and other necessary appurtenances.

1.19 CONNECT NEW RAW WATER MAIN AT INTAKE PUMP STATION

A. MEASUREMENT:

1. Connection of new raw water main at the intake pump station shall be measured

based on each connection installed.

B. PAYMENT:

1. Payment for connection of new raw water main at the intake pump station shall be

made at the authorized quantity at the bid price indicated on the Bid. Each

connection shall include evaluating the interior of the existing 48” steel pipe at the


154828 01 12 50 - 6

pump station wall, fabricating steel pipe and connection ring, welding connections,

and all related items as called for on the drawings and specifications.

1.20 INTERCONNECTION SITE 1

A. MEASUREMENT:

1. Measurement for Interconnection Site 1 will be based on a proportioned percentage

of work necessary to complete the work as outlined in the Contractor’s Schedule of

Values.

B. PAYMENT:

1. Payment for Interconnection Site 1 shall be made at the lump sum price indicated on

the Bid. The Interconnection Site 1 shall include dismantling existing 48” PCCP raw

water, installing new piping, fittings, valves, vaults, thrust restraint, couplings,

restraints, wall penetrations, grouting, and all related items as called for on the

drawings and specifications. Connections to the new 54” DI or steel pipe and to the

existing 48” PCCP are included in this bid item.

1.21 INTERCONNECTION SITE 2

A. MEASUREMENT:

1. Measurement for Interconnection Site 2 will be based on a proportioned percentage

of work necessary to complete the work as outlined in the Contractor’s Schedule of

Values.

B. PAYMENT:

1. Payment for Interconnection Site 2 shall be made at the lump sum price indicated on

the Bid. The Interconnection Site 2 shall include removing portions of the existing

54” DI raw water, installing new piping, fittings, valves, vaults, thrust restraint,

couplings, restraints, wall penetrations, grouting, and all related items as called for

on the drawings and specifications. Connections to the new 54” DI or steel pipe and

to the existing 54” DI pipe are included in this bid item.

1.22 54” STEEL RAW WATER MAIN (UNDER BRIDGE FROM STA. 0+00 TO STA. 1+90, INCLUDING

SUPPORTS, ETC.)

A. MEASUREMENT:

1. Raw water mains underneath the bridge shall be measured in linear feet to the

nearest whole number, along a horizontal plane along the centerline alignment,

without deduction for fittings or intermediate structures. The contractor shall develop

means/methods for installing the new raw water mains under the bridge and submit

to the Owner and Engineer for review and approval. This bid item is intended for

compensation of the mains, regardless of the method utilized by the Contractor.

Reference Section 01 11 00, paragraph 1.04.A.

B. PAYMENT:

1. Installation of new pipe of the size indicated by necessary method, complete as

specified, including but not limited to protecting existing facilities (including electrical

conduits), providing crane and barge support equipment, excavation, joint and pipe

restraints, support materials, backfill, compaction, trench dewatering, transition to


154828 01 12 50 - 7

downstream DI or steel piping, surface restoration, cleanup, testing of new pipe, and

all labor, equipment, materials, and incidentals required for the work.

1.23 EMERGENCY PCCP PIPE REPAIR KIT

A. MEASUREMENT

1. Emergency PCCP Pipe Repair Kit shall be measured based on the number prepared

and delivered to the Adkins WTP or other location as directed by the Owner.

B. PAYMENT

1. Payment for Emergency PCCP Repair Kit shall be all costs associated with the

fabrication and delivery of 48-inch ductile iron pipe and fittings to repair a future

failure of the 48-inch PCCP raw water main between the intake pump station and the

water treatment plant. The repair kit shall be custom sized to fit the existing 48-inch

PCCP pipe, based on the dimensions taken and fittings prepared for Interconnections

1 and 2. The repair kit shall be suitable for a repair length of up to 20 feet and will

include sleeves/adaptors to connect to the existing PCCP main at 2 points.

1.24 CONTINGENCY ALLOWANCE

A. The Contractor shall include in the bid total, the amount shown for continency allowance

shown on the Bid.

B. Should the cost of the allowance be greater or less than the amount shown, the Contract

will be adjusted as needed, in accordance with provisions in the Contract Documents.

C. The contingency allowance is intended to provide adequate budget to cover items not

precisely determined by the Owner and unforeseeable conditions prior to bid. The

Contractor shall include the amount specified by the Owner in the bid to be used by the

Owner for items not specifically identified in the Contract Documents. The Owner will

specifically authorize any items to be covered under the Contingency Allowance. The

Contractor shall invoice items authorized for payment under the Contingency Allowance

with his monthly pay applications. The amount invoiced will be deducted from the lump

sum amount.

1.25 ALTERNATE BID ITEM A1 – 54” STEEL RAW WATER MAIN AND FITTINGS

A. Description: This alternate bid item is to provide steel pipe in lieu of ductile iron pipe and

fittings from Station 1+90 to Interconnection 1. If accepted, the unit price will replace the

bid items for A-10 and A-12 (ductile iron pipe and fittings). Measurement and payment

will be based on the linear feet to the nearest whole number, as outlined for ductile iron

raw water mains. Any fittings shall be included in this bid item, regardless of the quantity

provided.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Use of Site

154828 01 14 19 - 1

SECTION 01 14 19

USE OF SITE

PART 1 GENERAL

1.01 SUMMARY

A. The Owner's operating personnel will be responsible for operating the existing pump

stations throughout the execution of this contract. Equipment presently installed in the

pump stations must be available to Owner’s personnel at all times for use, maintenance,

and repair. If it is necessary in the course of operating the pump stations, for the

Contractor to move his equipment, materials, or any material included in the work, he

shall do so promptly and place that equipment or material in an area which does not

interfere with the pump station operation. The Contractor shall not adjust or operate

serviceable or functioning equipment or systems except as specifically required by this

contract. All lighting associated with the existing pump station shall stay in service until

the new station and associated lighting is brought online.

B. The Contractor shall schedule and conduct his work to minimize necessary shutdowns

and interference with normal system operations and maintenance.

C. The Contractor shall notify the Construction Manager, in accordance with Section 01 12

16, 1 week in advance of the time it is necessary to take out of service any existing tank,

pipeline, channel, electrical circuit, equipment or structure. The Contractor shall be

responsible for providing whatever temporary piping, pumping, power, and control

facilities as are required to maintain continuous pumping operation except as otherwise

specified. The integrity of existing station utilities shall be maintained by the Contractor at

all times.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Construction Progress Schedule

154828 01 32 16 - 1

SECTION 01 32 16

CONSTRUCTION PROGRESS SCHEDULE

PART 1 GENERAL

1.01 SCOPE

A. This section specifies reports and schedules for planning and monitoring the progress of

the work.

1.02 DESCRIPTION

A. The Contractor shall provide a graphic construction schedule indicating the various

subdivisions of the work and the dates of commencing and finishing each. The schedule

shall show the time allowed for testing and for other procedures which must be

completed prior to the work being put into operation. The schedule will take into account

the time of completion and the specific dates as specified in the Contract Documents

and the work sequence described in Section 01 12 16.

1.03 SUBMITTAL PROCEDURES

A. Within 20 days after the date of the Notice to Proceed, the Contractor shall submit in

accordance with Section 01 33 00, a construction schedule conforming to paragraph

1.02 Description. The format submitted shall be PDF.

B. Within 7 calendar days after receipt of the submittal, the Construction Manager shall

review the submitted schedule and return one copy of the marked up original to the

Contractor. If the Construction Manager finds that the submitted schedule does not

comply with specified requirements, the corrective revisions will be noted on the

submittal copy returned to the Contractor.

1.04 SCHEDULE REVISIONS

A. Revisions to the accepted construction schedule may be made only with the written

approval of the Contractor and Owner. A change affecting the contract value of any

activity, the completion time, and specific dates as specified in the Contract Documents

and sequencing (Section 01 12 16) may be made only in accordance with applicable

provisions of the General Conditions of the Contract Documents.

1.05 PROJECT STATUS UPDATE

A. Project status review and update shall be provided each month as specified in the

General Conditions of the Contract Documents.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Survey and Layout Data

154828 01 32 23 - 1

SECTION 01 32 23

SURVEY AND LAYOUT DATA

PART 1 GENERAL

1.01 SURVEY AND LAYOUT

A. The Owner will establish reference benchmarks and baselines as specified.

B. From the information provided, the Contractor shall develop and make such additional

surveys as are needed for construction, such as control lines, slope stakes, batter

boards, stakes for pipe locations and other working points, lines, and elevations.

C. Survey work shall be performed under the supervision of a licensed land surveyor or

registered civil engineer. Contractor shall reestablish reference benchmarks and survey

control monuments destroyed by his operations at no cost to the Owner.

D. Submit copy of an as-built survey sealed and signed by Land Surveyor certifying

elevations and locations of the Work are in conformance with Contract Documents.

E. Maintain complete and accurate log of control and survey work as Work progresses.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Photographic Documentation

154828 01 32 33 - 1

SECTION 01 32 33

PHOTOGRAPHIC DOCUMENTATION

PART 1 GENERAL

1.01 PRECONSTRUCTION PHOTOGRAPHS AND VIDEO

A. The Contractor shall provide preconstruction photographs and video prior to

commencement of work on the site. The photographs shall be digital, and shall indicate

the date on the image. The file name shall indicate the date and location where the

photograph was taken. Before construction may start, preconstruction photos shall be

submitted, in accordance with Section 01 33 00, to the Engineer on a CD or DVD.

B. Preconstruction photographs shall be taken at locations to be designated by the Owner/

Engineer. The photographer shall be equipped to photograph either interior or exterior

exposures. Photographs shall be taken to document the existing condition of the area

where work is to be performed; and may be used to support or dispel claims by property

owners upon completion of the work.

1.02 CONSTRUCTION PHOTOGRAPHS

A. The Contractor shall provide construction photographs showing the progress of the work.

The photographs shall be taken of such subjects as may be directed, and shall indicate

on the front of each image the date. The file name will include the date, job title and brief

description of the photograph including the location where the photograph was taken.

1.03 REQUIRED NUMBER OF PHOTOGRAPHS

A. For the work of this contract, photographs shall be provided as needed to document

existing conditions, as well as the post-construction condition.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Submittal Procedures

154828 01 33 00 - 1

SECTION 01 33 00

SUBMITTAL PROCEDURES

PART 1 GENERAL

1.01 SUBMITTALS

A. Submittals covered by these requirements include manufacturers' information, shop

drawings, test procedures, test results, samples, requests for substitutions, and

miscellaneous work-related submittals. Submittals shall also include, but not be limited

to, all mechanical, electrical and electronic equipment and systems, materials,

reinforcing steel, fabricated items, and piping and conduit details. The Contractor shall

furnish all drawings, specifications, descriptive data, certificates, samples, tests,

methods, schedules, and manufacturer's installation and other instructions as

specifically required in the contract documents to demonstrate fully that the materials

and equipment to be furnished and the methods of work comply with the provisions and

intent of the contract documents.

1.02 CONTRACTOR'S RESPONSIBILITIES

A. General:

1. The Contractor shall be responsible for the accuracy and completeness of the

information contained in each submittal and shall assure that the material,

equipment or method of work shall be as described in the submittal. The Contractor

shall verify that all features of all products conform to the specified requirements.

Submittal documents shall be clearly edited to indicate only those items, models, or

series of equipment, which are being submitted for review. All extraneous materials

shall be crossed out or otherwise obliterated. The Contractor shall ensure that there

is no conflict with other submittals and notify the Construction Manager in each case

where his submittal may affect the work of another contractor or the Owner. The

Contractor shall coordinate submittals among his subcontractors and suppliers

including those submittals complying with unit responsibility requirements specified

in paragraph 43 05 11-1.02 Unit Responsibility and applicable technical sections.

2. The Contractor shall coordinate submittals with the work so that work will not be

delayed. He shall coordinate and schedule different categories of submittals, so that

one will not be delayed for lack of coordination with another. No extension of time will

be allowed because of failure to properly schedule submittals. The Contractor shall

not proceed with work related to a submittal until the submittal process is complete.

This requires that submittals for review and comment shall be returned to the

Contractor stamped "No Exceptions Taken" or "Make Corrections Noted."

3. The Contractor shall certify on each submittal document that he has reviewed the

submittal, verified field conditions, and complied with the contract documents.

4. The Contractor may authorize in writing a material or equipment supplier to deal

directly with the Construction Manager or with the Owner with regard to a submittal.

These dealings shall be limited to contract interpretations to clarify and expedite the

work.

1.03 CATEGORIES OF SUBMITTALS

A. General:


154828 01 33 00 - 2

a. Submittals fall into three general categories; Action Submittals - Action

Submittals require review and response by the Engineer before the Contractor

proceeds with incorporating the equipment, materials, or procedure addressed in

a submittal into the work. Review comments for Action Submittals, and the

subsequent actions of the Contractor based on the review comments, shall

conform to REVIEW ACTION requirements specified in this section.

b. Informational Submittals- Informational Submittals are examined to verify that

the information has been furnished as specified. If the information has not been

furnished as specified the submittal will be returned marked “MAKE

CORRECTIONS NOTED” and any deficiencies will be noted. If the information has

been furnished as specified the submittal will be returned marked “RECEIPT

ACKNOWLEDGED”. CSI’s informational submittals are similar to what BC formerly

called PRODUCT DATA. Note: BC Testing Requirements can be either Action or

Information Submittals.

c. Closeout Submittals – Closeout Submittals consist of documentation that is not

available for review at the time Action Submittals are submitted for review or

documentation that is typically generated or furnished following incorporation of

the equipment, materials, or procedure into the work. Closeout submittals

include project record documents, O&M submittals, spare parts inventory listing,

spare parts, extra stock materials, special tools and other materials or

components that are furnished separate from the installed and completed work.

Closeout Submittals require review and response by the Engineer. Closeout

Submittal requirements are not satisfied until they have been reviewed and

returned marked “NO EXCEPTIONS TAKEN” or “MAKE CORRECTIONS NOTED”.

2. At the beginning of work, the Construction Manager will furnish the Contractor lists of

those submittals specified in the project manual. Two separate lists will be provided:

submittals for review and comment and product data (submittals) for information

only.

B. Submittals for review and comment:

1. All submittals except where specified to be submitted as product data for information

only shall be submitted by the Contractor to the Construction Manager for review and

comment.

C. Submittals (product data) for information only:

1. Where specified, the Contractor shall furnish submittals (product data) to the

Construction Manager for Information only. Submittal requirements for operation and

maintenance manuals, which are included in this category, are specified in Section

01 78 23.

1.04 TRANSMITTAL PROCEDURE

A. General:

1. Unless otherwise specified, submittals regarding material and equipment shall be

accompanied by Transmittal Form 01 33 00-A specified in Section 01 99 90.

Submittals for operation and maintenance manuals, information and data shall be

accompanied by Transmittal Form 01 78 23-A specified in Section 01 99 90. A

separate form shall be used for each specific item, class of material, equipment, and

items specified in separate, discrete sections, for which the submittal is required.

Submittal documents common to more than one piece of equipment shall be


154828 01 33 00 - 3

identified with all the appropriate equipment numbers. Submittals for various items

shall be made with a single form when the items taken together constitute a

manufacturer's package or are so functionally related that expediency indicates

checking or review of the group or package as a whole.

2. A unique number, sequentially assigned, shall be noted on the transmittal form

accompanying each item submitted. Original submittal numbers shall have the

following format: "XXX"; where "XXX" is the sequential number assigned by the

Contractor. Resubmittals shall have the following format: "XXX-Y"; where "XXX" is the

originally assigned submittal number and "Y" is a sequential letter assigned for

resubmittals, i.e., A, B, or C being the 1st, 2nd, and 3rd resubmittals, respectively.

Submittal 25B, for example, is the second resubmittal of submittal 25.

B. Deviation from contract:

1. If the Contractor proposes to provide material, equipment, or method of work which

deviates from the project manual, he shall indicate so under "deviations" on the

transmittal form accompanying the submittal copies.

C. Submittal completeness:

1. Submittals which do not have all the information required to be submitted, including

deviations, are not acceptable and will be returned without review.

1.05 REVIEW PROCEDURE

A. General:

1. Submittals are specified for those features and characteristics of materials,

equipment, and methods of operation which can be selected based on the

Contractor's judgment of their conformance to the specified requirements. Other

features and characteristics are specified in a manner which enables the Contractor

to determine acceptable options without submittals. The review procedure is based

on the Contractor's guarantee that all features and characteristics not requiring

submittals conform as specified. Review shall not extend to means, methods,

techniques, sequences or procedures of construction, or to verifying quantities,

dimensions, weights or gages, or fabrication processes (except where specifically

indicated or required by the project manual) or to safety precautions or programs

incident thereto. Review of a separate item, as such, will not indicate approval of the

assembly in which the item functions.

2. When the contract documents require a submittal, the Contractor shall submit the

specified information as follows:

a. Digital copy of all submitted information plus one reproducible hard copy original

of all information shall be transmitted with submittals for review and comment.

b. Unless otherwise specified, digital copies of all submitted information shall be

transmitted with submittals (Product Data) for information only.

B. Submittals for review and comment:

1. Unless otherwise specified, within 35 calendar days after receipt of a submittal for

review and comment, the Construction Manager shall review the submittal and return

digital copy of the marked-up reproducible original noted in 1 above. The

reproducible original will be retained by the Construction Manager. The returned

submittal shall indicate one of the following actions:


154828 01 33 00 - 4

a. If the review indicates that the material, equipment or work method complies

with the project manual, submittal copies will be marked "NO EXCEPTIONS

TAKEN." In this event, the Contractor may begin to implement the work method or

incorporate the material or equipment covered by the submittal.

b. If the review indicates limited corrections are required, copies will be marked

"MAKE CORRECTIONS NOTED." The Contractor may begin implementing the work

method or incorporating the material and equipment covered by the submittal in

accordance with the noted corrections. Where submittal information will be

incorporated in O&M data, a corrected copy shall be provided.

c. If the review reveals that the submittal is insufficient or contains incorrect data,

copies will be marked "AMEND AND RESUBMIT." Except at his own risk, the

Contractor shall not undertake work covered by this submittal until it has been

revised, resubmitted and returned marked either "NO EXCEPTIONS TAKEN" or

"MAKE CORRECTIONS NOTED."

d. If the review indicates that the material, equipment, or work method does not

comply with the project manual, copies of the submittal will be marked

"REJECTED - SEE REMARKS." Submittals with deviations which have not been

identified clearly may be rejected. Except at his own risk, the Contractor shall not

undertake the work covered by such submittals until a new submittal is made

and returned marked either "NO EXCEPTIONS TAKEN" or "MAKE CORRECTIONS

NOTED."

C. Submittals (product data) for information only:

1. Such information is not subject to submittal review procedures and shall be provided

as part of the work under this contract and its acceptability determined under normal

inspection procedures.

1.06 EFFECT OF REVIEW OF CONTRACTOR'S SUBMITTALS:

A. General:

1. Review of contract drawings, methods of work, or information regarding materials or

equipment the Contractor proposes to provide, shall not relieve the Contractor of his

responsibility for errors therein and shall not be regarded as an assumption of risks

or liability by the Construction Manager or the Owner, or by any officer or employee

thereof, and the Contractor shall have no claim under the contract on account of the

failure, or partial failure, of the method of work, material, or equipment so reviewed.

A mark of "NO EXCEPTIONS TAKEN" or "MAKE CORRECTIONS NOTED" shall mean

that the Owner has no objection to the Contractor, upon his own responsibility, using

the plan or method of work proposed, or providing the materials or equipment

proposed.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Environmental Procedures

154828 01 35 43-1

SECTION 01 35 43

ENVIRONMENTAL PROCEDURES

PART 1 GENERAL

1.01 SITE MAINTENANCE

A. The Contractor shall keep the work site clean and free from rubbish and debris. Materials

and equipment shall be removed from the site when they are no longer necessary. Upon

completion of the work and before final acceptance, the work site shall be cleared of

equipment, unused materials, and rubbish to present a clean and neat appearance.

1.02 TEMPORARY DAMS

A. Except in time of emergency, earth dams are not acceptable at catch basin openings,

local depressions, or elsewhere. Temporary dams of sand bags, asphaltic concrete, or

other acceptable material will be permitted when necessary to protect the work, provided

their use does not create a hazard or nuisance to the public. Such dams shall be

removed from the site as soon as they are no longer necessary.

1.03 AIR POLLUTION CONTROL

A. The Contractor shall not discharge smoke, dust, and other contaminants into the

atmosphere that violate the regulations of any legally constituted authority. He shall also

abate dust nuisance by cleaning, sweeping, and sprinkling with water, or other means as

necessary. The use of water, in amounts which result in mud on public streets, is not

acceptable as a substitute for sweeping or other methods.

1.04 NOISE CONTROL

A. Between 7:30 p.m. and 7:00 a.m., noise from Contractor's operations shall not exceed

limits established by applicable laws or regulations and in no event shall exceed 86 dBA

at a distance of 50 feet from the noise source.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Quality Requirements

154828 01 40 00 - 1

SECTION 01 40 00

QUALITY REQUIREMENTS

PART 1 GENERAL

1.01 DESCRIPTION:

A. This Section specifies administrative and procedural requirements for quality control

services, field inspections and field testing of civil and structural constructs required for

this project. Contractor is responsible for the quality assurance and quality control of

their respective work.

1.02 DEFINITIONS:

A. Quality Control System (QCS): The quality control, assurance, and inspection system

established and carried out to ensure compliance with the Plans and Specifications.

B. QCS Supervisor: That person in responsible charge of the work occurring, as designated

by the Contractor in the QCS Plan.

C. QCS Inspector: Responsible, certified personnel inspecting the various constructs at

specified milestones and during the project overall and designated by the Construction

Manager. The Special Inspector is part of the QCS Inspector team.

D. Factory Test: Tests made on various materials, products and component parts prior to

shipment to the job site.

E. Field Tests: Tests and analyses made at or in the vicinity of the job site in connection with

the actual construction.

F. Certified Inspection Report: Reports signed by approved inspectors attesting that the

items inspected meet the specification requirements other than any exceptions included

in the report

G. Certificate of Compliance: Certificate from the manufacturer of the material or equipment

identifying said manufacturer, product and referenced standard, and shall be signed by a

designated officer of the manufacturer.

H. Standard Compliance: Condition whereby specified materials or equipment must

conform to the standards of organizations such as the American National Standard

Institute (ANSI), American Society for Testing and Materials (ASTM), Underwriters

Laboratories (UL) or similar organization.

I. Quality Assurance: The day-to-day, in-process supervisory observations of work and

materials conducted by the Contractor to assure that the proper methods and materials

are being used and installed by tradesmen.

J. Source Quality Control: The in-process testing and inspections conducted by the QCS

Inspector(s) to verify that the materials, equipment, workmanship and shop

manufactured constructs are in compliance with the Contract Documents, applicable

Codes and standards.


154828 01 40 00 - 2

K. Field Quality Control: The testing and inspections conducted by the QCS Inspector(s) in

the field during and at the completion of each construct to verify that the in-process and

completed construction is in compliance with the Contract Documents, applicable Codes

and standards.

1.03 REFERENCES:

A. This section contains references to the following documents. They are a part of this

section as specified and modified. Where a referenced document contains references to

other standards, those documents are included as references under this section as if

referenced directly. In the event of conflict between the requirements of this section and

those of the listed documents, the requirements of this section shall prevail.

B. Unless otherwise specified, references to documents shall mean the documents in effect

at the time of Advertisement for Bids or Invitation to Bid (or on the effective date of the

Agreement if there were no Bids). If referenced documents have been discontinued by

the issuing organization, references to those documents shall mean the replacement

documents issued or otherwise identified by that organization, or if there are no

replacement documents, the last version of the document before it was discontinued.

Where document dates are given in the following listing, references to those documents

shall mean the specific document version associated with that date, regardless of

whether the document has been superseded by a version with a later date, discontinued,

or replaced.

Reference Title

ASTM C102 Practice for Laboratories Engaged in the Testing of Building Sealants.

ASTM C802 Practice for Conducting an Inter-Laboratory Test Program to Determine the Precision

of Test Methods for Construction.

ASTM C1093 Practice for Accreditation of Testing Agencies for Unit Masonry.

ASTM D3740 Practice for Evaluation of Agencies Engaged in Testing and/or Inspection of Soil and

Rock as Used in Engineering Design and Construction.

ASTM D4561 Practice for Quality Control Systems for an Inspection and testing Agency for

Bituminous Paving Materials.

ASTM E329 Practice for Use in the Evaluation of Inspection and Testing Agencies as Used in

Construction.

IBC 2003 International Building Code, locally amended

1.04 CONTRACTOR’S RESPONSIBILITIES:

A. Monitor quality assurance over suppliers, manufacturers, products, services, site

conditions, and workmanship, to produce work of specified quality.

B. Coordinate with, schedule specified inspections by, and provide normal and customary

assistance to the QCS Inspectors.

C. Comply fully with manufacturers’ instructions, including each step in sequence.

D. Should manufacturers’ instructions conflict with Contract Documents, request

clarification before proceeding from Construction Manager.


154828 01 40 00 - 3

E. Comply with specified standards as a minimum quality for the work except when more

stringent tolerances, codes, or specified requirements indicate higher standards or more

precise workmanship.

F. Perform work by persons qualified to produce workmanship of specified quality.

1.05 REGULATORY REQUIREMENTS:

A. General:

1. Comply with all Federal, State, and local Codes as referenced herein. Such

regulations apply to activities including, but not limited to, sitework and zoning,

building practices and quality, on and offsite disposal, safety, sanitation, nuisance,

and environmental quality.

B. Special Inspection:

1. Special Inspection shall be performed by the Special Inspector under contract with

the Construction Manager in conformance with the IBC. Special Inspection is in

addition to, but not replacing, other inspections and quality control requirements

herein. Where sampling and testing required herein conforms to Special Inspection

standards, such sampling and testing need not be duplicated.

C. Structural Observation:

1. Engineer shall make visual inspections of the work to assess general conformance

with the Contract Documents at significant construction stages and at completion of

the structural system. The QCS shall include a preliminary set of Structural

Observations and what items are expected to be observed. Contractor shall request

this preliminary set from Engineer through Construction Manager and submit as part

of their QCS submittal.

2. The following structural milestones shall be considered significant construction

stages:

a. Structure fill and deep foundations including piling.

b. Foundations prepared for concrete placement, including grade beams, pile caps,

strip, matt and pad footings, and monolithic slabs on grade.

c. Preparation of concrete, water-retaining walls prior to placement of concrete.

d. Completion of bearing walls prior to cover-up with non structural elements,

including concrete, masonry, cold formed steel, and lumber.

e. Roof and floor framing, including framed and sheathed systems, slabs, and

composite systems.

f. Completion of lateral force resisting system elements not included in the above

categories including moment connections, bracing, diaphragms, or other.

g. Completion of structural system after all significant architectural, mechanical,

plumbing, heating/ventilation equipment, electrical, and finish elements are

installed.

1.06 FIELD SAMPLE PROCEDURES:

A. When field samples are specified in a unit of work, construct each field sample to include

work of all trades required to complete the field sample prior to starting related field

work. Field samples may be incorporated into the project after acceptance by


154828 01 40 00 - 4

Construction Manager. Remove unacceptable field samples when directed by

Construction Manager. Acceptable samples represent a quality level for the work.

1.07 CONTRACTOR DESIGNED STRUCTURAL SYSTEMS:

A. Design Engineering:

1. Contractor shall employ and pay for engineering services from a Professional

Engineer registered in the State of South Carolina for structural design of Contractor

designed structural systems including but not limited to temporary shoring and

bracing, formwork support, interior structural wall and ceiling systems, and support

systems for fire sprinkler, plumbing, mechanical, and electrical systems and

equipment

B. Tests And Inspections Of Contractor Designed Structural Systems:

1. Contractor shall pay for preliminary testing of concrete, grout, and mortar mix designs

where required by Code or the submittal process prior to start of such work.

Contractor shall pay for required shop and site inspection of Contractor designed

structural systems where required by Code or these specifications, to the extent such

testing and inspection exceeds that required for the structural system on the

drawings and in these specifications.

1.08 MANUFACTURERS’ FIELD SERVICES AND REPORTS:

A. When specified in individual specification sections, product suppliers or manufacturers

shall provide qualified staff personnel to observe site conditions, conditions of surfaces

and installation, quality of workmanship, start-up of equipment, test, adjust, and balance

of equipment as applicable, and to provide instructions when necessary. Contractor shall

submit qualifications of observer to Construction Manager 30 days in advance of

required observations. QCS Inspector shall record observations and site decisions or

instructions given to applicators or installers that are supplemental or contrary to

manufacturers’ written instructions.

1.09 JOB SITE CONDITIONS:

A. Schedule to ensure all preparatory work has been accomplished prior to proceeding with

current work. Proceeding with the work constitutes acceptance of conditions. Allow

adequate time for materials susceptible to temperature and humidity to “stabilize” prior

to installation. Establish and maintain environmental conditions (i.e., temperature,

humidity, lighting) as recommended by the various material manufacturers for the

duration of the work.

1.10 SUBMITTALS:

A. The following information shall be provided in accordance with Section 01 33 00 :

1. A copy of this specification section, with addendum updates included, and all

referenced and applicable sections, with addendum updates included, with each

paragraph check-marked to indicate specification compliance or marked to indicate

requested deviations from specification requirements. Check marks (✓) shall denote

full compliance with a paragraph as a whole. If deviations from the specifications are

indicated, and therefore requested by the Contractor, each deviation shall be

underlined and denoted by a number in the margin to the right of the identified


154828 01 40 00 - 5

paragraph, referenced to a detailed written explanation of the reasons for requesting

the deviation. The ENGINEER shall be the final authority for determining acceptability

of requested deviations. The remaining portions of the paragraph not underlined will

signify compliance on the part of the Contractor with the specifications. Failure to

include a copy of the marked-up specification sections, along with justification(s) for

any requested deviations to the specification requirements, with the submittal shall

be sufficient cause for rejection of the entire submittal with no further consideration.

2. Written description of Contractor’s proposed QCS plan in sufficient detail to illustrate

understanding and approach. The QCS plan and submittal shall include a log showing

anticipated inspections, Special Inspections, and source and field Quality Assurance

procedures. Preliminary submittal of the QCS plan may be made prior to commencing

field work. The preliminary submittal will illustrate the project’s initial three (3)

month’s work, and be followed one month later by a final QCS plan submittal.

3. Contractor’s proposed QCS Supervisor, qualifications, and if requested, references.

4. Preliminary structural observation set as described in paragraph 1.05.C Structural

Observation.

5. Complete structural system information describing Contractor designed structural

systems, including sealed calculations, shop and erection drawings, product

literature for the various components, ICBO Evaluation Reports for structural

components, and a discussion of risk issues associated with the proposed system

which could adversely impact overall project completion.

6. If requested by the Construction Manager during the work, manufacturer’s field

services and reports. If not so requested, treat same as Product Data.

PART 2 PRODUCTS

2.01 SOURCE QUALITY CONTROL:

A. Contractor Responsibilities:

1. Provide source quality control according to the reviewed and accepted QCS plan and

paragraph 1.04 herein. Coordinate with Construction Manager to facilitate the work

of the Testing Laboratory specified in Section 01 45 29 and Special Inspector.

Provide ready access to sampling and inspection locations and incidental labor

customary in such sampling and inspections. Timely prepare and submit submittals,

and revise as indicated by review comments. Comply with technical requirements in

each specification Section that applies to the work.

B. Construction Manager Responsibilities:

1. Review Contractor’s tracking of QCS activities at monthly meetings. Facilitate

completion of submittal review per Section 01 33 00. Assist Contractor to ensure

that Special Inspection occurs where and when specified.

C. Acceptance Criteria:

1. Acceptable characteristics and quality of a particular item or construct is defined in

that item’s or construct’s specification Section.

2.02 PRODUCT DATA

A. The following product data shall be provided in accordance with Section 01 33 00.


154828 01 40 00 - 6

1. Manufacturers’ field services and reports unless requested by Construction Manager

to be submitted for review.

2. Special Inspection reports, unless otherwise directed in each technical specification

Section.

PART 3 EXECUTION

3.01 FIELD QUALITY CONTROL:

A. Field quality control responsibilities of the Contractor and Construction Manager are

substantially the same as described in paragraph 2.01, with the exception that this work

occurs primarily on the jobsite as the work progresses, and Special Inspection will occur

more often than at the source.

B. Acceptable characteristics and quality of a particular item or construct is defined in that

item’s or construct’s specification Section.

3.02 REGULATORY COMPLIANCE – SPECIAL INSPECTIONS:

A. The following types of work require Special Inspection according to Chapter 17 of the IBC

and each system’s specification Section:

1. Structure Fill.

2. Deep foundations including piling.

3. Structural concrete and reinforcing.

4. Anchor bolts and post-installed anchor systems.

5. Masonry systems, complete.

6. Structural steel and aluminum including connections.

7. Cold formed structural steel including connections.

8. Steel deck and wood sheathing.

9. Structural lumber including sawn and manufactured including connections.

10. All components of the lateral force resisting system not included in the above.

B. Section 01 45 29 describes Testing Laboratory sampling, testing and reporting, much of

which is conforming to Special Inspection requirements, and need not be replicated.

C. Contractor designed structural systems are subject to the same Special Inspection

requirements as all other work.

3.03 CORRECTION OF DEFECTIVE WORK:

A. Remove and replace defective, rejected, and condemned work at Contractor’s expense

until such work meets the requirements of Contract Documents.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Reference Standards

154828 01 42 19 - 1

SECTION 01 42 19

REFERENCE STANDARDS

PART 1 GENERAL

1.01 ABBREVIATOINS

A. Wherever used in the project manual, the following abbreviations will have the meanings

listed:

Abbreviation Meaning

AA Aluminum Association Incorporated

P.O. Box 753

Waldorf, MD 20604

AAMA American Architectural Manufacturers Association

1540 East Dundee Road, Suite 310

Palatine, IL 60067

AASHTO American Association of State Highway and Transportation Officials

444 North Capitol Street, N.W., Suite 249

Washington, DC 20001

ABMA American Bearing Manufacturers Association

1200 19th Street N.W., Suite 300


ACI American Concrete Institute

22400 West Seven Mile Road

P.O. Box 19150, Redford Station

Detroit, MI 48219

AEIC Association of Edison Illuminating Companies

600 North 18th Street

P.O. Box 2641

Birmingham, AL 35291

AGMA American Gear Manufacturer's Association, Inc.

1500 King Street, Suite 201

Alexandria, VA 22314

AISC

American Institute of Steel Construction

One East Wacker Drive, Suite 3100

Chicago, IL 60601

AISI American Iron and Steel Institute

1101 Seventeenth Street, NW, Suite 1300


AMCA Air Movement and Control Association, Inc.

30 West University Drive

Arlington Heights, IL 60004

ANSI American National Standards Institute

11 West 42nd Street, 13th Floor

New York, NY 10036


154828 01 42 19 - 2


API American Petroleum Institute

1220 "L" Street N.W.


ARI Air-Conditioning and Refrigeration Institute

4301 North Fairfax Drive, Suite 425

Arlington, VA 22203

ASCE American Society of Civil Engineers

United Engineering Center

345 East 47th Street

New York, NY 10017

ASCII American Standard Code for Information Interchange

United States of America Standards Institute

10 East 40th Street

New York, NY 10016

ASHRAE American Society of Heating, Refrigeration and Air Conditioning

Engineers, Inc.

1791 Tullie Circle, NE

Atlanta, GA 30329

ASME American Society of Mechanical Engineers

345 East 47th Street

New York, NY 10017

ASTM American Society for Testing and Materials

100 Barr Harbor Drive

West Conshohocken, PA 19428

AWS American Welding Society

550 NW LeJeune Road

P.O. Box 351040

Miami, FL 33135

AWWA American Water Works Association

6666 West Quincy Avenue

Denver, CO 80235

BOCA Building Officials and Code Administrators, International, Inc.

4051 West Flossmoor Road

Country Club Hills, IL 60478

CMAA Crane Manufacturers Association of America, Inc.

(Formerly called: Overhead Electrical Crane Institute) (OECI)

8720 Red Oak Boulevard, Suite 201

Charlotte, NC 28217

CRSI Concrete Reinforcing Steel Institute

933 N Plum Grove Road

Schaumburg, IL 60173

CSA Canadian Standards Association

178 Rexdale Boulevard

Rexdale, Ontario, M9W IR3, Canada


154828 01 42 19 - 3


DEMA Diesel Engine Manufacturer's Association

30200 Detroit Road

Cleveland, OH 44145

DHI Door and Hardware Institute

14170 Newbrook Drive

Chantilly, VA 22021

EEI Edison Electric Institute

90 Park Avenue

New York, NY 10016

EIA Electronic Industries Association

Order from:

Global Engineering Documents

18201 McDurmott West

Irvine, CA 92714

EJMA Expansion Joint Manufacturers Association

25 North Broadway

Tarrytown, NY 10591

FEDSPEC Federal Specifications

General Services Administration

Specification and Consumer Information

Distribution Branch

Washington Navy Yard, Bldg. 197


FEDSTDS

(see FEDSPECS)

Federal Standards

FM Factory Mutual Engineering and Research Corporation

1151 Boston-Providence Turnpike

P.O. Box 9102

Norwood, MA 02062

HEI Heat Exchange Institute

1300 Sumner Avenue

Cleveland, OH 44115

HI Hydraulic Institute

9 Sylvan Way, Suite 180

Parsippany, NJ 07054

IAPMO International Association of Plumbing and Mechanical Officials

20001 Walnut Drive S

Walnut, CA 91789

ICBO International Conference of Building Officials

5360 Workman Mill Road

Whittier, CA 90601

ICEA

Insulated Cable Engineers Association

P.O. Box 440

South Yarmouth, MA 02664


154828 01 42 19 - 4


IEEE Institute of Electrical and Electronics Engineers

445 Hoes Lane

P.O. Box 1331

Piscataway, NJ 08855

IES Illuminating Engineering Society of North America

120 Wall Street

New York, NY 10017

ISA Instrument Society of America

67 Alexander Drive

P.O. Box 12277

Research Triangle Park, NC 27709

JIC Joint Industrial Council

7901 West Park Drive

McLean, VA 22101

MFMA Metal Framing Manufacturers Association

401 N. Michigan Avenue

Chicago, IL 60611

MILSPEC Military Specifications

Naval Publications and Forms Center

5801 Tabor Avenue

Philadelphia, PA 19120

MSS Manufacturers Standardization Society of the Valve & Fittings Industry,

Inc.

127 Park Street, N.E.

Vienna, VA 22180

NAAMM National Association of Architectural Metal Manufacturers

11 South La Salle Street, Suite 1400

Chicago, IL 60603

NACE National Association of Corrosion Engineers

1440 South Creek Drive

Houston, TX 77084

NBC National Building Code

Published by BOCA

NEC National Electric Code

National Fire Protection Association

One Batterymarch Park

P.O. Box 9101

Quincy, MA 02269

NEMA National Electrical Manufacturer's Association

2101 L Street, NW, Suite 300


NESC National Electric Safety Code

American National Standards Institute

1430 Broadway

New York, NY 10018


154828 01 42 19 - 5


NFPA National Fire Protection Association

One Batterymarch Park

P.O. Box 9101

Quincy, MA 02269

NSF National Sanitation Foundation

3475 Plymouth Road

P.O. Box 130140

Ann Arbor, MI 48113

OSHA Occupational Safety and Health Act

U.S. Department of Labor

Occupational and Health Administration

San Francisco Regional Office

450 Golden Gate Avenue, Box 36017

San Francisco, CA 94102

PCI Precast/Prestressed Concrete Institute

175 West Jackson Blvd., Suite 1859

Chicago, IL 60604

PPIC The Plumbing & Piping Industry Council, Inc.

510 Shatto Place, Suite 402

Los Angeles, CA 90020

RMA Rubber Manufacturers Association

1400 K Street NW, Suite 900


SAE Society of Automotive Engineers, Inc.

400 Commonwealth Drive

Warrendale, PA 15096

SAMA Scientific Apparatus Makers Association

One Thomas Circle


SBC Standard Building Code

Published by SBCCI

SBCCI Southern Building Code Congress International Inc.

900 Montclair Road

Birmingham, AL 35213

SCDHEC South Carolina Department of Health and Environmental Control

2600 Bull Street

Columbia, SC 29201

SCDOT South Carolina Department of Transportation

P.O. Box 191

Columbia, SC 29201

SDI Steel Door Institute

30200 Detroit Road

Cleveland, OH 44145

SMACNA Sheet Metal and Air Conditioning Contractors National Association, Inc.

P.O. Box 221230

Chantilly, VA 22021


154828 01 42 19 - 6


SPI Society of the Plastics Industry, Inc.

1275 K Street NW, Suite 400


SSPC Society for Protective Coatings

40 24th Street, 6th Floor

Pittsburgh, PA 15222

SSPWC Standard Specifications for Public Works Construction

Building News, Inc.

3055 Overland Avenue

Los Angeles, CA 90034

TPI Truss Plate Institute

583 D'Onofrio Drive, Suite 200

Madison, WI 53719

UBC Uniform Building Code

Published by ICBO

UL Underwriters Laboratories Inc.

333 Pfingsten Road

Northbrook, IL 60062

UMC Uniform Mechanical Code

Published by ICBO

UPC Uniform Plumbing Code

Published by IAPMO

USBR Bureau of Reclamation

U.S. Department of Interior

Engineering and Research Center

Denver Federal Center, Building 67

Denver, CO 80225

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Equipment And System Performance and Operational Testing

154828 01 45 20 - 1

SECTION 01 45 20

EQUIPMENT AND SYSTEM PERFORMANCE AND OPERATIONAL TESTING

PART 1 GENERAL

1.01 DESCRIPTION

A. This section contains requirements for the Contractor's performance in documenting

testing work required under this contract. In addition, this section contains requirements

the for the Contractor's performance during installed performance testing of all

mechanical, electrical, instrumentation, and HVAC equipment and systems, including

structures for watertight construction, provided under this contract and all equipment

furnished by the Owner. This section supplements but does not supersede specific

testing requirements found elsewhere in this project manual.

1.02 QUALITY ASSURANCE

A. Contractor's Quality Assurance Manager:

1. The Contractor shall appoint a Quality Assurance Manager to manage, coordinate,

and supervise the Contractor's quality assurance program. The Quality Assurance

Manager shall have at least 5 years of total experience, or experience on at least five

separate projects, in managing the startup commissioning of mechanical, electrical,

instrumentation, HVAC, and piping systems. The quality assurance program shall

include:

a. A testing plan setting forth the sequence in which all testing work required under

this project manual will be implemented.

b. A documentation program to record the results of all equipment and system

tests.

c. An installed performance testing program for all mechanical, electrical,

instrumentation, and HVAC equipment and systems installed under this contract.

d. A calibration program for all instruments, meters, monitors, gages, and

thermometers installed under this contract.

e. A calibration program for all instruments, gages, meters, and thermometers used

for determining the performance of equipment and systems installed under this

contract.

f. A testing schedule conforming to the requirements specified in

paragraph 2.02 Testing Schedule.

2. For the purposes of this section, a system shall include all items of equipment,

devices and appurtenances connected in such a fashion as their operation or

function complements, protects or controls the operation or function of the others.

The Quality Assurance Manager shall coordinate the activities of all subcontractors

and suppliers to implement the requirements of this section.

B. Calibration:

1. All test equipment (gages, meters, thermometers, analysis instruments, and other

equipment) used for calibrating or verifying the performance of equipment installed

under this contract shall be calibrated to within plus or minus 2 percent of actual

value at full scale. Test equipment employed for individual test runs shall be selected

so that expected values as indicated by the detailed performance specifications will


154828 01 45 20 - 2

fall between 60 and 85 percent of full scale. Pressure gages shall be calibrated in

accordance with ANSI/ASME B40.1. Thermometers shall be calibrated in accordance

with ASTM E77 and shall be furnished with a certified calibration curve.

2. Liquid flow meters, including all open channel flow meters and all meters installed in

pipelines with diameters greater than 2 inches shall be calibrated in situ using either

the total count or dye dilution methods. Flow meter calibration work shall be

performed by individuals skilled in the techniques to be employed. Calibration tests

for flow metering systems shall be performed over a range of not less than

10 percent to at least 75 percent of system full scale. At least five confirmed valid

data points shall be obtained within this range. Confirmed data points shall be

validated by not less than three test runs with results which agree within plus or

minus 2 percent.

C. References:

1. This section contains references to the following documents. They are a part of this

section as specified and modified. Where a referenced document contains

references to other standards, those documents are included as references under

this section as if referenced directly. In the event of conflict between the

requirements of this section and those of the listed documents, the requirements of

this section shall prevail.

2. Unless otherwise specified, references to documents shall mean the documents in

effect at the time of Advertisement for Bids or Invitation to Bid (or on the effective

date of the Agreement if there were no Bids). If referenced documents have been

discontinued by the issuing organization, references to those documents shall mean

the replacement documents issued or otherwise identified by that organization or, if

there are no replacement documents, the last version of the document before it was

discontinued. Where document dates are given in the following listing, references to

those documents shall mean the specific document version associated with that

date, regardless of whether the document has been superseded by a version with a

later date, discontinued or replaced.

Reference Title

ANSI/ASME B40.1 Gauges Pressure Indicating Dial Type—Elastic Element

ASTM E77 Method for Verification and Calibration of Liquid-in-Glass

Thermometers

ASHRAE 41.8 Standard Methods of Measurement of Flow of Gas

Dye Dilution Calibration Method Flow Measurements in Sanitary Sewers By Dye Dilution, Turner

Designs Mountain View, California,

Flow Measurement in Sewer Lines by the Dye Dilution Method,

Journal of the Water Pollution Control Federation, Vol. 55,

Number 5, May, 1983, pg. 531

Flow Measurement in Open Channels and Closed Conduits, Vol

1, U.S. Department of Commerce, National Bureau of Stan-

dards, pg. 361

Techniques of Water-Resources Investigations of the United

States Geological Survey, Chapter 16, Measurement of

Discharge Using Tracers


154828 01 45 20 - 3

1.03 SUBMITTALS

A. Submittal material, to be submitted in accordance with Section 01 33 00, shall consist of

the following:

1. A complete description of the Contractor's plan for documenting the results from the

test program in conformance with the requirements of

paragraph 2.02 Documentation Plans, including:

a. Proposed plan for documenting the calibration of all test instruments.

b. Proposed plan for calibration of all instrument systems, including flow meters and

all temperature, pressure, weight, and analysis systems.

c. Sample forms for documenting the results of field pressure and performance

tests.

2. The credentials and certification of the testing laboratory proposed by the Contractor

for calibration of all test equipment.

3. Preoperational check-out procedures, reviewed and approved by the respective

equipment manufacturers.

4. Detailed testing plans, setting forth step-by-step descriptions of the procedures

proposed by the Contractor for the systematic testing of all equipment and systems

installed under this contract.

5. A schedule and subsequent updates, presenting the Contractor's plan for testing the

equipment and systems installed under this contract.

6. A schedule establishing the expected time period (calendar dates) when the

Contractor plans to commence operational testing of the completed systems, along

with a description of the temporary systems and installations planned to allow

operational testing to take place.

7. A summary of the Quality Assurance Manager's qualifications, showing conformance

to paragraph 1.02 Contractor’s Quality Assurance Manager requirements.

PART 2 PRODUCTS

2.01 GENERAL

A. The Contractor shall prepare test plans and documentation plans as specified in the

following paragraphs. The Construction Manager will not witness any test work for the

purpose of acceptance until all test documentation and calibration plans and the

specified system or equipment test plans have been submitted and accepted.

2.02 DOCUMENTATION

A. Documentation Plans:

1. The Contractor shall develop a records keeping system to document compliance with

the requirements of this Section. Calibration documentation shall include

identification (by make, manufacturer, model, and serial number) of all test

equipment, date of original calibration, subsequent calibrations, calibration method,

and test laboratory.

2. Equipment and system documentation shall include date of test, equipment number

or system name, nature of test, test objectives, test results, test instruments

employed for the test and signature spaces for the Construction manager's witness

and the Contractor's quality assurance manager. A separate file shall be established


154828 01 45 20 - 4

for each system and item of equipment. These files shall include the following

information as a minimum:

a. Metallurgical tests

b. Factory performance tests

c. Accelerometer recordings made during shipment

d. Field calibration tests1

e. Field pressure tests1

f. Field performance tests1

g. Field operational tests1

3. Section 01 99 90 contains samples showing the format and level of detail required

for the documentation forms. The Contractor is advised that these are samples only

and are not specific to this project nor to any item of equipment or system to be

installed under this contract. The Contractor shall develop test documentation forms

specific to each item of equipment and system installed under this contract.

Acceptable documentation forms for all systems and items of equipment shall be

produced for review by the Construction Manager as a condition precedent to the

Contractor's receipt of progress payments in excess of 50 percent of the contract

amount. Once the Construction Manager has reviewed and taken no exception to the

forms proposed by the Contractor, the Contractor shall produce sufficient forms, at

his expense, to provide documentation of all testing work to be conducted as a part

of this contract.

B. Test Plans:

1. The Contractor shall develop test plans detailing the coordinated, sequential testing

of each item of equipment and system installed under this contract. Each test plan

shall be specific to the item of equipment or system to be tested. Test plans shall

identify by specific equipment or tag number each device or control station to be

manipulated or observed during the test procedure and the specific results to be

observed or obtained. Test plans shall also be specific as to support systems

required to complete the test work, temporary systems required during the test work,

subcontractors' and manufacturers' representatives to be present and expected test

duration. As a minimum, the test plans shall include the following features:

a. Step-by-step proving procedure for all control and electrical circuits by imposing

low voltage currents and using appropriate indicators to affirm that the circuit is

properly identified and connected to the proper device.

b. Calibration of all analysis instruments and control sensors.

c. Performance testing of each individual item of mechanical, electrical, and

instrumentation equipment. Performance tests shall be selected to duplicate the

operating conditions described in the project manual.

d. System tests designed to duplicate, as closely as possible, operating conditions

described in the project manual.

2. Test plans shall contain a complete description of the procedures to be employed to

achieve the desired test environment.

3. As a condition precedent to receiving progress payments in excess of 75 percent of

the contract amount, or in any event, progress payments due to the Contractor eight

1Each of these tests is required even though not specifically noted in detailed specification section.


154828 01 45 20 - 5

weeks in advance of the date the Contractor wishes to begin any testing work

(whichever occurs earliest in the project schedule), the Contractor shall have

submitted all test plans required for the systematic field performance and

operational tests for all equipment and systems installed under this contract. Once

the Construction Manager has reviewed and taken no exception to the Contractor's

test plans, the Contractor shall reproduce the plans in sufficient number for the

Contractor's purposes and an additional ten copies for delivery to the Construction

Manager. No test work shall begin until the Contractor has delivered the specified

number of final test plans to the Construction Manager.

C. Testing Schedule:

1. The Contractor shall produce a testing schedule setting forth the sequence

contemplated for performing the test work. The schedule shall be in bar chart form,

plotted against calendar time, shall detail the equipment and systems to be tested,

and shall be coordinated with the Contractor's construction schedule specified in

Section 01 32 16. The schedule shall show the contemplated start date, duration of

the test and completion of each test. The test schedule shall be submitted no later

than 4 weeks in advance of the date testing is to begin. The Construction Manager

will not witness any testing work for the purpose of acceptance until the Contractor

has submitted a schedule to which the Construction Manager takes no exception.

The test schedule shall be updated weekly, showing actual dates of test work,

indicating systems and equipment testing completed satisfactorily and meeting the

requirements of this project manual.

2.03 SYSTEM AND EQUIPMENT PERFORMANCE TESTS

A. Each item of mechanical, electrical, instrumentation, and HVAC equipment installed

under this contract shall be tested to demonstrate compliance with the performance

requirements of this project manual. Each electrical, instrumentation, mechanical,

piping, and HVAC system installed or modified under this contract shall be tested in

accordance with the requirements of this project manual.

2.04 OPERATIONAL TESTS

A. Once all equipment and systems have been tested individually, the Contractor shall fill all

systems except wastewater, scum sludge and other wastewater derived systems with the

intended process fluids. Wastewater-derived process systems shall be filled with water.

After filling operations have been completed, the Contractor shall operate all systems for

a continuous period of not less than five days, simulating actual operating conditions to

the greatest extent possible. The Contractor shall install temporary connections,

bulkheads and make other provisions to recirculate process fluids or otherwise simulate

anticipated operating conditions. During the operational testing period, the Contractor's

Quality Assurance Manager and testing team shall monitor the characteristics of each

machine and system and report any unusual conditions to the Construction Manager.

2.05 PRODUCT DATA

A. Product data, to be provided in accordance with Section 01 33 00, shall be the original

and three copies of all records produced during the testing program.


154828 01 45 20 - 6

PART 3 EXECUTION

3.01 GENERAL

A. The Contractor's quality control manager shall organize teams made up of qualified

representatives of equipment suppliers, subcontractors, the Contractor's independent

testing laboratory, and others, as appropriate, to efficiently and expeditiously calibrate

and test the equipment and systems installed and constructed under this contract. The

objective of the testing program shall be to demonstrate, to the Construction Manager's

complete satisfaction, that the structures, systems, and equipment constructed and

installed under this contract meet all performance requirements and the facility is ready

for the commissioning process to commence. In addition, the testing program shall

produce baseline operating conditions for the Owner to use in a preventive maintenance

program.

3.02 CALIBRATION OF FIXED INSTRUMENTS

A. Calibration of analysis instruments, sensors, gages, and meters installed under this

contract shall proceed on a system-by-system basis. No equipment or system

performance acceptance tests shall be performed until instruments, gages, and meters

to be installed in that particular system have been calibrated and the calibration work

has been witnessed by the Construction Manager.

B. All analysis instruments, sensors, gages, and meters used for performance testing shall

be subject to recalibration to confirm accuracy after completion, but prior to acceptance

of each performance test. All analysis instruments, sensors, gages, and meters installed

under this contract shall be subject to recalibration as a condition precedent to

commissioning under the provisions of Section 01 91 00.

3.03 PERFORMANCE TESTS

A. General:

1. Performance tests shall consist of the following:

a. Pressure and/or leakage tests.

b. Electrical testing as specified in Division 26.

c. Wiring and piping, individual component, loop, loop commissioning and tuning

testing as described in Division 40.

d. Preoperational checkout for all mechanical and HVAC equipment. Preoperational

check-out procedures shall be reviewed and approved by the respective


e. Initial operation tests of all mechanical, electrical, HVAC, and instrumentation

equipment and systems to demonstrate compliance with the performance


2. In general, performance tests for any individual system shall be performed in the

order listed above. The order may be altered only on the specific written authorization

of the Construction Manager after receipt of a written request, complete with justifi-

cation of the need for the change in sequence.

B. Pressure And Leakage Tests:


154828 01 45 20 - 7

1. Pressure and leakage tests shall be conducted in accordance with applicable

portions of Divisions 3 and 40. All acceptance tests shall be witnessed by the

Construction Manager. Evidence of successful completion of the pressure and

leakage tests shall be the Construction Manager's signature on the test forms

prepared by the Contractor.

C. Functional Checkout:

1. Prior to energization (in the case of electrical systems and equipment), all circuits

shall be rung out and tested for continuity and shielding in accordance with the

procedures required in Division 26.

D. Component Calibration And Loop Testing:

1. Prior to energization (in the case of instrumentation system and equipment), all loops

and associated instruments shall be calibrated and tested in accordance with the


E. Electrical Resistance:

1. Electrical resistance testing shall be in accordance with Division 26.

F. Preoperational Tests:

1. Preoperational tests shall include the following:

a. Alignment of equipment using reverse dial indicator method.

b. Pre-operation lubrication.

c. Tests per the manufacturers' recommendations for prestart preparation and

preoperational check-out procedures.

G. Functional Tests:

1. General: Once all affected equipment has been subjected to the required

preoperational check-out procedures and the Construction Manager has witnessed

and has not found deficiencies in that portion of the work, individual items of

equipment and systems may be started and operated under simulated operating

conditions to determine as nearly as possible whether the equipment and systems

meet the requirements of these specifications. If available, plant effluent may be

employed for the testing of all liquid systems except gaseous, oil, or chemical

systems. If not available, potable water shall be employed as the test medium. Test

media for these systems shall either be the intended fluid or a compatible substitute.

The equipment shall be operated a sufficient period of time to determine machine

operating characteristics, including noise, temperatures and vibration; to observe

performance characteristics; and to permit initial adjustment of operating controls.

When testing requires the availability of auxiliary systems such as looped piping,

electrical power, compressed air, control air, or instrumentation which have not yet

been placed in service, the Contractor shall provide acceptable substitute sources,

capable of meeting the requirements of the machine, device, or system at no

additional cost to the Owner. Disposal methods for test media shall be subject to

review by the Construction Manager. During the functional test period, the Contractor

shall obtain baseline operating data on all equipment with motors greater than 1

horsepower to include amperage, bearing temperatures, and vibration. The baseline

data shall be collected for the Owner to enter in a preventive maintenance system.


154828 01 45 20 - 8

a. Test results shall be within the tolerances set forth in the detailed specification

sections of this project manual. If no tolerances have been specified, test results

shall conform to tolerances established by recognized industry practice. Where,

in the case of an otherwise satisfactory functional test, any doubt, dispute, or

difference should arise between the Construction Manager and the Contractor

regarding the test results or the methods or equipment used in the performance

of such test, then the Construction Manager may order the test to be repeated. If

the repeat test, using such modified methods or equipment as the Construction

Manager may require, confirms the previous test, then all costs in connection

with the repeat test will be paid by the Owner. Otherwise, the costs shall be borne

by the Contractor. Where the results of any functional test fail to comply with the

contract requirements for such test, then such repeat tests as may be necessary

to achieve the contract requirements shall be made by the Contractor at his

expense.

b. The Contractor shall provide, at no expense to the Owner, all power, fuel,

compressed air supplies, water, and chemicals, all labor, temporary piping,

heating, ventilating, and air conditioning for any areas where permanent facilities

are not complete and operable at the time of functional tests, and all other items

and work required to complete the functional tests. Temporary facilities shall be

maintained until permanent systems are in service.

2. Retesting: If under test, any portion of the work should fail to fulfill the contract

requirements and is adjusted, altered, renewed, or replaced, tests on that portion

when so adjusted, altered, removed, or replaced, together with all other portions of

the work as are affected thereby, shall, unless otherwise directed by the Construction

Manager, be repeated within reasonable time and in accordance with the specified

conditions. The Contractor shall pay to the Owner all reasonable expenses incurred

by the Owner, including the costs of the Construction Manager, as a result of

repeating such tests.

3. Post-test Inspection: Once functional testing has been completed, all machines shall

be rechecked for proper alignment and realigned, as required. All equipment shall be

checked for loose connections, unusual movement, or other indications of improper

operating characteristics. Any deficiencies shall be corrected to the satisfaction of

the Construction Manager. All machines or devices which exhibit unusual or

unacceptable operating characteristics shall be disassembled and inspected. Any

defects found during the course of the inspection shall be repaired or the specific

part or entire equipment item shall be replaced to the complete satisfaction of the

Construction Manager at no cost to the Owner.


A. The Contractor shall provide system operation testing. After completion of all

performance testing and certification by the Construction Manager that all equipment

complies with the requirements of the specifications, the Contractor shall fill all process

units and process systems, except those employing domestic water, oil, air, or chemicals,

with intended process fluids. All domestic water, oil, air, and chemical systems shall be

filled with the specified fluid.

B. Upon completion of the filling operations, the Contractor shall circulate intended process

fluids through the completed facility for a period of not less than 48 hours, during which

all parts of the system shall be operated as a complete facility at various loading

conditions, as directed by the Construction Manager. The operational testing period shall


154828 01 45 20 - 9

commence after this initial period of variable operation. Should the operational testing

period be halted for any reason related to the facilities constructed or the equipment

furnished under this contract, or the Contractor's temporary testing systems, the

operational testing program shall be repeated until the specified continuous period has

been accomplished without interruption. All process units shall be brought to full

operating conditions, including temperature, pressure, and flow.

C. As-built documents specified in Section 01 78 39 of facilities involved shall be accepted

and ready for turnover to the Owner at the time of operational testing.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Testing Laboratory Services

154828 01 45 29 - 1

SECTION 01 45 29

TESTING LABORATORY SERVICES

PART 1 GENERAL

1.01 DESCRIPTION:

A. This Section specifies Quality Control testing and reporting performed by the Testing

Laboratory. Construction Manager shall select a qualified Testing Laboratory and

contract for the services specified herein, except as specifically noted where Contractor

may elect to utilize Testing Laboratory to fulfill submittal requirements. Such an

arrangement does not relieve the Contractor from their responsibility to provide the

completed project as specified, and to perform Quality Assurance according to the QCS

as reviewed and accepted.

1.02 REFERENCES:










documents issued or otherwise identified by that organization or, if there are no




whether the document has been superseded by a version with a later date, discontinued

or replaced.

Reference Title

ASTM A880 Criteria for Use in Evaluation of Testing Laboratories and Organizations for

Examination and Inspection of Steel, Stainless Steel, and Related Alloys

ASTM C802 Conducting an Inter-laboratory Test Program to Determine the Precision of Test

Methods for Construction Materials

ASTM C1021 Laboratories Engaged in the Testing of Building Sealants

ASTM Cl077 Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and

Criteria for Laboratory Evaluation

ASTM D3666 Specification for Minimum Requirements for Agencies Testing and Inspecting Road

and Paving Materials

ASTM D3740 Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of

Soil and Rock as Used in Engineering Design and Construction

ASTM D4561 Quality Control Systems for Organizations Producing and Applying Bituminous Paving

Materials

ASTM E4

Force Verification of Testing Machines


154828 01 45 29 - 2

Reference Title

ASTM E329

Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction

ASTM E543

Agencies Performing Nondestructive Testing

ASTM E994 Calibration and Testing Laboratory Accreditation Systems General Requirements for

Operation and Recognition.

1.03 TESTING LABORATORY QUALIFICATIONS:

A. Testing Laboratory shall satisfy the following qualifications:

1. Recommended Requirements for Independent Laboratory Qualification, published by

American Council of Independent Laboratories.

2. Conform to the requirements of ASTM E329 in particular, and other reference

standards as generally pertain to this project.

3. Authorized to operate in the State of South Carolina, with personnel and equipment

based sufficiently close to the project to allow short-notice site access for sampling

and testing.

4. Acceptable to Greenville Water, Construction Manager, and local building authorities.

1.04 TESTING LABORATORY RESPONSIBILITIES:

A. Testing Laboratory shall provide qualified personnel at the site and cooperate with

Construction Manager and Contractor in performance of the following services:

1. Perform specified independent inspection, sampling, and testing of products in

accordance with specified standards, to determine compliance with requirements of

Contract Documents.

2. Provide sampling equipment and personnel, deliver samples to the testing

laboratory, record field measurements, and cure samples as required by Contract

Documents.

3. Perform Building Department required tests and inspections, including Special

Inspection as specified in Section 01 40 00.

4. Timely prepare and deliver reports summarizing results of tests and inspections.

5. Attend pre-construction conferences and, if requested, a limited number of progress

meetings where Quality Control, testing, and inspection issues require discussion.

6. When directed by the Construction Manager or requested by the Contractor, provide

special and additional tests and inspections to verify material compliance with

requirements of Contract Documents.

a. Construction Manager shall pay for special tests and inspections where work

conforms to the Contract Document requirements.

b. Contractor shall pay for additional tests and inspections where work fails to

comply with Contract Document requirements (re-inspection) and for costs

associated with cancelled or short-notice re-scheduling of requested sampling,

testing, and inspection. Testing Laboratory work requested by Contractor to fulfill

submittal requirements shall also be considered additional tests.


154828 01 45 29 - 3

1.05 CONTRACTOR RESPONSIBILITIES:

A. Contractor shall deliver adequate samples of materials proposed to be used and which

require testing to the Testing Laboratory. Contractor shall cooperate with Testing

Laboratory personnel, and provide access to the work and to manufacturer’s facilities.

Contractor shall provide incidental labor and facilities to provide access to work to be

tested, to obtain and handle samples at the site or at source of products to be tested, to

facilitate tests and inspections, storage and curing of test samples.

B. Contractor shall notify Testing Laboratory and Construction Manager 24 hours prior to

expected time for operations requiring inspection, sampling and testing services.

1.06 TEST AND INSPECTION REPORTS:

A. Report Contents:

1. At a minimum, Test and Inspection Reports shall include the following:

a. Project name and date of report.

b. Testing Laboratory name, address, telephone number, name of laboratory field

sampling personnel, lab testing personnel, or QCS Inspector as applicable.

c. Date, time, and location of sampling, testing, and inspecting.

d. Ambient temperature and weather conditions at the site or shop and curing

conditions of samples.

e. Product identification and referenced specification Section number.

f. Type of sample, test, and inspection and industry standard for sampling and

testing.

g. Results of sample, test, and inspection.

h. Evaluation of compliance with requirements in Contract Documents.

i. Certified Inspection Reports shall specifically indicate the qualification of the

inspector to render judgment and certify said inspection.

j. When requested by Construction Manager, interpretation of test results.

B. Distribution of Test and Inspection Reports:

1. Test and Inspection reports shall be submitted to the Construction Manager for

distribution as Product Data described in Section 01 33 00. Test reports shall be

submitted not more than two days after completion of required tests. Inspection

reports shall be submitted immediately if deficiencies or significant irregularities are

noted, and in no case less than two working days after said inspection. Provide

electronic copies of all reports.

1.07 SUBMITTALS:

A. The following information shall be provided in accordance with Section 01 33 00:

1. A copy of this specification section, with addendum updates included, and all


paragraph check-marked to indicate specification compliance or marked to indicate

requested deviations from specification requirements. Check marks (✓) shall denote

full compliance with a paragraph as a whole. If deviations from the specifications are

indicated, and therefore requested by the Contractor, each deviation shall be



154828 01 45 29 - 4

paragraph, referenced to a detailed written explanation of the reasons for requesting

the deviation. The Engineer shall be the final authority for determining acceptability

of requested deviations. The remaining portions of the paragraph not underlined will

signify compliance on the part of the Contractor with the specifications. Failure to

include a copy of the marked-up specification sections, along with justification(s) for

any requested deviations to the specification requirements, with the submittal shall

be sufficient cause for rejection of the entire submittal with no further consideration.

2. Documentation of conformance with Testing Laboratory Qualifications as specified in

paragraph 1.03 herein.

3. Form 01 45 29 described in paragraph 3.03 by both Testing Laboratory and

Contractor.

1.08 LIMITS ON TESTING LABORATORY AUTHORITY:

A. Testing Laboratory may not release, revoke, alter, or enlarge on requirements of Contract

Documents. Testing Laboratory may not approve or accept any portion of the work, nor

assume any duties of Contractor. Testing Laboratory has no authority to stop the work

PART 2 PRODUCTS

2.01 SOURCE QUALITY CONTROL

A. General:

1. Source quality control is defined in Section 01 40 00. This Section provides general

guidelines as to the sampling, tests, and inspections required of products and

manufactures prior to delivery to the project site, and should be considered a

minimum. Additional information and requirements are provided in each technical

specification Section and those requirements shall control over this Section when in

conflict. Absence of a test, inspection or requirement listed herein from a subsequent

specification Section does not relieve the Testing Laboratory or the Contractor from

their respective responsibilities specified in this Section.

B. Reference Standards In Other Sections:

1. Codes, standards, and other references called out below, but which are not listed in

paragraph 1.02 are described in other specification Sections and not repeated

herein.

C. Fill Materials:

1. Imported Fill Materials: Testing Laboratory may conduct additional testing on behalf

of Contractor to prepare required submittals specified in Section 31 23 00.

2. Type C Fill Material: Testing Laboratory shall conduct required testing to verify on-site

materials proposed for fill conforms to specification Section 31 23 00. Contractor

shall pay Testing Laboratory for such sampling and testing. Sampling and testing

shall determine Liquid Limit, Plasticity Index, optimum moisture content and density

relationship, and other data as required for proper use of this material.

D. Paving Materials:

1. Provide sampling and testing requested by Construction Manager or additional

testing as requested by Contractor to verify materials proposed for use conform to

specification Section 31 23 00.


154828 01 45 29 - 5

E. Concrete Reinforcing:



specification Section 03 30 00 and 03 41 00.

F. Cast-In-Place Concrete:



specification Section 03 30 00. At Contractor’s expense, Testing Laboratory may

assist Contractor in formulating concrete mix designs, testing and reporting same,

and providing the services of a Professional Engineer to review and seal the mix

design.

G. Precast Concrete:

1. Precast Yard Inspection: Source quality inspection is not required for PCI Certified

facilities unless otherwise directed by the Building Official.

2. Non PCI Certified Facilities: Provide Special Inspection conforming to CBC Chapter 17

and PCI recommendations for all facets of operation including reinforcing,

prestressing, concrete placing, finishing, and curing, form release and handling.

3. Vaults, Manholes, And Non-Structural Precast Concrete Items: Precast yard

inspection is not required unless so directed by the Construction Manager due to

quality concerns or lack of experience by the manufacturer. Such inspection and

testing shall be paid for by the Contractor, and conform to this Section’s

requirements and Section 03 41 00.

PART 3 EXECUTION

3.01 FIELD QUALITY CONTROL

A. General:

1. Field quality control is defined in Section 01 40 00. This Section provides general

guidelines as to the sampling, tests, and inspections required of work in progress or

completed in the field, and should be considered a minimum. Additional information

and requirements are provided in each technical specification Section and those

requirements shall control over this Section when in conflict. Absence of a test,

inspection or requirement listed herein from a subsequent specification Section does

not relieve the Testing Laboratory or the Contractor from their respective

responsibilities specified in this Section.

