NC0063029_Application (ATC)_20190823

DATE: August 21, 2019
DAVIS & FLOYD
SINCE 1954
Letter of Transmittal
RE
TO: NCDENR
Division of Water Resources/NPDES JOB NO.
512 N. Salisbury Street, 9th Floor
Raleigh, NC 27604 PHASE:
ATTN: REF. NO.
DELIVERY METHOD USED FOR THE ITEMS LISTED BELOW: FedEx
ECM2B: Camp Lejeune WWTP Outflow & Digesters
UV Disinfection System Upgrade
045003.00
IF HAND DELIVERED, PLEASE INCLUDE
INITIALS OF DELIVERY PERSON:
COPIES
DESCRIPTION OF ITEMS
1
Cover Letter
1
NCDEQ Permit Application with NPDES Permit Part I
1
Engineering Plans
1
Engineering Specifications
1
Engineering Calculations
1
Digital Copy of Project Documents
REMARKS:
COPY TO: /A X
SENDER'S
NAME: Thomas R. Mann, PE
THIS TRANSMITTAL ORIGINATED FROM
THE FOLLOWING DAVIS & FLOYD OFFICE: GNVL - 164 Milestone Way, Suite 200, Greenville, SC 29615-6623, Phone: [phone]
WWW.DAVISFLOYD.00M

DAVIS & FLOYD
SINCE 1954
August 21, 2019
North Carolina Department of Environment and Natural Resources
Division of Water Resources/NPDES
512 N. Salisbury Street, 9tn floor
Raleigh, NC 27604
Re: Application for Authorization to Construct Permit
D&F Job Number: 45003.00
To whom it may concern:
On behalf of Duke Energy and the Marine Corps Base at Camp Lejeune, Davis & Floyd is requesting
the Authorization to Construct for a treatment process modification at the Camp Lejeune Advanced
Wastewater Treatment Plant (NPDES Permit No. NCoo63029). Duke Energy, which performs
energy management services for Camp Lejeune, is currently performing a Utility Energy Service
Contract Investment Grade Audit at the base and has requested assistance with improvements to the
UV disinfection system at the wastewater treatment plant. The existing UV disinfection system has
been identified by Duke Energy as outdated and inefficient. The proposed UV disinfection system
will include construction of a new UV disinfection channel as well as retrofitting of the existing UV
disinfection channel and is designed to provide high-level disinfection for 30 MGD. This treatment
process modification will not alter any treatment plant flow parameters and will not disturb more
than one acre of land.
Construction of the project is expected to begin on September 17, 2o19 and end on May 18, 2020.
Yours truly,
DAVIS & FLOYD
�� //�. pLam*.'
Thomas R. Mann, PE
Associate I Project Manager
164 Milestone Way, Suite 200, Greenville, SC 29615
D: [phone] F: [phone]
WWW.DAVISFLOYD.COM

State of North Carolina
�Y
=s Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECTION 1: INSTRUCTIONS AND INFORMATION
A. The Division of Water Resources will accept this application package for review only if all of the items are provided and the
application is complete. Failure to submit all of the required items will result in the application package being returned as incomplete
per 15A NCAC 02T .0105(b).
B. Plans and specifications must be prepared in accordance with 15 NCAC 02H. 0100 15A NCAC 02T. North Carolina General Statute
133-3. North Carolina General Statute 143-215.1 and Division of Water Resources Minimum Design Criteria for NPDES
Wastewater Treatment Facilities.
C. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid.
D. Any content changes made to this Form ATC-12-14 shall result in the application package being returned.
E. The Applicant shall submit ONE ORIGINAL and ONE DIGITAL COPY (CD) of the application, all supporting documentation and
attachments. All information must be submitted bound or in a 3-ring binder, with a Section tab for each Section, except the
Engineering Plans.
F. Check the boxes below to indicate that the information is provided and the requirements are met.
G. If attachments are necessary for clarity or due to space limitations, such attachments are considered part of the application
package and must be numbered to correspond to the item referenced.
H. For any project that requires review under the State Environmental Policy Act (SEPA), an Authorization to Construct cannot be
issued prior to the completion of a State Clearinghouse advertisement period for a FONSI, EIS, etc. unless the project qualifies for
a Determination of Minor Construction Activity.
I. For more information, visit the Division of Water Resources web site at: htt s: de .nc.gov/about/d ivis ionswater-resources water-
resources- ermits wastewater -branch n des -wastewater authorization -to -construct.
J. In addition to this Authorization to Construct, the Applicant should be aware that other permits may be required from other Sections
of the Division of Water Resources (for example: reclaimed water facilities permits; Class A or B biosolids residuals permit).
SECTION 2: APPLICANT INFORMATION AND PROJECT DESCRIPTION
A. APPLICANT
Applicant's name Commanding General MCB CAMLEJ
Signature authority's name per 15A NCAC 02T .0106 b Neal Paul
Signature authority's title Deputy Public Works Director
Commanding General MCB CAMLEJ
Complete mailing address ATTN: Mr. Neal Paul
1005 Michael Rd
MCB Camp Lejeune, NC 28547
Telephone number [phone]
Email address [e-mail]
S. PROFESSIONAL ENGINEER
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 1

State of North Carolina
Water Resources
ENVIRONMENTAL QUALITY
Complete mailing address
Telephone number
Email address
C. NPDES PERMIT
NPDES Permit number
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
164 Milestone Way, Suite 200, Greenville, SC 29615
864-527-9800
tmann@davisfioyd,com
NCO063029
Current Permitted flow (MGD) — include permit
flow phases if applicable 15 MGD
D. PROJECT DESCRIPTION
Provide a brief description of the project: The marine Corps Base at Camp Leieune owns and operates a wastewater treatment
facility ermitted to treat a monthly average flow of 15 million gallons per day (MGD). Duke Energy, which performs energy
management services for Camp Leieune, is currently performing a Utility Energy Service Contract Investment Grade Audit at the
base and has requested assistance with improvements to the UV disinfection system at the wastewater treatment rflant. The
existing UV disinfection system has been identified by Duke Energy as outdated and inefficient. The Proposed UV disinfection
system will include construction of a new UV disinfection channel as well as retrofitting of the existing UV disinfection channel
and is designed to provide high-level disinfection. This treatment process modification will not alter any treatment plant flow
parameters and will not disturb more than one acre of land.
SECTION 3: APPLICATION ITEMS REQUIRED FOR SUBMITTAL FOR ALL PROJECTS
A. Cover Letter
® The letter must include a request for the Authorization to Construct; the facility NPDES Number; a brief project description
that indicates whether the project is a new facility, facility modification, treatment process modification, or facility expansion;
the construction timeline; and a list of all items and attachments included in the application package.
® If any of the requirements of 15 NCAC 02H. 0100. 15A NCAC 02T. North Carolina General Statute 133=3 North Carolina
General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities are not met by the proposed design, the letter must include an itemized list of the requirements that are not met.
B. NPDES Permit
® Submit Part I of the Final NPDES permitforthis facility that includes Part A (Effluent Limitations and Monitoring Requirements)
for the monthly average flow limit that corresponds to the work that is requested for this project.
C. Special Order by Consent
❑ If the facility is subject to any Special Orders by Consent (SOC), submit the applicable SOC.
® Not Applicable.
D. Finding of No Significant Impact or Record of Decision
❑ Submit a copy of the Finding of No Significant Impact or Record of Decision for this project.
❑ Provide a brief description of any of the mitigating factors or activities included in the approved Environmental Document
that impact any aspect of design of this project, if not specified in the Finding of No Significant Impact or Record of Decision.
Application for Authorization to Construct Permit (FORM ATC-12-14) page 2

State of North Carolina
N. Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL. QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
® Not Applicable.
E. Engineering Plans
® Per 15A NCAC 02T ,0504(c)(1), submit one set of detailed plans that have been signed, sealed and dated by a North Carolina
Licensed Professional En ineer.
® Per 21 NCAC 56 .1103 a 6 the name, address and License number of the Licensee's firm shall be included on each sheet of
the engineering drawings.
® Plans must be labeled as follows: FINAL DRAWING — FOR REVIEW PURPOSES ONLY— NOT RELEASED FOR CONSTRUCTION.
® 15A NCAC 02H .0124 requires multiple (dual at a minimum) components such as pumps, chemical feed systems, aeration
equipment and disinfection equipment. Is this requirement met by the design? ❑X Yes or ❑ No, If no, provide an
explanation:
Plans shall include:
® Plans for all applicable disciplines needed for bidding and construction of the proposed project (check as appropriate):
® Civil ❑ Not Applicable
® Process Mechanical ❑ Not Applicable
❑ Structural ® Not Applicable
❑ Electrical ® Not Applicable
❑ Instrumentation/Controls ® Not Applicable
❑ Architectural ® Not Applicable
❑ Building Mechanical ® Not Applicable
❑ Building Plumbing ® Not Applicable
® Plan and profile views and associated details of all modified treatment units including piping, valves, and equipment (pumps,
blowers, mixers, diffusers, etc,)
® Are any modifications proposed that impact the hydraulic profile of the treatment facility? ❑X Yes or ❑ No, If yes, provide
a hydraulic profile drawing on one sheet that includes all impacted upstream and downstream units. The profile shall include
the top of wall elevations of each impacted treatment unit and the water surface elevations within each impacted treatment
unit for two flow conditions: (1) the NPDES permitted flow with all trains in service and (2) the peak hourly flow with one
treatment train removed from service.
® Are any modifications proposed that impact the process flow diagram or process flow schematic of the treatment facility?
❑ Yes or ❑X No. If yes, provide the process flow diagram or process flow schematic showing all modified flow paths including
aeration, recycle/return, wasting, and chemical feed, with the location of all monitoring and control instruments noted.
F. ® Engineering Specifications
® Per 15A NCAC 02T A504(c)i2), submit one set of specifications that have been signed, sealed and dated by a North Carolina
Licensed Professional Engineer.
® Specifications must be labeled as follows: FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR
CONSTRUCTION,
Specifications shall include:
® Specifications for all applicable disciplines needed for bidding and construction of the proposed project (check as
appropriate):
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 3

State of North Carolina
j: Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
®
Civil
❑ Not Applicable
®
Process Mechanical
❑ Not Applicable
❑
Structural
® Not Applicable
❑
Electrical
® Not Applicable
❑
Instrumentation/Controls
® Not Applicable
❑
Architectural
® Not Applicable
❑
Building Mechanical
® Not Applicable
❑
Building Plumbing
® Not Applicable
® Detailed specifications for all treatment units and processes including piping, valves, equipment (pumps, blowers, mixers,
diffusers, etc.), and instrumentation.
® Means of ensuring quality and integrity of the finished product including leakage testing requirements for structures and
pipelines, and performance testing requirements for equipment.
❑ Bid Form for publicly bid projects.
G. Construction Sequence Plan
® Construction Sequence Plan such that construction activities will not result in overflows or bypasses to waters of the state.
The Plan must not imply that the Contractor is responsible for operation of treatment facilities. List the location of the
Construction sequence Plan as in the Engineering Plans or in the Engineering Specifications or in both: The existing UV
disinfection channel will remain in service durinp, construction of the new channel. Upon com letion of the new channel the
existing channel will be taken out of service and the flow will be directed through the new channel, Please see Drawing Sheet
CO2-01 for additional information regarding Construction Sequence Plan.
H. Engineering Calculations
® Per 15A NCAC 02T .0504 c 3 submit one set of engineering calculations that have been signed, sealed and dated by a North
Carolina Licensed Professional Engineer; the seal, signature and date shall be placed on the cover sheet of the calculations.
For new or expanding facilities and for treatment process modifications that are included in Section 4.C, the calculations shall
include at a minimum:
❑ Demonstration of how peak hour design flow was determined with a justification of the selected peaking factor.
❑ Influent pollutant loading demonstrating how the design influent characteristics in Section 4.8.2 of this form were
determined,
❑ Pollutant loading for each treatment unit demonstrating how the design effluent concentrations in Section 4.B.2 of this form
were determined.
❑ Hydraulic loading for each treatment unit.
❑ Sizing criteria for each treatment unit and associated equipment (blowers, mixers, pumps, etc,)
❑ Total dynamic head (TDH) calculations and system curve analysis for each pump specified that is included in Section 4.C.5.
❑ Buoyancy calculations for all below grade structures.
❑ Supporting documentation that the specified auxiliary power source is capable of powering all essential treatment units.
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 4

Water Resources
ENVIRONMENTAL QUALITY
I. Permits
J.
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
❑ Provide the following information for each permit and/or certification required for this project:
Permit/Certification
Dam S�
Soil Erosion and Sediment Control
Not
Applicable
X
X
X
Date
Submitted
Date
Approved
Permit/
Certification
Number
If Not Issued Provide
Status and Expected
Issuance Date
USCOE / Section 404,Permit
Water Quality Certification 401
X
USC_OE / Section 10
X
Stormwater Management Plan
X
CAMA
X
NCDOT Encroachment Agreement
X
Railroad Encroachment Agreement
X
Other:
Residuals Management Plan
❑ For all new facilities, expanding facilities, or modifications that result in a change to sludge production and/or sludge
processes, provide a Residuals Management Plan meeting the requirements of 15A NCAC 02T .0504ii} and 15A NCAC 02T
.0508: the Plan must include:
❑ A detailed explanation as to how the generated residuals (including trash, sediment and grit) will be collected, handled,
processed, stored, treated, and disposed.
❑ An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
❑ A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil, grease, grit or screenings removal and collection is a designated unit process, a detailed explanation as to how the
oil/grease will be collected, handled, processed, stored and disposed.
® Not Applicable.
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 5

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-141
SECTION 4: PROJECT INFORMATION
A. WASTEWATER TREATMENT PLANT FLOW INFORMATION —COMPLETE FOR NEW OR EXPANDING FACILITIES
1. Provide the following flow information:
Plant Flows
Existing Plant Design
MGD
Current NPDES Permit Limit
MGD
Current Annual Average
(past 12 months)
MGD
For Past 12 Months:
For Past 24 Months:
Start Date: month/yr
Start Date: month/yr
End Date: month/yr
End Date: month/yr
Maximum Month
MGD
MGD
Maximum Day
MGD
MGD
Peak Hour
MGD
MGD
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 6

State of North Carolina
!:= Department of Environmental Quality
Division of Water Resources
Wa tsr Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
B. WASTEWATER TREATMENT FACILITY DESIGN INFORMATION —COMPLETE FOR NEW OR EXPANDING FACILITIES AND
FOR TREATMENT PROCESS MODIFICATIONS
1. Have all of the requirements of 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute 133-3North Carolina
General Statute 143-215.1 and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities been met by the proposed design and specifications? X❑ Yes or ❑ No. If no, provide justification as to why the
requirements are not met, consistent with 15A NCAC 02T .0105 n
2. Provide the design influent and effluent characteristics that are used as the basis for the project design, and the NPDES
permit limits for the following parameters:
Parameter
Ammonia Nitrogen
(NH3-N)
Biochemical
Oxygen Demand
(BOD5)
Fecal Coliform
Nitrate + Nitrite
Nitrogen (NO3-N +
NOrN)
Total Kjeldahl
Nitrogen
Total Nitrogen
Total Phosphorus
Total Suspended
Solids (TSS)
Project
Basis of Design
Design Influent
Design Influent
Influent
Concentration
Load
Concentration -
(Must be
(Must be
Current Annual
Average
g (past
12 months} if
Available
supported by
Engineering
Calculations
3.H Section
[ ]}
supported by
Engineering
Calculations
[Section 3.H])
Design Effluent
Concentration and/or
Load
NPDES Permit Limits
(monthly average)
mg/L
mg/L
lb/day
mg/L Summer
mg/L Summer
mg/L Winter
mg/L Winter
mg/L
mg/L
lb/day
mg/L Summer
mg/L Summer
mg/L Winter
mg/L Winter
per 100 mL
per 100 mL
mg/L
mg/L
mg/L
mg/L
mg/L
lb/year
lb/year
mg/L
mg/L
[b/day
mg/L
mg/L
lb/year
lb/year
mg/L
mg/L
lb/day
mg/L
mg/L
3. Based on the "Project Basis of Design" parameters listed above, will the proposed design allow the treatment facility to
meet the NPDES Permit Limits listed above? X❑ Yes or ❑ No. If no, describe how and why the Permit Limits will not be
met: The ro'ect design will not affect the concentrations or limits of these parameters.
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 7

State of North Carolina
Department of Environmental Quality
K' Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
4. Per 15A NCAC 02T,0505(ii by-pass and overflow lines are prohibited. Is this condition met by the design? ❑X Yes or ❑ No
If no, describe the treatment units bypassed, why this is necessary, and where the bypass discharges
Per 15A NCAC 02T .0505 k multiple pumps shall be provided wherever pumps are used. Is this condition met by the
design? Q Yes or ❑ No. If no, provide an explanation:
6. Per 15A NCAC 02T .0505(I), power reliability shall be provided consisting of automatically activated standby power supply
onsite capable of powering all essential treatment units under design conditions, or dual power supply shall be provided
per 15A NCAC 02H. 0124(2)(a). Is this condition met by the design? 0 Yes or ❑ No. If no, provide (as an attachment
to this Application) written approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks, and
➢ Has sufficient storage capacity that no potential for overflow exists, and
A Can tolerate septic wastewater due to prolonged detention.
7. Per 15A NCAC 02T.0505(o), a minimum of 30 days of residual storage shall be provided. Is this condition met by the
design? ❑X Yes or ❑ No. If no, explain the alternative design criteria proposed for this project in accordance 15A NCAC
02T.105(n):
8. Per 15A NCAC 02T .0505 the public shall be prohibited from access to the wastewater treatment facilities. Explain how
the design complies with this requirement: The Marine Corps Base security revents public access to the facility,
9. Is the treatment facility located within the 100-year flood plain? ❑ Yes or 0 No. If yes, describe how the facility is
protected from the 100-year flood:
C. WASTEWATER TREATMENT UNIT AND MECHANICAL EQUIPMENT INFORMATION -COMPLETE FOR NEW OR
EXPANDING FACILITIES AND FOR MODIFIED TREATMENT UNITS
1. PRELIMINARY AND PRIMARY TREATMENT (i.e., physical removal operations and flow equalization)-
Treatment Unit
No. of
Type
Size per Unit
Plan Sheet
Specification
Calculations
Provided?
Units
Reference
Reference
(Yes or No)
Manual Bar Screen
MGD at peak hourly flow
Mechanical Bar
Screen
MGD at peak hourly flow
Grit Removal
MGD at peak hourly flow
Flow Equalization
gallons
Primary Clarifier
Circular
ft diameter; ft side
water depth
Primary Clarifier
Rectangular
square feet; ft side
water depth
Other
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 8

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECONDARY TREATMENT (BIOLOGICAL REACTORS AND CLARIFIERS) (i.e., biological and chemical processes to remove
organics and nutrients)
Treatment Unit
No, of
Type
Size per Unit
Plan Sheet
Specification
Calculations
Provided?
Units
Reference
Reference
(Yes or No)
Aerobic Zones/
Tanks
gallons
Anoxic Zones/
Tanks
gallons
Anaerobic
Zones/Tanks
gallons
Sequencing Batch
Reactor(SBR)
gallons
Membrane
Bioreactor (MBR)
--
gallons
Secondary Clarifier
Circular
ft diameter; ft
side water depth
Secondary Clarifier
Rectangular
square feet; ft
side water depth
Other
3. TERTIARY TREATMENT
Treatment Unit
No. of
FType
Size per Unit
Plan Sheet
Specification
Calculations
Provided?
Units
Reference
Reference
(Yes or No)
Tertiary Clarifier
Circular
ft diameter; ft
side water depth
Tertiary Clarifier
Rectangular
square feet; ft
side water depth
Tertiary Filter
square feet
Tertiary Membrane
Filtration
square feet
Post -Treatment
Flow Equalization
-
gallons
Post -Aeration
gallons
Other
4. DISINFECTION
Treatment Unit
No. of
Type
Size per Unit
Plan Sheet
Specification
Calculations
Provided?
Units
Reference
Reference
(Yes or No)
3,750,000 gal/day per bank at
Ultraviolet Light
2
Parallel
peak hourly flow; 8 banks; 12
C04-04
Sec. 11400
Yes
lamps/bank
Chlorination
(Gas;
gallons of contact
tablet; liquid)
tank/unit
Dechlorination
(Gas,
gallons of contact
tablet; liquid)
tank/unit
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 9

Water Resources
L14VIRONMENTAL QUALITY
S. RESIDUALS TREATMENT
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Treatment Unit
No. of
Units
Type
Size per Unit
Plan Sheet
Reference
Specification
Reference
Calculations
Provided?
(Yes or No)
Gravity Thickening
square feet; ft side
Tank
water depth
Mechanical
Thickening/
dry lb/hour
Dewatering
Aerobic Digestion
gallons
Anaerobic
Digestion
gallons
Composting
dry lb/hour
Drying
dry lb/hour
Other
6. PUMP SYSTEMS (include influent, intermediate, effluent, major recycles, waste sludge, thickened waste sludge and plant
drain pumps)
Location
No. of
Pumps
Purpose
Type
Capacity of
each pump
Plan Sheet
Reference
Specification
Reference
GPM
I TDH
7. MIXERS
8. B
Location
No. of
Mixers
Purpose
Type
Power of
each Mixer
(HP)
plan Sheet
Reference
Specification
Reference
LOWERS
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 10

State of North Carolina
rlo_ Department of Environmental Quality
Division of Water Resources
Watef- Resources
ENVIRONMENTAL OWN. T Y APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
No. of Capacity of
Location Purpose Type each Blower Plan Sheet Specificationfrc
Blowers (CFM) Reference Reference
9. ODOR CONTROL
Location No. of purpose Type Plan Sheet Specification
Units Reference Reference
D. SETBACKS —COMPLETE FOR NEW WASTEWATER TREATMENT STRUCTURES
1. The minimum distance for each setback parameter to the wastewater treatment/storage units per 15A NCAC 02T .0S06 b
are as follows:
Minimum Distance Is Minimum Distance
Required from Nearest Requirement met by the
Setback Parameter Treatment/Storage Design? If "No", identify
Unit Setback Waivers in Item D.2
Below
Any habitable residence or place of assembly under separate 100 ft X❑ Yes ❑ No
ownership or not to be maintained as part of the project site
Any private or public water supply source 100 ft ❑X Yes ❑ No
Surface waters (streams — intermittent and perennial, perennial 50 ft ❑X Yes ❑ No
waterbodies, and wetlands)
Any well with exception of monitoring wells 100 ft ❑X Yes ❑ No
Any property line 50 ft X❑ Yes ❑ No
2. Have any setback waivers been obtained per 15A NCAC 02T .0506(d)? ❑ Yes or ❑X No. If yes, have these waivers been
written, notarized and signed by all parties involved and recorded with the County Register of Deeds? ❑ Yes or ❑ No. If
no, provide an explanation:
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 11

State of North Carolina
K, rp- Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECTION 5: APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T .0105:
I, Thomas R. Mann. PE , attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the ECM 2B: Camp Lemeune Wastewater Treatment Plant Outflow & Digesters - UV Disinfection System Upgrade
(Facility and Project Name)
was prepared under my direct supervisory control and to the best of my knowledge is accurate, complete and consistent
with the information supplied in the engineering plans, specifications, calculations, and all other supporting
documentation for this project. I further attest that to the best of my knowledge the proposed design has been
prepared in accordance with all applicable regulations and statutes, 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina
General Statute 133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design
Criteria for NPDES Wastewater Treatment Facilities and this Authorization to Construct Permit Application, except as
provided for and explained in Section 4.8.1 of this Application. I understand that the Division of Water Resources'
issuance of the Authorization to Construct Permit may be based solely upon this Certification and that the Division may
waive the technical review of the plans, specifications, calculations and other supporting documentation provided in this
application package. I further understand that the application package may be subject to a future audit by the Division.
Although certain portions of this submittal package may have been prepared, signed and sealed by other professionals
licensed in North Carolina, inclusion of these materials under my signature and seal signifies that I have reviewed the
materials and have determined that the materials are consistent with the project design.
I understand that in accordance with General Statutes 143-215.6A and 143-215.613, any person who knowingly makes
any false statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor,
which may include a fine not to exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal with written signature placed over or adjacent to the seal and dated:
C .AR6
a SEAL
047122
�A : 8-21-19 : �►
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 12

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State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water R esources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECTION 6: APPLICATION CERTIFICATION BY APPLICANT
Applicant's Certification per 15A NCAC 02T .0106(b):
1, Neal Paul, attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the ECM 213: Camp Lemeune Wastewater Treatment Plant Outflow & Digesters - UV Disinfection System Upgrade
(Facility and ProJect Name)
has been reviewed by me and is accurate and complete to the best of my knowledge. I also understand that if all
required parts of this application package are not completed and that if all required supporting information and
attachments are not included, this application package will be returned to me as incomplete. I further certify that in
accordance with 15A NCAC 02T .0120(b), the Applicant or any affiliate has not been convicted of environmental crimes,
has not abandoned a wastewater facility without proper closure, does not have an outstanding civil penalty where all
appeals have been abandoned or exhausted, are compliant with any active compliance schedule, and does not have any
overdue annual fees.
I understand that the Division of Water Resources' issuance of the Authorization to Construct Permit may be based
solely upon acceptance of the Licensed Professional Engineer's Certification contained in Section 5, and that the Division
may waive the technical review of the plans, specifications, calculations and other supporting documentation provided
in this application package. I further understand that the application package may be subject to a future audit.
I understand that in accordance with General Statutes 143-215.6A and 143-215.613 any person who knowingly makes
any false statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor,
which may include a not to exceed $1V70, as well as civil penalties up to $25,000 per violation.
Signature: Date:
THE COMPLETED APPLICATION AND SUPPORTING INFORMATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCES/NPDES
By U.S. Postal Service §y Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET, 9TH FLOOR
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 13

Permit NCO063029
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
NPDES PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215,1, other lawful standards
and regulations promulgated and adopted by the North Carolina Environmental Management
Commission, and the Federal Water Pollution Control Act, as amended, the
United States Marine Corps
is hereby authorized to discharge treated wastewater from a facility located at the
Camp Lejeune Advanced Wastewater Treatment Plant
Camp Lejeune
Onslow County
to receiving waters designated as the New River in the White Oak River Basin in accordance with
effluent limitations, monitoring requirements, and other conditions set forth in Parts I, II, and III hereof.
The permit shall become effective September 1, 2013.
This permit and the authorization to discharge shall expire at midnight on June 30, 2017.
Signed this day: July 23, 2013
`Th'omas A. Reeder, Acting Director
Divislon of Water Quality
By Authority of the Environmental Management Commission
Page 1 of 8

Permit NCO063029
SUPPLEMENT TO PERMIT COVER SHEET
All previous NPDES Permits issued to this facility, whether for operation or discharge are
hereby revoked. As of this permit issuance, any previously issued permit bearing this number
is no longer effective. Therefore, the exclusive authority to operate and discharge from this
facility arises under the permit conditions, requirements, terms, and provisions included herein.
The United States Marine Corps is hereby authorized to
1. Continue to operate an existing 15 MGD wastewater treatment facility located at MCB Camp
Lejeune in Onslow County, consisting of the following wastewater treatment components:
■ Two mechanically cleaned influent bar screens
■ Four grit removal units
■ A 2.75 MG flow equalization basin
■ Vortex grit removal system
■ Six rectangular primary clarifiers
■ Dual train A2/0 Biological Nutrient Removal system consisting of anaerobic selector trains
with submersible mixers, primary anoxic trains with mixers, oxidation ditch trains with
horizontal brush aerators, secondary anoxic trains with mixers and two reaeration basins
with fine bubble diffusion
■ Four secondary clarifiers
■ Sludge pump station
■ Four traveling bridge sand filters
■ Post aeration basin
■ Ultraviolet disinfection system
■ Effluent diffuser
■ Two primary rotary drum sludge thickeners
■ Two secondary rotary drum sludge thickeners
■ An aerobic digester with four trains, two reactors per train
■ Sludge holding tank
■ Sludge drying beds
■ Three diesel engine generators
2. Discharge from said treatment works at the location specified on the attached map (via outfall
001) into the New River, a class SC -NSW stream in the White Oak River basin.
Page 2 of 8

Permit NCO063029
PART 1
A (1) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
Beginning on the effective date of this permit and lasting until expiration, the permittee is authorized to
discharge from outfall 001, Such discharges shall be limited and monitored by the permittee as
specified below:
EFFLUENT
PARAMETER
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily
Maximum
Measurement
Frequency
Sample
Type
Sample
Locationl
Flow
15.0 MGD
Continuous
Recording
influent or
Effluent
BOD, 5-day, 20°C
(April 1-October 31
5.0 mg/L
7.5 mg/L
Daily
Composite
Effluent
BOD, 5-day, 200C
November 1-March 31
10.0 mg/L
15.0 mg/L
Daily
Composite
Effluent
Total Suspended Solids
30.0 mg/L
45.0 mg/L
Daily
Composite
Effluent
NH3-N
(April 1-October 31
2.0 mglL
10.0 mg1L
Daily
Composite
Effluent
NH3 N
November 1-March 31
1 4.0 mg/L
20.0 mg1L
Daily
Composite
Effluent
Dissolved Oxygen
Daily
Grab
Effluent
H u
Daily
Grab
Effluent
Total Residual ChlodW
13.0 /L
Daily
Grab
Effluent
Temperature °C
Daily
Grab
Effluent
Enterococci (geometric
mean
35/100 mL
276/100 mL
Daily
Grab
Effluent
Total Nitrogen
NO2+NO3+TKN s
Monitor (mg/L)
Monitor(pounds/month)
Weekly
Monthly
Composite
Calculated
Effluent
Effluent
Total Nitrogen
NO2+NO3+TKN a
251.356 pounds/year
Annually
Calculated
Effluent
Total Phosphorus s
(April 1-October 31
0.5 mg/L
Weekly
Composite
Effluent
Total Phosphorus 6
November 1-March 31
1.0 mg/L
Weekly
Composite
Effluent
Oil and Grease
30.0 m /L
60.0 m /L
2/Month
Grab
Effluent
Chronic Toxicity '
i
Quarterly
Com osite
Effluent
Effluent Pollutant Scan
Monitor and Report
Footnote 8
Footnote 8
Effluent
Notes:
1. See condition A (2) for instream monitoring requirements.
2. The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/L.
3. The pH shall not be less than 6.8 standard units nor greater than 8.5 standard units.
4. Total Residual Chlorine limit applies if chlorine or chlorine derivative is used for disinfection. The Division shall
consider all effluent TRC values reported below 50 pg/L to be in compliance with this permit. The permittee shall
continue to record and submit all values reported by a North Carolina certified laboratory even if these values fall
below 50 pg/L.
5. See conditions A (3) and A (4) for details on total nitrogen monitoring.
6. Total Phosphorus compliance shall be based on a monthly average of weekly samples.
7. Chronic Toxicity (Mysidopsis Bahia) P/F @ 5.0% with testing in January, April, July and October [see condition A
(5)].
8. The permittee shall perform three effluent pollutant scans during the term of this permit [see condition A (6)].
There shall be no discharge of floating solids or visible foaming other than trace amounts.
Page 3 of 8

MARINE CORPS BASE CAMP LEJEUNE/ DUKE ENERGY
MARINE CORPS BASE CAN IP LEJEUNE, NC
ULTRAVIOLET DISINFECTION SYSTEM
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—20— EXISTING CONTOUR
— SD EXISTING STORM DRAIN
_SS EXISTING SANITARY SEWER
NPW EXISTING NON —POTABLE WATER SERVICE
— E EXISTING ELECTRICAL SERVICE
EFF EX. EFFLUENT LINE
EFW EX. FLUSHING WATER LINE
28 1.0 FT FINISH GRADE CONTOUR
+ 28.5 FINISH GRADE SPOT ELEVATION
CENTER LINE
FINISH GRADE BREAK LINE
CATCH BASIN
VALVE
FIRE HYDRANT
YARD HYDRANT
CONCRETE WALKWAY OR MUVWAY
CONCRETE PAVEMENT
-J. CRUSHER STONE PAVEMENT
SILT FENCE
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REASONER STREET
EX. PRIMARY SLUDGE PUMP STATION
EX. AUTOTHERMAL THERMOPHILIC AEROBIC DIGESTION SYSTEM
SHEET INDEX
Sheet Sheet Title
Number
CIVIL - WASTE WATER TREATMENT: UV DISINFECTION
G00-00 COVER SHEET
G01-01 LOCATION PLAN, LEGEND, NOTES AND SHEET INDEX
C01-01 SITE PLAN - EXISTING CONDITIONS
CO1-02 SITE PLAN - DEMOLITION
CO2-01 SITE PLAN - PROPOSED LAYOUT AND GRADING
CO3-01 HYDRAULIC PROFILE
C04-01 UV STRUCTURE DEMOLITION PLAN
C04-02 UV STRUCTURE DEMOLITION SECTION - SHEET 1
C04-03 UV STRUCTURE DEMOLITION SECTIONS - SHEET 2
C04-04 UV STRUCTURE - PROPOSED TOP PLAN
C04-05 UV STRUCTURE - PROPOSED PLAN
C04-06 UV STRUCTURE - PROPOSED SECTIONS - SHEET 1
C04-07 UV STRUCTURE - PROPOSED SECTIONS - SHEET 2
C05-01 CIVIL DETAILS
C05-02 CIVIL DETAILS - ALUMINUM GRATING & STAIRS
C05-03 SEDIMENT AND EROSION CONTROL DETAILS
GENERAL NOTES
1. ALL WORK SHALL COMPLY WITH APPLICABLE STANDARDS, ORDINANCES,
REGULATIONS AND OTHER REQUIREMENTS OF NCDEQ, ONSLOW COUNTY, USMC
CAMP LEJEUNE, DUKE ENERGY, OSHA, USACE AND OTHER LOCAL, STATE AND
FEDERAL AGENCIES HAVING JURISDICTION OVER ANY PORTIONS OF THE WORK
INCLUDED IN THIS PROJECT.
2. NO PORTION OF THE WORK SHALL BE ACCOMPLISHED UNTIL ALL OF THE
APPROPRIATE PERMITS AND REQUIRED APPROVALS COVERING THAT PORTION
OF THE WORK ARE IN HAND.
3. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION OF ALL UNDERGROUND
UTILITIES IN THE PROJECT WORK AREA AND SHALL CONTACT THE APPROPRIATE
LOCATOR SERVICES PRIOR TO EXCAVATION. CONTRACTOR SHALL PROTECT ALL
EXISTING UTILITIES AND OTHER IMPROVEMENTS AND SHALL MAKE
SATISFACTORY REPAIRS FOR ALL DAMAGE RESULTING FROM THE WORK UNDER
THIS PROJECT.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION AND
COMPLETION OF ALL WORK SHOWN ON THE COMPLETE SET OF CONSTRUCTION
DOCUMENTS (PLANS AND SPECIFICATIONS AND OTHER PROJECT DOCUMENTS).
5. CONTRACTOR SHALL MAINTAIN ACCESSIBILITY DURING CONSTRUCTION.
6. EXISTING MATERIAL AND EQUIPMENT REMOVED DURING CONSTRUCTION SHALL
BE REMOVED FROM SITE AND PROPERLY DISPOSED.
EX. SLUDGE DRYING BEDS 7. UTILITY LINES SHOWN ON DRAWINGS ARE APPROXIMATE, BASED ON SURVEY
AND RECORD DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR LOCATING &
PROTECTING ALL SERVICES. ANY DAMAGES SHALL BE REPAIRED IMMEDIATELY.
8. AS -BUILT DRAWINGS SHALL BE FURNISHED BY THE CONTRACTOR TO THE
ENGINEER AND CERTIFIED AS CORRECT BY REGISTERED NCPLS.
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE
WITH PROCEDURES APPROVED BY NCDEQ. THE CONTRACTOR SHALL BE THOROUGHLY FAMILIAR WITH ALL
APPROVED PROCEDURES WHICH MAY BE PERTINENT TO THE PROJECT.
2. SEDIMENT CONTROL DEVICES, SUCH AS SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, CHECK DAMS OR
OTHER MEASURES NOT LOCATED IN PROPOSED FILL OR EXCAVATION AREAS, SHALL BE CONSTRUCTED
PRIOR TO ALL OTHER LAND DISTURBANCE.
3. MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE ACCOMPLISHED IN
ACCORDANCE WITH PROCEDURES APPROVED BY NCDEQ. MAINTENANCE WILL INCLUDE THE REPAIR OF
MEASURES DAMAGED BY ANY SUBCONTRACTOR.
4. SEDIMENT CONTROL MEASURES MAY REQUIRE MINOR FIELD ADJUSTMENTS AT THE TIME OF CONSTRUCTION
TO INSURE THEIR INTENDED PURPOSE IS ACCOMPLISHED.
5. TEMPORARY VEGETATIVE COVER SHALL BE PROVIDED IN ALL AREAS WHICH ARE NOT DESIGNATED FOR
PAVING, UNDERGROUND UTILITIES OR STRUCTURAL USES. SUCH AREAS SHALL NOT BE EXPOSED FOR
PERIODS LONGER THAN SPECIFIED IN THE "STABILIZATION TIMEFRAMES" TABLE. TEMPORARY
VEGETATIVE COVER MAY BE ELIMINATED IN FAVOR OF FINAL VEGETATIVE COVER IF CONSTRUCTION
AND SEASONAL CONDITIONS PERMIT.
6. ALL AREAS DESIGNATED FOR PAVING, UNDERGROUND UTILITIES, AND STRUCTURAL USE SHALL BE
STABILIZED AS SOON AS POSSIBLE, FOLLOWING NPDES AND NCDEQ GUIDELINES.
7. THE TERM SEEDING, FINAL VEGETATIVE COVER OR STABILIZATION, ON THIS PLAN SHALL MEAN THE
SUCCESSFUL GERMINATION AND ESTABLISHMENT OF A STABLE GRASS COVER FROM A PROPERLY
PREPARED SEEDBED CONTAINING THE SPECIFIED AMOUNTS OF SEED,
LIME, AND FERTILIZER. IRRIGATION SHALL BE REQUIRED AS NECESSARY TO ENSURE ESTABLISHMENT
OF GRASS COVER.
8. ALL SLOPES STEEPER THAN 3:1 SHALL REQUIRE THE USE OF EROSION CONTROL BLANKETS TO AID IN
THE ESTABLISHMENT OF A VEGETATIVE COVER. INSTALLATION SHALL BE IN ACCORDANCE WITH
MULCHING AND MANUFACTURER'S INSTRUCTIONS.
9. TEMPORARY EROSION CONTROL MEASURES ARE NOT TO BE REMOVED UNTIL ALL DISTURBED AREAS
ARE STABILIZED. AFTER STABILIZATION IS COMPLETE, ALL MEASURES SHALL BE REMOVED.
0 50' 100,
SCALE: 1" - 50' 10. ANY DIVERSION DITCHES OR OTHER STORM WATER CONVEYANCES RELATED TO SEDIMENT AND
EROSION CONTROL MEASURES SHALL BE MATTED AND/OR STABILIZED TO REDUCE SEDIMENT LOSS
AND TURBIDITY.
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35'-0" MAX. SPACING BETWEEN EXPANSION JOINTS
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SIDEWALK NOTES:
1. 3/4'' EXPANSION JOINTS SHALL BE FULL DEPTH OF CONCRETE AND AND
SPACING SHALL NOT EXCEED 35'-0'' O.C.
2. CONTRACTION JOINTS SHALL BE SPACED AT 5' INTERVALS AND SHALL
BE 1'' DEEP AND NOT LESS THAN 1 /4'', OR MORE THAN 1/21/2'' IN WIDTH AND
BE EDGED WITH A 1 /8'' RADIUS.
3. SIDEWALKS SHALL BE BROOM FINISHED.
4. FINISH GRADE SHALL BE 1'' BELOW TOP OF SIDEWALK.
BENT PLATE $" X 4" WIDE
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LADDER CONN'S AT
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///__�COMPACTED BACKFILL
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48" ABOVE TOP RUNG. LADDER, APERTURES, AND FASTENERS
SHALL BE INSTALLED ACCORDING TO OSHA STANDARDS.
"0X24"S.S.
WEDGE ANCHORS
S.S. SET SCREW
ALUM. WALL FACE OF CONC. OR
MOUNT FLANGE MASONRY WALL
WALL FLANGE - DETAIL
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TOP OF CONCRETE
16 0 HOLES
rI00
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N
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16" 0 HOLES s
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ro cm
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Scale: NTS
ALUM. TOE PLATE WHERE
REQUIRED ON DRAWINGS
OR BY OSHA - SEE
TYPICAL DETAILS
SEE SPLICE 1'-0" 6'-0" 1'-0"
LOCK DETAIL MAX. SPACING SEE HANDRAIL EXPANSION
BETWEEN POSTS JOINT SPLICE DETAIL
C D
C05-01 C05-01
LOOP END FASCIA MOUNTED BASE MOUNTED END POST CORNER RETURN
TYPICAL ALUMINUM HANDRAIL - ELEVATION
_ CAST ALUM. 90'
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SHOP INSTALLED
S.S. SET SCREW
A D ETAI L
C05-01 Scale: NTS
Scale: NTS
SHOP INSTALLED
S.S. SET SCREW
i
+
CAST ALUM. TEE FITTING
SHOP INSTALLED
ATTACHED TO RAIL WITH
SHOP INSTALLED 16" 0 S.S. SCREW & S.S. SET SCREW
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CORNER ELL
rB D ETAI L
C05-01 Scale: NTS
CAST ALUM. TEE FITTING
ATTACHED TO POST W/
16' 0 S.S. THRU BOLT
SHOP INSTALLED
MIDRAIL EXPANSION SPLICE
C DETAIL
C05-01 Scale: NTS
FIELD INSTALLED S.S. SET
SCREW ON UNDERSIDE OF PIPE
(16 0 HOLE IS SHOP DRILLED)
SPLICE
S.S. SET SCREW 1°° CAST ALUM.
LOCATED AT 6'-0" MAX. SPLICE 90'CORNER
2 INTERVALS
PLAN VIEW
D DETAIL E D ETAI L
C05-01 Scale: NTS C05-01 Scale: NITS
TOP RAIL TOP RAIL
POST -ALUM. POST- ALUM. TUBE 1" 0 W/ 0.219" WALL
6'-0" O.C. MAX. 6' 0" O.C. MAX.
INTERMEDIATE RAIL INTERMEDIATE RAIL
" I
Z" ALUMINUM ROD
4 MIN. TO EDGE 116 0 HOLE IN UNDERSIDE OF RAIL
OF CONCRETE _
o� FOR 8" X 4" S.S. SET SCREW
ANCHOR PLATE - ALUM.
18„ 2 12
FINISHED FLOOR
OR TOP OF WALL
LOCATED AT 6'-0" MAX. INTERVALS
aa
PLUG, WELD, & HANDRAIL EXPANSION JOINT SPLICE
dGRIND SMOOTH -
FACE OF CONCRETE
BASE MOUNTED FASCIA MOUNTED
Scale: NTS
0
WALL RAIL - ELEVATION
LOCATE SET SCREWS IN BASE FLANGE
AT 90' FROM CENTERLINE OF H.R. RUN
AND ON SIDE AWAY FROM WALKING
Scale: NTS
Scale: NTS
5-0" MAX. SPACING
BETWEEN BRACKETS
_I
12" 0 SCH. 40 PIPE 2 16
ADJUSTABLE
4' 0 S.S. ROUND HEAD WALL FITTING
+
MACHINE SCREW
16" 0 S.S. SOCKET
HEAD CAP SCREW
8" 0 S.S. WEDGE
ANCHOR (3 REQ'D.)
2 SECTION
C05-01 Scale: NTS
NYLON SLEEVE
BEARING (TYP. 6
PLACES)
EXT. ALUM.
GATE HINGE
Scale: NITS
8" SOCKET OR SLOTTED SET SCREW
PIPE JOINT (HOLE ON UNDERSIDE OF RAIL)
SPLICE LOCK
HANDRIAL SPLICE LOCK
Scale: NITS
SURFACE. EXTRUDED ALUM. SIDE EXTRUDED ALUM. SIDE
CAST ALUM. MOUNT BRACKET MOUNT BRACKET CAST ALUM.
(BASE FLANGE BASE FLANGE
1 9" 0 HOLES 9" X 1 ' SLOTTED HOLES
8' 0 S.S.
SET SCREWS
»
I
" 8
4 HOLE TYPE
4 16 16 8
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9" 0 HOLES 1s 0 S.S.
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SET SCREWS
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SIN IT
2 HOLE TYPE 3„ k341a 2 2" 2 "
BASE MOUNTED 5
TYPE " 1" TYPE "2"
ALUMINUM HANDRAIL MOUNTING FITTINGS CHANNEL MOUNTED
Scale: NITS
8" 0 S.S.
SE SCREWS
5"
8 I $„
Z„
16' X 1" SLOTTED
HOLES
I
—+ k7
LOCATE SET SCREWS IN BASE FLANGE
AT 900 FROM CENTERLINE OF H.R. RUN
AND ON SIDE AWAY FROM WALKING
SURFACE.
2 4
2 2
PLAN
TYPICAL GATE - DETAILS
Scale: NITS
' 4' 0 S.S ROUND HEAD
MACHINE BOLT W/ NUT
ALUM. BAR 2" X 4"
a"0 S.S. SET SCREWS
(TWO EACH BRK'T.)
EXTRUDED ALUM. /
GATE HINGE
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RELEASE PIN
l
GATE
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F DETAIL
C05-01 Scale: NTS
4' 0 X 1" S.S. ROUND
HEAD MACHINE BOLT
WITH NU
CLAMP
EXTRUDED Al
TOEBOARD
"AW
EXT. ALUM.
BRACKET EXT. ALUM. BRACKET
�42�
PLAN VIEW
rG DETAIL
C05-01 Scale: NTS
EXTRUDED ALUMINUM TOEBOARD
SHIPPED IN 20'-0" LENGTHS
UM. POST
1 2" X $' ALUM. CLAMP
TOP OF WALKING
" SURFACE
4" MAX. (OSHA 1910.23) 7
SECTION
PLAN NOT TO SCALE
ALUMINUM TOEBOARD - DETAILS
Scale: NITS
ALUMINUM HANDRAIL DESIGN SPECIFICATIONS:
1. HANDRAILS SHALL BE THE PRODUCT OF A COMPANY NORMALLY ENGAGES IN THE MANUFACTURE OF PIPE RAILING.
RAILING SHALL BE SHOP ASSEMBLED IN LENGTHS NOT TO EXCEED 24 FEET FOR FIELD ERECTION.
2. HANDRAILS SHALL BE DESIGNED TO WITHSTAND A 200 LB CONCENTRATED LOAD APPLIED IN ANY DIRECTION TO THE
TOP RAIL.
3. THE MANUFACTURER SHALL SUBMIT CALCULATIONS TO THE ENGINEER FOR APPROVAL. TESTING OF BASE CASTINGS
OR BASE EXTRUSIONS BY AN INDEPENDENT LAB OR MANUFACTURER'S LAB (IF MANUFACTURER'S LAB MEETS THE
REQUIREMENTS OF THE ALUMINUM ASSOCIATION) SHALL BE AN ACCEPTABLE SUBSTITUTE FOR CALCULATIONS.
CALCULATIONS SHALL BE REQUIRED FOR APPROVAL OF OTHER DESIGN ASPECTS.
4. POST SPACING SHALL BE A MAXIMUM OF 6-0". POSTS AND RAILINGS SHALL BE A MINIMUM OF 1 1 SCHEDULE 40
ALUMINUM PIPE ALLOY 6063-T6, ASTM-B-429 OR ASTM-B-221. THE HANDRAIL MANUFACTURER SHALL SHOW THAT
THEIR POSTS ARE OF ADEQUATE STRENGTH TO MEET THE LOADING REQUIREMENTS. IF THE MANUFACTURER'S
POSTS ARE NOT OF ADEQUATE STRENGTH, THE MANUFACTURER MAY REDUCE THE POST SPACING OR ADD
REINFORCING DOWELS OR MAY DO BOTH IN ORDER TO MEET LOADING REQUIREMENTS.
5. THE HANDRAIL SHALL BE MADE OF PIPES JOINED TOGETHER WITH COMPONENT FITTINGS. SAMPLES OF
COMPONENTS, BASES, TOE PLATE, AND PIPE SHALL BE SUBMITTED FOR APPROVAL. COMPONENTS THAT ARE GLUED
AT THE JOINTS SHALL NOT BE ACCEPTABLE. COMPONENTS MUST BE MECHANICALLY FASTENED.
6. POSTS SHALL NOT INTERRUPT THE CONTINUATION OF THE TOP RAIL AT ANY POINT ALONG THE RAILING, INCLUDING
CORNERS AND END TERMINATIONS (OSHA 1910.23). THE TOP SURFACE OF THE TOP RAILING SHALL BE SMOOTH AND
SHALL NOT BE INTERRUPTED BY PROJECTING FITTINGS.
7. THE MIDRAIL AT A CORNER RETURN SHALL BE ABLE TO WITHSTAND A 200 LB LOAD WITHOUT LOOSENING. THE
MANUFACTURER IS TO DETERMINE THIS DIMENSION FOR THEIR SYSTEM. PROVIDE PHYSICAL TESTS FROM A
LABORATORY TO CONFIRM COMPLIANCE.
8. EXPANSION BOLTS SHALL BE SPACED 10d AND 5d EDGE DISTANCE FOR NO REDUCTION IN PULLOUT STRENGTH. A
SAFETY FACTOR OF 4 SHALL BE USED ON EXPANSION BOLT PULLOUT VALUES PUBLISHED BY THE MANUFACTURER.
EXPANSION BOLTS SHALL BE STAINLESS STEEL TYPE 303 WEDGE BOLTS AN SHALL BE FURNISHED BY THE HANDRAIL
MANUFACTURER.
9. TOE PLATES SHALL CONFORM TO OSHA STANDARDS. TOE PLATE SHALL BE A MINIMUM OF 4" HIGH AND SHALL BE AN
EXTRUSION THAT ATTACHES TO THE POSTS WITH CLAMPS WHICH WILL ALLOW FOR EXPANSION AND CONTRACTION
BETWEEN POSTS. TOE PLATES SHALL BE SET 4" ABOVE THE WALKING SURFACE. TOE PLATS SHALL BE PROVIDED ON
HANDRAILS AS REQUIRED BY OSHA AND/OR AS SHOWN ON DRAWINGS. TOE PLATES SHALL BE SHIPPED LOOSE IN
STOCK LENGTHS WITH PRE -MANUFACTURED CORNERS FOR FIELD INSTALLATION.
10. OPENINGS IN THE RAILINGS SHALL BE GUARDED BY A SELF -CLOSING GATE (OSHA 1910.23). SAFETY CHAINS SHALL
NOT BE USED UNLESS SPECIFICALLY SHOW ON THE DRAWINGS.
11. FINISH SHALL BE ALUMINUM ASSOCIATION AA-M10-C22-A31 (204-R1). THE PIPE SHALL BE PLASTIC WRAPPED. THE
PLASTIC WRAP SHALL BE REMOVED AFTER ERECTION.
12. ALUMINUM SURFACES IN CONTACT WITH CONCRETE, GROUT OR DISSIMILAR METALS SHALL BE PROTECTED WITH A
COAT OF BITUMINOUS PAINT, MYLAR ISOLATOR S OR OTHER APPROVED MATERIAL.
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DAVIS & '
FLOYD, INC
2" RUN OF STAIRS - m
%s" DIA. S.S. ROUND 1 " DIA. S.S. ROUND g" 16" DIA. S.S. ROUND (COMPLETE FRAME tip;
16 No. F 0244 ~
HD. MACH. SCREW Y HD. MACH. SCREW NOT SHOWN 1 ''�,,�'-9T ,•`'
HD. MACH. SCREW Y 8 F OF A� •�
ALUM. I —BAR FOR CLARITY) C05 !0,2
5 CLOSURE PLATE — WELD
02 AND GRIND SMOOTH
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by
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SUPPORT HOLD DOWN CLIP n / DIA. EXP. BEETS Q 047122 ?_
1" �>> BEAM SEE C05 C05 AND WASHERS TO
ALUM. ALLOY FRAME ��� 3/" DIA. S.S. (OMIT WHERE GRT G. Y ALUM. 02 02 a a ALUM. STRINGER ` )
PLANS FOR IS CONTINUOUS OVER SUPPORT CONC. STRUCTURE, ,� .�,,
WEDGE ANCHORS SIZE) SUPPORT BEAM) BEAM (SEE BAR RIB (F.S.) CHK D. PL 1 8/21/2019
ALUM. L2 x2 xY
ON 24"MAX. CENTERS—� •••,111111„�,,
BENT ALUM. BAR 1 xY CONTINUOUS
PLANS FOR BAR RIB (F.S.) ALUM I -BAR GRATING co
co
SHOP WELDED TO FRAME SIZE) LIFT HANDLE s � ® SAFETY STEPS
ON 24" CENTERS NOTE: CONTRACTOR TO USE CAST —IN ANGLE SUPPORT (SEE DETAIL) TYP. SUPPORT 07 A
EXCEPT WHERE WEDGE ANCHORS ARE APPROVED BY AT JOINT
ENGINEER SUPPORT BEAM AT ENDS OF GRATING PANELS GRATING CONTINUOUS OVER SUPPORT BEAM LONGITUDINAL BAR (F.S.) 0
DETAIL - ALUMINUM GRATING L SECTION AT STAIR HEAD - CONC. STRUCTURE }
NOT TO SCALE
LOAD CHART FOR ALUMINUMCp
GRATING AT SUPPORT BEAMS SCALE :NTS �■I z L Cp
I -BAR GRATING FLOOR P LATE INSTALLATION �ui > 4
MAXIMUM GRATING ui
NOT TO SCALECO
SPAN DEPTH CHK'D. PL SHALL BE SIZED SO THAT FLOOR PLATE H 3
3'-8" 1y4" WEIGHT WILL BE A MAXIMUM OF 100 POUNDS. "
ICI
4'-2" 1Y"
4'-8" 1y4" „ ALUM. I -BAR GRATING Q�
5'-2" 2" 3 1/" Y SAFETY STEPS TREAD 2" A
ALUM. HINGE 5 —8 � C05 05 2 �� ALUMINUM 4' ALUM.
4"x4"xY" 6'-2" 2Y' 16 02 02 407
FRAME CHK D. PL�
y6 1 \ ALUM. STRINGER
EMBEDDED GRATING FRAME 9999999999
5 " � ®I � � GRIND SMOOTMITER, WELD H
SHOP WELD / DIA. S.S. BOLTSItC39:D
16' ALUM. BAR & WASHERS - CLIP L TO
r�:]LSTRINGER
TO END OF FRAME %611 2-12 3
Y" 16„ 1 „ /6 V2-1 2 �, z �
8 ALUM. I —BAR GRT'G. REINFORCING » z
/ RIB WHERE Y4 CLR. (MIN.)
EDGE OF � /» ANGLE SIZE TO BE S.S. CLIP L-3"x4"xY" w w U)
® O CONCRETE REQUIRED) DETERMINED BY FLOOR 5 11 ( ) z ~
/" DIA S.S. BOLTS &WASHERS - x6 LG. L.L.V. TYP. EACH J z z W
PLATE FABRICATOR 3 STRINGER z
ALUM. L 2"„x GRT'G. STRINGER TO PLATFORM w uj W w
DIA. S.S. EXP. BOLTS w/ 4Y U w J ¢ o
Y DEPTH + Y 3 1 2 MIN. EMBEDDMENT -STRINGER TO CONC. w W Lu w
� U) z oul
2�6,1 2�6» OPEN ENDED GRATING FRAM E SECTION �02 02 SECTION �02 02 C05 05 m w m
SECTION 02 02 w c U
NOT TO SCALE Y a- .. w
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„g» o u-
WHERE SHOWN ON PLANS SCALE NTS U Q U
W
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CONTINUOUS ANCHOR Q
)/4" ALUM. ALUM. HINGE ALUM. _ ANGLE GRATING MAXIMUM
C H K' D. P L. 4"X4"X%" CHK D. PL. ALUM. BAR < MARK SIZE "A" "B" SPAN
z 8
(TRIM(TRIM TO SUIT) 2"
A 1v" 1y4" 1Y" 3'-8"
Q ) `L g 1Y" 1Y' 1%' 4'-2»
J F.S.
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w ALUM. ALLOY FRAME C 1y4 0/ 2' 4 -8 SAFETY STEPS TREAD 2"
J
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m CHK'D. PLC ALUM. STRINGER
J
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% DETAIL— EMBEDDED ANGLES FOR GRATING C _� MITER, WELD &
w ' %" DIA. S.S. BOLTS GRIND SMOOTH
wALU z TYP. �„ CHK'DM PL. PLAN BENT S.S. & WASHERS - CLIP L TO
„ SPECIFICATIONS FOR GRATING, PLANKING, TREADS AND FLOOR PLATES �
z ROD 16 DIA. STRINGER
>_ 1. GRATING SHALL BE FABRICATED OF ALUMINUM BARS ALLOY 6063-T6 6. SHELF ANGLES SHALL BE ANCHORED TO CONCRETE WITH STAINLESS STEEL FLOOR GRATING
z TO RECESS INTO „
o C H K' D. P L WHEN WITH SWAGED CROSS BARS SPACED ON 4 CENTERS. BEARING BARS SHALL TYPE 304 WEDGE BOLTS. LD
025
z BE SPACED ON 1-3/16" CENTERS. 0Q AT REST 7. ALUMINUM STAIR TREADS SHALL BE GRATING TYPE TREADS AND 2-7w �" ALUM. - 2. SOLID PLANK GRATING SHALL BE FABRICATED OF 0.062" go. ALUMINUM SHALL BE FURNISHED WITH EXTRUDED ALUMINUM CORRUGATED NOSING. Y CLR. (MIN.)
-1 16063-T6. PLANKS SHALL BE UNPUNCHED WITH A NON-SKID SURFACE. ALUMINUM CARRIER ANGLES SHALL BE WELDED TO THE ENDS OF STAIR Q
C H K D. P L. EXT. ALUM . FRAME WEBS SHALL INTERCONNECT TO PROVIDE A FLUSH WALKING SURFACE. TREADS. MINIMUM DEPTH OF GRATING AT TREADS SHALL BE 1-1/4". <
8. CHECKERED FLOOR PLATES SHALL BE ALUMINUM WITH RAISED DIAMOND
� � 3 3 S.S. CLIP L-x4 2
w 3. GRATING SHALL SUPPORT A UNIFORM LOAD OF 100 POUNDS PER SQUARE PATTERN ON THE UPPER SURFACE. FLOOR PLATE SHALL BE 1/4„ THICK % DIA S.S. BOLTS & WASHERS -�
z FOOT. MAXIMUM FIBER STRESS SHALL NOT EXCEED THAT ALLOWED BY AND DESIGNED TO SUPPORT A UNIFORM LOAD OF 150 POUNDS PER SQUARE X6" LG. (L.L.V.) TYP. EACH
z THE ALUMINUM ASSOCIATION. MINIMUM DEPTH SHALL BE 1 1/4". FOOT WITH A DEFLECTION OF NOT MORE THAN 1/4" . MAXIMUM FIBER STRINGER TO PLATFORM STRINGER z cn
ui „ STRESS SHALL NOT EXCEED THAT ALLOWED BY THE ALUMINUM ASSOCIATION. J
_ / 5„ REINFORCING RIB SIZE DEPTH AND SPACING SHALL BE DETERMINED
U- %" DIA. S.S. 4. PROVIDE ALUMINUM CLAMPS OR CLIPS TO ANCHOR GRATING AND PLANKING BY THE FLOOR PLATE FABRICATOR. THE FABRICATOR OF THE o
o TO SUPPORTS. A MINIMUM OF FOUR FASTENERS ARE REQUIRED PER PANEL
HEX. NUT FLOOR PLATE SHALL SUBMIT CALCULATIONS TO THE CONTRACTING OFFICER
w SECTION UNLESS NOTED OTHERWISE ON THE DRAWINGS. CLIPS SHALL NOT PROTRUDE FOR APPROVAL. CALCULATIONS SHALL SHOW REINFORCING RIB SIZE, SPACING I '
LIFT HANDLE AT F LO 0 R PLATE ABOVE THE TOP OF THE GRATING. AND WELDMENT IF CALCULATIONS SHOW THAT RIBS ARE REQUIRED. SECTION AT STAIR LANDING ON GRATING
z HNIGE ATFLOOR P LATE 5. CUTOUTS FOR CIRCULAR OBSTRUCTIONS SHALL BE AT LEAST 2 LARGER IN 9. ALUMINUM SURFACES IN CONTACT WITH CONCRETE OR DISSIMILAR METALS
w DIAMETER THAN THE OBSTRUCTION. CUTOUTS FOR PIPING 4 OR SHALL BE PROTECTED WITH A COAT OF BITUMINOUS PAINT. SCALE: NTS
NOT TO SCALE LESS IN DIAMETER SHALL BE MADE IN THE FIELD. OPENINGS WHERE W
WHERE SHOWN ON PLANS MORE THAN FOUR BEARING BARS ARE CUT SHALL BE BANDED WITH A BAR 0
j THE SAME DEPTH AS THE BEARING BARS. THE ENDS OF GRATING J
o AND PLANKING PANELS SHALL BE BANDED.
U
E�
cu
o TREAD LENGTH 1 $" 5'-0" MAX. SPACING
FACE OF CONCRETE _ I
co 0
ALUM. L 1%"x1y4"xY4" WALL RAIL OR MASONRY WALL Y„ DIA. SCH.40
ALUM. I -BAR ALUM. PIPE
WALL FLANGE FOR / (TYP. FOR POSTS)
o � ''/,s x1 ALUM. HANDRAIL ��
N w SLOT DOWN - 1Y" DIA. SCH.40 3�
1 / ALUM. PIPE
a _
o o _ 1�-�//
z (TYP. FOR POSTS) 1Y" DIA. SCH.4o ALU
cn >_ LiJQ
HANDRAIL PIPE (TYP. FOR RAIL'
w EXTENSION
C) Q �� N
J
TYPICAL
o
> o EXTRUDED ALUM.
r WELD GRATING /s DIA. HOLE
��� TO ANGLE CORRUGATED NOSING ��
M ,� ° ° ° HANDRAIL
CD
Lo STAIR TREAD SIDE MOUNT BRACKET k
75: >
4 4 °
n \ ADJUSTABLE STAIR
C05 05 C05 05 �� _ - RAIL FITTING w
�, ALUMINUM I -BAR TREADS ALUMINUM I -BAR TREADS 02 02 DOWN 02 02
° °� i i w
\ ALUM. C10x5.28 OR ALUM. �' N BOLT SHALL BE INS
a � NUMBER OF BEARING MAX. TREAD \ C12x7.41 (DEPENDING ON ° = WITH BOLT HEAD A(
w TREAD WIDTH BEARING BARS DIM. A BAR SIZE LENGTH * °
�, = o o DESIGN LOAD AND SPAN) BACK OF CHANNEL
9' � 0/„ 5 2y" %4" 2'-8" �� NUT & WASHER AG,
coQ 7'%s" 6 4Y" 1Y" 3'-6" TOP OF STEP FACE OF SIDE -MT.
— z
> o 0/4" » NOTE:
�Lu 9 7 4v „ 4-7
TYPICAL LANDING OF ALUMINUM GRATING SHOWN. HANDRAIL SHALL BE
10%s" 8 7" 2" 5'-8" 5 NOTE: 5 INSTALLED IN SIMILAR FASHION FOR APPLICATIONS WITH CONCRETE LANDINGS.
o 113/° 9 7„ * TYPICAL LANDING OF ALUMINUM GRATING SHOWN. HANDRAIL SHALL BE SIDE MOUNT BRACKET
a U, BASED ON 400 L.B. CONCENTRATED C05 05 INSTALLED IN SIMILAR FASHION FOR APPLICATIONS WITH CONCRETE LANDINGS. tO
05 5 6
0 0 129/s" 10 7" LOAD APPLIED ON THE CENTERLINE 02 02 02 4
OF THE SPAN AND DISTRIBUTED PLAN -TYPICAL HANDRAIL AT STAIRS SECTION C05 05 SECTION C05 05 SECTION CO2 02 0
o OVER THE NOSING & 4 BEARING BARS. 02 02 02 02 clI
CD
6 SCALE: o o
SAME TABLE FOR PLANKING TREADS o `"
N SCALE :NTS SCALE :NTS Cos o5 o Q o o a
z WHEN SPECIFIED ON DRAWINGS SCALE NTS w
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05-02
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� _ PAGE 15 of 16