B. Reference Standards In Other Sections:

1. Codes, standards, and other references called out below, but which are not listed in

paragraph 1.02 are described in other specification sections and not repeated

herein.

C. Fill:

1. Subgrade Preparation And Compaction: Verify depth of scarification, moisture

content within optimal limits for compaction, and degree of compaction specified in

Section 31 23 00. Frequency of testing shall generally conform to 25 foot maximum

spacing for strip footings, each isolated pad footing, every 900 square feet for slabs


154828 01 45 29 - 6

and mat foundations, or as directed by the Construction Manager in light of actual

geometry and conditions extent.

2. Structure Fill: Verify material provided, lift thickness, and compaction density.

Frequency of sampling and testing shall be the same as for Subgrade Preparation

and Compaction.

3. Structure Backfill: Verify material provided, lift thickness, and compaction density.

Frequency of sampling and testing shall be as directed by the Construction Manager

but not less than every 2 feet vertical (lifts) and every 1600 square feet of filled area.

4. Other Fill Materials: Verify material used, lift thickness, and compaction density.

Frequency of sampling and testing shall be as directed by the Construction Manager.

D. Paving:

1. Earthwork and Base Aggregate: Provide sampling and testing same as Fill described

above, and specified in Section 31 23 00. Frequency shall conform to Asphalt

Concrete Pavement, below.

2. Asphalt Concrete Pavement: Sample and test pavement thickness and installation

per CALTRANS Standard Specifications. Thickness verification shall be made at a

frequency not to exceed 1600 square feet of roadway or parking zones or as directed

by the Construction Manager.

3. Sitework Concrete at Pavement: Sitework concrete at pavement consists of curbs,

gutters, monolithic curb/sidewalk, inlet structures, catch basins, and other concrete

construction in contact with paving or necessary for a complete paving job but not

associated with buildings, process structures, or structural work controlled by the

CBC. Testing Laboratory shall conduct sampling and testing the same as specified for

cast-in-place concrete in Section 03 30 00, except strength cylinder testing shall

occur at one-half the frequency (placing rate) as for structural concrete.

E. Concrete Reinforcing:

1. Provide Special Inspection for all structural reinforcing in concrete and masonry per

CBC Section 1701.5 Item 4.

2. Provide Special Inspection for mechanical reinforcing connectors and splicing

systems as required by that product’s ICBO Evaluation Report, or equivalent.

F. Cast-In-Place Concrete:

1. Sample the first daily truck load of ready mixed concrete and every 50 cubic yards

thereafter, complying with ASTM C172.

2. Perform one slump test for the first daily truck load of ready mixed concrete and

every 50 cubic yards thereafter or as requested by Construction Manager if

consistency is in question, complying with ASTM C143.

3. Perform one air content test for each set of compressive strength specimens,

complying with ASTM C31.

4. Fabricate compressive strength specimens, complying with ASTM C39.

5. Make one set of 6 of compressive strength specimens for each day of structural

concrete placing or each 100 cubic yards or fraction thereof for each class of

concrete.

6. Test two specimens after curing 7 days, two specimens after curing 28 days, and

retain two specimens for later testing if required.


154828 01 45 29 - 7

7. Comply with ACI 350 Section 5.6 (ACI 318 for non-water retaining structures) for

evaluation and acceptance of concrete.

G. Precast Concrete:

1. Site Inspection Of Precast Concrete Structural Assemblies: Visually inspect precast

plank, beam, hollowcore, or other precast systems after units are set in place,

mechanically anchored, reinforcing and details completed but prior to placing

concrete or grout which would prevent such inspection. Verify precast pieces conform

to expected geometry, bearing conditions and camber.

2. Completion Of Precast Concrete Structural Assemblies: Inspect reinforcing,

placement of concrete or grout fill as specified for those materials.

H. Anchor Bolts And Anchors:

1. Special Inspections: Provide Special Inspection for wedge anchors, undercut anchors,

adhesive anchors, epoxy anchors, and all other anchoring systems installed in

hardened concrete and masonry as required by that product’s ICBO Evaluation

Report, or equivalent.

2. Site Inspection Of Structural Anchor Bolts: Visually inspect all structural anchor bolts

for grade, diameter, embedment, geometry or type (“J” bolt or hex-head), quantity

and general location. Contractor shall assume all responsibility for detailed

dimensions locating each individual bolt, each bolt group in total, and locations of

bolts within each group (template).

I. Grout:

1. Site Inspection Of Masonry Grouting: See Masonry section of this specification.

2. Cementitious Grout For Structural Bearing: Visually inspect all column baseplates,

and grouted zone between structural struts/beams and their supporting wall

elements. Determine complete fill beneath baseplate by tapping with hammer and

noting hollow reports. Verify grout conforms to specification by observing empty bags,

which Contractor shall leave visible adjacent to area used until inspection complete.

3. Epoxy Grout For Equipment Bases: Provide inspection conforming to specification

Section 43 05 13 and its reference standards, details on the Drawings, and the

requirements of the epoxy grout manufacturer.

3.02 EVALUATION AND CORRECTION :

A. Evaluation:

1. Satisfactory completion of work will be judged on results of laboratory, shop, and site

tests and inspections.

B. Corrections:

1. If results of tests and inspections indicate work is below requirements of Contract

Documents, that portion of work is defective and shall be repaired or replaced by the

Contractor at no additional expense to the Owner by methods specified in each

material or system’s Section. Corrective action shall continue until such work meets

the requirements of the Contract Documents.


154828 01 45 29 - 8

3.03 SCHEDULE OF INSPECTIONS AND TESTS:

A. Form 01 45 29 below shall be used to coordinate sampling and testing provided by

Testing Laboratory, Construction Manager, Contractor, and other parties, if any. Testing

Laboratory shall fill out Form 01 45 29 with anticipated inspections, sampling, and

testing, submit for review by Construction Manager and for information to Contractor,

and revise as directed. After receipt of Testing Laboratory’s Form 01 45 29 submittal,

Contractor shall submit Form 01 45 29 to identify sampling and testing requested for

submittal preparation, and with an allowance for additional inspections. Such allowance

shall not be less than five percent (5%) of the anticipated Field Quality Control budget for

the Testing Laboratory, but shall not contractually commit Contractor to such

expenditure, unless additional inspections requested and then only to their extent.


154828 01 45 29 - 1

FORM 01 45 29

ANTICIPATED SAMPLING, TESTING, AND INSPECTIONS BY TESTING

LABORATORY AND CONTRACTOR

Prepared by : ________ Testing Laboratory ________ Contractor (check one).

Electronic version available upon request. Expand each cell as necessary to provide a complete scope description.

Specification Section Source Quality Control Field Quality Control

31 23 00 – Excavation and

Fill

32 12 16 – Asphalt Paving

03 20 00 – Concrete

Reinforcing

03 30 00 – Cast-in-Place

Concrete

03 40 00 – Precast Concrete

03 60 00 – Grouting

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Temporary Utilities

154828 01 51 00 - 1

SECTION 01 51 00

TEMPORARY UTILITIES

PART 1 GENERAL

1.01 OFFICE

A. The Contractor is not required to maintain an office at the site of the work.

1.02 POWER

A. The Contractor shall provide power for construction at the project sites. He shall make

arrangements with the electrical utility and with the Owner for power takeoff points,

voltage and phasing requirements, transformers and metering and shall pay the costs

and fees arising therefrom. The Contractor shall provide the special connections required

for his work.

1.03 TELEPHONE

A. The Contractor shall provide telephone service at his construction site office. Mobile

telephone service is acceptable as a substitute for telephone service if the mobile

telephone will be on site at all times during completion of work.

1.04 SANITARY FACILITIES

A. The Contractor shall provide toilet and washup facilities for his work force at the site of

work. The facilities shall comply with applicable laws, ordinances, and regulations

pertaining to the public health and sanitation of dwellings and camps.

1.05 WATER

A. The Contractor shall coordinate for and pay for water as needed for flushing and testing

of the proposed pipelines and pump station.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Product Storage and Handling Requirements

154828 01 66 00 - 1

SECTION 01 66 00

PRODUCT STORAGE AND HANDLING REQUIREMENTS

PART 1 GENERAL

1.01 DAMAGE

A. Equipment, products and materials shall be shipped, handled, stored, and installed in

ways which will prevent damage to the items. Damaged items will not be permitted as

part of the work except in cases of minor damage that have been satisfactorily repaired

and are acceptable to the Construction Manager.

1.02 PIPE

A. Pipe and appurtenances shall be handled, stored, and installed as recommended by the

manufacturer. Pipes with paint, tape coatings, linings or the like shall be stored to protect

the coating or lining from physical damage or other deterioration. Pipes shipped with

interior bracing shall have the bracing removed only when recommended by the pipe

manufacturer.

PART 2 EQUIPMENT

2.01 PACKAGE AND MARKING:

A. All equipment shall be protected against damage from moisture, dust, handling, or other

cause during transport from manufacturer's premises to site. Each item or package shall

be marked with the number unique to the specification reference covering the item.

B. Stiffeners shall be used where necessary to maintain shapes and to give rigidity. Parts of

equipment shall be delivered in assembled or subassembled units where possible.

2.02 IDENTIFICATION:

A. Each item of equipment and valve shall have permanently affixed to it a label or tag with

its equipment or valve number designated in this contract. Marker shall be of stainless

steel. Location of label will be easily visible.

2.03 SHIPPING:

A. Bearing housings, vents and other types of openings shall be wrapped or otherwise

sealed to prevent contamination by grit and dirt.

B. Damage shall be corrected to conform to the requirements of the contract before the

assembly is incorporated into the work. The Contractor shall bear the costs arising out of

dismantling, inspection, repair and reassembly.

2.04 FACTORY APPLIED COATINGS:

A. Unless otherwise specified, each item of equipment shall be shipped to the site of the

work with the manufacturer's shop applied epoxy prime coating as specified in Section

09 90 00 . The prime coating shall be applied over clean dry surfaces in accordance with

the coating manufacturer's recommendations. The prime coating will serve as a base for

Lake Keowee to Adkins WTP Raw Water System Product Storage and Handling Requirements

154828 01 66 00 - 2

field-applied finish coats. Electrical equipment and materials shall be painted by

manufacturer as specified in Section 09 90 00-3.03 Electrical and Instrumentation

Equipment and Materials.

2.05 STORAGE:

A. During the interval between the delivery of equipment to the site and installation, all

equipment, unless otherwise specified, shall be stored in an enclosed space affording

protection from weather, dust and mechanical damage and providing favorable

temperature, humidity and ventilation conditions to ensure against equipment

deterioration. Manufacturer's recommendations shall be adhered to in addition to these

requirements.

B. Equipment and materials to be located outdoors may be stored outdoors if protected

against moisture condensation. Equipment shall be stored at least 6 inches above

ground. Temporary power shall be provided to energize space heaters or other heat

sources for control of moisture condensation. Space heaters or other heat sources shall

be energized without disturbing the sealed enclosure.

2.06 PROTECTION OF EQUIPMENT AFTER INSTALLATION:

A. After installation, all equipment shall be protected from damage from, including but not

limited to, dust, abrasive particles, debris and dirt generated by the placement, chipping,

sandblasting, cutting, finishing and grinding of new or existing concrete, terrazzo and

metal; and from the fumes, particulate matter, and splatter from welding, brazing and

painting of new or existing piping and equipment. As a minimum, vacuum cleaning,

blowers with filters, protective shieldings, and other dust suppression methods will be

required at all times to adequately protect all equipment. During concreting, including

finishing, all equipment that may be affected by cement dust must be completely

covered. During painting operations, all grease fittings and similar openings shall be

covered to prevent the entry of paint. Electrical switchgear, unit substation, and motor

load centers shall not be installed until after all concrete work and sandblasting in those

areas have been completed and accepted and the ventilation systems installed.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Bracing and Anchoring

154828 01 73 23 - 1

SECTION 01 73 23

BRACING AND ANCHORING

PART 1 GENERAL

1.01 SUMMARY

A. Scope

1. This section specifies the minimum structural requirements for the design,

anchorage and bracing of architectural/mechanical/electrical components,

equipment, and systems, and nonbuilding structures. Design of supports,

attachments and bracing for all parts or elements of the architectural, mechanical,

and electrical systems shall be provided in accordance with this section. The

requirements of this section shall apply to the design of the structural elements and

features of equipment and to platforms/walkways that are provided with equipment

or nonbuilding structures.

2. This section applies to nonstructural components that are permanently attached to

structures, and nonbuilding structures as defined below in paragraph 1.01

Definitions and ASCE 7-10. Note that equipment is defined as a nonstructural

component and tanks are defined as a non-building structure.

3. Design shall be in accordance with the criteria listed within this section and shall

conform to the provisions of the design codes listed within this section. Engineering

design is not required for attachments, anchorage, or bracing detailed on the

drawings or where the size of attachments, anchorage, or bracing is defined in the

technical specification sections.

4. The following nonstructural components are exempt from the seismic design loading

requirements of this section.

a. Components in Seismic Design Category A.

b. Architectural components in Seismic Design Category B other than parapets

supported by bearing walls or shear walls provided that the component

importance factor, Ip, is equal to 1.0.

c. Mechanical and electrical components in Seismic Design Category B.

d. Mechanical and electrical components in Seismic Design Category C provided

that the component importance factor, Ip, is equal to 1.0.

e. Mechanical and electrical components in Seismic Design Categories D, E or F

where the component importance factor, Ip, is equal to 1.0 and both of the

following conditions apply:

1) Flexible connections between the components and associated, piping and

conduit are provided, and

2) Components are mounted at 4 feet or less above a floor level and weigh 400

lb or less (4-foot criteria applies to the mounting support elevation relative to

the floor).

f. Mechanical and electrical components in Seismic Design Categories D, E or F

where the component importance factor, Ip, is equal to 1.0 and both of the

following conditions apply:

1) Flexible connections between the components and associated, piping and

conduit are provided, and


154828 01 73 23 - 2

2) The components weigh 20 lb or less or, for distribution systems, weighing 5

lb/ft or less.

B. Definitions:

1. Structures: The structural elements of a building that resist gravity, seismic, wind,

and other types of loads. Structural components include columns, posts, beams,

girders, joists, bracing, floor or roof sheathing, slabs or decking, load-bearing walls,

and foundations.

2. Nonstructural Components: The nonstructural portions of a building include every

part of the building and all its contents, except the structural portions, that carry

gravity loads and that may also be required to resist the effects of wind, snow,

impact, temperature and seismic loads. Nonstructural components include, but are

not limited to, ceilings, partitions, windows, equipment, piping, furnishings, lights, etc.

3. Non-building Structures: All self-supporting structures that carry gravity loads and

that may also be required to resist the effects of wind, snow, impact, temperature

and seismic loads. Non-building structures include, but are not limited to, pipe racks,

storage racks, stacks, tanks, vessels and structural towers that support tanks and

vessels.


A. Quality Control by Design-Builder or Design-Builder’s Representative:

1. Special Inspection of nonstructural components and non-building structures, and

their anchorages shall be performed by the Special Inspector under contract with the

Design-Builder or Design-Builder’s Representative and in conformance with IBC

Chapter 17. Special Inspector(s) and laboratory shall be acceptable to the Design-

Builder or Design-Builder’s Representative in their sole discretion. Special Inspection

is in addition to, but not replacing, other inspections and quality control requirements

herein. Where sampling and testing required herein conforms to Special Inspection

standards, such sampling and testing need not be duplicated.

B. References:

1. Where a referenced document contains references to other standards, those

documents are included as references under this section as if referenced directly.





the replacement documents issued or otherwise identified by that organization, or if





later date, discontinued, or replaced. When conflicting requirements occur, the most

stringent requirements will govern the design.


154828 01 73 23 - 3

Reference Title

AAMA American Architectural Manufacturer’s Association

ACI 318 Building Code Requirements for Structural Concrete

ACI 350 Code Requirements for Environmental Engineering Concrete Structures

AISC 341 Seismic Provisions for Structural Steel Buildings

ACI 360 Specification for Structural Steel Buildings

ASCE 7 Minimum Design Loads for Buildings and Other Structures

ASTM C635 Standard Specification for the Manufacture, Performance and Testing of Metal

Suspension Systems for Acoustical Tile and Lay-in Panel Ceilings

ASTM C636 Standard Practice for Installation for Metal Ceiling Suspension Systems for Acoustical

Tile and Lay-in Panel Ceilings

AWS D1.1 Structural Welding Code – Steel

AWS D1.2 Structural Welding Code - Aluminum

AWS D1.2 Structural Welding Code – Stainless Steel

IBC International Building Code with local amendments

NFPA-13 Standard for the Installation of Sprinkler Systems

OSHA U.S. Dept. of Labor, Occupational Safety and Health Administration

SMACNA Seismic Restraint Manual Guidelines for Mechanical Systems

1.03 SUBMITTALS

A. For structural elements of nonstructural components and non-building structures

required to be designed per this specification section, drawings and design calculations

shall be stamped by a South Carolina licensed professional engineer qualified to perform

structural engineering.

B. Submit drawings and calculations no less than four weeks in advance of the installation

of any component to be anchored to the structure or installation of any structural

member to which the component will be attached.

1. The following submittals shall be provided in accordance with Section 01 33 00:

a. List of all nonstructural components and non-building structures requiring wind

and seismic design and anchorage.

b. Shop drawings showing details of complete wind and seismic bracing and

anchorage attachment assemblies including connection hardware, and

embedment into concrete.

c. Shop drawings showing plans, elevations, sections and details of equipment

support structures and non-building structures, including anchor bolts, structural

members, platforms, stairs, ladders, and related attachments.

d. Identify all interface points with supporting structures or foundations, as well as

the size, location, and grip of all required attachments and anchor bolts. Clearly

indicate who will be providing each type of attachment/anchor bolt. Equipment

vendor shall design anchor bolts, including embedment into concrete, and submit

stamped calculations.

e. Calculations for all supports, bracing, and attachments shall clearly indicate the

design criteria applied in the design calculations. Concrete embedment

calculations shall be coordinated with thickness and strength of concrete

members. Submit a tabulation of the magnitude of unfactored (service level)

equipment loads at each support point, broken down by type of loading (dead,


154828 01 73 23 - 4

live, wind, seismic, etc.). Indicate impact factors applied to these loads in the

design calculations.

f. Product Data: Manufacturer’s certificates of compliance with the seismic force

requirements of this section.

1.04 DESIGN CODES

A. The following standard codes have application at this site for:

Buildings/Structures: International Building Code 2012 and ASCE 7-10

Reinforced concrete: ACI 350-06 for Concrete Liquid Containing Tanks, ACI 318-11 for all other

reinforced concrete

Structural steel: AISC 360-10 and AISC 341-10

Welding: AWS Welding Codes, Latest Edition

Occupational health and safety

requirements:

U.S. Dept. of Labor, Occupational Safety and Health Administration

(OSHA)

Note: When conflicting requirements occur, the most stringent requirements will govern the design.

1.05 DESIGN LOADS

A. All nonstructural components and non-building structures shall be designed for the

following loads. Wind and snow loads shall not be applied to nonstructural components

and non-building structures that are located inside buildings.

1. Dead Loads:

a. An additional allowance will also be added for piping and conduit when supported

and hung from the underside of equipment and platforms.

b. Typical allowance for partition, piping and conduit unless noted otherwise: 20 psf

2. Uniform Live Loads:

Equipment Area: 150 psf or equipment plus 50 psf

Columns: No column live load reduction allowed

Stairs and landings: 100 psf

Maintenance Area Floor Loading 150 psf

Office and Control Floor Loading: 50 psf

Grating, Checkered Plates and Hatches Same loadings as adjacent floor areas

Truck Traffic Areas 250 psf or H-20 loading

Tank Roof 100 psf

3. Snow Loads:

Code: IBC 2012 & ASCE 7-10

Ground Snow Load (pg) 0 psf

Exposure: NA

Importance Factor (I): NA

Minimum Roof Snow Load: NA


154828 01 73 23 - 5

4. Wind Loads:


Basic Wind Speed (3-second gust): 148 mph

Exposure: C

Topographic Factor (Kzt) 1.0

Note:

1. All exterior nonstructural components and nonbuilding structures, unless located in a pit or basin, shall be designed to

withstand the design wind loads without consideration of shielding effects by other structures.

5. Seismic Loads:


0.2 Sec. Mapped Spectral Response, SS: 0.312 g

1.0 Sec. Mapped Spectral Response, S1: 0.120 g

Site Class: D

0.2 Sec. Design Spectral Response, SDS: 0.323 g

1.0 Sec. Design Spectral Response, SD1: 0.186 g

Importance Factor (I): 1.25 (Wastewater Treatment facilities are

Occupancy Category III)

Component Importance Factor (Ip): 1.0, except Ip=1.5 for fire protection sprinkler

systems or components containing hazardous

materials

Seismic Design Category C

Notes:

1. Seismic loads shall be calculated on the basis of the governing building code. The structure dead load shall include

equipment operating loads.

2. Individual members shall be checked for seismic and full member live load acting simultaneously, except that flooded

equipment loads (infrequent occurrence) need not be combined with seismic loads. Equipment operating loads shall

be combined with seismic loads.

6. Impact Loads:

a. Impact loads shall be considered in the design of support systems.

b. The following impact load factors shall be used unless recommendations of the

equipment manufacturer will cause a more severe load case.

Rotating machinery: 20% of moving load

Reciprocating machinery: 50% of moving load

Monorail Hoists:

• Vertical 25% of lifted load

• Longitudinal 10% of lifted load

Hangers supporting floors and platforms: 33% of live and dead load

7. Temperature:

a. The effects of temperature shall be included in design where nonstructural

components and non-building structures are exposed to differential climatic

conditions. See paragraph 1.07 for temperature extremes.


154828 01 73 23 - 6

1.06 LOAD COMBINATIONS

A. All nonstructural components and non-building structures shall be designed to withstand

the load combinations as specified in the governing building code. Where the exclusion

of live load or impact load would cause a more severe load condition for the member

under investigation, then the load shall be ignored when evaluating that member.

1.07 DESIGN CONSIDERATIONS

A. All nonstructural components and non-building structures shall be designed for the

following conditions:

1. Climatic Conditions:

Maximum design temperature: 110 degrees Fahrenheit

Minimum design temperature: 15 degrees Fahrenheit

2. Operating Conditions (Tanks):

Operating temperature: 140 degrees Fahrenheit

Maximum temperature differential: 125 degrees Fahrenheit

1.08 COLUMN BASE FIXITY

A. Column bases shall be designed as pinned connections. No moments shall be assumed

to be transferred to the foundations.

B. Where significant shear loads (greater than 5,000 lb. per anchor bolt) are transferred at

column base plates, the equipment vendor shall provide a shear key.

1.09 DEFLECTIONS

A. Maximum beam deflections as a fraction of span for walkways and platforms shall be

L/240 for total load and L/360 for live load. Maximum total load deflection for

equipment supports shall be L/450.

PART 2 PRODUCTS

2.01 GENERAL

A. Materials shall be in conformance with information shown on the drawings and in other

technical specification sections. See individual component and equipment specifications

for additional requirements.

PART 3 EXECUTION

3.01 GENERAL

A. Attachments and braces shall be made in such a manner that the component force is

transferred to the lateral force-resisting system of the structure. Attachment

requirements and size and number of braces shall be based on the calculations

submitted by the Supplier/Subcontractor.


154828 01 73 23 - 7

B. All anchorage of equipment is specified to be made by cast-in anchor bolts in concrete

elements unless specifically noted otherwise on the drawings or other specification

sections. Supplier/Subcontractor shall be responsible for any remedial work or

strengthening of concrete elements because of superimposed seismic loading if anchor

bolts are improperly installed or omitted due to lack of submittal review or improper

placement for any reason, at no additional cost to the Owner or Design-Builder or Design-

Builder’s Representative.

C. Anchor bolts shall be provided and installed by the Supplier/Subcontractor in accordance

with Section 05 05 20. Size of anchor bolts and embedment of anchor bolts shall be

based on the calculations submitted by the Supplier/Subcontractor.

D. Details of and calculations for all anchorages shall be submitted and accepted in

accordance with paragraph 1.03 prior to placement of concrete or erection of other

structural supporting members. Submittals received after structural supports are in place

will be rejected if proposed anchorage method would create an overstressed condition of

the supporting member. The Supplier/Subcontractor shall be responsible for revisions to

the anchorages and/or strengthening of the structural support so that there is no

overstressed condition at no additional cost to the Owner or Design-Builder or Design-

Builder’s Representative.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Cutting and Patching

154828 01 73 29 - 1

SECTION 01 73 29

CUTTING AND PATCHING

PART 1 GENERAL

1.01 STRUCTURES

A. The Contractor shall take all precautions necessary to protect the integrity and

usefulness of all existing facilities. If necessary, the Contractor may, with the approval of

the Owner, remove such existing structures, including curbs, gutters, pipelines and utility

poles as may be necessary for the performance of the work, and shall rebuild the

structures thus removed in as good a condition as found with the requirements specified.

He shall also repair existing structures which may be damaged as a result of the work

under this contract.

1.02 ROADS AND STREETS

A. Unless otherwise specified, roads and streets in which the surface is removed, broken, or

damaged, or in which the ground has caved or settled during the work under this

contract, shall be resurfaced and brought to the original grade and section. Roadways

used by the Contractor shall be cleaned and repaired. Before resurfacing material is

placed, edges of pavements shall be trimmed back far enough to provide clean, solid,

vertical faces, and shall be free of loose material. All paved surfaces shall be cut with a

pavement saw. Rough cuts are not allowed. Repair work shall conform to the paving

specifications.

1.03 CULTIVATED AREAS AND OTHER SURFACE IMPROVEMENTS

A. Cultivated or planted areas and other surface improvements which are damaged by

actions of the Contractor shall be restored as nearly as possible to their original

condition. Restoration shall take place within 1 week or sooner as directed by the

Construction Manager.

B. Existing guard posts, barricades, and fences shall be protected and replaced if damaged.

1.04 PROTECTION OF EXISTING INSTALLATIONS

A. The Contractor shall protect all existing operating facilities and structures from damages.

However, if damage occurs, the Contractor shall immediately correct or replace existing

equipment, controls, systems, structures, or facilities which are damaged in any way as a

result of his operations.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System System Testing

154828 01 75 00 - 1

SECTION 01 75 00

SYSTEM TESTING

PART 1 GENERAL

1.01 DESCRIPTION

A. This section contains requirements for the Contractor's performance in documenting

testing work required under the contract.

B. In addition, this section contains requirements for the Contractor's performance during

installed performance testing of all piping, mechanical, electrical, and instrumentation

systems provided under the contract.

C. This section supplements, but does not supersede, specific testing requirements found

elsewhere in these Specifications and as required by the manufacturers.

D. The Contractor is made aware that each system requires specific performance and

operational tests.


A. Contractor's Quality Assurance Manager:

1. The Contractor shall appoint an operations engineer or equally qualified operations

specialist as Quality Assurance Manager to manage, coordinate, and supervise the

Contractor's quality assurance program.

2. The Quality Assurance Manager shall have at least five (5) years of total experience,

or experience on at least five (5) separate projects, managing the startup

commissioning of mechanical, electrical, instrumentation, and piping systems.

3. The Quality Assurance Manager role is intended to be filled on an as-needed basis as

specified and not intended to be a full-time job site representative. The Quality

Assurance Manager role can be filled by resident Project Superintendent provided

that the minimum specified qualifications are met.

B. Quality Assurance Program:

1. The quality assurance program shall be developed by the Contractor and shall

include:

a. A testing plan setting forth the sequence in which all testing work required under

this Specification will be implemented;

b. A documentation program to record the results of all equipment and system

tests;

c. An installed performance testing program for all mechanical, electrical,

instrumentation equipment and systems installed under the contract;

d. A calibration program for all instruments, meters, monitors, gauges, and

thermometers installed under the contract;

e. A calibration program for all instruments, gauges, meters, and thermometers

used for determining the performance of equipment and systems installed under

the contract; and

f. A testing schedule conforming to the requirements specified in Part 2.


154828 01 75 00 - 2

2. For the purposes of this section, a system shall include all items of equipment,

devices, and appurtenances connected in such a fashion as their operation or

function complements, protects, or controls the operation or function of the

equipment.

3. The Quality Assurance Manager shall coordinate the activities of the Contractor and

all subcontractors and suppliers to implement the requirements of this section.

C. Calibration:

1. All test equipment (gauges, meters, thermometers, analysis instruments, and other

equipment) used for calibrating or verifying the performance of equipment installed

under the contract shall be calibrated to within plus or minus 2 percent of actual

value at full scale.

2. Test equipment employed for individual test runs shall be selected so that expected

values as indicated by the detailed performance specifications will fall between 60

and 85 percent of full scale.

3. Pressure gauges shall be calibrated in accordance with ANSI/ASME B40.1.

4. Thermometers shall be calibrated in accordance with ASTM E77 and shall be

furnished with a certified calibration curve.

5. Liquid flow meters, including all open channel flow meters and all meters installed in

pipelines with diameters greater than two (2) inches shall be calibrated in situ using

either the total count or dye dilution methods as referenced in 01 75 00-1.02 D,

below.

6. Gas flow meters installed in piping systems with diameters greater than six (6) inches

shall be calibrated in situ using the pitot tube velocity averaging method as

referenced in 01 75 00-1.02 D, below.

7. Flow meter calibration work shall be performed by individuals skilled in the

techniques to be employed.

8. Calibration tests for flow metering systems shall be performed over a range of not

less than 10 percent to at least 75 percent of system full scale.

9. At least five (5) confirmed valid data points shall be obtained within this range.

10. Confirmed data points shall be validated by not less than three (3) test runs with

results which agree within plus or minus 2 percent.

D. References:

1. This section contains references to the documents set out in the chart below. They

are a part of this section as specified and modified. In case of a conflict between the











date, whether or not the document has been superseded by a version with a later

date, discontinued or replaced.


154828 01 75 00 - 3

Reference Title

ANSI/ASME B40.1 Gauges Pressure Indicating Dial Type—Elastic Element

ASTM E77 Method for Verification and Calibration of Liquid-in-Glass Thermometers

ASHRAE 41.8 Standard Methods of Measurement of Flow of Gas

Dye Dilution Calibration

Method

Flow Measurements in Sanitary Sewers by Dye Dilution, Turner Designs

Mountain View, California

Flow Measurement in Sewer Lines by the Dye Dilution Method, Journal

of the Water Pollution Control Federation, Vol. 55, Number 5, May,

1983, pg. 531

Flow Measurement in Open Channels and Closed Conduits, Vol 1, U.S.

Department of Commerce, National Bureau of Standards, pg. 361

Techniques of Water-Resources Investigations of the United States

Geological Survey, Chapter 16, Measurement of Discharge Using

Tracers

1.03 SUBMITTALS

A. Submittal material, to be submitted in accordance with Section 01 33 00 prior to the

commencement of testing, shall consist of the following:

1. A complete description of the Contractor's plan for documenting the results from the

test program in conformance with the requirements of paragraph 01 75 00-2.02 A,

including:

a. Proposed plan for documenting the calibration of all test instruments

b. Proposed plan for calibration of all instrument systems, including flow meters and

all temperature, pressure, weight, and analysis systems

c. Sample forms for documenting the results of field pressure and performance

tests

B. The credentials and certification of the testing laboratory proposed by the Contractor for

calibration of all test equipment.

C. Preoperational check-out procedures, reviewed and approved by the respective


D. Detailed testing plans, setting forth step-by-step descriptions of the procedures proposed

by the Contractor for the systematic testing of all equipment and systems installed under

the contract.

E. A schedule and subsequent updates, presenting the Contractor's plan for testing the

equipment and systems installed under the contract.

F. A schedule establishing the expected time period (calendar dates) when the Contractor

plans to commence operational testing of the completed systems, along with a

description of the temporary systems and installations planned to allow operational

testing to take place.

G. A summary of the Contractor's Quality Assurance Manager's qualifications, showing

conformance to paragraph 01 75 00-1.02 A requirements.

H. Quality assurance program documentation.


154828 01 75 00 - 4

PART 2 PRODUCTS

2.01 GENERAL

A. The Contractor shall prepare test plans and documentation plans as specified in the

following paragraphs.

B. The Engineer will not witness any test work for the purpose of acceptance until all test

documentation and calibration plans and the specified system or equipment test plans

have been submitted and accepted.

2.02 DOCUMENTATION

A. Documentation Plans:

1. The Contractor shall develop a records keeping system to document compliance with

the requirements of this Section. Calibration documentation shall include

identification (by make, manufacturer, model, and serial number) of all test

equipment, date of original calibration, subsequent calibrations, calibration method,

and test laboratory.

2. Equipment and system documentation shall include date of test, equipment number

or system name, nature of test, test objectives, test results, test instruments

employed for the test and signature spaces for the Engineer's witness and the

Contractor's quality assurance manager. A separate file shall be established for each

system and item of equipment. These files shall include the following information as

a minimum:

a. Metallurgical tests

b. Factory performance tests

c. Accelerometer and temperature recordings made during shipment

d. Field calibration tests

e. Field pressure tests

f. Field performance tests

g. Field operational tests

3. Section 01 99 90 contains samples showing the format and level of detail required

for the documentation forms. The Contractor is advised that these are samples only

and are not specific to this project or to any item of equipment or system to be

installed under the contract.

4. The Contractor shall develop test documentation forms specific to each item of

equipment and system installed under the contract. Acceptable documentation

forms for all systems and items of equipment shall be produced for review by the

Engineer.

5. Once the Engineer has reviewed and taken no exception to the forms proposed by

the Contractor, the Contractor shall produce sufficient forms, at his expense, to

provide documentation of all testing work to be conducted as a part of the contract.


154828 01 75 00 - 5

B. Test Plans:

1. The Contractor shall develop test plans detailing the coordinated, sequential testing

of each item of equipment and system installed under the contract. Each test plan

shall be specific to the item of equipment or system to be tested. Test plans shall

identify by specific equipment or tag number each device or control station to be

manipulated or observed during the test procedure and the specific results to be

observed or obtained. Test plans shall also be specific as to support systems

required to complete the test work, temporary systems required during the test work,

subcontractors' and manufacturers' representatives to be present and expected test

duration. As a minimum, the test plans shall include the following features:

a. Step-by-step proving procedure for all control and electrical circuits by imposing

low voltage currents and using appropriate indicators to affirm that the circuit is

properly identified and connected to the proper device;

b. Calibration of all analysis instruments and control sensors;

c. Performance testing of each individual item of piping, mechanical, electrical, and

instrumentation equipment. Performance tests shall be selected to duplicate the

operating conditions described in the project manual;

d. System tests designed to duplicate, as closely as possible, operating conditions

described in the project manual; and

e. Shoring, bracing, pipe restraint, and other devices necessary to successfully

complete the testing.

2. Test plans shall contain a complete description of the procedures to be employed to

achieve the desired test environment.

C. Testing Schedule:

1. The Contractor shall produce a testing schedule setting forth the sequence

contemplated for performing the test work. The schedule shall be in bar chart form,

plotted against calendar time, shall detail the equipment and systems to be tested,

and shall be coordinated with the Contractor's construction schedule. The schedule

shall show the contemplated start date, duration of the test and completion of each

test.

2. The test schedule shall be submitted no later than four (4) weeks in advance of the

date testing is to begin. The Engineer will not witness any testing work for the

purpose of acceptance until the Contractor has submitted a schedule to which the

Engineer takes no exception.

3. The test schedule shall be updated weekly, showing actual dates of test work,

indicating systems and equipment testing completed satisfactorily and meeting the

requirements of these Specifications.

PART 3 EXECUTION

3.01 GENERAL

A. The Quality Assurance Manager shall organize teams made up of qualified

representatives of the Contractor, equipment suppliers, subcontractors, the Contractor's

independent testing laboratory, and others, as appropriate, to efficiently and

expeditiously calibrate and test the equipment and systems installed and constructed

under the contract.


154828 01 75 00 - 6

B. The objective of the testing program shall be to demonstrate that the structures,

systems, and equipment constructed and installed under this contract meet all

performance requirements and the facility is ready for the commissioning process to

commence. In addition, the testing program shall produce baseline operating conditions

for the Owner to use in a preventive maintenance program.

3.02 CALIBRATION OF FIXED INSTRUMENTS

A. Calibration of analysis instruments, sensors, gauges, and meters installed under this

contract shall proceed on a system-by-system basis. No equipment or system

performance acceptance tests shall be performed until instruments, gauges, and meters

to be installed in that particular system have been calibrated and the calibration work

has been witnessed by the Engineer.

B. All analysis instruments, sensors, gauges, and meters used for performance testing shall

be subject to recalibration to confirm accuracy after completion, but prior to acceptance

of each performance test. All analysis instruments, sensors, gauges, and meters

installed under the contract shall be subject to recalibration as a condition precedent to

commissioning.

3.03 SYSTEM AND EQUIPMENT PERFORMANCE TESTS

A. General:

1. Each item of mechanical, electrical, and instrumentation equipment installed under

the contract shall be tested to demonstrate compliance with the performance

requirements of this project manual. Each electrical, instrumentation, mechanical,

and piping system installed or modified under this contract shall be tested in

accordance with the requirements of these Specifications.

2. Performance testing of the force mains (EQ influent and drain piping) will include

individual testing of each pipe material as described in Part 1. Once all performance

testing for each pipe material has been successfully completed, the force mains will

be plugged, filled and pressurized. The force mains will be pressurized so that no

portion of the force mains experience pressure in excess of its rated operating

pressure and held for three (3) hours, with no visible leaks or pressure drops, or the

lesser of that allowed for any of the individual pipe materials.

3. Operational tests may not proceed for any equipment or system without successful

completion of the respective performance testing.

4. Performance tests shall consist of the following:

a. Pressure and/or leakage tests

b. Electrical testing as specified in Division 26

c. Wiring and piping, individual component, loop, loop commissioning and tuning

testing

d. Preoperational checkout for all mechanical equipment. Preoperational check-out

procedures shall be reviewed and approved by the respective equipment

manufacturers

e. Initial operation tests of all mechanical, electrical, and instrumentation

equipment and systems to demonstrate compliance with the performance



154828 01 75 00 - 7

5. In general, performance tests for any individual system shall be performed in the

order listed above. The order may be altered only on the specific written

authorization of the Engineer after receipt of a written request, complete with

justification of the need for the change in sequence.

B. Pressure and Leakage Tests:

1. Pressure and leakage tests shall be conducted in accordance with applicable

portions of Divisions 03 and 40. Evidence of successful completion of the pressure

and leakage tests shall be documented on the appropriate test forms prepared by

the Contractor.

C. Functional Checkout:

1. Prior to energization (in the case of electrical systems and equipment), all circuits

shall be rung out and tested for continuity and shielding in accordance with the


D. Component Calibration and Loop Testing:

1. Prior to energization (in the case of instrumentation system and equipment), all loops

and associated instruments shall be calibrated and tested.

E. Electrical Resistance:

1. Electrical resistance testing shall be in accordance with Division 26.

F. Preoperational Tests:

1. Preoperational tests shall include the following:

a. Alignment of equipment, using reverse dial indicator method;

b. Pre-operation lubrication; and

c. Tests per the manufacturers' recommendations for prestart preparation and

preoperational check-out procedures.

G. Functional Tests:

1. General:

a. Once all affected equipment has been subjected to the required preoperational

check-out procedures and the Engineer has witnessed and has not found

deficiencies in that portion of the work, individual items of equipment and

systems may be started and operated under simulated operating conditions to

determine as nearly as possible whether the equipment and systems meet the

requirements of these specifications.

b. Potable or raw water may be used for the testing of all liquid systems except

gaseous, oil, or chemical systems. Test media for gaseous, oil, or chemical

systems shall either be the intended fluid or a compatible substitute.

c. The equipment shall be operated a sufficient period of time to determine

machine operating characteristics, including noise, temperatures and vibration;

to observe performance characteristics; and to permit initial adjustment of

operating controls.

d. When testing requires the availability of auxiliary systems such as looped piping,

electrical power, control air, or instrumentation which have not yet been placed in

service, the Contractor shall provide acceptable substitute sources, capable of


154828 01 75 00 - 8

meeting the requirements of the machine, device, or system at no additional cost

to the Owner.

e. Disposal methods for test media shall be subject to review by the Engineer.

f. During the functional test period, the Contractor shall obtain baseline operating

data on all equipment with motors greater than 1 horsepower to include

amperage, bearing temperatures, and vibration. The baseline data shall be

collected for the Owner to enter in a preventive maintenance system.

g. Test results shall be within the tolerances set forth in the applicable sections of

these Specifications. If no tolerances have been specified, test results shall

conform to tolerances established by recognized industry practice. Where, in the

case of an otherwise satisfactory functional test, any doubt, dispute, or difference

should arise between the Engineer and the Contractor regarding the test results

or the methods or equipment used in the performance of such test, then the

Owner may order the test to be repeated.

h. If the repeat test, using such modified methods or equipment as the Owner may

require, confirms the previous test, then all costs in connection with the repeat

test will be paid by the Owner. Otherwise, the costs shall be borne by the

Contractor. Where the results of any functional test fail to comply with the

contract requirements for such test, then such repeat tests as may be necessary

to achieve the contract requirements shall be made by the Contractor at his

expense.

i. The Contractor shall provide, at no expense to the Owner, all power, fuel,

compressed air supplies, water, and chemicals, all labor, temporary piping,

heating, ventilating, and air conditioning for any areas where permanent facilities

are not complete and operable at the time of functional tests, and all other items

and work required to complete the functional tests. Temporary facilities shall be

maintained until permanent systems are in service.

2. Retesting:

a. If under test, any portion of the work should fail to fulfill the contract

requirements and is adjusted, altered, renewed, or replaced, tests on that portion

when so adjusted, altered, removed, or replaced, together with all other portions

of the work as are affected thereby, shall, unless otherwise directed by the

Engineer, be repeated within reasonable time and in accordance with the

specified conditions.

b. The Contractor shall pay to the Owner all reasonable expenses incurred by the

Owner, including the costs of the Engineer, as a result of repeating such tests.

3. Post-Test Inspection:

a. Once functional testing has been completed, all machines shall be rechecked for

proper alignment and realigned, as required.

b. All equipment shall be checked for loose connections, unusual movement, or

other indications of improper operating characteristics. Any deficiencies shall be

corrected to the satisfaction of the Engineer.

c. All machines or devices which exhibit unusual or unacceptable operating

characteristics shall be disassembled and inspected.

d. Any defects found during the course of the inspection shall be repaired or the

specific part or entire equipment item shall be replaced to the complete

satisfaction of the Engineer at no cost to the Owner.


154828 01 75 00 - 9


A. Once all equipment and systems have been tested successfully individually, the

Contractor shall fill all with the intended process fluids. After filling operations have been

completed and prior to start-up and commissioning, the Contractor shall operate all

systems for a continuous period of not less than 72 hours, simulating actual operating

conditions to the greatest extent possible.

B. The Contractor shall install temporary connections, bulkheads and make other provisions

to recirculate process fluids or otherwise simulate anticipated operating conditions.

C. During the operational testing period, the Contractor's Quality Assurance Manager and

testing team shall monitor the characteristics of each machine and system and report

any unusual conditions to the Engineer. This test will include operation under various

loading conditions, as directed by the Engineer.

D. The operational testing period shall commence after this initial period of variable

operation. Should the operational testing period be halted for any reason related to the

facilities constructed or the equipment furnished under this contract, or the Contractor's

temporary testing systems, the operational testing program shall be repeated until the

specified continuous period has been accomplished without interruption. All process

units shall be brought to full operating conditions, including temperature, pressure, and

flow.

E. All costs for water, fuel, power, and chemicals required during this operational test shall

be borne by the Contractor. Process systems and units shall mean all materials and

equipment provided in this contract.

F. A detailed description of the operational test shall be included in the testing plan.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Operation and Maintenance Data

154828 01 78 23 - 1

SECTION 01 78 23

OPERATION AND MAINTENANCE DATA

PART 1 GENERAL

1.01 SCOPE

A. Operation and maintenance (O&M) instructions shall be provided in accordance with this

section and as required in the technical sections of this project manual. O&M information

shall be provided for each maintainable piece of equipment, equipment assembly or

subassembly, and material provided or modified under this contract.

B. O&M instructions must be submitted and accepted before on-site training may start.

1.02 TYPES OF INFORMATION REQUIRED

A. General:

1. O&M information shall contain the names, addresses, and telephone numbers of the

manufacturer, the nearest representative of the manufacturer, and the nearest

supplier of the manufacturer's equipment and parts. In addition, one or more of the

following items of information shall be provided as applicable.

B. Operating Instructions:

1. Specific instructions, procedures, and illustrations shall be provided for the following

phases of operations:

a. Safety Precautions: List personnel hazards for equipment and list safety

precautions for all operating conditions.

b. Operator Prestart: Provide requirements to set up and prepare each system for

use.

c. Start-Up, Shutdown, And Postshutdown Procedures: Provide a control sequence

for each of these operations.

d. Normal Operations: Provide control diagrams with data to explain operation and

control of systems and specific equipment.

e. Emergency Operations: Provide emergency procedures for equipment

malfunctions to permit a short period of continued operation or to shut down the

equipment to prevent further damage to systems and equipment. Include

emergency shutdown instructions for fire, explosion, spills, or other foreseeable

contingencies. Provide guidance on emergency operations of all utility systems

including valve locations and portions of systems controlled.

f. Operator Service Requirements: Provide instructions for services to be performed

by the operator such as lubrication, adjustments, and inspection.

g. Environmental Conditions: Provide a list of environmental conditions

(temperature, humidity, and other relevant data) which are best suited for each

product or piece of equipment and describe conditions under which equipment

should not be allowed to run.

C. Preventive Maintenance:

1. The following information shall be provided for preventive and scheduled

maintenance to minimize corrective maintenance and repair:


154828 01 78 23 - 2

a. Lubrication Data: Provide lubrication data, other than instructions for lubrication

in accordance with paragraph 1.02 Operator Service Requirements.

1) A table showing recommended lubricants for specific temperature ranges

and applications;

2) Charts with a schematic diagram of the equipment showing lubrication

points, recommended types and grades of lubricants, and capacities; and

3) A lubrication schedule showing service interval frequency.

b. Preventive Maintenance Plan And Schedule: Provide manufacturer's schedule for

routine preventive maintenance, inspections, tests, and adjustments required to

ensure proper and economical operation and to minimize corrective maintenance

and repair. Provide manufacturer's projection of preventive maintenance man-

hours on a daily, weekly, monthly, and annual basis including craft requirements

by type of craft.

D. Corrective Maintenance:

1. Manufacturer's recommendations shall be provided on procedures and instructions

for correcting problems and making repairs.

a. Troubleshooting Guides And Diagnostic Techniques: Provide step-by-step

procedures to promptly isolate the cause of typical malfunctions. Describe clearly

why the checkout is performed and what conditions are to be sought. Identify

tests or inspections and test equipment required to determine whether parts and

equipment may be reused or require replacement.

b. Wiring Diagrams And Control Diagrams: Wiring diagrams and control diagrams

shall be point-to-point drawings of wiring and control circuits including factory-

field interfaces. Provide a complete and accurate depiction of the actual job-

specific wiring and control work. On diagrams, number electrical and electronic

wiring and pneumatic control tubing and the terminals for each type identically to

actual installation numbering.

c. Maintenance And Repair Procedures: Provide instructions and list tools required

to restore product or equipment to proper condition or operating standards.

d. Removal And Replacement Instructions: Provide step-by-step procedures and list

required tools and supplies for removal, replacement, disassembly, and assembly

of components, assemblies, subassemblies, accessories, and attachments.

Provide tolerances, dimensions, settings, and adjustments required. Instructions

shall include a combination of test and illustrations.

e. Spare Parts And Supply Lists: Provide lists of spare parts and supplies required

for maintenance and repair to ensure continued service or operation without

unreasonably delays. Special consideration is required for facilities at remote

locations. List spare parts and supplies that have a long lead time to obtain.

f. Corrective Maintenance Manhours: Provide manufacturer's projection of

corrective maintenance man-hours including craft requirements by type of craft.

Corrective maintenance that requires participation of the equipment

manufacturer shall be identified and tabulated separately.

E. Appendices:

1. The following information shall be provided; include information not specified in the

preceding paragraphs but pertinent to the maintenance or operation of the product

or equipment.


154828 01 78 23 - 3

a. Parts Identification: Provide identification and coverage for all parts of each

component, assembly, subassembly, and accessory of the end items subject to

replacement. Include special hardware requirements, such as requirement to use

high-strength bolts and nuts. Identify parts by make, model, serial number, and

source of supply to allow reordering without further identification. Provide clear

and legible illustrations, drawings, and exploded views to enable easy

identification of the items. When illustrations omit the part numbers and

description, both the illustrations and separate listing shall show the index,

reference, or key number which will cross-reference the illustrated part to the

listed part. Parts shown in the listings shall be grouped by components,

assemblies, and subassemblies.

b. Warranty Information: List and explain the various warranties and include the

servicing and technical precautions prescribed by the manufacturers or contract

documents to keep warranties in force.

c. Personnel Training Requirements: Provide information available from the

manufacturers to use in training designated personnel to operate and maintain

the equipment and systems properly.

d. Testing Equipment And Special Tool Information: Provide information on test

equipment required to perform specified tests and on special tools needed for

the operation, maintenance, and repair of components.

1.03 TRANSMITTAL PROCEDURE

A. Unless otherwise specified, O&M manuals, information, and data shall be transmitted in

accordance with Section 01 33 00 accompanied by Transmittal Form 01 78 23-A and

Equipment Record Forms 01 78 23-B and/or 01 78 23-C, as appropriate, all as specified

in Section 01 99 90. The transmittal form shall be used as a checklist to ensure the

manual is complete. Only complete sets of O&M instructions will be reviewed for

acceptance.

B. 5 copies of the specified O&M information shall be provided. For ease of identification,

each manufacturer's brochure and manual shall be appropriately labeled with the

equipment name and equipment number as it appears in the project manual. The

information shall be organized in the binders in numerical order by the equipment

numbers assigned in the project manual. The binders shall be provided with a table of

contents and tab sheets to permit easy location of desired information. Binders shall be

heavy-duty 3-ring style, which are suitable for bookshelf storage.

C. If manufacturers' standard brochures and manuals are used to describe O&M

procedures, such brochures and manuals shall be modified to reflect only the model or

series of equipment used on this project. Extraneous material shall be crossed out neatly

or otherwise annotated or eliminated.

1.04 PAYMENT

A. Acceptable O&M information for the project must be delivered to the Construction

Manager prior to the project being 65 percent complete. Progress payments for work in

excess of 65 percent completion will not be made until the specified acceptable O&M

information has been delivered to the Construction Manager.


154828 01 78 23 - 4

1.05 FIELD CHANGES

A. Following the acceptable installation and operation of an equipment item, the item's

instructions and procedures shall be modified and supplemented by the Contractor to

reflect any field changes or information requiring field data.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Project Record Documents

154828 01 78 39 - 1

SECTION 01 78 39

PROJECT RECORD DOCUMENTS

PART 1 GENERAL

1.01 DRAWINGS

A. Record drawings refer to those documents maintained and annotated by the Contractor

during construction and are defined as

1. a neatly and legibly marked set of contract drawings showing the final location of

piping, equipment, electrical conduits, outlet boxes and cables;

2. additional documents such as schedules, lists, drawings, and electrical and

instrumentation diagrams included in the specifications; and

3. Contractor layout and installation drawings.

B. Unless otherwise specified, record drawings shall be full size and maintained in a clean,

dry, and legible condition. Record documents shall not be used for construction purposes

and shall be available for review by the Construction Manager during normal working

hours at the Contractor's field office. At the completion of the work, prior to final

payment, all record drawings shall be submitted to the Construction Manager.

C. Marking of the drawings shall be kept current and shall be done at the time the material

and equipment are installed. Annotations to the record documents shall be made with an

erasable colored pencil conforming to the following color code:

1. Additions - Red

2. Deletions - Green

3. Comments - Blue

4. Dimensions - Graphite*

*Legibly mark to record actual depths, horizontal and vertical location of underground raceways, cables, and

appurtenances referenced to permanent surface improvements.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Commissioning

154828 01 91 00 - 1

SECTION 01 91 00

COMMISSIONING

PART 1 GENERAL

1.01 DESCRIPTION:

A. This section contains requirements for the Contractor's performance during the

commissioning of the structures, equipment and systems constructed and installed

during the course of this contract. All commissioning work, as described in this section,

shall be performed by the Contractor.


A. Cleanup:

1. Following completion of the operational testing period, the Contractor shall remove,

clean, and replace all permanent and temporary filters and strainers in all pipeline

systems; replace all HVAC filters; dewater and clean all sumps; and dewater all

process units for final inspection as a condition precedent to commissioning.

B. Commissioning Team:

1. The Contractor shall assemble a commissioning team under the direction of an

individual duly authorized to commit the Contractor's personnel and resources to

respond to requests for assistance on the part of the Construction Manager or,

through the Construction Manager, the Owner. The commissioning team shall consist

of representatives of the Contractor's mechanical, electrical, and instrumentation

subcontractors, and others as appropriate. The commissioning team shall be

available at the site of the work during normal working hours (8 hours a day, 5 days a

week, Saturdays, Sundays, and legal holidays excepted) and shall be available within

2 hours' notice at all other times upon notice by telephone. The commissioning team

shall at all times be equipped and ready to provide for emergency repairs, adjust-

ments, and corrections to the equipment and systems installed and modified as a

part of this contract.

1.03 SUBMITTALS

A. The following information shall be submitted to the Construction Manager in accordance

with the provisions of Section 01 33 00:

1. Detailed plans for commissioning each process unit and each system constructed or

modified as a part of the work performed under this contract.

2. The Contractor's plan for providing a commissioning team conforming to the

requirements of paragraph 1.02 Commissioning Team during the commissioning

period. The plan shall be complete with a daytime staffing plan and names,

qualifications, and telephone numbers of those assigned to off-hour standby duty.

Lake Keowee to Adkins WTP Raw Water System Commissioning

154828 01 91 00 - 2

PART 2 PRODUCTS

2.01 SUMMARY

A. Working with representatives of the Owner and the Construction Manager, the Contractor

shall develop and produce a detailed, written plan for the startup and initial operation,

under actual operating conditions, of the equipment and systems installed and

constructed under this contract. The document, after acceptance by the Construction

Manager, shall serve as the guidance manual for the commissioning process.

PART 3 EXECUTION

3.01 SUMMARY

A. After completion of the equipment and system performance and operational testing,

where required, and agreement on the part of the Construction Manager that the

systems did meet all test requirements, commissioning will begin. The commissioning

period for each modified or new unit process system shall be four (4) weeks. The

Contractor shall remove all temporary piping, bulkheads, controls and other alterations to

the permanent systems that may have been needed during the performance and

operational testing and shall perform the tasks necessary to make the improvements

constructed under this contract fully operational. The Construction Manager shall confirm

in writing the date(s) that the system is ready for commissioning and on which actual

commissioning activities commence. Activities conducted prior to such written

confirmation shall not constitute commissioning.

B. The Owner's operation and maintenance personnel will be responsible for operation of

the systems to be commissioned. The portion of the work to be commissioned shall be

fully operational, performing all functions for which it was designed.

C. The Contractor shall be available at all times during commissioning periods to provide

immediate assistance in case of failure of any portion of the system being constructed.

At the end of the commissioning period and when all corrections required by the

Construction Manager to assure a reliable and completely operational facility are

complete, the Construction Manager shall issue a completion certificate. Each system

shall have been issued a completion certificate as a condition precedent to the final

acceptance of the work of this contract.

D. During the commissioning period, the Owner shall be responsible for all normal

operational costs and the Contractor shall bear the costs of all necessary repairs or

replacements, including labor and materials, required to keep the portion of the plant

being commissioned, operational.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Reference Forms

154828 01 99 90 - 1

SECTION 01 99 90

REFERENCE FORMS

PART 1 FORMS

1.01 DESCRIPTION

A. The forms listed below and included in this section are referenced from other sections of

the project manual:

Form No. Title

01 33 00-A Submittal Transmittal Form

01 45 20-A Equipment Test Report Form

01 78 23-A Operation and Maintenance Transmittal Form

01 78 23-B Equipment Record Form

01 78 23-C Equipment Record Form


154828 01 99 90 - 2

01 33 00-A. SUBMITTAL TRANSMITTAL FORM

Submittal Transmittal

Submittal Description: Submittal No:1 Spec Section:

Routing Sent Received

Owner: Contractor/CM

Project: CM/Engineer

Engineer/CM

Contractor: CM/Contractor

We are sending you:

Attached

Under separate cover via _________

Submittals for review and comment

Product data for information only

Remarks:

Item Copies Date Section No. Description Review

actiona

Reviewer

initials

Review comments

attached

aNote: NET = No exceptions taken; MCN = Make corrections noted; A&R = Amend and resubmit; R = Rejected

Attach additional sheets if necessary.

Contractor

Certify either a or b:

a. We have verified that the material or equipment contained in this submittal meets all the requirements,

including coordination with all related work, specified (no exceptions).

b. We have verified that the material or equipment contained in this submittal meets all the requirements

specified except for the attached deviations.

No. Deviation

Certified by:

Contractor's Signature:

1See Section 01 33 00-1.04. A, Transmittal Procedure.


154828 01 99 90 - 3

01 45 20-A. EQUIPMENT TEST REPORT FORM

NOTE: This example equipment test report is provided for the benefit of the Contractor and is not specific to any piece of

equipment to be installed as a part of this project. The example is furnished as a means of illustrating the level of detail

required for the preparation of equipment test report forms for this project.

City Of Sample

Example Water Treatment Plant

Stage IV Expansion Project

ABC Construction Company, Inc., General Contractor

XYZ Engineering, Inc., Construction Manager

Equipment Test Report

• Equipment Name: Sludge Pump 2

• Equipment Number: P25202

• Specification Ref: 11390

• Location: East Sedimentation Basin Gallery

Contractor Construction Manager

Verified Date Verified Date

A. Preoperational Checklist

1. Mechanical

a. Lubrication

b. Alignment

c. Anchor bolts

d. Seal water system operational

e. Equipment rotates freely

f. Safety guards

g. Valves operational

h. Hopper purge systems operational

i. Sedimentation tank/hopper clean

j. O&M manual information complete

k. Manufacturer's installation certificate complete

2. Electrical (circuit ring-out and high-pot tests)

a. Circuits:

1) Power to MCC 5

2) Control to HOA

3) Indicators at MCC:

a) Red (running)

b) Green (power)

c) Amber (auto)

4) Indicators at local control panel

b. Wiring labels complete

c. Nameplates:

1) MCC

2) Control station

3) Control panel


154828 01 99 90 - 4

Contractor Construction Manager

Verified Date Verified Date

d. Equipment bumped for rotation

3. Piping Systems

a. Cleaned and flushed:

1) Suction

2) Discharge

b. Pressure tests

c. Temporary piping screens in place

4. Instrumentation and Controls

a. Flowmeter FE2502F calibration

1) Calibration Report No.

b. Flow recorder FR2502G calibrated against

transmitter

c. VFD speed indicator calibrated against

independent reference

d. Discharge overpressure shutdown switch

calibration

e. Simulate discharge overpressure Shutdown

B. Functional Tests

1. Mechanical

a. Motor operation temperature satisfactory

b. Pump operating temperature satisfactory

c. Unusual noise, etc?

d. Pump operation: 75 gpm/50 psig

(1) Measurement:

(a) Flow:

(b) Pressure:

(c) Test gage number:

e. Alignment hot

f. Dowelled in

g. Remarks:

2. Electrical

a. Local switch function:

1) Runs in HAND

2) No control power in OFF

3) Timer control in AUTO

b. Overpressure protection switch PS2502C

functional in both HAND and AUTO

c. Overpressure protection switch PS2502C set at

75 psig

d. PLC 2500 set at 24-hour cycle, 25 min ON

C. Operational Test

1. 48-hour continuous test. Pump cycles as specified,

indicators functional, controls functional, pump

maintains capacity, overpressure protection remains

functional, hour meter functional


154828 01 99 90 - 5

RECOMMENDED FOR BENEFICIAL OCCUPANCY:

Construction Manager Date

ACCEPTED FOR BENEFICIAL OCCUPANCY

Owner's Representative Date


154828 01 99 90 - 6

01 78 23-A. OPERATION AND MAINTENANCE TRANSMITTAL FORM

Date: Submittal No:2

To: Contract No:

Spec. Section:

Submittal Description:

Attention: From:

Checklist Contractor Construction Manager

Satisfactory N/A Accept Deficient

1. Table of contents

2. Equipment record forms

3. Manufacturer information

4. Vendor information

5. Safety precautions

6. Operator prestart

7. Start-up, shutdown, and postshutdown procedures

8. Normal operations

9. Emergency operations

10. Operator service requirements

11. Environmental conditions

12. Lubrication data

13. Preventive maintenance plan and schedule

14. Troubleshooting guides and diagnostic techniques

15. Wiring diagrams and control diagrams

16. Maintenance and repair procedures

17. Removal and replacement instructions

18. Spare parts and supply list

19. Corrective maintenance man-hours

20. Parts identification

21. Warranty information

22. Personnel training requirements

23. Testing equipment and special tool information

Remarks:

Contractor's Signature :

2 See Section 01 33 00-1.04.A, Transmittal Procedure.


154828 01 99 90 - 7

01 78 23-B. EQUIPMENT RECORD FORM

Equip Descrip Equip Loc

Equip No. Shop Dwg No. Date Inst Cost

Mfgr Mfgr Contact

Mfgr Address Phone

Vendor Vendor Contact

Vendor Address Phone

Maintenance Requirements D W M Q S A Hours

Lubricants: Recommended:

Alternative:

Misc. Notes:

Recommended Spare Parts Electrical Nameplate Data

Part No Quan Part Name Cost Equip

Make

Serial No. Id No.

Model No. Frame No.

Hp V Amp Hz

Ph Rpm Sf Duty

Code Insl. Cl Des Type

Nema Des C Amb Temp Rise Rating

Misc.

Mechanical Nameplate Data

Equip

Make

Serial No. Id No.

Model No. Frame No.

Hp Rpm Cap Size

Tdh Imp Sz Belt No. Cfm

Psi Assy No. Case No.

Misc


154828 01 99 90 - 8

01 78 23-C. EQUIPMENT RECORD FORM

Equip Descrip Equip Loc

Equip No. Shop Dwg No. Date Inst Cost

Mfgr Mfgr Contact

Mfgr Address Phone

Vendor Vendor Contact

Vendor Address Phone

Maintenance Requirements D W M Q S A Hours

Mauldin Rd Wet Weather PS Reference Forms

149439 01 99 90 - 9

09 90 00-A COATING SYSTEM INSPECTION CHECKLIST

Project Name

Owner Coating System Manufacturer (CSM)

General Contractor (GC) Coating System Applicator (CSA)

Area or Structure Location within Structure

Coating System (eg E-1) Coating Type (eg Epoxy, etc.)

Coating System Inspection Checklist

Step Description Name Signature Date

1 Completion of cleaning and substrate

decontamination prior to abrasive blast

cleaning.

GC QC

CSM QC

CSA QC

2 Installation of protective enclosure of structure

or area and protection of adjacent surfaces or

structures that are not to be coated.

GC QC

CSM QC

CSA QC

3 Completion of ambient condition control in

structure or building area and acceptance of

ventilation methods in structure or Area.

GC QC

CSM QC

CSA QC

4 Completion of Surface Preparation for

Substrates to Be Coated.

GC QC

CSM QC

CSA QC

5 Completion of Primer Application. GC QC

CSM QC

CSA QC

6 Completion of Concrete Repairs If Required

and Related Surface Preparation Rework Prior

to Coating System Application.

GC QC

CSM QC

CSA QC

7 Completion of Concrete Filler/ Surface

Application to Concrete.

GC QC

CSM QC

CSA QC

8 Completion of First Finish Coat Application and

of Detail Treatment at Transitions or

Terminations.

GC QC

CSM QC

CSA QC


149439 01 99 90 - 10

Coating System Inspection Checklist

Step Description Name Signature Date

9 Completion of Second Finish Coat Application

and of Detail Treatment at Transitions and

Terminations.

GC QC

CSM QC

CSA QC

10 Completion of Full and Proper Cure of Coating

System.

GC QC

CSM QC

CSA QC

11 Completion of Testing of Cured Coating System

including Adhesion, Holiday (Continuity) Testing

and Dry Film Thickness.

GC QC

CSM QC

CSA QC

12 Completion of Localized Repairs to Coating

System Following Testing.

GC QC

CSM QC

CSA QC

13 Final Acceptance of Coating System

Installation Including Final Clean-Up Complying

with Specification Requirements and the

CSM's Quality Requirements.

GC QC

CSM QC

CSA QC


149439 01 99 90 - 11

26 05 00-E. MEDIUM VOLTAGE MOTOR STARTER TEST FORM

Equipment No.:

Location:

Room Temperature:

The protective devices shall be set in accordance with the specification before the tests are

performed.

1. Measure contact resistance (micro-ohms)

Phase: A B C

Contacts shall be replaced if resistance exceeds 50 micro-ohms.

2. Perform an insulation resistance test (1000 volts DC for 1 minute).

Phase A B C

Pole to ground megohms

Across open pole megohms

Pole to pole AB BC CA megohms

3. Perform minimum pickup voltage tests on trip and close coils.

4. Motor RTDs shall be tested by using a hot oil bath. The temperature at which

the sensor trips shall be recorded for each RTD.

5. The Contactor shall be tripped by operation of each protective device.


149439 01 99 90 - 12

26 05 00-F. MEDIUM VOLTAGE SWITCHGEAR TEST FORM

Equipment No.:

Location:

Room Temperature:

The protective devices shall be set in accordance with the specification before the tests are

performed.

1. Measure contact resistance (micro-ohms).

Phase: A B C



Phase A B C




3. Perform minimum pickup voltage tests on trip and close coils.

4. Verify the instrument transformer ratios. Check the transformer’s polarity

electrically.

5. The Contactor shall be tripped by operation of each protective device.


149439 01 99 90 - 13

26 05 00-I. MEDIUM VOLTAGE LOAD INTERRUPTER SWITCH TEST FORM

Equipment Number:

Location:

Date:

1. Measure switch blade resistance (micro-ohms).

Phase: A B C



Phase A B C




The results shall be recorded and signed. A copy shall be given to the Construction Manager in

accordance with paragraph 26 05 00-2.06 Product Data.

CERTIFIED Date

Contractor's Representative

WITNESSED Date

Owner's Representative


149439 01 99 90 - 14

26 05 00-J. LIQUID-FILLED TRANSFORMER TEST FORM

Equipment Number:

Location:

Date/Weather Conditions:

A. Perform the "Insulation-Resistance Test" and "Dielectric Absorption Test" using Form 26

05 00-C, Dry Transformer Test Data Form.

B. Perform an applied voltage (low frequency dielectric) test in accordance with ANSI

C57.12.90, paragraph 10.5, Applied Voltage Test. Applied voltage levels shall be

75 percent of recommended factory test levels or recommended test levels of ANSI

C57.12.00, Table 5.

C. Insulating oil shall be sampled and shall be laboratory tested for the following:

1. Dielectric strength.

2. Acid neutralization.

3. Interfacial tension.

4. Color.

5. Power factor.

D. Perform a turns ratio test between the windings for all tap positions.

E. The temperature and pressure switches shall be tested using a hot oil bath and air

pump.

F. The results shall be recorded and signed by the Contractor and Construction Manager. A

copy shall be given to the Construction Manager in accordance with paragraph 26 05

00-2.06 Product Data. Any readings which are abnormal to ANSI industry standards

shall be reported to the Construction Manager.


149439 01 99 90 - 15

26 05 00-L. NEUTRAL GROUNDING RESISTOR TEST

Equipment No.:

Location:

The pickup and time delay setting on the ground fault relay shall be set in accordance with

Section 26 05 74.

1. The transformer neutral insulation resistance shall be measured with and

without the grounding resistor connected to insure no parallel ground paths

exist.

2. The protective relay pickup current shall be determined by injecting test current

into the current sensor. The pickup current should be within 10 percent of the

dial setting. Record the dial setting and actual pickup tie.

3. The relay timing shall be tested by injecting 150 and 300 percent of pickup

current into the current sensor. The relay timing shall be in accordance with the

manufacturer's published time-current characteristic curves. Record the relay

timing at 150 and 300 percent of pickup current.

4. The circuit interrupting device shall be operated by operating the relay.

The results shall be recorded and signed by the Contractor and Construction Manager. A copy

shall be given to the Construction Manager in accordance with paragraph 26 05 00-2.06 Product Data.


149439 01 99 90 - 16

40 61 13-A. LOOP WIRING AND INSULATION RESISTANCE TEST DATA FORM

Loop No.:

List all wiring associated with a loop in table below. Make applicable measurements as indicated after

disconnecting wiring.

Wire No. Panel Tie Field TB

Continuity Resistancea Insulation Resistanceb

Cond./

Cond. Cond./ Shield

Shield/ Gnd.

Shield/ Cond.

Cond./ Gnd.

Shield/ Shield

A -- (A/SH)

B (A/B) --

C (A/C) --

D (A/D) --

etc.

NOTES:

a. Continuity Test. Connect ohmmeter leads between wires A and B and jumper opposite ends together. Record resistance in table. Repeat procedure between A and C, A and D, etc. Any deviation of +2 ohms between any reading and the average of a particular run indicates a poor conductor, and corrective action shall be taken before continuing with the loop test.

b. Insulation Test. Connect one end of a 500 volt megger to the panel ground bus and the other sequentially to each completely disconnected wire and shield. Test the insulation resistance and record each reading.

CERTIFIED Date


WITNESSED Date



149439 01 99 90 - 17

40 61 13-B. CONTROL CIRCUIT PIPING LEAK TEST FORM

Loop No.:

List tubing associated with loop in table below. Make applicable measurements after isolating any air

consuming pilots from circuit.