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1.25 LB/LINEAR FT
STEEL POSTS
N I I II
POST INSTALiATION DETAIL
ATTACH 19-GUAGE HARDWARE CLOTH
(1/4 MESH OPENINGS) TO POSTS
WITH WIRE TIES AT THE TOP, MIDDLE
AND BOTTOM
FOLD HARDWARE CLOTH TO
OVERLAP ENDS AND SECURE
TO POSTS WITH WIRE TIES -
NCDOT #5 OR #57
WASHED STONE
0
N
L BURY HARDWARE CLOTH
(SEE DETAIL)
HARDWARE CLOTH INSTALLATION DETAIL
0
1 z
Ln
BURY HARDWARE CLOTH
2'-0" MIN
FILTERED
WATER
STONE AND HARDWARE CLOTH
INSTALLATION DETAIL
CONSTRUCTION SPECIFICATIONS:
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING THE INLET.
SPACE POSTS EVENLY AROUND THE PERIMETER OF THE INLET, A MAXIMUM OF 4 FEET
APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE THE WIRE MESH
TO THE STEEL POSTS AT THE TOP, MIDDLE, AND BOTTOM. PLACING A 2-FOOT FLAP
OF THE WIRE MESH UNDER THE GRAVEL FOR ANCHORING IS RECOMMENDED.
4. OF 16 INCHES AROUND THE WIRE, AND SMOOTH TO AN EVEN GRADE.
PLACE CLEAN GRAVEL (NCDOT #5 OR #57 STONE) ON A 2:1 SLOPE WITH A HEIGHT
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ACCUMULATED
SEDIMENT, AND ESTABLISH FINAL GRADING ELEVATIONS.
6. COMPACT AREA PROPERLY AND STABILIZED IT WITH GROUNCOVER
MAINTENANCE:
1. INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2" OR GREATER)
RAINFALL EVENT.
2. CLEAR THE MESH WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW
FOR SUBSEQUENT RAINS.
3. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL.
REPLACE STONE AS NEEEDED.
TEMPORARY STORM
DRAINAGE INLET PROTECTION
NO SCALE
SEEDING MIXTURE
SEEDBED
AREA
PERMANENT TEMPORARY
PREPARA-
SEEDING
MAINTE-
NO.
DESCRIPTION
SEASON
Ib/ac Ib/ac
TION
METHOD
MULCH
NANCE
NOTES
1
STEEP
AUG 20 -
TALL FESCUE 100
SP-1
SM-1
MU-1
MA-1
BETWEEN MAY 1 -
SLOPES; LOW
OCT 30
SERICEA LESPEDEZA 30
AUG 15, ADD 101b/acre
MAINTENANCE
FEB 1 -
KOBE LESPEDEZA 10
GERMAN MILLET OR
(GREATER
151b/acre SUNDAN
THAN 3:1)
APR 15
GRASS. PRIOR TO
MAY 1 OR AFTER
AUG 15 ADD 401b/acre
RYE GRAIN
2
LOW
AUG 20 -
BLEND OF 225
APPLY 401b/acre OF
MAINTENANCE
OCT 25
TWO TURF-
NITROGEN AFTER A
AREAS
(3:1 SLOPES
FEB 1 -
TYPE FESCUES
STAND OF GRASS HAS
OR LESS)
MAR 31
SP-3
SM-2
MU-2
MA-1
BEEN ESTABLISHED.
AVOID APPLYING
NITROGEN DURING THE
BLEND OF TWO 25
SUMMER MONTHS.
KENTUCKY
SEE SM-2 (NOTE 4)
BLUEGRASS
VARIETIES.
3
TEMPORARY
JAN 1 -
RYE GRAIN 120
TREAT TEMPORARY
SEEDING
MAY 1
KOBE LESPEDEZA 50
DIVERSION AS LOW -
SP-2
SM-3
MU-1
MA-1
MAINTENANCE, PERMANENT
(AREA 2)
MAY 1 -
GERMAN MILLET 40
AUG 15
INCLUDE TOPSOIL STOCK -
AUG 15 -
RYE GRAIN 120
PILES HERE
DEC 30
4
GRASS
FEB 1 -
TALL FESCUE 200
BETWEEN APR 15 -
LINED
APR 15
AUG 20, PLACE GERMAN
CHANNELS
SP-1
SM-4
MU-3
MA-1
MILLET AT 401b/acre.
AUG 20 -
TALL FESCUE 200
BETWEEN NOV 1 -
OCT 30
FEB 1, PLACE RYE GRAIN
120Ib/acre, & KOBE
LESPEDEZA 50Ib/acre
IMPLEMENTATION, INSPECTION AND RECORD KEEPING:
1. ALL DISTURBED AREAS MUST BE ABLE TO BE STABILIZED BY VEGETATION OR OTHER SUITABLE EROSION CONTROL METHODS. THESE AREAS
MUST BE STABILIZED WITHIN 30 WORKING DAYS AFTER COMPLETING ANY PHASE OF GRADING.
2. ALL LAND -DISTURBING ACTIVITIES ON A TRACT COMPRISING MORE THAN ONE ACRE, WHEN MORE THAN ONE ACRE ON A TRACT IS
DISTURBED, MUST RETAIN ALL SEDIMENT ON -SITE. IN ADDITION, THE RESPONSIBLE PARTY MUST PROVIDE PERMANENT GROUND COVERS
WITHIN 30 WORKING DAYS OR 120 CALENDAR DAYS, WHICHEVER IS SHORTER, AFTER COMPLETION OF CONSTRUCTION.
3. GROUND STABILIZATION TIME FRAMES:
3.1. PERIMETER DIKES, SWALES AND SLOPES 7 DAYS
3.2. HIGH QUALITY WATER (HQW) ZONES 7 DAYS
3.3. SLOPES STEEPER THAN 3:1 7 DAYS (IF SLOPES ARE 10' OR LESS IN LENGTH AND NOT STEEPER THAN
2:1, 14 DAYS ARE ALLOWED)
3.4. SLOPES 3:1 OR FLATTER 14 DAYS (7 DAYS IF SLOPES ARE LONGER 50' IN LENGTH)
3.5. ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1 14 DAYS
4. SEDIMENT AND EROSION CONTROL INSPECTIONS WILL BE CONDUCTED ONCE PER 7 CALENDAR DAYS AND WITHIN 24 HOURS OF A RAINFALL
EVENT GREATER THAN 0.5 INCH PER 24 HOUR PERIOD.
5. RECORDS OF INSPECTIONS MADE DURING THE PREVIOUS 30 DAYS SHALL REMAIN ON SITE AND AVAILABLE FOR AGENCY INSPECTORS AT ALL
TIMES DURING NORMAL WORKING HOURS, UNLESS THE DIVISION OF WATER QUALITY PROVIDES A SITE SPECIFIC EXEMPTION. OLDER RECORDS
MUST BE MAINTAINED FOR A PERIOD OF THREE YEARS AFTER PROJECT COMPLETION AND MADE AVAILABLE UPON REQUEST. RECORDS MUST
PROVIDE THE DETAILS OF EACH INSPECTION INCLUDING OBSERVATIONS, AND ACTIONS TAKEN IN ACCORDANCE WITH THE REQUIREMENTS OF
THE GENERAL PERMIT - NCG 010000.
6. THE PERMITTEE SHALL RECORD ALL RAINFALL OBSERVATIONS ON THE INSPECTION FORM PROVIDED BY THE DIVISION OF WATER QUALITY OR
A SIMILAR INSPECTION FORM THAT IS INCLUSIVE OF ALL THE ELEMENTS CONTAINED IN THE DIVISION'S FORM. USE OF ELECTRONICALLY
AVAILABLE RECORDS, IN LIEU OF THE REQUIRED PAPER COPIES FOR INSPECTION WILL BE ALLOWED IF SHOWN TO PROVIDE EQUAL ACCESS
AND AND UTILITY AS THE HARD COPY RECORDS.
8 MAX STD
STRENGTH
FAg w1TH WIRE F ENr,
6 MAX STRENGTH FABRIC RlC
WOVEN WIRE FENCE
(14 GA MIN AND MAX 6"
MESH SPACINC`
FILTER f
BACKFILL TRENCH WI -
AND COMPACT THOR(
EMBED FILTER
CLOTH MIN 8"
NTO GROUND
IMPLEMENTATION, INSPECTION AND RECORD KEEPING:
1. ALL DISTURBED AREAS MUST BE ABLE TO BE STABILIZED BY VEGETATION OR OTHER SUITABLE EROSION CONTROL METHODS. THESE AREAS
MUST BE STABILIZED WITHIN 30 WORKING DAYS AFTER COMPLETING ANY PHASE OF GRADING.
2. ALL LAND -DISTURBING ACTIVITIES ON A TRACT COMPRISING MORE THAN ONE ACRE, WHEN MORE THAN ONE ACRE ON A TRACT IS
DISTURBED, MUST RETAIN ALL SEDIMENT ON -SITE. IN ADDITION, THE RESPONSIBLE PARTY MUST PROVIDE PERMANENT GROUND COVERS
WITHIN 30 WORKING DAYS OR 120 CALENDAR DAYS, WHICHEVER IS SHORTER, AFTER COMPLETION OF CONSTRUCTION.
3. GROUND STABILIZATION TIME FRAMES:
3.1. PERIMETER DIKES, SWALES AND SLOPES 7 DAYS
3.2. HIGH QUALITY WATER (HQW) ZONES 7 DAYS
3.3. SLOPES STEEPER THAN 3:1 7 DAYS (IF SLOPES ARE 10' OR LESS IN LENGTH AND NOT STEEPER THAN
2:1, 14 DAYS ARE ALLOWED)
3.4. SLOPES 3:1 OR FLATTER 14 DAYS (7 DAYS IF SLOPES ARE LONGER 50' IN LENGTH)
3.5. ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1 14 DAYS
4. SEDIMENT AND EROSION CONTROL INSPECTIONS WILL BE CONDUCTED ONCE PER 7 CALENDAR DAYS AND WITHIN 24 HOURS OF A RAINFALL
EVENT GREATER THAN 0.5 INCH PER 24 HOUR PERIOD.
5. RECORDS OF INSPECTIONS MADE DURING THE PREVIOUS 30 DAYS SHALL REMAIN ON SITE AND AVAILABLE FOR AGENCY INSPECTORS AT ALL
TIMES DURING NORMAL WORKING HOURS, UNLESS THE DIVISION OF WATER QUALITY PROVIDES A SITE SPECIFIC EXEMPTION. OLDER RECORDS
MUST BE MAINTAINED FOR A PERIOD OF THREE YEARS AFTER PROJECT COMPLETION AND MADE AVAILABLE UPON REQUEST. RECORDS MUST
PROVIDE THE DETAILS OF EACH INSPECTION INCLUDING OBSERVATIONS, AND ACTIONS TAKEN IN ACCORDANCE WITH THE REQUIREMENTS OF
THE GENERAL PERMIT - NCG 010000.
6. THE PERMITTEE SHALL RECORD ALL RAINFALL OBSERVATIONS ON THE INSPECTION FORM PROVIDED BY THE DIVISION OF WATER QUALITY OR
A SIMILAR INSPECTION FORM THAT IS INCLUSIVE OF ALL THE ELEMENTS CONTAINED IN THE DIVISION'S FORM. USE OF ELECTRONICALLY
AVAILABLE RECORDS, IN LIEU OF THE REQUIRED PAPER COPIES FOR INSPECTION WILL BE ALLOWED IF SHOWN TO PROVIDE EQUAL ACCESS
AND AND UTILITY AS THE HARD COPY RECORDS.
E �RET
lCH
PERSPECTIVE VIEW
MEN
CROSS-SECTION
5' MIN FENCE POSTS, DRIVEN
MIN 24" INTO GROUND
WOVEN WIRE FENCE
(14 GAUGE, MAX 6" MESH
SPACING)
STEEL POST 5' MIN
WIRE TIE
NATURAL GROUND
c�
m
m
Q
N
w
00
0
7. INSPECTION RECORDS MUST INCLUDE, AT A MINIMUM, THE FOLLOWING:
7.1. CONTROL MEASURE INSPECTIONS.
7.1.1. IDENTIFICATION OF MEASURE INSPECTED.
7.1.2. DATE AND TIME OF INSPECTION.
7.1.3. NAME OF PERSON PERFORMING INSPECTION.
7.1.4. IS MEASURE OPERATING PROPERLY.
7.1.5. MAINTENANCE REQUIRED.
7.1.6. CORRECTIVE ACTION NEEDED.
7.1.7. DATE OF ACTION TAKEN.
7.2. STORMWATER DISCHARGE INSPECTIONS.
7.1.1. IDENTIFICATION OF DISCHARGE OUTFALL INSPECTED.
7.1.2. DATE AND TIME OF INSPECTION.
7.1.3. NAME OF PERSON PERFORMING INSPECTION.
7.1.4. IDENTIFICATION OF POLLUTANTS, I.E., OIL SHEEN, SOLIDS, DISCOLORATION.
7.1.5. ANY VISIBLE SEDIMENT LEAVING THE SITE.
7.1.6. CORRECTIVE ACTION NEEDED/TAKEN.
7.1.7. DATE OF ACTION TAKEN.
7.3. VISIBLE SEDIMENTATION FOUND OUTSIDE SITE LIMITS.
7.3.1. EXPLANATION OF ACTIONS TAKEN TO CONTROL FUTURE RELEASES.
7.3.2. ACTIONS TAKEN TO CLEANUP OR STABILIZE SEDIMENT THAT HAS LEFT SITE.
7.3.3. DATE OF ACTIONS TAKEN.
7.4. VISIBLE SEDIMENTATION FOUND IN STREAMS OR WETLANDS.
7.4.1. INSPECTIONS TO INCLUDE EVALUATION OF STREAMS OR WETLANDS TO DETERMINE IF VISIBLE
SEDIMENTATION HAS OCCURRED.
GRASSING SCHEDULE AND NOTES
NO SCALE
CONSTRUCTION SPECIFICATIONS:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER
FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE
GROUND SURFACE.
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOS ROLL CUT TO LENGTH OF THE BARRIER TO AVOID
JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT
POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE
SIDE OF THE POSTS. EXTEND THE WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE
POSTS. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE WIRE
REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP
TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART.
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH
SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP
TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED
LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH
COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE:
1. INSPECT SEDIMENT FENCES ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS I
IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE,
REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN
AND REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING
CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND
STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
SILT FENCE 3
NO SCALE
7. INSPECTION RECORDS MUST INCLUDE, AT A MINIMUM, THE FOLLOWING:
7.1. CONTROL MEASURE INSPECTIONS.
7.1.1. IDENTIFICATION OF MEASURE INSPECTED.
7.1.2. DATE AND TIME OF INSPECTION.
7.1.3. NAME OF PERSON PERFORMING INSPECTION.
7.1.4. IS MEASURE OPERATING PROPERLY.
7.1.5. MAINTENANCE REQUIRED.
7.1.6. CORRECTIVE ACTION NEEDED.
7.1.7. DATE OF ACTION TAKEN.
7.2. STORMWATER DISCHARGE INSPECTIONS.
7.1.1. IDENTIFICATION OF DISCHARGE OUTFALL INSPECTED.
7.1.2. DATE AND TIME OF INSPECTION.
7.1.3. NAME OF PERSON PERFORMING INSPECTION.
7.1.4. IDENTIFICATION OF POLLUTANTS, I.E., OIL SHEEN, SOLIDS, DISCOLORATION.
7.1.5. ANY VISIBLE SEDIMENT LEAVING THE SITE.
7.1.6. CORRECTIVE ACTION NEEDED/TAKEN.
7.1.7. DATE OF ACTION TAKEN.
7.3. VISIBLE SEDIMENTATION FOUND OUTSIDE SITE LIMITS.
7.3.1. EXPLANATION OF ACTIONS TAKEN TO CONTROL FUTURE RELEASES.
7.3.2. ACTIONS TAKEN TO CLEANUP OR STABILIZE SEDIMENT THAT HAS LEFT SITE.
7.3.3. DATE OF ACTIONS TAKEN.
7.4. VISIBLE SEDIMENTATION FOUND IN STREAMS OR WETLANDS.
7.4.1. INSPECTIONS TO INCLUDE EVALUATION OF STREAMS OR WETLANDS TO DETERMINE IF VISIBLE
SEDIMENTATION HAS OCCURRED.
SEEDING METHODS (SM)
SM-1 FILL SLOPES STEEPER THAN 3:1 (PERMANENT SEEDINGS) USE HYDRAULIC SEEDING EQUIPMENT TO APPLY SEED AND
FERTILIZER. APPLY 40001b/acre GROUND AGRICULTURAL LIMESTONE AND 10001b/acre 10-10-10 FERTILIZER. AFTER AUG
15, USE UNSCARFIED SEED FOR SERICEA LESPEDEZA. FOR NEATER APPERANCES, OMIT SERICEA AND SUBSTITUTE
401b/acre BAHIAGRASS OR 151b/acre BERMUDA GRASS (USE UNHULLED BERMUDA IN THE FALL).
SM-2 GENTLE TO FLAT SLOPES OR TEMPORARY SEEDINGS
1. BROADCAST SEED AT THE RECOMMENDED RATE WITH A CYCLONE SEEDER, DROP SPREADER, OR
CULTIPACKER SEEDER.
2. RAKE SEED INTO THE SOIL AND LIGHTLY PACK TO ESTABLISH GOOD CONTACT.
3. APPLY 40001b/acre GROUND AGRICULTURAL LIMESTONE AND 1000 lb/acre 10-10-10 FERTILIZER.
4. BETWEEN MAR 31-AUG 20, APPLY 501b/acre KOBE LESPEDEZA, KEEP MOWED; SEED PERMANENT
MIXTURE IN EARLY FALL.
SM-3 TEMPORARY SEDDING
1. APPLY 20001b/acre GROUND AGRICULTURAL LIMESTONE AND 7501b/acre 10-10-10
FERTILIZER.
SM-4 GRASS LINED CHANNELS; APPLY 40001b/acre GROUND AGRICULTURE LIMESTONE AND 10001b/acre
10-10-10 FERTILIZER. PLACE LININGS AS NOTED ON PLANS.
SEEDBED PREPARATION (SP)
SP-1 FILL SLOPES 3:1 OR STEEPER TO BE SEEDED WITH A HYDRAULIC SEEDER (PERMANENT SEEDINGS). GRASS LINED CHANNELS.
1. LEAVE THE LAST 4-6 INCHES OF FILL LOOSE AND UNCOMPACTED, ALLOWING ROCKS, ROOTS, LARGE CLODS AND OTHER
DEBRIS TO REMAIN ON THE SLOPE.
2. ROUGHEN SLOPE FACES BY MAKING GROOVES 2-3 INCHES DEEP, PERPENDICULAR TO THE SLOPE.
3. SPREAD LIME EVENLY OVER SLOPES AT RATES RECOMMENDED BY SEEDING METHODS (SM-1).
SP-2 FILL SLOPES 3:1 OR STEEPER (TEMPORARY SEEDINGS)
1. LEAVE A LOOSE, UNCOMPACTED SURFACE. REMOVE LARGE CLODS, ROCKS, AND DEBRIS WHICH MIGHT HOLD NETTING
ABOVE THE SURFACE.
2. SPREAD LIME AND FERTILIZER EVENLY AT RATES RECOMMENDED BY SEEDIMG METHODS (SM-3)
3. INCORPORATE AMENDMENTS BY ROUGHENING OR GROOVING SOIL SURFACE ON THE CONTOUR.
SP-3 GENTLE AND FLAT SLOPES
1. REMOVE ROCKS, AND DEBRIS.
2. APPLY LIME AND FERTILIZER AT RATES RECOMMENDED BY SEEDING METHODS (SM-2); SPREAD EVENLY AND
INCORPORATE INTO THE TOP 6" WITH A DISK, CHISEL PLOW, OR ROTARY TILLER.
3. BREAK UP LARGE CLODS AND RAKE INTO LOOSE, UNIFORM SEEDBED.
4. RAKE TO LOOSEN SURFACE JUST PRIOR TO APPLYING SEED.
MULCH (MU)
MU-1 STEEP SLOPES (3:1 OR GREATER)
APPLY 1001b/1,000 sq. ft. GRAIN STRAW. COVER WITH NETTING AND STAPLE TO THE SLOPE.
MU-2 GENTLE SLOPES (LESS THAN 3:1)
APPLY 1001b/1,000 sq. ft. GRAIN STRAW. COVER WITH ASPHALT OR WITH NETTING AND
STAPLE TO THE SLOPE.
MU-3 APPLY 1001b/1000 sq. ft. AND ANCHOR STRAW BY STAPLING NETTING OVER THE TOP.
MAINTENANCE (MA)
MA-1 REFERTILIZE IN LATE WINTER OR EARLY SPRING THE FOLLOWING YEAR. MOW AS DESIRED.
RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
EROSION CONTROL MAINTENANCE SCHEDULE
ALL SEDIMENT AND EROSION CONTROLS ARE TO BE INSPECTED AT LEAST ONCE EVERY SEVEN (7) CALENDAR DAYS AND AFTER
ANY STORM EVENT OF 0.5 INCHES OR GREATER OF PRECIPITATION DURING AND 24-HOUR PERIOD.
10' MIN.
PLAN VIEW
48" X 24" WHITE PAINTED PLYWOOD SIGN WITH
6" HIGH LETTERS "CONCRETE WASHOUT"
STENCILED IN BLACK PAINT
10MIL POLYETHYLENE PLASTIC
LINING WITH NO JOINTS. FASTEN
SECURELY TO OUTSIDE OF FRAME
IZ--I� 1= -1 - - - -III-III-III-III-III-III-III-III-III--I
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SECTION A -A
019 6111
1. PREPARE GROUND & FRAME SUCH THAT SHARP OBJECTS/CORNERS DO NOT DAMAGE THE
LINER. PROMTLY REMOVE CONTENTS (AS NOTED BELOW) AND REPLACE LINER IF LEAKAGE IS
OBSERVED.
2. LIQUID CONCRETE DEBRIS SHALL BE REMOVED BY VACUUM TRUCK AND LEGALLY DISPOSED
UPON COMPLETION OF PROJECT OR ANYTIME WHEN LIQUID REACHES A LEVEL 4" BELOW THE
TOP.
3. IF THE CONTRACTOR SO CHOOSES, HE MAY SUBSTITUTE THIS CONCRETE WASHOUT WITH A
COMMERCIAL PORTABLE CONCRETE WASHOUT CONTAINER.
CONCRETE WASHOUT DETAILS
NO SCALE
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DAVIS & FLOYD
SINCE 1954
"Technical Specifications" for
ECM 2B: Camp Lejeune Waste
Treatment Plant Outflow and
Digesters
UV Disinfection System Upgrade
OWNER:
Duke Energy
PREPARED BY:
Davis & Floyd, Inc.
164 Milestone Way, Suite 200
Greenville, SC 29615
[phone]
August 2019
JOB NO. 045003.00
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FINAL SPECIFICATIONS
- FOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTION
WWW.DAVISFIGYD.COM

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19

TABLE OF CONTENTS
DIVISION 1 — GENERAL REQUIREMENTS
01039
Coordination and Meetings
01300
Submittals
01400
Quality Control
01500
Temporary Facilities
01600
Material and Equipment
01650
Starting of Systems
01700
Project Closeout
01731
Operation and Maintenance Data for Public Works Projects
DIVISION 2 — EXISTING CONDITIONS
02060
Demolition
02110
Site Clearing
02203
Erosion Control
02205
Soil Materials
02207
Aggregate Materials
02222
Excavating
02223
Filling, Backfilling and Finish Grading
02225
Trenching
02231
Aggregate Base Course
02455
Ductile Iron Sewer Piping
02494
Pressure and Leakage Tests
02936
Seeding
DIVISION 3 — CONCRETE
033000 Cast -in -Place Concrete
DIVISION 5 — METALS
055000 Metal Fabrications
DIVISION 9 — FINISHES
09900 Painting
DIVISION 11 —EQUIPMENT
11010
Equipment General Provisions
11060
Process Piping and Appurtenances
11205
Electric Motor Actuators
11285
Stainless Steel Slide Gates
11400
UV Disinfection System
APPENDIX A — Report of Subsurface Exploration
END OF SECTIONS
JOB NO.: 045003.00
DATE: 08/19 TOC - 1

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 TOC - 2

SECTION 01039
COORDINATION AND MEETINGS
PART I. GENERAL
1.1
SECTION INCLUDES
A.
Coordination.
B.
Field engineering.
C.
Preconstruction meeting.
D.
Site mobilization meeting.
E.
Progress meetings.
F.
Preinstallation meetings.
G.
Preparation.
H.
Field verifications.
1.2 COORDINATION
A. Coordinate scheduling, submittals, and Work of the various sections of the Project Manual to
assure efficient and orderly sequence of installation of interdependent construction elements,
with provisions for accommodating items installed later.
B. Verify utility requirements and characteristics of operating equipment are compatible with
building utilities. Coordinate work of various sections having interdependent responsibilities for
installing, connecting to, and placing in service, such equipment.
C. Coordinate space requirements and installation of mechanical and electrical work which are
indicated diagrammatically on Drawings. Follow routing shown for pipes, ducts, and conduit, as
closely as practicable; place runs parallel with line of building. Utilize spaces efficiently to
maximize accessibility for other installations, for maintenance, and for repairs.
D. In finished areas, except as otherwise indicated, conceal pipes, ducts, and wiring within the
construction. Coordinate locations of fixtures and outlets with finish elements.
E. Coordinate completion and clean up of Work of separate sections in preparation for Substantial
Completion and for portions of Work designated for Owner's partial occupancy.
F. After Owner occupancy of premises, coordinate access to site for correction of defective Work
and Work not in accordance with Contract Documents, to minimize disruption of Owner's
activities.
1.3 FIELD ENGINEERING
A. Employ a Land Surveyor registered in the State of North Carolina and acceptable to Owner's
Representative.
B. Contractor shall locate and protect survey control and reference points.
JOB NO.: 045003.00
DATE: 08/19 01039-1

C. Control datum for survey is shown on Drawings.
D. Verify set -backs and easements and confirm drawing dimensions and elevations.
E. Provide field engineering services. Layout buildings, structures, and the site, and establish
elevations, lines, and levels, utilizing recognized engineering survey practices.
F. Submit a copy of registered site drawing and certificate signed by the Land Surveyor that the
elevations and locations of the completed Work are in conformance with the Contract
Documents.
1.4 PRECONSTRUCTION MEETING
A. Owner's Representative will schedule a meeting after Notice to Proceed.
B. Attendance Required: Owner, Owner's Representative, and Contractor.
C. Agenda
1. Distribution 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 the parties in Contract, and the Owner's
Representative.
6. Procedures and processing of field decisions, submittals, substitutions, applications for
payments, proposal request, Change Orders, and Contract closeout procedures.
7. Scheduling.
8. Use of premises by Owner and Contractor.
9. Owner's requirements and partial occupancy.
10. Construction facilities and controls provided by Owner.
11. Temporary utilities provided by Owner.
12. Survey and building layout.
13. Security and housekeeping procedures.
14. Procedures for testing.
15. Procedures for maintaining record documents.
16. Requirements for start-up of equipment.
JOB NO.: 045003.00
DATE: 08/19 01039-2

17. Inspection and acceptance of equipment put into service during construction period
D. The Owner's Representative will record minutes and distribute copies within five (5) days after
meeting to participants.
1.5 PROGRESS MEETINGS
A. Schedule and administer meetings throughout progress of the Work at maximum monthly
intervals.
B. Owner's Representative will make arrangements for meetings, prepare agenda with copies for
participants, preside at meetings.
C. Attendance Required: Job superintendent, major Subcontractors and suppliers, Owner, Owner's
Representative, as appropriate to agenda topics for each meeting.
D. Agenda
1. Review minutes of previous meetings.
2. Review of Work progress.
3. Field observations, problems, and decisions.
4. Identification of problems, which impede planned progress.
5. Review of submittals schedule and status of submittals.
6. Review of off -site fabrication and delivery schedules.
7. Maintenance of progress schedule.
8. Corrective measures to regain projected schedules.
9. Planned progress during succeeding work period.
10. Coordination of projected progress.
11. Maintenance of quality and work standards.
12. Effect of proposed changes on progress schedule and coordination.
13. Other business relating to Work.
E. The Owner's Representative will record minutes and distribute copies within five (5) days after
meeting to participants.
1.6 PREINSTALLATION MEETING
A. When required in individual specification sections, convene a preinstallation meeting at work site
prior to commencing work of the section.
B. Require attendance of parties directly affecting, or affected by, work of the specific section.
JOB NO.: 045003.00
DATE: 08/19 01039-3

C. Notify the Owner, Owner's Representative, and affected parties and schedule meeting during
regularly scheduled Owner's Representative's site visit.
D. Prepare agenda and preside at meeting:
1. Review conditions of installation, preparation and installation procedures.
2. Review coordination with related work.
E. The Owner's Representative will record minutes and distribute copies within five (5) days after
meeting to participants.
1.7 SPECIAL INSPECTION PROGRAM
A. Coordinate the work so that a special inspection program conducted by the Owner or Owner's
Representatives can be accomplished. Some inspections require the Owner or Owner's
Representatives to review items submitted by the Contractor. Make available such items on -site
at the Contractor's job office.
PART Il. PRODUCTS
Not Used
PART III. EXECUTION
3.1 PREPARATION
A. Clean substrate surfaces prior to applying next material or substance.
B. Seal cracks or openings of substrate prior to applying next material or substance.
C. Apply manufacturer required or recommended substrate primer, sealer, or conditioner prior to
applying any new material or substance in contact or bond.
3.2 FIELD VERIFICATIONS
A. Verify that existing site conditions and substrate surfaces are acceptable for subsequent Work.
Beginning new Work means acceptance of existing conditions.
B. Verify that existing substrate is capable of structural attachment of new Work being applied or
attached.
C. Examine and verify specific conditions described in individual specification sections.
D. Verify that utility services are available, of the correct characteristics, and in the correct location.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 01039-4

SECTION 01300
SUBMITTALS
PART I. GENERAL
1.1 GENERAL
Submittals include a submittal register listing all anticipated submittals, shop drawings, product
data, and samples as defined in the Contract Documents and also include certificates, test data,
schedules, and other submitted data required to demonstrate compliance with the contract
documents.
1.2 REFERENCED SECTIONS
A. Section 01000 - Special Conditions
1.3 SUBMITTAL DESCRIPTIONS
Submit one (1) high resolution color PDF file for Engineer's review. Provide five (5) hard copies
to Owner of all approved submittals at the end of the Project.
A. SD-01, Data
Submittals which provide calculations, descriptions, or other documentation regarding the
work.
B. SD-02, Manufacturer's Catalog Data
Data composed of catalog cuts, brochures, circulars, specifications and product data, and
printed information in sufficient detail and scope to verify compliance with requirements of
the contract documents. Reviews and submittals shall be as specified for shop drawings.
Clearly mark product data to identify the applicable products or models proposed for use.
Clearly identify items where options or modifications are required by the contract
documents.
C. SD-03, Drawings
Submittals which graphically show relationship of various components of the work,
schematic diagrams of systems, detail of fabrications, layout of particular elements,
connections, and other relational aspects of the work.
a. Shop Drawing: Drawing size shall not exceed 24" x 36". After review, the Engineer
will return the electronic drawings with any applicable notations and an appropriate
stamp. If corrections are to be made, the original drawings shall be revised and a
new electronic drawing submitted, and so repeated until approved. Upon approval,
a reproducible marked, as such will be returned to the Contractor. A minimum clear
space, 3-1/2 inches high by 4-1/2 inches long, shall be left on the reproducible print
above or to the left of the title block for application of the approval stamp. The
Contractor shall be responsible for the prints required for the work, and these prints
shall be from the final reproducible bearing the final stamp of the Engineer.
JOB No.: 045003.00
DATE: 08/19 01300-1

b. Contract Drawings: The Contractor, his subcontractors, and his or their fabricators
shall not reproduce the contract drawings and submit these drawings as shop
drawings, except in cases specifically approved by the Engineer prior to shop
drawing submittal. Without exception, submittals will be returned without action when
contract drawings are used for structural steel, steel joists, concrete reinforcement,
piping, cabinetwork, acoustical ceilings, and window walls.
D. SD-04, Design Data
Design calculations, mix designs, analyses, or other data, written in nature and pertaining
to a part of the work.
E. SD-05, Instructions
Preprinted material describing installation of a product, system, or material, including
special notices and Material Safety Data Sheets, if any, concerning impedances,
hazards, and safety precautions.
F. SD-06, Schedules
A tabular list of data or tabular list including location, features, or other pertinent
information regarding products, materials, equipment, or components to be used in the
work.
G. SD-07, Statements
A document, required of the Contractor, or through the Contractor by way of a supplier,
installer, manufacturer, or other lower tier contractor, the purpose of which is to further
the quality of orderly progression of a portion of the work by documenting procedures,
acceptability of methods or personnel, qualifications, or other verification of quality, and
guaranties and warranties.
H. SD-08, Reports
Reports of inspection and laboratory test, including analysis and interpretation of test
results. Each report shall be properly identified. Test methods used and compliance with
recognized test standards shall be described.
SD-09, Test Reports
A report signed by an authorized official of a testing laboratory that a material, product, or
system identical to the material, product or system to be provided has been tested in
accordance with requirements specified by naming the test method and material. The
test report must state the test was performed in accordance with the test requirements;
state the test results; and indicate whether the material, product, or system has passed or
failed the test. Testing must have been within three years of the date of award of this
Contract.
SD-10, Factory Test Reports
A written report which includes the findings of a test required to be performed by the
Contractor on an actual portion of the work or prototype prepared for this project before it
JOB No.: 045003.00
DATE: 08/19 01300-2

is shipped to the job site. The report must be signed by an authorized official of a testing
laboratory and must state the test was performed in accordance with the test
requirements; state the test results; and indicate whether the material product, or system
has passed or failed the test.
K. SD-11, Field Test Reports
A written report which includes the findings of a test made at the job site, in the vicinity of
the job site, or on a sample taken from the job site, on a portion of the work, during or
after installation. The report must be signed by an authorized official of a testing
laboratory or agency and must state the test was performed in accordance with the test
requirements; state the test results; and indicate whether the material, product, or system
has passed or failed the test.
SD-12, Certificates
Certificates signed by responsible officials of a manufacturer of a product, system, or
material attesting that the product, system, or materials meet specified requirements.
Submit certificates certifying the method of installation or quality of installation at the
completion of the work. The submittal must be dated after the award of this contract,
name the project, and list the specific requirements which it is intended to address.
P. SD-13, Records
Documentation to ensure compliance with an administrative requirement, or to establish
an administrative mechanism.
Q. SD-14, Warranty Forms
Prior to installation, submit warranty forms complete in every respect, except for
authorized signature(s) and date of commencement.
R. SD-15, Service and Maintenance Agreements
Prior to installation, submit service and maintenance agreements complete in every
respect, except for authorized signature and date of commencement.
1.4 SUBMITTAL REGISTER
Within 30 days after Notice to Proceed, submit a complete listing of all anticipated submittals.
Partial lists will not be considered. Include description of submittal, type of submittal, detailed
specification and drawing references, transmittal numbers, and approximate dates scheduled for
submission. Clearly label register with the names of the project and the Contractor, and any
other necessary information.
1.5 CONTRACTOR PREPARATION
1.5.1 Certification
Contractor submittals shall include the following certification:
"I hereby certify that the above submitted items have been reviewed in detail and are correct and
in strict conformance with the contract documents except as otherwise stated."
JOB No.: 045003.00
DATE: 08/19 01300-3

1.5.2 Contractor Review and Coordination
Review and coordinate submittals with other related or affected work before they are submitted
for approval. By approving the submittals, the Contractor thereby represents that he has
determined and verified applicable field measurements, field construction criteria, materials,
catalog numbers and similar data, and has checked and coordinated each shop drawing and
sample with the requirements of the work and for conformance with the Contract Documents.
Submittals submitted without such certification and coordination will be returned to the Contractor
disapproved and will be considered not a formal submission. Delays in construction because of
late submission or resubmission of required submittals requested by the Engineer shall be the
sole responsibility of the Contractor.
1.5.3 Deviations
If a submittal deviates from the drawings and project manual because of standard shop practice,
substitutions approved in accordance with the Contract Documents, or any other reason, make
mention of such deviation in the letter of transmittal in order that, if applicable, suitable action may
be taken for proper adjustment and approval of review may be based on the stated deviation.
Otherwise, the Contractor will not be relieved of the responsibility for executing the work in
accordance with the Contract Documents and Drawings even though such submittals may have
been approved.
1.5.4 Assemblies
Where an item is part of an assembly and must be fully coordinated with that assembly, submit
the entire assembly together after the Contractor has coordinated the work within the assembly
so that proper evaluation of the submittals may be made. Indication that the items have not been
coordinated shall show cause for disapproval of the entire group until such coordination has been
made. The Engineer's approval of a separate item shall not indicate approval of an assembly in
which the item functions.
1.5.5 Extent of Submittals
Submit only those submittals required by the Contract Documents. The Engineer reserves the
right to refrain from reviewing other submittals.
Do not include items from more than one specification section per submittal.
2. Contractor may require additional documentation from subcontractors or
suppliers for his own use and at no additional cost to the Owner. Such
documentation shall not be submitted for review without prior written consent
from the Engineer.
1.6 FORM OF SUBMITTAL
Submit letter of transmittal with each submission listing the contents of the submission and identi-
fying each item by reference to specification section or drawing. The Engineer will furnish the
standard letter of transmittal form. Clearly label shop drawings with the name of the project and
other necessary information. Bound product data and other similar material that cannot be so
labeled conveniently in suitable covers bearing the identifying data. Distribution of submittals by
the Engineer will be as specified in Paragraph "Engineer's Procedures." Additional copies, as
required, shall be marked by the Contractor for his use after submittals have been approved.
JOB No.: 045003.00
DATE: 08/19 01300-4

1.7 RESUBMISSION
Change or correct submittals as required by the Engineer and resubmit until approved. Indicate
any changes which have been made other than those requested by the Engineer.
1.8 ENGINEER'S PROCEDURES
1.8.1 Engineer Review
Submittals will be reviewed with reasonable promptness. Submittals will be stamped by the
Engineer with one of the following actions:
a. "Approved" indicates approval with no exception taken and the ordering or fabrication
of work shown may proceed. However, the Owner's Representative's approval of
any submittal shall not relieve the Contractor from the responsibility of complying with
all requirements of this contract, including the obligation to provide submittals that are
accurate and complete. The Owner assumes no responsibility for figured dimensions
on shop drawings.
b. "Approved as Noted" indicates approval subject to the noted corrections. Ordering or
fabrication of work shown may proceed on the basis of corrections indicated.
c. "Correct and Resubmit" indicates that additional information or changes (as noted)
are required prior to taking further action. Corrections shall be made to the submittal
and it shall be resubmitted. Ordering or fabrication of work shall not proceed.
d. "Disapproved/Rejected" indicates information provided reveals that submittal does
not conform to the contract requirements. Submittal conforming to the contract
requirements shall be submitted for approval.
e. "No Action Taken" indicates one of the following:
(1) Submittal incomplete -- Engineer cannot properly review.
(2) Insufficient copies submitted.
(3) Transmittal form incomplete.
(4) Contractor's certificate approving submittal not signed or
missing.
(5) Other causes or reasons as noted.
1.9 DISTRIBUTION OF SUBMITTALS
Approved shop drawings, product data, manufacturer's literature, certificates will be distributed by
the Engineer as follows:
a. Reproducible shop drawing and one copy of product data and manufacturer's
literature in electronic PDF format to the Contractor.
b. One electronic PDF copy of all submittals to the Owner's project representative.
JOB No.: 045003.00
DATE: 08/19 01300-5

c. One electronic PDF copy of all submittals to the Owner. Contractor shall provide two
(2) hard copies of all approved submittals at the end of the project.
d. One electronic PDF copy of all submittals will be retained by the Engineer.
1.10 CHANGES AFTER APPROVAL
Make no change in submittal marked "Approved" or "Approved as Noted" without obtaining the
prior written consent of the Engineer. If such written consent is obtained, revise the submittal to
show fully the altered parts of the work and resubmit according to the procedures specified
herein. State on resubmittal that the work shown supersedes and voids identified parts of the
same work previously shown. Give full identification on the drawings previously approved by the
Engineer and the date of such action.
1.11 PROCEEDING WITHOUT APPROVAL
No submittal may be used in the shop or on the work, except in accordance with the foregoing
paragraphs. Proceeding with any construction and ordering or fabricating materials before all
relevant drawings have been "Approved" or "Approved as Noted" shall be done at the
Contractor's sole risk.
END OF SECTION
JOB No.: 045003.00
DATE: 08/19 01300-6

SECTION 01400
QUALITY CONTROL
PART I. GENERAL
1.1 SECTION INCLUDES
1. Quality assurance - control of installation.
2. Tolerances.
3. References.
4. Testing laboratory services.
5. Manufacturers' field services and reports.
1.2 REFERENCED SECTIONS
1. Section 01300 - Submittals: Submission of manufacturers' instructions and certificates.
2. Section 01700 - Project Closeout.
1.3 QUALITY ASSURANCE - CONTROL OF INSTALLATION
1. Monitor quality control over suppliers, manufacturers, products, services, site conditions,
and workmanship, to produce work of specified quality.
2. Comply with manufacturers' instructions, including each step in sequence.
3. Should manufacturers' instructions conflict with contract documents, request clarification
from Engineer before proceeding.
4. Comply with specified standards as minimum quality for the work, except where more
stringent tolerances, codes, or specified requirements indicate higher standards or more
precise workmanship.
5. Perform work by persons qualified to produce workmanship of specified quality.
6. Secure products in place with positive anchorage devices designed and sized to
withstand stresses, vibration, physical distortion, or disfigurement.
1.4 TOLERANCES
1. Monitor tolerance control of installed products to produce acceptable Work. Do not
permit tolerances to accumulate.
2. Comply with manufacturers' tolerances. Should manufacturers' tolerances conflict with
contract documents, request clarification from Engineer before proceeding.
3. Adjust products to appropriate dimensions; position before securing products in place.
JOB No.: 045003.00
DATE: 08/19 01400-1

1.5 REFERENCES
1. For products or workmanship specified by association, trade, or other consensus
standards, comply with requirements of the standard, except when more rigid
requirements are specified or are required by applicable codes.
2. Conform to reference standard by date specified in the individual specification sections,
except where a specific date is established by code.
3. Obtain copies of standards where required by product specification sections.
4. The contractual relationship, duties, and responsibilities of the parties in contract nor
those of the Engineer shall not be altered from the contract documents by mention or
inference otherwise in any reference document.
1.6 TESTING LABORATORY SERVICES
1. Specified laboratory tests of materials and finished articles shall be made by bureaus,
laboratories or agencies approved by the Engineer and the certified reports of such tests
shall be submitted in triplicate to the Engineer.
2. Cost of laboratory and field testing will be paid by the Contractor. Failure of any material
to pass the specified test will be sufficient cause for refusal to consider, under this
contract, any further samples of the same brand or make of that material.
3. Samples of various materials delivered on the site or in place may be taken by the
Engineer for testing. However, the cost of retesting caused by deficient materials or
workmanship shall be paid for by the Contractor.
4. Samples failing to meet the contract requirements will automatically void previous
approvals of the items tested.
1.7 MANUFACTURERS' FIELD SERVICES AND REPORTS
1. When specified in individual specification sections, require material or product suppliers
or manufacturers to provide qualified staff personnel to observe site conditions;
conditions of surfaces and installation; quality of workmanship; start-up of equipment;
testing, adjustment and balancing of equipment as applicable, and to initiate instructions
when necessary.
2. Submit qualifications of observer to Engineer 30 days in advance of required
observations in accordance with Section 01300.
3. Report observations and site decisions or instructions given to applicators or installers
that are supplemental or contrary to manufacturers' written instructions.
4. Submit report in within 30 days of observation to Engineer for information in accordance
with Section 01300.
PART II. PRODUCTS (Not Used)
PART III. EXECUTION (Not Used)
END OF SECTION
JOB No.: 045003.00
DATE: 08/19 01400-2

SECTION 01500
TEMPORARY FACILITIES AND RIGHTS -OF -WAY
PART I. GENERAL
1.1 SECTION INCLUDES
a. Job Office
b. Temporary utilities
C. Temporary sanitary facilities
d. Project Rights -of -Way
e. Project sign
f. Protection of installed work
g. Protection of property, employees, and general public
h. Removal
1.2 USE CHARGES
a. No cost or usage charges for temporary services or facilities are chargeable to the Owner
or Architect -Engineer. Cost or use charges for temporary services or facilities or for
operation of permanent utilities prior to substantial completion will not be accepted as a
basis of claims for an increase in the contract sum.
1.3 JOB OFFICE
a. Provide job office for the resident superintendent and his assistants at an on -site location
approved by the Owner. Maintain during the entire construction period. Maintain
construction and record documents at the job office.
b. Heating, Ventilation, Lighting and Cleaning: Provide job office with heating and
ventilation to maintain comfort conditions. Illuminate office and provide worktable with a
minimum of 80 foot candles at the table top. Clean and maintain on a periodic basis.
C. Job office for the Owner's/Engineer's Representative: Not Used.
1.4 TEMPORARY ELECTRICITY, TELEPHONE, AND LIGHTING
a. Arrange for power and lighting and pay costs for service and power used.
b. Provide adequate lighting for areas accessible to the public day and night.
c. Arrange for and pay costs for telephone/fax/internet services.
1.5 TEMPORARY HEAT AND VENTILATION
a. Provide adequate forced ventilation of enclosed areas for curing of installed materials, to
JOB NO.: 045003.00
DATE: 08/19 01500-1

disperse humidity, and to prevent hazardous accumulations of dust, fumes, vapors, or
gases.
b. Use standard approved portable heaters complete with controls.
C. Pay costs of installation, maintenance, operation and removal, and for fuel consumed.
1.6 TEMPORARY SANITARY FACILITIES
a. Provide toilet facilities and maintain in accordance with the public health authority having
jurisdiction. Temporary sanitary facilities shall be removed upon completion of the work
and the premises left clean. Construction personnel shall not use permanent washroom
facilities or new work except by written permission of the Owner.
1.7 RIGHTS -OF -WAY
a. The Owner will obtain all land and rights -of -way necessary for all work under this contract. If
all land and rights -of -way are not obtained before construction begins, the Contractor shall
start work only upon such land and rights -of -way previously obtained by the Owner, and no
claim for damages will be allowed because of such delay. If the Owner is, for any reason,
unable to obtain the land and rights -of -way necessary for the work, the contract time will be
extended as required to cover the time lost by such delay.
b. The Contractor shall confine his construction operations to the immediate vicinity of the
locations shown on the drawings and in no case shall encroach beyond the limits of the
Owner's property or rights -of -way.
C. The Contractor shall locate the limits of the rights -of -way or property lines prior to the
beginning of construction. He shall be responsible for damage to trees, crops or other
property outside the limits or right-of-way and shall make satisfactory settlement for damage
directly with the property owner involved.
d. Where timber is located on the property or rights -of -way or property lines, the Contractor
shall preserve and protect from damage all trees that do not directly interfere with the
prosecution of work.
e. Except where specifically directed otherwise by the property owner, the entire construction
right-of-way shall be provided with a permanent grass cover within 30 days after backfilling
as specified.
1.8 SIGNS
a. Not Used.
1.9 PROTECTION OF INSTALLED WORK
a. Protect installed work and provide special protection where specified in individual
specification Sections.
b. Provide temporary and removable protection for installed products. Control activity in
immediate work area to minimize damage.
C. Provide protective coverings at walls, projections, jambs, sills, and soffits of openings.
d. Protect finished floors, stairs, and other surfaces from traffic, dirt, wear, damage, or
JOB NO.: 045003.00
DATE: 08/19 01500-2

movement of heavy objects, by protecting with durable sheet materials.
Prohibit traffic or storage upon waterproofed or roofed surfaces. If traffic or activity is
necessary, obtain recommendations for protection from waterproofing or roofing material
manufacturer.
Prohibit traffic from landscaped areas.
Provide temporary protection for structures such as weatherproofing and flotation.
1.10 PROTECTION OF PROPERTY, EMPLOYEES, AND GENERAL PUBLIC
Provide watchmen, fences, planking, bridges, bracing, sheeting, shoring, lights,
barricades, and warning signs as necessary to protect property, adjacent property,
employees, and general public, and comply with applicable federal, state, and local
regulations.
1.10.1 TREES, VEGETATION, AND PAVEMENT
Protect from damage existing lawns, trees, and shrubs to remain and existing fences,
roads, walks, and curbs not indicated to be removed. Repair or replace damage caused
by operations under this contract.
Protection of Trees and Vegetation: Protect from damage by fencing trees and vegetation
indicated to remain, except where armoring of trees is indicated. Place protection before
excavation or grading is begun and maintain until planting work is started, unless
otherwise directed. Do not store material nor conduct construction operations within 10
feet of any tree indicated to remain.
(1) Armoring: Wrap trees with burlap to a height 5 feet above ground. Vertically
wire 2- by 4-inch planks spaced no more than 2 inches apart around trunks, also
to a height 5 feet above ground.
(2) Fencing: Enclose trees and vegetation with standard 48-inch- high snow fence
mounted on standard steel posts. Set posts not more than 6 feet apart. Fence
trees with low -hanging branches liable to damage around the perimeter of the
spread of branches. Security of the site shall be maintained at all times.
(3) Repair of Damage: Have an approved tree surgeon immediately repair damage
to existing tree crowns or root systems. Inside exposed or damaged area,
immediately cut off cleanly roots exposed and damaged during grading. Paint
cut surfaces with tree -wound paint, and spread topsoil over exposed root area.
(4) Tree Sheaths: Protect trees to remain in areas of fill not over 24 inches deep with
a cylinder of galvanized metal that comes within 6 inches of the trunk on all
sides. Extend metal sheath from existing grade to finished grade. Keep space
between tree and metal completely open down to original grade. Before soil is
placed over the area extending from the outside of the sheath to outer drip line of
branches, set down a layer of broken stone or coarse gravel to within 6 inches of
finished grade. Spread a'/2-inch thick fiberglass blanket, with joints lapped not
less than 6 inches, over gravel to prevent topsoil from collecting on the gravel
and interfering with air circulation to roots. Fill remaining 6 inches to finished
grade with topsoil.
JOB NO.: 045003.00
DATE: 08/19 01500-3

1.10.2 EXISTING BUILDINGS
Protect existing buildings from damage by boarding, tarpaulins, or paper, as directed.
Keep as free from dust and noise as practicable the parts of the building not being
worked on that are occupied by the Owner.
1.10.3 EXISTING SURFACE OR SUBSURFACE STRUCTURES
Existing surface or subsurface improvements such as pavement, curb, sidewalk, pipes,
utilities, footings, structures, trees and shrubs not indicated on the drawings for removal
shall be protected from damage at all times during construction.
1.10.4 EXISTING FENCES
Fences at the site or along the right-of-way shall be maintained by the Contractor until
completion of the work. Upon completion, all fences shall be restored to their original
location and condition unless otherwise indicated.
1.10.5 TRAFFIC
The Contractor shall conduct the work in a manner that will minimize the inconvenience
to traffic. Reasonable notice shall be given to all residents affected by the work before
interfering with private driveways, businesses, etc. When necessary to close streets to
traffic control, suitable detours, signs and barriers and other control devices shall be
provided as required to minimize the inconvenience to the traffic. The Contractor shall
notify the Owner, law enforcement agencies, fire departments, and ambulance services
whenever a street is closed and again when reopened.
1.10.6 USE OF PREMISES
Contractor shall confine his equipment, the storage of materials and equipment and his
operations to areas permitted by law, ordinances, permits, the requirements of the
Contract documents and as directed by the Owner and Engineer.
1.11 REMOVAL
Completely remove temporary facilities when their use is no longer required. Repair and
clean areas damaged by temporary installations.
Remove foundations for construction fences, backfill and compact excavation, and either
pave or topsoil and sod as indicated.
Restore permanent facilities used for temporary services to their original condition.
All obstacles or obstructions along the right-of-way or on the job site shall be removed
and properly disposed or re -erected in as good condition as existing as directed by the
Engineer.
PART II. PRODUCTS
Not Used
PART III. EXECUTION
Not Used END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 01500-4

SECTION 01600
MATERIAL AND EQUIPMENT
PART I. GENERAL
1.1 SECTION INCLUDES
a. Products
b. Transportation and handling
C. Storage and protection
1.2 PRODUCTS
a. Do not use materials and equipment removed from existing premises except as specifically
permitted by the contract documents.
b. Provide interchangeable components of the same manufacture for components being
replaced.
1.3 TRANSPORTATION AND HANDLING
a. Transport and handle products in accordance with manufacturer's instructions.
b. Promptly inspect shipments to ensure that products comply with requirements, quantities
are correct, and products are undamaged.
C. Provide equipment and personnel to handle products by methods to prevent soiling,
disfigurement, or damage.
1.4 STORAGE AND PROTECTION
a. Store and protect products in accordance with manufacturers' instructions, with seals and
labels intact and legible.
b. Store sensitive products in weather tight, climate controlled enclosures.
C. For exterior storage of fabricated products, place on sloped supports, above ground.
d. Provide off -site storage and protection when site does not permit on -site storage or
protection.
e. Cover products subject to deterioration with impervious sheet covering. Provide ventilation
to avoid condensation or potential degradation of product.
f. Store loose granular materials on solid flat surfaces in a well -drained area. Prevent mixing
with foreign matter.
g. Provide equipment and personnel to store products by methods to prevent soiling,
disfigurement, or damage.
h. Arrange storage of products to permit access for inspection. Periodically inspect to verify
products are undamaged and are maintained in acceptable condition.
JOB NO.: 045003.00
DATE: 08/19 01600-1

Maintain storage area in a neat and clean condition at all times.
PART II. PRODUCTS
Not Used
PART III. EXECUTION
Not Used
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 01600-2

SECTION 01650
STARTING OF SYSTEMS
PART I. GENERAL
1.1 SECTION INCLUDES
a. Starting systems.
b. Demonstration and instructions.
1.2 REFERENCED SECTIONS
a. Section 01400 - Quality Control.
b. Section 01700 — Project Closeout
C. Section 01731 - Operation and Maintenance Data.
1.3 STARTING SYSTEMS
a. Coordinate schedule for start-up of various equipment and systems.
b. Notify Engineer fourteen (14) days prior to start-up of each item.
C. Verify that each piece of equipment or system has been checked for proper lubrication,
drive rotation, belt tension, control sequence, or other conditions which may cause damage.
d. Verify that tests, meter readings, and specified electrical characteristics agree with those
required by the equipment or system manufacturer.
e. Verify wiring and support components for equipment are complete and tested.
f. Execute start-up under supervision of responsible manufacturer's representative in
accordance with manufacturers' instructions.
g. When specified in individual specification Sections, require manufacturer to provide
authorized representative to be present at site to inspect, check and approve equipment or
system installation prior to start-up, and to supervise placing equipment or system in
operation.
h. Submit a written report in accordance with Section 01400 that equipment or system has
been properly installed and is functioning correctly.
i. Startup:
1. Startup of any portion of the entire facility is considered complete when, in the
opinion of the Engineer, the facility or designated portion has properly operated for 7
continuous days without significant interruption. The startup period is in addition to
specified functional and performance testing and training.
2. Successful startup of entire facility shall be accomplished prior to determination of
substantial completion as defined in the General Conditions.
JOB NO.: 045003.00
DATE: 08/19 01650-1

3. Significant interruption during startup shall include any of the following events:
i. Failure of a system (process, control, building service, etc.) that is not
permanently corrected within 4 hours after such failure occurs.
ii. Failure of a process equipment unit (mechanical, electrical, instrument, etc.) that
is not permanently corrected within 6 hours after such failure occurs.
iii. Failure of an analytical, HVAC, or Building Service, equipment unit that is not
permanently corrected with 8 hours after such failure occurs.
4. "Permanently corrected" shall consist of all of the following:
i. Work repaired and replaced to conform with specified requirements.
ii. Parts and components replaced as recommended by original manufacturer and
conforming with reviewed submittals.
iii. Piping and valves properly installed and connected.
iv. Wiring properly terminated and enclosed in raceways.
v. Accessories, including spare parts and lubricants, furnished as specified.
5. Occurrence of a significant interruption shall require startup then in progress to be
stopped and restarted after permanent corrections are made.
1.4 DEMONSTRATION AND INSTRUCTIONS
a. Demonstrate operation and maintenance of products to Owner's personnel two (2) weeks
prior to date of substantial completion.
b. Arrange for each installer of work requiring continuing maintenance by Owner or operation,
to meet with Owner's personnel, at project site, to provide basic instructions needed for
proper operation and maintenance of entire work and as specifically required in the
mechanical, electrical, and equipment sections.
C. Utilize operation and maintenance manuals specified in Section 01731 as basis for
instruction. Review contents of manual with Owner's personnel in detail to explain all
aspects of operation and maintenance.
d. Prepare and insert additional data in operations and maintenance manuals when need for
additional data becomes apparent during instruction.
Include instructions by manufacturer's representative where installers are not expert in the
required procedures.
Review maintenance manuals, record documentation, tools, spare parts and materials,
lubricants, fuels, identification system, control sequences, hazards, cleaning and similar
procedures and facilities.
For operational equipment, demonstrate start-up, shutdown, emergency operations, noise
and vibration adjustments, safety, economy/efficiency adjustments, and similar operations.
For equipment or systems requiring seasonal operation perform demonstration for other
season within six (6) months.
Review maintenance and operations in relation with applicable warranties, agreements to
maintain, bonds, and similar continuing commitments.
PART II. PRODUCTS
Not Used.
JOB NO.: 045003.00
DATE: 08/19 01650-2

PART III. EXECUTION
Not Used.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 01650-3

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 01650-4

SECTION 01700
PROJECT CLOSEOUT
PART I. GENERAL
1.1 DEFINITION
Closeout is hereby defined to include general requirements near the end of contract time, in
preparation for final acceptance, final payment, normal termination of contract, occupancy by
Owner, and similar actions evidencing completion of the work. Specific requirements for
individual units of work are specified in other sections. Time of closeout is directly related to
"Substantial Completion," and, therefore, may be either a single time period for entire work or a
series of time periods for individual parts of the work which have been certified as substantially
complete at different dates. That time variation (if any) shall be applicable to other provisions of
this section; regardless of whether resulting from "phased completion" originally specified by the
contract documents or subsequently agreed upon by Owner and Contractor.
1.2 REFERENCED SECTIONS
Section 01300 - Submittals.
1.3 SUBSTANTIAL COMPLETION
1.3.1 Request for Inspection
Prior to requesting Engineer's inspection for certification of substantial completion, as required by
General complete the following, as appropriate, and list known exceptions, if any, in request:
In progress payment request coincident with or following date claimed, show either 100-
percent completion for portion of work claimed as "substantially complete," or list incomplete
items, value of incompleteness, and reasons for being incomplete.
Submit statement showing accounting of changes to the Contract Sum.
C. Submit warranties, workmanship/maintenance bonds, service and maintenance
agreements, final certifications, and similar documents.
(1) Provide notarized copies
(2) Execute and assemble documents from subcontractors, suppliers, and
manufacturers.
(3) Provide Table of Contents and assemble in three D side ring binder with durable
plastic cover.
(4) For items of Work delayed beyond data of substantial completion, provide updated
submittal within 10 days after acceptance, listing date of acceptance as start of
warranty period.
Obtain and submit releases enabling Owner's full and unrestricted use of the work and
access to services and utilities, including (where required) occupancy permits, operating
certificates, and similar releases.
JOB No.: 045003.00
DATE: 08/19 01700-1

Submit record drawings, maintenance manuals, final project photographs, damage or
settlement survey, property survey, and similar final record information.
Submit certifications of compliance for each test and inspection required by all sections of
the project manual. The certifications shall be signed by the Contractor and by the parties
conducting the test. All electrical, plumbing, heating and other work as applicable shall be
inspected by the proper authorities as required by the technical sections of the
specifications and all applicable laws, codes and ordinances. Inspection certificates signed
by the proper authorities for such work shall be submitted together will all required bonds
and guarantees.
g. Deliver tools, spare parts, extra stocks of materials, and similar physical items to Owner.
h. Make final changeover of locks and transmit keys to Owner, and advise Owner's personnel
to change over the security provisions.
i. Complete start-up testing of systems, air balancing, adjustment and calibration of
temperature control system, and instruction of Owner's operating/maintenance personnel.
Remove temporary filters and install new filters in all air -handling units.
j. Discontinue (or change over) and remove from project site temporary facilities and services,
along with construction tools and facilities, mock-ups, and similar elements.
k. Remove temporary lamps and install new lamps in all fixtures.
Touch up and otherwise repair and restore marred exposed finishes.
m. Complete final clean up requirements.
1.3.2 Notice of Substantial Completion
After completion of the above -specified items, submit written notice to the Owner and the
Engineer that the work, or designated portion thereof, is substantially complete and request an
inspection of same. Include a comprehensive list of items to be completed or corrected. Proceed
promptly to complete and correct items on the list. Given a minimum of ten (10) days notice to
allow the Engineer sufficient time to schedule and coordinate the inspection.
1.3.3 Inspection
Upon receipt of the Contractor's request, the Engineer will make an inspection to determine
whether the work is substantially complete in accordance with the General Conditions.
1.4 FINAL ACCEPTANCE
1.4.1 Prerequisites for Final Inspection
Prior to requesting Engineer's final inspection for certification of final acceptance and final
payment, complete the following, as appropriate, and list known exceptions, if any, in request:
Submit final payment request with final releases and supporting documentation not
previously submitted and accepted. Include certificates of insurance for products and
completed operations where required.
Submit certified copy of Engineer's final punch -list of itemized work to be completed or
corrected, stating that each item has been completed or otherwise resolved for acceptance,
endorsed, and dated by the Engineer.
JOB No.: 045003.00
DATE: 08/19 01700-2

C. Reclean areas soiled during correction of deficiencies.
d. Submit final meter readings for utilities, measured record of stored fuel, and similar data as
of time of substantial completion or when Owner took possession of and responsibility for
corresponding elements of the work.
e. Submit consent of surety.
f. Revise and submit evidence of final (continuing) insurance coverage, complying with
insurance requirements.
g. Certify equipment and systems have been tested, balanced, and are operational.
1.4.2 Requesting Final Inspection
Upon completion of the above prerequisites, submit written notice to the Engineer that the work is
complete and ready for final inspection. Give a minimum of ten (10) days notice to allow the
Engineer sufficient time to schedule and coordinate the inspection.
1.4.3 Final Inspection Procedures
The Engineer will conduct the inspection with the Owner and the Contractor in accordance
with General Conditions.
Should the Engineer feel that the work is complete, the Engineer will prepare a certificate of
final acceptance.
C. Should the Engineer consider the work, in any part, to be incomplete or defective, he will
notify the Contractor in writing the particulars in which the inspection reveals that the work is
incomplete or defective. The contractor shall immediately take all measures necessary to
complete the work or remedy such deficiencies. Contractor is liable for subsequent
inspections in accordance with the General Conditions.
1.4.4 At Engineer's Concurrence
When the Engineer concurs that the work is complete, the Engineer will prepare a Certificate of
Final Completion and submit the Certificate of Final Completion to the Owner.
1.5 FINAL CLEANING
Special cleaning for specific units of work is specified in sections of Divisions 2 through 26.
General cleaning during progress of work is specified in the General Conditions. Provide final
cleaning of the work consisting of cleaning each surface or unit of work to normal "clean"
condition expected for a first-class building cleaning and maintenance program. Comply with
manufacturers' instructions for cleaning operations. The following are examples, but not
limitations, of cleaning levels required:
Remove labels that are not required as permanent labels.
Clean both sides of transparent materials, including mirrors and window/door glass, to a
polished condition, removing substances, which are noticeable as vision -obscuring
materials. Replace broken glass.
C. Clean exposed exterior and interior hard -surfaced finishes, including metals, masonry,
stone, concrete, painted surfaces, plastics, tile, wood, special coatings, and similar surfaces,
JOB No.: 045003.00
DATE: 08/19 01700-3

to a dirt -free condition, free of dust, stains, films, and similar noticeable distracting
substances. Except as otherwise specified, avoid disturbance of natural weathering of
exterior surfaces. Restore reflective surfaces to original reflective condition.
d. Wipe surfaces of mechanical and electrical equipment clean, including elevator equipment
and similar equipment in addition to that specified in Divisions 23 and 26; remove excess
lubrication and other substances.
e. Remove debris and surface dust from limited -access spaces including roofs, plenums,
shafts, trenches, equipment vaults, manholes, attics, and similar spaces.
f. Clean concrete floors in non -occupied spaces broom clean.
g. Vacuum clean carpeted surfaces and similar soft surfaces.
h. Clean plumbing fixtures to a sanitary condition, free of stains including those resulting from
water exposure.
i. Clean light fixtures and lamps to function with full efficiency.
j. Clean project site (yard and grounds), including landscape and development areas, of litter
and foreign substances. Sweep paved areas to a broom -clean condition; remove stains,
petrochemical spills, and other foreign deposits. Rake grounds which are neither planted
nor paved, to a smooth, even -textured surface.
PART II. PRODUCTS
Not Used
PART III. EXECUTION
Not Used
END OF SECTION
JOB No.: 045003.00
DATE: 08/19 01700-4