Tube No.

Tubing Equivalent Length of 1/4-Inch

Coppera Test Period (seconds) Permitted Pressure

Drop (psi)b Measured Pressure

Drop (psi)

A

B

C

D

etc.

NOTES:

a. Convert actual tubing and air motor volume to equivalent 1/4-inch copper tubing.

b. Pressure drop shall not exceed 1 psi per hundred feet 1/4-inch tubing per 5 seconds.

CERTIFIED Date


WITNESSED Date



149439 01 99 90 - 18

40 61 13-C. CONTROLLER CALIBRATION TEST DATA FORM

Tag No. and Description:

Make & Model No.: Serial No.:

Input: Process Variable (PV) Scale:

Output: Output Scale:

PV Scale Calibration

% of Range Input Expected Reading Actual Reading % Deviation

0

50

100

% Deviation Allowed:

Connect output to PV for following tests:

Set Point (SP) Indicator Accuracy Output Meter Accuracy Controller Accuracy

SP PV

Reading Expected % Dev.

Actual Reading

Expected Reading

Actual % Dev.

OUTPUT OUTPUT % Dev.

(0%)

(50%)

(100%)

% Deviation Allowed: % Deviation Allowed: % Deviation Allowed:

CERTIFIED Date


WITNESSED Date



149439 01 99 90 - 19

40 61 13-D. PANEL INDICATOR CALIBRATION TEST DATA FORM



Input:

Scale: Range:

PV Scale Calibration


0

50

100


CERTIFIED Date


WITNESSED Date



149439 01 99 90 - 20

40 61 13-E. RECORDER CALIBRATION TEST DATA FORM



Input: Chart: ______________________________

Scale: Range: _____________________________


0

50

100


CERTIFIED Date


WITNESSED Date



149439 01 99 90 - 21

40 61 13-F. SIGNAL TRIP CALIBRATION TEST DATA FORM



Input:

Scale: Range:

Set Point(s):

After setting set point(s), run signal input through entire range and calculate deadband.

Incr. Input Decr. Input Calc. Required

Set Point Trip Point Trip Point Deadband Deadband

CERTIFIED Date


WITNESSED Date



149439 01 99 90 - 22

40 61 13-G. FIELD SWITCH CALIBRATION TEST DATA FORM


Make & Model No.: Serial No:

Input:

Range:

Set Point(s):

Simulate process variable (flow, pressure, temperature, etc.) and set desired set point(s). Run through

entire range of switch and calculate deadband.

Incr. Input Decr. Input Calc. Required

Set Point Trip Point Trip Point Deadband Deadband

CERTIFIED Date


WITNESSED Date



149439 01 99 90 - 23

40 61 13-H. TRANSMITTER CALIBRATION TEST DATA FORM



Input:

Output:

Range: Scale:

Simulate process variable (flow, pressure, temperature, etc.) and measure output with appropriate

meter.


0

50

100


CERTIFIED Date


WITNESSED Date



149439 01 99 90 - 24

40 61 13-I. MISCELLANEOUS INSTRUMENT CALIBRATION TEST DATA FORM

(For instruments not covered by any of the preceding test forms, the Contractor shall create a form

containing all necessary information and calibration procedures.)

CERTIFIED Date


WITNESSED Date



149439 01 99 90 - 25

40 61 13-J. INDIVIDUAL LOOP TEST DATA FORM

Loop No.:

Description: (Give complete description of loop's function using tag numbers where appropriate.)

P&ID No.: (Attach copy of P&ID.)

a. Wiring tested:

(Attach test form 40 61 13-A)

b. Instrumentation tubing/piping tested:

(Attach test form 40 61 13-B)

c. Instruments calibrated:

(Attach test forms 40 61 13-C through I)

d. List step-by-step procedures for testing loop parameters. Test loop with instruments,

including transmitters and control valves, connected and functioning. If it is not possible

to produce a real process variable, then a simulated signal may be used with the

Construction Manager's approval.

CERTIFIED Date


WITNESSED Date



149439 01 99 90 - 27

40 61 13-K. LOOP COMMISSIONING TEST DATA FORM

Loop No.:

a. Loop tested:

(Attach test form 40 61 13-J)

b. Controlled or connected equipment tests confirmed:

c. Give complete description of loop's interface with process.

d. With associated equipment and process in operation, provide annotated chart trace of

loop response to changes in set points for verification of performance. This chart should

demonstrate 1/4-amplitude damping as output adjusts to set point change. Show set

points, starting and finishing times on chart, as well as any other pertinent data.

Connect 2-pen recorder to process variable (PV) and to controller output. Use

1 inch/second chart speed.

Pen 1 - PV - Connections:

Pen 2 - Output - Connections:

CERTIFIED Date


WITNESSED Date


DIVISION 03

CONCRETE

Section Title

03 11 00 CONCRETE FORMING

03 20 00 CONCRETE REINFORCING

03 30 00 CAST-IN-PLACE CONCRETE

03 48 11 PRECAST CONCRETE VAULTS

03 60 00 GROUTING

Lake Keowee to Adkins WTP Raw Water System Concrete Forming

154828 03 11 00 - 1

SECTION 03 11 00

CONCRETE FORMING

PART 1 GENERAL

1.01 DESCRIPTION

A. Formwork requirements for concrete construction.


A. References:

1. The references listed below are part of this section. Where a referenced document

cites other standards, such standards are included as references under this section

as if referenced directly. In the event of conflict, the requirements of this section shall

prevail.

Reference Title

ACI 117 Tolerances for Concrete Construction and Materials

ACI 301 Specifications for Structural Concrete


National Institute of

Standards - PS1

Construction and Industrial Plywood

B. Design – General:

1. Provide design of formwork, shoring and reshoring systems by the Contractor’s

Professional Engineer currently registered in the State of South Carolina.

2. Design, engineering, and construction of formwork, shoring, and reshoring systems is

the responsibility of the Contractor.

3. Develop a procedure and schedule for removal of shores (and installation of

reshores).

4. Structural record calculations, signed and sealed by the Contractor’s Engineer, are

required to prove that all portions of the structure, in combination with the remaining

forming and shoring systems, have sufficient strength to safely support their own

weight plus the loads placed thereon.

5. When developing procedures, schedules, and structural calculations; consider the

structural system that exists, effects of imposed loads, and the strength of concrete

at each stage of construction.

C. Design Criteria:

1. Design formwork in accordance with ACI 301 and ACI 318 for building structures and

ACI 350 and 350.5 for environmental structures to provide concrete finishes as

specified in Section 033000.

2. Design systems for full height of wet concrete pressure.

3. Design formwork to limit maximum deflection of form facing materials, as reflected in

concrete surfaces exposed to view, to 1/240 of span.


154828 03 11 00 - 2

1.03 SUBMITTALS

A. Action Submittals:

1. Procedures: Section 01 33 00.

2. Manufacturer's product data with installation instructions:

a. Form materials.

b. Form ties (with waterstops).

c. Form release compound.

d. Void forms.

B. Informational Submittals:


2. Letter of certification:

a. Stating that formwork has been designed in accordance with this specification

and referenced documents, sealed and stamped by the Contractor’s registered

design Engineer.

PART 2 PRODUCTS

2.01 FORMS

A. Wood Forms:

1. Provide new and unused exterior grade plywood panels manufactured in accordance

with American Plywood Association (APA) and bearing the trademark of that group.

a. Forms for concrete surfaces exposed to view: use APA High Density Overlay (HDO)

Plyform Class I Exterior 48" X 96" X 3/4".

b. Forms for other concrete surfaces: use APA Douglas Fir B-B Plyform Class I

Exterior 48” X 96” X 3/4-inch.

2. When approved, plywood may be reused.

B. Metal Forms:

1. Do not use aluminum. Provide forms free of rust and straight without dents to provide

members of uniform thickness.

2.02 FORM TIES

A. Commercially fabricated for use in form construction. Fabricated so that ends or end

fasteners can be removed without causing spalling at surfaces of the concrete. Cone on

ends shall be 3/4 inch to 1 inch diameter. Provide embedded portion of tie not less than

1 1/2 inch from face of concrete after cone ends have been removed. Provide ties with

integral waterstops at water-retaining and below grade structures.

B. Tapered through-bolts may be used when approved. Use 1-inch minimum diameter at the

smallest end. Fill tapered tie holes after cleaning to produce watertight construction. Use

a mechanical waterstop plug near the center of the wall and fill each side with non-shrink

cement grout. Mechanical waterstop plug shall be Greenstreak Group, Inc. “X-Plug”; or

equal.


154828 03 11 00 - 3

2.03 FORM RELEASE COMPOUND

A. Coat form surfaces in contact with concrete using a non-staining, non-residual, water

based, bond-breaking form coating. [Use NSF approved form release agents in potable

water containment structures.]

PART 3 EXECUTION

3.01 PREPARATION

A. Cover surface of forms with form release compound prior to form installation in

accordance with manufacturer’s recommendations.

B. Do not permit excess form coating material to stand in puddles on forms or hardened

concrete surfaces against which fresh concrete is to be placed.

C. Clean surfaces of forms, reinforcing steel and other embedded items of accumulated

mortar, grout, or other foregn materials from previous concreting or construction

activities before concrete is placed.

3.02 FORMWORK CONSTRUCTION

A. Form vertical surfaces of cast-in-place concrete including sides of footings.

B. Construct and place forms so that the resulting concrete will be of the shape, lines,

dimensions, and appearance indicated on the Drawings. Brace or tie forms together to

maintain position and shape under the load of freshly-placed concrete.

C. Tighten forms to prevent leakage.

D. Provide temporary openings(windows) at base of column and wall forms and at other

points where necessary to facilitate cleaning and observation immediately before

concrete is placed.

E. Provide temporary openings to limit height of free fall of concrete and to limit the lateral

movement of concrete during placement. Openings are required in wall placements

greater than 20 feet in height, spaced no more than 8 feet on center measured

horizontally and vertically.

F. Place a 3/4-inch chamfer strip at exposed to view corners of formed surfaces.

G. At construction joints,overlap hardened concrete surface by at least 1 inch. Brace forms

against hardened concrete to prevent movement, offsets, or loss of mortar at

construction joint and to maintain a true surface. Where possible, locate juncture of built-

in-place forms at architectural lines, control joints, or at other inconspicuous lines.

H. [Where circular sections are formed using flat faced materials, use flat form lengths not

exceeding 2 feet wide and the resulting deflection angles at the joints is not greater than

3-1/2 degrees.

I. Construct wood forms for openings to facilitate loosening. Anchor forms so that

movement of any part of the formwork system is prevented during concrete placement.


154828 03 11 00 - 4

J. At platforms constructed to move equipment over in-place reinforcment, provid beams,

struts, and/or legs, supported directly on formwork or other structural members without

resting on reinforcing steel.

K. Provide a positive means of adjustment (wedges or jacks) at shores and struts to take up

settlement during concrete placement. Brace forms against lateral deflection. Fasten in-

place wedges and shims used for final adjustment of forms prior to concrete placement.

L. Place tapered through-bolt form ties with the larger end on the side of the structure in

contact with liquid.

3.03 TOLERANCES

A. Install formwork with tolerances in accordance with ACI 117 and the following (the more

stringent requirement controls):

1. Install formwork in accordance with manufacturer’s written instructions.

2. Vertical surface tolerance from plumb; walls, columns, piers, and risers:

1/2 inch for entire height

1/4 inch in any 10 feet of height

3. Vertical surface tolerance from plumb; exposed wall corners, end columns, control-

joint grooves, and other exposed to view vertical lines:

1/2 inch for entire height

1/4 inch in any 20 feet of height

4. Horizontal variation from level or from grade; top of slabs, slab soffits, ceilings, and

beam soffits, measured before removal of supporting shores:

3/4 inch for entire length

3/8 inch for any bay or 20 foot length

1/4 inch in any 10 feet of length

5. Horizontal variation from level or from grade; exposed lintels, sills, parapets,

horizontal grooves, and other exposed-to-view horizontal lines:


1/4 inch in any 20 feet of length.

6. Plan position variation; columns, walls, and partitions:


3/8 inch for any bay or 20 foot length

7. Plan location and size; sleeves, floor openings, walls, wall openings, beams, and

columns:

1/2 inch

8. Cross sectional dimensions; columns and beams and thickness of slabs and walls:

3/8 inch

9. Plan dimensions; footings and foundations:

minus 1/2 inch

+ 2 inches

10. Misplacement or eccentricity; footings and foundations:

2 percent of footing width in direction of misplacement

not more than 2 inches

11. Thickness; footings and foundations:

minus 5 percent


154828 03 11 00 - 5

no limit on the maximum increase except that which may interfere with other

construction.

12. Step variance in flight of stairs:

Rise 1/16 inch

Tread from level 1/8 inch

B. Use control points and benchmarks for reference purposes to check tolerances.

Establish and maintain reference points in an undisturbed condition until final

completion and acceptance of the work.

C. Regardless of tolerances listed, no portion of a structure shall extend beyond the legal

boundary of work site.

D. Camber formwork to compensate for anticipated deflections in formwork under wet load

of concrete. Adjust camber to maintain above specified tolerances in hardened concrete

after forms and shoring are removed.

3.04 REMOVAL OF FORMS

A. Do not impose construction loads or remove shoring from any part of the structure until

that portion of the structure in combination with remaining forming and shoring systems

has sufficient strength to safely support its weight and loads placed thereon.

B. If forms are loosened and not removed, proceed same day with wet curing operations to

soak surfaces of concrete where forms are loosened. When wet curing is not practical or

not planned, loosen, remove, and start approved curing proceedures on the same day.

C. When required for concrete curing in hot weather, required for repair of surface defects,

or when required for finishing at an early age; remove forms as soon as concrete has

hardened sufficiently to resist damage from removal operations or lack of support.

D. Remove top forms on sloping surfaces as soon as concrete has attained sufficient

stiffness to prevent sagging. Make repairs or finishing treatment on such sloping

surfaces immediately after form removal.

E. Remove wood forms for wall openings as soon as this can be accomplished without

damage to concrete.

F. Remove formwork from columns, walls, sides of beams, and other parts not supporting

weight of concrete as soon as concrete has hardened sufficiently to resist damage from

removal.

G. When shores and supports are so arranged such that non-load-carrying form facing

material can be removed without loosening or disturbing other shores and supports,

facing material may be removed when concrete has sufficiently hardened to resist

damage from removal.

H. In all cases, proceed with curing same day as form removal.

I. Where no reshoring is planned, forms and shoring used to support weight of concrete

shall be left in place until concrete has attained its specified 28-day compressive

strength.


154828 03 11 00 - 6

3.05 RESHORING

A. Do not impose construction loads or remove shoring from any part of the structure until

that portion of the structure, in combination with remaining forming and shoring systems,

has sufficient strength to safely support its weight and loads placed thereon.

B. While reshoring is underway, no superimposed dead or live loads are permitted on the

new construction.

C. During reshoring, do not subject concrete in structural members to combined dead and

construction loads in excess of loads that the structural members can adequately

support.

D. 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.

E. Place reshores to carry their required loads without overstressing.

F. Where a reshoring procedure is planned, supporting formwork may be removed when

concrete has reached the concrete strength specified by the formwork engineer’s

structural calculations and verified by field cured test cylinders or other approved

method.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Concrete Reinforcing

154828 03 20 00 - 1

SECTION 03 20 00

CONCRETE REINFORCING

PART 1 GENERAL

1.01 DESCRIPTION

A. Section includes: Reinforcing steel for use in reinforced concrete.

1.02 REFERENCES:

A. The references listed below are a part of this section. Where a referenced document

contains references to other standards, those documents are included as references

under this section as if referenced directly. In the event of conflict between the

requirements of this section and those of the listed documents, the requirements of this

section shall prevail.

Reference Title

ACI 117 Specification for Tolerances for Concrete Construction and Materials

ACI 315 Details and Detailing of Concrete Reinforcement

ACI 318 Building Code Requirements For Structural Concrete

ACI SP-66 ACI Detailing Manual

ASTM A615 Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A706 Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A775 Epoxy-Coated Steel Reinforcing Bars

ASTM A884 Epoxy-Coated Steel Wire and Welded Wire Reinforcement

ASTM A1064 Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for

Concrete

AWS D1.4 Structural Welding Code - Reinforcing Steel

CRSI-PRB Placing Reinforcing Bars

CRSI-MSP Manual of Standard Practice

FEDSPEC QQ-W-461H Wire, Steel, Carbon (Round, Bare, and Coated)

1.03 SUBMITTALS

A. Action Submittals


2. A copy of this specification section with each paragraph check-marked to indicate

specification compliance or marked to indicate requested deviations from

specification requirements.

3. Check-marks (✓) shall denote full compliance with a paragraph as a whole.

Deviations shall be underlined and denoted by a number in the margin to the right of

the identified paragraph. The remaining portions of the paragraph not underlined will

signify compliance on the part of the Contractor with the specifications. Include a

detailed, written justification for each deviation. Failure to include a copy of the

marked-up specification sections, along with justification(s) for any requested

deviations to the specification requirements, with the submittal shall be sufficient

cause for rejection of the entire submittal with no further consideration.

4. Mill certificates for all reinforcing.


154828 03 20 00 - 2

5. Manufacturer and type of proprietary reinforcing steel splices. Submit a current ICC

Report and manufacturer’s literature that contains instructions and

recommendations for each type of coupler used.

6. Qualifications of welding operators, welding processes and procedures.

7. Reinforcing steel shop drawings showing reinforcing steel bar quantities, sizes,

spacing, dimensions, configurations, locations, mark numbers, lap splice lengths and

locations, concrete cover and reinforcing steel supports. Reinforcing steel shop

drawings shall be of sufficient detail to permit installation of reinforcing steel without

reference to the contract drawings. Shop drawings shall not be prepared by

reproducing the plans and details indicated on the contract drawings but shall

consist of completely redrawn plans and details as necessary to indicate complete

fabrication and installation of reinforcing steel, including large scale drawings at

joints detailing bar placement in congested areas. Placement drawings shall be in

accordance with ACI 318. Reinforcing details shall be in accordance with ACI SP-66.

1.04 DELIVERY, STORAGE AND HANDLING

A. Ship reinforcing steel to the jobsite with attached plastic or metal tags having permanent

mark numbers which match the shop drawing mark numbers. All reinforcing shall be

supported and stored above ground. Use only plastic tags secured to the reinforcing steel

bars with nylon or plastic tags for epoxy coated reinforcing steel bars.

PART 2 PRODUCTS

2.01 BAR REINFORCEMENT

A. Reinforcing steel bars shall be deformed billet steel in conformance with ASTM A615,

Grade 60. Bars to be welded shall be deformed billet steel conforming to ASTM A706.

Where specified, reinforcing steel shall be epoxy-coated in conformance with ASTM

A775.

2.02 WIRE FABRIC

A. Wire fabric shall be welded steel mesh conforming to ASTM A1064.

2.03 WIRE AND PLAIN BARS

A. Wire used as reinforcement and bars used as spiral reinforcement in structures shall be

cold drawn steel conforming to ASTM A1064.

2.04 SMOOTH DOWEL BARS

A. Smooth dowel bars shall conform to ASTM A615, Grade 60, with a metal end cap at the

greased or sliding end to allow longitudinal movement.

2.05 EPOXY COATED BARS

A. Epoxy coated bars shall conform to ASTM A775 and ASTM A884.


154828 03 20 00 - 3

2.06 EPOXY COATED REINFORCING STEEL BAR PATCHING MATERIAL

A. Epoxy coated reinforcing steel bar patching material shall be compatible with coating

material, inert in concrete, obtained from manufacturer of the epoxy resin used to coat

the reinforcing steel bars and meet the requirements of ASTM A775.

2.07 REINFORCING STEEL MECHANICAL SPLICES

A. Reinforcing steel mechanical splices shall be a positive connecting threaded type

mechanical splice system manufactured by Erico, Inc., Dayton Superior, Williams Form

Engineering Company, or approved equal.

B. Type 1 mechanical splices shall develop in tension or compression a strength of not less

than 125 percent of the ASTM specified minimum yield strength of the reinforcement

and shall meet all other ACI 318 requirements. Type 1 mechanical splices are typical

except for locations noted below where Type 2 mechanical splices are required.

2.08 TIE WIRE

A. The wire shall be minimum 16 gage annealed steel conforming to FEDSPEC QQ-W-461H.

2.09 BAR SUPPORTS

A. Bar supports coming into contact with forms shall be CRSI Class 1 plastic protected or

Class 2 stainless steel protected and shall be located in accordance with CRSI-MSP and

placed in accordance with CRSI-PRB.

B. Provide manufactured concrete block supports with embedded tie wires (wire dobies) for

footing and slabs on grade. Do not use brick, broken concrete masonry units, spalls,

rocks, construction debris, or similar material for supporting reinforcing steel.

C. Provide stainless steel or plastic protected plain steel supports for other work.

2.10 FABRICATION:

A. Fabricate reinforcing steel bars in accordance with ACI 318 and the following tolerances:

1. Sheared lengths: +/-1 inch.

2. Overall dimensions of stirrups, ties, and spirals: +/-1/2 inch.

3. All other bends: +0 inch, -1/2 inch

4. Minimum diameter of bends of reinforcing steel bars: Per ACI 318.

PART 3 EXECUTION

3.01 PLACEMENT TOLERANCE

A. Reinforcing steel placement tolerance shall conform to the requirements of ACI 117, ACI

318, and the following:

1. Reinforcing steel bar clear distance to formed surfaces shall be within +/-1/4 inch of

specified clearance and minimum spacing between bars shall be a maximum of

1/4 inch less than specified.


154828 03 20 00 - 4

2. Reinforcing steel top bars in slabs and beams shall be placed +/-3/8 inch of

specified depth in members 8 inches deep or less and +/-1/2 inch of specified depth

in members greater than 8 inches deep.

3. Reinforcing steel spacing shall be placed within +/- one bar diameter or +/- 1 inch,

whichever is greater.

4. The minimum clear distance between reinforcing steel bars shall be equal to the

greater of 1 inch or the reinforcing steel bar diameter for beams, walls and slabs, and

the greater of 1 1/2 inches or 1.5 times the reinforcing steel bar diameter for

columns.

5. Beam and slab reinforcing steel bars shall be threaded through column vertical

reinforcing steel bars without displacing the column reinforcing steel bars and still

maintain clear distances for beam and slab reinforcing steel bars.

3.02 CONCRETE COVER

A. Unless specified otherwise on the Drawings, reinforcing steel bar cover shall conform to

the following:

1. Reinforcing steel bar cover shall be 3 inches for concrete cast against earth.

2. Reinforcing steel bar cover shall be 2 inches for reinforcing steel bars for formed

concrete surfaces exposed to earth and weather.

3. Reinforcing steel bar cover shall be 2 inches for any formed surfaces exposed to or

above any liquid.

4. Reinforcing steel bar cover shall be 1 ½ inches for reinforcing not in the above

categories unless noted otherwise on the design drawings.

3.03 SPLICING

A. Reinforcing steel splicing shall conform to the following:

1. Use Class B splice lengths in accordance with ACI 318 for all reinforcing steel bars

unless shown otherwise on the drawings.

2. For welded wire fabric the splice lap length measured between the outermost cross

wires of each fabric sheet shall not be less than one spacing of cross wires plus 2

inches, nor less than 1.5 times the development length nor less than 6 inches.

3. Splices of reinforcement steel bars not specifically indicated or specified shall be

subject to the approval of the Owner’s Representative. Mechanical proprietary splice

connections may be used when approved by the Owner’s Representative or as

indicated on the drawings per manufacturer’s instructions.

4. Welding of reinforcing steel bars is not allowed unless approved by the Owner’s

Representative.

3.04 CLEANING

A. Reinforcing steel bars at time of concrete placement shall be free of mud, oil, loose rust,

or other materials that may affect or reduce bond. Reinforcing steel bars with rust, mill

scale or a combination of both may be accepted without cleaning or brushing provided

dimensions and weights including heights of deformation on a cleaned sample are not

less than required by applicable ASTM standards.


154828 03 20 00 - 5

3.05 PLACEMENT

A. Reinforcing steel bar placement shall conform to the following:

1. Uncoated reinforcing steel bars shall be supported and fastened together to prevent

displacement by construction loads or concrete placement. For concrete placed on

ground, furnish concrete block supports or metal bar supports with non-metallic

bottom plates. For concrete placed against forms furnish plastic or plastic coated

metal chairs, runners, bolsters, spacers and hangers for the reinforcing steel bar

support. Only tips in contact with the forms require a plastic coating.

2. Fasten coated reinforcing steel bars together to prevent displacement. Use plastic or

nylon ties to hold the coated reinforcing steel bars rigidly in place. Support coated

reinforcing steel bars with plastic or plastic coated chairs, runners, bolsters, spacers

and supports as required.

3. Support reinforcing steel bars over cardboard void forms by means of concrete

supports which will not puncture or damage the void forms nor impair the strength of

the concrete member.

4. Where parallel horizontal reinforcement in beams is indicated to be placed in two or

more layers, reinforcing steel bars in the upper layers shall be placed directly over

the reinforcing steel bars in the bottom layer with the clear distance between each

layer to be 2 inches unless otherwise noted on the Drawings. Place spacer

reinforcing steel bars at a maximum of 3’-0” on center to maintain the minimum

clear spacing between layers.

5. Extend reinforcement to within 2 inches of formed edges and 3 inches of the

concrete perimeter when concrete is placed against earth.

6. Reinforcing steel bars shall not be bent after embedding in hardened concrete unless

approved by the Owner’s Representative.

7. Tack welding or bending reinforcing steel bars by means of heat is prohibited.

8. Where required by the contract documents, reinforcing steel bars shall be embedded

into the hardened concrete utilizing an adhesive anchoring system specifically

manufactured for that application. Installation shall be per the manufacturer’s

written instructions.

9. Bars with kinks or with bends not shown shall not be used.

10. Heating or welding bars shall be performed in accordance with AWS D1.4 and shall

only be permitted where specified or approved by the Owner’s Representative. Bars

shall not be welded at the bend.

3.06 REPAIR OF EPOXY COATING

A. Epoxy coating damage need not be repaired in cases where the damaged area is 0.1

square inch or smaller. Repair all damaged areas larger than 0.1 square inch in

conformance with ASTM A775.

3.07 FIELD QUALITY CONTROL

A. Field quality control shall include the following:

1. Notify the Owner’s Representative whenever the specified clearances between the

reinforcing steel bars cannot be met. The concrete shall not be placed until the

Contractor submits a solution to the congestion problem and it has been approved by

the Owner’s Representative.


154828 03 20 00 - 6

2. The reinforcing steel bars may be moved as necessary to avoid other reinforcing steel

bars, conduits or other embedded items provided the tolerance does not exceed that

specified in this section. The Engineer’s approval of the modified reinforcing steel

arrangement is required where the specified tolerance is exceeded. No cutting of the

reinforcing steel bars shall be done without written approval of the Owner’s

Representative.

3. An independent laboratory will be employed to review and approve reinforcing steel

bar placement for correct materials, fabrication, sizes, locations, spacing, concrete

cover, and splicing.

4. Coated reinforcing steel bars will be inspected on the jobsite for handling defects,

coating abrasion, coating thickness and continuity of coating. The Owner’s

Representative may defer final inspection of the coated reinforcing steel bars until

bar erection and handling is complete. Repair coated areas as directed by the

Owner’s Representative and completed prior to concrete placement.

5. An independent laboratory shall be employed to review and approve Contractor

welding procedures and qualify welders in accordance with AWS D1.4. The laboratory

shall visually inspect each weld for visible defects and conduct non-destructive field

testing (radiographic or magnetic particle) on not less than one sample for each 10

welds. If a defective weld is found, the previous 5 welds by the same welder shall

also be tested.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Cast-in-Place Concrete

154828 03 30 00 - 1

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Cast-in-place concrete, which consists of providing material, mixing,

transporting equipment, and labor for the proportioning, mixing, transporting, placing,

consolidating, finishing, curing, and protection of concrete in the structure.

1.02 RELATED SECTIONS

A. This section contains specific references to the following related specification sections.

Additional related sections may apply that are not specifically listed below.

1. Section 03 60 00 Grouting

2. Section 07 91 26 Joint Fillers

3. Section 07 92 00 Joint Sealants

4. Section 09 90 00 Painting and Coating

1.03 REFERENCES:






Reference Title

ACI 117 Tolerances for Concrete Construction and Materials

ACI 211.1 Selecting Proportions for Normal, Heavy Weight and Mass Concrete

ACI 301 Specifications for Structural Concrete

ACI 305.1 Specification for Hot Weather Concreting

ACI 306.1 Standard Specification for Cold Weather Concreting

ACI 214R Guide to Evaluation of Strength Test Results in Concrete


ACI 350 Code Requirements for Environmental Engineering Concrete Structures

ACI 350.1 Tightness Testing of Environmental Engineering Concrete Containment Structures

ACI 503.7 Crack Repair by Epoxy Injection

ASTM C31 Making and Curing Concrete Test Specimens in the Field

ASTM C33 Concrete Aggregates

ASTM C39 Compressive Strength of Cylindrical Concrete Specimens

ASTM C42 Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C94 Ready-Mixed Concrete

ASTM C117 Materials Finer Than 75-m (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the

Los Angeles Machine

ASTM C136 Sieve Analysis of Fine and Coarse Aggregates

ASTM C143 Slump of Hydraulic Cement Concrete


154828 03 30 00 - 2

Reference Title

ASTM C150 Portland Cement

ASTM C157 Length Change of Hardened Cement Mortar and Concrete

ASTM C172 Sampling Freshly Mixed Concrete

ASTM C192 Making and Curing Concrete Test Specimens in the Laboratory

ASTM C231 Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260 Air-Entraining Admixtures for Concrete

ASTM C309 Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C494 Chemical Admixtures for Concrete

ASTM C595 Blended Hydraulic Cements

ASTM C618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C881 Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C989 Slag Cement for use in Concrete and Mortars

ASTM C1059 Latex Agents for Bonding Fresh to Hardened Concrete

ASTM C1260 Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C1315 Liquid Membrane-Forming Compounds for Curing and Sealing Concrete

ASTM C1567 Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate

ASTM C1602 Mixing Water Used in the Production of Hydraulic Cement Concrete

ASTM D75 Sampling Aggregates

ASTM D2419 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate

ASTM E329 Agencies Engaged in Construction Inspection and/or Testing

ASTM E1643 Standard Practice for Selection, Design, Installation and Inspection of Water Vapor

Retarders Used in Contact with Earth or Granular Fill under Concrete Slabs.

ASTM E1745 Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or

Granular Fill under Concrete Slabs.

CRD-C572 U.S. Corps of Engineer’s Specifications for Polyvinylchloride Waterstop


1.04 SUBMITTALS






3. Check-marks (✓) denote full compliance with a paragraph as a whole. Deviations

shall be underlined and denoted by a number in the margin to the right of the

identified paragraph. The remaining portions of the paragraph not underlined signify

compliance with the specification. Include a detailed, written justification for each

deviation. Failure to include a copy of this marked-up specification section, along with

justification(s) for requested deviations, with the submittal, is cause for rejection of

the entire submittal with no further consideration.

4. Each proposed mix design showing:

a. Expected strength at 7 and 28-days

b. Slump, before and after introduction of high-range water-reducing admixture

c. Water/cement ratio

d. Weights and test results of the ingredients


154828 03 30 00 - 3

e. Aggregate gradation

f. Test results of mix design prepared by an independent testing laboratory

g. Shrinkage test results for liquid containing structures

h. Other physical properties necessary to review each mix design for conformance

with these specifications

5. Mix designs proposed shall be sealed by a Professional Engineer registered in the

state where the project is located.

6. Product literature and technical data for aggregates, cement, and pozzolan.

7. Product literature, technical data, and dosage of proposed admixtures including, but

not limited to, air entraining, water reducing, retarding, shrinkage reducing, etc.

8. Anticipated average delivery time from batch plant to site. If this time exceeds the

limit specified in Part 3, include proposed method to extend set time without

deleterious effects on final product. Owner’s Representative reserves the right to

accept or reject such proposed methods.

9. Lift Drawings: Submit shop drawings for concrete placements on the project before

on-site construction begins. The drawings shall be organized by structure and

submitted as a complete set for the Engineer’s review. The drawings shall be drawn

to scale and show dimensions, forming details, and placement volumes. Show

location of construction joints, details of surface preparation, scheduled finish,

embedments, penetrations, openings, keyways, blockouts, bulkheads, etc. The

drawings shall clearly show the placement sequence and will be accompanied by a

schedule that shows the schedule dates for forming, placement, and stripping for

each section of concrete placed within each structure.

10. Curing program description in sufficient detail to demonstrate that the Contractor will

provide acceptable strength, finish, and crack control within the completed structure.

11. Product literature and technical data for waterstops, curing and sealing compounds,

bonding compounds, surface hardeners, and epoxy and chemical grout for crack

injection.

12. Sample panels to demonstrate formed wall surface finishes as specified in Part 3.

13. Samples of concrete floor and slab finishes as specified in Part 3.

14. Concrete delivery truck tickets showing the information listed in ASTM C94,

section 14.


A. Quality Control By Owner:

1. Special Inspection of concrete work shall be performed by the Special Inspector

under contract with the Owner and in conformance with the IBC Chapter 17. Special

Inspection of concrete is in addition to, not replacing, other inspections and quality

control requirements specified herein. Where sampling and testing specified herein

conforms to Special Inspection standards, such sampling and testing need not be

duplicated.

2. All structural concrete work shall receive Special Inspection in accordance with IBC

Chapter 17. Structural concrete includes elements which resist code-defined loads

and whose failure would impact life safety. Non-structural site work concrete does

not require Special Inspection. Anchor bolts and anchors installed in hardened

concrete require Special Inspection.

3. Refer to Section 01 45 00 Quality Control, for Owner provided testing.


154828 03 30 00 - 4

B. Quality Control By Contractor:

1. Where required to demonstrate conformance with the specified requirements for

cast-in-place concrete, the Contractor shall provide the services of an independent

testing laboratory which complies with the requirements of ASTM E329. The testing

laboratory shall sample and test concrete materials as specified in this section. Costs

of testing laboratory services shall be borne by the Contractor.

C. Basis For Quality:

1. Cast-in-place concrete shall conform to the requirements of ACI 301, except as

modified herein.

PART 2 PRODUCTS

2.01 MATERIALS

A. Cement:

1. Portland cement shall be ASTM C150, Type II or Type V, low alkali, containing less

than 0.60 percent alkalis. In addition to standard requirements, cement shall satisfy

optional chemical and physical requirements of ASTM C150, Tables 2 and 4,

respectively.

2. If low alkali cement is not available, aggregates shall show an expansion of less than

0.1% when tested in accordance with ASTM C1260 or ASTM C1567 concrete mix test

results shall be submitted verifying that the aggregates are not reactive per the

criteria in this standard. ASTM C1260 and ASTM C1567 results shall be no older

than 1 year.

3. Portland-pozzolan cement shall be ASTM C595, Type IP (MS), interground, low alkali.

4. Use cementitious materials that are of the same brand and type and from the same

plant of manufacture as the cementitious materials used in the concrete represented

by the submitted field test records or used in the trial mixtures. See Change of

Materials paragraph below.

B. Ground granulated blast-furnace slag (GGBFS), if used in conjunction with portland

cement, shall be per ASTM C989.

C. Aggregates:

1. General:

a. Except as modified herein, fine and coarse aggregates shall conform to ASTM

C33. Fine and coarse aggregates are regarded as separate ingredients.

Aggregates shall be non-reactive and washed before use.

b. Check aggregates for alkali-silica reactive constituents per ASTM C1260.

Aggregate shall have less than 0.1% expansion when tested in accordance with

ASTM C1260. Aggregates having 0.1% or greater expansion may still be

satisfactory provided ASTM C1567 concrete mix test results are submitted and

show an expansion of less than 0.1% at 16 days. Test results shall be no older

than 1 year.

c. Tests for size and grading of fine and coarse aggregates shall be in accordance

with ASTM C136. Combined aggregates shall be well and uniformly graded from

coarse to fine sizes to produce a concrete that has optimum workability and


154828 03 30 00 - 5

consolidation characteristics. Establish the final combined aggregate gradation

during mix design.

d. Aggregates used in the project production concrete shall be obtained from the

same sources and have the same size ranges as the aggregates used in the

concrete represented by the submitted historical data or trial mixtures. See

Change of Materials paragraph below.

2. Fine Aggregate:

a. Fine aggregate shall be hard, dense, durable particles of either sand or crushed

stone regularly graded from coarse to fine. Gradation shall conform to ASTM C33.

For classes of concrete which will be used in liquid retaining structures, fine

aggregate shall not exceed 40 percent by weight of combined aggregate total,

except for concrete with coarse aggregate of less than maximum size 1/2 inch.

b. Variations from the specified gradations in individual tests will be acceptable if

the average of three consecutive tests is within the specified limits and the

variation is within the permissible variation listed below:

U.S. standard sieve size Permissible variation in individual tests, percent

30 and coarser 2

50 and finer 0.5

c. Other tests shall be in accordance with the following specifications:

Test Test method Requirements

Amount of material ASTM C117 3 percent passing No. 200 sieve maximum by weight

Sand equivalent ASTM D2419 Minimum 70 percent

3. Coarse Aggregate:

a. Coarse aggregate shall be hard, dense and durable gravel or crushed rock free

from injurious amounts of soft and friable particles, alkali, and organic matter.

Other deleterious substances shall not exceed the limits listed in ASTM C33,

Table 3 for Class Designation 5S. Gradation of each coarse aggregate size

specified shall conform to ASTM C33, Table 2.

b. Variations from the specified gradations will be acceptable in individual tests if

the average of three consecutive tests is within the specified limits.

D. Pozzolan:

1. Pozzolan shall be Class F fly ash conforming to ASTM C618. Class C fly ash is not

allowed. Pozzolan supplied during the life of the project shall have been formed at

the same single source. See Change of Materials paragraph below.

2. The pozzolan color shall not substantially alter the resulting concrete from the normal

gray color and appearance.

3. Use pozzolan materials that are of the same brand and type and from the same plant

of manufacture as the materials used in the concrete represented by the submitted

field test records or used in the trial mixtures.

E. Admixtures:

1. General:

a. Admixtures shall be compatible with the concrete and with each other. Calcium

chloride or admixtures containing calcium chloride are not acceptable. Use


154828 03 30 00 - 6

admixtures in accordance with the manufacturer's recommendations and add

separately to the concrete mix. Water reducing retarders and admixtures shall

reduce the water required by at least 11 percent for a given concrete consistency

and shall comply with the water/cement ratio standards of ACI 211.1. Retarder

dosage shall result in set time consistent with requirements specified in Part 3.

2. Water Reducing Admixtures:

a. Conform to ASTM C494, Type A. Acceptable products include: BASF

“MasterPozzolith 322”; SIKA Chemical Corp. “Plastocrete 161”; Euclid Chemical

Co. “Eucon WR 91”; or approved equal.

3. Water Reducing and Retarding Admixtures:

a. Conform to ASTM C494, Type D. Acceptable products include: BASF

“MasterPozzolith 80”; Sika Chemical Corp. “Plastiment”; Euclid Chemical Co.

“Eucon Retarder 75”; or approved equal.

4. High Range Water Reducing (Superplasticizing) Admixtures:

a. Conform to ASTM C494, Type F. Acceptable products include: BASF

“MasterGlenium” Series; Sika Chemical Corp. “Viscocrete 2100” or “Viscocrete

2110” (Hot Weather) or “Viscocrete 6100” (Cold Weather); Euclid Chemical Co.

“Eucon 37”; W.R. Grace “ADVA 195”; or approved equal.

5. High Range Water Reducing And Retarding Admixtures:

a. Conform to ASTM C494, Type G. Acceptable products include: W.R. Grace

“Daracem 100”; Sika Chemical Corp. “Sikaplast 200” ; Euclid Chemical Co.

“Eucon 537”; or approved equal.

6. Air Entraining Agent:

a. Conform to ASTM C260 and produce air entrained concrete as specified in the

Mix Proportioning table below. Acceptable products include: Sika Chemical Corp.

“AEA-15”; Euclid Chemical Co. “AEA-92”; or approved equal.

7. Shrinkage Reducing Admixture:

a. Select admixture for compatibility with air entrainment admixture and other

ingredients in the concrete mix. Acceptable products include: BASF “Tetraguard

AS20”; Grace “Eclipse 4500”; or spproved equal.

F. Water:

1. For washing aggregate, mixing, and for curing shall be free from oil and deleterious

amounts of acids, alkalis, and organic materials; comply with the requirements of

ASTM C1602. Additionally, water used for curing shall not contain an amount of

impurities sufficient to discolor the concrete.

G. Change of Materials:

1. After each concrete mix design is approved, no changes of any sort or source will be

allowed without prior written approval from the Engineer. When brand, type, size, or

source of cementitious materials, aggregates, water, ice, or admixtures are proposed

to be changed, new field data, data from new trial mixtures, or evidence that

indicates that the change will not affect adversely the relevant properties of the

concrete shall be submitted for approval by the Engineer before use in concrete.


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2.02 CONCRETE CHARACTERISTICS

A. Mix Proportioning:

1. Concrete shall be normal weight concrete composed of cement, pozzolan,

admixtures, aggregates, and water; proportioned and mixed to produce a workable,

strong, dense, and impermeable concrete. It is acceptable to substitute interground

Portland-pozzolan cement conforming to ASTM C595, containing the specified

amount of pozzolan in lieu of Portland cement and pozzolan. Water-cementitious

material (w/cm) ratio is based on the combined contents of cement and pozzolan.

2. Provide concrete mix designs in accordance with the following guidlines:

Concrete

class

Minimuma

28-day

compressive

strength, psi

ASTM coarse

aggregate

size

Maximum

water-

cementitious

materials

(w/cm) ratio

Minimum

cementitious

materials

content

(pounds/CY)

Pozzolan,

percent by

weight of

cementitious

materials

Air content

(percent)

Slump

rangef

(inches)

B 3000 57 or 67 0.45 560 15-20d 4-6 3-5

C-1 4500 57 or 67 0.40 560 15-20 4-6 3-5

C-2 5000 57 or 67 0.42 560 15-20d 4-6 3-5

D-1 4000 8 0.42 600 15-20d 4-6 3-5

Ec 2000 57 -- - 15-20d Not Required 4-8

a Determine compressive strength at the end of 28 days based on test cylinders made and tested in accordance with

ASTM C39.

b Compressive strength of Class A concrete may be determined at 56 days.

c Concrete encasement for electrical conduit shall contain 3 pounds of red oxide per sack of cement.

d Pozzolan use is optional for this class of concrete.

e Minimum 28-day compressive strength shall be 500 psi and maximum 28-day compressive strength shall be 1,000 psi.

f Slump before addition of high range water reducing admixture (superplasticizer). Maximum slump after addition of high

range water reducing admixture shall be 8”.

B. Use:

1. Provide concrete by class for the uses listed below.

Concrete class Type of use

B Non-structural concrete (sidewalks,

curbs, pavers, etc.)

C-1 Typical cast-in-place structural concrete

C-2 Precast concrete

D-1 Topping concrete (Precast Concrete

Topping)

Ea Pipe bedding and encasement, electrical

conduit encasement (duct banks) and

concrete fill

a Contractor’s option to use the same concrete mix for pipe encasement as the concrete slab above.


154828 03 30 00 - 8

C. Control Tests:

1. General:

a. Select and adjust proportions of ingredients in accordance with ACI 211.1.

Verification of mix characteristics for submittal may be achieved using either the

Trial Mix Design method or Field Experience Data method. Do not place concrete

prior to submittal and acceptance of proposed mix.

2. Trial Mix Design:

a. Mixes verified by this method shall have the samples produced for testing,

manufactured at the batch plant which will supply concrete to the project, using

materials proposed for the Work and material combinations listed above. Testing,

data, and reporting shall conform to ACI 318 and the following:

1) Required compressive strength used as the basis for selecting concrete

proportions (f’cr) shall be the specified concrete strength (f’c) + 1000 psi for

specified concrete strengths less than 3,000 psi and f’c + 1200 psi for

specified concrete strengths between 3000 psi and 5000 psi.

2) Make at least three different trial mixtures for each class of concrete

qualified by the Trial Mix Design. Each trial mixture shall have a different

w/cm ratio or different cementitious materials content that will produce a

range of compressive strengths encompassing f’cr.

3) Design trial mixtures to produce a slump within ¾ inch of the maximum

specified and an air content within 0.5 percent of the maximum specified.

4) For each w/cm ratio or cementitious materials content, cast and cure at

least twelve standard test cylinders in accordance with ASTM C192. Four

cylinders from each batch tested at age 7-days, 14-days, and 28-days or as

required to comply with ACI 318.

5) From results of the cylinder tests, plot a curve showing the relationship

between w/cm ratio and compressive strength.

6) From the curve of w/cm ratio versus compressive strength, select the w/cm

ratio that will produce f’cr. This is the maximum w/cm ratio to be used

unless a lower w/cm ratio is specified above.

3. Field Experience Data:

a. When sufficient test data for a particular mix design is available which is identical

or substantially similar to that proposed for use, Contractor may substitute use of

this data in lieu of a trial mix design. Field data, reports, and analysis shall

conform to ACI 318, except as modified herein.

1) Historical mix design proportions for which data are submitted may vary

from the specified mix within the following limits:

a) f’c as specified or up to 500 psi above

b) w/cm ratio as specified or lower

c) pozzolan content within 5 percent of that specified

d) maximum coarse aggregate size may not vary smaller, but gradation

of coarse aggregate may vary

e) slump after introduction of admixtures +0/-1 inch.

b. Use of historical Field Experience Data does not allow modification of the project

mix specifications herein without review and acceptance by the Engineer.

4. Shrinkage:


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a. Liquid containing structures using Class C-1 concrete mix are intended to be

watertight. Provide test results for Class C-1 concrete mix meeting the following

requirement: drying shrinkage limit of 0.032 percent in the laboratory at 35-days

(7-days moist cure and 28-days drying) as tested in accordance with ASTM C157

and the following modifications:

1) Wet cure specimens for a period of 7-days (including the period of time the

specimens are in the mold). Wet cure may be achieved either through

storage in a moist cabinet or room in accordance with ASTM C 511, or

through storage in lime saturated water.

2) Slump of concrete for testing shall match job requirements and need not be

limited to restrictions as stated in ASTM C 157 section 8.4.

3) Report results in accordance with ASTM C 157 at 0, 7, 14 & 28-days of

drying.

b. Concrete shall not be placed in the field prior to acceptance of the concrete mix.

To meet the drying shrinkage limit, it is recommended that a shrinkage reducing

admixture be considered for use in concrete for liquid containing structures.

2.03 WATERSTOPS

A. Polyvinyl Chloride (PVC):

1. Manufacture PVC waterstops from virgin polyvinyl chloride conforming to the Corps of

Engineers Specification No. CRD-C572. Use 6-inch flat center/ribbed sides/0.375

inch thick less waterstops in construction joints. Acceptable products include:

Greenstreak Group, Inc. “Model 679”; Vinylex Waterstops and Accessories “Model

R638”; or approved equal. Use 9 inch center-bulb/ribbed sides/0.375 inch thick

waterstops in expansion joints. Acceptable products include: Greenstreak Group, Inc.

“Model 696”; Vinylex Waterstops and Accessories Model “RLB938”; or approved

equal.

2. Use molded crosses, tees, and other shapes for changes of direction, intersections,

and transitions or cut and splice as recommended by the manufacturer.

B. Expanding (Hydrophilic) Waterstops:

1. Expanding waterstops shall be bentonite-free and made from unvulcanized rubber.

Acceptable products include: Adeka Corporation “Ultra Seal MC-2010MN”;

Greenstreak Group, Inc. “Hydrotite CJ-1020-2K”; or approved equal. These are

allowable for use only where indicated on the drawings or accepted in writing by the

Engineer. Provide adhesive approved by the waterstop manufacturer plus concrete

nails and fender washers to secure waterstop material in-place during concrete

placement. The waterstop MUST be placed between two mats or curtains of steel

reinforcement.

2. For limited cover applications or where only one mat or curtain of reinforcement is

present, use Adeka Corporation “Ultra Seal KBA-1510FP”or approved equal.

C. Injected Tube Waterstops:

1. Chemical grout injection tube system, use De Neef Construction Chemicals “Injecto

System” or approved equal.

2.04 SEALANTS AND JOINT FILLERS

A. Sealants and preformed joint fillers are specified in Sections 07 92 00 and 07 91 26.


154828 03 30 00 - 10

2.05 BONDING COMPOUNDS

A. Not exposed to water after placement: Polyvinyl Acetate.

B. Exposed to water after placement: Latex emulsion or epoxy adhesive.

C. Apply bonding compounds in accordance with the manufacturer’s instructions.

2.06 EPOXY FOR CRACK INJECTION

A. Use a two-component, moisture insensitive, high modulus, injection grade, 100 percent

solids, epoxy-resin blend. Consistency as required to achieve complete penetration into

cracks. Material shall conform to ASTM C881 Type 1 Grade 1. Acceptable products

include: Sika Corporation “Sikadur 52”; Adhesives Technology Corporation “Crackbond

SLV302”; or approved equal.

B. Use epoxy injection for structural crack repairs except as noted below for non-structural

cracks in liquid-containing concrete structures. The Engineer shall determine whether a

crack is classified as structural or non-structural.

2.07 CHEMICAL GROUT FOR CRACK INJECTION

A. Use hydrophobic polyurethane grout at the Engineer's discretion as an alternative for

sealing non-structural cracks in concrete structures intended to be watertight. Acceptable

products include: DeNeef Construction Chemicals "Hydro Active Cut" and “Flex SLV PURe”

or Sika Corporation “SikaFix HH Plus” and “SikaFix HH LV”; or approved equal.

2.08 RETARDANT

A. Retardant for exposing aggregate for unformed surfaces in construction joints shall be

Sika Corporation“Rugasol-S”; W.R. Grace “Top-Cast”; or approved equal.

B. Apply retardant in accordance with manufacturer’s instructions sufficient to assure

a minimum penetration of 1/4 inch.

2.09 SURFACE HARDENER

A. Moderate Duty Hardener:

1. Use a premixed, non-colored, and non-metallic hardener. Acceptable products

include: BASF “MasterTop 100”; or approved equal.

2. Apply hardener in accordance with manufacturer’s instructions, in an amount of at

least 0.75 pounds per square foot for commercial, light duty traffic and 1.25 pounds

per square foot for heavy duty traffic and process spaces. Product and/or application

procedure shall be coordinated with air content of concrete being placed.

B. Heavy Duty Hardener:

1. Use an emery aggregate dry shake applied during slab finishing. Acceptable products

include: L&M Construction Chemicals “Emeryplate FF”; or approved equal.

2. Apply in accordance with manufacturer’s recommendations at a minimum rate of 1.5

pounds per square foot; adjust for the specific floor traffic and use anticipated.


154828 03 30 00 - 11

Product and/or application procedure shall be coordinated with air content of

concrete being placed.

C. Hardener For Existing Concrete:

1. Use an alkaline siliconate solution to harden, densify, and seal the surface.

Acceptable products include: L&M Construction Chemicals “Seal Hard”; or approved

equal.

2.10 CURING AND SEALING COMPOUNDS

A. Acceptable products include: BASF “MasterKure CC 250SB”; Dayton Superior “Cure &

Seal 25% J22UV”; or approved equal, conforming to ASTM C309 and ASTM C1315.

B. Compound shall be clear and applied in accordance with the manufacturer’s instructions.

C. Curing and sealing compound shall be certified compliant with final finish system if

applicable.

2.11 VAPOR RETARDER

A. Permeance: Maximum 0.3 perm when tested in accordance with ASTM E96, Procedure A.

B. ASTM E1745 Class A; 6 mil thick clear polyethylene film; type recommended for below

grade application. Furnish joint tape recommended by manufacturer.

PART 3 EXECUTION

3.01 GENERAL

A. Use only truck-mixed, ready-mixed concrete conforming to ASTM C94. Proportion

materials by weighing.

B. Introduce pozzolan into the mixer with cement and other components of the concrete mix;

do not introduce pozzolan into a wet mixer ahead of other materials or with mixing water.

C. Introduce water at the time of charging the mixer; additional water may be introduced

within 45 minutes from charging the mixer, provided the specified w/c ration and slump is

not exceeded and the maximum total water per the approved mix design is not exceeded.

D. Arrange with the testing laboratory for inspection as required to comply with these

specifications.

E. Deliver concrete to the site and complete discharge within 90 minutes after introduction

of water to the mixture. Extension of allowable time beyond this limit requires a Contractor

proposed remedial action plan to be reviewed and accepted by the Owner’s

Representative.

3.02 CONVEYING AND PLACING CONCRETE

A. Convey concrete from the mixer to the forms in accordance with ACI 301. Remove

concrete that has segregated in conveying from the site of the work.


154828 03 30 00 - 12

B. Placing Concrete:

1. General:

a. Place concrete in accordance with ACI 301. Do not permit concrete to drop freely

more than 4-ft.

b. Install vapor retarder under interior slabs on grade in accordance with ASTM

E1643. Lap joints minimum 6" and seal watertight by taping edges and ends.

c. Repair vapor retarder damaged during placement of concrete reinforcing. Repair

with vapor retarder material; lap over damaged areas minimum 6" and seal

watertight.

2. Placing Concrete By Pumping:

a. Concrete placed by pumping is at Contractor’s discretion and shall not be the

cause to change or relax specified mix design characteristics. Concrete shall

possess the specified characteristics at the point of placement.

b. Measure slump at the hose discharge, except as follows: Initial slump testing in

each placement shall occur at both the pumping unit inlet hopper and hose

discharge. Slump loss in pumping, measured between the inlet hopper and the

hose discharge, shall not exceed 1 inch. After these criteria have been satisfied,

slump may be measured at the inlet hopper with allowable slump increased by

the earlier measured difference, not to exceed 1 inch.

c. Before starting each pumping operation, prime the pump and line with a cement

slurry to lubricate the system. Waste cement slurry outside the forms. Equip hose

tip with a safety chain for recovery in case of hose blowout during pumping. Hose

or accessories shall not remain in the freshly placed concrete.

d. Use tremie placing techniques and equipment for pump placed concrete. Pump

discharge system shall remain full of concrete from pump to discharge point at

all times. Concrete pumping shall not occur until Owner’s Representative has

verified equipment including the tremie plug. Should the discharge line become

open, with zones empty of concrete, cease pumping and re-primed with tremie

plug installed before continuing.

3. Placing Concrete In Hot Weather:

a. In temperatures above 80 degrees F, place concrete in accordance with

ACI 305.1.

4. Placing Concrete In Cold Weather:

a. In temperatures below 45 degrees F, place concrete in accordance with

ACI 306.1.

3.03 CONSOLIDATING CONCRETE:

A. Consolidate concrete in accordance with ACI 301. If evidence of inadequate consolidation

is observed, concrete placement will be suspended until Contractor provides a revised

plan to achieve proper consolidation.

3.04 CURING AND SEALING

A. General:

1. Cure concrete using water, a clear membrane curing compound, or by a combination

of both methods. Coordinate repairs or treatment of concrete surfaces so that

interruption of curing will not be necessary.


154828 03 30 00 - 13

2. Maintain concrete surface temperature between 50 degrees F and 80 degrees F for

at least 5 days. Cure concrete in hot weather (above 80 degrees F) in accordance

with ACI 305.1. Cure concrete in cold weather (below 45 degrees F) in accordance

with ACI 306.1.

B. Water Curing:

1. Keep concrete continuously wet for a minimum of 10-days after placement.

Absorptive mats or fabric may be used to retain moisture during the curing period.

2. Use water curing in hot weather for liquid containment structures. Cover forms and

keep moist. Loosen forms as soon as possible without damage to the concrete, and

make provisions for curing water to run down inside them. During form removal, take

care to provide continuously wet cover to newly exposed surfaces.

C. Curing Compound:

1. When curing compound is allowed, apply it as soon as the concrete has set

sufficiently so as not to be marred by the application or apply it immediately following

form removal for vertical and other formed surfaces. Preparation of surfaces,

application procedures, and installation precautions shall follow manufacturer’s

instructions. For liquid containing structures, apply curing compound at twice the

manufacturer’s recommended dosage rate, applied in two coats perpendicular to

each other.

2. Do not use curing compound on concrete surfaces to be coated, waterproofed,

moisture-proofed, tiled, roofed, or where other coverings are to be bonded In these

cases, use water curing unless the curing compound is first removed or is compatible

with the final finish covering.

3.05 PROTECTION

A. Protect concrete from injurious action by sun, rain, flowing water, frost, and mechanical

means.

B. Loading green concrete is not permitted. Green concrete is defined as concrete with less

than 100 percent of the specified strength.

C. Backfill shall not be placed against concrete walls until the concrete has reached the

specified strength, connecting slabs and beams have been cast and have also reached

the specified strength, and watertightness testing and repairs have been completed for

liquid containing strutures to the satisfaction of the Owner’s Representative.

D. Arrangements for covering, insulating, heating, and protecting concrete in cold weather

shall be in accordance with ACI 306.1.

3.06 CONSTRUCTION JOINTS

A. General:

1. Place concrete in each unit of construction continuously. Before new concrete is

placed on or against concrete which has set, retighten forms and clean foreign

matter from the surface of the set concrete. Provide waterstops as specified.

B. Construction:


154828 03 30 00 - 14

1. Form construction joints by producing a rough surface of exposed aggregates using a

surface retardant; include joints between the slab and topping concrete. The limit of

the treated surfaces shall be 1 inch away from the joint edges. Within 24 hours after

placing, remove retarded surface mortar either by high pressure water jetting or stiff

brushing or combination of both so as to expose coarse aggregate. A rough surface of

exposed aggregate may also be produced by sandblasting followed by high pressure

water jetting. Sandblasting, if used, shall remove 1/4 inch of laitance film and expose

coarse aggregate to ensure adequate bond and watertightness at the construction

joints.

C. Locations:

1. Provide construction joint locations as follows:

a. Cast walls exceeding 50 feet in length in panels not to exceed 30 feet in length.

Cast adjoining panels only after 5-days have elapsed. Joints are not allowed

within the lesser of 10 feet or 25 percent of the wall length from a corner unless

specifically detailed thus on the drawings.

b. Locate joints in beams or girders at or near the quarter point between supports.

c. Make joints in the members of a floor system at or near the quarterpoint of the

span.

d. Make joints in walls and columns at the underside of floors, slabs, beams or

girders and at the tops of footings or floor slabs.

e. Cast slab panels in checkerboard patterns not to exceed 40 feet in length and

not to exceed 900 square feet in area, with maximum 1 ½ to 1 ratio of side

lengths. Minimum lapsed time between placing adjacent panels shall be 3-days.

The requirements for size of slab panel is waived if joints are located on the

Drawings.

2. Vertical construction joints shall have edges grooved or beveled at faces exposed to

view including interior faces of basins and tanks. Seal grooves subjected to wetting

or weather with joint sealant.

3. Continue reinforcing steel and any welded wire reinforcement through construction

joints. Beams, girders, and floor slabs shall not be constructed over columns or walls

until at least one day has elapsed to allow for initial shrinkage in the column or wall.

No joint will be allowed between a slab and a beam or girder unless otherwise shown.

Joints shall be perpendicular to the main reinforcement. Provide waterstops in

construction joints as specified.

3.07 INSERTS AND EMBEDMENTS

A. Inserts:

1. Where pipes, castings, or conduits are to pass through structures, position in forms

before placing concrete; or where shown on Drawings or approved by the Owner’s

Representative, provide openings in the concrete for subsequent insertion of such

pipes, castings, or conduits. Provided waterstops and a slight flare in the form to

facilitate grouting and permit the escape of entrained air during grouting.

2. Provide additional reinforcement around openings. Use non-shrink grout to infill

around inserts.

3. Place horizontal conduits and pipes, in slabs and beams, between the top and

bottom layers of reinforcement. Spacing and size limitations shall conform to

ACI 318.


154828 03 30 00 - 15

4. Conduits and pipes shall not run directly beneath a column or base plate.

5. Position conduit, pipe, dowels, and other ferrous items such that there will be a

minimum of 2-inches clearance between said item and concrete reinforcement.

Welding inserts to reinforcement is not permitted.

6. The outside diameter of conduit or pipe shall not exceed one-fourth the slab or beam

thickness.

B. Embedments:

1. Gate frames, gate thimbles, special castings, channels, grating frames, or other

miscellaneous metal parts to be embedded in concrete shall be secured in the forms

prior to concrete placement.

2. Embed anchor bolts and inserts in concrete as shown. Provide inserts, anchors, or

other bolts necessary for the attachment of piping, valves, metal parts, and

equipment.

3. Provide nailing blocks, plugs, strips, and the like necessary for the attachment of

trim, finish, and similar work. Voids in sleeves, inserts, and anchor slots shall be filled

temporarily with readily removable material to prevent entry of concrete. Do not use

continuouse anchor slots or strips in concrete intended to be watertight.

4. Positon operators or sleeves for gate or valve stems to clear reinforcing steel,

conduit, and other embedments, and to align accurately with equipment.

3.08 EXPANSION JOINTS

A. Expansion joints shall be as shown. Do not extend reinforcement or other embedded

metal items through expansion joints. Provide waterstops where indicated.

3.09 WATERSTOPS

A. Waterstops shall conform to ACI 301. Tie waterstops in position prior to placement of

concrete to prevent movement and deformation.

B. Provide waterstops in construction and expansion joints as follows:

1. Joints in parts of structures exposed to ground or water on one side and occupied by

non-submerged equipment or by personnel on the other.

2. Wall and slab joints of tanks and channels subject to water pressure.

3. Waterstops shall be provided for the full height of the walls.

4. Provide at other locations shown on the Drawings.

C. Field splices shall be at straight sections using heat fused welded, butt splices only.

Lapping of splices or joining by means other than heat fused welding is not allowed.

D. Install hydrophilic waterstops according to manuacturer’s recommendations. Surfaces of

concrete shall be prepared level/plumb and to the smoothness required by manufacturer.

Grind surface as necessary. Provide bonding adhesive and concrete nails with fender

washers to hold waterstop in position during concrete placment.

3.10 MODIFICATION OF EXISTING CONCRETE

A. General:


154828 03 30 00 - 16

1. Verify structural dimensions related to or controlled by previously constructed or

existing structures prior to concrete work.

B. Cutting or Coring Concrete:

1. Saw cut concrete to a depth of 1 inch to form straight outlines of concrete areas to

be removed. Where reinforcement is exposed due to saw cutting or core drilling and

no new material is to be placed on the cut surface, provide a protective epoxy coating

to the entire cut surface.

2. Coat surfaces of oversized openings with an epoxy bonding compound prior to re-

finishing with profiling mortar to the required opening size.

3. Grind existing joint edges to create a chamfer matching those used on adjacent

construction.

4. Investigate concrete to be drilled, cored, or sawcut to determine location of

reinforcing steel. Locate penetrations to clear existing reinforcing steel. Where not

possible to avoid reinforcing steel, consult the Engineer as to acceptability of cutting

reinforcing steel and provide new reinforcing systems as directed.

5. Locating methods include chipping to expose reinforcing steel, ground penetrating

radar, X-ray, or magnetic flux devices. Locates of existing reinforcing shall be by the

Contractor.

C. Joining New Concrete To Existing:

1. Existing concrete surfaces to be joined with new concrete shall be cleaned and

roughened by abrasive blasting, bush hammering, or other method to achieve ¼-inch

amplitude surface. Remove existing metalwork, embeds, or other interfering items.

Coat existing surface with epoxy bonding compound prior to placement of new

concrete.

D. Post-Installed Anchors and Dowels:

1. Use non-destructive methods for locating reinforcement prior to drilling operations.

For anchor and dowel locations that interfere with reinforcement, attempt to relocate

to avoid drilling through the reinforcement if possible.

2. For situations that do not allow relocation, cutting of reinforcement for installation is

subject to the following:

a. Prior to drilling through reinforcement, the Contractor shall consult the Owner’s

Representative or Engineer.

b. Drill holes with a hammer drill and carbide bit (core drilled holes are not allowed),

followed by brushing and air-cleaning with oil-free compressed air.

c. Holes drilled through reinforcement must be in compliance with adhesive anchor

assumptions for roughened hole surface typical of a hammer drill and carbide bit.

No smooth hole surfaces are allowed.

d. Do not cut slab rebar within 24 inches of a supporting wall, column, or an

opening in the slab.

e. No cutting of rebar is allowed in the middle third of slab spans for anchors with

diameters equal to or greater than 3/4 inch.

f. Maximum of two rebar may be cut in any 10 foot width of slab.

g. Maximum of two rebar may be cut within any 10 foot width of concrete wall.

h. Maximum of one rebar may be cut within any 8 foot width of CMU wall.


154828 03 30 00 - 17

3. For anchors that cannot be moved and that conflict with the above requirements,

consult Engineer for direction. It is not acceptable to cut reinforcement in beams,

columns, precast members, or stairs.

4. Use a pre-manufactured, self-mixing, injectable, two-component, epoxy adhesive, as

per Section 03 60 00. Follow manufacturer’s recommendations and ICC Evaluation

Report for installation.

E. Waterstops:

1. Where a waterstop between new and existing concrete is required, install either a

hydrophilic waterstop or a retrofit waterstop as indicated.

3.11 FORMED SURFACE FINISHES

A. Repair Of Surface Defects:

1. Repair surface defects, including tie holes, minor honeycombing, or otherwise

defective concrete in accordance with ACI 301. Clean areas to be repaired. Cut and

chip out honeycombed or otherwise defective areas to solid concrete, to a depth of at

least 1-inch. If defective area includes exposed reinforcing steel, correct by removing

concrete a minimum of 1-inch beyond the reinforcing. Make edges of the cut

perpendicular to the surface of the concrete in a neat rectangular patern.

2. Joints shall be grooved to a radius or bevel of ¾-inch depth.

3. Finish patches on exposed surfaces to match and blend with adjoining work. Cure

patches as specified for the concrete. Protect finished surfaces from stains and

abrasions.

B. Formed Surface Finishes:

1. Finish A - Grout Rubbed Finish

a. After repair of surface defects, apply a grout rubbed finish in accordance with

ACI 301 except that all form fins and other protrusions shall be completely

removed. Lightly sandblast surfaces prior to sacking. Sandblasting shall occur

after the specified curing period.

b. Add a PVA bonding compound to the mix water used in sacking mortar; as

recommended by the manufacturer.

c. Provide Finish A at uncoated surfaces of stair wells, interior surfaces of

equipment rooms, galleries, tunnels, operations areas, exposed channels and

tanks from 1 foot below minimum water surfaces and up, and at permanently

exposed vertical and sloped surfaces such as pipe chases.

d. Do not provide Finish A at concrete surfaces receiving a coating.

2. Finish B - Smooth Surface Finish

a. Initial surface preparation is the same as Finish A; repair surface defects and

remove all form fins.

b. Provide Finish B at surfaces to be coated. See Section 09 90 00 for additional

concrete surface preparation, including filling of bug holes, and coating

requirements.

3. Finish C - Rough Form Finish

a. Repair surface defects and imperfections greater than 3/8 inch in any

dimension. Remove form fins and protrusions down to less than 3/8 inch

projection.


154828 03 30 00 - 18

b. Provide Finish C or smoother, for interior surfaces of wet wells, tanks, and

channels; from 1 foot below minimum water surface and down.

c. Also apply Finish C to unoccupied interior areas not otherwise specified.

4. Finish D – Unfinished Surface

a. Repair surface defects and otherwise leave the surfaces as they come from the

forms, except plug tie holes and repair or remove defects greater than 1/2 inch

in any dimension.

C. Sample Of Formed Surface Finish A:

1. Provide a sample concrete panel, minimum 4 feet by 4 feet; representative of formed

surface Finish A. The panel shall be representative of the workmanship and finish

required, including repair of defects, filling of tie holes, sandblasting, and rubbing.

2. The sample shall be approved by the Owner’s Representative prior to the start of

production work. The sample shall be on display at the job site, and finished surfaces

shall match sample.

3.12 SLAB FINISHES

A. General:

1. The finishes specified herein include surface finishes, treatments and toppings for

floors and slabs. Do not use dry cement on new concrete surfaces to absorb excess

moisture. Round edges to a radius of 1/2 inch.

2. Slope floors to drain uniformly within a room or space. Unless otherwise specified,

slope shall be a minimum of 1/8 inch per foot toward nearest drain. Restrict use of

floor drains with only locally depressed slabs to locations specifically noted.

3. Immediately after final finish is applied, the surface shall be cured and protected as

specified in Curing, Sealing, and Protection paragraphs above.

4. Where finish is not specified, floor slabs shall receive a Steel Trowel Finish.

B. Float Finish:

1. Perform floating with a hand or power-driven float in accordance with ACI 301. Begin

floating when the bleed water sheen has disappeared and the surface has stiffened

sufficiently. Float as required to meet tolerance requirements of ACI 117 for a

conventional surface.

2. Floating shall close cracks and checks plus compact and smooth the surface. Refloat

the slab to a uniform texture.

3. Applly float finish to surfaces of channels, tank bottom slabs, tops of footings, and

surfaces to receive insulation or roofing.

C. Steel Trowel Finish:

1. Float the concrete surface as indicated above and then trowel in accordance with

ACI 301.

2. Provide Steel Trowel Finish on floors and walking surfaces unless specified

otherwise.

D. Broom Finish:


154828 03 30 00 - 19

1. Float the concrete surface as indicated above, then immediately give the concrete a

coarse transverse scored texture by drawing a broom or burlap belt across the

surface in accordance with ACI 301.

2. Provide a Broom Finish for walks, top of tank walls, slabs-on-grade exposed to

atmosphere, and where otherwise indicated.