SECTION 01731
OPERATION AND MAINTENANCE DATA FOR PUBLIC WORKS PROJECTS
PART I. GENERAL
1.1 GENERAL
Submit catalog data containing the manufacturer's operation and maintenance data for all electrical,
mechanical, and electronic equipment provided in the project. This includes, but is not limited to,
equipment and systems specified in Divisions 2, 10, 11, 13, 14, 15, and 16. Data shall be submitted
data prior to delivery of the equipment to the project site. Submit one (1) high resolution color
electronic PDF copy for approval. Prior to substantial completion, Contractor shall submit 5
separately compiled, indexed and tabbed 2 D side ring binders with spine and cover view of sufficient
size containing the approved O&M manuals with all corrections from submittal review. Do not initiate
closeout procedures specified in Section "Project Closeout" prior to data approval. Delay in
certification of substantial completion because of late submission or resubmission of manuals as
requested by Engineer is the Contractor's responsibility.
1.2 DATA REQUIRED
1.2.1 Description
Provide manufacturer's catalog description supplemented as necessary to include the following:
Descriptive literature for each equipment item and a description of major components. Neatly
cross out all inapplicable information in catalog data and other preprinted literature.
System layout showing circuits, devices, and controls.
C. Operating characteristics, performance data, ratings, and curves for each piece of equipment,
including pumps, chillers, boilers, fans, air -handling units, and emergency generators.
Control diagrams, part descriptions and numbers, and sequences of operation.
Wiring and control diagrams to explain detailed operation and control of each component.
Final testing reports.
1.2.2 Operating Instructions
Submit instructions provided by the equipment manufacturer.
Normal start-up and operating procedures covering basic overall functions of each component
in relation to external inputs, outputs, controls, indicators, and alarms. List of operating
conditions and set points.
Procedures for normal shutdown.
C. Give caution notes where the start-up and/or shutdown of equipment operation must be
performed in a particular sequence. Include clearly defined steps of procedure describing the
actions to be taken.
JOB NO.: 045003.00
DATE: 08/19 01731-1

1.2.3 Maintenance and Service Instructions
Submit instructions provided by the equipment manufacturer.
a. Manufacturer's installation instructions, maintenance and service manuals, including trouble-
shooting guides.
b. Routine preventive maintenance schedules. Lubrication schedule, including lubricant type,
grade, temperature range, and frequency.
C. Parts list, including sources of supply.
d. Manufacturer's recommended spare parts list.
e. Special tools required.
f. Name, address, and telephone number for the service organization for each piece of
equipment; service organization to be reasonably convenient to the project site.
1.3 EQUIPMENT DATA SHEETS
For the purpose of simplifying and standardizing the format of the equipment data, a sample form is
attached. Fill in on these forms all applicable data for each major piece of equipment. Submit the
completed equipment catalog prior to project closeout.
1.4 MANUAL FORMAT
Engineer and Owner shall be the sole judge of the acceptability and completeness of the manuals
and may reject any submittal for insufficient information included, incorrect references, and/or manner
in which the manual is assembled.
The layout of the manuals shall be as follows:
Summary Page: The first page of every manual shall include:
i. Equipment name and specification number
ii. Equipment tag numbers (as applicable)
iii. Equipment description including equipment rating, horsepower, voltage, etc.
iv. Owner's project name and project number
V. Owner's name
vi. Engineer's name and project number
vii. Contractor's name and project number
viii. Manufacturer, parts and service, and local representative names and contact
information
ix. Model numbers, serial numbers, order numbers, and any other identifying
information
Table of Contents: Include entry for every section and divider tabs should match the Table
of Contents.
C. General Information: Provide information on equipment delivery, inspection, handling, and
storage. The total weight and dissembled parts shall be included. Include the design
criteria.
JOB NO.: 045003.00
DATE: 08/19 01731-2

d. Operation: Include operating instructions, functional description of the process, mechanical
and electrical control, and limiting conditions. Include start-up procedures, routine operation,
control instructions, shutdown procedures, and emergency conditions.
e. Assembly: Include assembly, layout, installation, alignment, adjustment, and checking
instructions. Provide parts lists and mechanical, electrical, and instrumentation drawings.
Include a drawing list with each drawing number and description.
f. Maintenance: Include parts list with predicted life of parts subject to wear, lubrication
instructions, and maintenance instructions. Provide lubrication schedule for each
component. Provide detailed maintenance instructions on each piece of equipment and
include serial numbers, model numbers, gear ratios, etc.
g. Troubleshooting: Contains guide for troubleshooting.
h. Spare Parts: Contains list of recommended spare parts to keep on -hand and list of all spare
parts.
i. Accessories: Include information on any accessories or specialty tools required for operation
and maintenance of the equipment.
j. Test Data: Include copies of all test reports and performance curves.
1.5 ELECTRONIC FILE REQUIREMENTS
a. File names shall use an "eight dot three" convention (XXXXX_YY.pdf) where XXXXX is the
specification section and YY is the identification number.
b. Documents shall be created from the software in which they were produced or scanned at a
resolution of 300 dpi minimum. Scanned documents shall be scanned with the "original
image with hidden text'. All text of manual must be text selectable with the exception of
pages which are drawings or diagrams in their entirety.
C. Pages must be properly rotated and oriented for ease of reading.
d. The PDF shall have bookmarks created for each section of the manual outlined in the Table
of Contents.
e. The opening view shall be as follows:
i. Initial View: Bookmarks and Page
ii. Page Number: Title Page (page 1)
iii. Magnification: Fit Window
iv. Page: Continuous
PART II.
Not Used
PART III.
Not Used
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 01731-3

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 01731-4

Equipment Name
A&E Spec. Para.
Quantity
Equipment Location
Supplier
Name
Address
Phone
Person to Contact
Manufacturer
Name
Address
Model Number _
Serial Number(s)
Make or Type
Capacity
Motor
Make
Phase
Frame
Reducer Data
Other Pertinent Info.
Special Tools
Spare Parts
EQUIPMENT DATA SHEETS
HP RPM
Volt Hertz
Serial No.(s)
Sheet a
JOB NO.: 045003.00 ATTACHMENT TO 01731
DATE: 08/19 Page 1 of 2

UIPMENT DATA SHEETS
Equipment Name
Manufacturer's Lubrication Instr.
Type of Lubricant
Remarks
Sheet
No. PREVENTATIVE MAINTENANCE Lubricant
JOB NO.: 045003.00 ATTACHMENT TO 01731
DATE: 08/19 Page 2 of 2

SECTION 02060
DEMOLITION
PART I. GENERAL
1.1 SECTION INCLUDES:
A. Demolition of designated structures and removal of materials from site.
B. Demolition of buildings.
C. Demolition and removal of foundations and slabs -on -grade.
D. Site demolition work including utilities, sidewalks, pavements, curb, fences, poles, signs, and
other structures.
E. Demolition of portions of existing building and utilities for renovation work.
1.2 REFERENCED SECTIONS
A. Section 02205 - Soil Materials
1.3 REFERENCES
A. Publications listed below form part of section to extent referenced. Publications are referred to
in text by basic designation only.
B. AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)
C. ANSI A10.6 Safety Requirements for Demolition
1.4 SUBMITTALS
A. Submit under provisions of Section 01300.
1. SD-01, Data
a. Procedure for salvage, relocation, and demolition of work.
b. Detailed description of methods and equipment to be used for each operation.
C. Sequence of operations.
2. SD-09, Reports
a. Records
1.5 QUALIFICATIONS
A. Demolition firm specializing in performing Work of this Section with minimum 5 years of
experience.
JOB NO.: 045003.00
DATE: 08/19 02060-1

1.6 REGULATORY REQUIREMENTS
A. Conform to applicable code for demolition of structures, safety of adjacent structures, and dust
control.
B. Obtain required permits from authorities.
C. Notify affected utility companies before starting work and comply with their requirements.
D. Do not close or obstruct roadways without permits.
E. Obtain approval from NC Department of Transportation for work performed in public right-of-
way and for detouring of traffic. Provide safety measures and devices as required.
1.7 PROTECTION OF OWNER'S EMPLOYEES:
A. Construct barricades to secure demolition area against Owner's employees.
1.8 PROTECTION OF EXISTING WORK:
A. Protect from damage existing work to remain. Repair damaged work to match existing work.
B. Cover items to remain for protection from dust.
C. Cover floors to remain for protection from damage.
D. At end of each workday and during inclement weather, close exterior openings with
weatherproof enclosures, including partitions with doors, as required.
E. Coordinate disconnection of piping and utilities with Owner. Do not commence work, unless
disconnections are approved in writing by Owner.
1.9 USE OF EXPLOSIVES
A. Use of explosives will not be permitted.
PART 2 PRODUCTS
Not Used.
PART 3 EXECUTION
3.1 EXISTING FACILITIES TO BE REMOVED
A. Execute demolition work in an orderly, careful manner, with due consideration of Owner's
interest, neighbors, and public.
B. Provide watchmen, barricades, fences, lights, and other protection to protect adjacent property
and general public.
JOB NO.: 045003.00
DATE: 08/19 02060-2

C. Demolish buildings piecemeal, unless otherwise approved.
D. Make every effort to control spread of dust.
E. Comply with local noise, dust, and erosion control regulations.
F. Structures, Walls, and Partitions
1. Remove structures that are indicated for removal.
2. Remove interior walls and partitions to 1 foot below grade or concrete slab on ground.
3. Utilities
a. General
1) Coordinate disconnections of existing utility services with the Owner and
abide by regulations of utility company or authority concerned.
2) Protect utilities to remain in service and equipment to remain operational
from damage during demolition work.
b. Dead Ends
1) Make dead ends of disconnected gravity pipelines to remain in service
watertight by plugging with concrete or standard pipe plugs.
2) Cap or plug dead ends of disconnected pressure pipelines to remain in
service with standard pressure pipe fittings and anchor with concrete thrust
blocks.
G. Equipment
1. Remove equipment that is identified to be demolished on the Drawings from the site.
H. Removal of Utilities and Related Equipment
1. Remove pipelines, valves, conduits, and underground utility structures where indicated
and as required for construction.
2. Terminate in a manner and at a time satisfactory to Owner.
3. Plug ends of pipelines, storm drains, and sanitary sewers not removed with concrete or
standard pipe fittings.
4. Cut out manholes, inlets, and other underground utility structures not removed and fill as
hereinbefore specified for foundation walls.
5. Remove meters and related equipment and deliver to location in accordance with
instructions of Owner or his representative.
6. When utility lines are encountered that are not indicated on drawings, dispose of them in
accordance with the Owner's Representative's instructions.
7. Dismantle utility and light poles where indicated and dispose of as specified hereinafter.
I. Active Utilities Traversing Project Site
1. Preserve active utilities traversing project site including, but not limited to, mains,
manholes, catch basins, valve boxes, poles, guys, and other appurtenances, in operating
condition.
2. Repair damage to active utilities caused by work under this contract, to satisfaction of
utility company or authority.
J. Paving and Slabs
JOB NO.: 045003.00
DATE: 08/19 02060-3

Remove concrete and asphaltic concrete paving, concrete slabs, including aggregate
base, sidewalk, and curb, and gutter, as indicated, completely to depth of 1 foot minimum
below new finished grade.
K. Masonry
1. In order to facilitate installation of new work, remove masonry without damaging surfaces
to remain.
2. Where new masonry adjoins existing, abut or tie new work into existing construction as
specified for new work.
Concrete
1. Where concrete work is to be removed, saw concrete along straight lines perpendicular
to surface to depth of not less than 2 inches.
2. Make each cut in walls perpendicular to face and in alignment with cut in opposite face.
3. Break out remainder of concrete, provided that broken area is concealed in finished work
and that remaining concrete is sound.
4. Where broken face cannot be concealed, grind smooth or penetrate saw -cut entirely
through concrete.
5. Bend, cut, and/or reposition exposed reinforcement as indicated or as directed by the
Owner's Representative.
M. Fences
Dismantle fences where indicated and dispose of as indicated.
3.2 FILLING
A. Fill holes, open basements, and other hazardous openings in accordance with Section 02223.
3.3 DUST CONTROL
A. Control dust from demolition to prevent it from spreading to occupied portions of building and to
avoid creating a nuisance in surrounding area.
B. Use of water will not be permitted when it will result in or create hazardous or objectionable
conditions, such as flooding and pollution.
3.4 DISPOSITION OF MATERIALS
A. General
1. Completely remove material resulting from demolition operations, except as otherwise
specified, and dispose of in accordance with applicable laws and regulations as part of
the Work.
2. Burning will not be permitted.
3. Control rubbish, debris, and dust by approved methods, as required by local noise, dust,
and erosion control regulations.
B. Title to Materials
Title to materials and equipment to be demolished, except items to be relocated or used
for patching and except for salvaged items, is vested in Contractor. Owner will provide
Contractor with a list of all items to be retained by the Owner 7 days prior to Contractor
JOB NO.: 045003.00
DATE: 08/19 02060-4

starting demolition activities.
2. The Owner will not be responsible for condition, loss, or damage to such property after
Contractor receives notice to proceed.
3. Do not sell Contractor -salvaged material on site.
4. Remove Contractor -salvaged material from site before completion of the Work.
C. Salvaged Items and Items to be Relocated
Remove salvaged items in manner to prevent damage. Pack or crate items in manner to
provide protection from damage in storage and properly identify.
2. Repair items damaged during removal or storage or replace with new to match existing
as directed by Owner.
3.5 CLEANUP
A. Remove debris and rubbish from site as soon as practicable. Their accumulation in building or
on site will not be permitted. Remove debris and rubbish and transport in a manner to prevent
spillage on streets or adjacent areas.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 02060-5

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 02060-6

SECTION 02110
SITE CLEARING
PART I. GENERAL
1.1 SECTION INCLUDES
A. Clearing and grubbing.
1.2 REFERENCED SECTIONS
A. Section 02122 — Tree Protection and Trimming
B. Section 02203 — Erosion Control
C. Section 02222 — Excavation
D. Section 02223 — Filling, Backfilling, and Finish Grading
E. Section 02225 - Trenching.
1.3 SUBMITTALS
A. SD-13, Certificates
1. Burning permit.
1.4 REGULATORY REQUIREMENTS
A. If burning is permitted obtain necessary permits from local governments having jurisdiction over
project site. Submit copy of permit to the Owner's Representative.
PART II. PRODUCTS
NOT USED
PART III. EXECUTION
3.1 CLEARING
A. Clear area within limits of work with the minimum width reasonably required for access to work
and for construction of the project. The width of clearing shall be held to a minimum and shall be
no more than as follows without written consent of the Engineer.
Cut ft. Width ft.
0-12 25
12-18 40
Over 18 50
B. Fell and dispose of trees and other vegetation in area.
C. Protect individual trees, groups of trees, and other vegetation adjacent to cleared area, which are
not removed, from damage incident to construction operations.
JOB NO.: 045003.00
DATE: 08/19 02110-1

D. Use clearing operations that prevent damage to trees left standing and that provide for safety of
employees and others.
E. Remove entirely trees and other vegetation to be removed, including roots and stumps.
3.2 PROTECTION OF PROPERTY, EMPLOYEES, AND GENERAL PUBLIC
A. Provide watchmen, fences, planking, bridges, bracing, sheeting, shoring, lights, barricades, and
warning signs as necessary to protect property, adjacent property, employees, and general
public, and comply with applicable federal, state, and local regulations.
3.3 EXISTING UTILITIES
A. Existing utilities are in accordance with available records. Drawings may not represent utilities
that may be encountered or exact locations of utilities shown.
B. Before work is started, contact corporations, companies, individuals, and local authorities
owning, maintaining, or regulating conduits, wires, and pipes running to or on property to make
suitable arrangements for handling and disposal of such lines. Notify Utility Company to mark
locations of underground utility lines. Perform investigations including scanning the area
electronically to field -locate underground utilities.
3.4 GRUBBING
A. Remove tree stumps and roots larger than 2 inches in diameter and matted roots.
B. In building and paved areas, excavate stumps, roots, logs and other timber, matted roots,
organic material, and debris and remove to a depth not less than 18 inches below any subgrade.
C. Fill depressions made by grubbing with suitable material and compact to make surface conform
to original surface of adjacent ground.
3.5 BLASTING
A. Use of explosives will not be permitted unless approved by Engineer.
3.6 DISPOSAL OF MATERIAL
A. Completely remove and dispose of material resulting from clearing as part of the Work. Remove
material and dispose of offsite in accordance with applicable laws and regulations including local
noise, dust, and erosion control regulations.
B. Perform burning in accordance with federal, state, and local laws and regulations, and control in
manner to prevent damage to nearby property. Attend fires until they have burned out or have
been extinguished. Refuse from burning operations and material that cannot be burned and is
not indicated to be salvaged is property of Contractor. Remove refuse from site in accordance
with applicable laws and regulations including local noise, dust, and erosion control regulations.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 02110-2

SECTION 02203
EROSION CONTROL
PART I. GENERAL
1.1 SECTION INCLUDES
Erosion and sediment control measures provided during the entire construction period as specified
herein.
1.2 REFERENCE
Publication listed below forms part of section to extent referenced. Publication is referenced in text by
basic designation only. Refer to Drawings for Seeding and Grassing.
NCDEQ Stormwater Design Manual
1.3 SUBMITTALS
Submit under provisions of Section 01300.
A. SD-13, Certificates
1.4 ENVIRONMENTAL REQUIREMENTS
A. If required, erosion and sediment control plan and Land Disturbance Permit will be prepared,
submitted, and paid for by Owner.
PART II. PRODUCTS
Conform to requirements of Referenced Handbook.
PART III. EXECUTION
3.1 GENERAL
Contractor shall comply with all local, state, and federal laws, ordinances, rules and regulations
pertaining to erosion and sediment control, including those promulgated by the State of North
Carolina in accordance with the NCDEQ Stormwater Design Manual. Contractor shall indemnify and
hold harmless the Owner and Engineer from and against all claims, damages, losses, and expenses
resulting from such work.
3.2 EROSION AND SEDIMENT CONTROL MEASURES
Contractor shall take all measures to control erosion and sedimentation along pipeline rights -of -way,
at the construction site, including borrow and waste areas and temporary access roads, and at
off -site areas especially vulnerable to damage from erosion and sedimentation. Work shall be
scheduled so that areas subject to erosion are exposed for the shortest possible time. Temporary
protection shall be required for exposed or disturbed areas until permanent vegetation is established
and shall consist of temporary grass cover (see Section 02936), mulch, netting or plastic sheets;
except that temporary grass cover shall be provided where specifically noted on the plans. All
JOB NO.: 045003.00
DATE: 08/19 02203-1

temporary erosion and sediment control measures shall be removed within 30 days after final site
stabilization is achieved or after the temporary measures are no longer required, unless otherwise
directed. Trapped sediment remaining in place after removal of temporary measures shall be
permanently stabilized to prevent further erosion and sedimentation.
Erosion and sediment control measures shown on the drawings are intended to represent the
minimum measures required. Based upon site conditions and construction procedures and methods
utilized by the Contractor, additional measures may be required. These shall be provided by the
Contractor at no additional expense to the Owner.
3.2.1 Temporary protection for storm drainage pipes shall be provided as required for construction. This
measure shall generally consist of a temporary sediment trap to catch silt and sediments to prevent
off -site sedimentation from occurring. After these measures are installed, they shall be seeded and
mulched and maintained until ditches are stabilized. Upon stabilization of upstream channels, the
temporary traps are to be removed and the area regraded to the final contours or cross-section. The
area shall be reseeded, mulched and maintained until permanent vegetative covering is established.
3.3 EMERGENCY CONDITIONS
If unusually intense storms cause planned control measures to fail, prompt restoration and cleanup of
sediment deposits shall be made, including damage to adjacent property. If construction is delayed
or shut down, temporary cover of exposed and disturbed areas shall be provided.
3.4 MAINTENANCE
3.4.1 All erosion and sediment control practices will be checked for stability and operation following every
run-off producing rainfall, but in no case less than once every week. Any needed repairs will be
made immediately to maintain all practices as designed.
3.4.2 Stabilization measures shall be initiated as soon as practicable in portions of the site where
construction activities have temporarily or permanently ceased, but in no case more than 14 days
after the construction activity in that portion of the site has temporarily or permanently ceased, unless
activity in that portion of the site will resume within 14 days.
3.4.3 Silt/sediment fences, tubes, and protectors will be repaired as necessary to maintain a barrier.
Sediment will be removed from behind the fence or protector when it becomes about 0.5 feet deep
and/or 1/3 the height of the exposed sediment tube. Removed sediment shall be disposed in a
suitable area and stabilized to prevent erosion and sedimentation.
3.4.4 All seed areas will be fertilized, reseeded as necessary, and mulched to maintain a vigorous,
dense vegetative cover.
3.4.5 Additional control devices may be required during construction in order to control erosion and/or off -
site sedimentation. All temporary control devices shall be removed once construction is completed
and the site is stabilized.
3.4.6 If water is encountered while trenching, the water should be filtered to remove any sediments before
being pumped back to the creek.
3.4.7 Where practicable, trenches should be filled, covered, and temporary seeding applied at the end of
each day.
3.4.8 Contractor must take necessary action to minimize the tracking of mud onto the paved roadway from
construction areas. The contractor shall daily remove mud/soil from pavement, as maybe required.
JOB NO.: 045003.00
DATE: 08/19 02203-2

3.4.9 All waters of the state (WoS), including wetlands, are to be flagged or otherwise clearly marked in the
field. A double row of silt fence is to be installed in all areas where a 50-foot buffer can not be
maintained between the disturbed areas in all WoS. A 10-foot buffer should be maintained between
the last row of silt fence and all WoS.
3.4.10 Litter, construction debris, oils, fuels, and building products with significant potential for impact (such
as stockpiles of freshly treated lumber) and construction chemicals that could be exposed to storm
water must be prevented from becoming a pollutant source in storm water discharges.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 02203-3

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 02203-4

SECTION 02205
SOIL MATERIALS
PART I. GENERAL
1.1 SECTION INCLUDES
A. Soil Materials
1. Soil classifications.
2. Topsoil.
3. Rock definition.
4. Suitable material.
5. Initial backfill material.
6. Unsuitable material.
7. Stockpiling and stockpile cleanup.
1.2 REFERENCED SECTIONS
A. Section 01400 — Quality Control
B. Section 02205 — Aggregate Materials
C. Section 02222 — Excavation
D. Section 02223 — Filling, Backfilling, and Finish Grading
E. Section 02225 — Trenching
F. Section 02936 — Seeding
1.3 REFERENCES
A. Publications listed below form part of section to extent referenced. Publications are referenced
in text by basic designation only.
1. AMERICAN SOCIETY FOR TESTING MATERIALS (ASTM)
a. ASTM D 1557 Laboratory Compaction Characteristics of Soil Using
Modified Effort
b. ASTM D 2487 Classification of Soils for Engineering Purposes
JOB NO.: 045003.00
DATE: 08/19 02205-1

1.4 SUBMITTALS
Submit under provisions of Section 01300.
A. SD-10, Test Reports
Soil materials.
2. Materials Source: Submit name of imported materials suppliers. Provide materials from
same source throughout the Work. Change of source requires Owner's Representative
approval.
1.5 DEFINITIONS
A. Topsoil: Defined as loose loam capable of supporting good growth of grass and free from roots,
stones and other undesirable material.
B. Rock: Defined as a naturally occurring hard inorganic material that is in -situ. Rock may be
either of sedimentary, igneous, or metamorphic origin, and is solid, bedded, jointed, or fractured,
and cannot be removed without ram hammering or systematic drilling and blasting, and boulder
masonry, or concrete, except pavement, exceeding 1 cubic yard in volume.
C. Suitable Material: Defined as earth free of debris, roots, frozen material, organic matter, slag,
cinders, stone, or rock larger in dimension than 2 inches in diameter, or other harmful matter;
and capable of compaction specified.
PART II. PRODUCTS
2.1 ON -SITE SOIL CLASSIFICATIONS
A. Soils and compaction characteristics have been established for selected samples of material at
site. Results of tests are included in the geotechnical report(s). Do not take as guarantee that
other materials will not be encountered or that proportions of materials will not vary from
proportions indicated.
2.2 OFF -SITE SOIL CLASSIFICATIONS
A. Classify soils by test procedures outlined in ASTM D 2487 and by compaction characteristics
established in accordance with ASTM D 1557 for off -site fill material to verify its suitability.
2.3 SUITABLE MATERIAL FOR BUILDINGS, STRUCTURES, TRENCHES, AND SUBGRADES
A. Use suitable material for fill and backfill beneath buildings and structures, for backfill adjacent to
buildings and structures, for trench backfill and for subgrade preparation that is GW, GP, GM,
GC, SW, SP, SM, or SC, CL, or ML as classified by Unified Soil Classification System in
accordance with ASTM D 2487. Verify that largest particles in fill and backfill are no greater in
dimension than 1/2 thickness of minimum compacted lift thickness required for its intended use.
Determine suitability of materials from on -site excavations by soil classification by test
procedures outlined in ASTM D 2487, and by compaction characteristics in accordance with
ASTM D 1557. Have results of tests approved by Owner's Representative prior to use of
material.
2.4 INITIAL BACKFILL MATERIAL
A. Use suitable material free from rocks 2 inches or larger in dimension or free from rocks of such
size as recommended by pipe manufacturer, whichever is smaller.
JOB NO.: 045003.00
DATE: 08/19 02205-2

2.5 SUITABLE MATERIAL FOR GENERAL AND OVERLOT FILL
A. Use suitable material consisting of unclassified material from excavations. Provide additional
material necessary to establish indicated grades, as part of lump -sum contract price for work.
Provide additional materials necessary to establish indicated grades, paid for in accordance with
contract unit price. Do not use material defined hereinbefore as rock or containing rock
fragments of such size that it cannot be placed in layers of thickness prescribed without
crushing, pulverizing, or breaking down pieces.
2.6 IMPERVIOUS FILL
A. Material that is SC, ML, CL, MH, or CH, as classified by Unified Soil Classification in accordance
with ASTM D 2487.
2.7 UNSUITABLE MATERIALS
A. Materials that fail to meet requirements specified hereinbefore for suitable materials and
materials which, in opinion of Owner's Representative, contain detrimental quantities of organic
material such as leaves, grass, roots, brush, and rubbish. Wet subgrade material meeting other
requirements for suitable material is classified as suitable.
PART III. EXECUTION
3.1 STOCKPILING
A. Stockpile materials on site at locations designated by Owner's Representative.
B. Stockpile in sufficient quantities to meet project schedule and requirements.
C. Separate differing materials with dividers or stockpile apart to prevent mixing.
D. Direct surface water away from stockpile site to prevent erosion or deterioration of materials.
E. Surround base of stockpiled materials with temporary sediment barrier. Do not allow slopes of
stockpiled material to exceed material's natural angle of repose and in no event to be steeper
than 2 horizontal to 1 vertical.
3.2 STOCKPILE CLEANUP
A. Remove stockpile, leave area in clean and neat condition. Grade site surface to prevent free-
standing surface water.
3.3 TESTS
A. Submit certified reports of tests to Owner's Representative. Refer to Section 01400 for payment
in connection with costs for sampling and testing.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 02205-3

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 02205-4

SECTION 02207
AGGREGATE MATERIALS
PART I. GENERAL
1.1 SECTION INCLUDES
A. Aggregate Materials
1. Pipe bedding material.
2. Aggregate subbase material for paving.
3. Aggregate base material for paving.
4. Select fill material.
5. Flowable fill material.
6. Porous fill material.
7. Source quality control.
8. Stockpiling and stockpile cleanup.
1.2 REFERENCED SECTIONS
A. Section 01400 — Quality Control
B. Section 02205 — Aggregate Materials
C. Section 02222 — Excavation
D. Section 02223 — Filling, Backfilling, and Finish Grading
E. Section 02225 — Trenching
F. Section 02936 — Seeding
1.3 REFERENCES
A. Publications listed below form part of section to extent referenced. Publications are referenced
in text by basic designation only.
1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
a. ASTM C 33 Concrete Aggregates
b. ASTM C 127 Test Method for Specific Gravity and Absorption of
Coarse Aggregate
C. ASTM C 128 Test Method for Specific Gravity and Absorption of
Fine Aggregate
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d. ASTM C 131
Test Method for Resistance to Degradation of Small -
Size Coarse Aggregate by Abrasion and Impact in
Los Angeles Machine
e. ASTM C 136
Sieve Analysis of Fine and Coarse Aggregates
f. ASTM D 448
Sizes of Aggregate for Road and Bridge
Construction
g. ASTM D 2940
Graded Aggregate Material for Bases or Subbases
for Highways or Airports
h. ASTM D 4318
Liquid Limit, Plastic Limit, and Plasticity Index of
Soils
2. North Carolina Department of Transportation
(NCDOT)
a. NCDOT
Standard Specifications
1.4 SUBMITTALS
A. SD-10, Test Reports
1. Aggregate materials.
B. SD-13, Certificates
1. Aggregate materials.
2. Materials Source: Submit name of
imported materials suppliers. Provide materials from
same source throughout the Work.
Change of source requires Owner's Representative
approval.
PART ll. PRODUCTS
2.1 MATERIALS
A. Bedding Material for Pipe and Manholes:
Use bedding materials of well -graded, hard, durable
aggregates, conforming to ASTM C 33 Size 56 or 57 unless otherwise noted.
B. Aggregate Base for Paving: Use material
conforming to NCDOT Standard Specifications.
C. Select Fill: Use where indicated or specified select fill defined in ASTM D2940 except use
continuously graded aggregate within the following limits:
Percentage by Weight
Sieve Designation
Passing Square -Mesh Sieve
1-1/2 inch
100
1 inch
90-100
3/8 inch
50-85
No. 4
35-65
No. 10
25-50
No. 40
15-30
No. 200
5-10
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1. Gradation is based on aggregates of uniform specific gravity. When aggregates of
varying specific gravities are used, percentages passing various sieves are subject to
appropriate corrections in accordance with ASTM C 127 and ASTM C 128.
D. Flowable Fill: Excavatable air -entrained as described in NCDOT Standard Specifications.
E. Porous Fill: For porous fill use size No. 57 aggregate as defined in ASTM C33.
2.2 SOURCE QUALITY CONTROL
A. Perform tests and analysis of aggregate material in accordance with ASTM C 136.
B. If tests indicate materials do not meet specified requirements, change material and retest.
PART III. EXECUTION
3.1 STOCKPILING
A. Stockpile materials on site at locations designated by the Owner's Representative.
B. Stockpile in sufficient quantities to meet project schedule and requirements.
C. Separate differing materials with dividers or stockpile apart to prevent mixing.
D. Direct surface water away from stockpile site to prevent erosion or deterioration of materials.
E. Surround base of stockpiled material with temporary sediment barrier. Do not allow slopes of
stockpiled material to exceed materials natural angle of repose, and in no event to be steeper
than 2 horizontal to 1 vertical.
3.2 STOCKPILE CLEANUP
A. Remove stockpile, leave area in clean and neat condition. Grade site surface to prevent
freestanding surface water.
B. Leave unused materials in neat, compact stockpile.
C. When borrow area is indicated, leave area in clean and neat condition. Grade site surface to
prevent freestanding surface water.
3.3 TESTS
A. Submit certified reports of testing to Owner's Representative. Payment for costs in connection
with sampling and testing is specified in Section 01400.
END OF SECTION
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JOB NO.: 045003.00
DATE: 08/19 02207-4