3.13 TOPPING CONCRETE

A. Subfloor Finish:

1. Slabs to receive a topping concrete, topping grout, or tile; shall be float finished to

required elevations. Immediately following the final finishing, either:

a. treat slab with a retardant and abrasive blast to create expose aggregate with ¼

inch amplitude, or

b. create the ¼ inch amplitude roughened surface by raking the freshly floated

surface using a standard garden rake.

2. Immediately after finishing, proceed with required curing and protection of the slab

as stated above.

B. Topping Concrete or Grout:

1. Remove dirt, laitance, and loose aggregate. Keep cleaned base slab saturated

surface dry for a period of 24 hours prior to the application of topping. Remove

excess water.

2. Apply and scrub a neat cement grout into the surface of the base slab using a stiff

broom. The cement grout shall not be allowed to dry and shall be spread within 15

minutes ahead of the topping placement.

3. The topping shall then be placed, compacted, and floated. Test surface with a

straight edge to detect and correct high and low spots to a tolerance of 1/8 inch in

10 feet.

4. Incorporate float finish, surface hardener, steel trowel finish, etc as specified.

3.14 RELATED SURFACES

A. Stair Treads:

1. Construct stair treads with a nonskid nosing as specified in Section 05 50 00.

2. Treads shall have a Float Finish followed by a Steel Trowel Finish with a slope of

1/8 inch toward the front.

B. Finishing of Unformed Surfaces:

1. Adjacent Unformed Surfaces:

a. Tops of walls, buttresses, horizontal offsets, and similar unformed surfaces

occurring adjacent to formed surfaces shall be struck smooth after concrete is

placed and shall be Float Finished to a texture reasonably consistent with that of

the adjacent formed surface.

b. Continue final treatment of formed surface uniformly across the top of the

unformed surface.

2. Pavements and Sidewalks:

a. The surface of the concrete shall be screeded to grade and sloped to drain. After

screeding, the surface shall be Float Finished followed by a Broom Finish.


154828 03 30 00 - 20

b. Round edges and expansion joints to a radius of 1/2 inch. Control joints shall be

grooved or sawcut to a minimum depth of 1/4 the slab thickness.

3.15 FIELD SAMPLING AND TESTS

A. General:

1. Field sampling and tests shall be performed by an independent testing laboratory.

Samples of aggregates and concrete will be obtained at such times to represent the

quality of the materials and work throughout the project.

2. The laboratory shall provide necessary labor, materials and facilities for sampling

aggregate and for casting, handling, and initially storing the concrete samples at the

work site.

3. The minimum number of samples and tests are specified in Testing paragraph below.

B. Sampling:

1. Aggregates:

a. General:

1) Sample fine and coarse aggregates in accordance with ASTM D75 not less

than 30 days prior to the use of such aggregates in the work.

2) Take samples at the discharge gates of the bins feeding the weigh hopper.

Repeat sampling when the source of material is changed or when

unacceptable deficiencies or variations from the specified requirements of

materials are found.

3) Aggregate samples shall be tagged and their sources idenified.

b. Coarse Aggregate:

1) Take a sample weighing between 50 and 60 pounds after the batch plant is

brought up to full operation.

2) Take samples to obtain a uniform cross section, accurately representing the

materials on the belt or in the bins for sieve analysis.

c. Fine Aggregate:

1) Take samples as specified for coarse aggregate.

2) Take samples of sand when the sand is moist for sieve analysis and specific

gravity tests.

2. Concrete:

a. Take samples of plastic concrete in accordance with ASTM C172.

b. Take samples at the hopper of mixing equipment or transit mix truck, except as

noted in the Placing Concrete by Pumping subparagraph of the Conveying and

Placing article above.


154828 03 30 00 - 21

C. Testing:

1. Aggregate:

a. A minimum of one test of coarse aggregate per 400 cubic yards of concrete used

and a minimum of one test of fine aggregate per 200 cubic yards of concrete

used shall be made to confirm continuing conformance with specifications for

gradation, cleanliness and sand equivalent.

b. A maximum of one test per day of each aggregate is required.

c. Repeat of the entire concrete mix design test program is required before source

changes will be accepted.

2. Concrete:

a. Strength Tests:

1) The strengths specified for the design mix shall be verified by the

independent testing laboratory during placement of the concrete.

Verification shall be accomplished by testing standard cylinders of

concrete samples taken at the job site. Cylinders shall be 4 by 8 inch or 6

x 12 inch.

2) Concrete samples shall represent the concrete placed in the forms. One

set of six standard 6 x 12 inch (or nine 4 x 8 inch) cylinders shall be cast

of each class of concrete for each 50 cubic yards or less, or for each

5,000 square feet of slab or wall surface area placed per day. Provide

additional cylinders when an error in batching is suspected. Each set of

cylinders are cast from material taken from a single load of concrete.

3) Casting, handling and curing of cylinders shall be in accordance with

ASTM C31. For the first 24 hours after casting, keep cylinders moist in a

storage box constructed and located so that its interior air temperature

will be between 60 and 80 degrees F. At the end of 24 hours, the testing

laboratory will transport the cylinders to their laboratory.

4) Testing of specimens for compressive strength shall be in accordance

with ASTM C39. Each test shall consist of two 6 x 12 inch (or three 4 x 8

inch) test cylinders from each group of six (or nine) specimens. Test at

the end of 7 days and at the end of 28 days. The remaining cylinders

shall be tested at the end of 56 days if the 28-day strength reports below

specification.

5) A strength test shall consist of the average strength of two 6 x 12 inch (or

three 4 x 8). If one cylinder shows evidence of low strength due to

improper sampling, casting, handling, or curing, the result of the

remaining cylinders may be used if approved by the Owner’s

Representative.

6) The average of any three consecutive 28-day strength test results of the

cylinders representing each class of concrete for each structure shall be

equal to or greater than the specified strength. Not more than 10

percent of the individual strength test results shall have values less than

the specified 28-day strength for the total job concrete. No individual

strength test result shall be less than the specified strength by more than

500 pounds per square inch.

7) Provide certified reports of the test results directly to the Owner’s

Representative and the Engineer. Test reports shall include sufficient

information to identify the mix used, the stationing or location of the


154828 03 30 00 - 22

concrete placement, and the quantity placed. Slump, water/cement ratio,

air content, temperature of concrete, and ambient temperature shall be

noted.

8) The 28-day strength test results shall be evaluated in accordance with

ACI 214R. Quality control charts showing field test results shall be

included with the test results for each class of concrete in each major

structure. Charts shall be prepared in accordance with ACI 214R. Quality

control charts shall be maintained throughout the entire project and shall

be available for the Owner’s Representative’s inspection at any time.

9) If the 28-day test results fall below the specified compressive strength for

the class of concrete required for any portion of the work, adjustment in

the proportions, water content, or both, shall be made as necessary at

the Contractor’s expense. Report changes and adjustments in writing to

the Owner’s Representative.

10) If compressive test results indicate concrete in place may not meet

structural requirements, tests shall be made to determine if the structure

or portion thereof is structurally sound. Tests may include, but not be

limited to, cores in accordance with ASTM C42 and any other analyses or

load tests acceptable to the Engineer. Costs of such tests and/or anlysis

shall be borne by the Contractor.

b. Tests for Consistency of Concrete:

1) Measure slump in accordance with ASTM C143. Take samples for slump

determination from concrete during placement. Tests shall be made at

the beginning of concrete placement operation, whenever test cylinders

are cast, and at subsequent intervals to ensure that the specification

requirements are met.

2) For pumped concrete, measure slump in accordance with the Placing

Concrete by Pumping subparagraph of the Conveying and Placing article

above.

3) When high range water reducer is added at the site, slump tests shall be

taken before and after addition of the admixture.

c. Tests for Temperature and Air Content:

1) Temperature tests shall be made at frequent intervals during hot or cold

weather conditions until satisfactory temperature control is established.

Perform temperature tests whenever test cylinders are cast.

2) Measure air content in accordance with ASTM C231 whenever test

cylinders are cast. For pumped concrete, measure air content in

accordance with the Placing Concrete by Pumping subparagraph of the

Conveying and Placing article above.

D. Final Laboratory Report:

1. The testing laboratory shall provid a final report at the completion of all concreting.

This report shall summarize the findings concerning concrete used in the project and

provide totals of concrete used by class and structure.

2. Include final quality control charts for compressive strength tests for classes of

concrete specified in each major structure. Also include the concrete batch plant’s

coefficient of variation and standard deviation results for each class of concrete.


154828 03 30 00 - 23

3.16 REPAIR OF DAMAGED AND CRACKED CONCRETE:

A. Acceptance Of Concrete:

1. Completed cast-in-place concrete work shall conform to the applicable requirements

of ACI 301 and the Contract Documents. Concrete work that fails to meet these

requirements shall be repaired, as approved by the Engineer, to bring the concrete

into compliance. Repair methods shall be in accordance with ACI standards,

including ACI 503.7, and are subject to the approval of the Engineer.

2. Concrete that cannot be brought into compliance by approved repair methods will be

rejected. Remove and replace rejected concrete work.

3. The cost of repairs and replacement of defective concrete shall be borne by the

Contractor.

B. Repair Methods:

1. Damaged/defective concrete or concrete with crack widths exceeding 0.004 inches

at liquid-containing and conveying structures or crack widths exceeding 0.006 inches

for other structures shall be repaired by one of the following methods (only the

Engineer may determine that a defect or crack does not require repair):

a. Perform watertightness testing and repair as needed to meet leakage criteria in

this specification even when liquid-containing and conveying structures meet the

crack width criteria defined above.

b. Damaged or defective concrete includes surface defects, honeycomb, rock

pockets, indentations greater than 3/16 inch, spalls, chips, air bubbles greater

than 1/2 inch diameter, pinholes, bugholes, embedded debris, lift lines, sand

lines, bleed lines, leakage from form joints, fins, projections, form popouts,

texture irregularities, and stains or other color variation that cannot be removed

by cleaning.

1) Damaged or defective concrete is repaired according to procedures

outlined above under finish requirements, Repair of Surface Defects.

2. Crack Repair Method 1:

a. Fill the joint or crack by drilling holes to the affected area (following the product

manufacturer’s details), install injection ports, and force epoxy or chemical grout

(expanding urethane) into the joint under pressure.

b. Material type and repair proceedures shall be approved by Engineer.

c. After injection and curing; ports, sealing mix, and surface shall be cleaned and

worked to match the adjacent specified finish.


a. Fill cracks with low viscosity epoxy, applied by pouring/flooding crack zone until

cracks are filled. Prepare surface, install, and cure according to manufacturer’s

recommendations.

b. At a minimum, prepare surface to be clean and dry with no visible detrimental

material in cracks to be filled. Conform to temperature limitations of epoxy. Clean

and refinish to match adjacent surfaces.


a. Cut a bevel groove 3/8 to 1/2 inch in width and depth, use backer rod or tape,

and fill with sealant in accordance with manufacturer’s instructions.

b. This repair method is only used where approved by Engineer.


154828 03 30 00 - 24

c. Groove and sealant shall be applied on wet or hydrostatic pressure side of

surface.

C. Repair Method Use:

1. Repair Method 1: For cracks in walls, surfaces sloped 1:1 or greater, beams,

columns, structural slabs, overhead surfaces, and liquid retaining surfaces. Need for

repair depends upon crack width, location, and leakage.

2. Epoxy grout is used for repair of structural cracks and chemical grout (expanding

urethane) for repair of non-structural cracks at liquid-containing structures. The

Engineer shall determine whether a crack is classified as structural or non-structural.

3. Repair Method 2: Utilized in lieu of Method 1 for slabs when approved by Owner’s

Representative. Final finish shall match adjacent surfaces.

4. Repair Method 3: Limited to dry-surface slabs, walls subject to less than three feet of

liquid pressure, or as approved by Engineer. Repair Method 3 is not an equivalent

repair method to Repair Methods 1 or 2, which shall be considered the standards.

3.17 WATERTIGHTNESS TESTING AND REPAIR

A. Liquid Containing Concrete Tanks And Channels:

1. Watertightness testing shall comply with ACI 350.1 and the following requirements:

2. Concrete tanks, basins, reservoirs and channels which have walls or slabs subjected

to hydrostatic pressure shall be tested for watertightness. The tests shall be made

after the structure is complete and the concrete has achieved its specified 28-day

strength, but prior to application of waterproof coating or backfill.

3. Filling of the tank for watertightness testing shall not exceed a rate of 4 feet/hour. Fill

with water to the maximum operating water surface. Keep water at this level for at

least 72 hours prior to start of test.

4. Testing includes visual inspection of the dry sides of all walls, wall base construction

joint at top of the slab, and the soffit of elevated slabs for evidence of leakage. Damp

spots, leakage, or seepage revealed by the test, including those caused by shrinkage

of concrete, honeycombed areas, construction joints, or other sources shall be

repaired by Repair Method 1 (see Repair Methods paragraph in the Repair of

Damaged Concrete and Cracking article above).

5. Damp spots are defined as areas from which water that can be picked up on dry

hand and smeared across the dry concrete surface.

6. Re-test tanks or channels which have been repaired to check the suitability of

repairs.

7. Provide water required for testing and re-testing and dispose of in an approved

manner.

8. After repair of visual leakage, liquid containing or conveying concrete structures

supported on soil must also meet maximum leakage criteria into the soil through

their base slab or mat foundation as follows:

Structure Type Tightness Criterion

Containment structures fully lined prior to hydrostatic test No measurable loss

Cylindrical water and wastewater storage tanks and

reservoirs other than digesters

0.025 percent per

day


154828 03 30 00 - 25

Digesters 0.050 percent per

day (surcharged

hydrostatic test)

Rectangular basins and tanks 0.050 percent per

day

Concrete paved reservoirs and channels 0.10 percent per

day

Note: All damp spots and/or leakage through walls, wall-to-slab joints, and elevated slabs shall first be

repaired as described above. Leakage into soil equal to or less than the values shown in the table

above is permitted only through base slabs on soil or mat foundations.

9. Record volume loss by measuring the vertical distance from the water surface to a

fixed point on the tank above the water surface. Account for evaporation from open

surfaces.

10. If the drop in water surface during the 24-hour test period exceeds the values given

in the table above, exclusive of evaporation, the leakage is considered excessive and

shall be remedied.

3.18 CLEANUP

A. Upon completion of the work and prior to final inspection, clean all concrete surfaces as

follows: Sweep with a broom to remove loose dirt, then mop and/or flush with clean water.

Scrub by hand or machine as required to remove and blend stains or discolored areas .

B. Clean floors that have curing and sealing compound as stated above, followed by the final

application of curing and sealing compound.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Precast Concrete Vaults

154828 03 48 11 - 1

SECTION 03 48 11

PRECAST CONCRETE VAULTS

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Factory design and manufacture of precast concrete vault sections and accessories.

B. Quality assurance and control.

C. Field installation of vaults.

D. Waterproofing of vaults.

E. Installation of frames, hatches, and fall protection.

F. Ladders and safety devices.


A. Section 03 11 00 - Concrete Forming

B. Section 03 20 00 - Concrete Reinforcement

C. Section 03 30 00 - Cast-In-Place Concrete

1.03 REFERENCES

Reference Title


ASTM C207 Hydrated Lime for Masonry Purposes

ASTM C478 Precast Reinforced Manhole Sections

ASTM C913 Precast Concrete, Water, and Wastewater Structures

ACI 301 Specifications for Structural Concrete Buildings

ACI 315 Details and Detailing of Concrete Reinforcement

ACI 315R Manual of Engineering and Placing Drawings for Reinforced Concrete Structures


CRSI 63 Recommended Practice for Placing Reinforcing Bars

1.04 DESIGN

A. All vaults shall be designed by a licensed professional engineer registered in the State of

South Carolina, and engaged by the manufacturer. All dead loads, live loads, flotation,

erection, temperature and anchorage stresses shall be considered.

B. The calculations and drawings shall be prepared in a neat and legible manner, sealed by

the licensed Professional Engineer performing the calculations.


154828 03 48 11 - 2

C. The sealed calculations shall include a summary page to list all design loads, material

specifications, and design criterion used in the calculations.

D. For design, groundwater shall be assumed at the top of the vault and the design shall

provide for a 1.5 percent factor of safety against floatation.

E. Vaults shall be designed for H-20 wheel load on top slab, hatches, and surcharge loading

at grade around all sides of the vault.

1.05 SUBMITTALS

A. Submit evidence that shows current PCI, NPCA, and/or SCDOT certification.

B. Submit shop drawings of wall sections and bases proposed for this project, include joint

design and related details for field assembly as applicable.

C. Submit certification of conformance with Contract Documents and ASTM C478 or C913

as applicable.

D. Submit catalog cut and installation details for cast iron manhole covers, aluminum

hatches with fall protection grates, and ladders with safety devices

E. Submit catalog cut for waterproofing system used on exterior surfaces.

F. Under a separate submittal, provide two file copies of calculations for each vault

indicating all loads and load combinations. Other than the summary page, calculations

will not be reviewed; calculations will not be returned to Contractor.


A. Manufacturer shall be a PCI, NPCA, and/or SCDOT-certified plant for production of

precast vaults as specified herein.

B. Aggregate used in producing concrete shall be from SCDOT approved sources.

1.07 QUALITY CONTROL INSPECTION

A. The quality of all materials, the process of manufacture and the finished sections shall

be subject to inspection by Engineer. Such inspection may be made at the place of

manufacture and/or at the Site after delivery.

B. All sections shall be inspected for general appearance, dimensions, soundness, etc. The

surface shall be dense, close-textured and free of honeycomb, cracks, roughness,

exposure of reinforcement, damaged joints, or other irregularities.

C. All sections which have been damaged after delivery will be rejected, or if already

installed, shall be repaired or removed and replaced entirely at Contractor’s expense.

D. Rejected sections shall be tagged as such, segregated from other sections, and removed

from the Site.


154828 03 48 11 - 3

PART 2 PRODUCTS

2.01 CONCRETE

A. Minimum 28-Day Compressive Strength - 4500 psi.

2.02 REINFORCEMENT

A. Reference Section 03 20 00.

2.03 PRECAST OR CAST-IN-PLACE CONCRETE BASES

A. Design and manufacture of precast concrete bases shall conform to the requirements of

this section and ASTM C478 or C913 as applicable. Cast-in-place concrete bases shall

conform to Section 03 11 00 and Section 03 30 00.

B. Bases shall conform to the dimensions indicated on the Drawings or as required by

design. The horizontal joint at the top of the base shall be compatible with that of the

precast wall section.

C. Sumps shall be where shown on the Drawings. Walking surfaces shall be sloped to the

sump, have a non-slip broom finish, and be sealed with a penetrating concrete sealer.

Minimum concrete fill thickness at sumps shall be two inches.

2.04 PRECAST CONCRETE WALLS

A. Design and manufacture of precast concrete walls shall conform to the requirements of

this section and ASTM C478 or C913 as applicable.

B. All tongue-and-groove joints in the precast wall, including the joint at the top of the base,

shall be made up using gaskets.

C. The precast sections shall be provided with a special groove to receive and hold the

gasket in position during joint assembly.

D. After joint assembly, the gap between sections shall be packed on the inside and outside

with “Masterflow 713” by Master Builder; “Five Star Grout” by U.S. Grout Corp.; or equal,

and shall be troweled smooth so that no projections remain on the inside. There shall be

concrete to concrete bearing between the various sections. The gasket shall not support

the weight of the section.

2.05 PRECAST CONCRETE SLAB TOPS

A. Precast reinforced concrete slab tops shall be manufactured in accordance with ASTM

C478 or C913 as applicable. Openings and frames shall be provided for hatches where

shown on the Drawings. Slab tops shall be set in a full bed of mortar.

B. Slab tops shall be crowned or sloped to drain, minimum 1/4 inch per foot.

C. Concrete slab tops shall receive a non-slip broom finish and a penetrating concrete

sealer per Section 03 30 00.


154828 03 48 11 - 4

2.06 PIPE SEALS

A. Where polyethylene, plastic or PVC pipe is utilized, connections between vault and pipes

shall be made with flexible rubber sleeves with stainless steel straps and bolts. Provide

an elastomeric waterstop gasket where sleeve sizes are not commercially available.

B. The annular space around the pipe wall or sleeve shall be packed with “Masterflow 713”

by Master Builders, “Five Star Grout” by U.S. Grout Corp.; or equal. Before the grout has

set, Contractor shall recheck invert elevations of the pipe.

C. For steel or ductile iron pipe, provide a pipe sleeve sized to accept the pipe plus a

modular mechanical seal such as Link Seal or equal.

2.07 HATCHES

A. Hatches shall be of the size and type shown on the Drawings and as described in Section

08 31 20 – Floor Access Doors.

1. Aluminum single leaf, watertight gasketed floor hatch. Floor hatch shall be furnished

with flush stainless steel hinges, aluminum stiffeners, and lockable slam latch.

Hatches shall have extended aluminum frame to match concrete thickness with

continuous anchor and shall be constructed of 1/4 inch minimum aluminum

diamond pattern plate design.

2. Hatches shall be provided with an auto-lock, hold-open device and torsion spring

assembly. All hardware, including all parts of the latch and lifting mechanism

assemblies, hold-open arms and guides, and all brackets, hinges, pins and fasteners

shall be stainless steel or bronze.

3. The hatches shall be designed for an H-20 wheel load. A 1-inch drain coupling shall

be provided in hatch frame. Contractor to extend drain to exterior of structure or to

sump pit at vaults intended to remain dry.

4. At all hatches, provide a hinged aluminum grate fall-through protection system.

5. Aluminum hatches shall be Bilco “PCM” or as manufactured by Washington

Aluminum Company or equal.

2.08 LADDER

A. Where shown on Drawings, provide ladder rungs made of cast iron or polypropylene with

steel reinforcement. Rungs shall be either cast in place or drilled and adhesive grouted in

the shop. Rungs are equally spaced at a maximum 12-inch spacing from the top of the

base slab to the top of the top slab.

B. Install ladder rungs so that the distance from the rungs to the finished wall is 7 inches.

C. Provide stainless steel ladder access safety post by Bilco, U.S.F. Fabrications, or equal.

2.09 OPENINGS AND INSERTS

A. All openings required in the concrete shall be reinforced with additional diagonal bars

tied to each layer of wall or slab reinforcement.

B. Any required pipe sleeves, inserts, and wall openings shall be coordinated with

mechanical requirements prior to casting the units.


154828 03 48 11 - 5

2.10 WATERPROOFING

A. Around the exterior of all wall joints, apply the “Bituthene” primer and membrane

waterproofing system by W.R. Grace Company, or equal.

B. Exterior wall surfaces shall be waterproofed using manufacturer’s standard two-coat

system, specifically designed to waterproof the exterior of concrete surfaces in a below-

grade submerged condition.

C. For the top slab and above-grade exposed side walls, the concrete shall be sealed with

two coats of a penetrating concrete slab sealer.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that subgrade elevations for vault base is correct, excavation is dewatered, and

subgrade is pre-compacted.

B. Verify that rejected units have been removed from Site.

3.02 PREPARATION

A. Provide foundation mat of run-of-crusher stone to support base. Mat shall be 6 inches

minimum depth and shall bear on sound undisturbed earth; excavate and remove

subgrade material as necessary to reach sound subgrade.

B. Stone foundation mat shall be a minimum of 1 foot greater than the footprint of the vault

base, and shall be compacted to a uniform, level surface.

3.03 INSTALLATION

A. Vault shall be accurately located and uniformly supported on the foundation mat in a

level position.

B. Install wall sections in properly oriented position; follow manufacturer’s instructions for

joining together each section using the gaskets. Pack joints with grout.

C. Units shall be laid-up plumb and level.

D. Contractor is responsible for the integrity of all materials and protection against flotation

during the installation and backfilling process.

3.04 COATINGS

A. All exterior below-grade wall joints shall be sealed using a membrane waterproofing

system. Next, all below-grade wall surfaces shall be waterproofed, applied per

manufacturer’s instructions.

B. After installation is complete, the cover slab and interior walking surfaces shall be sealed

as specified above.


154828 03 48 11 - 6

3.05 BACKFILLING

A. Backfill using well compacted structural fill material, being careful to not damage exterior

waterproof coating while providing full support under connecting pipes using compacted

bedding material.

B. During the one year warranty period, all visible leaks shall be sealed in an approved

manner.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Grouting

154828 03 60 00 - 1

SECTION 03 60 00

GROUTING

PART 1 GENERAL

1.01 DESCRIPTION

A. Section includes: Grout for column base plates, other structural supports, equipment

bases, surface repair and uses other than masonry. Grout for masonry is specified in

Section 04 20 00.


A. This section contains specific references to the following related sections. Additional

related sections may apply that are not specifically listed below.

1. Section 43 05 13 Rigid Equipment Mounts

1.03 REFERENCES:






Reference Title

ASTM C230 Flow Table for Use in Tests of Hydraulic Cement

ASTM C307 Standard Test Method for Tensile Strength of Chemical-Resistant

Mortar, Grouts, and Monolithic Surfacings

ASTM C531 Standard Test Method for Linear Shrinkage and Coefficient of Thermal

Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings,

and Polymer Concretes

ASTM C579 Standard Test Methods for Compressive Strength of Chemical-Resistant

Mortars, Grouts, Monolithic Surfacings and Polymer Concretes

ASTM C882 Standard Test Method for Bond Strength of Epoxy-Resin Systems Used

with Concrete by Slant Shear

ASTM C942 Standard Test Method for Compressive Strength of Grouts for

Preplaced-Aggregate Concrete in the Laboratory

ASTM C1107 Packaged Dry, Hydraulic-Cement Grout (Non-shrink)

ASTM C1181 Standard Test Methods for Compressive Creep of Chemical-Resistant

Polymer Machinery Grouts

ASTM E329 Agencies Engaged in Construction Inspection, Testing, or Special

Inspection

COE CRD-C611 Flow of Grout for Preplaced Aggregate Concrete

COE CRD-C621 Non-shrink Grout

IBC International Building Code


154828 03 60 00 - 2

1.04 SUBMITTALS


1. Procedure: Section 01 33 00:












4. Complete product literature and installation instructions for the following:

Cementitious non-shrink grout, epoxy grout, adhesive for dowel and anchor setting,

and concrete repair mortar products to be used on the project.

5. Current ICC Evaluation Service reports for adhesives used for dowel and anchor

setting.

6. Installer certification in accordance with ACI/CRSI Adhesive Anchor Installer

Certification Program for installers of horizontal or upwardly inclined adhesive

anchors.


A. Quality Control by Owner

1. The Owner will provide the services of a qualified Special Inspector in accordance

with Section 01 45 29.

2. Adhesive anchors installed in horizontal or upwardly inclined orientations to resist

sustained tension loads shall be continuously inspected during installation by a

Special Inspector.

a. The Special Inspector shall furnish a report to the Engineer, Owner’s

Representative and Building Official that the work covered by the report has been

performed and that the materials used and the installation procedures used

conform with the approved Project Manual and the Manufacturer’s Printed

Installation Instructions (MPII).

B. Quality Control by Contractor

1. Provide the services of an independent testing laboratory which complies with the

requirements of ASTM E329 if a product other than those listed below is proposed

and test data is not available from the supplier to demonstrate equivalence to the

specified grout. The testing laboratory shall sample and test the proposed grout

materials. Costs of testing laboratory services shall be borne by the Contractor.

C. Certifications

1. Installer certification shall be in accordance with ACI/CRSI Adhesive Anchor Installer


anchors.


154828 03 60 00 - 3

PART 2 PRODUCTS

2.01 CEMENTITIOUS NON-SHRINK GROUT

A. Cementitious non-shrink non-metallic aggregate grout shall be:

1. BASF, Masterflow 928

2. Euclid Chemical Company, Hi-Flow Grout

3. Five Star Products, Inc., Five Star Grout

4. Sika Corporation, SikaGrout 212

5. Approved Equal

2.02 EPOXY GROUT FOR EQUIPMENT MOUNTING:

A. Epoxy grout for equipment mounting shall be a non-cementitious, resin based, multi-

component formulation. Epoxy grout shall be flowable, with shrinkage minimized to

achieve minimum 98% effective bearing area. Epoxy grout shall be:

1. BASF, Masterflow 648

2. Euclid Chemical Company, E3-G

3. Sika Corporation, Sikadur 42

4. Approved Equal.

2.03 ADHESIVE FOR DOWEL AND ANCHOR SETTING

A. Adhesive for setting dowels and anchoring connection/base plate bolts shall be an

injectable two-component epoxy adhesive. Adhesive shall be approved for the intended

use per the product ICC Report. Adhesive shall be:

1. Hilti, HIT-RE 500-SD

2. Simpson Strong Tie, SET XP Anchoring Adhesive

3. Approved Equal (equivalent product must have ICC approval for use in cracked

concrete in areas with high seismic risk).

2.04 CONCRETE REPAIR MORTAR

A. Horizontal Applications: Repair mortars shall be:

1. BASF, MasterEmaco S 466CI

2. Sika Corporation, SikaTop 111 Plus

3. Approved Equal

B. Vertical and Overhead Applications: Repair mortars shall be:

1. BASF, MasterEmaco 1500HCR Vertical Overhead

2. Sika Corporation, SikaTop 123 Plus

3. Approved Equal

PART 3 EXECUTION

3.01 EXAMINATION

A. Examine and accept existing conditions before beginning work.


154828 03 60 00 - 4

3.02 CEMENTITIOUS NONSHRINK GROUT

A. Non-shrink, cementitious, nonmetallic aggregate grout shall be used for column base

plates, structural bearing plates, and all locations where the general term “non-shrink

grout” is indicated on the Drawings. Use of this grout to support the bearing surfaces of

machinery shall be as specified in Section 43 05 13 or as detailed on the Drawings for

specific locations or pieces of equipment. If guidance is not provided in locations noted

above, use of non-shrink grout for equipment mounting shall be limited to equipment

less than 25 horsepower or 750 pounds. Grout shall be placed and cured in accordance

with the manufacturer's instructions.

B. Non-shrink cementitious grout shall not be used as a surface patch or topping. Non-

shrink cementitious grout must be used in confined applications only.

3.03 EPOXY GROUT FOR EQUIPMENT MOUNTING

A. Prepare concrete surfaces of equipment pads as indicated in details on the Drawings

and as required by the epoxy grout manufacturer. Epoxy grout for equipment mounting

shall be placed and cured in accordance with the requirements of Section 43 05 13,

details on the Drawings, and in conformance with manufacturer’s recommendations.

3.04 CONCRETE REPAIR MORTAR

A. Concrete repair materials and procedures shall be submitted for review to the Owner’s

Representative and shall be accepted prior to commencement of the repair work.

B. Follow all manufacturer's instructions, including those for minimum and maximum

application thickness, surface preparation and curing. Add aggregate as required per

manufacturer's recommendations. Any deviations from the manufacturer's instructions

shall be submitted for review to the Owner’s Representative and shall be accepted prior

to commencement of the work.

END OF SECTION

DIVISION 05

METALS

Section Title

05 05 13.13 ZINC COATINGS

05 05 20 ANCHOR BOLTS

Lake Keowee to Adkins WTP Raw Water System Zinc Coatings

154828 05 05 13.13 - 1

SECTION 05 05 13.13

ZINC COATINGS

PART 1 GENERAL

1.01 DESCRIPTION

A. This section specifies both hot-dip zinc coating and mechanical zinc coating.

Electroplated corrosion protection is not an acceptable substitute for mechanical zinc

coating.

1.02 REFERENCES















or replaced.

Reference Title

ASTM A123 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A143 Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural

Steel Products and Procedure for Detecting Embrittlement

ASTM A153 Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A384 Safeguarding Against Warpage and Distortion During Hot-Dip

Galvanizing of Steel Assemblies

ASTM A385 Providing High-Quality Zinc Coatings (Hot-Dip)

ASTM A780 Repair of Damaged Hot-Dip Galvanized Coatings

ASTM B695 Coatings of Zinc Mechanically Deposited on Iron and Steel

MILSPEC DOD-P-21035 Paint, High Zinc Dust Content, Galvanizing Repair

1.03 SUBMITTALS


1. Zinc dust-zinc oxide coating manufacturer's product data showing conformance to

the specified product.

2. Manufacturer's recommendation for application of zinc dust-zinc oxide coating.

Lake Keowee to Adkins WTP Raw Water System Zinc Coatings

154828 05 05 13.13 - 2

3. Coating applicator's Certificate of Compliance that the hot-dip galvanized coating

meets or exceeds the specified requirements of ASTM A123 or A153, as applicable.

PART 2 PRODUCTS

2.01 MATERIALS

A. Zinc Coating:

1. Hop-dip zinc coating material shall be as specified in ASTM A123 and A153, as

applicable. Mechanical zinc coating shall be as specified in ASTM B695.

B. Zinc Dust-Zinc Oxide Coating:

1. Zinc dust-zinc oxide coating shall conform to MILSPEC DOD-P-21035. Coating shall

be as manufactured by Z.R.C. Chemical Products Co., Galvicon Co., or equal.

2.02 FABRICATION REQUIREMENTS

A. Fabrication practices for products to be galvanized shall be in accordance with applicable

portions of ASTM A143, A384 and A385.

PART 3 EXECUTION

3.01 APPLICATION

A. Steel members, fabrications and assemblies shall be galvanized after fabrication in

accordance with ASTM A123.

B. Structural steel connection bolts, screws, nuts, washers shall be hot-dip galvanized per

ASTM A153.

3.02 COATING REQUIREMENTS

A. Hot-dip coating weight shall conform to paragraph 5.1 of ASTM A123 or Table 1 of ASTM

A153, as appropriate.

B. Mechanically applied coating thickness shall be Class 50 as specified in ASTM B695.

3.03 REPAIR OF DEFECTIVE GALVANIZED COATING

A. Where zinc coating has been damaged after installation, substrate surface shall be first

cleaned and then repaired with zinc dust-zinc oxide coating in accordance with ASTM

A780. Application shall be as recommended by the zinc dust-zinc oxide coating

manufacturer. Coating shall consist of multiple coats to dry film thickness of 8 mils.

B. Items not physically damaged, but which have insufficient or deteriorating zinc coatings,

and items damaged in shipment or prior to installation, shall be removed from the

project site for repair by the hot-dip zinc coating method.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Anchor Bolts

154828 05 05 20 - 1

SECTION 05 05 20

ANCHOR BOLTS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Bolts and all-thread rods used to attach structural elements and

equipment to concrete. Included are cast-in-place and post-installed anchors (adhesive

systems and wedge type expansion anchors), nuts and washers.

B. Cast-in-place and post-installed anchors shall be Type 316 stainless steel unless noted

otherwise.


A. This section contains specific references to the following related sections. Additional

related sections may apply that are not specifically listed below.

1. Section 03 60 00 Grouting

1.02 REFERENCES






Reference Title


ASTM A193 Alloy-Steel and Stainless Steel Bolting for High Temperature or High

Pressure Service and Other Special Purpose Applications

ASTM A194 Carbon and Alloy Steel Nuts for Bolts for High Pressure or High Temperature

Service, or Both

ASTM A320 Alloy-Steel and Stainless Steel Bolting for Low-Temperature Service

ASTM A563 Carbon and Alloy Steel Nuts

ASTM F593 Stainless Steel Bolts, Hex Cap Screws, and Studs

ASTM F594 Stainless Steel Nuts

ASTM F844 Washers, Steel, Plain (Flat), Unhardened for General Use

ASTM F1554 Anchor Bolts, Steel, 36, 55, 105-ksi Yield Strength


1.03 SUBMITTALS




154828 05 05 20 - 2












4. Anchor bolt placement plans.

5. Anchor bolt, nut, and washer material information, including material certifications.

6. Record copy of design calculations and details showing the required diameter,

length, embedment, edge distance, confinement, anchor reinforcement, anchor bolt

sleeves, connection redesign, and other conditions, stamped and signed by a

Professional Engineer currently registered in the state of South Carolina.

7. Product Data:

a. ICC Evaluation Service Reports for post-installed adhesive type anchors and

expansion (wedge type) anchors when allowed. Products shall be ICC approved

for use in cracked concrete in high seismic areas (Seismic Design Category D, E

and F).

b. Product data indicating load capacity charts/calculations.

c. Chemical resistance.

d. Temperature limitations.

e. Manufacturers written installation instructions.

8. Installer certification for horizontal or upwardly inclined adhesive anchors in

accordance with ACI/CRSI Adhesive Anchor Installer Certification Program.


A. Quality Assurance By Owner

1. Special inspection of anchor bolts shall be performed by the Special Inspector under

contract with the Owner and in accordance with IBC Chapter 17.

2. Adhesive anchors installed in horizontal or upwardly inclined orientations to resist

sustained tension loads shall be continuously inspected during installation by a

Special Inspector.

3. The Special Inspector shall furnish a report to the Engineer, Owner’s Representative,

and Building Official that the work covered by the report has been performed and

that the materials used and the installation procedures used conform with the

approved Project Manual and the Manufacturer’s Printed Installation Instructions

(MPII).

B. Certifications

1. Installer certification shall be in accordance with ACI/CRSI Adhesive Anchor Installer


anchors.


154828 05 05 20 - 3

PART 2 PRODUCTS

2.01 GENERAL

A. Anchor bolt holes in equipment support frames shall not exceed the bolt diameters by

more than 1/4 inch. Minimum anchor bolt diameter shall be 1/2 inch. Anchor bolts for

equipment mounting and vibration isolation systems shall be provided as specified.

B. Tapered washers shall be provided where mating surface is not square with the nut.

C. Anchor bolts shall be cast-in-place anchors unless post-installed anchors are specified or

shown on the Drawings. Substitution of post-installed anchors will not be permitted

unless specifically requested by the Contractor and approved by the Engineer.

2.02 PERFORMANCE/DESIGN CRITERIA

A. Anchor bolts for equipment shall be designed by the equipment manufacturer to include

equipment operational loads combined with seismic and wind forces when applicable.

Design criteria provided in Section 01 73 24.

2.03 MATERIALS

A. Anchor bolt materials shall be as specified in the following table:

Material Specification

Stainless Steel Anchor Bolts ASTM A193 or A320, Type 316

Stainless Steel Threaded Rods ASTM F593, Type 316

Stainless Steel Nuts and Washers ASTM A194 Heavy Hex Nuts and Washers, Type 316

ASTM F594 Heavy Hex Nuts at Adhesive Anchors, Type 316

Carbon Steel Anchor Bolts ASTM F1554, Grade 36, Hot Dip Galvanized

High-Strength Carbon Steel Anchor Bolts ASTM F1554, Grade 55, Weldable per Supplementary

Requirement S1, Hot Dip Galvanized

Carbon Steel Nuts and Washers ASTM A563 and F844, Heavy Hex, Hot-Dip Galvanized

Concrete Adhesive Anchors

Hilti “HIT-RE 500-SD”, Simpson “SET-XP”, or approved equal,

with Type 316 Stainless Steel threaded rods

Masonry Adhesive Anchors Hilti "HIT-HY 70", Simpson “SET”, or approved equal, with Type

316 Stainless Steel threaded rods

Masonry Expansion (wedge) Anchors* Hilti "KWIK BOLT 3", or approved equal, Type 316 Stainless

Steel

Concrete Expansion (wedge) Anchors * Hilti “KWIK BOLT TZ”, or approved equal, Type 316 Stainless

Steel

*Post installed anchors shall always be an adhesive type anchor system except where noted otherwise or

when Contractor makes a request for a specific application and Engineer approves.

2.04 STAINLESS STEEL FASTENER LUBRICANT (ANTI-SEIZING)

A. Anti-seizing Lubricant for Stainless Steel Threaded Connections:

1. Formulated to resist washout.

2. Acceptable manufacturers are Bostik, Saf-T-Eze, or equal.


154828 05 05 20 - 4

2.05 ANCHOR BOLT SLEEVES

A. Provide anchor bolt sleeves as shown on design drawings and as required by equipment

manufacturer’s design.

1. Provide high density polyethylene plastic sleeves of single unit construction with

deformed sidewalls such that the concrete and grout lock in place.

2. The top of the sleeve shall be self-threading to provide adjustment of the threaded

anchor bolt projection.

3. Acceptable manufacturers are Contec, Wilson, or equal.

PART 3 EXECUTION

3.01 GENERAL

A. Anchor bolts shall be cast-in-place anchors unless post-installed anchors are specified or

shown on the Drawings.

B. Grouting of anchor bolts using plastic sleeves with non-shrink or epoxy grout, where

specified, shall be in accordance with Section 03 60 00.

C. The threaded end of anchor bolts and all-thread rods shall be long enough to project

through the entire depth of the nut and if too long, shall be cut off at ½-inch beyond top

of nut and ground smooth.

3.02 CAST-IN-PLACE ANCHOR BOLTS

A. Anchor bolts to be embedded in concrete shall be placed accurately and held in correct

position using templates while the concrete is placed.

B. After anchor bolts have been embedded, their threads shall be protected by grease and

the nuts run on.

3.03 ADHESIVE ANCHOR BOLTS

A. Note that adhesive anchors shall not be substituted for cast-in-place anchor bolts unless

the adhesive anchors have been specified or shown on the Drawings, or approval has

been obtained from the Engineer that substitution of adhesive anchors is acceptable for

the specific use and location. Use of adhesive anchors shall be subject to the following

conditions:

1. Limit to locations where intermittent or continuous exposure to the following is

extremely unlikely:

a. Acid concentrations higher than 10 percent

b. Chlorine gas

c. Machine or diesel oils

2. Limit to applications where exposure to the following is extremely unlikely:

a. Fire

b. Concrete or rod temperature above 120 degrees F


154828 05 05 20 - 5

3. Overhead applications (such as pipe supports) shall not be allowed unless approved

by the Engineer and installation is by an Installer specially certified for overhead

applications.

4. Approval from Engineer for specific application and from supplier of equipment to be

anchored, if applicable.

5. Anchor diameter and material shall be per Contract Documents or equipment

manufacturer’s specifications. Anchor shall be threaded or deformed the full length

of embedment and shall be free of rust, scale, grease, and oils.

6. Embedment depth shall be as specified or as required by the equipment

manufacturer.

7. Follow the anchor system manufacturer’s installation instructions.

8. Holes shall have rough surfaces created by using a hammer drill with carbide bit.

Core drilled holes are not allowed.

9. Holes shall be blown clean with oil-free compressed air and be free of dust or

standing water prior to installation. Follow additional requirements of the adhesive

manufacturer.

10. Concrete and air temperature shall be compatible with curing requirements of

adhesives per adhesive manufacturer’s instructions. Anchors shall not be placed in

concrete when the temperature is below 25 degrees F.

11. Anchors shall be left undisturbed and unloaded for full adhesive curing period, which

is based on temperature of the concrete.

3.04 EXPANSION ANCHORS

A. Expansion (wedge type) anchors shall not be substituted for cast-in-place anchor bolts or

adhesive anchors unless approved by the Engineer for a specific application. Use of

expansion anchors shall be subject to conditions 4 through 9 as specified above for

adhesive anchors. Expansion anchors shall not be used in a submerged condition or in

mounting of equipment subject to vibration or cyclic motion.

3.05 REINFORCING STEEL CONFLICTS WITH POST-INSTALLED ANCHOR INSTALLATION

A. When reinforcing steel is encountered in the drill path, slant drill to clear obstruction and

provide beveled washer to match angle of anchor. Drill shall not be slanted more than 10

degrees.

B. Where slanting the drill does not resolve the conflict, notify the Owner’s Representative

and resolve the conflict to the satisfaction of the Owner’s Representative in consultation

with the Engineer.

C. Abandoned post-installed anchor holes shall be cleaned and filled with non-shrink grout

and struck off flush with adjacent surface.

D. The costs of determining and executing the resolution shall be borne by the Contractor.

The determination and execution of the resolution shall not result in additional cost to

the Owner.

E. Reinforcing steel in masonry shall not be damaged.


154828 05 05 20 - 6

F. In order to avoid or resolve a conflict, locate embedded reinforcing steel using non-

destructive methods and/or redesign the attachment.

1. Redesign shall be done by the Contractor’s Professional Engineer currently registered

in the state of South Carolina.

2. Calculations and details for redesign shall be submitted.

END OF SECTION

DIVISION 07

THERMAL AND MOISTURE PROTECTION

Section Title

07 91 26 JOINT FILLERS

07 92 00 JOINT SEALANTS

Lake Keowee to Adkins WTP Raw Water System Joint Fillers

154828 07 91 26 - 1

SECTION 07 91 26

JOINT FILLERS

PART 1 GENERAL

1.01 DESCRIPTION

A. This section specifies preformed joint fillers.


A. References:

















Reference Title

ASTM D994 Preformed Expansion Joint Filler for Concrete (Bituminous Type)

ASTM D1752 Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and

Structural Construction

PART 2 PRODUCTS

2.01 PREFORMED ASPHALT FIBERBOARD

A. Preformed asphalt fiberboard joint filler shall be in accordance with ASTM D994 and

shall be 1/2 inch thick unless otherwise specified.

2.02 PREFORMED RESIN-BONDED CORK

A. Preformed resin-bonded cork joint filler shall be in accordance with ASTM D1752, Type II.

Cork joint filler thickness shall match the specified joint width.

2.03 PRODUCT DATA


1. Manufacturer's recommendations for handling and installation of the material.

Lake Keowee to Adkins WTP Raw Water System Joint Fillers

154828 07 91 26 - 2

PART 3 EXECUTION

3.01 GENERAL

A. Preformed joint fillers shall be placed into position before the concrete is poured. Where

it is necessary for the filler to be fixed to existing concrete or other building materials, a

suitable adhesive recommended by the filler manufacturer shall be used. Filler surfaces

shall be clean and dry prior to the placement of the concrete.

3.02 PREFORMED ASPHALT FIBERBOARD

A. Preformed asphalt fiberboard joint fillers shall be used for expansion joints in concrete

sidewalks, curbs, and roadways.

3.03 PREFORMED RESIN-BONDED CORK

A. Preformed resin-bonded cork joint filler shall be used for expansion joints in concrete

structures. The expansion joint shall be sealed with backer rod and sealant as specified

in Section 07 92 00.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Joint Sealants

154828 07 92 00 - 1

SECTION 07 92 00

JOINT SEALANTS

PART 1 GENERAL

1.01 DESCRIPTION

A. This section specifies joint sealants.


A. References:

















Reference Title

FEDSPEC TT-S-00230C Sealing Compound: Elastomeric Type, Single Component

FEDSPEC TT-S-00227E Sealing Compound: Elastomeric Type, Multi-Component

PART 2 PRODUCTS

2.01 POLYURETHANE SEALANT

A. Acceptable Products:

1. Acceptable products shall be Sikaflex by Sika Chemical Corporation, Vulkem by

Mameco International, U-Seal Joint Sealant by Burke Company, or Rubber Calk by

Products Research and Chemical Corporation.

B. General:

1. Polyurethane sealants shall conform to FEDSPEC TT-S-0230C for one-component

systems and FEDSPEC TT-S-00227E for two-component systems. Polyurethane

sealant shall be one of the following two types.

a. Self-Leveling:

1) Self-leveling polyurethane sealant shall be Type I, Class A as specified by the

FEDSPECs referenced above.

b. Nonsag:


154828 07 92 00 - 2

1) Nonsag polyurethane sealant shall be Type II, Class A as specified by the

FEDSPECs referenced above.

C. Primer:

1. Primer shall be as recommended by the sealant manufacturer.

D. Backer Rod or Backer Tape:

1. Backer rod shall be open cell polyethylene or polyurethane foam. Rod shall be

cylindrical unless otherwise specified. Backer tape shall be polyethylene or

polyurethane with adhesive on one side.

2.02 MASTIC SEALANT

A. General:

1. Mastic joint sealant shall consist of a blend of refined asphalts, resins and

plasticizing compounds, reinforced with fiber. Sealant shall be compatible with joint

fillers and shall be pressure grade.

B. Primer:

1. Primer shall be as recommended by the mastic sealant manufacturer.

2.03 PRODUCT DATA


1. Manufacturer's product data showing conformance to the specified products.

2. Manufacturer's recommendations for storage, handling and application of sealants

and primers.

PART 3 EXECUTION

3.01 GENERAL

A. Sealants and primers shall be applied according to the sealant manufacturer's

recommendations. Polyurethane sealants shall be used on all expansion joints and

specified construction joints.

B. Joints and spaces to be sealed shall be clean, dry and free of dust, loose mortar,

concrete and plaster. Additional preparation of joints and spaces shall be provided in

accordance with manufacturer's recommendations. Primer shall be applied only to the

surfaces that will be covered by the sealant.

3.02 POLYURETHANE SEALANTS

A. General:

1. Nonsag polyurethane sealants shall be used on vertical joints. Self-leveling

polyurethane sealants shall be used on horizontal joints.

B. Joint Dimensions:

1. Unless otherwise specified, joints and spaces to be filled shall be constructed to the

following criteria. Joints and spaces shall have a minimum width of 1/4 inch and a


154828 07 92 00 - 3

maximum width of 1 inch. The depth of the sealant shall be one-half the width of the

joint, but in no case less than 1/4 inch deep. Sealant depth shall be measured at the

point of smallest cross section. When joints exceed the depth requirements, backing

rod shall be inserted to provide the joint depth specified. If the joint sealant depth is

within the specified tolerances, backer tape shall be placed in the bottom of the joint.

3.03 MASTIC SEALANT

A. Joint Dimensions:

1. Joints to be sealed shall be 2 inches deep, 1 inch wide at the top, and 3/4 inch wide

at the base.

END OF SECTION

DIVISION 08

OPENINGS

Section Title

08 31 20 FLOOR ACCESS DOORS

Lake Keowee to Adkins WTP Raw Water System Floor Access Doors

154828 08 31 20 - 1

SECTION 08 31 20

FLOOR ACCESS DOORS

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Factory-fabricated single or double leaf aluminum floor access doors

and frames with water drainage. Include telescoping ladder safety post, and fall

protection grating system.

1.02 REFERENCES






Reference Title

ASTM B221 Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes

ASTM B632 Aluminum-Alloy Rolled Tread Plate

ASTM A240 Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for

Pressure Vessels and for General Applications

ASTM F593 Stainless Steel Bolts, Hex Cap Screws, and Studs

ASTM F594 Stainless Steel Nuts

AASHTO American Association of State Highway and Transportation Officials

OSHA U.S. Dept. of Labor, Occupational Safety and Health Administration

1.03 SUBMITTALS














4. Statement of experience for both manufacturer and installer.

5. Fabrication drawings showing layouts, connections to structure, and anchoring

details.


154828 08 31 20 - 2

6. Erection and installation drawings showing construction details, reinforcement,

anchorage, and installation with relation to the building construction.

7. Drain pipe layout from the drain coupling to the discharge point.

B. Informational Submittals:

1. Manufacturer's product data showing conformance to the specification.

2. Structural calculations for the floor access door design provided by the manufacturer

and sealed by a registered professional engineer registered in the State of South

Carolina.

3. Instructions for the storage, handling, installation, and operation.

4. Manufacturer’s warranty.


A. Manufacturer: Minimum of 5 years’ experience manufacturing similar products.

B. Installer: Minimum of 2 years’ experience installing similar products.

1.05 DELIVERY, STORAGE AND HANDLING

A. Deliver materials in manufacturer’s original packaging, stored in a dry, protected, well-

vented area. Inspect product upon receipt and report damage to carrier and

manufacturer.

1.06 SPECIAL WARRANTY

A. Materials shall be free of defects in material and workmanship for a period of 5 years

from the date of purchase. Should a part fail to function in normal use within this period,

manufacturer shall furnish a new part at no charge.

PART 2 PRODUCTS

2.01 MANUFACTURERS

A. The following manufacturers are acceptable. The manufacturer’s standard product may

require modification to conform to specified requirements.

1. The Bilco Company.

2. Babcock Davis.

3. Halliday Products.

4. East Jordan Iron Works (EJ).

5. Approved Equal.

2.02 PERFORMANCE/DESIGN CRITERIA

A. Door leafs shall be reinforced to support a minimum live load of 300 psf or AASHTO

H-20 wheel load with a maximum deflection of 1/150th of the span. See Floor Access

Door Schedule at the end of this section, which indicates loading criteria required at each

location.


154828 08 31 20 - 3

B. Nominal opening sizes and hinge opening side shall be as noted on the Drawings and in

the Floor Access Door Schedule.

2.03 MATERIALS

A. Access doors, single or double leaf: 1/4 inch minimum aluminum with diamond tread

pattern; ASTM B632, 6061-T6.

B. Channel frame shall be 1/4 inch minimum extruded aluminum with bent down anchor

tabs around the perimeter: ASTM B221, 6061-T6.

C. Hardware: ASTM A240 Type 316 stainless steel throughout.

D. Fasteners:

1. Bolts: ASTM F593

2. Nuts: ASTM F594

2.04 COMPONENTS/ FEATURES

A. Manufacturer shall provide the required number and size of compression spring

operators enclosed in telescopic tubes to provide, smooth, easy, and controlled door leaf

operation throughout the entire arc of opening; and to act as a check in retarding

downward motion of the cover when closing.

B. Spring tubes shall be constructed of a reinforced nylon 6/6-based engineered composite

material. The upper tube shall prevent accumulation of moisture, grit, and debris inside

the lower tube assembly. The lower tube shall interlock with a flanged support shoe

fastened to a formed 1/4 inch gusset support plate.

C. Door leafs shall be equipped with a hold-open arm which automatically locks the door in

the open position. A removable exterior turn/lift handle with a spring loaded ball detent

shall be provided to open the door and the latch release shall be protected by a flush,

gasketed, removable screw plug. A stainless steel snap lock with fixed handle shall be

mounted on the underside of the door.

D. Provide heavy forged aluminum hinges with 1/4 inch minimum diameter stainless steel

pins.

1. Hinges must operate in such a manner to prevent the door leafs from protruding into

the channel frame.

2. Design hinges specifically for horizontal installation.

3. Hinges shall be through-bolted to the cover with tamperproof stainless steel lock

bolts and through-bolted to the frame with stainless steel bolts and locknuts.

E. A continuous ethylene propylene diene monomer (EPDM) gasket shall be mechanically

attached to the aluminum frame to create a barrier around the entire perimeter of the

cover and significantly reduce the amount of dirt and debris that may enter the channel

frame.

F. A 1.5 inch drain coupling shall be provided.


154828 08 31 20 - 4

G. Provide telescoping ladder safety posts for easy, safe ladder access through the access

door openings.

1. Material: Stainless steel.

2. Telescoping post to be permanently mounted to the top two rungs of fixed ladders.

3. Post must automatically lock in the fully raised position to provide the user with a

firm and steady hand-hold.

4. Post to have release lever that allows the post to be easily lowered to its retracted

position.

H. Provide a fall protection grating system where indicated in the Floor Access Door

Schedule. Manufacturer shall install the grating system when the door is fabricated.

1. Design Criteria: Meet OSHA 29 CFR 1910.23 requirements for fall protection.

2. Grating panel material: Aluminum with powder coat paint finish.

3. Grating panel color: High visibility OSHA safety yellow or orange.

4. Grating panel shall lock automatically in the full open position.

5. Grating panel shall lift open in the opposite direction as the door(s).

6. Hold open feature: Stainless steel hold open device shall be provided to lock the

cover in the fully open 90 degree position.

7. Lift mechanism and hardware: Stainless steel lifting mechanisms as specified above

for all fall protection panels that weigh over 50 pounds.

8. Grating openings: Reinforced with easy-open aluminum covers for removal of

instrumentation below access doors.

2.05 FINISHES

A. Door and frame: Mill finish aluminum with heavy bituminous coating where in contact

with concrete.

B. Telescopic safety post: aluminum or stainless steel.

C. Springs: Electro-coated acrylic finish.

PART 3 EXECUTION

3.01 EXAMINATION

A. Examine substrates and openings for compliance with requirements for installation

tolerances and other conditions affecting performance.

B. Proceed with installation only after unsatisfactory conditions have been corrected.

3.02 INSTALLATION

A. Installation shall conform to the manufacturer’s recommendations.

B. Frame shall be accurately cast in place and securely anchored to concrete. Installation of

access doors after concrete is placed is not allowed.


154828 08 31 20 - 5

C. Set frame level, plumb and in proper alignment with adjacent work.

D. Contractor shall field route a 1.5 inch Schedule 80 PVC drain pipe from the 1.5 inch

drain coupling on all access doors to the water or floor level below. Place drain pipe clear

of the access area below the door and as approved by the Owner’s Representative.

3.03 REPAIR/RESTORATION

A. Repair finishes damaged during installation.

B. Remove and replace doors that are warped, bowed, or otherwise damaged.

3.04 ADJUSTING

A. Adjust doors and hardware after installation for proper operation.

3.05 CLEANING

A. Clean exposed surfaces using methods acceptable to the manufacturer that will not

damage finish.

3.06 FLOOR ACCESS DOOR SCHEDULE

Floor Access Doors

Mark Location Clear Opening

Size 1

Leafs Loading Fall

Protection

Grating

Comments

H-01 Interconnect Site 2 2’-6” x 4’-0” Double H-20 Yes Drain channel to sump.

Note:

1. Clear opening is defined as the dimensions such that objects can pass through the floor access door. Lifting and other

hardware shall be outside of the opening dimensions.

END OF SECTION

DIVISION 09

FINISHES

Section Title

09 90 00 PAINTING AND COATING

Lake Keowee to Adkins WTP Raw Water System Painting and Coating

154828 09 90 00 - 1

SECTION 09 90 00

PAINTING AND COATING

TABLE OF CONTENTS

PART 1 GENERAL ......................................................................................................................................... 3

1.01 DESCRIPTION ............................................................................................................................... 3

A. Scope: ...................................................................................................................................... 3

B. Definitions: .............................................................................................................................. 3

1.02 QUALITY ASSURANCE .................................................................................................................. 5

A. References: ............................................................................................................................. 5

B. Standardization: ...................................................................................................................... 7

C. Quality Control Requirements: ............................................................................................... 7

D. Inspection at Hold Points: ...................................................................................................... 8

1.03 DELIVERY AND STORAGE ............................................................................................................ 9

A. General: ................................................................................................................................... 9

1.04 SUBMITTALS: ................................................................................................................................ 9

A. General: ................................................................................................................................... 9

1.05 RESPONSIBILITIES OF THE CTR ............................................................................................... 11

A. General: ................................................................................................................................ 11

B. Coating System Installation Training: ................................................................................. 11

C. Coating System Inspection: ................................................................................................. 11

D. Final Report: ......................................................................................................................... 12

PART 2 PRODUCTS .................................................................................................................................... 12

2.01 MATERIALS ................................................................................................................................ 12

A. General: ................................................................................................................................ 12

Material Requirements for Coating Systems: All of U.S. Except California .................... 12

2.02 PRODUCT DATA ......................................................................................................................... 13

A. General: ................................................................................................................................ 13

PART 3 EXECUTION ................................................................................................................................... 13

3.01 COATINGS .................................................................................................................................. 13

A. General: ................................................................................................................................ 13

B. Shop and Field Coats: .......................................................................................................... 14

C. Application Location Requirements: ................................................................................... 14

3.02 PREPARATION ........................................................................................................................... 15

A. General: ................................................................................................................................ 15

B. Blast Cleaning: ..................................................................................................................... 15

C. Solvent Cleaning: ................................................................................................................. 16

D. Metallic Surfaces: ................................................................................................................ 16

E. Concrete Surfaces: .............................................................................................................. 17

F. Masonry Surfaces: ............................................................................................................... 18

G. Fiberglass Reinforced Plastic (FRP) Surfaces: ................................................................... 18


154828 09 90 00 - 2

3.03 APPLICATION ............................................................................................................................. 18

A. Workmanship: ...................................................................................................................... 18

B. Coating Properties, Mixing and Thinning: ........................................................................... 19

C. Atmospheric Conditions: ..................................................................................................... 19

D. Concrete Substrate Temperatures and Detail Treatment: ................................................ 19

E. Protection of Coated Surfaces: ........................................................................................... 20

F. Method of Coating Application: ........................................................................................... 20

G. Film Thickness and Continuity: ........................................................................................... 20

H. Special Requirements: ........................................................................................................ 21

I. Electrical and Instrumentation Equipment and Materials: ............................................... 21

J. Soluble Salt Contamination of Metallic Substrates: .......................................................... 21

3.04 CLEANUP ................................................................................................................................... 22

A. General: ................................................................................................................................ 22

3.05 COATING SYSTEM SPECIFICATION SHEETS (COATSPEC) ....................................................... 22

A. General: ................................................................................................................................ 22

Table A Coating Specification Sheets ............................................................................... 22

Coating System Specification Sheets (COATSPEC) .......................................................... 23

A. Coating System Identification: E-1 ............................................................................. 23

B. Coating System Identification: E-2 ............................................................................. 23

C. Coating System Identification: EU-1 ........................................................................... 24

D. Coating System Identification: M-1 ............................................................................ 25

3.06 COATING SYSTEMS SCHEDULE (FINISH SCHEDULE) ............................................................. 25

A. General: ................................................................................................................................ 25

Coating Systems Schedule (Finish Schedule) .................................................................. 26

A. General: All Surfaces not Specified by Area or Structure ......................................... 26

3.07 INSPECTION AND TESTING BY OWNER ................................................................................... 26

A. General: ................................................................................................................................ 26

3.08 FINAL INSPECTION .................................................................................................................... 27

A. General ................................................................................................................................. 27


154828 09 90 00 - 3

SECTION 09 90 00

PAINTING AND COATING

PART 1 GENERAL

1.01 DESCRIPTION

A. Scope:

1. This Section specifies coating systems, surface preparations, and application

requirements for coating systems.

B. Definitions:

1. Specific coating terminology used in this Section is in accordance with definitions

contained in ASTM D16, ASTM D3960, and the following definitions.

a. Definitions:

1) Abrasive: Material used for blast cleaning, such as sand, grit or shot.

2) Abrasive Blast Cleaning: Cleaning/surface preparation by abrasive propelled

at high speed.

3) Anchor Pattern: Profile or texture of prepared surface(s).

4) ANSI: American National Standards Institute.

5) Bug Holes: Small cavities, usually not exceeding 15 mm in diameter, resulting

from entrapment of air bubbles in the surface of formed concrete during

placement and compaction.

6) Coating/Paint/Lining Thickness: The total thickness of primer, intermediate

and/or finish coats.

7) Coating System Applicator (CSA): A generic reference to the specialty

subcontractor or subcontractors retained by the Contractor to install the

coating systems specified in this Section.

8) Coating System Manufacturer (CSM): Refers to the acceptable coating

system manufacturer, abbreviated as the CSM.

9) Coating System Manufacturer’s Technical Representative(s) (CTR): Refers to

the technical representative(s) of the acceptable Coating System

Manufacturer and is abbreviated as CTR.

10) Dew point: Temperature of a given air/water vapor mixture at which

condensation starts.

11) Dry Film Thickness (DFT): Depth of cured film, usually expressed in mils

(0.001 inch). Use this definition as opposed to existing definition.

12) Drying Time: Time interval between application and curing of material.

13) Dry to Recoat: Time interval between application of material and ability to

receive next coat.

14) Dry to Touch: Time interval between application of material and ability to

touch lightly without damage.

15) Feather Edging: Reducing the thickness of the edge of paint.

16) Feathering: Operation of tapering off the edge of a point with a comparatively

dry brush.


154828 09 90 00 - 4

17) Field Coat: The application or the completion of application of the coating

system after installation of the surface at the site of the work.

18) Hold Point: A defined point, specified in this Section, at which work shall be

halted for inspection.

19) Holiday: a discontinuity, skip, or void in coating or coating system film that

exposes the substrate.

20) Honeycomb: Segregated condition of hardened concrete due to non-

consolidation.

21) ICRI: International Concrete Repair Institute.

22) Incompatibility: Inability of a coating to perform well over another coating

because of bleeding, poor bonding, or lifting of old coating; inability of a

coating to perform well on a substrate.

23) Laitance: A layer of weak, non-durable concrete containing cement fines that

is brought to the surface through bleed water because of concrete finishing

and/or over-finishing.

24) Mil: 0.001 inch.

25) NACE: National Association of Corrosion Engineers.

26) Overspray: Dry spray, particularly such paint that failed to strike the intended

surface.

27) Pinhole: A small diameter discontinuity in a coating or coating system film

that is typically created by outgassing of air from a void in a concrete

substrate resulting in exposure of the substrate or a void between coats.

28) Pot Life: Time interval after mixing of components during which the coating

can be satisfactorily applied.

29) Resurfacer/Resurfacing Material: A layer of cementitious and/or resin-base

material used to fill or otherwise restore surface continuity to worn or

damaged concrete surfaces.

30) Shelf Life: Maximum storage time for which a material may be stored without

losing its usefulness.

31) Shop Coat: One or more coats applied in a shop or plant prior to shipment to

the site of the work, where the field or finishing coat is applied.

32) Spreading Rate: Area covered by a unit volume of paint at a specific

thickness.

33) SSPC: The Society for Protective Coatings.

34) Stripe Coat: A separate coat of paint applied to all weld seems, pits,

nuts/bolts/washers and edges by brush. This coat shall not be applied until

any previous coat(s) have cured and, once applied, shall be allowed to cure

prior to the application of the subsequent coat(s).

35) Surface Saturated Dry (SSD): Refers to concrete surface condition where the

surface is saturated (damp) without the presence of standing water.

36) Tie Coat: An intermediate coat used to bond different types of paint coats.

Coatings used to improve the adhesion of a succeeding coat.

37) Touch-Up Painting: The application of paint on areas of painted surfaces to

repair marks, scratches, and areas where the coating has deteriorated to

restore the coating film to an unbroken condition.

38) TPC: Technical Practice Committee.


154828 09 90 00 - 5

39) Volatile Organic Compound (VOC) Content: The portion of the coating that is a

compound of carbon, is photochemically reactive, and evaporates during

drying or curing, expressed in grams per liter (g/l) or pounds per gallon

(lb/gal).

40) Immersion: Refers to a service condition in which the substrate is below the

waterline or submerged in water or wastewater at least intermittently if not

constantly.

41) Weld Splatter: Beads of metal scattered near seam during welding.

42) Wet Film Thickness (WFT): The primer or coating film’s thickness immediately

following application. Wet film thickness is measured in mils or thousandths

of an inch (0.001 inch) and is abbreviated WFT.


A. References:
















later date, discontinued, or replaced.

Reference Title

ANSI/ASC 29.4

Exhaust Systems

Abrasive Blasting Operations – Ventilation and Safe Practice

ANSI/NSF 61 Drinking Water System Components Health Effects

ANSI B74.18 Grading of Certain Abrasive Grain on Coated Abrasive Material

ASTM D16 Standard Terminology for Paint, Related Coatings, Materials, and Applications

ASTM D2200

(SSPC-VIS1)

Pictorial Surface Preparation Standards for Painting Steel Surfaces

ASTM D3960 Standard Practice for Determining Volatile Organic Compound (VOC) Content of Paints and

Related Coatings

ASTM D4262 Standard Test Method for pH of Chemically Cleaned or Etched Concrete Surfaces

ASTM D4263 Standard Test Method for Indicating Moisture in Concrete by the Plastic Sheet Method

ASTM D4414 Standard Practice for Measurement of Wet Film Thickness by Notch Gages

ASTM D4417 Standard Test Methods for Field Measurement of Surface Profile of Blast Cleaned Steel

ASTM D4541 Standard Test Methods for Pull-Off Strength of Coatings On Metal Substrates Using

Portable Adhesion Testers

ASTM D4787 Standard Practice for Continuity Verification of Liquid or Sheet Linings Applied to Concrete

Substrates


154828 09 90 00 - 6

Reference Title

ASTM D5162 Standard Practice for Discontinuity (Holiday) Testing of Nonconductive Protective Coating

on Metallic Substrates

ASTM D7234 Standard Test Method for Pull-Off Adhesion Strength of Coatings on Concrete Using

Portable Adhesion Testers.

ASTM E337 Standard Test Method for Measuring Humidity With a Psychrometer

ASTM F1869 Standard Test Method for Measuring Moisture Vapor Emission Rate of Concrete Subfloor

Using Anhydrous Calcium Chloride

FS 595b Federal Standard Colors

ICRI 03732 Guideline for Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings,

and Polymer Overlays

NACE Publication 6D-163 A Manual for Painter Safety

NACE Publication 6F-163 Surface Preparation of Steel or Concrete Tank/Interiors

NACE Publication 6G-164 A Surface Preparation Abrasives for Industrial Maintenance Painting

NACE Standards January 1988 Edition of the National Association of Corrosion Engineers, TPC.

NACE Standard RP0188 Standard Recommended Practice – Discontinuity (Holiday) Testing of New Protective

Coatings on Conductive Substrates

NACE Standard RP0288 Standard Recommended Practice, Inspection of Linings on Steel and Concrete

NACE Standard RP0892 Standard Recommended Practice, Linings Over Concrete in Immersion Service

NACE Publication TPC2 Coatings and Linings for Immersion Service

NAPF 500-03 Surface Preparation Standard for Ductile Iron Pipe and Fittings in Exposed Locations

Receiving Special External Coatings and/or Special Internal Linings

NAPF 500-03-04 Abrasive Blast Cleaning for Ductile Iron Pipe

NAPF 500-03-05 Abrasive Blast Cleaning for Cast Ductile Iron Fittings

OSHA 1910.144 Safety Color Code for Marking Physical Hazards

OSHA 1915.35 Standards – 29CFR - Painting

SSPC Paint Application Specification No. 1.

SSPC-AB 1 Mineral and Slag Abrasives

SSPC-PA 1 Shop, Field, and Maintenance Painting of Steel

SSPC-PA 2 Measurement of Dry Coating Thickness with Magnetic Gages

SSPC-PA 9 Measurement of Dry Coating Thickness on Cementitious Substrates Using Ultrasonic

Gages

SSPC-PA Guide 1 Guide for Illumination of Industrial Painting Project

SSPC-PA Guide 3 A Guide to Safety in Paint Application

SSPC-PA Guide 6 Guide for Containing Debris Generated During Paint Removal Operations

SSPC-PA Guide 11 Guide for Coating Concrete

SSPC SP1 Solvent Cleaning

SSPC SP2 Hand Tool Cleaning

SSPC SP3 Power Tool Cleaning

SSPC SP5 White Metal Blast Cleaning

SSPC SP6 Commercial Blast Cleaning

SSPC SP7 Brush-Off Blast Cleaning

SSPC SP10 Near-White Blast Cleaning

SSPC SP11 Power Tool Cleaning to Bare Metal

SSPC SP12 Surface Preparation and Cleaning of Steel and Other Hard Materials by High and Ultra-High

Pressure Water Jetting Prior to Recoating

SSPC SP13 Surface Preparation of Concrete

SSPC-TR2 Wet Abrasive Blast Cleaning

SSPC-TU-3 Overcoating


154828 09 90 00 - 7

Reference Title

SSPC-TU-4 Field Methods for Retrieval and Analysis of Soluble Salts on Substrates.

SSPC V2 Systems and Specifications: Steel Structures Painting Manual, Volume 2

SSPC-VIS 1 Visual Standard for Abrasive Blast Cleaned Steel

SSPC-VIS 3 Visual Standard for Power and Hand – Tool Cleaned Steel

SSPC-VIS 4 Visual Standards (Waterjetting)

SSPC-VIS 5 Visual Standards (Wet Abrasive Blast Cleaning)

WPCF Manual of Practice No.

17

Paints and Protective Coatings for Wastewater Treatment Facilities. Guide and Paint

Application Specifications.

B. Standardization:

1. Materials and supplies provided shall be the standard products of CSMs. Materials in

each coating system shall be the products of a single CSM.

2. The standard products of CSMs other than those specified may be acceptable when

it is demonstrated to the Construction Manager that they are equal in composition,

durability, usefulness, and convenience for the purpose intended. Requests for

consideration of CSMs other than those specified in this Section will be considered,

provided the following minimum conditions are met. Such requests are not a

substitution for submittals after the alternative CSMs have been considered and

accepted.

a. The proposed coating system shall use an equal or greater number of separate

coats to achieve the required total dry film thickness.

b. The proposed coating system shall use coatings of the same generic type as that

specified including curing agent type.

c. Requests for consideration of products from CSMs other than those specified in

this Section shall include information listed in paragraph 1.04, demonstrating

that the proposed CSM’s product is equal to the specified coating system.

d. The Contractor and the proposed alternative CSM shall provide a list of

references for the proposed product where the coating of the same generic type

has been applied. The reference list shall include the project name, city, state,

owner, phone number of owner; coating system reference and number from this

Section 09 90 00; type of facility in which it was used, generic type, and year

coating was applied.

C. Quality Control Requirements:

1. The Contractor is responsible for the workmanship and quality of the coating system

installation. Inspections by the Construction Manager or the CTR will not relieve or

limit the Contractor’s responsibilities.

2. The Contractor’s methods shall conform to requirements of this specification and the

standards referenced in this Section. Changes in the coating system installation

requirements will be allowed only with the written acceptance of the Construction

Manager before work commences.

3. Only personnel who are trained by the CTR specifically for this contract or who are

approved by the CSM specifically for this contract shall be allowed to perform the

coating system installation specified in this Section.

4. Contaminated, outdated, diluted materials, and/or materials from previously opened

containers shall not be used.


154828 09 90 00 - 8

5. For repairs, the Contractor shall provide the same products, or products

recommended by the CSM, as used for the original coating.

6. The Contractor shall identify the points of access for inspection by the Owner or the

Construction Manager. The Contractor shall provide ventilation, ingress and egress,

and other means necessary for the Construction Manager’s personnel to access

safely the work areas.

7. The Contractor shall conduct the work so that the coating system is installed as

specified and shall inspect the work continually to ensure that the coating system is

installed as specified. Coating system work that does not conform to the

specifications or is otherwise not acceptable shall be corrected as specified.

8. The Contractor shall complete the Coating System Inspection Checklist, Form

09 90 00-A, included in Section 01 99 90, for coating system installations. Follow the

sequential steps required for proper coating system installation as specified and as

listed in the Coating System Inspection Checklist. For each portion of the work, install

the coating system and complete sign-offs as specified prior to proceeding with the

next step. After completing each step as indicated on the Coating System Inspection

Checklist, the Contractor shall sign the checklist indicating that the work has been

installed and inspected as specified.

9. The Contractor shall provide written daily reports that present, in summary form, test

data, work progress, surfaces covered, ambient conditions, quality control inspection

test findings, and other information pertinent to the coating system installation.

D. Inspection at Hold Points:

1. The Contractor shall conduct inspections at Hold Points during the coating system

installation and record the results from those inspections on Form 09 90 00-A. The

Contractor shall coordinate such Hold Points with the Construction Manager such

that the Construction Manager may observe Contractor’s inspections on a scheduled

basis. The Contractor shall provide the Construction Manager a minimum of two (2)

hours of notice prior to conducting Hold Point Inspections. The Hold Points shall be

as follows:

a. Environment and Site Conditions. Prior to commencing an activity associated with

coating system installation, the Contractor shall measure, record, and confirm

acceptability of ambient air temperature and humidity as well as other conditions

such as proper protective measures for surfaces not to be coated and safety

requirements for personnel. The acceptability of the weather and/or

environmental conditions within the structure shall be determined by the

requirements specified by the CSM of the coating system being used.

b. Conditions Prior to Surface Preparation. Prior to commencing surface

preparation, the Contractor shall observe, record, and confirm that oil, grease,

and/or soluble salts have been eliminated from the surface.

c. Monitoring of Surface Preparation. Spot checking of degree of cleanliness,

surface profile, and surface pH testing, where applicable. In addition, the

compressed air used for surface preparation or blow down cleaning shall be

checked to confirm it is free from oil and moisture.

d. Post Surface Preparation – Upon completion of the surface preparation, the

Contractor shall measure and inspect for proper degree of cleanliness and

surface profile as specified in this Section 09 90 00 and in the CSM’s written

instructions.


154828 09 90 00 - 9

e. Monitoring of Coatings Application – The Contractor shall inspect, measure, and

record the wet film thickness and general film quality (visual inspection) for lack

of runs, sags, pinholes, holidays, etc. as the application work proceeds.

f. Post Application Inspection – The Contractor shall identify defects in application

work including pinholes, holidays, excessive runs or sags, inadequate or

excessive film thickness and other problems as may be observed.

g. Post Cure Evaluation – The Contractor shall measure and inspect the overall dry

film thickness. The Contractor shall conduct a DFT survey, as well as perform

adhesion testing, holiday detection, or cure testing as required based on the type

of project and the specific requirements in this Section 09 90 00 and/or in the

CSM’s written instructions.

h. Follow-up to Corrective Actions and Final Inspection. The Contractor shall

measure and reinspect corrective coating work performed to repair defects

identified at prior Hold Points. This activity also includes final visual inspection

along with follow-up tests such as holiday detection, adhesion tests, and DFT

surveys.

1.03 DELIVERY AND STORAGE

A. General:

1. Materials shall be delivered to the job site in their original, unopened containers.

Each container shall be properly labeled. Materials shall be handled and stored to

prevent damage to or loss of label.

2. Labels on material containers shall show the following information:

a. Name or title of product.

b. CSM's batch number.

c. CSM's name.

d. Generic type of material.

e. Application and mixing instructions.

f. Hazardous material identification label.

g. Shelf life expiration date.

3. Materials shall be stored in enclosed structures and shall be protected from weather

and excessive heat or cold in accordance with the CSM’s recommendations.

Flammable materials shall be stored in accordance with state and local

requirements.

4. Containers shall be clearly marked indicating personnel safety hazards associated

with the use of or exposure to the materials.

5. Material Safety Data Sheets (MSDS) for each material shall be provided to the

Construction Manager.

6. The Contractor shall store and dispose of hazardous waste according to federal, state

and local requirements. This requirement specifically addresses waste solvents and

coatings.

1.04 SUBMITTALS:

A. General:

1. Provide in accordance with Section 01 33 00:


154828 09 90 00 - 10

a. A copy of this specification section, with addendum updates included, and


paragraph check-marked (✓) to indicate specification compliance or marked to

indicate requested deviations from specification requirements or those parts

which are to be provided by the Contractor or others. Check marks shall denote

full compliance with a paragraph as a whole. If deviations from the specifications

are indicated, and therefore requested by the Contractor, each deviation shall be


paragraph, referenced to a detailed written explanation of the reasons for

requesting the deviation. The Construction Manager shall be the final authority

for determining acceptability of requested deviations. The remaining portions of

the paragraph not underlined shall signify compliance on the part of the

Contractor with the specifications. Failure to include a copy of the marked-up

specification sections, along with justification(s) for requested deviations to the

specification requirements shall be cause for rejection of the entire submittal and

no further submittal material will be reviewed.

b. CSM’s current printed recommendations and product data sheets for coating

systems including:

1) Volatile organic compound (VOC) data.

2) Surface preparation recommendations.

3) Primer type, where required.

4) Maximum dry and wet-mil thickness per coat.

5) Minimum and maximum curing time between coats, including atmospheric

conditions for each.

6) Curing time before submergence in liquid.

7) Thinner to be used with each coating.

8) Ventilation requirements.

9) Minimum atmospheric conditions during which the paint shall be applied.

10) Allowable application methods.

11) Maximum allowable moisture content.

12) Maximum shelf life.

c. Affidavits signed and sealed by an officer of the CSM’s corporation, attesting to

full compliance of each coating system component with current and promulgated

federal, state, and local air pollution control regulations and requirements.

d. Material Safety Data Sheets (MSDS) for materials to be delivered to the job site,

including coating system materials, solvents, and abrasive blast media.

e. List of cleaning and thinner solutions allowed by the CSMs.

f. Storage requirements including temperature, humidity, and ventilation for

Coating System Materials as recommended by the CSMs.

g. CSM's detailed, written instructions for coating system treatment and graphic

details for coating system terminations in the structures to be coated including

pipe penetrations, metal embedments, gate frames, and other terminations to be

determined from the contract drawings. This information shall also include detail

treatment for coating system at joints in concrete.

h. The Contractor and CSA shall provide a minimum of five project references each

including contact name, address, and telephone number where similar coating

work has been performed by their companies in the past five years.


154828 09 90 00 - 11

1.05 RESPONSIBILITIES OF THE CTR

A. General:

1. The Contractor shall retain or obtain the services of the CTR to be on site to perform

the Contractor and/or CSA application training and to routinely inspect and verify in

writing that the application personnel have successfully performed surface

preparation, filler/surface application, coating system application, and Quality Control

Inspection in accordance with this Section 09 90 00 and to warrantable level of

quality. This must include checking the required degree of cleanliness, surface pH for

concrete substrates, surface profile of substrates, proper mixing of coating materials,

application (including checking the wet and dry film thickness of the coating

systems), proper cure of the coating systems, and proper treatment of coating

systems at terminations, transitions, and joints and cracks in substrates. Refer to

paragraph 1.05 (B) Coating System Installation Training. for further details on these

CTR requirements. This inspection is in addition to the inspection performed by the

Contractor in accordance with this Section 09 90 00.

B. Coating System Installation Training:

1. Provide a minimum of 8 hours of classroom and off site training for application and

supervisory personnel (both the Contractor's and CSA’s). Provide training to a

minimum of two supervisory personnel from the CSA and one supervisor from the

Contractor. Alternatively, the CTR shall provide a written letter from the CSM stating

that the application personnel (listed by name) who shall perform coating work are

approved by the CSM without further or additional training.

2. One CTR can provide training for up to fourteen application personnel and three

supervisory personnel at one time. The training shall include the following as a

minimum:

a. A detailed explanation of mixing, application, curing, and termination details.

b. Hands-on demonstration of how to mix and apply the coating systems.

c. A detailed explanation of the ambient condition requirements (temperature and

humidity) and surface preparation requirements for application of the coating

system as well as a detailed explanation of re-coat times, cure times, and related

ambient condition requirements.

d. When training is performed, the CTR shall provide a written letter stating that

training was satisfactorily completed by the personnel listed by name in the

letter.

C. Coating System Inspection:

1. While on site to routinely inspect and verify, the CTR shall perform the following

activities to confirm acceptability and conformance with the specifications:

a. Inspect ambient conditions during various coating system installation at hold

points for conformance with the specified requirements.

b. Inspect the surface preparation of the substrates where the coating system will

terminate or will be applied for conformance to the specified application criteria.

c. Inspect preparation and application of coating detail treatment (for example,

terminations at joints, metal embedments in concrete, etc.).

d. Inspect application of the filler/surface materials for concrete and masonry

substrates.


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e. Inspect application of the primers and finish coats including wet and dry film

thickness of the coatings.

f. Inspect coating systems for cure.

g. Review adhesion testing of the cured coating systems for conformance to

specified criteria.

h. Review coating system continuity testing for conformance to specified criteria.

i. Inspect and record representative localized repairs made to discontinuities

identified via continuity testing.

j. Conduct a final review of completed coating system installation for conformance

to the specifications.

k. Prepare and submit a site visit report following each site visit that documents the

acceptability of the coating work in accordance with the CSM’s

Recommendations.

D. Final Report:

1. Upon completion of coating work for the project, the CTR shall prepare a final report.

That report shall summarize daily test data, observations, drawings, and photographs

in a report to be submitted in accordance with paragraph 2.02. Include substrate

conditions, ambient conditions, and application procedures, observed during the

CTR's site visits. Include a statement that the completed work was performed in

accordance with the requirements of this Section 09 90 00 and the CSM’s

recommendations.

PART 2 PRODUCTS

2.01 MATERIALS

A. General:

1. Notwithstanding the listing of product names in this Section 09 90 00, the Contractor

shall provide affidavits, signed and sealed by an officer of the CSM’s corporation,

attesting to full compliance of each coating system component with current and

promulgated federal, state, and local air pollution control regulations and

requirements. No coatings shall be applied to a surface until the specified affidavits

have been submitted and have been reviewed and accepted. Failure to comply with

this requirement shall be cause for rejection and removal of such materials from the

site.

2. The following list specifies the material requirements for coating systems. Coating

systems are categorized by generic name followed by an identifying abbreviation. If

an abbreviation has a suffix number, it is for identifying subgroups within the coating

system. Coating Systems E-5 and E-6 shall be NSF 61 certified.

Material Requirements for Coating Systems: All of U.S. Except California

Coating System CSM First Coat(s) Finish Coat(s)

Epoxy Coatings

E-1 PPG PMC Amerlock 2/400 Series Amerlock 2/400 Series

Carboline Carboguard 890 Carboguard 890

International

Paint/ICI *

Devran 224 HS Devran 224


154828 09 90 00 - 13

Material Requirements for Coating Systems: All of U.S. Except California

Coating System CSM First Coat(s) Finish Coat(s)

Sherwin Williams Macropoxy 646 Macropoxy 646

Tnemec Series V69 Series V69

E-2 PPG PMC Amerlock 2/400 Series Amerlock 2/400 Series

Carboline Carboguard 890 Carboguard 890

International

Paint/ICI

Bar-Rust 236 Bar-Rust 236

Sherwin Williams Sea Guard 6000 Epoxy N11-400 Sea Guard 6000 Epoxy N11-

400

Tnemec Series V27 or V69 Series V69

Epoxy Polyurethane

Primer Coat(s) Intermediate Coat(s)

EU-1 PPG PMC Amercoat Amercoat 385 Amercoat 450H

Carboline Carbozinc 859 Carboguard 890 Carbothane 134 VOC

International

Paint/ICI

Cathacoat 313 Devran 233 or 224HS Devthane 379

Sherwin Williams Zinc Clad IV Macropoxy 646 Hi Solids Polyurethane

Tnemec Series 90-97 Series V69 Series 1075

Miscellaneous

M-1 Carboline Carbowrap Priming Paste Tape A, B, or C (temp.

dependent)

Denso Denso Paste Densyl Tape

Trenton Waxtape Primer #1 Wax Tape

*See CSM’s Product Data Sheets for acceptable thinners for VOC compliance or do not thin.

2.02 PRODUCT DATA

A. General:

1. Prior to application of coatings, submit letter(s) from the CTR(s) identifying the

application personnel who have satisfactorily completed training as specified in

paragraph 1.05 or a letter from the CSM stating that personnel who shall perform the

work are approved by the CSM without need for further or additional training.

2. Submit reports specified in paragraph 1.02 Quality Control Requirements and 1.05

Coating System Inspection when the work is underway.

3. Submit the Coating System Inspection Checklists, using Form 09 90 00-A, included in

Section 01 99 90, for the coating work.

4. CTR final report in accordance with paragraph 1.05 Final Report.

PART 3 EXECUTION

3.01 COATINGS

A. General:

1. Coating products shall not be used until the Construction Manager has accepted the

affidavits specified in paragraphs 1.04 and 2.01, the Construction Manager has


154828 09 90 00 - 14

inspected the materials, and the CTR has trained the Contractor and CSA in the

surface preparation, mixing and application of each coating system.

2. Erect and maintain protective enclosures as stipulated per SSPC-Guide 6 Guide for

Containing Debris Generated During Paint Removal Operations.

B. Shop and Field Coats:

1. Shop Applied Prime Coat: Except as otherwise specified, prime coats may be shop-

applied or field-applied. Shop-applied primer shall be compatible with the specified

coating system and shall be applied at the minimum dry film thickness

recommended by the CSM. Data sheets identifying the shop primer used shall be

provided to the on-site coating application personnel. Adhesion tests shall be

performed on the shop primer as specified in paragraph 3.01 Adhesion Confirmation.

Damaged, deteriorated and poorly applied shop coatings that do not meet the

requirements of this Section 09 90 00 shall be removed and the surfaces recoated.

If the shop primer coat meets the requirements of this Section 09 90 00, the field

coating may consist of touching up the shop prime coat and then applying the finish

coats to achieve the specified film thickness and continuity.

2. Field Coats: Field coats shall consist of one or more prime coats and one or more

finish coats to build up the coating to the specified dry film thickness. Unless

otherwise specified, finish coats shall not be applied until other work in the area is

complete and until previous coats have been inspected.

3. Adhesion Confirmation: The Contractor shall perform an adhesion test after proper

cure in accordance with ASTM D3359 to demonstrate that (1) the shop applied prime

coat adheres to the substrate, and (2) the specified field coatings adhere to the shop

coat. Test results showing an adhesion rating of 5A on immersed surfaces and 4A or

better on other surfaces shall be considered acceptable for coatings 5 mils or more

in thickness (Method A). Test results showing an adhesion rating of 5B on immersed

surfaces and 4B or better on other surfaces shall be considered acceptable for

coating thicknesses less than 5 mils.

C. Application Location Requirements:

1. Equipment, Nonimmersed: Items of equipment, or parts of equipment that are not

immersed in service, shall be shop primed and then finish coated in the field after

installation with the specified or acceptable color. If the shop primer requires

topcoating within a specified period, the equipment shall be finish coated in the shop

and then touch-up painted after installation. If equipment removal and reinstallation

is required for the project, touch-up coating work shall be performed in the field

following installation.

2. Equipment, Immersed: Items of equipment, or parts and surfaces of equipment that

are immersed when in service, with the exception of pumps and valves, shall have

surface preparation and coating work performed in the field. Coating systems applied

to immersed equipment shall be pinhole free.

3. Steel Water Tanks: The interior surfaces of steel water tanks or reservoirs shall have

surface preparation and coating work performed in the field.


154828 09 90 00 - 15

3.02 PREPARATION

A. General:

1. Surface preparations for each type of surface shall be in accordance with the specific

requirements of each coating specification sheet (COATSPEC) and the following. In

the event of a conflict, the COATSPEC sheets shall take precedence.

2. Surfaces to be coated shall be clean and dry. Before applying coating or surface

treatments, oil, grease, dirt, rust, loose mill scale, old weathered coatings, and other

foreign substances shall be removed. Oil and grease shall be removed before

mechanical cleaning is started. Where mechanical cleaning is accomplished by blast

cleaning, the abrasive used shall be washed, graded and free from contaminants

that might interfere with the adhesion of the coatings. The air used for blast cleaning

shall be sufficiently free of oil and moisture so as not to cause detrimental

contamination of the surfaces to be coated.

3. Where deemed necessary by the Owner’s representative, a NACE International

certified coatings inspector, provided by the Owner, will inspect and approve surfaces

to be coated before application of a coating. Surface defects identified by the

inspector shall be corrected by the Contractor at no additional cost to the Owner.

4. Cleaning and painting shall be scheduled so that dust and spray from the cleaning

process shall not fall on wet, newly coated surfaces. Hardware, hardware

accessories, nameplates, data tags, machined surfaces, sprinkler heads, electrical

fixtures, and similar uncoated items which are in contact with coated surfaces shall

be removed or masked prior to surface preparation and painting operations.

Following completion of coating, removed items shall be reinstalled. Equipment

adjacent to walls shall be disconnected and moved to permit cleaning and painting of

equipment and walls and, following painting, shall be replaced and reconnected.

B. Blast Cleaning:

1. When abrasive blast cleaning is required to achieve the specified surface preparation

the following requirements for blast cleaning materials and equipment shall be met:

a. Used or spent blast abrasive shall not be reused on this project.

b. The compressed air used for blast cleaning shall be filtered and shall contain no

condensed water and no oil. Moisture traps shall be cleaned at least once every

four hours or more frequently as required to prevent moisture from entering the

supply air to the abrasive blasting equipment.

c. Oil separators shall be installed just downstream of compressor discharge valves

and at the discharge of the blast pot discharges. These shall be checked on the

same frequency as the moisture traps as defined above.

d. Regulators, gauges, filters, and separators shall be in use on compressor air lines

to blasting nozzles times during this work.

e. An air dryer or desiccant filter drying unit shall be installed which dries the

compressed air prior to blast pot connections. This dryer shall be used and

maintained for the duration of surface preparation work.

f. The abrasive blast nozzles used shall be of the venturi or other high velocity type

supplied with a minimum of 100 psig air pressure and sufficient volume to obtain

the blast cleaning production rates and cleanliness/specified.

g. The Contractor shall provide ventilation for airborne particulate evacuation

(meeting pertinent safety standards) to optimize visibility for both blast cleaning

and inspection of the substrate during surface preparation work.


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h. If, between final surface preparation work and coating system application,

contamination of prepared and cleaned metallic substrates occurs, or if the

prepared substrates' appearance darkens or changes color, recleaning by water

blasting, reblasting and abrasive blast cleaning shall be required until the

specified degree of cleanliness is reclaimed.

i. The Contractor is responsible for dust control and for protection of mechanical,

electrical, and other equipment adjacent to and surrounding the work area.

C. Solvent Cleaning:

1. Any solvent wash, solvent wipe, or cleaner used, including but not limited to those

used for surface preparation in accordance with SSPC SP-1 Solvent Cleaning and

shall be of the emulsifying type which emits no more than 340 g/l VOCs for AIM

regions, 250 g/l for CARB regions and 100 g/l for SCAQMD regions, contains no

phosphates, is biodegradable, removes no zinc, and is compatible with the specified

primer.

2. Clean white cloths and clean fluids shall be used in solvent cleaning.

D. Metallic Surfaces:

1. Metallic surfaces shall be prepared in accordance with applicable portions of surface

preparation specifications of the Society for Protective Coatings (SSPC) specified for

each coating system. See Coat Spec for each coating system in this Section

09 90 00. The profile depth of the surface to be coated shall be in accordance with

the COATSPEC requirements in this Section measured by Method C of ASTM D4417.

Blast particle size shall be selected by the Contractor to produce the specified

surface profile. The solvent in solvent cleaning operations shall be as recommended

by the CSM.

2. Preparation of metallic surfaces shall be based upon comparison with SSPC-VIS1-89

(ASTM D2200), and as described in the Coat Spec for each coating system. If dry

abrasive blast cleaning is selected and to facilitate inspection, the Contractor shall,

on the first day of cleaning operations, abrasive blast metal panels to the standards

specified. Plates shall measure a minimum of 8-1/2 inches by 11 inches. Panels

meeting the requirements of the specifications shall be initialed by the Contractor

and the Construction Manager and coated with a clear non-yellowing finish. One of

these panels shall be prepared for each type of abrasive blasting and shall be used

as the comparison standard throughout the project.

3. Blast cleaning requirements for steel, ductile iron and stainless steel substrates are

as follows:

a. Steel piping shall be prepared in accordance with SSPC SP-6 (Commercial Blast

Cleaning) and primed before installation. Ductile iron piping surfaces including

fittings shall be prepared in accordance with NAPF 500-03, NAPF 500-03-04, and

NAPF 500-03-05.

b. Stainless steel surfaces shall be abrasive blast cleaned to leave a clean uniform

appearance with a minimum surface profile of 1.5 to 2.5 mils that is uniform.

c. Remove traces of grit, dust, dirt, rust scale, friable material, loose corrosion

products or embedded abrasive from substrate by vacuum cleaning prior to

coating application.

d. Care must be taken to prevent contamination of the surface after blasting from

worker’s fingerprints, deleterious substances on workers’ clothing, or from

atmospheric conditions.


154828 09 90 00 - 17

e. Ambient environmental conditions in the enclosure must be constantly monitored

and maintained to ensure the degree of cleanliness is held and no “rust back”

occurs prior to coating material application.

E. Concrete Surfaces:

1. Inspection of concrete surfaces prior to surface preparation and surface preparation

of concrete surfaces shall be performed in accordance with SSPC-SP13 (also called

NACE 6).

2. Prepare substrate cracks, areas requiring resurfacing and perform detail treatment

including but not limited to, terminating edges, per CSM recommendations. This shall

precede surface preparation for degree of cleanliness and profile.

3. The surface profile for prepared concrete surfaces to be coated shall be evaluated by

comparing the profile of the prepared concrete with the profile of graded abrasive

paper, as described in ANSI B74.18 or by comparing the profile with the ICRI 03732

(surface profile replicas). Surface profile requirements shall be in accordance with

the Coat Spec requirements and the CSM’s recommendations.

4. Surface cleanliness of prepared concrete substrates shall be inspected after

cleaning, preparation, and/or drying, but prior to making repairs or applying a coat in

the coating system. If concrete surfaces are repaired, they shall be reinspected for

surface cleanliness prior to application of the coating system.

5. Surface preparation of concrete substrates shall be accomplished using methods

such as dry abrasive blast cleaning, high, or ultra high-pressure water blast cleaning

in accordance with SSPC-SP-13. The selected cleaning method shall produce the

requirements set forth below.

a. A clean substrate that is free of calcium sulfate, loose coarse or fine aggregate,

laitance, loose hydrated cement paste, and otherwise deleterious substances

shall be achieved. Blast cleaning and other means necessary shall be used to

open up air voids or bugholes to expose their complete perimeter. Leaving

shelled over, hidden air voids beneath the exposed concrete surface is not

acceptable. Concrete substrate must be dry prior to the application of

filler/surface or coating system materials.

b. Acceptable surface preparation must produce a concrete surface with a

minimum pH of 8.0 to be confirmed by surface pH testing. If after surface

preparation, the surface pH remains below 8.0, perform additional water

blasting, cleaning, or abrasive blast cleaning until additional pH testing indicates

an acceptable pH level.

c. Following inspection by the Contractor of the concrete surface preparation,

thoroughly vacuum clean concrete surfaces to be coated to remove loose dirt,

and spent abrasive (if dry blast cleaning is used) leaving a dust free, sound

concrete substrate. Debris produced by blast cleaning shall be removed from the

structures to be coated and disposed of legally off site by the Contractor.

6. Should abrasive blast cleaning or high or ultrahigh pressure water blasting not

remove degraded concrete, chipping or other abrading tools shall be used to remove

the deteriorated concrete until a sound, clean substrate is achieved which is free of

calcium sulfate, loose coarse or fine aggregate, laitance, loose hydrated cement

paste, and otherwise deleterious substances. Concrete substrates must be dry prior

to the application of filler/surfacers or coating system materials.

7. Surface cleanliness of prepared concrete substrates shall be inspected after

cleaning, preparation, and/or drying, but prior to application of coating materials. If


154828 09 90 00 - 18

concrete surfaces are repaired, they shall be reinspected for surface cleanliness and

required surface profile prior to application of the coating system.

8. Moisture content of concrete to be coated shall be tested in accordance with ASTM

D4263, Standard Test Method for Indicating Moisture in Concrete by the Plastic

Sheet Method and ASTM F 1869, Standard Test Method for Measuring Moisture

Vapor Emission Rate of Concrete Subfloor Using Anhydrous Calcium Chloride. The

ASTM D4263 plastic sheet test shall be conducted at least once for every 500 sq. ft.

of surface area to be coated. The presence of any moisture on plastic sheet following

test period constitutes a non-acceptable test. For concrete surfaces to be coated

which are on the negative or back side of concrete walls or structures exposed to

soils (back filled) or immersed and waterproofed, perform calcium chloride tests in

accordance with ASTM F-1869 once for each 500 sq. ft. of surface area to be coated.

Comply with CSM’s written recommendations regarding acceptance/non-acceptance

of moisture vapor emissions.

F. Masonry Surfaces:

1. Prepare masonry surfaces such as Concrete Masonry Units (CMU) to remove chalk,

loose dirt, dried mortar splatter, dust, peeling, or loose existing coatings, or otherwise

deleterious substances to leave a clean, sound substrate.

2. Be certain masonry surfaces are dry prior to coating application. If pressure washing

or low-pressure water blast cleaning is used for preparation, allow the masonry to dry

for at least 5 days under dry weather conditions or when the minimum ambient

temperature is 70 degrees F prior to coating application work.

G. Fiberglass Reinforced Plastic (FRP) Surfaces:

1. Prepare FRP surfaces by sanding to establish uniform surface roughness and to

remove gloss from the resin in the FRP. Next, vacuum clean to remove loose FRP

dust, dirt, and other materials. Next, solvent clean using clean white rags and allow

solvent to evaporate completely before application of coating materials.

3.03 APPLICATION

A. Workmanship:

1. Coated surfaces shall be free from runs, drips, ridges, waves, laps, and brush marks.

Coats shall be applied to produce an even film of uniform thickness completely

coating corners and crevices.

2. The Contractor's equipment shall be designed for application of the materials

specified. Compressors shall have suitable traps and filters to remove water and oils

from the air. A paper blotter test shall be performed by the Contractor when

requested by the Construction Manager to determine if the air is sufficiently free of

oil and moisture so as not to produce deteriorating effects on the coating system.

The amount of oil and moisture in spray air shall be less than the amount

recommended by the CSM. Spray equipment shall be equipped with mechanical

agitators, pressure gages, and pressure regulators, and spray nozzles of the proper

sizes.

3. Each coat of coating material shall be applied evenly and sharply cut to line. Care

shall be exercised to avoid overspraying or spattering paint on surfaces not to be

coated. Glass, hardware, floors, roofs, and other adjacent areas and installations

shall be protected by taping, drop cloths, or other suitable measures.


154828 09 90 00 - 19

4. Coating applications method shall be conventional or airless spray, brush or roller, or

trowel as recommended by CSM.

5. Allow each coat to cure or dry thoroughly, according to CSM’s printed instructions,

prior to recoating.

6. Vary color for each successive coat for coating systems when possible.

7. When coating complex steel shapes, prior to overall coating system application,

stripe coat welds, edges of structural steel shapes, metal cut-outs, pits in steel

surfaces, or rough surfaces with the primer coat. This involves applying a separate

coat using brushes or rollers to ensure proper coverage. Stripe coat via spray

application is not permitted.

B. Coating Properties, Mixing and Thinning:

1. Coatings, when applied, shall provide a satisfactory film and smooth even surface.

Glossy undercoats shall be lightly sanded to provide a surface suitable for the proper

application and adhesion of subsequent coats. Coating materials shall be thoroughly

stirred, strained, and kept at a uniform consistency during application. Coatings

consisting of two or more components shall be mixed in accordance with the CSM’s

instructions. Where necessary to suit the conditions of the surface, temperature,

weather and method of application, the coating may be thinned as recommended by

the CSM immediately prior to use. The volatile organic content (VOC) of the coating as

applied shall comply with prevailing air pollution control regulations. Unless otherwise

specified, coatings shall not be reduced more than necessary to obtain the proper

application characteristics. Thinner shall be as recommended by the CSM.

C. Atmospheric Conditions:

1. Coatings shall be applied only to surfaces that are dry, and only under conditions of

evaporation rather than condensation. Coatings systems shall not be applied during

rainy, misty weather, or to surfaces upon which there is frost or moisture

condensation. During damp weather, when the temperature of the surface to be

coated is within 10 degrees F of the dew point, forced dehumidification equipment

may be used to maintain a temperature of minimum 40 degrees F and 10 degrees F

above the dew point for the surfaces to be coated, the coated surface, and the

atmosphere in contact with the surface. These conditions shall be maintained for a

period of at least 8 hours or as recommended by the CSM. Where conditions causing

condensation are severe, dehumidification equipment, fans, and/or heaters shall be

used inside enclosed areas to maintain the required atmospheric and surface

temperature requirements for proper coating application and cure.

D. Concrete Substrate Temperatures and Detail Treatment:

1. When the surface temperatures of the concrete substrates to be coated are rising or

when these substrates are in direct sunlight, outgassing of air from the concrete may

result in bubbling, pinhole formations, and/or blistering in the coating system. The

application of the filler/surface and the coating system will only be allowed during

periods of falling temperature. This will require that application of the filler/surface

and coating system shall only occur during the cooler evening hours. Contractor shall

include any cost for working outside of normal hours in the bid.

2. Should bubbles, pinholes, or discontinuities form in the applied coating system

material, they shall be repaired as recommended by the CSM. Should pinholes

develop in the filler/surfacer material or in the first coat of the coating material, the

pinholes shall be repaired in accordance with the CSM’s recommendations prior to


154828 09 90 00 - 20

application of the next coat of material. Whenever pinholes occur, the air void behind

or beneath the pinhole shall be opened up completely and then completely filled with

the specified filler/surfacer material. Next, the coated area around the pinhole repair

shall be abraded and the coating reapplied over that area.

3. Perform application detail work per CSM’s current written recommendations and/or

drawings.

E. Protection of Coated Surfaces:

1. Items that have been coated shall not be handled, worked on, or otherwise

disturbed, until the coating is completely dry and hard. After delivery at the site, and

upon permanent erection or installation, shop-coated metalwork shall be recoated or

retouched with specified coating when it is necessary to maintain the integrity of the

film.

F. Method of Coating Application:

1. Where two or more coats are required, alternate coats shall contain sufficient

compatible color additive to act as indicator of coverage, or the alternate coats shall

be of contrasting colors. Color additives shall not contain lead, or lead compounds,

which may be destroyed or affected by hydrogen sulfide or other corrosive gas,

and/or chromium.

2. Mechanical equipment, on which the equipment manufacturer's coating is

acceptable, shall be touch-up primed and coated with two coats of the specified

coating system to match the color scheduled. Electrical and instrumentation

equipment specified in Divisions 26 and 40 shall be coated as specified in

paragraph 3.03 Electrical and Instrumentation Equipment and Materials.

3. Coatings shall not be applied to a surface until it has been prepared as specified. The

primer or first coat shall be applied by brush to ferrous surfaces that are not blast-

cleaned. Coats for blast-cleaned ferrous surfaces and subsequent coats for nonblast-

cleaned ferrous surfaces may be either brush or spray applied. After the prime coat is

dry, pinholes and holidays shall be marked, repaired in accordance with CSM's

recommendations and retested before succeeding coats are applied. Unless

otherwise specified, coats for concrete and masonry shall be brushed, rolled, or

troweled.

G. Film Thickness and Continuity:

1. WFT of the first coat of the coating system and subsequent coats shall be verified by

the Contractor, following application of each coat.

2. The surface area covered per gallon of coating for various types of surfaces shall not

exceed those recommended by the CSM. The first coat, referred to as the prime coat,

on metal surfaces refers to the first full paint coat and not to solvent wash, grease

emulsifiers or other pretreatment applications. Coatings shall be applied to the

thickness specified, and in accordance with these specifications. Unless otherwise

specified, the average total thickness (dry) of a completed protective coating system

on exposed metal surfaces shall be not less than 1.25 mils per coat. The minimum

thickness at any point shall not deviate more than 25 percent from the required

average. Unless otherwise specified, no less than two coats shall be applied.

3. In testing for continuity of coating about welds, projections (such as bolts and nuts),

and crevices, the Construction Manager shall determine the minimum conductivity

for smooth areas of like coating where the dry-mil thickness has been accepted. This


154828 09 90 00 - 21

conductivity shall be the minimum required for these rough or irregular areas.

Pinholes and holidays shall be recoated to the required coverage.

4. The ability to obtain specified film thickness is generally compromised when brush or

roller application methods are used and, therefore, more coats may need to be

applied to achieve the specified dry film thickness.

5. For concrete substrates, the Contractor shall apply a complete skim coat of the

specified filler/surfacer material over the entire substrate prior to application of the

coating system. This material shall be applied such that all open air voids and

bugholes in the concrete substrate are completely filled prior to coating application.

H. Special Requirements:

1. Before erection, the Contractor shall apply all but the final finish coat to interior

surfaces of roof plates, roof rafters and supports, pipe hangers, piping in contact with

hangers, and contact surfaces that are inaccessible after assembly. The final coat

shall be applied after erection. Structural friction connections and high tensile bolts

and nuts shall be coated after erection. Areas damaged during erection shall be

hand-cleaned or power-tool cleaned and recoated with primer coat prior to the

application of subsequent coats. Touch-up of surfaces shall be performed after

installation. Surfaces to be coated shall be clean and dry at the time of application.

Except for those to be filled with grout, the underside of equipment bases and

supports that have not been galvanized shall be coated with at least two coats of

primer specified for system E-2 prior to setting the equipment in place. Provide

coating system terminations at leading edges and transitions to other substrates in

accordance with the CSM’s recommendations or detail drawings.

I. Electrical and Instrumentation Equipment and Materials:

1. Electrical and instrumentation equipment and materials shall be coated by the

equipment manufacturer as specified below.

a. Finish: Electrical equipment shall be treated with zinc phosphate, bonderized or

otherwise given a rust-preventive treatment. Equipment shall be primed, coated

with enamel, and baked. Minimum dry film thickness shall be 3 mils.

1) Unless otherwise specified, instrumentation panels shall be coated with

system E-1 for indoor mounting and system EU-1 for outdoor mounting.

2) Before final acceptance, the Contractor shall touch up scratches on

equipment with identical color coating. Finish shall be smooth, free of runs,

and match existing finish. Prior to touching up scratches, Contractor shall fill

them with an appropriate filler material approved by the CSM.

b. Color: Exterior color of electrical equipment shall be FS 26463 (ANSI/NSF 61)

light gray. Interior shall be painted FS 27880 white. Nonmetallic electrical

enclosures and equipment shall be the equipment manufacturer's standard grey

color.

1) Exterior color of instrumentation panels and cabinets mounted indoors shall

be FS 26463 light gray; unless otherwise specified, exterior color for cabinets

mounted outdoors shall be FS 27722, white. Cabinet interiors shall be FS

27880, white.

J. Soluble Salt Contamination of Metallic Substrates:

1. Contractor shall test in accordance with SSPC-TU-4 metallic substrates to be coated

that have been exposed to seawater or coastal air or to industrial fallout of


154828 09 90 00 - 22

particulate or other sources of soluble chlorides (such as wastewater exposure). If

testing indicates detrimental levels of soluble salts, those in excess of 25 ppm, the

Contractor shall clean and prepare these surfaces to remove the soluble salts.

3.04 CLEANUP

A. General:

1. Upon completion of coating, the Contractor shall remove surplus materials, protective

coverings, and accumulated rubbish, and thoroughly clean surfaces and repair

overspray or other coating-related damage.

3.05 COATING SYSTEM SPECIFICATION SHEETS (COATSPEC)

A. General:

1. Coating systems for different types of surfaces and general service conditions for

which these systems are normally applied are specified on the following COATSPEC

sheets. Surfaces shall be coated in accordance with the COATSPEC to the system

thickness specified. Coating systems shall be as specified in paragraph 3.06. In case

of conflict between the schedule and the COATSPECS, the requirements of the

schedule shall prevail.

2. Coating Specification Sheets included in Table A are included this paragraph 3.05.

Table A Coating Specification Sheets

Coating System ID Coating Material Surface Service Condition

E-1 Epoxy Metal Interior; exterior, covered, not exposed to direct

sunlight, non-corrosive exposure.

E-2 Epoxy Metal Immersed, nonpotable; non-immersed,

moderately corrosive environment, color

required.

EU-1 Zinc-epoxy-polyurethane

system

Ferrous Metal Exterior, exposed to direct sunlight, moderately

corrosive non-immersed.

M-1 Petrolatum based mastic

or wax based wrapping

tapes

Metal Below grade (buried) or where little to no surface

preparation can be performed on piping or

structural steel.


154828 09 90 00 - 23

Coating System Specification Sheets (COATSPEC)

A. Coating System Identification: E-1

1. Coating Material: Epoxy

2. Surface: Metal

3. Service Condition: Interior; exterior, covered, not exposed to direct sunlight, non-corrosive exposure.

4. Surface Preparation:

a. General: Shop primed surfaces which are to be incorporated in the work shall be prepared

in the field by cleaning surfaces in accordance with SSPC SP-2 (Hand Tool

Cleaning). Damaged shop coated areas shall be cleaned in accordance with SSPC

SP-5 (White Metal Blast Cleaning) to achieve a uniform surface profile of 2.0 to 2.5

mils and spot primed with the primer specified. Shop epoxy primed surfaces shall

require light abrasive and vacuum cleaning blasting prior to receiving finish coats.

b. Ferrous Metal: Bare ferrous metal surfaces shall be prepared in accordance with SSPC SP-6

(Commercial Blast Cleaning) to achieve a uniform, surface profile of 2.0 to 2.5

mils.

Ferrous metal with rust bleeding shall be cleaned in accordance with SSPC SP-1

(Solvent Cleaning). Areas of rust penetration shall be spot blasted to SSPC SP-10

(Near White Blast) (to achieve the 2.0- to 2.5-mil surface profile) and spot primed

with the specified primer. For ductile iron surfaces, refer to the requirements in

paragraph 3.02 Metallic Surfaces.

c. Nonferrous and

Galvanized Metal:

Nonferrous and galvanized metal shall be prepared in accordance with SSPC SP-7

(Brush-off Blast Cleaning) to achieve uniform, minimum surface profile 1.0 to 1.5

mils.

5. Application: Field

a. General: Prime coat may be thinned and applied as recommended by the CSM, provided

the coating as applied complies with prevailing air pollution control regulations.

b. Ferrous Metal: Prime coats shall be an epoxy primer compatible with the specified finish coats

and applied in accordance with the written instructions of the CSM.

c. Nonferrous and

Galvanized Metal:

Nonferrous and galvanized metal shall be cleaned prior to the application of the

prime coat in accordance with SSPC SP-1 (Solvent Cleaning).

6. System Thickness: 10 mils dry film.

7. Coatings:

a. Primer: One coat at CSM's recommended dry film thickness.

b. Finish: One or more coats at CSM's recommended dry film thickness per coat to achieve

the specified system thickness.

B. Coating System Identification: E-2

1. Coating Material: Epoxy

2. Surface: Metal

3. Service Condition: Immersed, nonpotable; non-immersed, moderately corrosive environment, color

required.


a. Ferrous Metal: Ferrous metal surfaces shall be prepared in accordance with SSPC SP-5 (White

Metal Blast Cleaning) to achieve a uniform surface profile of 2.0 to 2.5 mils.

Damaged shop coating shall be cleaned in accordance with SSPC SP-5 (White

Metal Blast Cleaning) and vacuum cleaning and spot primed with the primer

specified. Shop epoxy primed surfaces shall require light abrasive blasting or

abrading prior to receiving finish coats if the maximum recoat time for the primer

has been exceeded. This cleaning must produce a uniform 1.0- to 1.5-mil profile in

the intact shop primer. For ductile iron surfaces, refer to the requirements in

paragraph 3.02 Metallic Surfaces.

b. Nonferrous and

Galvanized Metal:


(Brush-off Blast Cleaning) to achieve a uniform surface profile of 1.0 to 1.5 mils.


154828 09 90 00 - 24

Coating System Specification Sheets (COATSPEC) Galvanized steel with this E-2 coating system shall not be used in immersion

service in wastewater.




b. Ferrous Metal: Prime coat shall be an epoxy primer compatible with the specified finish coats.

c. Nonferrous and

Galvanized Metal:

Nonferrous and galvanized metal, non-immersed, shall be coated prior to the

application of the prime coat with a grease emulsifying agent in accordance with

the CSM's written instructions. Nonferrous metal to be immersed shall not be

painted. Galvanized metal shall not be immersed even if it is painted.

6. System Thickness: 16 mils dry film.

7. Coatings:


b. Finish: Two or more coats at CSM's recommended dry film thickness per coat to the

specified system thickness.

C. Coating System Identification: EU-1

1. Coating Material: Zinc-Epoxy-Polyurethane System

2. Surface: Ferrous Metal

3. Service Condition: Exterior, exposed to direct sunlight, moderately corrosive, non-immersed.


a. General: Shop primed surfaces which are to be incorporated in the work shall be prepared

in the field by cleaning surfaces in accordance with SSPC SP-2 (Hand Tool

Cleaning). Damaged shop coated areas shall be cleaned in accordance with SSPC

SP-3 (Power Tool Cleaning) and recoated with the primer specified.

b. Ferrous Metal: Bare ferrous metal surfaces shall be prepared in accordance with SSPC SP-6

(Commercial Blast Cleaning) 2.5 – 3.0. Ductile iron surfaces to be coated shall be

abrasive blast cleaned in accordance with paragraph 3.02 Metallic Surfaces.

Ferrous metal with rust bleeding shall be cleaned in accordance with SSPC-SP-11

(Power Tool Cleaning to Bare Metal). Areas of rust penetration shall be spot

blasted to SSPC SP-10 (Near White Blast) and spot primed with the specified

primer.

c. Galvanized Metal: Damaged galvanized steel areas with exposed ferrous metal and/or rusted shall

be cleaned in accordance with SSPC SP-5 (White Metal Blast Cleaning) or Power

Tool Cleaned to Bare Metal in accordance with SSPC-SP-11 to achieve a uniform

1.0- to 1.5-mil profile and spot primed with the primer specified.


(Brush-off Blast Cleaning) to impart a 1.0- to 2.0-mil profile to the galvanized steel

surfaces. Where this cannot be performed, prepare by abrading in accordance with

SSPC-SP-3, Power Tool Cleaning to impart a 1.0- to 1.5-mil profile uniformly to the

galvanized steel surfaces.

For EU-1 over galvanized steel, delete the zinc rich primer.




b. Ferrous Metal: Prime coats shall be a zinc rich epoxy or polyurethane primer compatible for use

with urethane finish coats and applied in accordance with written instructions of

the CSM or in the case of CARB or SCAQMD applications, prime with specified

primer that is not zinc rich. In these cases, only a two-coat system is applied.

6. System Thickness: 3 to 4 mils of zinc rich primer, one intermediate or primer epoxy coat at 5 to 6 mils

and one finish coat of polyurethane at 2 to 3 mils DFT.

7. Coatings:


154828 09 90 00 - 25

Coating System Specification Sheets (COATSPEC)


b. Intermediate: One coat at CSM’s recommended dry film thickness.

c. Finish: One coat at CSM's recommended dry film thickness per coat to meet the specified

system thickness.

D. Coating System Identification: M-1

1. Coating Material: Petrolatum based mastic or wax based wrapping tapes.

2. Surfaces: Metal

3. Service Condition: Below grade (buried) or where little to no surface preparation can be performed on

piping or structural steel.

4. Surface Preparation: Remove loose scale, rust, dirt, excessive moisture, or frost from the surface in

accordance with SSPC SP-2 (Hand Tool Cleaning).

5. Application: All surfaces shall be hand rubbed or brushed with a priming paste recommended

by the CSM. Sharp projections such as threads, irregular contours, or badly pitted

areas shall receive a liberal amount of priming paste to ensure maximum

protection of metal throughout.

On irregular shaped surfaces, i.e., nuts, bolts, flanges, valves, etc., the Contractor

shall use either of the following systems recommended by the CSM.

A. Apply recommended mastic by hand in sufficient quantity to build an

even contour over entire surface. The Contractor shall pay particular attention to

ensure that folds and air pockets within the mastic layer are thoroughly pressed

out prior to subsequent application of tape.

OR:

B. An extra layer of tape shall be cut and carefully molded around sharp

projections, nuts, bolts, etc., before final application of tape, in order to meet

specified system thickness.

Tape shall be spirally wrapped with a 55 percent overlap and sufficient tension

and pressure to provide continuous adhesion without stretching the tape. Edges of

tape must be continuously smoothed and sealed by hand during wrapping. On

vertical application, contractor shall begin at bottom and proceed upward creating

a weatherboard overlap.

6. System Thickness: Smooth contours shall have a minimum thickness of 50 mils while nuts, bolts, and

sharp projections shall be 100 mils.

7. Tape: Number and types of tape wraps shall be in accordance with the CSM's written

instructions.

3.06 COATING SYSTEMS SCHEDULE (FINISH SCHEDULE)

A. General:

1. Specific coating systems, colors, and finishes for rooms, galleries, piping, equipment,

and other items that are coated or have other architectural finishes are specified in

the following coating system schedule. Unless otherwise specified in the coating

system schedule, the word "interior" shall mean the inside of a building or structure,

and the word "exterior" shall mean outside exposure to weather elements.


154828 09 90 00 - 26

Coating Systems Schedule (Finish Schedule)

Location/Surface Coating System Identification

A. General: All Surfaces not Specified by Area or Structure

1. Equipment and Metal Appurtenances

a. Equipment, non immersed, unless otherwise specified

1) Indoors E-1

2) Outdoors EU-1

b. Equipment, immersed, unless otherwise specified E-2

c. Existing equipment

1) Not damaged nor modified by work in this contract Uncoated

2) Damaged, exposed, or modified by work in this

contract

a) Indoors E-1 (see paragraph 3.02 )

b) Outdoors EU-1 without primer (see

paragraph 3.02)

d. Electrical switchgear panels, unit substations, motor

control centers, power transformers, distribution

centers, and relay panels; indoors and outdoors

See paragraph 3.03 Electrical

and Instrumentation

Equipment and Materials

e. Instrumentation panels, graphic indicating panels,

indicating and transmitting field panels, unless

otherwise specified

1) Indoors See paragraph 3.03 Electrical

and Instrumentation


2) Outdoors See paragraph 3.03 Electrical

and Instrumentation


Note: Owner will select color from coating manufacturer’s list of EPA approved colors for potable water.

3.07 INSPECTION AND TESTING BY OWNER

A. General:

1. Inspection by the Owner or others does not limit the Contractor’s or CSA’s

responsibilities for quality workmanship or quality control as specified or as required

by the CSM’s instructions. Inspection by the Owner is in addition to any inspection

required to be performed by the Contractor.

2. The Owner may perform, or contract with an inspection agency to perform, quality

control inspection and testing of the coating work covered by this Section 09 90 00.

These inspections may include the following:

a. Inspect materials upon receipt to ensure that are supplied by the CSM.

b. Inspect to verify that specified storage conditions for the coating system

materials, solvents and abrasives are provided.

c. Inspect and record findings for the degree of cleanliness of substrates.

d. Inspect and record the pH of concrete and metal substrates.

e. Inspect and record substrate profile (anchor pattern)

f. Measure and record ambient air and substrate temperature.

g. Measure and record relative humidity.

h. Check for the presence of substrate moisture in the concrete.


154828 09 90 00 - 27

i. Inspect to verify that correct mixing of coating system materials is performed in

accordance with CSM’s instructions.

j. Inspect, confirm, and record that the "pot life" of coating system materials is not

exceeded during installation. Inspect to verify that recoat limitations for coating

materials are not exceeded.

k. Perform adhesion testing.

l. Measure and record the thickness of the coating system.

m. Inspect to verify proper curing of the coating system in accordance with the

CSM's instructions.

n. Perform holiday or continuity testing for coatings that will be immersed or

coatings that will be exposed to aggressively corrosive conditions.

3.08 FINAL INSPECTION

A. General

1. Contractor shall conduct a final inspection to determine whether coating system work

meets the requirements of the specifications.

2. The Construction Manager will subsequently conduct a final inspection with the

Contractor to determine the work is in conformance with requirements of the

contract documents.

3. Any rework required shall be marked. Such areas shall be recleaned and repaired as

specified at no additional cost to the Owner.

DIVISION 10

SPECIALTIES

Section Title

10 14 00 SIGNAGE

Lake Keowee to Adkins WTP Raw Water System Signage

154828 10 14 00 - 1

SECTION 10 14 00

SIGNAGE

PART 1 GENERAL

1.01 DESCRIPTION

A. This section specifies informational and accident prevention signs.

1.02 OPERATING AND DESIGN REQUIREMENTS

A. General:

1. Accident prevention signs shall conform as to design with OSHA Section 1910.145 of

Subpart J, Part 1910, Chapter XVII, Title 29 of the Code of Federal Regulations. Exit

signs shall conform with Section 1910.37(g) of the OSHA Safety and Health Standard

for General Industry, Article 10, Section 10.113 of the Uniform Fire Code, and where

applicable with local fire regulations.

B. Design Requirements:

1. Size:

a. Sign size shall be as follows:

1) 36 inch x 18 inch



4) 7 inch x 10 inch

2. Type:

a. The sign type shall be as follows:

Type Message

IV DANGER--KEEP OUT

VI DANGER--CONFINED SPACE ENTRY

PART 2 PRODUCTS

2.01 GENERAL

A. Sign lettering shall be single stroke and shall contrast in color with the background. For

those messages for which there are international symbols, the international symbols

shall be used. Chain mounted signs shall have lettering on both sides.

2.02 MATERIALS

A. Signs shall be 0.100-inch thick fiberglass with embedded fadeproof legends.

Lake Keowee to Adkins WTP Raw Water System Signage

154828 10 14 00 - 2

PART 3 EXECUTION

3.01 GENERAL

A. Signs shall be distributed, at each pump station, as follows:

Location Number Size Message Mount

Interconnect Site 2 1 3 IV Hatch

Interconnect Site 2 1 2 VI Hatch

END OF SECTION

DIVISION 31

EARTHWORK

Section Title

31 10 00 SITE CLEARING

31 23 00 EXCAVATION AND FILL

31 23 16 ROCK REMOVAL

31 23 19 DEWATERING

31 25 00 EROSION, SEDIMENTATION AND DUST CONTROL

31 41 00 SHORING

Lake Keowee to WTP Raw Water System Site Clearing

154828 31 10 00 - 1

SECTION 31 10 00

SITE CLEARING

PART 1 GENERAL

1.01 DESCRIPTION

A. Scope: This section specifies site preparation which consists of clearing, grubbing and

demolition.

B. Existing Conditions: The Contractor shall determine the actual condition of the site as it

affects this portion of work.

C. Protection: Site preparation shall not damage structures, landscaping or vegetation

adjacent to the site. The Contractor shall repair, or replace any damaged property.

PART 2 PRODUCTS

NOT USED

PART 3 EXECUTION

3.01 PREPARATION

A. Coordinate with plant staff not less than five (5) working days before performing Work.

3.02 CLEARING AND GRUBBING

A. Unless otherwise specified, the Contractor shall remove obstructions such as brush,

trees, logs, stumps, roots, heavy sod, vegetation, rock, stones larger than 6 inches in any

dimension, broken or old concrete and pavement, debris, and structures where the

completion of the work require their removal.

B. Remove stumps, main root ball, root system, surface rock, and pavements to depth of

12" below proposed subgrade elevation.

C. Material that is removed and is not to be incorporated in the work shall be disposed of

off the site.

3.03 DEMOLITION AND REMOVAL

A. Structures: Demolition and removal of structures consist of removal of abandoned

superstructures, foundation walls, footings, slabs and any other structures. Excavations

caused by existing foundations shall be cleared of waste, debris and loose soil, and

refilled as specified.

B. Drain manholes and poke holes in manhole floors and walls prior to filling. When

adjacent sewer lines are not to be filled, place temporary plugs in each line connecting to

manhole, in preparation for filling manhole.

Lake Keowee to WTP Raw Water System Site Clearing

154828 31 10 00 - 2

C. Pavement: When portions of asphalt pavements and concrete pads are to be removed

and later construction is to be connected, edges shall be saw cut, on a neat line at right

angles to the curb face.

D. Salvage: The Owner has the right to salvage any items scheduled for removal. The

Contractor shall notify the Construction Manager 5 days prior to any salvage or

demolition work to determine the disposition of items to be removed. The Construction

Manager will mark items to be salvaged. Such items shall be properly disconnected,

removed from their foundations, cleaned, and stored at a location on the plant site as

specified. The following items have been identified for salvage:

1. Air release valves

3.04 UTILITY INTERFERENCE

A. Where existing utilities interfere with the prosecution of the work, the Contractor shall

relocate them in accordance with the General Conditions of the Contract Documents.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Excavation and Fill

154828 31 23 00 - 1

SECTION 31 23 00

EXCAVATION AND FILL

PART 1 GENERAL

1.01 DESCRIPTION

A. Scope:

1. This section specifies earthwork which consists of excavation, filling, grading, and

disposal of excess material.

B. Definitions:

1. Compaction: The degree of compaction is specified as percent compaction.

Maximum or relative densities refer to dry soil densities obtainable at optimum

moisture content.

2. Excavation Slope: Excavation slope shall be defined as an inclined surface formed by

removing material from below existing grade.

3. Embankment Slope: Embankment slope shall be defined as an inclined surface

formed by placement of material above existing grade.


A. References:















date, whether or not the document has been superseded by a version with a later

date, discontinued or replaced.

Reference Title

ASTM C136 Standard Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM D1556 Test Method for Density of Soil in Place by the Sand-Cone Method

ASTM D1557 Test Methods for Moisture-Density Relations of Soils and Soil-Aggregate

Mixtures Using 10-lb (4.5-kg) Rammer and 18-in. (457-mm) Drop

ASTM D2419 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate

ASTM D3017 Test Method for Moisture Content of Soil and Soil- Aggregate in Place by

Nuclear Methods (Shallow Depth)


154828 31 23 00 - 2

B. Tests:

1. The Construction Manager will take samples and perform moisture content,

gradation, compaction, and density tests during placement of backfill materials to

check compliance with these specifications. The Contractor shall remove surface

material at locations designated by the Construction Manager and provide such

assistance as necessary for sampling and testing. The Construction Manager may

direct the Contractor to construct inspection trenches in compacted or consolidated

backfill to determine that the Contractor has complied with these specifications.

Payment for inspection trenches shall be as specified in the General Conditions of

the Contract Documents .

2. Tests will be made by the Construction Manager in accordance with the following:

Test Standard Procedure

Moisture content ASTM D3017

Gradation ASTM C136

Density in-place ASTM D1556

Moisture-density relationships ASTM D1557

1.03 SUBMITTALS

A. Samples of fill materials to be used shall be submitted 2 weeks in advance of use.

Samples shall consist of 0.5 cubic feet of each type of material.

PART 2 PRODUCTS

2.01 FILL MATERIALS

A. Type A:

1. Type A material shall be a clean gravel-sand mixture free from organic matter and

shall conform to the following gradation:

U.S. standard sieve size Percent by weight passing

3/4 inch 100

3/8 inch 70-100

No. 4 55-100

No. 10 35-95

No. 20 20-80

No. 40 0-55

No. 100 0-2

B. Type B:

1. Type B material shall be a select granular material free from organic matter and of

such size and gradation that the specified compaction can be readily attained.

Material shall have a sand equivalent value determined in accordance with ASTM

D2419 of not less than 20 and shall conform to the following gradation:


3 inch 100

No. 4 35-100


154828 31 23 00 - 3

No. 30 20-100

2. The coefficient of uniformity shall be 3 or greater.

3. The material may be an imported quarry waste, clean natural sand or gravel, select

trench excavation or a mixture thereof.

C. Type C:

1. Type C material shall be unclassified material which is free from peat, wood, roots,

bark, debris, garbage, rubbish or other extraneous material. The maximum size of

stone shall not exceed 6 inches. If the material excavated from the site meets these

requirements, it may be classified as Type C.

D. Type D:

1. Type D material shall be free-draining granular material or commonly known as #57

stone and shall conform to the following gradation:


1 – ½ inch 100

1 – inch 90-100

1/2 – inch 25-60

No.4 0-10

No. 8 0-5

E. Type F:

1. Type F material shall be crushed rock and shall conform to the following gradation:


1-1/2 inch 87-100

3/4 inch 45-90

No. 4 20-50

No. 30 6-29

No. 200 0-12

2. Type F material shall be composed of hard, durable, sound pieces having a specific

gravity of not less than 2.65.

PART 3 EXECUTION

3.01 GENERAL

A. Control of Water:

1. The Contractor shall keep excavations reasonably free from water during

construction. The static water level shall be drawn down a minimum of 2 feet below

the bottom of excavations to maintain the undisturbed state of natural soils and

allow the placement of any fill to the specified density. Disposal of water shall not

damage property or create a public nuisance. The Contractor shall have on hand

pumping equipment and machinery in good working condition for emergencies and

shall have workmen available for its operation. Dewatering systems shall operate

continuously until backfill has been completed to 1 foot above the normal static

groundwater level.


154828 31 23 00 - 4

2. Groundwater shall be controlled to prevent softening of the bottom of excavations, or

formation of "quick" conditions. Dewatering systems shall not remove natural soils.

The Contractor shall control surface runoff to prevent entry or collection of water in

excavations.

3. Release of groundwater to its static level shall be controlled to prevent disturbance of

the natural foundation soils or compacted fill and to prevent flotation or movement of

structures or pipelines.

B. Overexcavation:

1. Where the undisturbed condition of natural soils is inadequate for support of the

planned construction, the Construction Manager will direct the Contractor to

overexcavate to adequate supporting soils. The excavated space shall be filled to the

specified elevation with backfill. The overexcavated space under footings may be

filled with concrete. The quantity and placement of such material will be paid for as

extra work.

C. Surplus Material:

1. Unless otherwise specified, surplus excavated material shall be disposed of off site in

accordance with applicable ordinances and environmental requirements.

2. If the quantity of surplus material is specified, the quantity specified is approximate.

The Contractor shall satisfy himself that there is sufficient material available for the

completion of the embankments before disposing of any material inside or outside

the site. Shortage of material, caused by premature disposal of any material by the

Contractor, shall be replaced by the Contractor.

3. Material shall not be stockpiled to a depth greater than 5 feet above finished grade

within 25 feet of any excavation or structure except for those areas designated to be

preconsolidated. For these areas, the depth of stockpiled material shall be as

specified. The Contractor shall maintain stability of the soil adjacent to any

excavation.

D. Borrow Material:

1. If the quantity of acceptable material from excavation is not sufficient to construct

the embankments required by the work, the quantity of material needed to complete

the embankments shall consist of imported borrow conforming to specified

requirements.

E. Hauling:

1. When hauling is done over highways or city streets, the loads shall be trimmed and

the vehicle shelf areas shall be cleaned after each loading. The loads shall be

watered after trimming to eliminate dust.

F. Finish Grading:

1. Finished surfaces shall be smooth, compacted and free from irregularities. The

degree of finish shall be that normally obtainable with a blade-grader.

2. Finished grade shall be as specified by the contours plus or minus 0.10 foot except

where a local change in elevation is required to match sidewalks, curbs, manholes

and catch basins, or to ensure proper drainage. Allowance for topsoil and grass

cover, and subbase and pavement thickness shall be made so that the specified

thickness of topsoil can be applied to attain the finished grade.


154828 31 23 00 - 5

3. When the work is an intermediate stage of completion, the lines and grades shall be

as specified plus or minus 0.5 foot to provide adequate drainage.

4. If the soil is to be cultivated or straw is to be incorporated into the surface, rocks

larger than 2-1/2 inches in maximum dimension, roots and other debris on the

surface of the slope shall be removed and disposed of prior to cultivation or

placement of straw.

G. Control Of Erosion:

1. The Contractor shall maintain earthwork surfaces true and smooth and protected

from erosion. Where erosion occurs, the Contractor shall provide fill or shall excavate

as necessary to return earthwork surfaces to the grade and finish specified.

3.02 CLASSIFICATION OF FILL

A. Fill material shall be placed in horizontal layers and compacted with power-operated

tampers, rollers, idlers, or vibratory equipment. Material type, maximum layer depth,

relative compaction, and general application are specified in Table A. Unless otherwise

specified, fill classes shall be used where specified in Table A under general application.

Table A, Fill Classifications

Fill class Material

type

Maximum

uncompressed layer

depth, inches

Minimum relative

compaction, percent

General application

A1 A 8 95 Bedding for pipe, initial pipeline backfill; slabs

on grade

B1 B 8 95 Structure and subsequent pipeline backfill

B2 B 8 90 Site fill

C1 C 8 90-95 Subsequent pipeline backfill; compaction as

specified

C2 C 8 90 Site fill, embankments and dikes

D1 D - 95 Bedding for pipe, initial and subsequent tank

and pipeline backfill

F1a F 12 95 Structure and pipeline bedding, initial and

subsequent pipeline backfill

a. Material shall not be used for bedding or initial backfill for plastic pipe.

3.03 EARTHWORK FOR STRUCTURES

A. Structure Excavation:

1. The bottom shall not be more than 0.15 foot above or below the lines and grades

specified. If the elevation of structure excavation is not specified, the excavation shall

be not more than 0.15 foot above or below the elevation specified for fill material

below the structure. Slopes shall vary no more than 0.5 foot from specified grade

unless the excavation is in rock where the maximum variation shall be 2 feet.

2. Should the excavation be carried below the lines and grades specified on the

drawings or should the bottom of the excavation be disturbed because of the

Contractor's operations and require overexcavation and backfill, the Contractor shall

refill such excavated space to the proper elevation in accordance with the procedure

specified for backfill. The cost of such work shall be borne by the Contractor.


154828 31 23 00 - 6

3. Unless otherwise specified, excavations shall extend a sufficient distance from walls

and footings to allow for placing and removal of forms, installation of services, and

for inspection, except where concrete is specified to be placed directly against

excavated surfaces.

B. Foundation Treatment:

1. Rock foundations for concrete or masonry footings shall be excavated to sound

material. The rock shall be roughly leveled or cut to steps and shall be roughened.

Seams in the rock shall be grouted under pressure as directed by the Construction

Manager and paid for as extra work.

2. When footings are to be supported on piles, excavations shall be completed to the

bottom of the footings before any piles are drilled or driven therein. When swell or

subsidence results from driving piles, the Contractor shall excavate, or backfill the

footing area to the grade of the bottom of the footing with suitable material as

specified. If material under footings is such that it would mix into the concrete during

footing placement or would not support the weight of the fluid concrete, the

Contractor shall replace the material with suitable material, install soffit forms or

otherwise provide a suitable platform on which to cast the footing as directed by the

Construction Manager. This shall be paid for as extra work.

3. Whenever any structure excavation is substantially completed to grade, the

Contractor shall notify the Construction Manager who will make an inspection of the

foundation. No concrete or masonry shall be placed until the foundation has been

inspected by the Construction Manager. The Contractor shall, if directed by the

Construction Manager, dig test pits and make test borings and foundation bearing

tests. If the material tested is undisturbed soil, the cost thereof will be paid for as

extra work. If the material tested is backfill material, the cost thereof will be paid as

specified in the General Conditions of the Contract Documents.

C. Structure Backfill:

1. Unless otherwise specified, structure backfill shall be Class B1.

2. After completion of construction below the elevation of the final grade, and prior to

backfilling, forms shall be removed and the excavation shall be cleaned of debris.

3. Structure backfill shall not be placed until the subgrade portions of the structure

have been inspected by the Construction Manager. No backfill material shall be

deposited against concrete structures until the concrete has developed a strength of

not less than 2500 pounds per square inch in compression, or until the concrete has

been in place for 28 days, whichever occurs first.

4. Backfill material shall be placed in uniform layers and shall be brought up uniformly

on all sides of the structure. When compaction is done by ponding and jetting,

thickness of uncompacted layers shall not exceed 4 feet.

5. Compaction of structure backfill may be performed by ponding and jetting if the

backfill material is of such character that it will be self-draining when compacted and

that foundation materials will not be damaged by the applied water and no damage

from hydrostatic pressure will result to the structure. Ponding and jetting shall not be

used within 4 feet of finished grade and shall be performed in such a manner that

water will not be impounded.

6. Unless otherwise specified, backfill around and above pipelines within the excavation

line of any structure shall be the same as that specified for structures.


154828 31 23 00 - 7

3.04 EARTHWORK FOR PIPELINES AND CONDUITS

A. General:

1. Earthwork for pipelines and conduits is specified in Table A; in the standard details;

and in the following paragraphs.

B. Pipeline Excavation:

1. The bottom of the trench shall be carried to the specified lines and grades with

proper allowance for pipe thickness and for bedding as specified.

C. Pipeline Backfill:

1. Bedding: The Contractor shall not proceed with backfill placement in excavated areas

until the subgrade has been inspected by the Construction Manager. All pipe shall

have a minimum thickness of bedding material below the barrel of the pipe as

specified. Bedding material shall be placed in the bottom of the trench, leveled and

compacted. Bell holes shall be excavated at each pipe joint to permit proper

inspection and uniform bearing of pipe on bedding material.

a. After the pipe has been laid to alignment and grade, unless otherwise specified,

additional bedding material shall be placed in layers the full width of the trench

and compacted up to the specified level. Bedding shall be placed simultaneously

on both sides of the pipe, keeping the level of backfill the same on each side. The

material shall be carefully placed and compacted around the pipe to ensure that

the pipe barrel is completely supported and that no voids or uncompacted areas

are left beneath the pipe. Contractor shall use particular care in placing material

on the underside of the pipe to prevent lateral movement during backfilling.