SECTION 02222
EXCAVATING
PART I. GENERAL
1.1 SECTION INCLUDES
A. Removing and conserving topsoil.
B. Excavating for building foundations, site structures, slabs -on -grade, and paving.
C. Dewatering excavations.
D. Protecting excavations.
E. Disposing of excavated material.
F. Controlling quality of excavations.
1.2 REFERENCED SECTIONS
A. Section 02110 - Site Clearing.
B. Section 02205 - Soil Materials.
C. Section 02223 - Filling, Backfilling, and Finish Grading.
D. Section 02225 - Trenching.
1.3 FIELD MEASUREMENTS
A. Verify that survey benchmark, existing grade, and intended elevations for Work are as indicated.
1.4 COORDINATION
A. Locate subsurface utilities before excavating. Refer to Section 02110.
PART II. PRODUCTS
Not Used
PART III. EXECUTION
3.1 PREPARATION
A. Field verify site conditions and identify required lines, levels, contours, and datum.
B. Protect plant life, lawns, pavements, site improvements, and other features not indicated to be
removed.
C. Protect benchmarks and survey control points.
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D. Stake and flag location of utilities.
E. Protect above and below grade utilities that remain.
3.2 CLASSIFICATION OF EXCAVATION
A. General: Excavation is part of the lump sum contract price for the complete project. Excavation
is not classified, except where rock excavation is authorized.
3.3 CONSERVATION OF TOPSOIL
A. Carefully remove topsoil as defined in Section 02205 to its full depth from areas to be regraded
or where construction will be located. Store topsoil in locations approved by the Owner's
Representative, separate from other excavated materials, and protect until needed. Protection
includes protection from erosion as hereinbefore specified. Do not strip topsoil from beneath
drip line of trees indicated to remain.
3.4 DEWATERING
A. Where excavations are carried below groundwater table, provide dewatering system to ensure
that no fill, backfill, or concrete is placed in standing water. Dewatering method, is Contractor's
option, so long as it provides working conditions in dry, stable soil. Maintain erosion control
standards.
B. Be solely responsible for arrangement and location of dewatering system. Reduce hydrostatic
head with dewatering systems to provide water level and piezometric water levels in construction
area below prevailing excavation surface. Construct system to prevent seepage, boils, quick
conditions, softening of foundation strata, and loss of fines; maintain stability of sides and bottom
of excavation; and provide dry working conditions for all construction operations. Lower
groundwater table prior to excavation and keep minimum of 2 feet below lowest excavation
subgrade until structure has sufficient strength and weight to withstand horizontal and vertical
soil and water pressures. Survey existing adjacent buildings and structures weekly to detect
movement in comparison to original elevations during dewatering operations, and notify
Engineer immediately of any measured movement.
C. Promptly dispose of water removed in manner to not endanger public health, damage public or
private property, or adversely affect Work.
D. Provide engine exhaust system for gasoline- or diesel -engine -powered dewatering pumps with
maximum noise suppression. If Owner considers muffling of gasoline- or diesel -powered
dewatering pumps to be unsatisfactory, use electrically powered pumps. If portable generator is
used, properly muffle its exhaust system.
E. Drainage: During construction, arrange excavation and filling to provide proper drainage.
Remove water that accumulates in the excavation and dispose of in accordance with laws and
regulations.
3.5 EXCAVATION
A. Perform excavation of every description and of whatever substances encountered to lines and
grades indicated. Perform excavation in manner and sequence indicated. Place excavated
suitable fill material in fill area, as specified in Section 02223.
B. On -site Disposal: Adjust final grading, as approved by Owner's Representative, to provide for
on -site disposal of excavated suitable fill material. Do not grade within drip line of trees
indicated to remain, except as specified in Section 01500, paragraph Tree Sheaths.
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C. Disposal: Dispose of excavated material unsuitable for fill, or suitable but unnecessary for fill, off
site, in accordance with laws and regulations.
D. Waste Areas: Grade areas indicated or directed to be used for disposal of surplus material as
directed, cover with topsoil, and seed.
E. Drainage: During construction, arrange excavation and filling to provide proper drainage.
Remove and dispose of water that accumulates in excavation in accordance with dewatering
requirements.
F. Method of Excavation
1. Method of excavation is at option of Contractor, except where otherwise specified or
indicated.
G. Building and Structures: Excavate for buildings and structures to depths indicated and specified.
Make bottoms of excavations level, clean, and free of loose material, lower sections true to size.
Dry suitable subgrade material that is wet to required moisture content as specified in Section
02223. Excavate so that tops of footings are a minimum of 18 inches below adjacent exterior
finished grade or existing grade, whichever is lower. Where concrete slabs are placed on earth
or porous fill, remove loam, organic material, and other material unsuitable for subgrade as
specified hereinafter.
H. Footings: Do not place concrete in footing excavations until footing excavations have been
approved by the Owner's Representative.
I. Paving: Excavate for roadways, parking spaces, and concrete walks to grades and slopes
indicated. Remove unsuitable subgrade materials and replace with suitable material. Compact
as specified in Section 02223 as directed by Owner's Representative. Where subgrade is in
excavated or natural ground, scarify to depth of 12 inches and compact as specified in Section
02223.
J. Excavations for pipelines, conduits, ductbanks, and direct -burial cable are specified in Section
02225.
3.6 FIELD QUALITY CONTROL
A. Provide for observation and testing of bearing surfaces. Proof -roll areas as directed by Owner's
Representative. Areas that "pump" or displace shall be scarified and compacted.
3.7 PROTECTION
A. Protect excavations by methods required to prevent cave-in or loose soil from falling into
excavation.
B. Sheet and brace trenches, excavations, and adjacent structures as required by laws and
regulations, and as required for protection of life, property, and work. When close sheeting is
required, drive to prevent adjacent soil from entering trench. Remove close sheeting only when
such removal would not damage Work or property. Cut off sheeting left in place 18 inches below
ground surface.
C. Protect bottom of excavations and soil adjacent to and beneath foundation, from freezing.
END OF SECTION
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SECTION 02223
FILLING, BACKFILLING, AND FINISH GRADING
PART I. GENERAL
1.1 SECTION INCLUDES
A. Site preparation for filling and backfilling.
B. General and overlot fill.
C. Backfill beneath and adjacent to buildings and structures.
D. Consolidation and compaction as scheduled.
E. Finish site grading.
F. Spreading topsoil.
G. Soil treatment.
H. Cleanup.
1.2 REFERENCED SECTIONS
A. Section 01400 — Quality Control.
B. Section 02203 - Erosion Control.
C. Section 02205 - Soil Materials.
D. Section 02207 - Aggregate Materials.
E. Section 02222 — Excavation.
F. Section 02225 — Trenching.
G. Section 02936 — Seeding.
H. Section 03300 - Cast -in -Place Concrete.
1.3 REFERENCES
A. Publications listed below form part of section to extent referenced. Publications are referenced
in text by basic designation only.
1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
a. ASTM D 1556 Density of Soil in Place by Sand -Cone Method
b. ASTM D 1557 Laboratory Compaction Characteristics of Soil Using
Modified Effort
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C. ASTM D 2167
d. ASTM D 2922
e. ASTM D 3017
f. ASTM D 4355
g. ASTM D 4491
h. ASTM D 4533
i. ASTM D 4632
j. ASTM D 4751
k. ASTM D 4833
1.4 SUBMITTALS
Submit under provisions of 01300.
A. SD-12, Field Test Reports
1. Field density tests.
Density and Unit Weight of Soil in Place by Rubber
Balloon Method
Density of Soil and Soil -Aggregate in Place by
Nuclear Methods (Shallow Depth)
Water Content of Soil and Rock in Place by Nuclear
Methods (Shallow Depth)
Deterioration of Geotextiles from Exposure to
Ultraviolet Light and Water
Water Permeability of Geotextiles by Permittivity
Trapezoid Tearing Strength of Geotextiles
Grab Breaking Load and Elongation of Geotextiles
Determining Apparent Opening Size of a Geotextile
Index Puncture Resistance of Geotextiles
Geomembranes and Related Products
PART II. PRODUCTS
2.1 FILL MATERIALS
A. Suitable Material: As specified in Section 02205.
B. Select Fill: As specified in Section 02207.
C. Concrete: Concrete conforming to Section 03300.
D. Impervious Material: As specified in Section 02205.
E. Bedding Material: As specified in Section 02207.
F. Filter Fill: As specified in Section 02207.
G. Porous Fill: As specified in Section 02207.
H. Initial Backfill Material: As specified in Section 02205.
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2.2 ACCESSORIES
A. Geotextile Fabric for Subgrade Stabilization:
1. Grab Strength: 180 Ibs according to ASTM D 4632.
2. Seam Strength: 160 Ibs according to ASTM D 4632.
3. Puncture Strength: 70 Ibs according to ASTM D 4833.
4. Trapezoid Tear: 70 Ibs according to ASTM D 4533.
5. Permeability: 1 x 10-2 according to ASTM D 4491.
6. Apparent Opening Size: No. 50 U.S. Std Sieve according to ASTM D 4751.
7. Ultraviolet Degradation: 70 at 150 hrs according to ASTM D 4355 (percentage retained
strength).
PART III. EXECUTION
3.1 EXAMINATION
A. Verify subdrainage, dampproofing or waterproofing installation has been inspected.
B. Verify underground tanks are anchored to their own foundation to avoid flotation after backfilling.
3.2 PREPARATION
A. Compact subgrade to density requirements for subsequent backfill materials.
B. Proofroll areas to receive fill with 20- to 25-ton rubber -tired roller to locate soft areas. Make
minimum of four systematic passes over each area, first and third passes perpendicular to other
two. Soil that deflects and is not capable of insitu compaction is unsuitable material. Backfill
with suitable material and compact to density equal to or greater than requirements for
subsequent fill material.
C. Scarify subgrade surface to depth of (12) twelve inches and compact to density equal to or
greater than requirements for subsequent fill material.
D. Clear and grub area to be filled as specified in Section 02110 before fill is started. In no case
will objectionable material be allowed to remain.
E. Plow, bench, or breakup slopes steeper than 1 vertical to 4 horizontal on which fill is to be
placed, so fill material will bond with existing surface. Moisten or dry, and compact prepared
surfaces as specified hereinafter.
3.3 FILLING
A. General and Overlot Fill: Use suitable material removed from excavation for necessary fill.
Furnish additional material necessary to establish indicated grades as part of lump -sum contract
price for Work. Furnish additional material necessary to establish indicated grades paid for in
accordance with contract unit price. Use fill material as specified in paragraph Suitable Material
in Section 02205, except do not use material defined hereinbefore as rock or containing rock
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fragments of such size that it can not be placed in layers of thickness prescribed without
crushing, pulverizing, or breaking down pieces. Place top 2 feet of fill material in horizontal
layers not exceeding 8 inches of loose material and thoroughly tamp or roll in a manner
approved by Owner's Representative. Moisten or dry, and compact each layer as specified
hereinafter in paragraph Compaction. Do not use frozen material.
B. Filling for Buildings and Structures: Where concrete slabs are placed on grade, with or without
porous fill, remove and dispose of loam, organic material, and unsuitable material, as specified
hereinbefore. Where fill is required to raise subgrade for concrete slabs to elevations indicated,
use Suitable Material as specified in Section 02205 and place in horizontal layers not exceeding
6 inches in compacted thickness. Moisten or dry, and compact each layer as specified
hereinafter.
3.4 COMPACTION
A. Method and Requirements: Perform compaction by rolling or tamping with approved compaction
equipment. Degree of compaction required is expressed as percentage of maximum density
obtained by test procedure presented in ASTM D 1557. Moisten or dry fill and backfill material
as necessary to provide a moisture content that falls within 3 percent of either side of optimum,
unless otherwise approved in writing by Owner's Representative. Compaction requirements
specified herein apply to fill and backfill materials and to scarified materials under walks. The
following are minimum compactions required for various fills, backfills, and subgrades:
Fill, Backfill, and
Subgrade Compaction
Under structures or adjacent to structures
Under exterior concrete slabs, under paving,
and under walks including related utility trench
backfill and scarified subgrades
Under grassed areas, including related utility
trench backfill
Stormwater management basin embankment
Percent of Maximum
Density
100
95
95
95
B. Backfill: Compact backfill to density specified for area in which it is located, except minimum
compaction required in area shall be density of adjacent undisturbed soil.
3.5 TOLERANCES
A. Top Surface of Filling and Backfilling Under Paved Areas: Plus or minus 1/2 inch, 0.04 foot from
required elevations.
B. Top Surface of General Filling and Backfilling: Plus or minus 1 inch, 0.08 foot from required
elevations.
3.6 FIELD QUALITY CONTROL
A. Field sampling and testing shall be performed under provisions of Section 01400.
B. Perform field -density tests in sufficient number to ensure that specified density is being obtained.
Perform tests in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017. Promptly
submit written reports of each test and its location to Owner's Representative. Perform at least
one field -density test per lift for each 10,000 square feet of fill or subgrade under buildings and
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structures. Perform at least one field -density test per lift for each 50,000 square feet of fill
placed in open areas. Perform at least one field -density test per alternate lift for each 25 linear
feet of isolated footing perimeter and for each 50 linear feet of walls (both sides) for footing and
wall backfill. If tests indicate that required density has not been obtained, remove, replace, and
recompact material, and retest for correct density, as specified hereinbefore.
3.7 TESTS
A. Submit certified reports of tests. See Section 01400 for payment in connection with costs for
sampling and testing.
3.8 FINISH GRADING
A. Finish surface of excavations, fills, embankments, and subgrades to reasonably smooth and
compact surface substantially in accordance with lines, grades, and cross sections or elevations
indicated. Form grades to smooth contours, sloping away from building or structures. Finish
swales, gutters, and ditches to provide effective drainage. Finish surface of areas to be turfed to
smoothness. Make proper allowance for depth of topsoil.
3.9 SPREADING TOPSOIL
A. Scarify compacted subsoil to depth of 2 inches on disturbed areas not occupied by structures or
pavement, in order to bond topsoil to subsoil. Spread topsoil evenly and compact to thickness of
not less than 4 inches , providing elevations and slopes. Perform compaction by means of
cultipacker, roller, or other approved equipment weighing 100 to 160 pounds per linear foot of
roller. Protect newly graded areas from action of elements. Repair settlement or washing that
may occur prior to acceptance of Work and re-establish grades to required elevations and
slopes. Dispose of topsoil not spread as specified hereinbefore on site as directed by Owner's
Representative.
B. Obtain and pay for all additional topsoil required from a source approved by Owner's
Representative. Topsoil is defined as loose loam that is capable of supporting good growth of
grass and that is free from roots, stones, trash, and other undesirable material.
3.10 CLEANUP
A. In addition to requirements of Section 02203, keep site cleaned up as work progresses. Broom
earth spilled or washed onto paved streets from surfaces daily. Remove promptly earth spilled
or washed into drains, pipes, gutters, and ditches or onto adjacent property, and restore area to
its original condition.
END OF SECTION
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DATE: 08/19 02223-5

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JOB NO.: 045003.00
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SECTION 02225
TRENCHING
PART I. GENERAL
1.1 SECTION INCLUDES
A. Excavating trenches for utilities, culverts, and storm sewers from 5 feet outside buildings to
connection with municipal utilities.
B. Backfilling and compaction of materials in trenches.
1.2 REFERENCED SECTIONS
A. Section 02205 - Soil Materials.
B. Section 02207 - Aggregate Materials.
C. Section 02222 - Excavating.
D. Section 02223 — Filling, Backfilling, and Finish Grading.
E. Section 02455 — Ductile Iron Sewer Pipe.
F. Section 02456 — Ductile Iron Force Main.
G. Section 02466 — Polyvinyl Chloride Force Main.
H. Section 02510 - Asphalt Concrete Pavement.
I. Section 02667 — Water Lines.
J. Section 03300 - Cast -in -Place Concrete.
1.3 REFERENCES
A. Publications listed below form part of section to extent referenced. Publications are referenced
in text by basic designation only.
1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
a. ASTM A 139 Electric -Fusion (Arc) -Welded Steel Pipe (NSP in 4
in. and Over)
b. ASTM C 76/C 76M Reinforced Concrete Culvert, Storm Drain and
Sewer Pipe
C. ASTM D 1556 Density of Soil in Place by Sand -Cone Method
d. ASTM D 1557 Laboratory Compaction Characteristics of Soil Using
Modified Effort
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e. ASTM D 2922 Density of Soil and Soil -Aggregate in Place by
Nuclear Methods (Shallow Depth)
f. ASTM D 3017 Water Content of Soil And Rock In Place By Nuclear
Methods (Shallow Depth)
2. AMERICAN WELDING SOCIETY (AWS)
a. ANSI/AWS D1.1 Structural Welding Code
3. NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)
a. NCDOT Standard Specifications
1.4 DEFINITIONS
A. Utility: Buried pipe, conduit, ductbank, or cable.
B. Run of Trench: Utility trench between manholes, cleanouts, and connections.
1.5 SUBMITTALS
A. SD-10, Test Reports
1. Laboratory compaction tests.
B. SD-12, Field Test Reports
1. Nuclear density tests.
1.6 FIELD MEASUREMENTS
A. Verify that survey bench mark, existing elevations, and intended elevations for Work are as
indicated.
1.7 COORDINATION
A. Existing utilities are indicated in accordance with available records. Drawings may not represent
utilities that may be encountered or exact locations of utilities shown. Before work is started,
contact corporations, companies, individuals, and local authorities owning, maintaining, or
regulating utilities, running to or on property to make suitable arrangements for handling and
disposal of such lines. Notify the utility company to mark locations of underground utility lines.
Excavate to determine exact location of existing underground utilities, prior to pipe laying and
other construction to permit adjustments where required. Perform field investigations, as
required, including electronic scanning the area to locate underground utilities.
PART II. PRODUCTS
2.1 BACKFILL MATERIALS
A. Suitable Materials for Trenches: As specified in Section 02205.
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B. Bedding Material: As specified in Section 02667, Section 02455, Section 02456, or Section
02466 as applicable. When necessary, stabilize trench bedding with material specified in
Section 02207.
C. Initial Backfill Material: As specified in Section 02205.
D. Concrete: Concrete conforming to Section 03300.
E. Aggregate Base: As specified in Section 02207.
2.2 ACCESSORIES
A. Marking Tape: Acid- and alkali -resistant polyethylene film, 6 inches wide with minimum
thickness of 0.004 inch, minimum strength of 1750 psi lengthwise and 1500 psi crosswise. Use
type specifically manufactured for marking and locating underground utilities. Provide tape
manufactured with foil core at least 0.35-mil thick or with other means to enable detection by
metal detector when tape is buried up to 3 feet deep. Provide tape with metallic core encased in
protective jacket or with other means to protect it from corrosion. Provide tape color as specified
and which bears continuous printed inscription describing specific utility.
Utility Color
Electric conduits, ductbanks and cable
Red
Fire protection system
Red
Water systems
Blue
Gas, oil, dangerous materials
Yellow
Telephone, CCTV, fire communications
Orange
Sewer systems
Green
B. Tracer Wire: Continuous, single strand copper wire, insulated, 12 AWG diameter.
PART III. EXECUTION
3.1 PREPARATION
A. Identify required lines, elevations, contours, and datum.
B. Protect plant life, lawns, rock outcropping and other features remaining as portion of final
landscaping.
C. Protect benchmarks, existing structures, fences, sidewalks, paving, and curbs.
D. Maintain and protect above and below grade utilities which are to remain.
E. Cut out soft areas of subgrade not capable of in situ compaction. Backfill with suitable material
as specified hereinafter and compact to density equal to or greater than requirements for
subsequent backfill material.
3.2 EXCAVATION
A. Cut trenches as indicated. Avoid high points.
B. Do not excavate within 45- degree bearing splay of building foundations, or utility pole and guy
wire support zones without providing proper support.
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C. Hand trim excavation to uniformly support pipeline. Hand trim for bell and spigot pipe joints.
Remove loose matter.
D. Remove lumped subsoil, boulders, and rock.
E. Backfill areas overexcavated in accordance with Section 02222 with suitable material.
F. Stockpile excavated material on up -hill side of trench in area designated on site and remove
excess material not being used and dispose of offsite in accordance with Section 02222.
Remove excavated material from site and dispose of offsite in accordance with laws and
regulations.
G. Sheet and brace trenches, excavations, and adjacent structures as required by laws and
regulations, and as required for protection of life, property, and the Work. When close sheeting
is required, drive to prevent adjacent soil from entering trench. Remove close sheeting only
when such removal would not damage work or property. Cut off sheeting left in place 18 inches
below ground surface.
H. Where unyielding material is encountered, excavate to depth of at least 6 inches below pipe and
overdepth-backfill with suitable material and compact.
I. In areas to be filled, construct fill at least 1 foot above top of pipe before excavating trench and
installing pipeline.
J. Do not leave more than 500 feet of open trench exposed, or more than can be made ready for
backfilling and backfilled within working day, whichever is less.
K. If groundwater is encountered in the bottom of the trench the material shall be excavated below
subgrade and backfilled to subgrade with angular material. The depth of cut below subgrade
shall be the minimum amount to accomplish the purpose and shall be directed by the Engineer.
3.3 BACKFILLING
A. Backfill trenches following a visual inspection by the Owner's Representative. Install pipe and
bedding in accordance with Section 02455, Section 02456, Section 02466, Section 02667 and
as indicated. Backfill trenches with bedding, and suitable material, and initial backfill, and
concrete as indicated.
B. Deposit materials, other than bedding, in 6-inch horizontal layers and thoroughly and carefully
compact until pipe and conduit have a cover of not less than 1 foot. For trenches in open areas,
place remainder of backfill material in trench in 1-foot horizontal layers. Backfill simultaneously
on opposite sides and compact simultaneously; do not dislocate utility line from installed
positions. For trenches beneath pavements, buildings, and structures, backfill entire depth of
trench in 6-inch horizontal layers. Moisten or dry each layer and compact as specified
hereinafter. Reopen trenches improperly backfilled or where settlement occurs to depth required
for proper compaction, refill and compact, restore surface to required grade and compaction,
mounded over in open areas, and smoothed off.
C. Backfill and compact utility trenches in areas to be filled simultaneously with placement and
compaction of surrounding fill. Always place final fill lift and compact after utilities are in place
and have passed all tests.
D. Compaction: Method and Requirements: Perform compaction by rolling or tamping with
approved compaction equipment. Degree of compaction required is expressed as a percentage
of maximum density obtained by test procedure present in ASTM D 1557. Moisten fill and
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backfill material or dry as necessary to provide moisture content that falls within 3 percent of
either side of optimum, unless otherwise approved in writing by the Owner's Representative.
Compaction requirements apply to fill and backfill materials and scarified materials under walks.
Minimum compaction effort required shall be as follows:
Trench
Backfill
Percent of Maximum
Density
Under structures or within
25 feet of structures 100
Under exterior concrete slabs, under
paving and under walks including
related utility trench backfill and
scarified subgrades 95
Under unpaved areas, including
related utility trench backfill 95
Under storm water management
basin embankment 95
Bedding
3.4 TOLERANCES
A. Top surface of Backfilling under Paved Areas: Plus or minus 1/2 inch, 0.04 feet from required
elevations.
B. Top surface of Backfilling under Paved Areas: Plus or minus 1 inch, 0.08 feet from required
elevations.
3.5 FIELD QUALITY CONTROL
A. Field Quality Control: Perform field -density tests in sufficient number to ensure that specified
density is being obtained. Test in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D
3017. Promptly submit written reports of each test and its location. Perform at least one field -
density test per lift for each 2000 linear feet of trench run of trench and or roadway crossing. If
tests indicate that required density has not been obtained, remove, replace, and recompact
material, and retest for correct density, as specified hereinbefore.
3.6 TESTS
A. Submit certified reports of tests. See Section 01400 for payment in connection with costs for
sampling and testing.
3.7 RESTORATION AND CLEANUP
A. Pavement Outside a State System: Where existing pavement has been damaged or removed
from roadways, streets, and other areas, and where such roadways, streets, and other areas are
not a part of the North Carolina system of public roadways, restore paving as follows:
Asphalt Paving: Restore asphalt paving as indicated and in accordance with Section
02510.
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2. Gravel Surfacing: Restore gravel surfacing to its original thickness and compaction, with
a size of gravel to match existing. Provide aggregate base 6 inches in thickness.
3. Other Pavement Types: Restore brick, cobble, dirt, and other types of pavement to
match existing pavement.
B. Pavement Within a State System: Where trenches have been opened in any roadway or street
that is a part of North Carolina highway system, restore any surface treatment of paving existing
at time of construction, in accordance with requirements of NCDOT. Do not allow paving
restoration to be less than required hereinbefore.
C. Concrete Curbs, Gutters, and Walks: Restore concrete curbs, gutters, and walks to size, type,
and shape of existing items. Conform concrete work to Section 03300. Replace damaged
sections with complete new sections or squares. Do not patch damaged sections.
3.8 PROTECTION OF FINISHED WORK
A. Protect finished work under provisions of Section 01500.
B. Reshape and re -compact fills subjected to vehicular traffic during construction.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 02225-6

SECTION 02231
AGGREGATE BASE COURSE
PART I.
GENERAL
1.1
SECTION INCLUDES
A.
Aggregate base course.
1.2
REFERENCED SECTIONS
A.
Section 02207 - Aggregate Materials.
B.
Section 02510 — Asphalt Concrete Pavement.
1.3
REFERENCES
A.
Publications listed below form part of specification to extent referenced. Publications are
referenced in text by basic designation only.
1. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
OFFICIALS (AASHTO)
a. AASHTO T180
Moisture -Density Relations of Soils Using a 10-lb
Rammer and an 18-in. Drop
2. AMERICAN SOCIETY FOR TESTING
MATERIALS (ASTM)
a. ASTM D 698
Moisture -Density Relations of soils and Soil -
Aggregate Mixtures, using 5.5 lb Rammer and 12
inch Drop
b. ASTM D 1556
Moisture Density and Unit Weight of Soil In -Place by
the Sand Cone Method
C. ASTM D 1557
Moisture -Density Relations of Soils and Soil -
Aggregate Mixtures Using 10-lb Rammer and 18-
inch Drop
d. ASTM D 2167
Density and Unit Weight of Soil in Place by the
Rubber Balloon Method
e. ASTM D 2922
Density of Soil and Soil -Aggregate in Place by
Nuclear Methods (Shallow Depth)
f. ASTM D 3017
Moisture Content of Soil and Soil -Aggregate
Mixtures
3. NORTH CAROLINA DEPARTMENT
OF TRANSPORTATION
a. NCDOT
Standard Specifications
JOB NO.: 045003.00
DATE: 08/19 02231-1

1.4 SUBMITTALS
A. SD-08, Statements
1. Herbicide.
b. SD-12, Field Test Reports
1. Moisture -density.
2. Compaction.
3. Aggregate materials.
4. Tolerances -flatness.
PART II. PRODUCTS
2.1 FILL MATERIALS
A. Bedding Material for Pipes and Manholes: As specified in Section 02207.
B. Aggregate Base for Paving: As specified in Section 02207.
C. Select Fill: As specified in Section 02207.
D. Herbicide: EPA Approved.
PART III. EXECUTION
3.1 EXAMINATION
A. Verify substrate has been inspected, gradients and elevations are correct and dry.
3.2 AGGREGATE PLACEMENT
A. Spread aggregate over prepared substrate to a total compacted thickness as indicated.
B. Place aggregate in maximum 6 inch layers and compact.
C. Level and contour surfaces to elevations and gradients indicated.
D. Add water to assist compaction. If excess water is apparent, remove aggregate and aerate to
reduce moisture content.
E. Use mechanical tamping equipment in areas inaccessible to compaction equipment.
F. Construct aggregate base for pavement in accordance with NCDOT Section 308.
3.3 TOLERANCES
A. Flatness: Maximum variation of 1/4 inch measured with 10 foot straight edge.
B. Scheduled Compacted Thickness: Within 1/4 inch.
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C. Variation from Design Elevation: Within'/2 inch.
3.4 FIELD QUALITY CONTROL
A. Field inspection and testing will be performed under provisions of Section 01400.
B. Compaction testing in accordance with AASHTO T180.
C. When tests indicate Work does not meet specified requirements, remove Work, replace and
retest.
D. Frequency of Tests: One (1) test per layer per 5000 sf of base.
E. Submit test results.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 02231-3

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JOB NO.: 045003.00
DATE: 08/19 02231-4