2. Initial Backfill: After pipe has been properly bedded, Contractor shall place and

compact initial backfill as specified. Initial backfill, where specified below the

springline of the pipe, shall be placed and compacted in accordance with

paragraph 3.04 Pipeline Backfill for additional bedding material.

3. Subsequent Backfill:

a. General: Backfill material, placement and compaction above the pipe zone shall

be as specified. Backfill above the pipe zone shall not commence until pipe zone

backfill has been inspected and accepted by the Construction Manager.

b. Improved Areas: Unless otherwise specified, select granular backfill (Class B1,

C1, D1, or F1 shall be used under all paved and unpaved roadways and paved

and unpaved roadway shoulders, roadway embankments, and in all public right-

of-ways and easements. The trench shall be backfilled to an elevation which will

permit the placement of the specified surface or paving. Paving shall be as

specified in Section 32 12 16. Other surfaces shall be restored, including

compaction, to the condition existing prior to construction including restoration of

yard areas.

c. Unimproved Areas: Class C1 backfill shall be used for all trenches in pastureland,

cultivated land, undeveloped land, and for other unimproved areas where

specified. Class C1 backfill shall not be used in any public right-of-way. Trench

excavation which meets the requirements of Type C material may be used. The

Contractor shall maximize the use of fine-grained materials (e.g., sand, silty sand,

sandy silt) as Class C1 backfill.

1) For Class C1 backfill, the trench above the pipe zone shall be backfilled to

within 12 inches of original ground surface. The top 12 inches of soil shall be


154828 31 23 00 - 8

removed and stored in such a manner that it will not become mixed with

unsatisfactory soils. After the trench has been backfilled, the stored topsoil

shall be replaced at a uniform depth in its original area compacted to its

original condition. The Contractor shall leave the backfilled trench neatly

mounded not more than 6 inches above existing grade for the full width of

the Class C1 backfill area.

3.05 EARTHWORK FOR EMBANKMENTS

A. Foundation Preparation:

1. The surface of the foundation shall not contain standing water and shall be free of

loose material, foreign objects and rocks greater than 6 inches in maximum

dimension. Immediately prior to placement of embankment fill material, the

foundation surface shall be thoroughly moistened, scarified to a depth of 6 inches,

moisture conditioned again as necessary and recompacted to 95 percent relative

compaction. After the preparation has been completed, the Contractor shall promptly

place and compact the first lift of embankment on the foundation to prevent damage

to the surface. If the foundation surface is damaged, the Contractor shall repair the

surface to the specified condition. In any areas where materials become soft or

yielding, such materials shall be removed, disposed of, and replaced with specified

material. The surface of the embankment shall be maintained to permit travel of

construction equipment. Ruts in the surface of any layer shall be filled and leveled

before compacting.

B. Embankment Fill:

1. Rocks, broken concrete, or other solid materials, which are larger than 4 inches in

greatest dimension, shall not be placed in embankment areas where piles are to be

placed or driven.

2. Fill material having a sand equivalent value less than 10 shall be placed in the lower

portions of embankments and shall not be placed within 2.5 feet of finished grade.

3. When the embankment material consists of large, rocky material, or hard lumps,

such as hardpan or cemented gravel which cannot be broken readily, such material

shall be well distributed throughout the embankment. Sufficient earth or other fine

material shall be placed around the larger material as it is deposited so as to fill the

interstices and produce a dense, compact embankment.

4. Unless otherwise specified, the embankment shall be raised to form an

approximately horizontal plane extending transversely to the final slopes. The

embankment shall be crowned at all times during construction so that water will

drain readily off the embankment.

5. The temporary differential elevation between any two adjoining zones of the

embankment due to construction operations shall not exceed 24 inches.

6. If the compacted surface of any layer of material is too smooth to bond properly with

the succeeding layer, the surface shall be scarified. If required, the surface shall be

sprinkled or otherwise moisture conditioned before the succeeding lift is placed. Any

surface crust formed on a layer of fill material that has been dumped and spread

shall be broken up by harrowing and, if required, the full depth of the affected layer

shall be moisture conditioned immediately prior to rolling.

C. Key Construction:


154828 31 23 00 - 9

1. Where specified, a key shall be excavated along the length of the toe of fill slopes.

The exposed soils along the key and under fill areas shall be disced and/or scarified

to a depth of at least 12 inches, moisture conditioned to within 3 percent of optimum

moisture content, and compacted to at least 90 percent of maximum dry density.

D. Embankment Tolerances:

1. General: Embankment slopes within 4 feet of shoulder grade shall vary less than 0.5

foot from the designated slope. Slopes beyond 4 feet from shoulder grade shall vary

less than 1 foot from the designated slope. Measurements for variance shall be

made perpendicular to the slope. Slopes which are 6 to 1 or flatter shall vary less

than 0.2 foot from the designated slope.

a. If embankments are constructed of rock greater than 12 inches in diameter, the

slopes more than 4 feet below shoulder grade may vary up to 2 feet from the

designated slope.

2. Roadway Embankment Tolerances: The excavated surface shall be less than 0.08

foot above or below the grades specified after deducting for the roadway pavement

thickness.

a. Vertical alignment tolerances permitted on the roadway surface shall not exceed

plus or minus 0.30 feet from the vertical alignment specified, with the provision

that within the tolerance range local surface irregularities shall not exceed 0.15

feet as measured by the gap between the roadway surface and a 10-foot

straightedge placed on any flat graded surface. On vertical curves, the same

standards will apply except that an additional gap allowance will be made for the

road surface curvature over the 10-foot length of the straightedge.

b. Horizontal alignment tolerances permitted shall not exceed plus or minus 1 foot

providing the departure is relatively uniform over any specific length of the

roadway.

c. Roadway median strips shall be graded to drain and shall not vary more than 0.1

foot from the specified grade.

3.06 SUBGRADE FOR PAVEMENT

A. The prepared subgrade shall be scarified to a depth of at least 12 inches and

recompacted to at least 95 percent of the maximum density.

B. Proof roll areas to receive pavement to identify areas of soft yielding soils.

1. Use loaded tandem-axle pneumatic tired dump truck or large smooth drum roller.

2. Load equipment to maximum 50 tons gross weight and make a minimum of four

passes with two passes perpendicular to the others.

3.07 SITE FILL

A. Unless otherwise specified, site fill shall be Class C2 fill. If the existing slope in an area to

be filled is greater than 5:1, the Contractor shall bench the area prior to filling.

3.08 GROUTING RIPRAP

A. When riprap is properly positioned, stones shall be flushed with water to remove fines,

and cement grout as specified in Section 03 60 00 shall be applied. Stones shall be wet

prior to and during grout application. Grout shall be applied in two courses using baffles


154828 31 23 00 - 10

and diverting equipment. The first course shall completely penetrate the stone voids and

shall be applied with the aid of poles or rods to loosen the tight pockets of stone. The

second course shall be applied as soon as the first course has jelled. The second course

shall be broomed uphill during application, and the entire surface shall be rebroomed to

eliminate runs and fill voids.

B. After grouting is complete, no load shall be permitted on the grouted surface for 24

hours. The grouted surface shall be protected from damage until curing is complete. The

grout shall be cured as specified in Sections 03 30 00-3.05 and 3.06.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Rock Removal

154828 31 23 16 - 1

SECTION 31 23 16

ROCK REMOVAL

PART 1 GENERAL

1.01 DESCRIPTION

A. Removal of subsurface rock encountered during excavation, utilizing mechanical or

blasting methods.


A. Section 01560, Environmental Controls

B. Section 02100, Site Preparation

C. Section 02200, Earthwork

1.03 REFERENCES

A. NFPA 495 – EXPLOSIVE MATERIALS CODE, 2001 EDITION

1.04 DEFINITIONS

A. Rock, in the opinion of the Engineer, cannot be excavated except by drilling, blasting,

“jack hammering” or “hoe ramming” and includes sound solid masses, layers and ledges

of consolidated and indurated rock or mineral matter of such hardness, durability and/or

texture that it is not rippable or cannot be excavated with normal earth excavation

equipment such as a Caterpillar 320 series excavator, or equal. Rock exceeds

moderately hard rock hardness, as defined in, as defined in as defined in “Subsurface

Manual for Design and Construction of Buildings," 1976, published by the American

Society of Civil Engineers. These definitions are summarized in the following:

1. ROCK HARDNESS CRITERIA

a. Very Hard - Cannot be scratched with knife or sharp pick. Breaking of hand

specimen requires several hard blows of geologist's pick.

b. Hard - Can be scratched with knife or pick only with difficulty. Hard blow of

hammer required to detach hand specimen.

c. Moderately - Can be scratched with knife or pick. Gouges or grooves to ¼ inch

deep can be excavated by hard blow of point of a geologist's pick. Hand

specimens can be detached by moderate blow.

d. Medium - Can be grooved or gouged 1/16 inch deep by firm pressure on knife or

pick point. Can be excavated in small chips to pieces about 1 inch maximum size

by hard blows of the point of a geologist's pick.

e. Soft - Can be gouged or grooved readily with knife or pick point. Can be

excavated in chips to pieces several inches in size by moderate blows of pick

point. Small thin pieces can be broken by finger pressure.

f. Very Soft - Can be carved with knife. Can be excavated readily with point of pick.

Pieces 1 inch or more in thickness can be broken with finger pressure. Can be

scratched readily by fingernail.


154828 31 23 16 - 2

1.03 QUALIFICATIONS

A. Explosives – Retain company, firm, subcontractor or individual specializing in explosives

for disintegration of rock, with five year documented experience.

1.04 REGULATORY REQUIREMENTS

A. Conform to applicable State and local codes for explosive disintegration of rock and to

NFPA 495 for handling explosive materials.

B. Obtain permits from authorities having jurisdiction before explosives are brought to site

or drilling is started.

1.05 SCHEDULING

A. Schedule blasting work to be completed between the hours of 9 a.m. and 5 p.m. Monday

through Friday, excluding holidays.

B. Schedule work to minimize disruption of vehicular traffic in nearby public thoroughfares.

C. Coordinate schedule with local police and fire departments, including owners of nearby

existing facilities.

1.06 SUBMITTALS

A. Seismic Survey Firm – Retain Company specializing in seismic surveys with five years

documented experience. Submit name and qualifications. Submit blasting monitoring

reports to the Engineer.

B. Explosives – Retain company, firm, subcontractor or individual specializing in explosives

for disintegration of rock, with five year documented experience. Submit name and

qualifications.

C. Measurement Sketches – Submit plan and profile sketches from surveys showing

stationing and rock encountered as agreed to by the Engineer. For payment to be made,

certified measurement sketches must be provided by the Contractor. Logs alone from

the drilling and blasting firm are NOT adequate to verify payment.

1.07 BLASTING SURVEY

A. Where blasting is approved by Engineer, pre-blasting and post-blasting surveys shall be

conducted on and reported for all major structures within the influence range of any

blasting operations or within a minimum of 1,000 feet, whichever is greater, from any

blast site. The surveys shall consist of a visual inspection and recording by notes and

photographs of structures, to include specifically cracks or other structural damage

previously sustained. Pre-blast surveys shall be conducted by a qualified technician

approved by the Owner. The preconstruction survey will not damage equipment or

facilities. A copy of all notes and photographs shall be submitted to the Contractor prior

to the beginning of blasting operations and prior to final payment. The records so

obtained shall be retained in the Contractor’s file for at least 1 year after completion of

the Contract. In the event of any damage claim, a report shall be prepared by the


154828 31 23 16 - 3

Contractor on the particular structure involved to include those notes and photographs

and submitted to the Engineer.

B. Costs for blasting surveys shall be paid directly by the Contractor.

C. The Contractor shall make all necessary contacts with property owners for the blasting

surveys, and shall be responsible for all communications with the owners.

PART 2 PRODUCTS

2.01 MATERIALS

A. Explosives – Type recommended by explosives firm.

B. Delay Device – Type recommended by explosives firm.

C. Blast Mat Materials – Type recommended by explosives firm.

PART 3 EXECUTION

1.01 EXAMINATION

A. Verify site condition and location of nearby buildings, structures and other facilities,

recording irregularities, which exist prior to work of this Section.

B. Verify locations of nearby underground utilities and structures.

1.02 PREPARATION

A. Identify required lines, levels, contours, and datum; establish quantity of rock to be

removed to meet project requirements.

B. Conduct survey and document conditions of buildings and structures near locations of

rock removal, and prior to blasting, photograph existing conditions identifying existing

irregularities. Provide a minimum of two (2) copies of pre-blast survey reports to

ENGINEER prior to any blasting.

1.03 ROCK REMOVAL – MECHANICAL METHOD

A. Excavate and remove rock by mechanical method at locations required by the Contract

Documents and when trimming bottom or sides of excavation is necessary to meet

project requirements.

B. Drill holes and utilize expansive tools, wedges, and/or mechanical disintegration

compound, as appropriate, to fracture rock.

C. Cut away rock at bottom of excavation to form level bearing surface for foundations of

buildings and structures.

D. Remove shaled layers to provide sound and unshattered base.


154828 31 23 16 - 4

E. In utility trenches, trim rock to 6 inches below bottom of installed pipe and 12 inches

wider than outside diameter of installed pipe.

1.04 ROCK REMOVAL – BLASTING METHOD

A. If blasting method is utilized for rock disintegration, notify the ENGINEER and execute as

follows:

1. Advise owners of adjacent buildings, structures and utilities in writing, prior to

executing seismographic survey. Explain planned blasting and seismic operations.

Allow sufficient time for owners to implement their own protective measures.

2. Obtain a seismic survey prior to rock excavation to determine maximum charges that

can be used at different locations in area of excavation without damaging adjacent

properties of other work.

3. Prior to blasting, allow time for ENGINEER to take site measurements of rock

quantities to be removed.

4. Adequately cover blast area to prevent flyrock. Blast mats or overburden soil are

acceptable, but no off-site soil may be imported to be used as overburden.

5. Notify police and fire departments of blasting time schedule.

6. Provide seismographic monitoring during all blasting operations when within SCDOT

Highway rights-of-way and within 100 feet of existing buildings.

7. Disintegrate rock and remove from excavation.

8. Cut away at excavation bottom to form level bearing surface for foundation of

buildings and structures and bedding of utility mains.

9. Remove fractured layers to provide a sound and unshattered base prior to pipe

installation.

10. In utility trenches, trim rock to 6 inches below bottom of installed pipe and 12 inches

wider than outside diameter of installed pipe.

11. In addition to observing all laws, regulations, and ordinances relating to transporting

storage and handling of explosives, conform to any further requirement with the

Engineer may deem appropriate.

1.05 DISPOSAL AND REPLACEMENT OF ROCK

A. Trench excavation, consisting of rock exceeding 50 pounds in weight, and smaller

fragments when directed by the Engineer, shall not be used for backfilling. Approved

borrow to supply any deficiency of trench backfill shall be provided by the Contractor

without additional payment.

B. The Contractor shall remove and dispose of all pieces of rock which are not suitable for

use in other parts of the work. Rock disposed of by hauling away to spoil areas is to be

replaced and approved surplus excavation obtained elsewhere on the site, insofar as it is

available. Any deficiency in the backfill material shall be made up with acceptable

material from outside sources as approved by the Engineer.

C. Fragments of rock may not be used in backfilling pipe. Backfilling trench is further

specified under Section 31 23 00. Nesting of rock fragments will not be permitted and

will be removed as directed by the Engineer.


154828 31 23 16 - 5

D. If rock below grade is shattered by blasting caused by holes drilled too deep, or too heavy

charges of explosives, or any other circumstance due to blasting; and if, in the opinion of

the Engineer, the shattered rock is unfit for use on the job, the rock shall be removed and

the excavation refilled with crushed stone at the expense of the Contractor.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Dewatering and Drainage

154828 31 23 19 - 1

SECTION 31 23 19

DEWATERING AND DRAINAGE

PART 1 GENERAL

1.01 SUMMARY

A. The Contractor shall design, furnish, operate, and remove temporary dewatering systems

to lower and control water to maintain stable, undisturbed subgrades.

B. Dewatering includes but is not limited to the lowering of the water table, the lowering of

the hydrostatic pressure, preventing surface water from entering the excavation during

construction, preventing ground water from entering the excavation during construction,

installation of recharging systems and/or disposing of discharge water, and installing and

monitoring observation wells and settlement markers. Common dewatering methods

include sump pumping, deep wells, well points or combinations thereof.

1.02 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00:

1. Qualifications of Dewatering Specialist

a. List of at least five successful dewatering projects. Contact information shall

include names, current addresses, and telephone numbers of the Owner or

persons who were in charge of representing the Owner of those five construction

projects during the time of the dewatering.

b. Contractor shall submit qualifications of specialist's or firm's South Carolina

Registered Professional Engineer who shall stamp and seal shop drawings of

dewatering plan. Contractor shall submit qualifications of specialist's or firm's

field representative who shall oversee the installation, operation and

maintenance of the dewatering system.

2. Dewatering Plan

a. Shop drawings and calculations stamped and signed by a South Carolina

Registered Professional Engineer. Drawings shall indicate the locations and sizes

of berms, dikes, ditches, all deep wells, observation wells, sand and gravel filters,

piezometers, settlement points, well points, sumps, recharge systems, and

discharge lines, including their relation to sedimentation ponds.

b. Dewatering plan shall also include a description of the capacities of the pumps,

prime movers, and standby equipment. The plan shall also include a detailed

description of the sequence of dewatering activities, maintenance requirements

and system removal procedures and a list of all applicable laws, regulations,

rules, and codes to which dewatering design conforms.

3. Dewatering System Monitoring Reports

a. Contractor shall submit to Engineer observation well data, daily piezometric levels

shall be identified by date, time, well number, and system (subsystem if multiple

pumps are used) pumping rate. Piezometric levels shall be reported in feet of

drawdown and groundwater elevation.


154828 31 23 19 - 2

b. Contractor shall submit to Engineer dewatering well data, suspended material

test results shall be identified by date, time, well number, well pumping rate (if

monitored) and system (subsystem if multiple pumps are used) pumping rate.

4. Modified Dewatering Plan

a. A modified dewatering plan shall be submitted to the Engineer within 24 hours, if

open pumping from sumps and ditches results in boils, loss of fines, softening of

the ground or instability of the slopes.


A. Contractor shall prepare dewatering design including calculations and drawings under

the direction of a South Carolina Registered Professional Engineer. All dewatering design

drawings, calculations, and details shall be stamped and signed by a South Carolina

Registered Professional Engineer.

B. When the use of well points, deep wells, recharge systems, or equal systems are required

to design the groundwater control, the Contractor shall employ the services of a

dewatering specialist that has the following qualifications:

1. A minimum of 10 years’ experience in the design and construction of well points,

deep wells, recharge systems, or equal systems.

2. Have completed at least five successful dewatering projects of equal size and

complexity and with equal systems.

3. Retains the services of a South Carolina Registered Professional Engineer with a

minimum of 10 years’ experience in the design of well points, deep wells, recharge

systems, or equal systems.

4. Retain the services of a field representative having a minimum of 5 years’ experience

in the design and installation of well points, deep wells, recharge systems, or equal

systems.

C. The Contractor shall notify the Engineer immediately if any settlement or movement is

detected of survey points on structures adjacent to excavations being dewatered. If

settlement or movement is deemed to be related to the dewatering, discontinue

dewatering and submit a modified dewatering plan to the Engineer within 24 hours. Do

not continue dewatering until the modified dewatering plan has been approved.

Implement the approved modified plan and repair any damage incurred to the adjacent

structures at no additional cost to the Owner.

D. If the dewatering system does not maintain the groundwater level so as to maintain the

specified subgrade condition and density requirements, notify the Engineer and modify

system to perform as specified at no additional cost to the Owner.

E. The Contractor shall obtain and comply with permits, laws, regulations, rules and codes

required.

1.04 SITE CONDITIONS

A. The project geotechnical report (s) include existing geotechnical data of the site,

including boring logs, laboratory and field test results. Locations of the borings shall be

as indicated on the drawings.


154828 31 23 19 - 3

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 DEWATERING

A. Contractor shall design, furnish, install, and maintain dewatering system in accordance

with approved dewatering plan. Contractor shall follow guidelines recommended by

S&ME, Inc. in their Geotechnical Engineering Report dated November 19, 2020. Locate

dewatering system components so that they do not interfere with construction under this

or other contracts. Dewatering program shall be conducted in such a manner as to

prevent undermining or disturbing foundations of existing structures or of work ongoing

or previously completed.

B. Contractor shall not begin excavation until the dewatering system is fully operational and

the excavation may proceed without disturbance to the final subgrade. Dewatering

should continue until backfilling of excavation reaches a level above original groundwater

level. Dewatering shall continue uninterrupted until the structures, pipes, and

appurtenances to be built there have been completed such that they will not be floated

or otherwise damaged by an increase in groundwater elevation.

C. Contractor shall discontinue open pumping from sumps and ditches, if such pumping is

resulting in boils, loss of fines, softening of the ground, or instability of the slopes. The

dewatering plan will be modified and submitted to the Engineer within 24 hours at no

additional cost to the Owner. Where subgrade materials are unable to meet the

subgrade density requirements due to improper dewatering techniques, remove and

replace the materials in accordance with Section 31 23 00 at no additional cost to the

Owner.

3.02 DEWATERING DISCHARGE

A. Contractor shall install sand and gravel filters in conjunction with well points and deep

wells to prevent the migration of fines from the existing soil during the dewatering

operation. Water from the dewatering operation shall be transported without

interference to other work, damage to existing pavement, other surfaces or property.

Pumped water shall be discharged to a sedimentation pond or drainage system as

indicated or specified. Contractor to install and maintain erosion/sedimentation control

devices at the point of discharge as indicated or specified and as part of the overall

dewatering plan. Do not discharge water from dewatering operations directly into any

live or intermittent stream, channel, wetlands, surface water or any storm sewer. Water

from dewatering operations shall be treated by filtration, settling basins, or other

approved method to reduce the amount of sediment contained in the water to allowable

levels. Under no circumstances shall water from dewatering systems be discharged into

sanitary sewer systems. Engineer reserves the right to sample the discharge water at any

time to ensure environmental laws and permits are being adhered to.

B. Contractor shall not pump water found to be contaminated with oil or other hazardous

material into indicated or specified sedimentation ponds or drainage systems without

treatment.


154828 31 23 19 - 4

3.03 MONITORING DEVICES AND RECORDS

A. Contractor shall install, maintain and take measurements at least once a day and three

times a day for 3 days after dewatering startup or during failure of dewatering system,

from observation wells during the period of time that the dewatering system is in

operation. Contractor shall extend observation wells below the earth retention system

and install them around the perimeter of the excavation. Observation wells shall not be

spaced more than 100 feet apart around the perimeter of the excavation. Observation

wells shall be installed midway between, multiple stage well point systems and/or deep

well shafts. Contractor shall modify the dewatering system in order to maintain the

specified water level.

B. Contractor shall install, maintain and take measurements from the geotechnical

instruments, including settlement markers (reference points on surrounding structures)

and piezometers, as part of the overall dewatering plan. Settlement markers shall be

placed on all structures within a distance equal to twice the depth of the excavation, from

the closest edge of the excavation. Settlement survey measurements shall be taken and

reported to 0.001 feet.

3.04 REMOVAL OF DEWATERING SYSTEM

A. Contractor shall not remove the dewatering system without written approval from the

Engineer. Contractor shall backfill and compact sumps or ditches with screened gravel

or crushed rock in accordance with Section 31 23 00.

B. Contractor shall remove well points and deep wells. Well holes shall be abandoned in

accordance with local and state regulations.

C. If an equal system has been used, Contractor shall remove and backfill in accordance

with approved dewatering plan.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Erosion, Sedimentation, and Dust Control

154828 31 25 00 - 1

SECTION 31 25 00

EROSION, SEDIMENTATION AND DUST CONTROL

PART 1 GENERAL

1.01 SUMMARY

A. The work shall consist of control measures as required by local regulations, permits

obtained by the Owner and by the Engineer, as specified herein and shown on the

Drawings, during the life of the contract to control erosion, sedimentation, and dust.

B. Establish, construct, and maintain erosion and sediment control measures. Siltation

control devices shall be installed in the appropriate locations before construction begins.

The erosion control structures shall be maintained until temporary ground cover is

established to stop all sediment and erosion. All fines imposed for improper erosion and

sedimentation and control shall be paid by the Contractor responsible for the work.

C. Temporary erosion and pollution control shall include construction work off-site where

such work is necessary as a result of borrow pit operations, haul roads or equipment

storage sites.

D. In addition to permits obtained by the Owner, the Contractor shall acquire any additional

necessary land disturbance permits from the local regulatory agency prior to

commencing work. The Contractor shall be responsible for submitting sufficient

documents such that approval can be acquired.

E. Install temporary erosion and sediment controls that will ensure the stormwater, other

water, and drainage from job site areas which will be stripped or modified of its naturally

existing or artificially established stabilization or protection against erosion shall pass

through some type of filter system before being discharged and that these areas shall be

kept sufficiently moist to control dust.

F. The Contractor shall implement the practices set in the Stormwater Pollution Prevention

Plan (SWPPP) submitted as a part of the Notice of Intent (NOI) for Stormwater Discharges

from Large and Small Construction Activities, NPDES General Permit SCR100000 and

the South Carolina Department of Health and Environmental Control’s (SCDHEC) “Storm

Water Management BMP Handbook.”

1.02 SUBMITTALS

A. The Contractor shall submit a written plan for controlling erosion, sedimentation and

dust. The plan shall conform to the requirements of any permits obtained from local

regulatory agencies. The written plan shall be submitted in accordance with Section 01

33 00 and include at a minimum:

1. Schedule of erosion and sedimentation control activities.

2. Plan for maintenance of sedimentation control structures.

3. List of products and seeding species.

4. Plan for dust control.


154828 31 25 00 - 2

1.03 SLOPE PROTECTION AND EROSION CONTROL

A. Whenever steeper slopes or abrupt changes in grade are required, a diversion or berm

ditch shall be constructed at the top of the slope to cause the surface water to flow along

the diversion to a controlled down slope. The diversion shall be protected against

erosion with mulch and hay bales, and paved inverts where needed.

B. Silt barriers shall be constructed around all inlets and maintained throughout

construction. Sediment accumulated behind silt barriers shall be removed when the

ponding capacity is reduced by one-half.

1.04 SILTATION FENCES

A. Siltation fences shall be installed in the locations as indicated on the Drawings. Siltation

fences shall be installed prior to clearing operations. Siltation fences shall be kept in

good repair and maintained throughout construction. Sediment shall be removed when

the ponding capacity is reduced by one-half.

B. Siltation fences shall be constructed around all inlets to the stormwater system. They

shall be repaired and maintained throughout construction. Sediment shall be removed

before the ponding capacity is reduced by one-half.

1.05 DUST CONTROL

A. The Contractor shall exercise precautionary measures to minimize dust emissions, which

will include, but shall not be limited to, periodic sprinkling or wetting of the site. The

Contractor has the option of using a dust palliative. The Contractor must comply with all

local regulations.

PART 2 PRODUCTS

2.01 MATERIALS

A. Silt Fence

1. Silt fence shall be nylon reinforced polyester netting with fabric weight in excess of

4.0 ounces per yard and having a built-in cord running throughout the top edge of the

fabric. Silt fence fabric shall be equal to Mirafi 100X, inert to chemicals commonly

found in soil, and resistant to mildew, rot, insects, and rodent attack.

2. Reinforcing mesh shall be ½ inch galvanized steel

3. Posts shall be steel 48-inch long (min), 50,000 psi min yield. Standard “T” section

with a nominal face width of 1.38” and nominal “T” length of 1.48”. Weigh 1.25

pounds/foot. Have a soil stabilization plate with a minimum cross section area of 17

square inches attached to steel posts. Painted with a water based, baked enamel

paint.

B. Filter Fabric

1. Filter fabric shall conform to the requirements of Section 804.11 of the SCDOT

Specification for Highway Construction.

C. Sediment Tubes


154828 31 25 00 - 3

1. Sediment tubes shall consist of compacted geotextiles, curled excelsior wood,

natural coconut fiber or hardwood mulch. Straw, pine needle and leaf mulch-filled

sediment tubes are not permitted. The outer netting shall consist of seamless, high-

density polyethylene photodegradable materials treated with ultraviolet stabilizers or

with seamless high-density polyethylene non-degradable materials.

2. The sediment tube diameter shall range between 18and 24 inches.

3. Where installed within the SCDOT highway right-of-way, the selected sediment tube

shall be listed on the SCDOT approved products list.

D. Turf Reinforcement Mats

1. Turf reinforcement mats shall be a three-dimensional stable net structure with

sufficient thickness, void space and strength to capture and retain soil I to allow for

the development of root growth and vegetation within the matrix. All components of

the turf reinforcement mat shall be 100-percent synthetic and resistant to biological,

chemical and ultraviolet degradation. The materials shall be designed to reduce soil

erosion and assist in the growth, establishment, and protection of vegetation for a

period exceeding 5 years.

2. The product shall be selected to meet the slope characteristics and design flow

velocity of the application.

E. Netting

1. Netting shall be ½ inch galvanized steel, chicken wire mesh. Netting stakes shall be

either steel rods not smaller than ½ inch diameter or shall be either fir, southern pine

or hemlock.

F. Filter Stone

1. Filter stone shall be Number 57 stone for all silt fence toed in trenches and Number

4 surge stone for all truck cleaning pads at all job site haul road entrances.

G. Check Dam Material

1. Silt check dam material shall be coarse, angular, clean-washed crushed stone,

gravel, or rock ranging in size from 12” D50 Riprap (DHEC) meeting the requirements

of SCDOT Class A or Class B erosion control stone.

H. Riprap

1. Riprap shall consist of clean field stone or rough quarry stone, resistant to

weathering by wind or water, varying in weight from 25 to 250 pounds. Sixty percent

of the riprap shall weigh a minimum of 100 pounds each and no more than 5 percent

of the riprap shall weigh less than 50 pounds each. Riprap thickness shall be 1½

times the diameter of the largest stones used. The specific gravity of the individual

stones should be at least 2.5.

PART 3 EXECUTION

3.01 GENERAL

A. The implementation of all erosion and sedimentation control devices shall be done in

accordance with permits obtained, local regulations and the SCDHEC “Storm Water

Management BMP Handbook.”


154828 31 25 00 - 4

B. The controls shown on the Drawings are to be considered the minimum requirements.

The Contractor shall be responsible for providing any additional control measures

necessary to avoid soil erosion, sedimentation and storm water pollution.

C. Temporary construction exits shall be maintained in a condition that will prevent tracking

or flow of mud out of the work area or onto public roads.

3.02 SILT FENCING

A. Silt fencing shall be installed as shown on the Drawings, and as required to prevent

migration of sediment.

B. The silt fence shall be installed to leave 10 feet between the silt fence and the creek or

wetland.

C. A trench shall be excavated approximately 8 inches wide and 8 inches deep when

placing fabric by hand. Twelve inches of geotextile fabric shall be placed into the 6-inch

deep trench, extending the remaining 8 inches towards the upslope side of the trench.

The trench shall be backfilled with soil or gravel and compacted.

D. Twelve inches of fabric shall be buried into the ground when pneumatically installing silt

fence with a slicing method.

E. Posts shall be installed to a minimum depth of 24 inches, with a minimum of 1 to 2

inches above the fabric, and no more than 3 feet of the post above the ground.

F. The fabric shall be attached to the steel posts using heavy-duty plastic ties that are

evenly spaced and placed in a manner to prevent sagging or tearing of the fabric. In call

cases, ties should be affixed in no less than four places.

G. The fabric shall be installed a minimum of 24 inches above the ground. When

necessary, the height of the fence above ground may be greater than 24 inches.

H. In tidal areas, extra silt fence height may be required. The post height will be twice the

exposed post height. Post spacing will remain the same and extra height fabric will be 4,

5, or 6 feet tall.

I. Locate silt fence checks every 100 feet maximum and at low points.

J. The fence shall be installed perpendicular to the direction of flow and place the fence the

proper distance from the toe of steep slopes to provide sediment storage and access for

maintenance and cleanout.

K. The Contractor shall inspect the silt fencing every 7 calendar days and within 24 hours

after each rainfall event that produces ½ inch or more of precipitation. Check for

sediment buildup and fence integrity. Check where runoff has eroded a channel beneath

the fence, or where the fence has sagged or collapsed by fence overtopping.

1. If the fence fabric tears, begins to decompose, or in any way becomes ineffective,

replace the section of fence immediately.

2. Remove sediment accumulated along the fence when it reaches one-third the height

of the fence, especially if heavy rains are expected.


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3. Remove trapped sediment from the site or stabilize it on site.

4. Remove silt fence within 30 days after final stabilization is achieved or after

temporary best management practices (BMPs) are no longer needed.

5. Permanently stabilize disturbed areas resulting from fence removal.

L. Accumulated silt and debris shall be removed by the Contractor from behind the face of

the silt fence as needed to provide proper silt fence operation. Clogged or damaged

fabric shall be immediately replaced at no additional cost.

3.03 SEDIMENT TUBES

A. Sediment tubes shall be installed along contours, in drainage conveyance swales, and

around inlets to help reduce the effects of soil erosion by energy dissipation and

retaining sediment.

B. Sediment tubes shall be located in the area specified on the drawings, and installed in

accordance with the details and manufacturer’s recommendations. The tube shall be

installed so that 20 percent of the tube diameter is buried and there are no gaps

between the bottom of the tube and top of the ground. When the length of the area to be

crossed requires multiple tubes, they shall be installed to allow a minimum of 6-inch

overlap.

C. Tubes shall be securely anchored in place by wood stakes or steel posts, a minimum of

48 inches in length placed on 2-foot centers. Stakes shall be connected to the mesh on

the downstream side and driven to extend 12 inches above the tube.

3.04 TURF REINFORCEMENT MATS

A. The Contractor shall grade and compact the areas to be protected with turf

reinforcement mats (TRM) as indicated on the plans. Large rocks, soil clods, vegetation

and other sharp objects that could keep the TRM from close contact with the subgrade

shall be removed. The top 2 inches of soil, which shall be the seedbed, shall be

loosened. Apply seeding in accordance with the seeding schedule. Do not apply mulch

in areas that are to be covered with TRMs.

B. The Contractor shall install the TRM in accordance with the manufacturer’s

recommendations and the following:

1. The TRM shall extend two to three feet over the crest of the slope and be anchored in

a terminal anchor trench a minimum of 12 inches deep by 6 inches wide. Anchor the

trench at 1-foot spacings and backfill with compact soils. The TRM shall be unrolled

along the placement area and loosely laid (not stretched) in such a manner that it will

conform to the surface irregularities when material is placed on or against it. The

TRM may be folded and overlapped to permit proper placement in the designated

area. Secure TRM to ground surface using U-shaped minimum eight gauge wire

staples driven flush into the soil. All anchors should be between 8 and 18 inches

long and have sufficient anchoring strength to restrain the TRM in its installed

location.

2. The TRM shall be joined by overlapping a minimum of 18 inches (unless otherwise

specified), and secured against the underlying foundation material. Securing pins,

approved and provided by the TRM manufacturer, shall be placed along the edge of


154828 31 25 00 - 6

the panel or roll material to adequately hold it in place during installation. The

upstream or up-slope TRM shall overlap the abutting down-slope TRM. At vertical

laps, securing pins shall be inserted through both layers along a line through

approximately the midpoint of the overlap. At horizontal laps and across slope laps,

securing pins shall be inserted through the bottom layer only. Securing pins shall be

placed along a line approximately 2 inches in from edge of the placed TRM at

intervals not to exceed 12 inches unless otherwise specified. Additional pins shall be

installed as necessary and where appropriate to prevent any undue slippage or

movement of the TRM. The use of securing pins will be held to the minimum

necessary. Pins are to be left in place unless otherwise specified.

3. Should the TRM be torn or punctured, or the overlaps or sewn joint disturbed, as

evidenced by visible fabric damage, subgrade pumping, intrusion, or grade distortion,

the backfill around the damaged or displaced area shall be removed and restored to

the original approved condition. The repair shall consist of a patch of the same type

of TRM being used, overlaying the existing TRM. When the TRM seams are required

to be sewed, the overlay patch shall extend a minimum of 1 foot beyond the edge of

any damaged area and joined by sewing as required for the original TRM except that

the sewing shall be a minimum of 6 inches from the edge of the damaged fabric.

TRM panels joined by overlap shall have the patch extend a minimum of two foot

from the edge of any damaged area.

3.05 STABILIZED CONSTRUCTION ENTRANCES

A. Construction Specifications

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

material.

2. Grade the road foundation so that the entrance/exit will have a cross slope.

3. Place stone to the dimensions, grade, and elevation shown on plans.

4. Temporary construction entrance/exit shall be constructed using washed stone 2 to

3 inches in size.

5. Construction of temporary construction entrance/exit shall utilize filter fabrics.

B. Maintenance Guidelines

1. 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.

Contractor shall immediately remove mud and all objectionable materials spilled,

washed, or tracked onto any road.

3.06 GRASS LINED CHANNEL


1. Excavate the channel and shape it to an even cross-section as shown. When staking,

indicate a 0.2-foot overcut around the channel perimeter for silting and bulking.

2. Grade soil away from channel so that surface water may enter freely.

3. Apply lime, fertilizer, and seed to the channel and adjoining areas in accordance with

the vegetation plan.

4. Spread straw mulch at the rate of 100 lb/ 1000 ft2.


154828 31 25 00 - 7

5. Start laying the jute fiber netting from the top of the upstream end of the channel and

unroll it down grade. Do not stretch netting.

6. Bury the upslope end and staple the net every 12 inches across the top end, every 3

feet around the edges and across the net so that the straw is held closely against the

soil. Do not stretch the netting when stapling.

7. Netting strips should be joined together along the sides with a 3-inch overlap and

stapled together.

8. To join ends of strips, insert the new roll of net in a trench as with upslope end and

overlap it 18 inches with the previously laid upper roll. Turn under 6 inches of the

18-inch overlap and staple every 12 inches across the end.

B. Maintenance Guidelines

1. During the establishment period, check grass-lined channels weekly and after every

rainfall. After grass is established, check the channel weekly and after every heavy

rainfall event. Immediately make repairs. It is particularly important to check the

channel outlet and all road crossings for bank stability and evidence of piping or

scour holes. Remove all significant sediment accumulations to maintain the

designed carrying capacity. Keep the grass in a healthy, vigorous condition at all

times, since it is the primary erosion protection for the channel.

3.07 ROCK CHECK DAMS


1. Check dams shall be placed at the locations shown on the Drawings. The check

dams shall be field fit into the existing ditch and placed such that the top is below the

ditch to prevent flooding of adjacent areas.

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

foundation.

3. Keep the center stone section at least 9 inches below natural ground level where the

dam abuts the channel banks.

4. 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.

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.

B. Maintenance

1. Inspect check dams and channels for erosion damage weekly and 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


154828 31 25 00 - 8

prevent large flows from carrying sediment over the dam. Add stones to dams as

needed to maintain design height and cross section.

4. Upon stabilization of the disturbed areas, the check dams shall be removed, and the

remaining sediment cleaned out of the ditch. The Contractor shall reshape the ditch

to its existing shape or blend into the adjacent ditch section. The Contractor shall

properly seed the ditch and protect with matting.

3.08 TREE PRESERVATION AND PROTECTION


1. Place barriers to prevent the approach of equipment within the drop line of trees to

be retained.

2. Do not nail boards to trees during building operations.

3. Do not cut tree roots inside the tree drip line.

4. Do not place equipment, construction materials, topsoil, or fill dirt within the limit of

the drop line of trees to be saved.

5. If a tree marked for preservation is damaged, remove it and replace it with a tree of

the same or similar species, 2-inch caliper or larger, from balled and burlapped

nursery stock when activity in the area is complete.

6. During final site cleanup, remove barriers around trees.

B. Maintenance

1. In the event that damage to protected trees occur, repair any damage to the crown,

trunk, or root system immediately.

a. Repair roots by cutting off the damaged areas and painting them with tree paint.

Spread peat moss or moist topsoil over exposed roots.

b. Repair damage to bark by trimming around the damaged area. Taper the cut to

provide drainage, and paint with tree paint.

c. Cut off all damaged tree limbs above the tree collar at the trunk or main branch.

Use three separate cuts to avoid peeling bark from healthy areas of the tree.

3.09 OUTLET PROTECTION


1. Ensure that the subgrade for the filter and riprap follows the required lines and

grades shown in the plan. Compact any fill required in the subgrade to the density of

the surrounding undisturbed material. Low areas in the subgrade on undisturbed soil

may also be filled by increasing the riprap thickness.

2. Excavate below channel outlet and widen channel to the required riprap thickness for

each apron. Foundation to be cut to zero grade and smoothed.

3. The riprap and gravel filter must conform to the specified grading limits shown on the

plans.

4. Filter fabric, when used, must meet design requirements and be properly protected

from punching or tearing during installation. Place filter fabric on bottom and sides of

prepared foundation. Repair any damage by removing the riprap and placing another

piece of filter fabric over the damaged area. All connecting joints should overlap a

minimum of 1 foot. If the damage is extensive, replace the entire filter fabric.


154828 31 25 00 - 9

5. Riprap may be placed by equipment, but take care to avoid damaging the filter fabric.

6. The minimum thickness of the riprap should be 1.5 times the maximum stone

diameter.

7. Riprap may be field stone or rough quarry stone. It should be hard, angular, highly

weather-resistant, and well graded Class B erosion control stone.

8. Place riprap on zero grade, top of riprap to be level with existing outlet, no overfall at

ends. Set the top of the riprap at the downstream end level with the receiving area or

slightly below it.

9. Ensure that the apron is properly aligned with the receiving stream and preferably

straight throughout its length. If a curve is needed to fit site conditions, place it in the

upper section of the apron.

10. Immediately after construction, stabilize all disturbed areas with vegetation as

specified on the seeding schedule in the Drawings.

B. Maintenance

1. Inspect riprap outlet structures weekly and after heavy rains to see if any erosion

around or below the riprap has taken place or if stones have been dislodged.

Immediately make all needed repairs to prevent further damage.

3.10 TEMPORARY SEDIMENT TRAP


1. Clear, grub, and strip the area under the embankment of all vegetation and root mat.

Remove all surface soil containing high amounts of organic matter and stockpile or

dispose of it properly. Haul all objectionable material to the designated disposal

area.

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

organic matter, and other objectionable material. Place the fill in lifts not to exceed 9

inches and machine compact it. Overfill the embankment 6 inches to allow for

settlement. Fill shall be Class C2. The existing grade shall be scarified to a depth of

at least 24 inches and recompacted to at least 95 percent of the Standard Proctor

(ASTM D698) maximum dry density. Fill material shall be placed in loose layers not

to exceed 9 inches in thickness. At optimum moisture content ± 2 percent, the fill

shall be compacted to 95 percent Standard Proctor (ASTM D698) maximum dry

density.

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

feet deep and 2 feet wide with 1:1 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.


154828 31 25 00 - 10

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

width of 3 feet 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, as shown on the plans,

with 2:1 side slopes extending to the top of the over filled 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. Show the distance from the top of the spillway to the sediment cleanout level (one-

half the design depth) on the plans and mark it in the field.

B. Maintenance

1. Inspect temporary sediment traps weekly and 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 or incorporated into site grading.

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.

3.11 STREAM PROTECTION

A. A temporary ford or structure shall be installed across streams and water courses for

short-term use by construction vehicles and heavy equipment to provide a means to

cross streams and water courses without moving sediment into streams, damaging

stream bed or channel or causing flooding.

B. Land disturbing activity in connection with construction of pipelines in, on, over or under

a natural water course shall minimize the extent and duration of disruption of the stream

channel.


154828 31 25 00 - 11

3.12 PROVISIONS FOR EROSION CONTROL DURING CONSTRUCTION

A. The Contractor shall inspect all erosion and sedimentation control measures at least

once a week and within 24 hours after any storm event of greater than one-half inch of

rain per 24-hour period or more frequently if required by state or federal law. The person

performing this monitoring shall have certification approved by the Owner. The

Contractor shall maintain inspection and maintenance records in compliance with the

Owner’s erosion and sediment control policies and procedures. Copies of all inspection

and maintenance records will be transmitted to the Owner for filing on a weekly basis.

B. The Contractor shall implement erosion control measures around all areas to be

disturbed prior to disturbing ground in the area, to the satisfaction of the Engineer.

C. The Contractor shall take sufficient precautions during construction to eliminate run-off

of polluting substances such as silt, clay, wastes, fuels, oils, and bitumen into water

supplies and surface waters. Special precautions shall be taken in the use of

construction equipment to conduct operations in a manner that reduces erosion.

D. The temporary drainage ditches, silt fences, and other erosion and sediment control

features shall be maintained at all locations.

E. Disposal of drainage from the site shall be at a location approved by the Engineer.

Drainage shall not be disposed of until silt and other sedimentary materials have been

removed. Particular care shall be taken to prevent the discharge of unsuitable drainage

to a water supply or surface water body.

F. As a minimum, the following shall apply:

1. Approved silt fencing shall be provided at points where drainage from the work site

leaves the site, to reduce the sediment content of the water. Sufficient silt fence

shall be provided such that all flow will filter through the straw or silt fence. Other

methods, which reduce the sediment content to an equal or greater degree, may be

used as approved by the Engineer.

2. Drainage leaving the site shall flow to water courses in a manner that controls

erosion.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Shoring

154828 31 41 00 - 1

SECTION 31 41 00

SHORING

PART 1 GENERAL

1.01 DESCRIPTION

A. Scope:

1. This section specifies requirements for sheeting, shoring, and bracing of trenches

greater than 4 feet in depth.


1. The Contractor shall design sheeting, shoring, and bracing in accordance with

Article 6 of OSHA and the South Carolina State Labor Code. The standards of design

referred to in the Labor Code shall be those of CAL/OSHA.

2. Horizontal strutting below the barrel of a pipe and the use of pipe as support are not

acceptable.

1.02 REFERENCES















or replaced.

Reference Title

OSHA OSHA Excavation Standard – Subpart P

PART 2 PRODUCTS

2.01 GENERAL

A. The Contractor shall submit as product data to the Owner information required by

Subpart P of the OSHA Excavation Standard. Information shall be provided in accordance

with Section 01 33 00 of this project manual.

Lake Keowee to Adkins WTP Raw Water System Shoring

154828 31 41 00 - 2

PART 3 EXECUTION

3.01 GENERAL

A. The construction of sheeting, shoring, and bracing shall not disturb the state of soil

adjacent to the trench and below the excavation bottom.

B. Design sheeting and shoring to be left in place as part of the completed Work, cut off

minimum 18" below finished subgrade, or design sheeting and shoring to be removed at

completion of excavation work.

3.02 SEQUENCE

A. Trench excavation shall not be started until the design for trench support has been

accepted by the Owner.

END OF SECTION

DIVISION 32

EXTERIOR IMPROVEMENTS

Section Title

32 12 16 ASPHALT PAVING

Lake Keowee to Adkins WTP Raw Water System Asphalt Paving

154828 32 12 16 - 1

SECTION 32 12 16

ASPHALT PAVING

PART 1 GENERAL

1.01 DESCRIPTION

A. This section specifies paving consisting of aggregate base, asphaltic concrete, and

associated materials.


A. References:

















Reference Title

ASTM D1557 Test Methods for Moisture-Density Relations of Soils and Soil-Aggregate

Mixtures Using 10-lb (4.5-kg) Rammer and 18-in (457-mm) Drop

B. Testing:

1. Testing will be conducted by the Construction Manager to determine compliance with

the specified degree of compaction and moisture content.

1.03 WEATHER LIMITATIONS

Apply prime and tack coats only when ambient temperature is above 50 degrees F, and when

temperature has not been below 35 degrees F for 12 hours immediately prior to application. Do not

apply during rainy weather or when base is wet or contains an excess of moisture.

Construct asphalt concrete surface course only when atmospheric temperature is above

40 degrees F, and base is dry. Base course may be placed when air temperature is above 30 degrees

F, and is rising.

Weather limitations specified within the South Carolina Department of Transportation Standard

Specifications shall govern when in conflict with the limitations listed above.


154828 32 12 16 - 2

1.04 SUBMITTALS

Submittals shall be made in accordance with Section 01 33 00, not less than 10 days prior to

application of pavement, and include the following data:

A. Certificates signed by the producer stating that the materials supplied comply with these

Specifications.

B. The design mix and test data for each course.

PART 2 PRODUCTS

2.01 MATERIALS

A. Aggregate Base:

1. Shall conform to the requirements of Section 305 of the South Carolina Department

of Transportation Standard Specifications.

B. Liquid Asphalt:

1. Liquid asphalt for tack coats and treatment of aggregate base shall be Grade MC

250 and shall comply with South Carolina Department of Transportation Standard

Specifications.

C. Hot Mix Asphalt Aggregate Base Course:

1. Shall conform to the requirements of Section 310 of the South Carolina Department

of Transportation Standard Specifications.

D. Hot Mix Asphalt Binder Course:

1. Shall conform to the requirements of Section 402, Type B, of the South Carolina

Department of Transportation Standard Specifications.

E. Hot Mix Asphalt Surface Course:

1. Shall conform to the requirements of Section 403, Type B or C (per drawings), of the

South Carolina Department of Transportation Standard Specifications.

F. Other Surfaces:

1. When roadways or private driveways of non-specified materials (brick, stone, etc.) are

damaged during construction, they shall be repaired, to the extent at which they were

damaged, with similar or original materials.

PART 3 EXECUTION

3.01 GENERAL

A. Construction shall conform to the details, dimensions and grades specified. Maximum

variations in finished grade of paving shall be plus or minus 0.05 feet.

3.02 AGGREGATE BASE PLACEMENT

A. Subgrade:


154828 32 12 16 - 3

1. Areas to be paved shall be graded and compacted in accordance with Section 31 23

00-3.06.

2. Where specified, the subgrade shall be treated with lime utilizing 5 percent

(dry weight) hydrated lime.

B. Aggregate Base:

1. Placing of aggregate base shall comply with South Carolina Department of

Transportation Standard Specifications. Relative compaction shall be a minimum of

95 percent as determined using methods set forth in ASTM D1557.

C. Treated Aggregate Base:

1. Where specified, the aggregate base shall be given a penetration treatment with

liquid asphalt as specified and in conformance with South Carolina Department of

Transportation Standard Specifications.

3.03 ASPHALT CONCRETE PAVEMENT

A. Asphalt Concrete:

1. Placement of asphalt concrete pavement shall comply with South Carolina

Department of Transportation Standard Specifications. Berms shall be shaped and

compacted with an extrusion machine.

B. Tack Coat:

1. tack coat shall be applied to all vertical surfaces of existing pavement; to curbs,

gutters, and construction joints against which asphalt concrete will be placed; to

pavements to be surfaced; and where specified at the approximate rate of

0.05 gallons per square yard. Application shall comply with South Carolina

Department of Transportation Standard Specifications. Immediately prior to placing

asphalt concrete, additional tack coat shall be applied to areas where the tack coat

has been damaged.

2. Immediately prior to construction of asphalt concrete berms, a continuous tack coat

shall be applied to the pavement surface. Application of the tack coat shall not cause

a slip or weakened plane between the two joined surfaces.

C. Traffic Line Painting:

1. Traffic lines shall be painted on pavement surfaces where specified. Surfaces are to

be free of contaminants that may interfere with adhesion. Thinning and coverage

shall be as recommended by the manufacturer, but coverage shall not exceed

400 square feet per gallon. Traffic lines shall be of uniform width with the edges

straight and even. Traffic shall be restricted from the area until the paint has dried.

END OF SECTION

DIVISION 33

UTILITIES

Section Title

33 05 31 DUCTILE IRON PIPE

33 05 32 LINED AND COATED STEEL PIPE

Lake Keowee to Adkins WTP Raw Water System Ductile Iron Pipe

154828 33 05 31 - 1

SECTION 33 05 31

DUCTILE IRON PIPE

PART 1 GENERAL

1.01 DESCRIPTION

A. Scope:

1. This section specifies ductile iron pipe, ductile fittings and gaskets.

2. All ductile iron pipe shall be domestically manufactured in the United States. Pipe

shall be cast, cleaned, lined, fabricated, tested, and certified at a USA manufacturing

facility.

B. Definition:

1. Where cast iron pipe is specified, the term and symbol shall mean ductile iron pipe.

1.02 REFERENCES















or replaced.

Reference Title

ANSI A21.14 Ductile-Iron Fittings 3 In. Through 24 In., for Gas

ANSI A21.52 Ductile-Iron Pipe, Centrifugally Cast, in Metal Molds or Sand Lined Molds for Gas

ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings Class 25, 125, 250, and 800

ANSI B16.5 Pipe Flanges and Flanged Fittings

ASTM A716 Ductile-Iron Culvert Pipe


AWWA C104

(ANSI A21.4)

Cement-Mortar Lining for Ductile- Iron and Gray-Iron Pipe and Fittings for Water

AWWA C110

(ANSI A21.10)

Ductile-Iron and Gray-Iron Fittings, 3 In. Through 48 In., for Water and Other Liquids

AWWA C111

(ANSI A21.11)

Rubber-Gasket Joints for Ductile- Iron and Gray-Iron Pressure Pipe and Fittings

AWWA C115

(ANSI A21.15)

Flanged Ductile-Iron and Gray-Iron Pipe With Threaded Flanges


154828 33 05 31 - 2

Reference Title

AWWA C150

(ANSI A21.50)

Thickness Design of Ductile-Iron Pipe

AWWA C151

(ANSI A21.51)

Ductile-Iron Pipe, Centrifugally Cast, in Metal Molds or Sand-Lined Molds, for Water or

Other Liquids

AWWA C153

(ANSI A21.53)

Ductile-Iron Compact Fittings, 3 In. Through 12 In. for Water and Other Liquids

AWWA C600 Installation of Ductile-Iron Water Mains and Their Appurtenances

AWWA C606 Grooved and Shouldered Type Joints

PART 2 PRODUCTS

2.01 GENERAL

A. Pipe design, materials and manufacture shall comply with the following documents:

Item Document

Thickness design AWWA C150

Manufacturing requirements

• Water or other liquid AWWA C151

Gravity service pipe ASTM A716

Joints

• Rubber gasket AWWA C111

• Threaded flange AWWA C115

Fittings

• Water or other liquid AWWA C110/AWWA C153

Cement mortar lining AWWA C104

2.02 PIPE

A. Ductile Iron Pipe shall conform to AWWA C150/ANSI A21.50, AWWA C151/ANSI

21.51 and ASTM A746.

B. Flanged pipe shall be minimum Class 53. Flanges shall be furnished by the pipe

manufacturer. Sizes will be as shown on the Drawings.

C. Ductile Iron Pipe shall be furnished in nominal lengths of 18 to 20 feet. When on

piers, ductile iron pipe shall be furnished in exact lengths of 20-feet.

D. Pipe sizes will be as shown on the Drawings and shall have a minimum pressure

rating as indicated in the following table:

Pipe Sizes (inches) Pressure Class (psi)

4 - 12 350

14 – 20 250

24 200

30 - 54 150


154828 33 05 31 - 3

2.03 WELDED-ON OUTLETS

A. Welded-on outlets may be used in lieu of the tees shown on the plans. All welded-on

outlets shall be rated for a working pressure of 250 psi and shall have a minimum safety

factor of 2.0; except that 36” welded-on outlets for 54”-64” parent pipe diameters shall

be rated at 200-psi. Welded-on outlets may be provided as a radial (tee) outlet, a

tangential outlet, or a lateral outlet. Parent pipe and branch pipe shall meet hydrostatic

test requirements in accordance with AWWA C151, section 51-9, prior to fabrication.

B. All joints on welded-on branch outlets shall be provided in accordance with the latest

revision of ANSI/AWWA C111/A21.11 and/or ANSI/AWWA C115/A21.15, as applicable.

All outlets shall be fabricated from centrifugally cast ductile iron pipe designed in

accordance with ANSI/AWWA C150/A21.50 and manufactured in accordance with

ANSI/AWWA C151/A21.51.

C. All welds must be produced using 55% nickel iron welding rod or wire. Carbon steel

electrodes will not be acceptable. Both branch and parent outlet pipe shall be class 53.

After fabrication each outlet pipe shall be air tested to 15 psi to ensure weld integrity. A

soap and water solution shall be applied during the testing procedure to inspect the weld

for leakage. Any welds that show air seepage shall be refabricated and retested.

D. The type of pipe end for the branch outlet shall be as specified or indicated on the

drawings. The maximum size and laying length of the welded-on branch outlet shall be

recommended by the pipe manufacturer and acceptable to the Engineer for the field

conditions and connecting pipe or valve. Pipe embedment material and trench backfill

shall be placed and compacted under and around each side of the outlet to hold the pipe

in proper position and alignment during subsequent pipe jointing, embedment, and

backfilling operations.

2.04 HYDROSTATIC TESTING

A. All pipe 4”-24” shall be tested per AWWA standards to 500 psi. All pipe, 30”-inches and

larger, shall be subject to a factory hydrostatic test of at least 500 psi for a period of not

less than 10 seconds after which time the pressure is to be elevated to a peak pressure

that induces a stress in the pipe wall equivalent to 75% of the minimum specified yield of

ductile iron (42,000 psi) as calculated by the following formula:

p = 2fs t

D

Where: p = peak hydrostatic pressure

fs = stress in pipe wall during hydrostatic test, which shall be 0.75 times

the minimum yield strength of the ductile iron in tension, i.e.: 42,000 psi

t = nominal wall thickness, in.

D = outside diameter, in.


154828 33 05 31 - 4

Factory Hydrostatic Test Pressures for Ductile Iron Pipe

(30in and Larger)

Pressure Class 150 200 250 300 350

Pipe Size / Outside

Diamter

“t”

(in)

Test

Press.

(psi.)

“t”

(in)

Test

Press.

(psi.)

“t”

(in)

Test

Press.

(psi.)

“t”

(in)

Test

Press.

(psi.)

“t”

(in)

Test

Press.

(psi.)

30” / 32.00 0.34 669 0.38 748 0.42 827 0.45 886 0.49 965

36” / 38.30 0.38 625 0.42 691 0.47 773 0.51 839 0.56 921

42” / 44.50 0.41 580 0.47 665 0.52 736 0.57 807 0.63 892

48” / 50.80 0.46 570 0.52 645 0.58 719 0.64 794 0.70 868

54” / 57.60 0.51 558 0.58 635 0.65 711 0.72 788 0.79 865

60” / 61.60 0.54 552 0.61 624 0.68 695 0.76 777 0.83 849

64” / 65.70 0.56 537 0.64 614 0.72 691 0.80 767 0.87 835

2.05 GASKETS

A. Unless otherwise specified, gasket material shall be standard styrene butadiene

copolymer (SBR). Gaskets shall, in addition, comply with AWWA C111 for push-on and

mechanical joints and with AWWA C606 for grooved end joints.

2.06 FITTINGS

A. Unless otherwise specified, fittings shall conform to AWWA C110 and AWWA C153. Ends

shall be flanged, restrained mechanical joint, restrained push-on, or grooved to suit the

conditions specified. Long-radius elbows shall be provided where specified.

2.07 JOINTS

A. Unrestrained Joints:

1. Push-On Joints: Unrestrained joints, where specified, shall be the rubber ring

compression, push-on type joint suitable for buried service. Unrestrained joints shall

be the Fastite Joint as manufactured by American Cast Iron Pipe Company, the Tyton

Joint as manufactured by U.S. Pipe, or equal. This joint is not permitted on fittings or

specials, unless otherwise specified. Unless otherwise specified, joints shall have an

allowable deflection up to 5 degrees at specified pressures. Joint assembly and field

cut joints shall be made in strict conformance with AWWA C600 and manufacturer's

recommendations.

2. Mechanical Joints: Where specified, mechanical joints for above or below ground

service shall meet the requirements of ANSI/AWWA A21.10/C110 and ANSI/AWWA

A21.11/C111. Gaskets and bolts and nuts shall comply with paragraphs 2.03 and

2.05 Bolts and Nuts, respectively.

B. Restrained Joints:

1. General: Unless otherwise specified, restrained joints are required for all exposed

and buried piping. Unless otherwise specified, restrained joints shall be flanged or

grooved end for exposed service and restrained push-on for buried service.

2. Push-On Joints: Restrained push-on joints shall be as specified in paragraph 2.05.

3. Restrained joints shall be Amarillo Fast-Grip gasket, Flex-Ring, Field Flex-Ring, Lok-

Ring, Barracuda orange gasket, US Pipe Red Field Lok gaskets, TR Flex, Ebba


154828 33 05 31 - 5

Megalug or equal. Restrained joint gaskets shall be colored, non-black. The color

shall be consistent throughout the entire cross section of the gasket and not be

attained by surface coating; the color shall be inherent within the rubber. Gaskets

shall meet applicable requirements of AWWA/ANSI C111/A21.11 and shall be

ANSI/NSF Standard 61 certified. Restrained gaskets shall be manufactured in the

United States.

4. Restrained joints shall be capable of being deflected after full assembly. Joint

assembly shall be in strict conformance with AWWA C600 and manufacturer's

recommendations. No field cuts of restrained pipe are permitted without prior

approval of the Construction Manager.

5. Flange Assemblies: Unless otherwise specified, flanges shall be ductile iron and shall

be threaded-on flanges conforming to ANSI/AWWA A21.15/C115 or cast-on flanges

conforming to ANSI/AWWA A21.10/C110. Flanges shall be adequate for 250 psi

working pressure. Bolt circle and bolt holes shall match those of ANSI B16.1, Class

125 flanges and ANSI B16.5, Class 150 flanges. Where specified, flanges shall be

threaded-on or cast-on flanges conforming to ANSI B16.1, Class 250.

a. Unless otherwise specified, bolts and nuts for flange assemblies shall conform

with Section 40 05 06.16-2.01 Bolts. Gaskets shall be as specified in Section 40

05 06.16-2.01 Gaskets.

6. Mechanical Joints: Where specified, restrained mechanical joints shall be the positive

restraint type.

a. Locked mechanical hydrant tees, bends and adapters are an acceptable

substitute for anchoring fire hydrants and valves to the pipe main.

C. Ball And Socket Flexible Joint Pipe: Ball and socket flexible joint pipe shall be the boltless

type and shall allow a maximum joint deflection of 15 degrees. Each joint shall be

provided with a retainer lock to prevent rotation after assembly. Joints shall be the Flex-

Lok Joint as manufactured by American Cast Iron Pipe Company, USIflex as

manufactured by U.S. Pipe, or equal.

D. Bolts and Nuts: Corrosion-resistant bolts and nuts for use with ductile iron joints shall be

high-strength, low-alloy steel as specified in ANSI/AWWA C111/A21.11.

2.08 PIPE COATING

A. Unless otherwise specified, pipe and fittings shall be coated with asphaltic material as

specified in AWWA C151.

B. Exposed pipe and fittings shall be coated with Tnemec Series 69 Hi-Build Epoxoline II, or

equal, installed in accordance with manufacturer’s recommended coating procedure.

Exposed pipe and fittings susceptible to direct sunlight shall receive an additional

Tnemec Series 1075, or equal, finish coat installed in accordance with manufacturer’s

recommended coating procedure.

C. Polyethylene Encasement- If required and noted per plans, polyethylene encasement for

use with ductile iron pipe and fittings shall be VBio and meet all the requirements for

ANSI/AWWA C105/A21.5, Polyethylene Encasement for Ductile Iron Pipe Systems.

Polyethylene encasement for use with ductile iron pipe systems shall consist of three

layers of co-extruded linear low-density polyethylene (LLDPE), fused into a single

thickness of not less than eight mils.


154828 33 05 31 - 6

D. The inside surface of the polyethylene wrap to be in contact with the pipe exterior shall

be infused with a blend of anti-microbial biocide to mitigate microbiologically influenced

corrosion and a volatile corrosion inhibitor to control galvanic corrosion. Ductile iron pipe

and the polyethylene encasement used to protect it shall be installed in accordance with

AWWA C600 and ANSI/AWWA C105/A21.5 and in accordance with all recommendations

and practices of the AWWA M41, Manual of Water Supply Practices.

2.09 INTERIOR LINING

A. Cement Mortar Lining: Where specified, interior surfaces of pipe and fittings shall be

cement mortar lined in accordance with AWWA C104. Cement shall be ASTM C150, Type

II or V, low alkali, containing less than 0.60 percent alkalies.

2.10 PRODUCT DATA


1. Shop drawings.

2. Alignment drawings.

3. Certifications specified in the following documents:

a. ANSI A21.14, paragraph 14-4.2

b. ANSI A21.52, paragraph 52-4.2

c. ASTM A716, paragraph 4.2

d. AWWA C110, paragraph 10-5.3

e. AWWA C111, paragraph 11-7.1

f. AWWA C115, paragraph 15-4.2

g. AWWA C151, paragraph 51-5.2

h. AWWA C153, paragraph 53-6.3

i. AWWA C606, paragraph 4.1.1.1

PART 3 EXECUTION

3.01 INSTALLATION

A. General:

1. Piping runs specified on the drawings shall be followed as closely as possible.

Proposed deviations shall be submitted in accordance with Section 01 33 00.

2. Pipe shall be installed in accordance with AWWA C600.

3. Connections to existing structures and manholes shall be made so that the finished

work will conform as nearly as practicable to the requirements specified for the new

manholes, including necessary concrete work, cutting and shaping. Concrete mortar

shaping within any structure and manhole shall be as specified.

B. Insulating Sections:

1. Where a metallic nonferrous pipe or appurtenance is connected to ferrous pipe or

appurtenance, an insulating section shall be provided as specified in Section 40 05

06.16-3.05.

C. Anchorage:


154828 33 05 31 - 7

1. Anchorage shall be provided as specified. Calculations and drawings for proposed

alternative anchorage shall be submitted in accordance with Section 01 33 00.

3.02 ACCEPTANCE TESTING

A. Hydrostatic pressure tests shall be conducted in accordance with Section 4 of AWWA

C600 except that test pressures and allowable leakage shall be as listed in Section 40

05 01.

B. The Contractor shall conduct the tests in the presence of the Construction Manager.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Lined and Coated Steel Pipe

154828 33 05 32 - 1

SECTION 33 05 32

LINED AND COATED STEEL PIPE

PART 1 GENERAL

1.01 DESCRIPTION

A. Scope:

1. This section specifies cement mortar lined and coated steel pipe and fittings.


1. See 2.01.


A. References:

















Reference Title

API STD 1104 Welding Pipelines and Related Facilities

ASME Section IX Boiler and Pressure Vessel Code; Welding and Brazing Qualifications

ASTM A36/A36M Structural Steel

ASTM A139 Specification for Electric-Fusion (Arc)-Welded Steel Pipe (NPS 4 and Over)

ASTM A283/A283M Low and Intermediate Tensile Strength Carbon Steel Plates, Shapes, and Bars

ASTM A570/A570M Hot-Rolled Carbon Steel Sheet and Strip, Structural Quality

ASTM E165 Method for Liquid Penetrant Examination

ASTM E709 Guide for Magnetic Particle Examination

ASME Section V Nondestructive Testing Examination

ASME Section VII Rules for Construction of Pressure Vessels – Division 1

ASME Section IX Welding and Brazing Qualifications

AWS D1.1 Structural Welding Code – Steel

AWWA C200 Steel Water Pipe 6 Inches and Larger

AWWA C205 Cement-Mortar Protective Lining and Coating for Steel Water Pipe--4 in. and

Larger--Shop Applied


154828 33 05 32 - 2

Reference Title

AWWA C206 Field Welding of Steel Water Pipe

AWWA C207 Steel Pipe Flanges for Waterworks Service--Sizes 4 in. through 144 in.

AWWA C208 Dimensions for Steel Water Pipe Fittings

AWWA C210 Liquid-Epoxy Coatings and Linings for Steel Water Pipe and Fittings

AWWA C222 Polyethylene Coating and Linings for Steel Water Pipe and Fittings

AWWA C604 Installation of Buried Steel Water Pipe – 4 in. (100 mm) and Larger

AWWA C651 Disinfecting Water Mains

AWWA M11 Steel Pipe--A Guide for Design and Installation

B. Testing:

1. Factory testing shall conform to the requirements of AWWA C200, except that at the

manufacturer's option, fittings and specials not made from hydrotested cylinders may

be checked by the dye-penetrant method or magnetic particle or ultrasonic testing.

PART 2 PRODUCTS

2.01 PIPE MATERIALS

A. Steel shall conform to the requirements of ASTM A570, Grade 30 or 33, or ASTM A283,

Grade C or D, ASTM A139, Grade C, D, or E, with a maximum carbon content of 0.25%,

or ASTM A36.

B. Steel shall be of domestic orgin.

C. Unless otherwise shown on the drawings, the minimum steel cylinder thickness shall be

not less than the diameter divided by 240. The diameter specified for pipe and fittings

shall be the nominal inside diameter after lining.

D. Pipe shall be designed for 150 psi working pressure with an additional 100 psi allowance

for transient. Pipe design shall be in accordance with AWWA M11. Design stress shall be

limited to 50% of the minimum yield strength at working pressure and 75% at the greater

of working pressure plus transient allowance, or test pressure.

E. Pipe shall be designed for the cover conditions as shown on the plans. The design shall

be in accordance with AWWA M11. Modulus of soil reaction (E’) values to be used for

design shall be taken from the following table:

Depth of Cover E’

2 to 10 feet 1000 psi



F. The allowable design deflection shall be 3% of the pipe nominal inside diameter.

2.02 PIPE MANUFACTURE

A. Pipe shall be straight or spiral seam in accordance with AWWA C200.


154828 33 05 32 - 3

B. Complete pipe manufacturing shall be performed at a single pipe producing facility.

Partial production at one facility and the completion at another will not be acceptable.

C. Pipe shall be designed for the cover conditions as shown on the plans. The design shall

be in accordance with AWWA M11.

D. Pipe is to be furnished principally in 40 to 50 ft. nominal laying lengths with special

lengths, field trim pieces and closure pieces as required by plan and profile for location

of elbows, tees, reducers, other in-line fittings, and closures.

E.

2.03 JOINTS

A. Joints shall conform to the requirements set forth under AWWA C200. Welded joints shall

be lap welded in accordance with AWWA C206. Flanges where specified shall be steel

plate flanges conforming to AWWA C207.

2.04 FITTINGS AND APPURTENANCES

A. Fittings and appurtenances shall conform to AWWA C208 and shall be designed in

accordance with AWWA M11, except that ends of the fittings may be longer.

B. Pipe material used in fittings shall be of an equivalent material and the same minimum

thickness as the pipe. The minimum radius of elbows shall be 2.5 times the pipe outside

diameter and the maximum miter angle on each section of an elbow shall not exceed 11

1/4 degrees. If an elbow radius is less than 2.5 x pipe diameter, stresses shall be

checked per AWWA M11 and wall thickness or yield strength increased, as necessary.

C. Fittings shall be equal in pressure design strength and shall have lining and coating as

specified for the pipe to which it connects. Fabricate specials and fittings from

hydrostatically tested pipe, wherever practical. All butt and fillet welds made after

hydrostatic testing of straight pipe shall be magnetic particle examined in accordance

with ASTM E709. Acceptance criteria shall be in accordance with ASME Code, Section

VIII, Division 1, Appendix 6.

2.05 PIPE LINING AND COATING

A. Unless specified otherwise, pipe lining and coating shall be cement mortar in

conformance with AWWA C205. Fittings and specials larger than 24 inches, not

fabricated from centrifugally lined straight sections, shall require 2 x 4 x 13 gage self-

furring wire mesh reinforcement for hand applied lining.

B. Straight pipe shall be coated with polyurethane, 25 mils minimum DFT, conforming to

ANSI/AWWA C222. Fittings and special sections, the pipe shall receive one of the

following protective coatings:

1. Liquid epoxy, 16 mils minimum DFT, conforming to ANSI/AWWA C210.

2. Polyurethane, 25 mils minimum DFT, conforming to ANSI/AWWA C222.


154828 33 05 32 - 4

2.06 JOINTS

A. The joint shall be a field-welded lap joint conforming to the requirements of ANSI/AWWA

C200, welded on either the inside or outside in accordance with the requirements of

ANSI/AWWA C206. The standard bell shall provide for a minimum lap of 1-inch or three

times the thickness of the belled pipe, whichever is greater, and other dimensional

requirements of ANSI/AWWA C200 and ANSI/AWWA C206. The design maximum

deflection shall be 1-inch.

B. Mechanical Couplings:

1. Mechanical couplings shall be sleeve type couplings conforming to ANSI/AWWA

C219, or split-sleeve-type couplings conforming to AWWA C227.

2. Where restrained joints are required, ANSI/AWWA C219 mechanical couplings shall

be harnessed for the maximum pressure (test pressure or transient pressure) in

accordance with AWWA M11.

3. Pipe ends for mechanical couplings shall conform to ANSI/AWWA C200 and

ANSI/AWWA C219 or ANSI/AWWA C227, as applicable. Harness lugs or rings and

pipe ends shall be coated with epoxy conforming to ANSI/AWWA C210. The inside

lining shall be continuous to the end of the pipe.

C. Where indicated, joints shall be full penetration butt-weld to maintain consistent a

outside diameter.

D. Flanges

1. Flanges shall be in accordance with ANSI/AWWA C207, Class D, E or F.

2. Shop lining shall be continuous to the end of the pipe. Shop coating shall be

continuous to the base of the back of the attached flange. Flange face, back and

edge shall be shop coated with a soluble rust preventive compound.

E. Flanges, bolts, nuts, and gaskets shall be in accordance with ANSI/AWWA C207. Bolts

shall extend a minimum of three threads past the nut.

2.07 PRODUCT DATA


1. An Affidavit of Compliance with AWWA C200.

2. Layout schedule.

PART 3 EXECUTION

3.01 PIPE LAYING

A. General:

1. Pipe shall be provided in accordance with AWWA M11. Welded joints shall be in

accordance with AWWA C206.

2. Sleeve-type mechanical pipe couplings shall be provided in accordance with AWWA

M11 and Section 40 05 06.16 of this project manual.

3. Mechanical joints shall be provided and assembled in accordance with the

manufacturer's instructions.


154828 33 05 32 - 5

4. The contractor shall install all required piping and accessories in accordance with

ANSI/AWWA C604, and shall handle, store and assemble pipe in accordance with the

manufacturer’s recommendations. Pipe installation as specified in this section

supplements AWWA M11.

B. Rubber Gasket Joints (NOT USED)

C. Lap field welded joints

1. Wire brush exposed surfaces of pipe ends. The plain end shall extend into the

expanded bell to provide the minimum overlap stated above at any location around

the joint circumference. Prior to welding, the joint gap shall be fit around the full

circumference until it is in accordance with the requirements of ANSI/AWWA C206,

and tacked in place.

2. Certified welders shall provide a single full fillet weld (thickness of the thinnest

member plus any gap) on the inside or outside surface of the joint.The exterior

surface of the joint shall be protected by applying one or more layers of heat-shrink

material in accordance with heat-shrink sleeve manufacturer’s recommendations

and ANSI/AWWA C216. Weld After Backfill (WAB) is an acceptable method of pipe

installation. The joint must be fully coated and the pipe must be completely

backfilled to at least 12” over the top of the pipe prior to welding on the inside.

3. The interior joint space shall be mortared in accordance with ANSI/AWWA C205.

D. Sleeve and Mechanical Joints:

1. Sleeve and mechanical joints when buried shall be concrete encased.

E. Flanged joints:

1. Bolt holes of flanges shall straddle the field top centerline of the pipe.

2. Assemble flanged joints in accordance with ANSI/AWWA C604.

3. Execute care when tightening joints to prevent undue strain upon valves, pumps and

other equipment.

4. If flanges leak under pressure testing, loosen or remove the nuts and bolts, reset or

replace the gasket, reinstall or re tighten the bolts and nuts, and retest the joints.

Joints shall be watertight.

3.02 BURIED PIPING

A. Inspect each pipe and fitting before lowering it into the trench. Inspect the lining and

coating. Patch damaged areas in the field with material similar to the original.

B. Clean ends of pipe thoroughly. Remove foreign matter and dirt from inside of pipe and

keep clean during and after laying.

C. Handle pipe in a manner to avoid any damage to the pipe. Do not drop or roll pipe into

trenches under any circumstances.

D. Grade the bottom of the trench and place a 4-inch minimum layer of select or scarified

material under the pipe. Before laying each section of pipe, check the grade and correct

any irregularities found. The trench bottom shall form a uniform bearing and support for

the pipe.


154828 33 05 32 - 6

E. At the location of each joint, dig a bell (joint) hole in the bottom of the trench and at the

sides to permit assembly, coating and visual inspection of the entire joint.

F. Keep the trench in a dewatered condition during pipe laying and application of joint

coating.

G. Close the ends of the pipe when the pipe laying is not in progress. Do not permit trench

water, animals, or foreign objects to enter the pipe.

H. The pipe shall be embedded in a compacted soil envelope that will yield the values

required in section 2.01.E

3.03 EXPOSED PIPING

A. All piping and fittings shall be installed true to alignment and rigidly supported thrust

anchors shall be provided where required. Any damage to the linings shall be repaired to

the satisfaction of the engineer before the pipe is installed.

B. Each length of pipe shall be cleaned out before installation.

C. Sleeves shall be installed for all pipes passing through floors or walls as shown on the

drawings.

D. Concrete inserts for hangers and supports shall be furnished and installed in the

concrete as it is placed. The inserts shall be in accordance with the requirements of the

piping layout and joining method and their location shall be verified from approved piping

layout drawings and structural drawings.

E. Except as otherwise shown on the drawings, either lap welded, butt welded, sleeve type

coupling or flange joints may be used. Prior to approval of joining method, layouts for

hangers and supports shall be submitted to the engineer for approval.

F. Flanged joints shall be made with bolts with one nut each, studs with a nut on each end,

or studs with one nut each where the flange is tapped.

G. The exterior surface of the pipe and fittings shall receive a prime coat of paint consistent

with any required final coat. The steel surface shall be prepared in accordance with the

paint manufacturer’s requirements.

3.04 TESTING

A. Hydrostatic testing shall be conducted in accordance with Section 4 of AWWA C604 and

a test pressure of 150 psi. Unless otherwise specified, allowable leakage shall be as

specified in Section 40 05 01.

END OF SECTION

DIVISION 40

PROCESS INTEGRATION

Section Title

40 05 01 PIPING SYSTEMS

40 05 06.16 PIPING CONNECTIONS

40 05 07 HANGERS AND SUPPORTS FOR PROCESS PIPING

40 05 57.13 MANUAL ACTUATORS

40 05 64 BUTTERFLY VALVES

40 05 78.23 AIR VACUUM VALVES FOR PROCESS SERVICE

Lake Keowee to Adkins WTP Raw Water System Piping Systems

154828 40 05 01 - 1

SECTION 40 05 01

PIPING SYSTEMS

PART 1 GENERAL

1.01 DESCRIPTION

A. Scope:

1. This section specifies systems of process piping and general requirements for piping

systems. Detailed specifications for the components listed on the Piping System

Specification Sheets are found in other sections of Division 40. This section shall be

used in conjunction with those sections.

B. Definitions:

1. Pressure terms used in Section 40 05 01 and elsewhere in Division 40 are defined

as follows:

a. Maximum: The greatest continuous pressure at which the piping system

operates.

b. Test: The hydrostatic pressure used to determine system acceptance.


A. References:

















Reference Title

AASHTO M36/M36M Metallic (Zinc or Aluminum) Coated Corrugated Steel Culverts and Under-

drains

ANSI A13.1 Scheme for the Identification of Piping Systems

ANSI B1.20.1 Pipe Threads, General Purpose (Inch)

ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings Class 25, 125, 250, and 800

ANSI B16.3 Malleable Iron Threaded Fittings Class 150 and 300


ANSI B16.9 Factory-Made Wrought Steel Buttwelding Fittings


154828 40 05 01 - 2

Reference Title

ANSI B16.11 Forged Steel Fittings, Socket Welding and Threaded

ANSI B16.12 Cast Iron Threaded Drainage Fittings

ANSI B16.22 Wrought Copper and Copper Alloy Solder Joint Pressure Fittings

ANSI B16.26 Cast Copper Alloy Fittings for Flared Copper Tubes

ANSI B31.1 Power Piping

ANSI B31.3 Chemical Plant and Petroleum Refinery Piping

ASME Section IX Boiler and Pressure Vessel Code; Welding and Brazing Qualifications

ASTM A47 Malleable Iron Castings

ASTM A53 Pipe, Steel, Black and Hot Dipped, Zinc-Coated Welded and Seamless

ASTM A74 Cast Iron Soil Pipe and Fittings

ASTM A105/A105M Forgings, Carbon Steel, for Piping Components

ASTM A106 Seamless Carbon Steel Pipe for High-Temperature Service

ASTM A126 Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe

Fittings

ASTM A197 Cupola Malleable Iron

ASTM A234/A234M Pipe Fittings of Wrought Carbon Steel and Alloy Steel for Moderate and

Elevated Temperatures

ASTM A312/A312M Seamless and Welded Austenitic Stainless Steel Pipe

ASTM A403/A403M Wrought Austenitic Stainless Steel Piping Fittings

ASTM A536 Ductile Iron Castings

ASTM A570/A570M Hot-Rolled Carbon Steel Sheet and Strip, Structural Quality

ASTM B88 Seamless Copper Water Tube

ASTM C76 Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

ASTM C296 Asbestos-Cement Pressure Pipe

ASTM C443-REV A Standard Specification for Joints for Circular Concrete Sewer and Culvert

Pipe, Using Rubber Gaskets

ASTM C564 Rubber Gaskets for Cast Iron Soil Pipe and Fittings

ASTM D1248 Polyethylene Plastics Molding and Extrusion Materials

ASTM D1784 Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl

Chloride) (CPVC) Compounds

ASTM D1785 Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120

ASTM D2241 Poly (Vinyl Chloride) (PVC) Plastic Pipe (SDR-PR)

ASTM D2513 Thermoplastic Gas Pressure Pipe, Tubing, and Fittings

ASTM D2665 Poly (Vinyl Chloride) (PVC) Plastic Drain, Waste, and Vent Pipe and Fittings

ASTM D2996 Filament-Wound Reinforced Thermosetting Resin Pipe

ASTM D3034 Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe

and Fittings

ASTM D3261 Butt Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic

Pipe and Tubing

ASTM D4174 Cleaning, Flushing, and Purification of Petroleum Fluid Hydraulic Systems

ASTM D4101 Propylene Plastic Injection and Extrusion Materials

ASTM F441 Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic Pipe, Schedules 40 and 80

AWWA C105 Polyethylene Encasement for Ductile-Iron Piping for Water and Other Liquids

AWWA C110 Ductile-Iron and Gray-Iron Fittings, 3 Inch Through 48 Inch, for Water and

Other Liquids

AWWA C111 Rubber-Gasket Joints for Ductile-Iron and Gray-Iron Pressure Pipe and

Fittings

AWWA C115 Flanged Ductile-Iron and Gray-Iron Pipe with Threaded Flanges


154828 40 05 01 - 3

Reference Title

AWWA C151 Ductile-Iron Pipe, Centrifugally Cast in Metal Molds or Sand-Lined Molds, for

Water or Other Liquids

AWWA C200 Steel Water Pipe 6 Inches and Larger

AWWA C205 Cement-Mortar Protective Lining and Coating for Steel Water Pipe--4 In. and

Larger--Shop Applied

AWWA C206 Field Welding of Steel Water Pipe

AWWA C207 Steel Pipe Flanges for Waterworks Services--Sizes 4 In. through 144 In.

AWWA C208 Dimensions for Fabricated Steel Water Pipe Fittings

AWWA C209 Cold-Applied Tape Coating for Special Sections, Connections, and Fittings

for Steel Water Pipelines

AWWA C210 Liquid Epoxy Coating Systems for the Interior and Exterior of Steel Water

Pipe

AWWA C214 Tape Coating Systems for the Exterior of Steel Water Pipelines

AWWA C301 Prestressed Concrete Pressure Pipe, Steel Cylinder Type, for Water and

Other Liquids

AWWA C303 Reinforced Concrete Pressure Pipe--Steel Cylinder Type, Pretensioned, for

Water and Other Liquids

AWWA C600 Installation of Ductile-Iron Water Mains and Their Appurtenances

AWWA C651 Disinfecting Water Mains

AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe, 4 Inches Through 12 Inches, for

Water

AWWA M11 Steel Pipe--A Guide for Design and Installation

CISPI 301 Specification Data for Hubless Cast Iron Sanitary System with No-Hub Pipe

and Fittings

FEDSPEC L-C-530B(1) Coating, Pipe, Thermoplastic Resin or Thermosetting Epoxy

MIL-H-13528B Hydrochloric Acid, Inhibited, Rust Removing

MIL-STD-810C Environmental Test Methods

SAE J1227 Assessing Cleanliness of Hydraulic Fluid Power Components and Systems

UPC Uniform Plumbing Code

B. Fittings and Coupling Compatibility:

1. To assure uniformity and compatibility of piping components, fittings and couplings

for grooved end piping systems shall be furnished by the same manufacturers.

PART 2 PRODUCTS

2.01 PIPING MATERIALS

A. Unless otherwise specified, piping materials, including pipe, gaskets, fittings, connection

and joint assemblies, linings and coatings, shall be selected from those listed on the

piping system specification sheets. Piping materials shall conform to detailed

specifications for each type of pipe and piping appurtenance specified in other sections

of Division 40.

2.02 PIPING IDENTIFICATION

A. Plastic Tracer Tape:

1. Tracer tape shall be 6 inches wide, colored the same as the background colors as

specified in Table A, paragraph 3.06, and made of inert plastic material suitable for


154828 40 05 01 - 4

direct burial. Tape shall be capable of stretching to twice its original length and shall

be as manufactured by Allen Systems, W. H. Brady Co., Seton Name Plate

Corporation, Marking Services Inc., or equal.

2. Two messages shall be printed on the tape. The first message shall read "CAUTION

CAUTION CAUTION PIPE BURIED BELOW" with bold letters approximately 2 inches

high. The blank shall be filled with the particular system fluid such as water.

2.03 VALVES

A. Valves of the same size and service shall be provided by a single valve manufacturer.

Packing shall be non-asbestos material. Actual length of valves shall be within 1/16 inch

(plus or minus) of the manufacturer's specified length. Flanges shall meet the

requirement of ANSI B16.5. Push-on and mechanical joints shall meet the requirements

of AWWA C111. Valve operators are specified in Sections 40 05 57.13.

2.04 PRODUCT DATA

A. Product data on piping materials shall be provided in accordance with Section 01 33 00

where specified.

B. Piping layout drawings shall be transmitted to the Construction Manager a minimum of 2

weeks prior to construction. Drawings shall be original layouts by the Contractor;

photocopies of contract drawings are not acceptable.

PART 3 EXECUTION

3.01 INSTALLATION

A. Location:

1. Piping shall be provided as specified except for adjustments to avoid architectural

and structural features and shall be coordinated with electrical construction.

B. Piping Sizes:

1. Where the size of piping is not specified, the Contractor shall provide piping of the

sizes required by UPC. Unless specified otherwise, small piping (less than 1 inch in

diameter) required for services not described by UPC shall be 1/2 inch.

C. Pipe Support, Anchorage and Seismic Bracing:

1. General: Piping shall be supported by anchor brackets, guides, saddles or hangers.

Acceptable types of supports, guides, saddles, hangers and structure attachments

for general pipe support, expansion/ contraction and for seismic bracing, as well as

anchorage details, are shown on the drawings. Minimum spacing shall be as

specified for supports and for seismic bracing. Where a specific type of support or

anchorage is indicated on the drawings, then only that type shall be used there.

Piping shall be vertically supported by anchor brackets, guides, saddles or hangers

and shall be seismically braced where indicated to resist lateral load. Supports shall

be provided on each run at each change of direction. Pipe supports shall be hot-dip

or mechanically galvanized. Unless otherwise specified, existing pipes and supports

shall not be used to support new piping.

2. Piping Connections to Machines: Piping at machine connections shall be aligned in

all planes to permit insertion of bolts at bolted connections or coupling screwed


154828 40 05 01 - 5

connections without using jacks, come-a-longs or other mechanical means to align

field piping with the connections at the machines. Bolts shall not be forced into

mating flange bolt holes and shall be capable being withdrawn using finger pressure

alone. The use of ‘dutchmen’ mitered sections or similar specials to achieve the

required alignment with machine connections is strictly prohibited.

D. Anchorage for Buried Piping:

1. All plugs, caps, tees and bends in buried pressure piping systems shall be anchored

by means of reaction backing or restrained joints as specified.

E. Bedding and Backfill:

1. Bedding and backfill for buried piping shall be as specified.

F. Equipment Connection Fittings

1. Where shown, equipment connection fittings as specified in Section 40 05 06.16

shall be provided between field piping systems and equipment inlet and outlet

connections.

G. Flexibility

1. Unless otherwise specified, piping passing from concrete to earth shall be provided

with two pipe couplings or flexible joints as specified in Section 40 05 06.16.

3.02 PIPING IDENTIFICATION

A. Plastic Tracer Tape:

1. A single line of tape as specified in paragraph 2.02 Plastic Tracer Tape shall be

provided 2.5 feet above the centerline of buried PVC pipe. For PVC pipelines buried 8

feet or greater below finished grade, contractor shall provide a second line of tape 12

inches below finished grade, above and parallel to each buried pipe. Tape shall be

spread flat with message side up before backfilling.

3.03 VALVE IDENTIFICATION

A. Stainless steel tags bearing the specified valve number stamped in 1/4-inch high letters

shall be installed on valve flanges in a position visible from floor level. Flangeless valves

8 inches in diameter and larger shall have tags attached to the valve body by self-tapping

corrosion resistant metal screws. Flangeless valves 6 inches in diameter and smaller

shall have tags attached to the valve stem by stainless steel wire. Wire shall be 0.063

inch minimum.

3.04 TESTING

A. General:

1. Upon completion of piping, but prior to application of insulation on exposed piping,

the Contractor shall test the piping systems. Pressures, media and test durations

shall be as specified in the PIPESPEC. Equipment which may be damaged by the

specified test conditions shall be isolated. Testing shall be performed using

calibrated test gages and calibrated volumetric measuring equipment to determine

leakage rates. Each test gage shall be selected so that the specified test pressure


154828 40 05 01 - 6

falls within the upper half of the gage's range. Unless otherwise specified, the

Contractor shall notify the Construction Manager 24 hours prior to each test.

2. Unless otherwise specified, testing, as specified herein, shall include existing piping

systems which connect with new pipe systems. Existing pipe shall be tested to the

nearest existing valve. Any piping which fails the test shall be repaired. Repair of

existing piping will be considered and paid for as extra work.

B. Liquid Systems:

1. Leakage shall be zero at the specified test pressure throughout the specified

duration for the following systems: exposed piping, buried insulated piping, and

buried or exposed piping carrying liquid. Unless otherwise specified, leakage from

other buried liquid piping systems shall be less than 0.02 gallon per hour per inch

diameter per 100 feet of buried piping.

C. Drains:

1. Drain systems, other than pumped drain systems, shall be tested in accordance with

UPC.

3.05 CLEANING AND FLUSHING

A. General:

1. Piping systems shall be cleaned following completion of testing and prior to

connection to operating, control, regulating or instrumentation equipment. The

Contractor may, at his option, clean and test sections of buried or exposed piping

systems. Use of this procedure, however, will not waive the requirement for a full

pressure test of the completed system. Unless specified otherwise, piping 24 inches

in diameter and smaller shall first be cleaned by pulling a tightly fitting cleaning ball

or swab through the system. Piping larger than 24 inches in diameter may be

cleaned manually or with a cleaning ball or swab.

B. Temporary Screens:

1. Upon completion of the cleaning, the Contractor shall connect the piping systems to

related process equipment. Temporary screens, provided with locator tabs which

remain visible from the outside when the screens are in place, shall be inserted in

pipelines at the suction of pumps and compressors in accordance with the following

table:

Equipment Suction or Piping Size, Inches Maximum Screen Opening, Inches

0 –1 1/16

1-1/4 – 3 1/4

3-1/2 – 6 1/2

Over 6 1

2. The Contractor shall maintain the screens during testing, initial start-up, and initial

operating phases of the commissioning process. In special cases, screens may be

removed as required for performance tests. The Contractor shall remove the

temporary screens and make the final piping connections after the screens have

remained clean for at least 24 consecutive hours of operation. Systems handling

solids are exempted.


154828 40 05 01 - 7

C. Liquid Systems:

1. After completion of cleaning, liquid systems, unless otherwise specified, shall be

flushed with clean water. With temporary screens in place, the liquid shall be

circulated through the piping system using connected equipment for a minimum

period of 15 minutes and until no debris is collected on the screens.

D. Potable Water Systems:

1. Potable water piping systems shall be flushed and disinfected in accordance with

AWWA C651.

3.06 PIPING SPECIFICATION SHEETS (PIPESPEC)

A. Piping and valves for groupings of similar plant processes or types of service lines are

specified on individual piping specification sheets (PIPESPECS). Piping services are

grouped according to the chemical and physical properties of the fluid conveyed and/or

by the temperature or pressure requirements. Each grouping of services (PIPESPEC) is

identified by a piping system number. Piping services specified in the PIPESPECS and on

the drawings are alphabetically arranged by designated service symbols as shown in

Table A. Table A also indicates the system number, fluid category, and pipe marker

background color of each service.

B. Ductile Iron Pipe – see Section 33 05 31.

C. Lined and Coated Steel Pipe – see Section 33 05 32

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Piping Connections

154828 40 05 06.16 - 1

SECTION 40 05 06.16

PIPING CONNECTIONS

PART 1 GENERAL

1.01 DESCRIPTION

A. This section specifies the following methods of connecting metallic piping: flanges,

threading, mechanical couplings, equipment connection fittings, dielectric unions, and

welding.

1.02 REFERENCES















or replaced.

Reference Title

ANSI Bl.1 Unified Inch Screw Threads (UN and UNR Thread Form)

ANSI Bl.20.1 Pipe Threads, General Purpose (Inch)

ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings


ANSI B18.2.1 Square and Hex Bolts and Screws Inch Series

ANSI B18.2.2 Square and Hex Nuts (Inch Series)

ANSI B31.1 Power Piping

ANSI B31.3 Chemical Plant and Petroleum Refinery Piping

ASME Section IX Boiler and Pressure Vessel Code; Welding and Brazing Procedures,

Welders, Brazers, and Welding and Brazing Operators Qualifications

ASTM B98 Copper-Silicon Alloy Rod, Bar and Shapes

ASTM F37 Standard Test Methods for Sealability of Gasket Materials

ASTM F104 Standard Classification System for Nonmetallic Gasket Materials

ASTM F152 Standard Test Methods for Tension Testing of Nonmetallic Gasket

Materials

ASTM F593

Stainless Steel Bolts, Hex Cap Screws, and Studs


154828 40 05 06.16 - 2

Reference Title

AWWA C111

Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings

AWWA C206

Field Welding of Steel Water Pipe

AWWA C207 Steel Pipe Flanges for Waterworks Service-Size 4 in. through 144 in.

AWWA C219 Bolted, Sleeve-Type Couplings for Plain-End Pipe

AWWA C550 Protective Epoxy Coatings for Valves and Hydrants

AWWA C606 Grooved and Shouldered Joints

AWWA M11 Steel Pipe-A Guide for Design and Installation

NSF 61 Drinking Water System Components - Health Effects

1.03 SUBMITTALS

A. In addition to the material listed in the detailed specification, the following submittals

shall be provided in accordance with Section 01 33 00:

1. For Equipment Connection Fittings used in pumping applications submit thrust rod

stretch calculations in accordance with paragraph 2.02 Equipment Connection

Fittings. and dimensional layout data.

PART 2 PRODUCTS

2.01 FLANGE ASSEMBLIES

A. Flanges:

1. General: Flanges shall either be flat flanges or convoluted ring flanges as specified in

the following paragraphs.

2. Flat Flanges: Cast iron flanges shall be faced in accordance with ANSI B16.1. Where

companion flanges are used, the flanges on pipe shall be refaced to be flush with the

companion flange face. Class 150 and Class 300 forged steel flanges shall be raised

face conforming to ANSI B16.5. Lightweight slip-on flanges shall be plain face

conforming to AWWA C207, Class B and ANSI B16.5. Unless otherwise specified,

steel flanges shall be ANSI B16.5, Class 150 or AWWA C207, Class D. Class E AWWA

flanges shall be provided where test pressure exceeds 175 psi. Plain faced flanges

shall not be bolted to raised face flanges.

3. Convoluted Ring Flanges: Convoluted ring flanges shall be ductile iron, forged steel or

cast stainless steel, designed to bear on hubs welded to the pipe and shall be as

manufactured by Improved Piping Products. The Construction Manager knows of no

equal. The flange joints shall be rated for not less than 150 percent of the test

pressures listed in Section 40 05 01 and shall conform to the requirements of ANSI

B 16.5 and AWWA C207. The flange manufacturer shall be prepared to demonstrate,

by certified pressure test that the flanges will meet these requirements.

B. Gaskets:

1. Gasket material shall be as specified in paragraph 2.03.


154828 40 05 06.16 - 3

2. Gaskets for plain faced flanges shall be the full face type. Thickness shall be 1/16

inch for pipe 10 inches and less in diameter and 1/8 inch for pipe 12 inches and

larger in diameter. Unless otherwise specified, gaskets for raised face flanges shall

match the raised face and shall be 1/16 inch thick for pipe 3-1/2 inches and less in

diameter and 1/8 inch thick for pipe 4 inches and larger.

C. Bolts:

1. Flange assembly bolts shall be ANSI B18.2.1 standard square or hexagon head bolts

with ANSI B18.2.2 standard hexagon nuts. Threads shall be ANSI Bl.1, standard

coarse thread series; bolts shall be Class 2A, nuts shall be Class 2B. Bolt length shall

conform to ANSI B16.5.

2. Unless otherwise specified, bolts shall be carbon steel machined bolts with hot

pressed hexagon nuts. Bolts for submerged service shall be made of Type 316

stainless steel in conformance with ASTM F593, marking F593F. Nuts for submerged

service shall be made of copper-silicon alloy bronze conforming to ASTM B98, alloy

C65100, designation H04 or alloy C65500, designation H04. Bolts and nuts for

buried service shall be made of noncorrosive high-strength, low-alloy steel having the

characteristics specified in ANSI/AWWA C111/A21, regardless of any other

protective coating. Where washers are required, they shall be of the same material

as the associated bolts.

2.02 MECHANICAL COUPLINGS

A. Sleeve-Type Couplings:

1. Unless otherwise specified, sleeve-type mechanical pipe couplings shall be Smith-

Blair Type 411, Dresser Style 38, or equal, with the stop removed from the middle

ring. Reducing couplings shall be Smith-Blair Type 415, Dresser Style 62, or equal.

Sleeve-type flanged coupling adapters shall be Smith-Blair Type 913, Dresser Style

128, or equal. Insulating couplings shall be Smith-Blair Type 416, Dresser Style 39,

or equal.

2. Bolts for submerged service shall be made of Type 316 stainless steel in

conformance with ASTM F593, markingF593F. Nuts for submerged service shall be

made of copper-silicon alloy bronze conforming to ASTM B98, alloy C65100,

designation H04, or alloy C65500, designation H04. Bolts and nuts for buried service

shall be made of noncorrosive high-strength, low-alloy steel having the characteristics

specified in ANSI/AWWA C111/A21, regardless of any other protective coating.

Where washers are required, they shall be of the same material as the associated

bolts.

3. Gaskets shall be as specified in paragraph 2.03 and AWWA C111.

B. Plain End Couplings:

1. Plain end pipe couplings for pipe sizes 6 inches and smaller shall be Gustin-Bacon

200, Victaulic Style 99, or equal for Schedule 80 pipe and Gustin-Bacon 205,

Victaulic Style 90, or equal for lighter weight pipe. Plain end couplings for pipe sizes

8 inches and larger shall be Gustin-Bacon 200, Victaulic Style 99, or equal. Unless

otherwise specified, bolts and nuts shall comply with AWWA C606.

2. Gaskets shall be as specified in paragraph 2.03 and AWWA C606.

C. Grooved End Couplings:


154828 40 05 06.16 - 4

1. Grooved end flexible-type couplings shall be Gustin-Bacon 100, Victaulic Style 77, or

equal. Grooved end rigid-type couplings shall be Gustin-Bacon 120 Rigi-Grip, Victaulic

Style 07 Zero-Flex, or equal. Flexible-type couplings shall be used for all piping

greater than 12 inches in diameter; for pipe 12 inches in diameter and less in rack-

mounted tunnel piping applications; and for grooved joints adjacent to pump or

blower suction and discharge where grooved couplings are used for noise and

vibration control. All other applications for piping 12 inches in diameter and less shall

utilize rigid-type couplings. Grooved end flanged coupling adapters shall be either

Gustin-Bacon 154, Victaulic Style 741, or equal. Snap-joint grooved end couplings

shall be Gustin-Bacon 115, Victaulic Style 78, or equal. Cut grooves are not permitted

on fabricated or lightwall pipe.

2. Unless otherwise specified, bolts and nuts shall comply with AWWA C606. Bolts for

submerged service shall be Type 316 stainless steel in conformance with ASTM

F593, marking F593F. Nuts for submerged service shall be made of copper-silicon

alloy bronze conforming to ASTM B98, alloy C65100, designation H04 or alloy

C65500, designation H04. Bolts and nuts for buried service shall be made of

noncorrosive high-strength, low-alloy steel having the characteristics specified in

ANSI/AWWA C111/A21, regardless of any other protective coating. Where washers

are required, they shall be of the same material as the associated bolts.

3. Gaskets shall be as specified in paragraph 2.03 and AWWA C 606.

D. Equipment Connection Fittings

1. Equipment connection fittings shall provide both lateral and angular misalignment

adjustment between equipment connection flanges and the connection to field

piping systems by providing individually adjustable flexible joints at each connection.

In addition, equipment connection fittings shall provide full pressure thrust restraint

between the field piping connection and equipment connection flanges.

2. Equipment connection fittings shall consist of two flanged coupling adapters, a plain

end section of pipe and thrust restraint rods and associated fittings designed to

transmit thrust without transmitting shear to the thrust restraint rods and without

compromising provisions for accommodating angular and parallel misalignment.

Materials and features shall conform to the requirements established in this

paragraph. Standard “dismantling joints” incorporate only one flanged coupling

adapter and are not acceptable substitutes. Equipment connection fittings shall be

Romac ECF Series, or Baker Coupling Company, Los Angeles or equal, modified as

specified to provide the required features.

3. Equipment connection fittings shall each consist of a single sleeve of plain end piping

conforming to the requirements of the specified piping system of sufficient length to

span the gap between the connection at the equipment and the connection at the

field piping with gasketed flange adapters at each end. Thrust restraint shall be

provided by means of all threaded rod spanning between flanges and male rod nuts

and female washers that are rounded to provide a ball-joint type self aligning feature.

All threaded restraint rod shall project through flange and mating flange coupling

adapter bolt holes or through holes in restraint lug plates that extend above the

flanges and are secured to the flanges with a minimum of two flange bolts. Where

the all threaded rods project through flange bolt holes, ball joint type nut and washer

combinations and lock washers shall be provided at each face, each end. Where

restraint lug plates are employed, ball joint type nuts and washers shall be provided

only on the outside faces of the plates and the nuts shall have a self locking feature

that prevents nut movement due to vibration or other operational or environmental


154828 40 05 06.16 - 5

causes. Double nutting with non-locking nuts shall not be an acceptable method of

providing the self locking feature. Thrust rod diameter and material shall be selected

to provide sufficient freedom of movement through all bolt holes to allow unrestricted

maximum adjustment of equipment connection fittings to accommodate piping

misalignment without transmitting any shear to the thrust rods and also to permit full

development of thrust restraint at all thrust rod tension take-ups. Design of

equipment connection fittings shall conform to AWWA C219.

4. Thrust rods, restraint lug plates, nuts, washers and lock washers shall be Type 316

stainless steel, all selected to develop full rated piping system pressure thrust forces.

Equipment connection fittings for pump applications shall have thrust rod number

and diameter selected such that thrust rod stretch under piping system operating

pressure does not exceed 2 mils. Calculations shall be submitted. Dry film

molybdenum di-sulfide anti-galling compound shall be factory applied to ends of

thrust rods, covering all threads subject to nut travel and tightening. Gaskets shall be

as specified in paragraph 2.03. Flange gaskets shall be full face type. Follower

gaskets shall be compression wedge type.

5. Sleeves shall be carbon steel or as specified for the specific piping system. Pressure

rating of flange adapters shall equal or exceed the pressure rating of mating flanges.

All metal portions of equipment connection fittings, with the exception of 316

stainless steel components, shall be coated and lined with fusion bonded epoxy

conforming to AWWA C550 and NSF 61.

E. Dismantling Joints:

1. Dismantling joints may be used as takedown couplings in accordance with paragraph

3.03. Dismantling joints shall fully restrained double flange fittings consisting of a

flange coupling adapter and flanged spool piece that allows for longitudinal

adjustment. Thrust restraint shall be provided by means of all threaded rod spanning

between flanges and secured to the flanges with a minimum of two flange bolts.

Design of equipment connection fittings shall conform to AWWA C219. Sleeves shall

be carbon steel or as specified for the specific piping system. Pressure rating of

flange adapters shall equal or exceed the pressure rating of mating flanges. All metal

portions of equipment connection fittings, with the exception of 316 stainless steel

components, shall be coated and lined with fusion bonded epoxy conforming to

AWWA C550 and NSF 61. Dismantling joints shall be Romac DJ-400, Smith Blair

975, or Crane-Viking Johnson Dismantling Joint.

F. Sleeve Band Couplings:

1. Sleeve band couplings shall be Victaulic Depend-O-Lock. Unless otherwise noted,

couplings for liquid service shall be Model F x F Type 2 fully restrained, shouldered

high deflection couplings with standard width band. Couplings shall comply with

AWWA C-219. Couplings for use with air systems shall be Airmaster restrained

Depend-O-Lock couplings in conformance with AWWA C-606. Sleeve band couplings

are acceptable wherever sleeve type couplings are used (paragraph 2.02 Sleeve

Type Coupling).

G. Flexijoint:

1. Where specified Flexijoint couplings shall be Flanged Romac Flexijoint couplings. The

Flexijoint is a flexible, ductile iron joint that can accommodate expansion,

contraction, rotation and bending and is rated at 350 psi working pressure. The joint

can accommodate 15 to 20 degree deflection depending on size. Body shall be


154828 40 05 06.16 - 6

ductile iron, lock rings Type 410 stainless steel, and ring gasket, casing, ball and

cover shall be EPDM molded watertight construction. All metal portions of Flexijoint

coupling including the stainless steel lock rings shall be coated and lined with fusion

bonded epoxy conforming to AWWA C550 and NSF 61. For buried installations, install

with polyethylene baggy cover in accordance with the manufacturer’s instructions.

2.03 GASKETS

A. Gaskets designated in Section 40 05 01 shall be as follows:

1. EPDM: ethylene-propylene-diene-terpolymer.

2. Neoprene: neoprene.

3. Nitrile: nitrile (Buna N).

4. Compressed gasketing consisting of organic fibers (Kevlar) and neoprene binder;

ASTM F104 (F712400), 2500 psi (ASTM F152), 0.2 ML/HR LEAKAGE FUEL A (ASTM

F37).

5. Compressed gasketing consisting of organic fibers (Kevlar) and SBR binder; ASTM

F104 (F712400), 2500 PSI (ASTM F152), 0.1 ml/hr leakage Fuel A (ASTM F37).

6. Gylon gasketing, Garlock Style 3500, 2000 psi (ASTM F152), 0.22 ml/hr Fuel A

(ASTM F37).


(ASTM F37).


(ASTM F37).

9. TFE: noncreeping tetrafluoroethylene (TFE) with insert filler.

10. PTFE bonded EPDM: PTFE bonded to EPDM in full-face gasket having concentric-

convex molded rings; Garlock Stress Saver 370 or equal.

2.04 THREAD

A. Pipe thread dimensions and size limits shall conform to ANSI Bl.20.1.

2.05 DIELECTRIC UNIONS

A. Dielectric unions shall be EPCO, Capitol Manufacturing, or equal.

2.06 COATINGS

A. Unless otherwise specified, flange assemblies and mechanical type couplings for buried

installation shall be field coated with System M-1 as specified in Section 09 90 00.

2.07 PRODUCT DATA

A. In accordance with Section 01 33 00, the Contractor shall provide for each welder, a

welder qualification certificate indicating the welder is certified for pipe welding in

accordance with ASME Boiler and Pressure Vessel, Section IX. Each welder's certificate

shall be provided to the Construction Manager prior to that welder working on the job.


154828 40 05 06.16 - 7

PART 3 EXECUTION

3.01 PIPE CUTTING, THREADING AND JOINTING

A. Pipe cutting, threading and jointing shall conform to the requirements of ANSI B31.1.

3.02 PIPE WELDING

A. Pipe shall be welded by ASME-certified welders using shielded metal arc, gas shielded

arc or submerged arc welding methods. Welds shall be made in accordance with the

requirements of ANSI B31.1 for piping Systems 8, 26, and 28 specified in Section 40 05

01. Welds shall be made in accordance with the requirements of ANSI B31.3 for piping

System 20 specified in Section 40 05 01.

B. Welds for piping systems not specified above shall be made in accordance with AWWA

C206.

3.03 TAKEDOWN COUPLINGS

A. Takedown couplings shall be screw unions, flanged or grooved end mechanical coupling

type joints and shall be provided as specified. Flanged or grooved end joints shall be

employed on pipelines 2-1/2 inches in diameter and larger. Where piping passes through

walls, takedown couplings shall be provided within 3 feet of the wall, unless specified

otherwise.

B. A union or flanged connection shall be provided within 2 feet of each threaded end valve.

3.04 FLEXIBILITY

A. Unless otherwise specified, piping passing from concrete to earth shall be provided with

two pipe couplings or flexible joints (or a single Flexijoint) as specified on the buried pipe

within 2 feet of the structure for 2-inch through 6-inch diameter pipe; within 3 feet of the

structure for 8-inch through 24-inch diameter pipe; and within one and one-half pipe

diameters of the structure for larger pipe. Where required for resistance to pressure,

mechanical couplings shall be restrained in accordance with Chapter 13 of AWWA M11,

including Tables 13-4, 13-5 and 13-5A, and Figure 13-20.

3.05 DIELECTRIC CONNECTIONS

A. Where a copper pipe is connected to steel or cast iron pipe, an insulating section of

rubber or plastic pipe shall be provided. The insulating section shall have a minimum

length of 12 pipe diameters. Dielectric unions as specified in paragraph 2.05 may be

used instead of the specified insulating sections. Where copper pipe is supported from

hangers, it shall be insulated from the hangers, or copper-plated hangers shall be used.

3.06 EQUIPMENT CONNECTION FITTINGS

A. Where shown, equipment connection fittings shall be provided between field piping

systems and equipment inlet and outlet connections.

Lake Keowee to Adkins WTP Raw Water System Hangers and Supports for Process Piping

154828 40 05 07 - 1

SECTION 40 05 07

HANGERS AND SUPPORTS FOR PROCESS PIPING

PART 1 GENERAL

1.01 DESCRIPTION

A. Scope:

1. This section specifies hangers and supports for all piping systems specified in

Section 40 05 01. This section does not include pipe supports for fire sprinkler

systems, pipe anchors, guides or seismic restraints.

B. Operating Conditions:

1. The hangers and supports specified in this section are provided to resist pipe loads

occurring primarily in the downward (gravity) direction. For the purpose of pipe

hanger and support selection, this section establishes pipe support classifications

based on the operating temperatures of the piping contents. Pipe support

classifications are as follows:

a. Hot Systems

1) A - 1. 120 degrees F to 450 degrees F

2) A - 2. 451 degrees F to 750 degrees F

3) A - 3. Over 750 degrees F

b. Ambient Systems

1) B. 60 degrees F to 119 degrees F

c. Cold Systems

1) C - 1. 33 degrees F to 59 degrees F

2) C - 2. -20 degrees F to 32 degrees F

C. Hanger and Support Selection:

1. The Contractor shall select pipe hangers and supports as specified in the project

manual. Selections shall be based upon the pipe support classifications specified in

this section, and any special requirements which may be specified in the project

manual.

2. The Contractor shall review the piping layout in relation to the surrounding structure

and adjacent piping and equipment before selecting the type of support to be used at

each hanger point.

3. Hangers and supports shall withstand all static and specified dynamic conditions of

loading to which the piping and associated equipment may be subjected. As a

minimum, consideration shall be given to the following conditions:

a. Weights of pipe, valves, fittings, insulating materials, suspended hanger

components, and normal fluid contents.

b. Weight of hydrostatic test fluid or cleaning fluid if normal operating fluid contents

are lighter.

c. Reaction forces due to the operation of safety or relief valves.

d. Wind, snow or ice loadings on outdoor piping.

4. Hangers and supports shall be sized to fit the outside diameter of pipe, tubing, or,

where specified, the outside diameter of insulation.


154828 40 05 07 - 2

5. Where negligible movement occurs at hanger locations, rod hangers shall be used for

suspended lines, wherever practical. For piping supported from below, bases,

brackets or structural cross members shall be used.

6. Hangers for the suspension of size 2 1/2 inches and larger pipe and tubing shall be

capable of vertical hanger component adjustment under load.

7. The supporting systems shall provide for and control the free or intended movement

of the piping including its movement in relation to that of connected equipment.

8. Where there is horizontal movement at a suspended type hanger location, hanger

components shall be selected to allow for swing. The vertical angle of the hanger rod

shall not, at any time, exceed 4 degrees.

9. There shall be no contact between a pipe and hanger or support component of

dissimilar metals. Prevent contact between dissimilar metals when supporting copper

tubing by use of copper-plated, rubber, plastic or vinyl coated, or stainless steel

hanger and support components.

10. Unless otherwise specified, existing pipes and supports shall not be used to support

new piping.

11. Unless otherwise specified, pipe support components shall not be attached to

pressure vessels.

12. Stock hanger and support components shall be used wherever practical.

1.02 REFERENCES















or replaced.

Reference Title

AISC Manual of Steel Construction American Institute of Steel Construction, Manual of Steel

Construction, Allowable Stress Design - 9th Ed.

FEDSPEC WW-H-171e-78 Hangers and Supports, Pipe

MFMA-2-91 Metal Framing Standards Publication

MSS SP-69-91 Pipe Hangers and Supports - Selection and Application

MSS SP-58-93 Pipe Hangers and Supports - Materials, Design and Manufacture


154828 40 05 07 - 3

PART 2 PRODUCTS

2.01 ACCEPTABLE PRODUCTS

A. Standard pipe supports and components shall be manufactured by B-Line, Carpenter &

Patterson, Kin-Line, Grinnell, Michigan, Pipe Shields Incorporated, Standon, Superstrut,

Unistrut, or equal. Pipe support components shall conform to the requirements of MSS

SP-69 and FEDSPEC WW-H-171e. Pipe support materials shall conform to the

requirements of MSS SP-58. Metal framing system components shall conform to the

metal framing manufacturers' Association Standard MFMA-2.

2.02 MATERIALS

A. General:

1. Unless otherwise specified, pipe hangers and supports, structural attachments,

fittings and accessories shall be hot-dip or mechanically galvanized after fabrication.

Nuts, bolts and washers may be zinc-plated except for those subject to moisture or

corrosive atmosphere, as specified in Section 26 05 00-1.05 Corrosive Areas, which

shall be type 304 stainless steel.

B. Pipe Hangers and Supports:

1. Type 1 - Clevis Pipe Hanger: Clevis hangers shall be carbon steel with configuration

and components equivalent to MSS and FEDSPEC Type 1.

a. Steel pipe (insulated) - shall be B-Line B3100, Grinnell Fig. 260, or equal, with

insulation shield.

b. Steel pipe (uninsulated) - shall be B-Line B3100, Grinnell Fig. 260, or equal.

c. Cast and ductile iron pipe - shall be B-Line B3102, Grinnell Fig. 590, or equal.

d. Copper pipe (uninsulated) - shall be B-Line B3104 CT, Grinnell Fig. CT-65, or

equal.

e. Copper pipe (insulated) - shall be B-Line B3100, Grinnell Fig. 260, or equal, with

insulation shield.

f. Plastic pipe - shall be B-Line B3100 C, Carpenter & Patterson Fig. 100PVC, or

equal.

2. Type 2 - "J" Pipe Hanger: Hangers shall be carbon steel with configuration and

components equivalent to MSS Type 5.

a. Steel pipe - shall be B-Line B3690, Grinnell Fig. 67, Michigan model 418, or

equal.

b. Copper and plastic pipe - shall be Michigan model 419, Unistrut J 1205N series,

or equal.

3. Type 3 - Double Bolt Pipe Clamp: Pipe clamp shall be carbon steel, with configuration

and components equivalent to MSS and FEDSPEC Type 3.


insulation shield. Insulation shield is optional for hot and ambient systems.


c. Copper pipe (insulated only) - shall be B-Line B3144, Grinnell Fig. 295, or equal,

with insulation shield.


154828 40 05 07 - 4

4. Type 4 - Adjustable Roller Hanger: Rollers shall be cast iron, yoke and cross bolt shall

be carbon steel. Configuration and components shall be equivalent to MSS Type 43

and FEDSPEC Type 44.


insulation shield.




d. Plastic pipe - shall be B-Line B3110, Grinnell Fig. 181, or equal.

5. Type 5 - Single Pipe Roll: Rollers and sockets shall be cast iron, cross rod shall be

steel. Configuration and components shall be equivalent to MSS Type 41 and

FEDSPEC Type 42.


insulation shield.


c. Plastic pipe - shall be B-Line B3114, Grinnell Fig. 171, or equal.

6. Type 6 - Framing Channel Pipe Clamp: Pipe clamps shall be steel with galvanized

finish and material thickness as listed below:

a. Steel pipe (uninsulated) - Pipe size 3/8 inch and 1/2 inch shall be 16 gage;

3/4 inch through 1 1/4 inches shall be 14 gage; 1 1/2 inches through 3 inches

shall be 12 gage; 3 1/2 inches through 5 inches shall be 11 gage; 6 and

8 inches shall be 10 gage; Michigan model 431, Powerstrut PS 1100, Unistrut P

1109 series, or equal.

b. Steel pipe (insulated) - Pipe clamp shall be as described in paragraph 2.02 Steel

Pipe (Uninsulated) with insulation shield.

c. Copper (uninsulated) and plastic pipe - Pipe size 3/8 inch and 1 inch shall be 16

gage; 1-1/4 inches and 1-1/2 inches shall be 14 gage; 2 inches through 3 inches

shall be 12 gage; 4 inches shall be 11 gage; clamp shall be copper-plated, plastic

coated or lined with dielectric material; Michigan model 432, Powerstrut PS

1200, Unistrut P 2024C and P 2024PC series, or equal.

d. Copper pipe (insulated) - Pipe clamp shall be as described in

paragraph 2.02 Steel Pipe (Uninsulated) with insulation shield.

7. Type 7 - U-BOLT: U-bolts shall be carbon steel with configuration equivalent to MSS

and FEDSPEC Type 24.

a. Steel pipe (uninsulated) - shall be Grinnell Fig. 137, B-Line B3188, or equal.

b. Steel pipe (insulated) - shall be Grinnell Fig. 137, B-Line B3188, or equal, with

insulation shield.

c. Cast and ductile iron pipe - shall be Grinnell Fig. 137, B-Line B3188, or equal.

d. Copper pipe (uninsulated) - shall be Carpenter & Patterson Fig. 222 CT, B-Line

B3501 CT, Grinnell Fig. 137C, or equal.

e. Copper pipe (insulated) - shall be Grinnell Fig. 137, B-Line B3188, or equal, with

insulation shield.

f. Plastic pipe - shall be Grinnell Fig. 137C, Michigan model 151, B-Line B3188 C,

or equal.

8. Type 8 - Adjustable Pipe Roll Support: Rollers and sockets shall be cast iron, cross

rod and support rods shall be carbon steel.


154828 40 05 07 - 5


insulation shield.




d. Plastic pipe - shall be B-Line B3122, Grinnell Fig. 177, or equal.

9. Type 9 - Welded Pipe Stanchion: Minimum material thickness shall be standard

schedule carbon steel pipe, cut to match contour of the pipe elbow. Use of this

support shall be limited to ambient systems only.

10. Type 10 - Pipe Stanchion Saddle: Saddles and yokes shall be carbon steel and

comply with MSS Type 37 and FEDSPEC Type 38.

a. Steel pipe (insulated) - shall be Carpenter & Patterson Fig. 125, B-Line B3090, or

equal, with insulation shield.

b. Steel pipe (uninsulated) - shall be Carpenter & Patterson Fig. 125, B-Line B3090,

or equal.

c. Cast and ductile iron pipe - shall be Carpenter & Patterson Fig. 125, B-Line

B3090 NS, or equal.

d. Flanged ductile iron pipe – shall be Standon S96 or equal.

e. Copper pipe (uninsulated) - shall be Carpenter & Patterson Fig. 125, B-Line

B3090, or equal, with insulation shield or lined with dielectric material.

f. Copper pipe (insulated) - shall be Carpenter & Patterson Fig. 125, B-Line B3090,

or equal, with insulation shield.

g. Plastic pipe - shall be Carpenter & Patterson Fig. 125, B-Line B3090, or equal.

11. Type 11 - Offset Pipe Clamp: Pipe clamp shall be carbon steel with configuration and

components as specified and shall be of standard design manufactured by a pipe

hanger component manufacturer.


insulation shield.


c. Cast and ductile iron pipe - shall be B-Line B3148 NS, Grinnell Fig. 103, or equal.

d. Copper pipe (insulated) - shall be B-Line B3148, Grinnell Fig. 103, or equal, with

insulation shield.

e. Copper pipe (uninsulated) - shall be B-Line B3148, Grinnell Fig. 103, or equal,

lined with dielectric material.

f. Plastic pipe - shall be B-Line B3148, Grinnell Fig. 103, or equal.

g. Vertical pipe support applications shall be as specified above except that

insulation shields shall not be used for insulated pipe.

12. Type 12 - Riser Clamp: Riser clamp shall be carbon steel with configuration and

components equivalent to MSS and FEDSPEC Type 8.

a. Steel pipe (insulated) - shall be B-Line B3373, Grinnell Fig. 261, or equal.


c. Cast and ductile iron pipe - shall be B-Line B3373, Grinnell Fig. 261, or equal.

d. Copper pipe (insulated) - shall be B-Line B3373 CT, Grinnell Fig. CT-121,

Michigan model 511, or equal.


154828 40 05 07 - 6

e. Copper pipe (uninsulated) - shall be B-Line B3373 CT, Grinnell Fig. CT-121,

Michigan model 511, or equal.

f. Plastic pipe - shall be B-Line B3373, Grinnell Fig. 261c, or equal.

13. Type 13 - Framing Channel Pipe Strap: Pipe strap shall be carbon steel, with

configuration equivalent to MSS Type 26.

a. Steel pipe (uninsulated) - shall be Superstrut No. C-708-U, Powerstrut PS 3126,

Kin-Line No. 477, or equal.

b. Steel pipe (insulated) - shall be Superstrut No. C-708-U, Powerstrut PS 3126, Kin-

Line No. 477, or equal, with insulation shield.

c. Copper pipe (uninsulated) - shall be Superstrut No. C-708-U, Powerstrut PS 3126,

Kin-Line No. 477, or equal, with insulation shield or lined with dielectric material.

d. Copper pipe (insulated) - shall be Superstrut No. C-708-U, Powerstrut PS 3126,

Kin-Line No. 477, or equal, with insulation shield.

e. Plastic pipe - shall be Superstrut No. C-708-U, Powerstrut PS 3126, Kin-Line No.

477, or equal.

C. Rack and Trapeze Supports:

1. General: Unless otherwise specified, trapeze and pipe rack components shall have a

minimum steel thickness of 12 gage, with a maximum deflection 1/240 of the span.

2. Type 20 - Trapeze Pipe Support: Trapeze pipe support cross members shall be

framing channel as specified in paragraph 2.02 Framing Channel. Flat plate fittings

shall be 1 5/8-inch square carbon steel of standard design manufactured by framing

channel manufacturer, Unistrut P2471, B-Line B202-2, or equal.

3. Type 21 - Pipe Rack Support: Post and cross members shall be framing channel as

specified in paragraph 2.02 Framing Channel. Pipe rack fittings shall be carbon steel,

of standard design manufactured by framing channel manufacturer. 90-degree

fittings shall be gusseted Unistrut P2484, B-Line B844, or equal. Post base fittings

shall be as specified in paragraph 2.02 Type E – Framing Channel Post Base.

D. Structural Attachments:

1. Type A - Malleable Iron Concrete Insert: Concrete inserts shall be malleable iron and

comply with MSS and FEDSPEC Type 18. Grinnell Fig. 282, Carpenter & Patterson

Fig. 108, or equal.

2. Type B - Side Beam Bracket: Bracket shall be malleable iron and comply with MSS

Type 34 and FEDSPEC Type 35. Grinnell Fig. 202, B-Line B3062, or equal.

3. Type C - Malleable Beam Clamp With Extension Piece: Clamp and extension piece

shall be malleable iron, tie rod shall be steel. Beam clamp shall comply with MSS and

FEDSPEC Type 30. Grinnell Fig. 218 with Fig. 157 extension piece, B-Line B3054, or

equal.

4. Type D - Steel Beam Clamp With Eye Nut: Beam clamp and eye nut shall be forged

steel. Configuration and components shall comply with MSS and FEDSPEC Type 28.

Grinnell Fig. 292, Carpenter & Patterson Fig. 297, or equal.

5. Type E - Framing Channel Post Base: Post bases shall be carbon steel, of standard

design manufactured by framing channel manufacturer. Single channel: Unistrut

P2072A, B-Line B280, or equal. Double channel: Unistrut P2073A, B-Line B281, or

equal.

6. Type F - Welded Beam Attachment: Beam attachment shall be carbon steel and

comply with MSS and FEDSPEC Type 22. B-Line B3083, Grinnell Fig. 66, or equal.


154828 40 05 07 - 7

7. Type G - Welded Steel Bracket: Bracket shall be carbon steel and comply with MSS

Type 32 and FEDSPEC Type 33 for medium welded bracket. Heavy welded bracket

shall comply with MSS Type 33 and FEDSPEC Type 34.

8. Type H - Cast Iron Bracket: Bracket shall be cast iron, Carpenter & Patterson Fig. 340,

or equal.

9. Type J - Adjustable Beam Attachment: Beam attachment shall be carbon steel,

Carpenter & Patterson Fig. 151, B-Line B3082, or equal.

10. Type K - Double Channel Bracket: Wall channel shall be single channel framing

channel as specified in paragraph 2.02 Framing Channel. Cantilever bracket shall be

a carbon steel double framing channel assembly, Unistrut P2542 through P2546, B-

Line B297-12 through B297-36, or equal.

11. Type L - Single Channel Bracket: Wall channel shall be single channel framing

channel as specified in paragraph 2.02 Framing Channel. Cantilever bracket shall be

a carbon steel single framing channel assembly, Unistrut P2231 through P2234, B-

Line B198-6, B198-12, B196-18 and B196-24, or equal.

12. Type M - Wall Mounted Channel: Wall channel shall be single channel framing

channel as specified in paragraph 2.02 Framing Channel.

13. Type N - Pipe Stanchion Floor Attachment: Baseplate shall be carbon steel with 1/2

inch minimum thickness. Anchor bolt holes shall be 1/16 inch larger than the anchor

bolt diameter. The space between the baseplate and the floor shall be filled with

nonshrink grout.

E. Accessories:

1. Hanger Rods: Rods shall be carbon steel, threaded on both ends or continuous

threaded and sized as specified.

2. Weldless Eye Nut: Eye nut shall be forged steel and shall comply with MSS and

FEDSPEC Type 17. Eye nut shall be Grinnell Fig. 290, B-Line B3200, or equal.

3. Welded Eye Rod: Eye rod shall be carbon steel with eye welded closed. Inside

diameter of eye shall accommodate a bolt diameter 1/8 inch larger than the rod

diameter. Eye rod shall be Grinnell Fig. 278, B-Line B3211, or equal.

4. Turnbuckle: Turnbuckle shall be forged steel and shall comply with MSS and

FEDSPEC Type 13. Turnbuckle shall be Grinnell Fig. 230, B-Line B3202, or equal.

5. Framing Channel: Framing channel shall be 1 5/8 inches square, roll formed, 12-

gage carbon steel. Channel shall have a continuous slot along one side with in-turned

clamping ridges. Single channel: Unistrut P1000, B-Line B22, or equal. Double

channel: Unistrut P1001, B-Line B22A, or equal. Triple channel: Unistrut P1004A, B-

Line B22X, or equal.

2.03 PRODUCT DATA

A. Hanger and support locations and components shall be indicated on the piping layout

drawings required by Section 40 05 01-2.04.

PART 3 EXECUTION

3.01 HANGER AND SUPPORT LOCATIONS

A. The Contractor shall locate hangers and supports as near as possible to concentrated

loads such as valves, flanges, etc. Locate hangers, supports and accessories within the


154828 40 05 07 - 8

maximum span lengths specified in the project manual to support continuous pipeline

runs unaffected by concentrated loads.

B. At least one hanger or support shall be located within 2 feet from a pipe change in

direction.

C. The Contractor shall locate hangers and supports to ensure that connections to

equipment, tanks, etc., are substantially free from loads transmitted by the piping.

D. Where piping is connected to equipment, a valve, piping assembly, etc., that will require

removal for maintenance, the piping shall be supported in such a manner that temporary

supports shall not be necessary for this procedure.

E. Pipe shall not have pockets formed in the span due to sagging of the pipe between

supports caused by the weight of the pipe, medium in the pipe, insulation, valves and

fittings.

3.02 INSTALLATION

A. Welded and bolted attachments to the building structural steel shall be in accordance

with the requirements of the AISC Manual of Steel Construction. Unless otherwise

specified, there shall be no drilling or burning of holes in the building structural steel.

B. Hanger components shall not be used for purposes other than for which they were

designed. They shall not be used for rigging and erection purposes.

C. The Contractor shall install items to be embedded before concrete is poured. Fasten

embedded items securely to prevent movement when concrete is poured.

D. Embedded anchor bolts shall be used instead of concrete inserts for support installations

in areas below water surface or normally subject to submerging.

E. The Contractor shall install thermal pipe hanger shields on insulated piping at required

locations during hanger and support installation. Butt joint connections to pipe insulation

shall be made at the time of insulation installation in accordance with the manufacturer's

recommendations.

F. Hanger and support components in contact with plastic pipe shall be free of burrs and

sharp edges.

G. Rollers shall roll freely without binding.

H. Finished floor beneath Type N structural attachments and framing channel post bases

shall be roughed prior to grouting. Grout between base plate and floor shall be free of

voids and foreign material.

I. Baseplates shall be cut and drilled to specified dimensions prior to welding stanchions or

other attachments and prior to setting anchor bolts.

J. Plastic or rubber end caps shall be provided at the exposed ends of all framing channels

that are located up to 7 feet above the floor.


154828 40 05 07 - 9

3.03 ADJUSTMENTS

A. The Contractor shall adjust hangers and supports to obtain required pipe slope and

elevation. Shims made of material that is compatible with the piping material may be

used. Stanchions shall be adjusted prior to grouting their baseplates.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Manual Actuators

154828 40 05 57.13 - 1

SECTION 40 05 57.13

MANUAL ACTUATORS

PART 1 GENERAL

1.01 DESCRIPTION

A. This section specifies manual operators for valves and gates, and operator

appurtenances.

1.02 REFERENCES

















Reference Title

AWWA C500 Gate Valves 3 through 48 inch NPS, for Water and Sewage Systems

PART 2 PRODUCTS

2.01 GENERAL

A. Except as specified in valve and gate specification sections, manual operators shall be as

specified herein. Operators shall be mounted on the valve or gate and provided as a unit.

Each valve body or operator shall have cast thereon the word "OPEN," an arrow indicating

the direction to open, and flow direction arrows.

2.02 OPERATORS

A. General:

1. Manual operators shall have operating torques less than 80 foot-pounds. Unless

specified otherwise, each manual operator shall be provided with an operating wheel.

Unless specified otherwise, the direction of rotation of the operator shall be

counterclockwise for opening.

B. Wrench Nuts:


154828 40 05 57.13 - 2

1. Wrench nuts shall comply with Section 3.15 of AWWA C500. A minimum of two

operating keys, but no less than one key per every ten valves, shall be provided for

operation of the wrench nut operated valves.

C. Chain Wheels:

1. Chain wheels shall be ductile iron. Operating chains shall be galvanized.

2.03 OPERATOR APPURTENANCES

A. Valve Boxes:

1. Valve boxes shall be cast iron and shall have suitable base castings to fit properly

over the bonnets of their respective valves and heavy top sections with stay-put

covers. Covers shall be hot-dip galvanized.

B. Floor Boxes:

1. Floor boxes shall be hot-dip galvanized. Where the operating nut is in the concrete

slab, the floor box shall be bronze bushed. Where the operating nut is below slab, the

opening in the bottom of the box shall be sufficient for passage of the operating key.

C. Adjustable Shaft Valve Boxes:

1. Adjustable shaft valve boxes shall be concrete or cast iron Brooks No. 3RT, Christie

G5, Empire 7-1/2 valve extension box, or equal. Box covers on water lines shall be

impressed with the letter "W." Gas line covers shall be impressed with the letter "G."

2.04 PRODUCT DATA

A. Manufacturer's catalog information and other data confirming conformance to design

and material requirements shall be provided in accordance with Section 01 33 00.

PART 3 EXECUTION

3.01 GENERAL

A. Installation shall be as specified herein. Valve operators shall be located so that they are

readily accessible for operation and maintenance. Valve operators shall be mounted for

unobstructed access, but mounting shall not obstruct walkways. Valve operators shall

not be mounted where shock or vibration will impair their operation. Support systems

shall not be attached to handrails, process piping, or mechanical equipment.

3.02 OPERATORS

A. General:

1. Valves and gates shall be provided with manual operators, unless specified

otherwise. Where possible, manual operators shall be located between 48 inches

and 60 inches above the floor or a permanent work platform.

B. Wrench Nuts:

1. Wrench nuts shall be provided on buried valves, on valves which are to be operated

through floor boxes, and where specified. Extended wrench nuts shall be provided if

necessary so that the nut will be within 6 inches of the valve box cover.


154828 40 05 57.13 - 3

C. Chain Wheels:

1. Unless otherwise specified, valves with centerlines more than 7 feet, 6 inches above

the specified operating level shall be provided with chain wheels and operating

chains. Chain wheel operated valves shall be provided with a chain guide. Operating

chains shall be looped to extend within 4 feet of the specified operating level below

the valve. For plug-type valves 8 inches and larger, the operator shall be provided

with a hammer blow wheel. Hooks shall be provided for chain storage where the

chain may hang in a walkway.

3.03 OPERATOR APPURTENANCES

A. Valve Boxes:

1. Valve boxes extending to finished surfaces shall be provided for buried valves.

B. Floor Boxes:

1. Floor boxes shall be provided for wrench operation of valves located below concrete

slabs. Each floor box and cover shall be of the depth required for installation in the

slab.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Butterfly Valves

154828 40 05 64 - 1

SECTION 40 05 64

BUTTERFLY VALVES

PART 1 GENERAL

1.01 DESCRIPTION

A. Scope:

1. This section specifies butterfly valves for water service.

1.02 REFERENCES















or replaced.

Reference Title

ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings Class 25, 125, 250

and 800


ASTM A48 Gray Iron Castings

ASTM A108 Steel Bars, Carbon, Cold-Finished, Standard Quality

ASTM A126 Gray Iron Castings for Valves, Flanges, and Pipe Fittings

ASTM A216/A216M Steel Castings, Carbon, Suitable for Fusion Welding, for High

Temperature Service

ASTM A276 Stainless and Heat-Resisting Steel Bars and Shapes

ASTM A436 Austenitic Gray Iron Castings

ASTM A536 Ductile Iron Castings

AWWA C504 Rubber-Seated Butterfly Valves

PART 2 PRODUCTS

2.01 MATERIALS

A. Size 30 Through 72 Inches: Valves from 30 through 72 inches in size shall be

constructed of the following materials unless otherwise specified:


154828 40 05 64 - 2

Component Material

Shaft Stainless steel, ASTM A276, Type 304

Disc Ductile iron, ASTM A536, or cast iron, ASTM A48, Class 40

Seat mating surface Stainless steel, ASTM A276, Type 304, mounted in body or on

disc edge

Seat sealing surface Neoprene, EPDM or Buna N

Body Cast iron, ASTM A126, Class B

2.02 MANUFACTURE

A. General:

1. Valves shall be the stub or through shaft design. Wafer type valves are not

acceptable for buried service. Unless otherwise specified, valve flange drilling shall

be per ANSI B16.1, Class 125.

B. Valves shall be designed in accordance with AWWA C504. Shafts shall be turned, ground

and polished. Shaft dimensions and operator torque shall be chosen for the pressure

specified in Section 40 05 01 and Class B as specified in AWWA C504. When carbon

steel shafts and stainless steel journals are used, static seals shall be provided to isolate

the interior of the disc and the shaft from the process fluid.

C. Valves, size 3 through 72 inches, shall have seats that are vulcanized, bonded,

mechanically secured, or clamped to the body or disc.

D. Vavles, size 30 through 72 inches, valve seats shall be field adjustable and field

replaceable. Discs for valves shall be of the flow-through Type with a 360-degree seating

design.

2.03 MANUAL OPERATORS

A. General:

1. Manual operators shall be designed in accordance with AWWA C504 and shall have

a disc position indicator designating the opened and closed position of the valve.

2. Manual operators shall be of the traveling nut, rack and pinion, or worm gear type.

Operators shall be equipped with adjustable mechanical stop-limiting devices to

prevent overtravel of the disc in the open and closed positions and shall be self-

locking and designed to hold the valve in any intermediate position between full open

and full closed. Valve operator components shall withstand an input torque of 300 ft-

lbs at the extreme operator positions without damage.

3. Operator for buried service shall include an AWWA operating nut and shall be

gasketed and grease packed for submerged operation at water pressures to 10 psig.

Operators for exposed service shall include a handwheel and be gasketed for

weatherproof service.

2.04 PRODUCT DATA

A. Affidavits of compliance with AWWA C504 valves shall be provided in accordance with

Section 01 33 00.

B. Acceptable manufacturers include Dezurik, Milliken, Mueller, and Golden Anderson.


154828 40 05 64 - 3

PART 3 EXECUTION

3.01 INSTALLATION

A. Valves shall be installed in accordance with the manufacturer's recommendations.

END OF SECTION

Lake Keowee to Adkins WTP Raw Water System Air/Vacuum Valves for Water Service

154828 40 05 78.13 - 1

SECTION 40 05 78.13

AIR/VACUUM VALVES FOR WATER SERVICE

PART 1 GENERAL

1.01 DESCRIPTION

A. Scope:

1. This section specifies air release valves, air and vacuum valves, and combination air

valves for clean water service, pumping, and storage applications.

B. Types:

1. Air Release Valves: Air release valves (ARV) shall have a small venting orifice to vent

the accumulation of air and other gases with the line or system under pressure. Size

and capacity shall be as specified.