SECTION 02455
DUCTILE IRON SEWER PIPE
PART I. GENERAL
1.1. RELATED DOCUMENTS
Requirements of the General and Supplemental Conditions apply to all Work in this Section. Provide all
labor, materials, equipment, and services indicated on the Drawings, or specified herein, or reasonably
necessary for or incidental to a complete job.
1.2. DESCRIPTION OF WORK
1.2.1. GENERAL: The work includes the installation and testing of all ductile iron sewer pipe and
fittings shown on the Drawings.
1.2.2. RELATED WORK SPECIFIED ELSEWHERE:
Trenching Section 02225
Pressure and Leakage Testing Section 02494
1.3. QUALITY ASSURANCE
1.3.1. REFERENCED STANDARDS: Unless otherwise indicated, all referenced standards shall be
the latest edition available at the time of bidding. Any requirements of these Specifications shall in no
way invalidate the minimum requirements of the referenced standards.
ANSI A21.10 Gray -Iron and Ductile Iron Fittings, 2-Inch Through 48-Inch, for Water and Other
Liquids
ANSI A21.11 Rubber -Gasket Joints for Cast -Iron and Ductile Iron Pressure Pipe and Fittings
ANSI A21.50 Thickness Design of Ductile Iron Pipe
ANSI A21.51 Ductile Iron Pipe, Centrifugally Cast, In Metal Molds or Sand Lined Molds for
Water or Other Liquids
ANSI A21.53 Ductile -Iron Compact Fittings, 3-in through 24-in and 54-in through 64-in for
Water Service
ASTM A746 Standard Specification for Ductile Iron Gravity Sewer Pipe
ASTM C33 Standard Specification for Concrete Aggregates
ASTM A307 Standard Specification for Carbon Steel Externally and Internally Threaded
Standard Fasteners
ANSI/AWS D11.2 Guide for Welding Iron Casting
1.3.2. MANUFACTURER'S QUALIFICATIONS: Only the products of a manufacturer regularly
engaged in the manufacture of pipe used for the conveyance of domestic sewage or industrial wastes will
be acceptable.
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1.3.3. INSPECTION AND ACCEPTANCE OF PIPE: Acceptance will be on the basis of design,
material tests, and inspection of the complete product. The quality of all materials used in the pipe, the
process of manufacture, and the finished pipe shall be subject to inspection by the Engineer. Inspection
may be made at the place of manufacture, or on the job site after delivery, or at both places, and the pipe
shall be subject to rejection at any time on account of failure to meet any of the specification
requirements, even though sample pipe units may have been accepted as satisfactory at the place of
manufacture. All pipe which is rejected must be immediately removed from the project site by the
Contractor.
1.4. SUBMITTALS
1.4.1. MANUFACTURER'S CERTIFICATE; PIPE AND FITTINGS: Submit manufacturer's certificate
indicating that the pipe and fittings have been inspected and tested at the foundry and meet the
requirements of the referenced Standards and these Specifications.
1.4.2. SHOP DRAWINGS; JOINT GASKETS: For Engineer's approval, submit shop drawings for all
joint gaskets.
PART II. PRODUCTS
2.1. MANUFACTURE OF PIPE
2.1.1. GENERAL: Centrifugally cast ductile iron pipe in sand lined or metal molds in accordance with
ANSI A21.51 and ASTM A 746. Unless otherwise specified herein or noted on the Drawings, use only
new pipe, Pressure Class 150, or greater as per burial depth, with push -on or mechanical joints.
2.1.2. LINING
2.1.2.a. All ductile iron gravity sewer pipe shall receive Protecto 401 interior lining.
2.1.3. COATING: Except where the pipe is to be field painted, coat the exterior of the pipe with a
bituminous coating of either coal tar or asphalt base in accordance with ANSI A21.51.
2.1.4. PIPE LENGTHS: Furnish pipe in nominal 18 or 20 foot lengths. Shorter lengths may be used
where required by construction details or when approved by the Engineer.
2.1.5. MARKING: Cast or stamp the weight, class or nominal thickness, casting period, and the letters
"DI" or "Ductile" on the pipe; no pipe will be accepted unless these markings appear on all ductile iron
pipe.
2.1.6. FITTINGS:
2.1.6.a. Unless otherwise specified or indicated on the Drawings, use Pressure Rated Class 150 fittings,
either ductile iron or gray cast iron, conforming to applicable sections of ANSI A21.10 and A21.11.
Unless otherwise shown on the Drawings, use push -on or mechanical joint fittings corresponding to the
jointing of the pipe being used.
2.1.6.b. Line the interior of the fittings with a Protecto 401 lining. Coat the exterior of all fittings with a
bituminous coating of either coal tar or asphalt base in accordance with ANSI A21.10.
2.1.6.c. Mark fittings in accordance with ANSI A21.10, Section 10-9; fittings without these markings will
not be accepted.
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2.2. JOINTING
2.2.1. PUSH -ON JOINT PIPE AND FITTINGS: Conform to ANSI A21.51 for centrifugally cast pipe
and to ANSI A21.10 for Rubber -Gasket Joints. Factory -machine the plain end of the pipe to a true circle
and chamfer to facilitate fitting the gasket.
2.2.2. MECHANICAL JOINT PIPE AND FITTINGS:
2.2.2.a. Conform to ANSI A21.51 for centrifugally cast pipe and to ANSI A21.10 for Mechanical Joints.
Provide pipe and fittings with sufficient quantities of accessories conforming to the standards previously
referenced.
2.2.2.b. Use gaskets, bolts and nuts for mechanical joints which are furnished by the pipe manufacturer.
2.2.3. RIVER CROSSING PIPE: Pipe designated on the Drawings as river crossing pipe shall have a
boltless ball and socket joint of ductile iron similar to American Cast Iron Pipe's Flex-Lok, Clow
Corporation's River Crossing Pipe, U.S. Pipe's Usiflex, or equal.
2.2.4. GASKETS: Make gaskets from a composition which is suitable for exposure to raw sewage
within the pipe.
2.3. PIPE BEDDING
2.3.1. GENERAL:
2.3.1.a. Use crushed stone or crushed gravel meeting the requirements of ASTM C33, Gradation 57.
2.3.1.b. When concrete cradles are required, use 3000 psi concrete in accordance with Section 03300,
CAST -IN -PLACE CONCRETE.
PART III. EXECUTION
3.1. INSPECTION
Examine the areas and conditions under which the pipe is to be installed and notify the Engineer in
writing of conditions detrimental to the proper and timely completion of the work. Do not proceed with the
work until unsatisfactory conditions have been corrected in an acceptable manner.
3.2. EXCAVATION
Excavate trenches in accordance with Section 02225 - Trenching.
3.3. PIPE HANDLING
3.3.1. GENERAL: Transport pipe to the job site and handle in such a manner as not to damage the
pipe or pipe coating.
3.3.2. STOCKPILING: Stockpile pipe within the rights -of -way so that no dangerous conditions will
exist to life or property. Store pipe so that damage to surfaces and/or structures will be prevented.
Provide suitable devices to support pipe when it is lifted.
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3.4. PIPE INSTALLATION
3.4.1. GENERAL:
3.4.1.a. Install pipe in accordance with ANSI 21.50. Unless otherwise shown on the Drawings, install
pipe in accordance with laying condition Type V.
3.4.1.b. Adhere to the rules, regulations and requirements of OSHA, Occupational Safety and Health
Act.
3.4.2. PRECAUTIONS: Lay pipe in dry trenches only. Keep all trenches completely free of water
during bedding, laying, and jointing of pipe. De -water and use sheeting where required by field
conditions. Pump or drain all water away from the work and dispose of in a suitable manner so that no
damage occurs outside the construction easement. Do not permit water to rise in an unbackfilled trench
after pipe has been placed. Promptly repair any damage within the construction easement.
3.4.3. TOLERANCES: Unless otherwise directed by the Engineer in writing, lay all pipe straight
between changes in alignment and at uniform grade between change in grade. When jointed in the
trench, the pipe shall form a true and smooth line.
3.4.4. PIPE LENGTHS: Lay pipe in nominal 18 or 20 foot lengths; except the joints adjacent to any
manhole shall have a length of two feet measured from the outside face of the manhole.
3.4.5. PLACING PIPE IN TRENCH:
3.4.5.a. After delivery alongside the trench, visibly inspect each length of pipe for marking, damaged
surfaces, breakage, and conformance to Specifications.
3.4.5.b. Acceptable pipe may be marked with paint or other permanent marking material so that the
marks are plainly visible after installation in the trench and before the pipe is covered. Reject, stockpile,
and remove from the site all pipe not conforming to Specifications.
3.4.5.c. See Drawings for Bedding Conditions. Before pipe is placed on the bedding material, excavate
suitable bell holes so that after placement of the pipe, only the barrel receives bearing pressure from the
supporting material. Support the entire length of the unit as indicated on the Drawings.
3.4.5.d. Place pipe into its position in the trench in such manner and by such means as approved by the
Engineer. Furnish approved devices to support all parts of the pipe unit when it is lifted. Protect pipe
during handling against impact shocks and free falls. Do not permit hooks to come in contact with pre -
molded joint surfaces. Lower pipe into position in the trench and joint without disturbing the bedding or
adjoining section of pipe.
3.4.5.e. Handle pipe having pre -molded joint rings or attached couplings so that no weight, including the
weight of the pipe itself, will bear on or be supported by the jointing material. Take care to avoid dragging
the spigot ring on the ground or allowing it to be damaged by contact with gravel, crushed stone, or other
hard objects. Do not subject the bell and spigot sections to direct stress of any kind except that required
to effect the jointing.
3.4.6. PIPE LAYING:
3.4.6.a. Unless otherwise shown on the Drawings, all pipe will be laid in open trench construction. Start
laying pipe at the lowest point and install the pipe so that the spigot end points in the direction of flow.
Lay pipe to conform to the lines and grades indicated on the Drawings unless otherwise directed by the
Engineer in writing.
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3.4.6.b. Clean all joint surfaces after the pipe units are aligned in the trench and are ready to be joined.
Immediately before jointing the pipe, lubricate the bell or groove in accordance with the manufacturer's
recommendations. Then carefully push pipe unit into place without damage to the pipe or gasket. Use
suitable devices to force the pipe together so that they will fit with a minimum open recess inside or
outside and so that they will have tightly sealed joints. Lay each pipe unit to form a close joint with the
next adjoining pipe and bring the inverts continuously to the required grade.
3.4.6.c. Immediately after the pipe units are put together, inspect the position of the gasket in the joint
using an approved feeler gauge to make sure it is properly positioned. Pull apart and remake all joints,
using new gaskets, if the gasket has become damaged or improperly positioned.
3.4.6.d. Make all joints in accordance with manufacturer's recommendations which are subject to
approval by the Engineer. Prior to backfill, fill bell holes with bedding material and compact so that the
spigot will not move in the bell of the adjoining pipe under backfill load. Do not permanently support pipe
on saddles, blocking, or boulders.
3.4.7. MECHANICAL JOINTING: Wash sockets and spigots with soapy water before slipping gland
and gasket over spigot. Insert the spigot in the socket full depth. Insert the gasket in the socket full
depth. Brush the gasket with soapy water and push into position, making sure the gasket is evenly
seated in the socket. Slide the gland into position for compression gasket. Tighten all bolts and nuts
"finger tight", after which tighten the bolts to a uniform permanent tightness using a torque wrench for
tightening. Tighten bolts alternately 180 degrees apart. Keep sockets, spigots, glands, and bolts clean
and wet with soapy water until each joint is completed. Remake any joints which leak.
3.4.8. PUSH -ON TYPE JOINTING: Perform the jointing of push -on type pipe in accordance with
manufacturer's recommendations. Submit to the Engineer for his approval the method he intends to use
for these types of pipe.
3.4.9. TEMPORARY PLUGS: At all times when pipe laying is not actually in progress, close the open
end of pipe by temporary watertight plugs or by other approved means. If water is in the trench when
work is resumed, do not remove the plug until all danger of earth or other material entering the pipe has
passed.
3.4.10. BACKFILL: When pipe has been properly bedded and jointed, backfill trenches in accordance
with Section 02220, EXCAVATION AND BACKFILL.
3.5. TESTING
3.5.1. TESTING: Test lines for leakage in accordance with Section 02493 — Air Testing and Section
02494 — Pressure and Leakage Testing.
3.5.2. REPAIRS: Repair and retest, at Contractor's expense, any section of pipe failing to meet the
leakage test. Perform repairs with capable personnel and with sound materials equal to those materials
used in the manufacture of the pipe.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 02455-5

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JOB NO.: 045003.00
DATE: 08/19 02455-6

SECTION 02494
PRESSURE AND LEAKAGE TESTING
PART I. GENERAL
All liquid -retaining structures, and pressure piping shall be tested by the Contractor as specified
herein and as directed by the Engineer. Testing shall be conducted in a manner to minimize
interference with the progress of the work.
1.1 REFERENCED SECTIONS
Section 02456 — Ductile Iron Force Main
Section 03300 — Cast -in -Place Concrete
1.2 REFERENCES
ASTM F2164 Standard for Field Leak Testing of Polyethylene (PE) Pressure
Piping Systems Using Hydrostatic Pressure
AWWA C 600 Installation of Ductile Iron Water Mains and Their Appurtenances
AWWA C 605 Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe
and Fittings for Water
PART II. PRODUCTS
Not used
PART III. EXECUTION
3.1 TESTS OF STRUCTURES
3.1.1 Steel Water Tanks
Upon completion of erection and painting, each tank shall be filled with water furnished at the site by
the Owner. The water shall be furnished at the proper pressure to fill the tank to the maximum
working water level. The Contractor shall repair all leaks and other defects disclosed by this test. No
repairs shall be done unless the water in the tank is completely drained, or unless the water in the
tank is at least 2 feet below the point being repaired. Any paint damaged by repairs shall be properly
restored.
3.1.2 Concrete Structures
a. Hydrostatically test all reinforced concrete structures intended to contain water, wastewater, or other
liquids in order to determine that they are watertight and free of any detectable leaks.
b. Preparation: Clean exposed surfaces by thorough hosing and remove the loosened matter and wash
water from the structures. Testing to be done before backfill is placed against walls and after all
concrete has attained the specified compressive strength.
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c. Testing:
1. Fill structures to be tested with water to the normal liquid level line. Any leaks showing during
filling of structure shall be repaired before continuing with test. Water shall be allowed to stand
in concrete structure for 24 hours prior to the beginning of the 24-hour test period to allow for
absorption of water by the surface of the concrete in contact with the water.
2. Measure the change in the water surface each day for a five-day period.
3. The drop -in water surface in a 24-hour period shall not exceed 1 /10 of 1 % of the normal volume
of liquid contained in the structure.
4. If the drop -in water in a 24-hour period exceeds the allowed volume, drain the structure, repair
any leaks and damp spots and refill the structure and test for leakage. Repeat this process as
necessary.
5. Repairs and additional tests shall be made by the Contractor at no additional cost.
3.2 TESTS OF PIPING
3.2.1 Pressure Lines
a. Pressure Lines: Each pressure pipeline or valved section thereof shall be subjected to hydrostatic
testing in accordance with all applicable provisions of AWWA C600 for ductile iron pipe, AWWA C605
for PVC, and ASTM F2164 for HDPE pipe.
Pressure Test: Unless otherwise specified, pressure lines shall be tested to the
greater of 150 psi or 1.25 times the stated working pressure of the pipeline
measured at the highest elevation along the test section and not less than 1.5 times
the stated working pressure at the lowest elevation of the test section. The test
pressure shall not exceed the thrust restraint design pressures or 1.5 times the
pressure rating of the pipe or joint, whichever is less (as specified by the
manufacturer). Before applying the test pressure, all air shall be expelled
completely from the line through air valves or other means. The test shall be
maintained at full pressure for at least two hours. All damaged or defective pipe,
fittings, joints, vales, hydrants and appurtenances discovered after the leakage test
shall be repaired or replaced with sound material, and the pressure test repeated
until satisfactory to the Engineer.
2. Leakage test shall be conducted concurrently with the pressure test. Leakage shall
be not more than the number of gallons per hour for each section of line tested, as
determined by the following formula:
= SD(P1i2)
148,000
L = Allowable leakage, in gallons per hour
S = Length of pipe tested, in feet
D = Nominal diameter of pipe, in inches
P = Average test pressure, in psig
3. If the test discloses leakage greater than that specified above, the Contractor shall,
at his own expense, locate and repair all defects until leakage is within the specified
allowance. All visible leaks shall be repaired regardless of the amount of leakage.
4. Water for testing will be paid for by the Contractor. The Contractor shall furnish the
backflow preventer, meter, test pump, measuring devices and all necessary pipe or
hose extensions or transportation to the point of use, and shall exercise care in the
use of water.
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5. For the testing of HDPE piping, conduct the leakage test after initially filling the
pipeline to the test pressure, allowing the pipe to expand for 3 hours, and adding
make-up water following the expansion phase to re -pressurize the pipe to the
specified test pressure.
END OF SECTION
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DATE: 08/19 02494-3

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JOB NO.: 045003.00
DATE: 08/19 02494-4

SECTION 02936
SEEDING
PART I. GENERAL
1.1 SECTION INCLUDES
A. Seeding.
B. Soil amendments.
C. Ancillary materials.
D. Maintenance.
1.2 REFERENCED SECTION
None
1.3 SUBMITTALS
A. SD-13, Certificates
1. Fertilizer.
2. Lime.
3. Seed.
4. Soil retention coverings.
B. SD-09, Reports
1. Report of soil test and analysis.
1.4 QUALITY ASSURANCE
A. Provide seed mixture in containers showing percentage of seed mix, year of production, net
weight, date of packaging, and location of packaging.
B. Perform work with experienced workmen regularly engaged in this type of work.
1.5 REGULATORY REQUIREMENTS
A. Comply with regulatory agencies for fertilizer and herbicide composition.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Deliver to site, store, protect and handle products under provisions of Section 01600.
B. Deliver seed mixture in sealed containers. Seed in damaged packaging is not acceptable.
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C. Deliver fertilizer and lime in original, unopened containers bearing manufacturer's guaranteed
analysis, name, trade name, trademark, and conformance to state and federal laws. In lieu of
containers, fertilizer and lime may be furnished in bulk with a certificate indicating the above
information accompanying each delivery.
1.7 MAINTENANCE SERVICE
A. Maintain seeded areas immediately after placement until grass is well established and exhibits a
vigorous growing condition.
PART II. PRODUCTS
2.1 SEEDING SCHEDULE
A. Refer to Drawings for Seeding Schedule.
B. Material shall be accepted by the Engineer prior to use. Fertilizer shall be delivered in undamaged
waterproof bags showing weight, chemical analysis, and manufacturer. Lime shall be delivered in
bags with a tag or label showing brand or trade name, magnesium carbonate equivalent and other
pertinent information. Seed shall be delivered in original undamaged containers showing name of
seed, net weight, percentage of pure seed and germination, origin and date of packaging.
C. Seed: Fescue, Bermuda, or Pensacola Bahia as required by seasonal or soil conditions with at least
90% purity and 80% germination as required by state law.
2.2 SOIL AMENDMENT
A. Fertilizer: Recommended for grass, with 50 percent of the elements derived from organic
sources; of proportion necessary to eliminate deficiencies of topsoil.
1. Nitrogen 4 percent.
2. Phosphoric acid 12 percent.
3. Soluble potash 12 percent.
B. Lime: Recommended for grass, ground limestone containing not less than 85-percent total
carbonates.
2.3 ANCILLARY MATERIALS
A. Mulching Material: Oat or wheat straw, free from weeds, foreign matter detrimental to plant life,
and dry hay or chopped cornstalks are acceptable.
B. Water: Clean, fresh and free of substances or matter which could inhibit vigorous growth of
grass.
C. Soil Retention Coverings
1. Jute Mesh: Uniform, open, plain weave of undyed and unbleached single jute yarn,
loosely twisted and not varying in thickness by more than its normal diameter. Furnish
new, with length marked on each roll. Between strands lengthwise, openings shall be
0.60 inch plus or minus 25 percent. Between strands crosswise, openings shall be 0.90
JOB NO.: 045003.00
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inch plus or minus 25 percent. Jute mesh shall weigh 0.9 pound per square yard plus or
minus 5 percent.
2. Soil Retention Mats: Machine -produced mat of wood fibers, wood excelsior, or manmade
fiber that intertwine or interlock, nontoxic to vegetation and germination of seed, and not
injurious to the unprotected skin of the human body.
3. Soil Stabilization Mats: Geotextile materials conforming to the current approved SCDOT
products list for the use indicated.
D. Stakes: Softwood lumber, chisel pointed.
E. String: Inorganic fiber.
PART III. EXECUTION
3.1 EXAMINATION
A. Verify that prepared soil base is ready to receive the work of this section.
3.2 APPLICATION OF SOIL AMENDMENTS
A. Apply fertilizer in accordance with manufacturer's instructions at a rate of 1000 pounds of
nitrogen per acre.
B. Apply lime at a rate of 2000 pounds per acre.
C. Apply after smooth raking of topsoil and prior to roller compaction.
D. Do not apply fertilizer or lime at same time or with same machine as will be used to apply seed.
E. Mix thoroughly into upper 3-4 inches of topsoil.
F. Lightly water to aid the dissipation of fertilizer.
3.3 SEEDING
A. Apply seed at a rate shown on the Drawings or, if no schedule is provided on the Drawings, 200
Ibs per acre for Fescue, 40 Ibs per acre for Bermuda or Pensacola Bahia, in two intersecting
directions. Rake in lightly.
B. Do not seed areas in excess of that which can be mulched on same day.
C. Do not sow immediately following rain, when ground is too dry, or during windy periods.
D. Roll seeded areas with roller not exceeding 112 Ibs.
E. Immediately following seeding and compacting, apply mulch to a thickness of 1/8 inch. Maintain
clear of shrubs and trees.
F. Apply water with a fine spray immediately after each area has been mulched. Saturate to 4
inches depth of soil.
JOB NO.: 045003.00
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3.4 TEMPORARY COVER
A. If areas to be grassed are ready for seeding at a time inappropriate for establishing the
permanent grass cover, a temporary cover shall be provided for protection of such areas until
such time that the permanent cover can be established. At the appropriate time, the Contractor
shall return to the site and provide the permanent cover as specified above.
B. Temporary cover shall be provided as specified above for the permanent cover, with the
following exceptions:
(1) Fertilizer shall be applied at one-half the rate specified for the permanent cover.
(2) Seed shall be rye or Sudan Grass applied at rates to provide an adequate and
acceptable temporary cover.
C. After temporary seeding is complete, the seeded areas shall be watered until an acceptable
grass cover is obtained.
3.5 SEED PROTECTION
A. Identify seeded areas with stakes and string around area periphery. Set string height to 8
inches. Space stakes at 36 inches.
B. Cover seeded slopes where grade is 4 inches per foot or greater with erosion fabric. Roll fabric
onto slopes without stretching or pulling.
C. Lay fabric smoothly on surface, bury top end of each section in 6-inch-deep excavated topsoil
trench. Provide 12-inch overlap of adjacent rolls. Backfill trench and rake smooth, level with
adjacent soil.
D. Secure outside edges and overlaps at 36-inch intervals with stakes.
E. Lightly dress slopes with topsoil to ensure close contact between fabric and soil.
F. At ditches, lay fabric laps in direction of water flow and lap ends and edges as indicated.
3.6 SATISFACTORY STAND
A. A complete permanent grass cover of all areas to be grassed shall be obtained before these areas
will be acceptable. All such areas shall be seeded immediately following grading and shall obtain
acceptable growth within 30 days after completion of grading. All eroded areas shall be filled and
completely covered with grass before being acceptable. An acceptable grass cover is defined as a
minimum 70% vegetative cover. Highway permit provisions shall govern grassing procedures within
highway right-of-way.
3.7 MAINTENANCE
A. Mow grass at regular intervals to maintain at a height of 2-1/2 inches. Do not cut more than 1/3
of grass blade at any one mowing.
B. Neatly trim edges and hand clip where necessary.
C. Immediately remove clippings after mowing and trimming.
D. Water to prevent grass and soil from drying out.
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E. Control growth of weeds. Apply herbicides in accordance with manufacturer's instructions.
Remedy damage resulting from improper use of herbicides.
F. Immediately reseed areas that show bare spots or fail to exhibit a satisfactory stand of turf.
G. Protect seeded areas with warning signs during maintenance period.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 02936-5