2. Air and Vacuum Valves: Air and vacuum valves (AVV) shall have a large venting orifice

to permit the release of air as the line is filling or relieve the vacuum as the line is

draining or is under negative pressure. Size and capacity

3. Combination Air Valves: Combination air valves (CAV) shall have operating features of

both the air and vacuum valve and the air release valve. They include both single-

and dual-body construction. Size and capacity shall be as specified.

4. Air Valves for Vertical Turbine Pumps: Air valves for vertical turbine pumps (ATP) shall

consist of an air and vacuum valve with throttling device for sizes 3-inch and less,

and a dual body construction combination air valve mounted on top of a surge check

for sizes 4-inch and larger. Size and capacity shall be as specified.

1.02 REFERENCES















or replaced.

Reference Title

ASTM A126 Gray Iron Castings for Valves, Flanges, and Pipe Fittings

ASTM A240 Heat-Resisting Chromium and Chromium Nickel Stainless Steel Plate, Sheet,

and Strip for Pressure Vessels


154828 40 05 78.13 - 2

1.03 SCHEDULE

Valve number Valve size, inches Type System press, PSI Capacity, CFFAM/SCFS

ARV 5+40 8 AVV 150

PART 2 PRODUCTS

2.01 ACCEPTABLE PRODUCTS

A. Air release and vacuum valves shall be APCO as manufactured by Valve and Primer

Corporation, Crispin as manufactured by Multiplex Manufacturing Company, or equal,

modified to provide the specified features and to meet the specified operating

conditions.

2.02 MATERIALS

Component Material

Body, cover Cast iron, ASTM A126, Grade B

Float Type 316 SS, ASTM A240

Seat Buna-N or Type 316 SS

Trim Type 316 SS, ASTM A240

A. Materials specified are considered the minimum acceptable for the purposes of

durability, strength, and resistance to erosion and corrosion. The Contractor may propose

alternative materials for the purpose of providing greater strength or to meet required

stress limitations. However, alternative materials must provide at least the same

qualities as those specified for the purpose.

2.03 CONSTRUCTION

A. Air release valves shall be float operated, compound lever type, except air release valves

less than 1-inch may be simple lever type.

B. Air and vacuum valves shall be designed to protect the float from direct contact of the

rushing air and water to prevent the float from closing prematurely in the valve. The seat

shall be fastened into the valve cover, and shall be easily removed if necessary. The float

shall be center or peripheral guided for positive shutoff into the seat.

C. Combination air valves, unless otherwise specified, shall be single-body construction in

sizes 1- through 6-inch and dual-body construction in sizes 8-inch and larger. Single-body

construction shall be designed to provide all functions within one housing. The body inlet

shall be baffled to protect the float and the large and small orifices shall be designed so

that during large orifice closure, the small air release orifice will open to allow small

amounts of air to escape. Dual-body construction shall combine one air and vacuum

valve and one air release valve with interconnecting piping and gate valve.

D. Air valves for vertical turbine pumps (sizes 3-inch and less) shall be designed and

constructed as specified for air and vacuum valves except the discharge orifice shall be

fitted with a throttling device to regulate and restrict air venting and establish a pressure


154828 40 05 78.13 - 3

loading on the rising column of water on pump start. Unless otherwise specified, air

valves, 4-inch and larger, shall be dual body combination air valves except the inlet shall

be fitted with a surge check to prevent water column entering the valve on pump start.

E. Valves shall be suitable for pressures up to 150 psi.

2.04 PRODUCT DATA


1. Manufacturer's product data.

2. Applicable O&M instruction manuals per Section 01 78 23.

PART 3 EXECUTION

3.01 INSTALLATION

A. Air release and vacuum valves shall be installed in accordance with the manufacturer's

recommendations. Unless otherwise specified, isolation valves per Section 40 05 01

shall be provided below each air valve.

END OF SECTION

Appendix A - Geotechnical Engineering Report

S&ME, Inc. Geotechnical Engineering Report

Revised Subsurface Exploration Report, Lake Keowee to Adkins WTP Water Line


S&M Project No. 1569-20-028

November 19, 2020

Revised Subsurface Exploration Report

Lake Keowee to Adkins WTP Water Line


S&ME Project No. 1569-20-028

PREPARED FOR:

Brown and Caldwell



PREPARED BY:

S&ME, Inc.

48 Brookfield Oaks Drive, Suite F

Greenville, South Carolina 29607

November 19, 2020

S&ME, Inc. | 48 Brookfield Oaks Drive, Ste F | Greenville, SC 29607 | p 864.297.9944 | www.smeinc.com

November 19, 2020

Brown and Caldwell



Attention: Mr. Scott Adams, P.E.

Reference: Revised Subsurface Exploration Report




Dear Mr. Adams:

S&ME, Inc. has completed the first and second phases of the subsurface exploration services for the referenced

site in Pickens County, South Carolina. This work was performed in general accordance with S&ME Proposal No.

15-2000032, dated January 31, 2020 and with the Standard Subcontract for Professional Services between S&ME

and Brown and Caldwell, executed on March 30, 2020. A subsurface exploration report was previously provided

on June 12, 2020 for the first phase of work (borings B-1 through B-12). This report has been updated to address

the second phase of work (borings B-13 through B-17).

The purpose of this geotechnical study was to determine the general subsurface conditions at selected locations

along the proposed alignment and to evaluate those conditions with regard to the design and construction of the

proposed water line. This report presents our findings together with our conclusions and recommendations for

design and construction of the proposed pipeline.

We appreciate the opportunity to be of continued service to you on this project. If you have any questions

concerning the information presented or if we can be of further assistance, please contact us.

Sincerely,

S&ME, Inc.

Jordan Titus, P.E. David Swoap, P.E.

Project Engineer Principal Engineer

[email protected] [email protected]





November 19, 2020 iii

Table of Contents

1.0 Project Information ........................................................................................................... 1

2.0 Exploration and Testing ................................................................................................... 1

2.1 Field Exploration ............................................................................................................................ 1

2.2 Laboratory Testing ......................................................................................................................... 2

3.0 Site Conditions .................................................................................................................. 2

3.1 Surface Features .............................................................................................................................. 2

3.2 Area Geology .................................................................................................................................. 5

3.3 Subsurface Conditions ................................................................................................................... 5

3.3.1 Surface Materials .............................................................................................................................. 5

3.3.2 Existing Fill....................................................................................................................................... 6

3.3.3 Alluvial Soils ..................................................................................................................................... 6

3.3.4 Residual & Possible Residual Soils ................................................................................................... 6

3.3.5 Subsurface Water .............................................................................................................................. 6

3.3.6 Laboratory Testing Discussion ......................................................................................................... 7

4.0 Conclusions and Recommendations ............................................................................. 7

4.1 Site Preparation ............................................................................................................................... 8

4.2 Excavation ....................................................................................................................................... 8

4.3 Dewatering/Surface Water Considerations ................................................................................ 9

4.4 Pipe Installation ............................................................................................................................ 10

4.4.1 Existing Fill and Alluvial Soils ....................................................................................................... 10

4.4.2 Uplift Forces .................................................................................................................................... 10

4.4.3 Pipe Bedding ................................................................................................................................... 10

4.5 Fill Placement and Compaction.................................................................................................. 11

4.5.1 Use of Excavated Soils as Fill .......................................................................................................... 11

4.5.2 Use of Off-Site Borrow Materials as Fill ......................................................................................... 11

4.5.3 Allowable Bearing Capacity for Site Structures ............................................................................. 11

5.0 Limitations of Report ..................................................................................................... 12





November 19, 2020 iv

Appendix

Boring Location Plan (Figures 1 and 2)

Legend to Soil Classification and Symbols

Boring Logs (B-1 through B-17)

Field Testing Procedures

Laboratory Test Results





November 19, 2020 1

1.0 Project Information

Our understanding of the project is based on the following:

• Email and telephone correspondence between Mr. Scott Adams, P.E. and Mr. Jordan Titus, P.E. with S&ME

between January 23 and June 8, 2020;

• Our review of the Figures_Combined_proposed borings, which was prepared by Brown and Caldwell and

provided by Mr. Adams as an attachment to the May 6, 2020 email;

• Our review of the ACAD 2020-28.dwg, which was provided as an attachment to the above referenced June

3 email;

• Email correspondence between Mr. Adams, Mr. Jay Mazzei, P.E. with Brown and Caldwell between

September 21 and October 17, 2020;

• A site meeting between Brown and Caldwell, Howard Engineering, Chao and Associates, and Greenville

Water on October 8, 2020;

• Site visits by Mr. Titus and Mr. Josh Gathro, E.I.T. with S&ME in May and October of 2020; and

• Our review of aerial images from Google EarthTM and the Pickens County GIS website.

Based on the information provided, we understand that Greenville Water plans to replace portions of a raw water

line from a pump station on Lake Keowee to the Adkins Water Treatment Plant in Pickens County, South Carolina.

The new water line will be constructed in two sections. The first section will be approximately 4,700-feet long and

be installed within an existing easement and will connect the water treatment plant to a connection point on

Cofferdam Road (Phase 1). We understand the new line will be installed between an existing 48-inch and 54-inch

raw water lines that currently supply the treatment plant. The new water line will primarily be installed at depths

ranging from approximately 10- to 15-feet below the existing ground surface in this first phase.

The second section will be approximately 1,800 feet long and will connect the pump station on Lake Keowee to a

connection point at the end of Wellhouse Crossing (Phase 2). The water line will run through an existing

causeway. We understand that an existing 48 inch raw water line will be removed and replaced in this section.

The new water line we primarily be installed at depths ranging from approximately 8- to 10- feet below the

existing ground surface in this phase (including approximately 4 feet of cover).

2.0 Exploration and Testing

2.1 Field Exploration

Our field exploration included site reconnaissances by a member of our geotechnical staff and the drilling of

twelve (17) soil test borings (labeled B-1 through B-17). Proposed boring locations were provided to us as

indicated on the Figures_Combined_proposed borings for Phase 1. Boring locations for Phase 1 were adjusted in

the field to avoid the existing water lines. Boring depths for Phase 1 were provided by Mr. Adams during a phone

conversation on May 12, 2020. Boring locations and depths for Phase 2 were chosen during the October 8, 2020

site meeting. The boring locations were established in the field using our hand-held GPS and are depicted on the

Boring Location Plan (Figures 1 and 2) in the Appendix.





November 19, 2020 2

The Phase 1 borings were drilled with an ATV-mounted drill rig (CME 550 with an automatic hammer) and the

Phase 2 borings were drilled with a truck mounted drill rig (CME 55 with an automatic hammer). Hollow-stem

augers were used to advance all of the boreholes. Split-spoon samples and Standard Penetration Resistance (N)

values were generally obtained at 2.5-foot intervals in the upper 10 feet, and at 5-foot intervals thereafter. An

additional split-spoon sample was obtained at the boring termination depth (12 or 16 feet). After completion of

drilling, we measured the depth to subsurface water at the time of boring (TOB). We then backfilled some of the

boreholes with soil cuttings and installed a mechanical hole plug near the surface in each boring to help reduce

borehole settlement. Temporary standpipes (piezometers) were installed in 4 borings and 1 boring remained

open for stabilized water measurements. After a period of at least 24 hours, water levels were measured from the

open boring and piezometers. The piezometers were then removed and the boreholes were backfilled as

described above.

The drill rigs used on this project utilized an autohammer for conducting the Standard Penetration Tests. The N-

values presented on the Boring Logs have not been corrected for theoretical energy (see Field Testing Procedures

in the Appendix for additional discussion); however, our evaluation of the subsurface soils is based on the

corrected N-values.

2.2 Laboratory Testing

After completion of the field work, the split-spoon samples were transported to our laboratory where a

Geotechnical Professional visually and manually classified the soils in general accordance with the Unified Soil

Classification System (USCS). The results of the classifications and the field testing results are presented on the

individual Boring Logs in the Appendix, along with a Legend to Soil Classification and Symbols, and the Field

Testing Procedures. The boring locations and ground surface elevations shown on the Boring Logs and profile

were estimated from the provided ACAD 2020-28.dwg and Google EarthTM and should be considered

approximate.

Selected split-spoon samples in Phase 1 were subjected to laboratory index testing (moisture content, Atterberg

limits, and grain size distribution tests) to aid in the classification and evaluation of the soil’s engineering

properties. The Appendix contains the individual laboratory test reports, and the results are discussed in following

sections of this report.

Composite samples from eight different borings in Phase 1 were sent to Corrosion Testing Laboratories, Inc. for

corrosion series testing. The corrosion series test results will be reported by others.

3.0 Site Conditions

3.1 Surface Features

As previously mentioned, the Phase 1 water line will be installed between the Adkins Water Treatment Plant (WTP)

and a connection point on Cofferdam Road. The majority of the Phase 1 borings are within an existing easement

of the roadway. The ground surface along the easement is primarily grassed with some longer brush, with a tree

line on either side of the easement. Two creeks run perpendicular to the easement near borings B-5 and B-10 and





November 19, 2020 3

rip-rap was observed near the banks. The ground surface elevations typically slope gently along the easement.

However, more severe elevation changes occurred near the creek banks, with approximately 70 feet of

topographic relief occurring across the proposed alignment for the new water line.

The Phase 2 water line will be installed between the pump station on Lake Keowee and a connection point at the

end of Wellhouse Crossing. The two existing water lines are approximately 15 feet apart and generally run on

both sides of a paved asphalt drive that connects the pump station to Wellhouse Crossing. The water lines cross

an approximately 500 foot causeway that connect Wellhouse Crossing to the small island the pump station is

located on. The causeway is approximately 40 feet wide and the embankment face of each side is protected by

rip-rap. Our Phase 2 exploration was limited to the causeway and the connection point. The roadway slopes

gently down from the connection point at Wellhouse Crossing to the causeway. The causeway is relatively level

with elevations ranging from approximately 805 to 808 feet.

Our exploration and site visits for Phase 1 were made during relatively warm, overcast and rainy weather. The

ground surface was observed to be stable, but somewhat moist at the time of our original exploration, due to

rains in May of this year. Our exploration and site visits for Phase 2 were made during relatively cool and

somewhat rainy weather. The ground surface was stable during our exploration for phase 2. Photographs of the

site taken during our site visits are shown below.

Date

: 5/8

/2020

P

ho

tog

rap

her:

J. Tit

us

Location / Orientation Standing at western end of easement facing east.

Remarks Topography slopes relatively sharply towards the creek.





November 19, 2020 4

Date

: 5/1

5/2

020

P

ho

tog

rap

her:

J. Tit

us

Location / Orientation Standing near boring B-8 facing east.

Remarks Topography slopes gently in this area.

Date

: 10/8

/2020

P

ho

tog

rap

her:

J. Tit

us

Location / Orientation Standing near boring B-14 facing west.

Remarks View of the existing Causeway.





November 19, 2020 5

3.2 Area Geology

The subject property is in the Piedmont Physiographic Province of western South Carolina. Rocks of the Piedmont

occur in belts that extend across portions of the southeast and are primarily metamorphic gneiss and schist with

some granite intrusions. The bedrock in the Piedmont is covered with residual soil (weathered in-place) of varying

thickness, derived by chemical decomposition and physical weathering of the underlying rock. The resulting

residual soils consist predominately of micaceous sandy silts and silty sands which often grade to clayey silts and

silty clays with nearness to the ground surface. The thickness of the residual soils can vary from only a few feet to

over 100 feet.

The boundary between the residual soil and the underlying bedrock is not sharply defined. Generally, a transition

zone consisting of very hard soil to soft rock, appropriately classified as “partially weathered rock” (PWR), is found.

Within the transition zone, large boulders or lenses of relatively “fresh” rock which are generally much harder than

the surrounding material often exist. The irregular bedrock surface is basically a consequence of differential

weathering of the various minerals and joint patterns of the rock mass.

The natural geological profile of portions of the proposed alignment of the new water line have been disturbed by

past grading activities (primarily construction of the causeway and excavation and installation of the existing water

lines and other utilities) that resulted in the placement of fill. Please keep in mind fill soils can vary in composition

and consistency, and the engineering characteristics of these soils can be difficult to predict. Although there is no

specific correlation between the degree of compaction of existing fill and the results of standard penetration

testing, a qualitative assessment of existing fill can often be made based on visual observation of the fill materials

sampled in the borings and the general magnitude of the standard penetration test values.

Alluvial soils are typically present within and adjacent to former and existing drainage features. Typically, the

upper soils along streams and drainage features, and within geologic flood plain areas, are water-deposited

materials (termed alluvium) that have been eroded and transported from higher elevations upstream. These

alluvial soils are usually wet, soft, and compressible. Alluvium can vary from silts and clays to sand, gravel, and

cobbles, and can contain organic debris and mica.

3.3 Subsurface Conditions

The following is a brief and general description of subsurface conditions encountered along the proposed

alignment of the new water line. More detailed information is provided on the individual Boring Logs included in

the Appendix. Similar soils were grouped into strata on the logs. The strata contact lines represent approximate

boundaries between soil types; the actual transition between soil types in the field could be gradual in both the

horizontal and vertical directions.

3.3.1 Surface Materials

A 1- to 3-inch organic-laden layer of topsoil was initially encountered at the ground surface in each of the borings

within Phase 1 (B-1 through B-13) and boring B-17. In borings B-14 through B-16 a 2- to 3- inch thick layer of

asphalt was initially encountered. The asphalt in borings B-14 and B-16 was underlain by 2 and 1 inches of

crushed stone, respectively. Please note that surface materials will vary in type and thickness throughout the area

proposed for the new water line.





November 19, 2020 6

3.3.2 Existing Fill

Existing fill was encountered beneath the surface materials in 14 of the 17 borings (B-1 through B-5, B-7 through

B-9, and B-12 through B-17) to depths of approximately 5½ to 16 feet below the existing ground surface. The fill

consisted primarily of sandy lean clay (USCS symbol CL), sandy silt (ML), and silty sand (SM), often with traces to

some rock fragments and occasionally mica. The fill appeared relatively free from debris and organic matter,

except for the borings performed in the causeway (borings B-15 and B-16). The causeway borings contained trace

roots, organic staining and an organic odor. The Standard Penetration Resistance (N) values recorded in the

existing fill ranged from 4 to 35 blows per foot (bpf). However, higher blow counts were likely amplified by rock

fragments. Typical N values in the fill ranged from 5 to 21 bpf, indicating a low to moderately high degree of

compaction. Borings B-2, B-3, B-5, B-15, and B-16 were terminated in fill at their planned termination depths of

12 or 16 feet.

It should be noted that existing fill soils often become wet due to rainwater runoff infiltrating these soils and

becoming perched above layers of more consistent residual soils. In addition, the upper residual soils near the

fill/residuum interface can be moist or wet as well. Based on the presence of the existing nearby underground

utilities, we expect additional fill will be encountered at various depths and locations throughout the proposed

alignment of the new water line.

3.3.3 Alluvial Soils

Alluvial soils (alluvium) were encountered in boring B-10 beneath the topsoil and extended approximately 8 feet

below the ground surface. The sampled alluvium was classified as clayey sand (SC), contained trace roots, and was

noted to have an organic odor. The recorded N-values varied from 2 to 3 bpf, indicating a very loose relative

density.

3.3.4 Residual & Possible Residual Soils

Residual soils (residuum) or possible residual soils were encountered beneath the fill in borings B-1, B-4, B-7, B-8,

B-9, B-12, B-13, B-14, and B-17, beneath the alluvium in boring B-10, and beneath the topsoil in borings B-6 and

B-11. In boring B-4, the boring encountered soils that exhibited characteristics of residual soil, however, the soils

also shared resemblance to the fill soils in the stratum above. Therefore, we classified these soils as “possible

residuum” on the Boring Log. Accordingly, the sampled “possible residuum” will also be referred to as “residuum”

throughout the remainder of this report. The residual soils were generally comprised of sandy silt (ML), silty sand

(SM), and elastic silt with sand (MH) with varying amounts mica. The N values recorded in the residual soils

ranged from 4 to 20 bpf, indicating a soft to very stiff consistency for the silt and clay and a very loose to medium

dense relative density for the sands. Borings B-1, B-4, B-6 through B-14, and B-17 terminated in residual soils at

the planned termination depths of 12, 16, or 25 feet.

3.3.5 Subsurface Water

In Phase 1, subsurface water was encountered in 3 of the borings (B-4, B-5, and B-10) at depths ranging from 4.1

feet (24-hour reading in B-10) to 12.6 feet (24-hour reading in boring B-4) below the surface. These depths

correspond to elevations that range from 830.1 to 857.1 feet, respectively, above mean sea level (MSL). In Phase

2, subsurface water was encountered in boring B-14 at a depth of 18 feet below the surface. Please note that





November 19, 2020 7

subsurface water levels will fluctuate during the year, due to such things as seasonal variations, fluctuations in the

creek levels, precipitation, and construction activity in the area.

3.3.6 Laboratory Testing Discussion

As previously discussed in Section 2.0 Exploration and Testing, select split-spoon samples in Phase 1 were

subjected to laboratory testing consisting of moisture content, Atterberg limits, and grain-size distribution (sieve

analysis). The individual test results are included on data sheets in the Appendix and are also summarized in the

table below.

Table 3-1 – Laboratory Test Results

Boring

No.

Sample

Depth

(ft)

USCS

Symbol

Moisture

Content

(%)

Percent

Finer

#200 (%)

LL (%)

PI (%)

B-4 13.5-15 SM 20.0 24.7 40 2

B-8 13.5-15 MH 55.9 73.7 62 9

B-10 3.5-5 SC 24.4 25.4 29 8

4.0 Conclusions and Recommendations

The following presents our geotechnical recommendations regarding construction of the new water line. When

reviewing this information, please remember that the easement and the causeway have been previously graded

and pipe lines have been installed in the same general area in the past. Our experience with sites such as this

indicates that unexpected conditions, such as deposits of unsuitable existing fill, could exist between and near our

borings. Therefore, field engineering evaluations during construction and installation are very important.

The boring data indicates the proposed alignment for the new water line is generally underlain by areas of low to

moderately high consistency existing fill and residual soils. In addition, low consistency alluvium was encountered

in one of the borings (B-10) near one of the creek crossings in Phase 1. Because of the fill and the alluvial soils,

low consistency and unsuitable soils could be encountered near or at the bottom of excavations along the

alignment. The excavation bottoms will need to be thoroughly evaluated for suitability as a working subgrade

and for purposes of pipe bedding. Any alluvial soils encountered during excavation to the pipe installation depth

will be of particular concern, as they are often wet, soft, and compressible. The existing fill soils containing

organics in the causeway boring (B-15 and B-16) are also of concern. Some undercutting and/or stabilization of

low consistency soils beneath the proposed water line should be expected and budgeted, especially near the

creek crossings and within the causeway.

Based on the conditions encountered in our borings, excavation to anticipated subgrade levels is not likely to

encounter PWR or auger refusal material. However, subsurface water was encountered in three of the borings

within Phase 1 following 24 hours from TOB, at depths ranging from only 4.1 to 12.6 feet below the existing

ground surface. These depths correspond to approximate elevations ranging from 830 to 857 feet. Thus, it is





November 19, 2020 8

likely that subsurface water will be encountered during excavation for the new water line near the creek crossings

in Phase 1. Subsurface water was encountered in boring B-14 at a depth of approximately 18 feet. Therefore,

excavations in Phase 2 are not anticipated to encounter subsurface water. However, it should be noted that the

subsurface water levels could have been influenced by rainwater water runoff infiltrating the fill and “perching”

above some of the more consistent or clayey soils.

Based on the boring data, the primary geotechnical considerations for this project are:

• Likelihood of encountering subsurface water during construction in Phase 1 and the need for temporary

dewatering near the creek crossings;

• Potential undercutting of low consistency fill or alluvial soils and stabilization beneath the finished

elevation of the new pipe, especially near the creek crossings and in the causeway; and

• Stability of exposed soils within the open excavation during installation of the new pipe.

Our conclusions and recommendations are based on the project information outlined previously and on the data

obtained from the field-testing program. If the geometry or proposed water line crossing locations or depths are

changed or significantly differ from those outlined, or if conditions are encountered during construction that differ

from those encountered by the soil test borings, S&ME requests the opportunity to review our recommendations

based on the new information and make any necessary changes. In addition, the development and construction

team must understand our recommendations are based on the premise that our representative will be on-site to

observe and document important elements of the construction, including those listed above. Our observations

and testing services can be a vital component in improving the performance and efficiency of the site work.

4.1 Site Preparation

Prior to excavation, stripping of the topsoil along the proposed alignment should be performed to help reduce

the potential of the soils from being mixed with organic materials. Pavement materials should also be removed,

where applicable.

4.2 Excavation

While specific installation depths of the new pipe section have not provided, we anticipate that the new section of

pipe will be installed via cut and cover techniques to depths of up to 15 feet deep in Phase 1 and 10 feet deep in

Phase 2. Based on the borings performed at the site, we anticipate the excavations to install the new pipe sections

will encounter existing fill soils, alluvial soils, and residuum. We anticipate these materials, as well as any newly

placed fill soils, can be excavated using traditional equipment such as heavy backhoes and tracked excavators.

PWR and auger refusal material were not encountered in the borings. However, it must be emphasized that rock

in a weathered, boulder, and mass form varies erratically in depth and location in the Piedmont Physiographic

Province. Such natural materials could be encountered within or below the residuum, beneath the fill, or below

the alluvium between or near the boring locations. If encountered, excavation of PWR will require a heavy tracked

excavator, possibly using a hoe ram attachment, and/or pneumatic tools. We anticipate that due to the proximity

of nearby utilities, blasting would not be permitted.





November 19, 2020 9

Because the new water line will be installed between two existing underground utility lines and/or within a

causeway, we do not anticipate the excavations can be sloped back due to the potential damage that could occur

to the existing lines and causeway. Therefore, for the temporary excavation work for installing the new water line,

we expect a series of trench boxes, shoring and/or bracing will be needed to obtain a safe working environment

and preserve the integrity of the existing utility lines. Excavations should be shored in accordance with local, state,

and federal regulations, including OSHA (29 CFR Part 1926) excavation trench safety standards. The contractor is

solely responsible for site safety; this information is provided only as a service and under no circumstances should

we be assumed responsible for construction site safety.

Depending on the Contractor’s means and methods, the excavation work could require the installation of a

retaining system to accommodate the excavations near the existing utilities. If a retaining system is used, it could

consist of sheet piling, or soldier piles (possibly with struts and walers) and lagging. The retaining system will be

highly dependent upon the available working space. We would be happy to provide retaining system design

parameters, if requested.

4.3 Dewatering/Surface Water Considerations

As previously noted, subsurface water was encountered in three of the borings in Phase 1 at relatively shallow

depths. Based on the water levels observed and the expected pipe installation depths, we anticipate that

temporary dewatering measures will be required near the creek crossings in Phase 1.

The means and methods of dewatering and subsurface water control are typically left to the discretion of the

Contractor. However, temporary dewatering can normally be accomplished with temporary excavations and sump

pumps. Pumping from the sumps should be maintained such that the water level is drawn down to a minimum of

3 feet below the bottom of the excavations at all times during installation of the new water line. Pumping must be

maintained continuously from sumps, well points, or wells for any beneficial de-watering to be derived and a

back-up pump should be maintained on-site. Discontinuous pumping will result in softening of the subgrade

soils and the potential need for additional undercutting of bearing level soils.

Control of surface water along the proposed alignment will be very important for this project. Additional

rainwater runoff accumulating in the excavations will significantly increase the amount of dewatering. and could

soften and disturb the bearing materials. Therefore, we recommend that all surfaces at the top of the excavation

be adequately sloped to provide positive drainage as construction progresses. Berms and or french drains could

needed to help divert rainwater runoff depending on the amount of precipitation that occurs during construction.

The contractor should also be prepared to implement additional dewatering techniques should the need arise.

Erosion and sediment control measures such as pumping through silt bags, temporary sediment traps, etc., should

be incorporated into the construction plans.

It should be noted that subsurface water may be encountered at depths different than those measured in the soil

test borings. Water levels tend to fluctuate with seasonal and climatic variations, as well as with some types of

construction operations.





November 19, 2020 10

4.4 Pipe Installation

4.4.1 Existing Fill and Alluvial Soils

Undercutting of low consistency existing fill and alluvial soils should be anticipated at the probable pipe bearing

elevations along certain parts of the proposed alignment (especially near creek crossing and along the causeway).

Complete removal of these soils may not be required; over-excavation and replacement with structural fill or

washed stone with the use of geotextiles could potentially reduce the amount of undercut required. The extent

and depth of undercutting should be determined in the field by the Geotechnical Engineer. However, we

anticipate approximately 2 to 3 feet of undercutting will be sufficient in most cases.

4.4.2 Uplift Forces

Uplift or buoyancy forces could be a factor if the pipe sections are installed below a stabilized subsurface water

level. Due to the presence of subsurface water in our borings, there is a potential for uplift loads, especially near

the existing creeks. If the uplift forces are approximately equal to or larger than the weight of the pipe (empty)

and overlying backfill, it will be necessary to anchor the pipe with either a screw or block anchor system. We

recommend a minimum factor of safety of 1.5 be provided against uplift.

4.4.3 Pipe Bedding

The bedding material for the pipes should comply with all requirements of the pipe manufacturer. In areas where

granular bedding is used, it should be placed in not more than 6-inch layers and compacted with hand operated

compactors. In excavations where subsurface water is encountered, we recommend that adequate temporary

dewatering measures be provided to help maintain stable subgrade conditions, as discussed in Section 4.3. It may

be necessary, depending on the actual subsurface conditions , that the excavation bottoms and sides be lined with

a needle punched non-woven filter fabric such as Mirafi 140N, or equivalent, and the granular backfill wrapped in

the fabric to help prevent the infiltration of soil fines into the granular material. Migration of fines into the gravel

bedding could result in softening of subgrade support, the creation of voids, and corresponding subsidence of

these soils. The fabric should be placed in areas where subsurface water is encountered during construction.

If practical, the pipe excavation bottoms should be carefully evaluated by a representative of the Geotechnical

Engineer prior to pipe installation. The evaluations should include shallow hand auger borings and dynamic cone

penetrometer (DCP) tests in the excavation bottoms, as well as probing. These evaluations will help assess

whether the pipe is directly underlain by suitable bearing material. If unsuitable materials are detected, they

should be undercut and replaced with crushed stone or stabilized prior to pipe installation. We anticipate the

stabilization will consist of installing filter fabric (Mirafi 140N or equivalent) and 18 to 36 inches of SCDOT No. 57

crushed stone underneath the pipe. Thicker layers of crushed stone (36 inches) will likely be necessary in areas

where the pipe is underlain by alluvial soils, while thinner layers could be suitable in areas where the pipe is

underlain by low consistency fill or residual soils. Due to the wet conditions near the creek crossings and alluvium

material encountered in one of the borings, some stabilization should be anticipated along the pipe alignment.






4.5 Fill Placement and Compaction

After excavation, undercutting, and stabilization areas requiring fill placement should be raised to their design

subgrade configuration with soil free of deleterious materials, including rock fragments greater than 4 inches in

diameter. The fill should be uniformly spread in 6- to 8-inch-thick loose lifts and be compacted to at least 95

percent of the soil’s maximum dry density, as determined by a laboratory standard Proctor compaction test (ASTM

D-698). Hand-operated compaction equipment should be used directly along sides and above the pipe for an

adequate height to not damage the pipe. The Structural Engineer should determine the safe height. The

moisture content should be controlled at plus to minus 3 percent of optimum; however, a slight increase in

optimum moisture could be allowable if the minimum compacted density is achieved and subgrade is stable.

Closer moisture control could be needed for more silty soils.

Fill placement should be observed by a qualified Materials Technician working under the general direction of the

Geotechnical Engineer. In addition to this visual evaluation, the Technician should perform in-place field density

tests to confirm the required degree of compaction is attained.

4.5.1 Use of Excavated Soils as Fill

Most of the sampled fill and residuum appeared generally adaptable for use as well-compacted structural fill with

proper preparation, removal of organic matter and moisture conditioning. The alluvial soils can potentially be

used; however, they tend to be saturated and difficult to dry prior to placement. All of the excavated soils will

need to be carefully evaluated by a Geotechnical Professional prior to reuse.

The in-situ moisture content of the subsurface soils was generally above optimum for compaction at the time of

our exploration. However, the moisture content of these soils will fluctuate with prevailing weather conditions

prior to and at the time of grading. If any soils are stockpiled for future reuse, they should be protected from

precipitation with plastic sheeting, or at least somewhat compacted during placement and sloped to drain

rainwater runoff. As with any earthwork project, moisture adjustment (wetting or drying) could be required to

achieve the recommended degree of compaction.

4.5.2 Use of Off-Site Borrow Materials as Fill

Although we anticipate it is unlikely, imported fill could potentially be needed for grading purposes on this site.

The imported fill should consist of a clean, low plasticity soil, and be evaluated by a Geotechnical Professional

prior to hauling to the site. Preferably, the standard Proctor maximum dry density of imported soils should be at

least 100 pounds per cubic foot (pcf).

4.5.3 Allowable Bearing Capacity for Site Structures

Based on the boring data and assuming the recommendations provided in the sections above are properly

implemented, a uniform net maximum allowable bearing pressure of 2,000 pounds per square foot (psf) is

available for thrust restraints and other site structures when supported in residual soils or well-compacted fill.






Due to the fill and alluvial material encountered during our exploration, bearing capacity evaluations are very

important for this site. All excavation bottoms for site structures should be evaluated by a representative of the

Geotechnical Engineer as discussed in Section 4.4.

Some excavations for thrust blocks could require undercutting to penetrate low consistency soils or any unsuitable

fill soils which went undetected during pipe bedding measures.

5.0 Limitations of Report

This report has been prepared in accordance with generally accepted geotechnical engineering practice for

specific application to this project. The conclusions and recommendations in this report are based on the

applicable standards of our practice in this geographic area at the time this report was prepared. No other

warranty, expressed or implied, is made.

We relied on project information given to us to develop our conclusions and recommendations. If project

information described in this report is not accurate, or if it changes during project development, we should be

notified of the changes so that we can modify our recommendations based on this additional information if

necessary.

Our conclusions and recommendations are based on limited data from a field exploration program. Subsurface

conditions can vary widely between explored areas. Some variations may not become evident until construction.

If conditions are encountered which appear different than those described in our report, we should be notified.

This report should not be construed to represent subsurface conditions for the entire water line alignment.

Unless specifically noted otherwise, our field exploration program did not include an assessment of regulatory

compliance, environmental conditions or pollutants, or presence of any biological materials (mold, fungi, bacteria).

If there is a concern about these items, other studies should be performed. S&ME can provide a proposal and

perform these services if requested.

Important Information About Your

Geotechnical Engineering ReportVariations in subsurface conditions can be a principal cause of construction delays, cost overruns and claims.The following information is provided to assist you in understanding and managing the risk of these variations.

Geotechnical Findings Are ProfessionalOpinionsGeotechnical engineers cannot specify materialproperties as other design engineers do.Geotechnical material properties have a far broaderrange on a given site than any manufacturedconstruction material, and some geotechnicalmaterial properties may change over time becauseof exposure to air and water, or human activity.

Site exploration identifies subsurface conditions atthe time of exploration and only at the points wheresubsurface tests are performed or samplesobtained. Geotechnical engineers review field andlaboratory data and then apply their judgment torender professional opinions about site subsurfaceconditions. Their recommendations rely upon theseprofessional opinions. Variations in the vertical andlateral extent of subsurface materials may beencountered during construction that significantlyimpact construction schedules, methods andmaterial volumes. While higher levels of subsurfaceexploration can mitigate the risk of encounteringunanticipated subsurface conditions, no level ofsubsurface exploration can eliminate this risk.

Scope of Geotechnical ServicesProfessional geotechnical engineering judgment isrequired to develop a geotechnical explorationscope to obtain information necessary to supportdesign and construction. A number of uniqueproject factors are considered in developing thescope of geotechnical services, such as theexploration objective; the location, type, size andweight of the proposed structure; proposed sitegrades and improvements; the constructionschedule and sequence; and the site geology.

Geotechnical engineers apply their experience withconstruction methods, subsurface conditions andexploration methods to develop the explorationscope. The scope of each exploration is uniquebased on available project and site information.Incomplete project information or constraints on thescope of exploration increases the risk of variationsin subsurface conditions not being identified andaddressed in the geotechnical report.

Services Are Performed for SpecificProjectsBecause the scope of each geotechnicalexploration is unique, each geotechnical report isunique. Subsurface conditions are explored andrecommendations are made for a specific project.Subsurface information and recommendations maynot be adequate for other uses. Changes in aproposed structure location, foundation loads,grades, schedule, etc. may require additionalgeotechnical exploration, analyses, andconsultation. The geotechnical engineer should beconsulted to determine if additional services arerequired in response to changes in proposedconstruction, location, loads, grades, schedule, etc.

Geo-Environmental IssuesThe equipment, techniques, and personnel used toperform a geo-environmental study differsignificantly from those used for a geotechnicalexploration. Indications of environmentalcontamination may be encountered incidental toperformance of a geotechnical exploration but gounrecognized. Determination of the presence, typeor extent of environmental contamination is beyondthe scope of a geotechnical exploration.

Geotechnical Recommendations Are NotFinalRecommendations are developed based on thegeotechnical engineer’s understanding of theproposed construction and professional opinion ofsite subsurface conditions. Observations and testsmust be performed during construction to confirmsubsurface conditions exposed by constructionexcavations are consistent with those assumed indevelopment of recommendations. It is advisableto retain the geotechnical engineer that performedthe exploration and developed the geotechnicalrecommendations to conduct tests andobservations during construction. This may reducethe risk that variations in subsurface conditions willnot be addressed as recommended in thegeotechnical report.

Portion obtained with permission from “Important Information About Your Geotechnical Engineering Report”, ASFE, 2004© S&ME, Inc. 2010

Appendix

SCALE:

DATE:

PROJECT NUMBER

FIGURE NO.

1NOT TO SCALE

NOV 2020

1569-20-028

LAKE KEOWEE TO ADKINS WTP WATER LINEPICKENS COUNTY, SOUTH CAROLINA

PHASE 1 BORING LOCATION PLAN

LEGEND

Approximate Boring Location

B-12

B-11B-10

B-9 B-8

B-7

B-6

B-5

B-4

B-3B-2

B-1

NOTE: THE AERIAL PHOTOGRAPH FROM GOOGLE EARTH WAS MODIFIED BY S&ME. DRAWING IS FOR GENERAL INFORMATION ONLY AND SHOULD NOT BE

USED FOR THE MEASUREMENT OR ESTIMATION OF QUANTITIES OR DISTANCES.

B-13

SCALE:

DATE:

PROJECT NUMBER

FIGURE NO.

2NOT TO SCALE

NOV 2020

1569-20-028

LAKE KEOWEE TO ADKINS WTP WATER LINEPICKENS COUNTY, SOUTH CAROLINA

PHASE 2 BORING LOCATION PLAN

LEGEND

Approximate Boring Location

B-14

NOTE: THE AERIAL PHOTOGRAPH FROM GOOGLE EARTH WAS MODIFIED BY S&ME. DRAWING IS FOR GENERAL INFORMATION ONLY AND SHOULD NOT BE USED FOR THE MEASUREMENT OR ESTIMATION OF QUANTITIES OR DISTANCES.

B-15

B-17 B-16

Asphalt

Concrete

Topsoil

HC

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS

Partially WeatheredRock

Cored Rock

(Shown in Water Level Column)

0 to 45 to 1011 to 3031 to 50Over 50

Silt (ML)

Clay (CL, CH)

Sandy Silt (ML)

Clayey Sand (SC)

Clayey Silt (MH)

Organic (OL, OH)

RELATIVE DENSITY

Very LooseLoose

Medium DenseDense

Very Dense

CONSTITUENT MODIFIERS

Trace: <5%Few: 5 to <15%

Little: 15 to <30%Some: 30 to <50%Mostly: 50 to 100%

- Total Length of Rock Recovered in the CoreBarrel Divided by the Total Length of the CoreRun Times 100%.

REC

RQD

TOB

(Shown in Graphic Log)

WATER LEVELS

CONSISTENCY OF COHESIVE SOILS

CONSISTENCY

STD. PENETRATIONRESISTANCEBLOWS/FOOT

Very SoftSoftFirmStiff

Very StiffHard

Very Hard

STD. PENETRATIONRESISTANCEBLOWS/FOOT

RELATIVE DENSITY OF COHESIONLESS SOILS

= Water Level At Termination of Boring

= Water Level Taken After 24 Hours

= Loss of Drilling Water

= Hole Cave

0 to 23 to 45 to 8

9 to 1516 to 3031 to 50Over 50

Fill

Sand (SW, SP)

Silty Sand (SM)

Sandy Clay (CL, CH)

Silty Clay (CL, CH)

Gravel (GW, GM, GP)

SOIL TYPES (USCS CLASSIFICATION)

Shelby Tube

Split Spoon

Rock Core

No Recovery

SAMPLER TYPES

(Shown in Samples Column)

TERMS

StandardPenetrationResistance

- Total Length of Sound Rock SegmentsRecovered that are Longer Than or Equal to 4"(mechanical breaks excluded) Divided by theTotal Length of the Core Run Times 100%.

- Termination of Boring

N.E. - Not Encountered

- The Number of Blows of 140 lb. Hammer Falling30 in. Required to Drive 1.4 in. I.D. Split SpoonSampler 1 Foot. As Specified in ASTM D-1586.

6

8

7

7

4

4

TOPSOIL - 2 inches

FILL: SANDY SILT (ML) - firm, red tan brown,fine to medium, trace large rock fragments inSS-1

- - - Slightly micaceous

RESIDUUM: SANDY SILT (ML) - soft, red tanbrown, fine to medium, some clay, slightlymicaceous to micaceous

Boring terminated at 16 feet

3

4

4

3

2

2

3

3

3

3

2

3

4

3

4

2

2

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERALACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

906.2

901.2

896.2

5

10

15

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #

BLOW COUNT/ CORE DATA

EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL

MATERIAL DESCRIPTION

BORING LOG B-1

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4.

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_0

9_

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/18

/20

PROJECT: Lake Keowee to Adkins WTP Water LinePickens County, South Carolina


CLIENT: Brown & Caldwell

DATE DRILLED: 5/21/20

DRILL RIG: CME 550

DRILLER: Independence Drilling, Inc.

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 2¼" H.S.A.

ELEVATION: 911.2 ft

BORING DEPTH: 16.0 ft

WATER LEVEL: Not Encountered at TOB

LOGGED BY: J. Titus

NOTES: Elevations and coordinates were

estimated from ACAD 2020-28.dwg and should be

considered approximate.

CAVE-IN DEPTH: N/A

LONG.: -825154°19'48"LAT.: 344944°23'24"

8

11

24

35

15

15

TOPSOIL - 2 inches

FILL: SILTY SAND (SM) - loose to mediumdense, red brown tan, fine to coarse, somelarge rock fragments

FILL: SILTY SAND (SM) - medium dense todense, white brown red, fine to coarse, somerock fragments, few large rock fragments

FILL: SANDY SILT (ML) - stiff, red brown tan,fine to coarse, few large rock fragments


3

6

11

18

6

7

2

3

9

14

6

5

5

13

17

9

8

SS-1

SS-2

SS-3

SS-4

SS-6

SS-7

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

906.3

901.3

896.3

5

10

15

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-2

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2.

3.

4.

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WE

E W

AT

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DRILL RIG: CME 550





ELEVATION: 911.3 ft



LOGGED BY: J. Titus




CAVE-IN DEPTH: N/A

LONG.: -825201°48'36"LAT.: 344943°13'12"

12

8

8

9

7

7

TOPSOIL - 3 inches

FILL: SANDY LEAN CLAY (CL) - stiff to firm,red brown tan, fine to coarse

FILL: SANDY SILT (ML) - firm, tan brown red,fine to medium, slightly micaceous, some clay

FILL: SILTY SAND (SM) - loose, tan brownred, fine to coarse, slightly micaceous


5

4

4

4

3

3

4

3

3

3

3

7

4

4

5

4

4

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

896.7

891.7

886.7

5

10

15

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-3

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2.

3.

4.

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69

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AK

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EO

WE

E W

AT

ER

LIN

E B

OR

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9_

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DRILL RIG: CME 550





ELEVATION: 901.7 ft



LOGGED BY: J. Titus




CAVE-IN DEPTH: N/A

LONG.: -825206°53'24"LAT.: 344945°4'48"

8

11

9

11

7

6

TOPSOIL - 3 inches

FILL: SANDY LEAN CLAY (CL) - firm to stiff,red brown, fine to medium, moist

FILL: SILTY SAND (SM) - loose to mediumdense, red brown tan, fine to coarse, slightlymoist, trace rock fragments, slightly micaceous

POSSIBLE RESIDUUM: SILTY SAND (SM) -loose, brown red tan, medium to fine,micaceous


4

5

4

6

3

3

3

4

4

5

2

4

6

5

5

4

3

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

864.7

859.7

854.7

5

10

15

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-4

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2.

3.

4.

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69

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E K

EO

WE

E W

AT

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LIN

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DRILL RIG: CME 550





ELEVATION: 869.7 ft


WATER LEVEL: NE at TOB, 12.6 ft at 24 hrs

LOGGED BY: J. Titus




Temporary piezometer installed on 5/21;

abandoned on 5/27.CAVE-IN DEPTH: N/A

LONG.: -825210°19'48"LAT.: 344946°55'12"

26

4

5

7

13

TOPSOIL - 2 inches

FILL: SILTY SAND (SM) - medium dense,white tan, fine to coarse, some large rockfragments

FILL: SILTY SAND (SM) - loose to mediumdense, white gray red, fine to coarse, slightlymicaceous, moist to very moist


13

2

2

4

6

7

2

2

3

4

13

2

3

3

7

SS-1

SS-2

SS-3

SS-4

SS-5

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

836.5

831.5

5

10

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-5

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2.

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4.

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DRILL RIG: CME 550





ELEVATION: 841.5 ft


WATER LEVEL: 9 ft at TOB, 11.4 ft at 24 hrs

LOGGED BY: J. Titus






LONG.: -825214°33'0"LAT.: 344949°4'12"

8

13

6

6

6

6

TOPSOIL - 2 inches

RESIDUUM: SANDY LEAN CLAY (CL) - firmto stiff, red brown, fine to medium, slightlymicaceous, slightly moist

SANDY SILT (ML) - firm, red brown tan, fine tomedium, slightly micaceous, slightly moist


4

5

3

3

3

3

3

4

3

2

2

4

8

3

3

3

3

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

875.7

870.7

865.7

5

10

15

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-6

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DRILL RIG: CME 550





ELEVATION: 880.7 ft



LOGGED BY: J. Titus




CAVE-IN DEPTH: N/A

LONG.: -825219°8'24"LAT.: 344951°19'12"

14

21

10

13

13

11

TOPSOIL - 2 inches

FILL: SANDY LEAN CLAY (CL) - stiff to verystiff, red brown, fine to medium, moist in SS-3and SS-4

RESIDUUM: SANDY SILT (ML) - stiff, redbrown tan, fine to coarse, slightly micaceous


6

10

4

5

5

2

4

5

3

3

3

8

11

6

8

8

9

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

HC

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

871.6

866.6

861.6

5

10

15

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-7

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DRILL RIG: CME 550





ELEVATION: 876.6 ft


WATER LEVEL: NE at TOB; NE at 24 hrs

LOGGED BY: J. Titus




CAVE-IN DEPTH: 12.6'

LONG.: -825225°1'48"LAT.: 344952°34'12"

5

5

9

15

4

5

TOPSOIL - 1 inch

FILL: SANDY LEAN CLAY (CL) - firm to stiff,brown red tan, fine to medium, trace rockfragments, moist

RESIDUUM: ELASTIC SILT WITH SAND(MH) - soft, red brown, fine to medium, moist,slightly micaceous


3

2

4

6

2

2

2

2

4

3

2

3

5

9

2

3

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

878.5

873.5

868.5

5

10

15

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-8

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4.

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DRILL RIG: CME 550





ELEVATION: 883.5 ft



LOGGED BY: J. Titus




CAVE-IN DEPTH: N/A

LONG.: -825230°52'12"LAT.: 344953°59'24"

5

6

7

8

5

5

TOPSOIL - 1 inch

FILL: SILTY SAND (SM) - loose, red browntan, fine to coarse, trace rock fragments

RESIDUUM: SANDY SILT (ML) - firm, red tanbrown, fine to coarse, trace rock fragments,layer of silty sand


2

3

3

4

2

2

2

3

2

2

3

3

3

4

4

3

3

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

896.6

891.6

886.6

5

10

15

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-9

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4.

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DRILL RIG: CME 550





ELEVATION: 901.6 ft



LOGGED BY: J. Titus




CAVE-IN DEPTH: N/A

LONG.: -825235°1'12"LAT.: 344953°37'48"

2

3

3

4

6

TOPSOIL - 2 inches

ALLUVIUM: CLAYEY SAND (SC) - very loose,gray, fine to coarse, trace roots, organic odor,wet

RESIDUUM: SILTY SAND (SM) - very looseto loose, brown red white, fine to coarse, tracerock fragments, slightly micaceous, wet


1

1

2

2

3

WOH

1

1

2

2

1

2

1

2

3

SS-1

SS-2

SS-3

SS-4

SS-5

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

850.0

845.0

5

10

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-10

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2.

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4.

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DRILL RIG: CME 550





ELEVATION: 855.0 ft


WATER LEVEL: 8 ft at TOB, 4.1 ft at 24 hrs

LOGGED BY: J. Titus






LONG.: -825239°28'12"LAT.: 344952°31'12"

7

7

6

4

8

7

TOPSOIL - 1 inch

RESIDUUM: SANDY SILT (ML) - firm to soft,brown red tan, fine to coarse

SILTY SAND (SM) - loose, brown tan, fine tocoarse


3

3

3

2

3

3

2

3

2

2

2

4

4

3

2

5

4

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

890.3

885.3

880.3

5

10

15

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-11

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2.

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4.

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DRILL RIG: CME 550





ELEVATION: 895.3 ft



LOGGED BY: J. Titus




CAVE-IN DEPTH: N/A

LONG.: -825243°46'48"LAT.: 344951°39'36"

4

5

6

4

7

6

TOPSOIL - 2 inches

FILL: SANDY SILT (ML) - soft to firm, tan redbrown, fine to coarse

RESIDUUM: SANDY SILT (ML) - soft to firm,brown tan red, fine to coarse, trace rockfragments


2

2

3

2

3

3

1

2

2

2

3

2

3

3

2

4

3

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

902.9

897.9

892.9

5

10

15

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-12

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4.

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DRILL RIG: CME 550





ELEVATION: 907.9 ft



LOGGED BY: J. Titus




CAVE-IN DEPTH: N/A

LONG.: -825244°48'0"LAT.: 344951°28'48"

5

5

6

6

9

14

20

TOPSOIL - 1 inch

FILL: SILTY SAND (SM) - loose, brown red,

fine to coarse, trace roots, slightly micaceous

RESIDUUM: SANDY SILT (ML) - firm to stiff,brown red white, fine to coarse, slightlymicaceous

SILTY SAND (SM) - medium dense, brownwhite, fine to coarse


3

2

3

3

4

6

10

2

2

3

2

2

4

9

2

3

3

3

5

8

10

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

HC

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

901.0

896.0

891.0

886.0

881.0

5

10

15

20

25

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-13

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4.

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DRILL RIG: CME 55





ELEVATION: 906.0 ft



LOGGED BY: J. Titus


estimated from Google Earth and should be


CAVE-IN DEPTH: 23'

LONG.: -825245°19'48"LAT.: 344951°30'36"

9

14

10

13

5

5

10

ASPHALT - 2 inches

CRUSHED STONE - 2 inches

FILL: SANDY LEAN CLAY (CL) - stiff, red brown tan, fine to coarse, large rock fragments in SS-1, some rock fragments in SS-2 and SS-3

RESIDUUM: SANDY SILT (ML) - stiff, redbrown, fine to medium

SANDY SILT (ML) - firm, black red brown, fineto medium, micaceous, slightly moist

SILTY SAND (SM) - loose, white red brown,fine to coarse, moist, few rock fragments


4

7

5

6

2

2

5

3

5

5

4

2

2

2

5

7

5

7

3

3

5

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

813.0

808.0

803.0

798.0

793.0

5

10

15

20

25

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-14

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4.

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DRILL RIG: CME 55





ELEVATION: 818.0 ft


WATER LEVEL: 18 ft at TOB

LOGGED BY: J. Titus




CAVE-IN DEPTH: N/A

LONG.: -825317°54'0"LAT.: 344933°50'60"

7

12

13

9

26

ASPHALT - 2 inches

FILL: SANDY LEAN CLAY (CL) - firm to stiff,red brown, fine to medium, trace roots in SS-3and SS-4, trace rock fragments, large rockfragment in SS-4.

FILL: SANDY LEAN CLAY (CL) - very stiff, redbrown, fine, trace roots, organic stain and odor


4

6

6

4

4

3

5

4

3

3

3

6

7

5

22

SS-1

SS-2

SS-3

SS-4

SS-5

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

803.0

798.0

5

10

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-15

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4.

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DRILL RIG: CME 55





ELEVATION: 808.0 ft



LOGGED BY: J. Titus




CAVE-IN DEPTH: N/A

LONG.: -825320°50'60"LAT.: 344933°54'0"

7

6

7

10

11

ASPHALT - 3 inches

CRUSHED STONE - 1 inch

FILL: SANDY LEAN CLAY (CL) - firm to stiff,red brown tan, fine to medium, trace roots,organic stain and odor in SS-4 and SS-5


3

3

3

4

4

2

3

4

3

2

4

3

4

6

7

SS-1

SS-2

SS-3

SS-4

SS-5

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

800.0

795.0

5

10

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-16

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2.

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4.

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DRILL RIG: CME 55





ELEVATION: 805.0 ft



LOGGED BY: J. Titus




CAVE-IN DEPTH: N/A

LONG.: -825324°30'0"LAT.: 344935°7'12"

6

9

7

9

10

TOPSOIL - 1 inch

FILL: SANDY LEAN CLAY (CL) - firm to stiff,red brown, fine to medium, trace roots, tracerock fragments

RESIDUUM: SILTY SAND (SM) - loose, redbrown white, fine to coarse


2

4

2

3

5

3

3

3

2

5

4

5

5

6

5

SS-1

SS-2

SS-3

SS-4

SS-5

GR

AP

HIC

LO

G

N V

AL

UE

DE

PT

H

(fe

et)





NOTES:

FINES %

10 20 30 40 50 60 70 80 90

PL LLNM

SPT N-Value (bpf)

804.0

799.0

5

10

2nd

6in

/ RE

C

3rd

6in

/ RQ

D

SA

MP

LE

TY

PE

SA

MP

LE

NO

.

1st 6

in /

RU

N #


EL

EV

AT

ION

(fe

et)

WA

TE

R L

EV

EL


BORING LOG B-17

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2.

3.

4.

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/18

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DRILL RIG: CME 55





ELEVATION: 809.0 ft


WATER LEVEL: Not Encountered at 24 hrs

LOGGED BY: J. Titus






LONG.: -825326°21'36"LAT.: 344935°9'36"

Field Testing Procedures

Soil Test Borings

The boring and sampling were conducted in accordance with ASTM D-1586-11 test method. Initially, the boring

was advanced by mechanically augering through the overburden soils. When necessary, a heavy drilling fluid is

used below the water table to stabilize the sides and bottom of the borehole. At regular intervals, soil samples

were obtained with a standard 1.4-inch I.D., 2-inch O.D., split-barrel or split-spoon sampler. The sampler was first

seated 6 inches to penetrate any loose cuttings and then driven an additional foot with blows of a 140-pound

hammer falling 30 inches. The number of hammer blows required to drive the sampler the final foot is designated

as the "Standard Penetration Resistance" or N-value. The penetration resistance, when properly evaluated, can be

correlated to consistency, relative density, strength and compressibility of the sampled soils.

When performing the Standard Penetration Test with a conventional safety hammer and cathead, a portion of the

energy of the falling weight is lost due to the resistance of the rope on the cathead. An automatic hammer is a

hydraulic/mechanical tool that raises and cleanly releases the weight when performing the Standard Penetration

Test, resulting in more of the energy of the falling weight being applied to the rods. The conventional rope and

cathead safety hammers delivers about 60% of the theoretical energy delivered by a 140-pound hammer free-

falling 30 inches. N-values obtained through the safety hammer and cathead are commonly termed N60.

Research conducted by Seed et al., 1984, has developed correlation factors for the use of hammers other than the

safety hammer and cathead. To correlate automatic hammer N-values (Nauto hammer) to N60 values, the equation is:

N60 = Nauto hammer * Ce, where Ce is 1.3 to 1.4 for the automatic hammers used on this project.

Water Level Readings

A water level reading is normally taken in conjunction with boring and is recorded on the Boring Logs following

termination of drilling. This reading indicates the approximate location of the hydrostatic water table at the time

of our field exploration. The groundwater table may be dependent upon the amount of precipitation at the site

during a particular period of time. Fluctuations in the water table should also be expected with variations in

surface run-off, evaporation, construction activity and other factors.

Occasionally the boreholes sides will cave, preventing the water level readings from being obtained or trapping

drilling water above the cave-in zone. In these instances, the hole cave-in depth (designated by HC) is measured

and recorded on the Boring Logs. Water level readings taken during the field operations do not provide

information on the long-term fluctuations of the water table. When this information is required, piezometers are

installed to prevent the boreholes from caving.

Oven ID. 13978 Calibration Date: 10/07/19

LABORATORY DETERMINATION OF

WATER CONTENT

B-10

Method: A (1%)

ft.

SS-2 3.5 - 5'

AASHTO T 265ASTM D 2216

Tare Wt. +

Dry Wt

Balance ID.

13.5 - 15' YM-1 94.06 254.81 228.03

Brown and Caldwell

S&ME Sample Date(s):

B (0.1%)

26.78

gramsgrams

D-4

Form No: TR-D2216-T265-1

Revision No. 1

Revision Date: 08/16/17

250 Berryhill Road, Suite 104 Columbia, SC 29210

Sampling Method: Split-spoon

Boring

No.

B-4

6/10/20

This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.

Brian Vaughan, P.E.

DateSignature

Group Leader

PositionTechnical Responsibility

Benjamin Kovaleski

ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

Notes / Deviations / References

Test Date(s):

grams grams

20.0%

13942 Calibration Date: 9/10/19

S&ME, Inc. - Greenville 48 Brookfield Oaks Dr., Suite F Greenville, SC 29607

SS-5

%

Percent

Moisture

6/04 - 6/05/20Project Name: Lake Keowee to Adkins WTP Water Line

Tare Wt.+

Wet Wt

Sample

Depth

Tare # Tare WeightSample

No.

Water

Weight

Sampled by:

Client Name:

Client Address:

285.66 247.44 38.22

59.13B-8

Certification Type / No. DateTechnician Name

5/21/20

Project #: 1569-20-028 Report Date: 6/10/20

90.55

SS-5 13.5 - 15' YM-2 90.97 255.88

24.4%

55.9%196.75

6/10/20

N

o

t

e

NICET Lab Level III / 117226

S&ME, Inc. - Corporate 3201 Spring Forest Road

Raleigh, NC. 27616

B-4_B-8_B-10 (Moisture Content).xlsm

Page 1 of 2

Moisture Content

24.7%

2

o

Medium Sand 37.6%0.6%

Hard & Durable x

Angular

Weathered & Friable

Description of Sand & Gravel Particles: Rounded

Medium Sand

38

8.636

Coarse Sand

Gravel

Liquid Limit 40

5/21/20

Plastic Index

Position

37.1%

20.0%

Fine Sand

Group Leader

o x

Fine Sand

Silt & Clay

SIEVE ANALYSIS OF SOILS

Coarse Sand

Clay < 0.005 mm

0.6%

Colloids < 0.001 mm

Plastic Limit

6/10/20Brian Vaughan, P.E.

Notes / Deviations / References:

Technical Responsibility Signature Date

oSoft


0.0%

Specific Gravity 2.650 Cc = 0.003 Cu =

2.00 mm

< 2.00 mm and > 0.425 mm (#40)

Coarse Sand < 4.75 mm and >2.00 mm (#10)



SILTY SAND (SM) - brown red tan, medium to fine, micaceous

Depth:Split-spoon

Project Name:

Boring #:

Medium Sand

Maximum Particle Size

Sample Date:

6/10/20

SS-5 13.5 - 15'

Sample Description:

Type:Sample #:

Project #:

Client Address:

Test Date(s):

Report Date:1569-20-028


6/04 - 6/10/20

Form No: TR-D422-WH-1Ga

Revision No. 1

< 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mmGravel

Brown and Caldwell

62gB-4 Log #:

Client Name:


ASTM D 422

Cobbles < 300 mm (12") and > 75 mm (3")

37.1%

37.6%

Fine Sand < 0.425 mm and > 0.075 mm

3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.010.101.0010.00100.00

Per

cen

t P

ass

ing

(%

)

Millimeters


Raleigh, NC. 27616

B-4 SS-5 (13.5-15') Grain.xlsx

Page 1 of 1

A

B

C

D

E

F

N

LL

25

0.974

28

27

26 1.005

1.014

2.00

33.93

5.26 4.48

15

38.1%

23119

SILTY SAND (SM) - brown red tan, medium to fine, micaceous

Report Date:

Sample Date:

44.1%

11.71

Plastic Limit

38.2%

1.71

33.81

26.68 26.70 26.67

38.50

23

41.1%

11.24

39.86

36.20

5.16

31.93

38.0%

LL Apparatus 23158

12

10/7/2019

Liquid LimitPan #

Tare #: 11 13 14

Oven 13978

2/1/2020

29 1.018

1.009

N

20

21

22

N Factor

23

Factor

0.979

0.985

0.99

24

% Passing the #200 Sieve:

1.000

NP, Non-Plastic

Benjamin J. Kovaleski

Air Dried

6/10/20


24.7%

ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils

SM

40

38

30 1.022

Liquid Limit

o

2

Group Symbol

Plastic Limit

One-point Method

15

26.79

4.62

42.56

Plastic Index


6/10/20Technical Responsibility Date

Ave. Average

Wet Preparation Dry Preparation

Technician Name Date

Multipoint Method

0.995

Tare Weight

32.10

27.62

Moisture Contents determined by

ASTM D 2216

3.66

# OF DROPS

% Moisture (D/E)*100 38.4%

30

Dry Soil Weight (C-A)

LL = F * FACTOR

9.52

Wet Soil Weight + A

Dry Soil Weight + A

Water Weight (B-C)

37.94

43.66

Lake Keowee to Adkins WTP Water Line Test Date: 6/09/20

S&ME ID #

10/15/2019

62g

Balance (0.01 g)

B-4 Log #:

Type:

5/21/20

9/10/2019 Grooving tool 13942

1569-20-028

Depth:SS-5 13.5 - 15'

o

S&ME ID # Cal Date:


Sample Description:

6/10/20

250 Berryhill Road, Suite 104 Columbia, SC 29210Client Address:

Client Name:

Cal Date: Type and Specification

Split-spoonSample #:

Boring #:

Type and Specification

Brown and Caldwell

AASHTO T 90x o


Revision No. 1

Project #:

Project Name:

ASTM D 4318 AASHTO T 89

One Point Liquid Limit

LIQUID LIMIT, PLASTIC LIMIT,

& PLASTIC INDEX

Form No. TR-D4318-T89-90

15 20 25 30 35 40

30.0

35.0

40.0

45.0

50.0

10 100

% M

ois

ture

Co

nte

nt

# of Drops

S&ME, INC. - Corporate 3201 Spring Forest Road

Raleigh, NC. 27616

B-4 SS-5 (13.5-15') PI.xlsx

Page 1 of 1

Moisture Content

73.7%

9

o


Hard & Durable x

Angular

Weathered & Friable


Medium Sand

53

8.636

Coarse Sand

Gravel

Liquid Limit 62

5/21/20

Plastic Index

Position

5.2%

55.9%

Fine Sand

Group Leader

o x

Fine Sand

Silt & Clay


Coarse Sand

Clay < 0.005 mm

0.2%

Colloids < 0.001 mm

Plastic Limit




oSoft


0.0%


2.00 mm

< 2.00 mm and > 0.425 mm (#40)




ELASTIC SILT WITH SAND (MH) - red brown, fine, slightly micaceous

Depth:Split-spoon

Project Name:

Boring #:

Medium Sand


Sample Date:

6/10/20

SS-5 13.5 - 15'

Sample Description:

Type:Sample #:

Project #:

Client Address:

Test Date(s):



6/04 - 6/10/20


Revision No. 1


Brown and Caldwell

62gB-8 Log #:

Client Name:


ASTM D 422

Cobbles < 300 mm (12") and > 75 mm (3")

5.2%

20.9%


3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.010.101.0010.00100.00

Per

cen

t P

ass

ing

(%

)

Millimeters


Raleigh, NC. 27616


Page 1 of 1

A

B

C

D

E

F

N

LL

25

0.974

28

27

26 1.005

1.014

2.17

33.06

4.05 3.96

10

53.3%

23119

ELASTIC SILT WITH SAND (MH) - red brown, fine, slightly micaceous

Report Date:

Sample Date:

64.4%

9.09

Plastic Limit

53.0%

2.10

32.82

27.78 26.27 26.84

36.44

26

61.7%

9.48

42.08

36.80

5.85

30.89

53.6%

LL Apparatus 23158

7

10/7/2019

Liquid LimitPan #

Tare #: 6 8 9

Oven 13978

2/1/2020

29 1.018

1.009

N

20

21

22

N Factor

23

Factor

0.979

0.985

0.99

24


1.000

NP, Non-Plastic


Air Dried

6/10/20


73.7%


MH

62

53

30 1.022

Liquid Limit

o

9

Group Symbol

Plastic Limit

One-point Method

20

27.35

5.85

41.60

Plastic Index



Ave. Average



Multipoint Method

0.995

Tare Weight

30.72

26.76


ASTM D 2216

5.28

# OF DROPS

% Moisture (D/E)*100 58.5%

35


LL = F * FACTOR

9.02

Wet Soil Weight + A

Dry Soil Weight + A

Water Weight (B-C)

35.75

42.29


S&ME ID #

10/15/2019

62g

Balance (0.01 g)

B-8 Log #:

Type:

5/21/20


1569-20-028

Depth:SS-5 13.5 - 15'

o

S&ME ID # Cal Date:


Sample Description:

6/10/20


Client Name:



Boring #:


Brown and Caldwell

AASHTO T 90x o


Revision No. 1

Project #:

Project Name:




& PLASTIC INDEX


15 20 25 30 35 40

52.0

57.0

62.0

67.0

72.0

10 100

% M

ois

ture

Co

nte

nt

# of Drops


Raleigh, NC. 27616

B-8 SS-5 (13.5-15') PI.xlsx

Page 1 of 1

32.4%

26.8%



6/04 - 6/10/20


Revision No. 1


Brown and Caldwell

62gB-10 Log #:

Client Name:


ASTM D 422

Cobbles < 300 mm (12") and > 75 mm (3")

Sample Date:

6/10/20

SS-2 3.5 - 5'

Sample Description:

Type:Sample #:

Project #:

Client Address:

Test Date(s):


19.0 mm

< 2.00 mm and > 0.425 mm (#40)




CLAYEY SAND (SC) - gray, fine to medium with some gravel

Depth:Split-spoon

Project Name:

Boring #:

Medium Sand


13.0%






oSoft

5/21/20

Plastic Index

Position

32.4%

24.4%

Fine Sand

Group Leader

o x

Fine Sand

Silt & Clay


Coarse Sand

Clay < 0.005 mm

2.3%

Colloids < 0.001 mm

Plastic Limit

Moisture Content

25.4%

8

o


Hard & Durable x

Angular

Weathered & Friable


Medium Sand

21

8.636

Coarse Sand

Gravel

Liquid Limit 29

3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.010.101.0010.00100.00

Per

cen

t P

ass

ing

(%

)

Millimeters


Raleigh, NC. 27616


Page 1 of 1

A

B

C

D

E

F

N

LL

25


& PLASTIC INDEX




Revision No. 1

Project #:

Project Name:


1569-20-028

Depth:SS-2 3.5 - 5'

o

S&ME ID # Cal Date:


Sample Description:

6/10/20


Client Name:



Boring #:


Brown and Caldwell

AASHTO T 90x o


S&ME ID #

10/15/2019

62g

Balance (0.01 g)

B-10 Log #:

Type:

5/21/20


Tare Weight

32.26

26.96


ASTM D 2216

3.43

# OF DROPS

% Moisture (D/E)*100 26.9%

35


LL = F * FACTOR

12.73

Wet Soil Weight + A

Dry Soil Weight + A

Water Weight (B-C)

40.41

39.63

Ave. Average



Multipoint Method

0.995

Plastic Index



26.33

4.02

44.43

15

24


1.000

NP, Non-Plastic


Air Dried

6/10/20


25.4%


SC

29

21

30 1.022

Liquid Limit

o

8

Group Symbol

Plastic Limit

One-point Method

29 1.018

1.009

N

20

21

22

N Factor

23

Factor

0.979

0.985

0.99

LL Apparatus 23158

2

10/7/2019

Liquid LimitPan #

Tare #: 1 3 4

Oven 13978

2/1/2020

26.70 26.50 25.91

36.32

25

28.9%

13.91

42.86

39.43

3.31

31.96

21.2%33.1%

9.99

Plastic Limit

21.1%

1.12

33.38

0.974

28

27

26 1.005

1.014

1.28

33.24

6.05 5.30

5

21.2%

23119

CLAYEY SAND (SC) - gray, fine to medium with some gravel

Report Date:

Sample Date:

15 20 25 30 35 40

19.0

24.0

29.0

34.0

39.0

10 100

% M

ois

ture

Co

nte

nt

# of Drops


Raleigh, NC. 27616

B-10 SS-2 (3.5-5') PI.xlsx

Page 1 of 1