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 02936-6

SECTION 03300
CAST -IN -PLACE CONCRETE
PART I. GENERAL
1.1 SECTION INCLUDES
a. All cast -in -place concrete.
b. Control, expansion, and contraction joint devices associated with concrete work.
1.2 REFERENCED SECTION
a. Section 02223 - Filling, Backfilling, and Finish Grading.
1.3 REFERENCES
The publications listed below form a part of this specification to the extent referenced. Publications are
referenced in the text by basic designation only.
AMERICAN CONCRETE INSTITUTE (ACI)
ACI 301 Structural Concrete for Buildings
ACI 305R Hot Weather Concreting
ACI 306R Cold Weather Concreting
ACI 318/318R Building Code Requirements for Reinforced Concrete
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM A 53 Pipe, Steel, Black and Hot -Dipped, Zinc -Coated, Welded and
Seamless
ASTM A 615/A 615M Deformed and Plain Billet -Steel Bars for Concrete Reinforcement
ASTM C 33 Concrete Aggregates
ASTM C 94 Ready -Mixed Concrete
ASTM C 131 Resistance to Degradation of Small -size Coarse Aggregate by
Abrasion and Impact in the Los Angeles Machine
ASTM C 143 Slump of Hydraulic Cement Concrete
ASTM C 150 Portland Cement
ASTM C 260 Air -Entraining Admixtures for Concrete
ASTM C 1107 Packaged Dry, Hydraulic -Cement Grout (Non -shrink)
ASTM D 1752 Preformed Sponge Rubber and Cork Expansion Joint Fillers for
Concrete Paving and Structural Construction
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AMERICAN WELDING SOCIETY (AWS)
ANSI/AWS D1.1 Structural Welding Code - Steel
ANSI/AWS D1.4 Structural Welding Code - Reinforcing Steel
CORPS OF ENGINEERS (COE)
COE CRD-C 513 Rubber Waterstops
COE CRD-C 572 Polyvinylchloride Waterstops
FEDERAL SPECIFICATIONS (FS)
FF-S-325 Nail Expansion; and Nail, Drive Screw (Devices, Anchoring,
Masonry)
1.4 SUBMITTALS
Submit under provisions of Section 01300.
a. SD-02, Manufacturer's Catalog Data
Submit catalog data, manufacturer's literature, and other data required indicating
compliance with the specifications for the following, as required:
(1) Admixtures.
(2) Anchorage items.
(3) Concrete anchors.
(4) Bonding agents.
(5) Curing compounds.
(6) Premolded expansion -joint filler strips.
(7) Non -Shrink grout.
(8) Release agents.
(9) Waterstops.
(10) Reinforcement supports.
b. SD-04, Drawings
Submit shop drawings as specified in ACI 301. Submit shop drawings showing the location
of all proposed construction joints separate from the steel reinforcement shop drawings.
(1) Construction joints.
(2) Steel reinforcement.
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C. SD-05, Design Data
(1) Concrete mix designs.
(a) Include test results and necessary substantiating data used to establish the
mix designs, plus curves plotted to establish water -cement ratio when trial
mixtures are used.
d. SD-09, Reports
e. SD-13, Certificates
(1) Certificates.
Prohibiting the use of calcium chloride or admixtures containing calcium chloride.
1.5 PROJECT RECORD DOCUMENTS
a. Submit under provisions of Section 01700.
b. Accurately record actual locations of embedded utilities and components which are
concealed from view.
1.6 QUALITY ASSURANCE
a. Perform Work in accordance with ACI 301 except as modified.
b. Acquire cement and aggregate from same source for all work.
C. Conform to ACI 305R when concreting during hot weather.
d. Conform to ACI 306R when concreting during cold weather.
1.7 COORDINATION
Coordinate the placement of joint devices with erection of concrete formwork and placement of form
accessories.
PART II. PRODUCTS
2.1 CONCRETE MATERIALS
2.1.1 Portland Cement
a. ASTM C 150, Type I or 11. Provide cement for concrete with a uniform color classification.
2.1.2 Aggregate
a. Concrete for Containers of Liquids: For concrete for containers of liquids, use size No. 57 as
specified in ASTM C 33, unless a smaller size aggregate is required to conform to
provisions of Section 3.6 of ACI 301. Conform to requirements of ASTM C 33 and the
following:
Maximum Percent
Limits for Deleterious Substances by Weight of
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in Coarse Aggregate for Concrete
Total Sample
Clay lumps and friable particles
2.0
Chert (less than 2.4 specific gravity, SSD)
1.0
Sum of clay lumps, friable particles, and
chert (less than 2.4 specific gravity, SSD)
2.0
Flat and elongated particles (long dimensions
more than 5 times short dimensions)
15.0
b. Gradation of Fine Aggregate for Concrete for Exposed Slabs
Percent Passing
Sieve Normal -Weight
Lightweight
Heavy -Duty Toppings,
Designation Aggregate
Aggregate
Class 6 Floors
3/8 in. 100
00
100
No. 4 95-100
85-100
95-100
No. 8 80-90
---
65-80
No. 16 50-75
40-80
45-65
No. 30 30-50
30-65
25-45
No. 50 10-20
10-35
5-15
No. 100 2-5
5-20
0-5
2.2 ADMIXTURES
a. Air Entrainment: ASTM C 260.
Furnish with relative durability of 95 minimum.
b. Chemicals: ASTM C494.
C. Flyash: ASTM C618.
2.3 CONCRETE PROPORTIONING AND USAGE
2.3.1 Proportioning of Structural Concrete
Proportion structural concrete of the classes
required as specified
in Section 3.9 of ACI 301 to produce
the following 28-day compressive strengths:
Class f'c si
AA 5000
A 4000
B 3000
2.3.2 Usage
Use concrete class as follows:
a. Class AA Concrete: For precast concrete.
b. Class A Concrete: For all concrete unless noted otherwise.
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C. Class B Concrete: For footings, piers, and sidewalks unless otherwise noted.
2.3.3 Slump
Slump of Normal -Weight Concrete: ASTM C 143
Types of Construction
Reinforced foundation walls and
footings
Reinforced slabs, beams, and walls
Building piers
Sidewalks, and slabs -on -grade
Slump in Inches
Maximum Minimum
3 1
4 1
4 1
3 1
Achieve increased slump only with use of high -range water -reducing admixture
(superplasticizer).
C. Limitations on Slump: Do not allow the slump of lightweight concrete as determined by
ASTM C 143 to exceed 3 inches, unless specifically authorized by the Architect -Engineer.
Deliver concrete to the jobsite at a slump of 2 to 3 inches. Provide other concrete with
slump ranges as specified herein.
2.3.4 Maximum Water/Cement Ratio for Concrete Used.
Maximum Water/Cement Ratio
Concrete subject to freezing and thawing 0.50
2.3.5 Retarding, Accelerating and Water -Reducing Admixtures
Use of admixtures to retard setting of the concrete during hot weather, to accelerate setting during cold
weather, and to reduce water content without impairing workability, will be permitted if the admixtures
conform to ASTM C 494, and the relative durability factor for air -entrained concrete containing the
admixture is at least 100 percent of control.
2.3.6 Hot Weather Concreting
For hot weather concreting, the Architect -Engineer may require the use of a water -reducing and retarding
admixture (Type D) for concrete with a thickness of 30 inches or greater and for concrete whenever the
temperature at the time concrete is cast exceeds 80 degrees F. Select admixture conforming to the
requirements of these specifications and submit mix design with admixture prior to usage.
2.3.7Admixtures and Design Mixes
Use admixtures in concrete design mixes in the same manner and proportions as in the field, so that the
effects of the admixtures are included in preliminary tests submitted for approval prior to the start of
construction.
a. Where more than one admixture is used, use compatible admixtures, preferably by the same
manufacturer.
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b. Use of calcium chloride or admixtures containing calcium chloride is strictly prohibited. Submit
certificate evidencing compliance with the restriction.
2.4 FORMS
2.4.1 Prefabricated Forms
a. Preformed Steel Forms: Minimum 16 gage, matched, tight fitting, stiffened to support weight of
concrete without deflection detrimental to tolerances and appearance of finished surfaces.
b. Glass Fiber Fabric Reinforced Plastic Forms: Matched, tight fitting, stiffened to support weight of
concrete without deflection detrimental to tolerances and appearance of finished concrete
surfaces.
c. Tubular Column Type: Round, spirally wound laminated fiber, wood, or glass fiber material,
surface treated with release agent, non -reusable, of sizes required.
d. Forms for Exposed Concrete Surfaces: Exterior grade, high density overlay plywood, steel or
wood forms with smooth, tempered hardboard formliners.
2.4.2 Corners
Fillet or Chamfer, rigid plastic, or wood strip type
2.4.3 Flashing Reglets
Galvanized steel 22 gage thick, longest possible lengths, with alignment splines for joints, foam filled,
release tape sealed slots, anchors for securing to concrete formwork.
2.4.4 Form Deck
High -tensile steel forming, 1-5/16 inches deep, 28 gage, galvanized as manufactured by Bowman
Strongform, Wheeling Tensilform or Roll Form Permaform.
2.4.5 Form Ties
Snap -off type, galvanized metal, adjustable length, cone type, with waterproofing washer, free of defects
that could leave holes larger than 1 inch in concrete surface.
2.5 REINFORCEMENT
2.5.1 Reinforcing Steel
ASTM A 615, 60 ksi yield grade; deformed billet steel bars.
2.5.2 Smooth Dowels
ASTM A 615, plain or ASTM A 53, Schedule 80 with closed end.
2.5.3 Chairs, Bolsters, Bar Supports, Spacers
ASTM A 615, plain or ASTM A 53, Schedule 80 with closed end.
2.5.4 Reinforcing Steel Mat
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ASTM A704, ASTM A615, 60 ksi yield grade; steel bars or rods.
2.5.5 Stirrup Steel
ASTM A82, unfinished or epoxy coated
2.5.6 Welded Wire Fabric
ASTM A497 Welded Deformed Type; in flat sheets, unfinished or epoxy coated
2.5.7 Sized and shaped for strength and support of reinforcement during concrete placement conditions.
For concrete exposed to view in finished work, provide stainless steel or high -density polyethylene tips to
keep metal portion at least 1/4 inch from the form or surface. Clay brick or concrete masonry brick is not
acceptable.
2.6 OTHER MATERIALS
2.6.1 Form Release Agent
Colorless mineral oil which will not stain concrete, or absorb moisture, or impair natural bonding or color
characteristics of coating intended for use on concrete.
2.6.2 Bonding Agent
Polymer resin emulsion or Polyvinyl Acetate or Two component modified epoxy resin.
2.6.3 Anchorage Items
Standard manufacture of the type required to engage with anchors installed under other sections of these
specifications, and subject to approval by the Architect -Engineer. Provide inserts of galvanized malleable
iron or steel, with adequate strength for the load to be carried, threaded or slotted as required by their
usage, with integral lugs to prevent turning.
2.6.4 Non -Shrink Grout
ASTM C 1107; Premixed compound consisting of non-metallic aggregate, cement, water reducing and
plasticizing agents; capable of developing minimum compressive strength of 7,000 in 28 days. Do not
use metallic grout.
2.6.5 Pre -molded Joint Filler Type C.
ASTM D 1752; Pre -molded sponge rubber fully compressible with recovery rate of minimum 95 percent;
3/8-inch thick minimum.
PART III. EXECUTION
3.1 EXAMINATION
Verify that anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately
placed, positioned securely, and will not cause hardship in placing concrete.
3.2 FORMWORK
3.2.1 Earth Cuts
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Unless otherwise authorized by the Architect -Engineer, use earth cuts as forms for the vertical surfaces of
footings and pile caps.
3.2.2 Formwork Tolerances
Construct formwork so that concrete surfaces will conform to the tolerance limits in Table 3.3.2.3 of ACI
301 and to the following additional limits:
a. Footings and Pile Caps: Variation of bearing surface from indicated elevations as shown on
plans- plus or minus 1/2 inch.
b. Anchor Bolts
(1) Variations from indicated location in plan - plus or minus 1/4 inch.
(2) Variations from specified elevation - plus or minus 1/2 inch.
(3) Anchor bolt projection - minus 1/4 inch, plus 1/2 inch.
(4) Plumbness of anchor bolts - plus or minus 1/16 inch.
3.2.3 Cleanliness
Apply provisions of Section 5.7.1 of ACI 318/318R regarding cleanliness of spaces to be occupied by
concrete to cellular and composite steel deck. Prior to concrete placement, remove foreign material from
surfaces to receive concrete, and thoroughly clean the cellular and composite steel deck of oil, paint, and
other substances that reduce or destroy bond.
3.3 PLACEMENT
3.3.1 Installation of Underground and Embedded Items
Install pipes and conduits below the concrete unless otherwise indicated. Place fill required to raise the
subgrade in accordance with Sections under Division II - Sitework. Install porous fill not less than 4
inches in compacted thickness under slabs, sidewalks, tank bottoms, pile caps, and foundations. Level
and uniformly compact the fill to a reasonably true and even surface, with the surfaces clean and free
from frost, ice, mud, and water. Lay waterproof paper, polyethylene sheeting of nominal 4-mil minimum
thickness, or polyethylene -coated burlap over all surfaces receiving concrete.
3.3.2 Concrete Footings, Exterior Slabs, and Exterior Foundations
Place concrete footings, exterior slabs, and exterior foundations on undisturbed surfaces conforming to
Sections under Division II - Sitework, with surfaces clean and free from frost, ice, mud, and water. Lay
waterproof paper, polyethylene sheeting of nominal 4-mil minimum thickness, or polyethylene -coated
burlap over dry or pervious surfaces receiving concrete. Place concrete footings and exterior foundations
directly on impervious surfaces that are thoroughly moistened but not muddy at the time concrete is
placed.
3.3.3 Smooth Dowels
Install smooth dowels at right angles to construction joints. Align dowels paralleled to the finished
surface. Hold and support dowels rigidly during placement of the concrete. Oil or grease one end of
dowels or coat dowels with high -density polyethylene with a minimum thickness of 14 mils.
3.3.4 Horizontal Wall Joints
Use horizontal wall joints only at underside of floor members or at floor level, unless otherwise specifically
approved by the Architect -Engineer. Form horizontal wall joints in accordance with approved details.
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3.3.5 Unit of Operation
Do not allow the unit of operation, except for slabs on grade, exceed 60 feet in any horizontal direction
and less than 48 hours elapse between casting of adjoining units, unless these requirements are waived
by the Architect -Engineer. Make provisions for jointing successive units as indicated or required.
Prepare construction joints for bonding as specified in Section 5.3.5 of ACI 301. Keep joints in walls and
columns level. Place concrete in layers not over 18 inches deep. Compact each layer by mechanical
internally vibrating equipment, supplemented by hand spading, rodding, and tamping, as directed.
3.3.6 Time Limitations
Place concrete mixed in stationary mixers and transported by non -agitating equipment in the forms within
45 minutes of the time ingredients are charged into the mixing drum. Deliver concrete that is truck mixed
or transported in truck mixers or truck agitators to the site and discharge completed in the forms within the
time specified in paragraph 11.7 of ASTM C 94, except that when the concrete temperature exceeds 85
degrees F, reduce the time to 45 minutes. Place transit -mixed concrete that is completely mixed at the
site of concrete placement or batched cement and aggregates transported to mixers in the forms within 1-
1/2 hours after cement has been added. Place concrete in the forms within 15 minutes after discharge
from the mixer at the jobsite.
3.3.7 Prohibition on Use of Aluminum
If concrete is placed by pumping, use no aluminum in any parts of the pumping system which contact or
might contaminate the concrete. Do not use aluminum chutes and conveyors.
3.3.8 Floor and Slabs with Drains
Exercise special care to slope the floors uniformly to the drains. Provide floors with drains with a 24-inch
radius sweep -in centered on the drain, with a depression of 1/2 inch at low points, sloped not less than
1/4 inch per foot unless otherwise indicated. In all areas where materials requiring more than a 1/4-inch
drop are to be overlaid, depress the concrete base slab as shown to provide a finished floor at the same
elevation as surrounding areas.
3.4 SLABS -ON -GRADE
3.4.1 General
Install pipes and conduits below the concrete unless otherwise indicated. Place fill required to raise
subgrade as specified in Section 02223. Install porous fill not less than 4 inches in compacted thickness
under slab on grade. Compact porous fill by not less than two passes of a vibratory compactor. Level and
uniformly compact the fill to a reasonably true and even surface. Immediately before concrete is placed,
cover the fill with a vapor barrier lapped at least 6 inches at all edges and sealed. Install vapor barrier to
avoid punctures or tears and extend up walls unbroken to the top of the slab.
3.4.2 Reinforcement
a. Place welded wire fabric continuous between crack control joints. Lap welded wire fabric at least
one full mesh plus 2 inches staggered to avoid continuous lap in either direction. Securely wire or
clip with standard clips.
b. When concrete below welded wire fabric (WWF) is placed before the WWF is installed, place the
WWF and the concrete over the WWF not over 45 minutes after the lower layer has been placed, so
that the upper layer is cast and compacted while the lower layer is still plastic.
3.4.3 Placing
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Compact, screed to grade, and prepare concrete for the specified finish. Place concrete continuously so
that each unit of operation will be monolithic in construction. Provide diamond -shaped or circular isolation
joints in slabs on grade at columns for full slab depth and construct so that corners of isolation joints will
meet at crack -control joints. NOTE: Indicated reinforcement size and spacing on drawings.
3.5 CURING
a. Cure surfaces in accordance with ACI 301.
b. Where curing compound is used, apply in accordance with manufacturer's instructions in two
coats with second coat applied at right angles to first.
c. Protect finished work.
d. Do not permit traffic over unprotected floor surface.
e. Ensure surfaces to receive adhered materials are clean, dry, smooth, and free from deleterious
materials and projections.
3.6 CONCRETE WALKS, CURBS, AND CURB AND GUTTER
3.6.1 Subgrade
Compact subgrade at the required grades. Remove spongy and otherwise unsuitable material and
replace with approved material. Place concrete walks upon 4-inch porous fill.
3.6.2 Concrete Walks
Place concrete walks to not less than 4-inch thickness. Place contraction joints every 5 linear feet in each
direction, formed in the fresh concrete by cutting a groove with a jointing tool to a depth of at least one-
fourth the slab thickness. Install transverse expansion joints at returns, at driveways, and opposite
expansion joints in adjacent curbs and curb and gutter. Where curbs and curb and gutter are not
adjacent, install transverse expansion joints at intervals of approximately 40 feet. Broom finish sidewalks.
Place scoring in a transverse direction. Edge sidewalks and joints with a tool having a radius not greater
than 1/8 inch. Slope sidewalks adjacent to curbs and curb and gutter a slope of 1/4 inch per foot toward
the curb and curb and gutter, except where grade indicate otherwise. Slope sidewalks not adjacent to
curbs and curb and gutter a 1/4 inch per foot or crown as directed with a transverse slope of 1/4 inch per
foot, except where grades indicate otherwise. Do not vary surface of the concrete in cross section in
excess of 1/4 inch in 5 feet, except where grades indicate otherwise.
3.6.3 Concrete Walk Reinforcing
Reinforce concrete walks with 6x6-WI.4xWl.4 welded wire fabric.
3.6.4 Concrete Curbs and Curb and Gutter
Construct concrete curbs and curb and gutter to the section indicated. Incorporate horizontal and vertical
curves as indicated or required. Use steel forms as approved by the Owner's Representative. At the
option of the Contractor and approval of Engineer, use precast or cast -in -place curbs and curb and gutter.
Divide cast -in -place curbs and curb and gutter into sections 8 to 10 feet in length using steel divider
plates. Extend divider plates completely through the concrete. Remove divider plates after concrete has
set. Cast precast curbs and curb and gutter in lengths of 4 to 5 feet. Finish exposed surfaces of concrete
smooth. Tool sharp edges and the edges of joints and divisions to a 1/4-inch radius. Install steel
reinforcement where the curb and curb and gutter crosses pipe trenches or other similarly insecure
foundation. Place two No. 4 deformed bars near the bottom of the curb and curb and gutter. Extend at
least 24 inches beyond the insecure area. Install transverse expansion joints at curb and curb and gutter
returns and at intervals of approximately 40 feet.
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3.7 FINISHES
3.7.1 General
In accordance with paragraphs 5.3.4 of ACI 301, except as otherwise specified herein.
3.7.2 Concrete Surfaces Exposed to View
a. Construction: Produce concrete exposed to view in the completed structure using materials and
workmanship of such quality that only nominal finishing will be required. Apply the provisions of
Sections 5.3.6.2, 5.3.6.3, and 5.3.6.4 of ACI 301 to all exterior concrete surfaces exposed to view.
b. Release Agents: Coat forms with an approved release agent before the initial placement of concrete
and between subsequent placements in accordance with the manufacturer's printed instructions.
Do not wet form boards with water before concrete is placed.
c. Form Ties: Arrange form ties uniformly and symmetrically.
d. Surface Defects: Repaired as specified in Chapter 9 of ACI 301.
e. Structural Repairs: Make structural repairs using the specified epoxy -bonding agent. Obtain
approval from Architect -Engineer on methods and procedures. Use a low -viscosity epoxy bonding
agent, where the epoxy must be injected.
f. Protection: Exercise care to prevent chipping of corners and other damage to concrete when forms
are removed. Protect columns, stair treads and risers, exposed corners, and other surfaces that
may be damaged by ensuing operations by boxing, corner boards, or other approved means until
construction is completed.
3.7.3 Exposed Vertical Surfaces
Immediately after removal of forms and before concrete is dry, chip off fins and other projections. Repair
voids, honeycomb, aggregate pockets, and other surface defects exceeding 1/2 inch in any dimension as
specified in Chapter 9 of ACI 301. In areas where concentrations of small voids 1/2 inch or less occur,
patch a sufficient number to produce a uniform appearance across the entire panel. Smooth projections
and fins with wet carborundum stones or power grinders to the extent directed by the Owner's
Representative. Pull tie rods, and fill voids formed by wood or plastic cones with an approved mortar to a
point 3/4 inch from finish surface. Make color of patch as directed by the Owner's Representative. Patch
irregular lines at edges of ceiling ribs to produce a neat, uniform appearance.
3.7.4 Exposed -to -View Exterior Surfaces and Interior Vertical Surfaces
Provide a smooth form finish.
3.7.5 Tie Holes and Repairable Defective Areas Occurring in Concrete Surfaces Exposed to View in the
Finished Work
Coat exposed surfaces with bonding agent before being patched.
3.7.6 Cleaning
Thoroughly clean exposed concrete to remove stains, laitance, dust, form oil, and other surface residue
by use of water, stiff brushes, sandpaper, or other means approved by the Architect -Engineer.
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3.8 TESTING
Have testing performed by a recognized independent testing laboratory approved by the Architect -
Engineer. Have testing done in accordance with the provisions of ACI 301 and as hereinafter specified,
except that the cost of all testing shall be borne by the Contractor. The requirements for strength tests
may be waived by the Architect -Engineer when 15 cubic yards or less of concrete is placed in relatively
minor work. In addition to the data required by Section 16.6.2 of ACI 301, include in strength test reports
the proportions of ingredients used in the concrete mix, the slump, the unit weight, and for air -entrained
concrete, the air content of the concrete. Submit two copies of the reports of such tests. Receipt thereof
will be acknowledged and action will be taken only when corrective measures appear to be required.
3.9 DEFECTIVE CONCRETE
a. Concrete not conforming to required lines, details, dimensions, tolerances or specified
requirements and ACI 301 acceptance criteria.
b. Excessive honeycomb or embedded debris in concrete is not acceptable.
c. Repair or replacement of defective concrete will be determined by the Owner's Representative.
d. Do not patch, fill, touch-up, repair, or replace exposed concrete upon express direction of
Owner's Representative for each individual area.
END OF SECTION
JOB NO.: 045003.00
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SECTION 05500
METAL FABRICATIONS
PART I. GENERAL
1.1 SECTION INCLUDES
Providing bolts, anchors, plates, spikes, and other materials necessary for the work, stock or standard
items, and specially constructed miscellaneous metalwork as specified, indicated, or required for
completion.
1.2 REFERENCED SECTIONS
a. Section 03300 - Cast -in -Place Concrete.
b. Section 07900 - Joint Sealers.
C. Section 09900 - Painting.
1.3 REFERENCES
Publications listed below form part of this specification to extent referenced. Publications are referenced
in text by basic designation only.
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM A 36/A 36M Structural Steel
ASTM A 47 Ferritic Malleable Iron Castings
ASTM A 48 Gray Iron Castings
ASTM A 53 Pipe, Steel, Black and Hot -Dipped, Zinc -coated Welded and
Seamless
ASTM A 108 Steel Bars, Carbon, Cold -Finished, Standard Quality
ASTM A 123 Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products
ASTM A 153 Zinc Coating (Hot -Dip) on Iron and Steel Hardware
ASTM A 167 Stainless and Heat -Resisting Chromium -Nickel Sheet Plate,
Sheet, and Strip
ASTM A 283/A 283M Low and Intermediate Tensile Strength Carbon Steel Plate
ASTM A 307 Carbon Steel Bolts and Studs, 60,000 psi Tensile
ASTM A 325 Structural Bolts, Steel, Heat -Treated, 120/105 ksi Minimum
Tensile Strength
ASTM A 392 Zinc -Coated Steel Chain -Link Fence
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ASTM A 446/A 446M Steel Sheet, Zinc -Coated (Galvanized) by the Hot -Dip Process,
Structural (Physical) Quality
ASTM A 500 Cold -Formed Welded and Seamless Carbon Steel Structural
Tubing in Round and Shapes
ASTM B 211 Aluminum -Alloy Bars, Rods, and Wire
AMERICAN WELDING SOCIETY (AWS)
ANSI/AWS D1.1 Structural Welding Code - Steel
ANSI/AWS A2.4 Standard Symbols for Welding, Brazing and Nondestructive
Examination
NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS
(NAAMM)
ANSI/NAAMM AMP 510 Metal Stairs Manual
ANSI/NAAMM MBG 531
Metal Bar Grating Manual
STEEL STRUCTURES PAINTING COUNCIL (SSPC)
SSPC-Paint 12 Cold -Applied Asphalt Mastic (Extra Thick Film)
1.4 DESIGN REQUIREMENTS
a. Fabricate stair assemblies to support live load of 100 Ib/sq ft with deflection of stringer or
landing framing not to exceed 1/360 of span unless otherwise noted.
b. Fabricate railing assemblies, wall rails, and attachments to resist lateral force of 200 Ibs
at any point in any direction, on top rail, and vertical and horizontal thrust load of 50
pounds per linear foot applied on railings without damage or permanent set. The two
loads need not be assumed to act concurrently unless otherwise noted.
C. Metal Bar Grating Design Live (Pedestrian) Load: Uniform load of 100 Ib/sq ft minimum
unless otherwise noted; concentrated load of 300 Ibs unless otherwise noted.
d. Metal Bar Grating Maximum Allowable Deflection Under Live Load: 1/240 unless
otherwise noted; size components by single support design.
e. Maximum Spacing Between Bars for Metal Bar Grating: To restrict pedestrian shoe
heels.
1.5 SUBMITTALS
Submit under provisions of Section 01300.
a. SD-02, Manufacturer's Catalog Data
(1)
(2)
Unit stairs
Aluminum railing system
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(3) Abrasive nosings
(4) Welded studs
(5) Roof hatches
b. SD-04, Shop Drawings
Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of
fasteners, and accessories. Indicate details of component supports, openings, perimeter
construction details, and tolerances. Indicate welded connections using standard
ANSI/AWS A2.4 welding symbols. Indicate net weld lengths. Coordinate shop drawings
for the structural support of materials indicated in other sections with those other
sections. Indicate on shop drawings layouts, spacings, locations within the building,
required bracing, connections, anchors and perimeter interface details.
(1)
Metal grating stairs and landings
(2)
Ships ladder
(3)
Aluminum railing system
(4)
Metal bar grating
(5)
Metal ladders
(6)
Loose lintels
(7)
Support angles
(8)
Special frames
(9)
Miscellaneous supports
C. SD-13, Certificates
(1) Welders certificates
1.6 QUALIFICATIONS
a. Prepare shop drawings and design gratings and plates under direct supervision of a
professional structural engineer experienced in design of this work and licensed at place
where Project is located.
b. Welders Certificates: Submit certificates, certifying welders employed on the Work,
verifying AWS qualification within the previous 12 months.
1.7 FIELD MEASUREMENTS
Verify that field measurements are as indicated on shop drawings.
a. Coordinate the Work under this section with that specified in other sections so that
necessary items are provided as required. Include supplementary parts needed to
complete each item, even though not shown or specified. Provide anchors not shown in
detail on drawings conforming to accepted practices of the trade. Provide miscellaneous
supporting members, braces, and framing members, except as otherwise specified.
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Provide supports on exterior side of exterior walls and anchors and bolts in exterior walls
and roof, hot -dip galvanized. Provide anchors and bolts in other locations, zinc -coated or
coated with asphalt paint.
C. Provide inserts of approved type where necessary for support of equipment, apparatus,
or other work.
Gages of sheet ferrous metal, as specified, are U. S. Standard for sheet and plate.
Gages of nonferrous metals are Brown and Sharpe. Provide extruded sections at least
1/8 inch thick, unless otherwise specified. Where no gages are shown or specified,
provide aluminum not less than 1/8-inch thick, steel and stainless steel not lighter than
No. 18 gage.
1.8 DISSIMILAR METALS AND CONCRETE/MASONRY
Take every precaution to prevent electrolytic action between dissimilar metals on exterior work and on
interior work exposed to moisture or high humidity. Do not use copper in connection with aluminum work,
nor use aluminum where copper compounds could drain on bare aluminum. Paint steel in contact with
aluminum one coat of zinc -chromate primer and one coat of bituminous protective backing. Paint
aluminum in contact with masonry or concrete, on contact surfaces, with two coats of bituminous
protective backing. Do not contact stainless steel with carbon steel or zinc.
1.9 SEALING
Provide work under this Section weathertight. Coordinate this work with work specified in Section 07900
to accomplish necessary sealing.
1.10 PAINTING
Shop -coat ferrous metal items with standard treatment of manufacturer, or, in absence of such, one shop
coat of rust -inhibiting paint. In either case, coordinate paint system with finish paint specified in Section
09900 and provide prime paint compatible with the finish system specified. Spot -paint shop coatings that
are incomplete or damaged with material similar to original coat. Do not paint bolts and anchors encased
in concrete. Attention is directed to Section 09900 for painting of ferrous metal to be encased in masonry
or otherwise inaccessible for painting at completion.
PART II. PRODUCTS
2.1 MATERIALS
Unless otherwise noted, material shall be as follows:
a. Steel Sections: ASTM A 36/A 36M.
b. Steel Tubing: ASTM A 500, Grade B.
C. Plates: ASTM A 283/A 283M.
d. Pipe: ASTM A 53, Grade B Schedule 40.
e. Steel Sheet: ASTM A 446/A 446M, Grade B structural quality with 1.25 oz/sq ft
galvanized coating.
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f. Bolts, Nuts, and Washers: ASTM A 325 and A 307 galvanized to ASTM A 153 for
galvanized components.
g. Welding Materials: ANSI/AWS D1.1; type required for materials being welded.
h. Cast -Iron Items: ASTM A 48, Class No. 25A, 25B, or 25C.
i. Malleable -Iron Items: ASTM A 47, Grade 32510 or 35018.
j. Aluminum Alloy Products: Uniform quality, free from injurious defects. Unless otherwise
approved or specified, provide alloy and tempers as listed below:
ARCHITECTURAL ALUMINUM MANUFACTURERS ASSOCIATION
Use Allot/ Designation Temper
Castings 214 F
Structural shapes 6061 T6
Extrusions 6063 T5
Sheet and plate 3003 H14
Pipe 6063 T6
Drawn tubing 6061 T6
Bolts, nuts, screws 2024 T4
Rivets 6061 T6
(1) Provide exterior and interior aluminum work, unless otherwise specified with
finish No. AA-C22 anodized.
(2) Before shipment from factory, give aluminum surfaces exposed in finished work
two coats of clear water white, methacrylate lacquer with minimum thickness of
0.0005 inch. Protective coating shall not melt or drip in hot weather nor chip or
flake in cold weather. Provide protective cover that is easy to remove with
solvent recommended by manufacturer without harming aluminum finish.
k. Stainless Steel: ASTM A 167, Type 316, with standard No. 4 smooth satin finish for
exposed work. Protect exposed stainless steel during fabrication, transportation, and
erection by adhesive paper or plastic film coatings, as recommended by manufacturer.
Apply and remove protective covering in accordance with instructions of its manufacturer.
During grinding and polishing, or where severe forming is necessary, passivate surfaces
by nitric treatment as recommended by the mill.
I. Provide fasteners into aluminum or stainless steel fabricated of stainless steel, AISI Type
304 or 410, except as otherwise indicated or specified.
M. Hot -dip Galvanized Zinc Coatings: ASTM A 123, A 153, or A 525, coating designation
G90, as applicable.
n. Gratings: ANSI/NAAMM MBG 531.
o. Exposed Mechanical Fastenings: Flush countersunk screws or bolts; consistent with
design of stair structure.
p. Bituminous Protective Backing: SSPC-Paint 12.
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2.2 FABRICATION, GENERAL
a. Fit and shop assemble in largest practical sections, for delivery to site.
b. Fabricate items with joints tightly fitted and secured.
C. Provide metal fabrications formed to shape and size, with sharp lines and angles; and
shearing and punching to produce clean, true lines and surfaces. Weld or bolt
permanent connections, unless otherwise specified. Provide necessary lugs and
brackets. Conceal fastenings where practicable. Form joints exposed to weather to
exclude water. Where exposed, provide flush riveting.
d. Seal joined members continuously by continuous welds.
e. Grind exposed joints flush and smooth with adjacent finish surface. Make exposed joints
butt tight, flush, and hairline. Ease exposed edges to small uniform radius.
f. Exposed Mechanical Fastenings: Flush countersunk screws or bolts; unobtrusively
located; consistent with design of component, except where specifically noted otherwise.
g. Supply components required for anchorage of fabrications. Fabricate anchors and
related components of same material and finish as fabrication, except where specifically
noted otherwise.
2.3 UNIT STAIR TOWERS
a. Provide unit stair units of Industrial Class in accordance with ANSI/NAAMM AMP 510.
b. Fabricate self-supporting steel stair towers with formed treads channel stringers; landing
platforms; sectioned for transport; corner structural support members designed to support
full weight of complete stair tower plus design live load.
2.4 SHIPS LADDER
a. Construct ships ladders with channel stringers and steel grating treads. Provide each
tread and edge of platform with steel nosing having integral slip -resistant finish of either
checker plate or cast -in grits. Design ladder for live load of 100 pounds per square foot
with maximum tread deflection of 1/360 of span of tread.
2.5 ALUMINUM RAILING SYSTEM
a. Rails and Posts: 1-1/2-inch -diameter, extruded tubing conforming to ASTM B 211.
b. Fittings: Elbows, T-shapes, wall brackets, escutcheons; cast aluminum.
d. Mounting: Prepare backing plate for mounting in wall construction.
e. Splice Connectors: Concealed spigot.
f. Exposed Fasteners: Flush countersunk screws or bolts; consistent with design of railing.
g. Finish: Anodized to clear color.
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2.6 ABRASIVE NOSINGS
a. Provide abrasive nosings for concrete stairs of bronze, Type 120 by Wooster Products,
Inc., American Abrasive Metals Style B, or equal. Provide nosings 3 inches wide by 6
inches less than width of stairs and of plain abrasive cast type. Install nosings with
countersunk bronze screws.
2.7 METAL BAR GRATING
a. Grating Type: ANSI/NAAMM MBG 531; Pressure -Locked Type; Aluminum.
b. Fasteners and Saddle Clips: Stainless steel.
C. Edge Banding: Of same material as grating.
d. Fabricate grates and plates to accommodate design loads.
e. Mechanically clinch joints of intersecting metal sections.
f. Top Surface: Serrated.
g. Fabricate frames to receive gratings of structural aluminum shapes.
h. Provide aluminum gratings of aluminum bar type, welded or pressure locked, as required
to sustain a superimposed load of 100 pounds per square foot and a maximum deflection
of L/120 or 1/4 inch, whichever is smaller. Provide bars with nonslip exposed surface.
Spaces between main bars shall not exceed one inch. Provide frames of aluminum, with
suitable anchors.
i. Provide gratings in concrete floors removable or hinged and arranged in sizes to be
readily lifted. Fabricate frames to receive gratings of welded structural shapes, with
exposed welds ground smooth. Provide welded studs in indicated locations. Where
locations are not indicated, spacing shall not exceed 3 feet. Finish both frames and
gratings flush with adjacent floors.
j. Fabricate grating floors in panels of sizes suitable for delivery and installation, and secure
in place by bolting, as approved.
2.8 ALUMINUM PLANK GRATING
a. Grating Type: 0.062" ga. Aluminum 6063-T6.
b. Edge Banding: Of same material as grating.
C. Fabricate grates and plates to accommodate design loads.
d. Mechanically clinch joints of intersecting metal sections.
e. Top Surface: Serrated.
f. Fabricate frames to receive gratings of structural aluminum shapes.
g. Provide aluminum gratings of aluminum plank type as required to sustain a
superimposed load of 100 pounds per square foot and a maximum deflection of L/120 or
1/4 inch, whichever is smaller. Provide bars with nonslip exposed surface. Provide
frames of aluminum, with suitable anchors.
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h. Provide gratings in concrete floors removable or hinged and arranged in sizes to be
readily lifted. Fabricate frames to receive gratings of welded structural shapes, with
exposed welds ground smooth. Provide welded studs in indicated locations. Where
locations are not indicated, spacing shall not exceed 3 feet. Finish both frames and
gratings flush with adjacent floors.
i. Fabricate grating floors in panels of sizes suitable for delivery and installation, and secure
in place by bolting, as approved.
2.9 LOOSE LINTELS
Provide steel lintels for square -head openings in masonry where indicated and where other lintels are not
indicated, except as noted in Section 04200. Lengths of bearing at each end of lintels shall be not less
than 1/12 of span and in no case less than 4 inches. Increase lengths of bearing or fit lintels with bearing
plates, as required to provide unit pressures of not more than 225 psi on brick and solid concrete
masonry units and 900 psi on concrete.
2.10 SUPPORT ANGLES
Provide angles for support of exterior facing brick continuous at elevations shown. Provide angles with
holes for bolts, carefully coordinated with requirements of the work. Provide anchors in concrete of
approved malleable -iron wedge insert and bolt. Provide other anchors as required for type of backing
material indicated or approved. Provide holes for connection to anchors slotted up to 2 inches
horizontally. Hot -dip galvanize work after fabrication.
2.11 STRUCTURAL STEEL FRAMES
Fabricate frames fabricated of structural steel, continuously welded intersections of all members, except
removable members, with exposed welds ground smooth. Provide stops of solid sections welded in
place. Where frames abut masonry, anchor at top and bottom of frame and at intervals of not over 3 feet,
using not less than three anchors per side of frame. Provide anchors of corrugated galvanized steel, 14
gage, 2 by 8 inches long, with a 2-inch bend, and welded to frame. Make provisions for installation of
hardware.
2.12 WELDED STUDS
Provide studs headed as indicated or as required for intended use. Provide studs of cold -drawn bar stock
conforming to ASTM A 108, Grade 1015 or 1020, and conform to requirements of AWS D1.1. Provide
headed studs of dimensions indicated. Provide head dimensions and lengths of other welded anchor
studs of standard dimensions produced by reputable manufacturer, unless greater lengths are indicated.
2.13 TRENCH AND PIT EDGES AND COVERS
Frame trench and pit edges with continuous protective structural steel angles mitered and welded at
intersections, with exposed welds ground smooth, and with welded studs placed at not more than 3-foot
intervals. Provide cover plates of 1/4-inch-thick checkered steel plate, finished to rest solidly on frames
without rocking. Set frames and covers flush with adjacent floor.
2.14 TRENCH COVERS AND FRAMES
Provide trench covers and frames of aluminum assemblies manufactured by Architectural Art
Manufacturing, Inc., Construction Specialties, Inc., or MM Systems Corporation, complete with anchors
and vinyl seals. Provide frames with corners mitered. Secure frame corners and splices with concealed
connectors. Provide covers recessed for tile, or perforated, as indicated. Provide perforations of 1/2- by
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3-inch rectangular slots, spaced 2 inches oc in width and 5 inches oc in length. Fasten covers to frames
with countersunk aluminum or stainless steel screws.
2.15 DOWNSPOUT BOOTS
Provide downspout boots for exterior sheet -metal downspouts of cast iron, standard design, rectangular,
and securely fastened to walls. Extend boots below grade and connect to storm drainage lines. Extend
boots above grade to heights indicated, but in no case less than 6 inches.
2.16 MISCELLANEOUS SUPPORTS
Provide miscellaneous supports as shown or as required for substantial support of the applicable items,
including counters, supports for overhead grilles, roll -up doors, and benches.
PART III. EXECUTION
3.1 EXAMINATION
a. Verify that field conditions, opening sizes, and dimensional tolerances are acceptable and
are ready to receive work.
b. Verify that supports and anchors are correctly positioned.
C. Beginning of installation means erector accepts existing conditions.
3.2 PREPARATION
a. Clean and strip primed steel items to bare metal where site welding is required.
b. Supply items required to be cast into concrete or embedded in masonry with setting
templates, to appropriate sections.
3.3 INSTALLATION
a. Provide anchors, plates, angles and struts required for connecting stairs and railings to
structure.
b. Install items plumb and level, accurately fitted, free from distortion or defects.
C. Allow for erection loads, and for sufficient temporary bracing to maintain true alignment
until completion of erection and installation of permanent attachments.
d. Field weld anchors and components as indicated on shop drawings.
e. Perform field welding in accordance with AWS D1.1.
f. Field bolt and weld to match shop bolting and welding.
g. Conceal bolts and screws whenever possible.
h. Mechanically fasten joints bolted tight, flush, and hairline. Grind welds smooth and flush.
i. Obtain Owner's Representative's approval prior to site cutting or making adjustments not
scheduled.
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I. Place frames in correct position, plumb and level.
M. Mechanically cut galvanized finish surfaces. Do not flame cut.
n. Anchor metal bar gratings by bolting through saddle clips.
o. Set metal bar gratings flush with top of frames and surrounding construction.
p. Secure all components to prevent movement.
3.4 ERECTION TOLERANCES
Maximum Offset from True Alignment: 1/4 inch.
END OF SECTION
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SECTION 09900
PAINTING
PART I. GENERAL
1.1. RELATED DOCUMENTS
1.1.1. Requirements of the General and Special Conditions apply to all Work in this Section. Provide all
labor, material, equipment, and services indicated on the Drawings of specified herein or reasonably
necessary for and incidental to a complete job.
1.2. DESCRIPTION OF WORK
1.2.1. The extent of painting work is shown on the Drawings, in Schedules, and as specified herein.
1.2.2. The work includes painting and finishing of interior and exterior exposed items surfaces throughout
the project, including (but not limited to) masonry, exposed pipes, hangers, exposed steel and iron work,
and primed metal surfaces of equipment installed under the mechanical and electrical work, except as
otherwise indicated.
1.2.3. Paint all exposed surfaces, except the concrete slab and other items as directed by the Engineer.
Where items or surfaces are not specifically mentioned, paint these the same as adjacent similar materials
or areas. The Engineer will select colors from standard colors available for the materials systems specified.
1.3. EXTERIOR PAINTING: Includes surfaces that are not prefinished.
1.4. INTERIOR PAINTING: Includes surfaces that are not prefinished. Where a space or surface is
indicated to be painted, include the painting of exposed piping, and all other contiguous surfaces in the work
unless indicated otherwise.
1.5. MECHANICAL AND ELECTRICAL PAINTING: Includes the coating of interior and exterior piping,
conduit, ductwork, hangers, air grilles, miscellaneous metal, and insulation coverings, except as specified
otherwise.
1.6. WORK NOT INCLUDED
1.6.1. SHOP PRIMING: Unless otherwise specified, shop priming of ferrous metal items is included under
the various Sections for structural steel, miscellaneous metal items, hollow metal work and shop -fabricated
or factory -built mechanical and electrical equipment or accessories.
1.6.2. PRE -FINISHED ITEMS: Unless otherwise indicated, do not include painting when factory -finishing
or installer -finishing is specified for such items as finished mechanical and electrical equipment including
light fixtures, switch -gear and distribution cabinets.
1.6.3. CONCEALED SURFACES: Unless otherwise indicated, painting is not required on wall or ceiling
surfaces in concealed areas and generally inaccessible areas, as applicable to this project. Paint all piping,
equipment, and other such items in these spaces as specified. Surfaces concealed and made inaccessible
by panelboards, fixed ductwork, machinery, and equipment fixed in place are not included.
1.6.4. FINISHED METAL SURFACES: Do not coat aluminum, stainless steel, chromium plate, copper,
bronze, and similar finished materials, except as otherwise specified.
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1.6.5. OPERATING PARTS AND LABELS: Do not paint any moving parts of operating units, mechanical
and electrical parts, such as valve and damper operators, linkages, sensing devices, motor and fan shafts,
unless otherwise indicated. Do not paint over any code -required labels, such as Underwriters' Laboratories
and Factory Mutual, or any equipment identification, performance rating, name or nomenclature plates.
1.7. DEFINITION
1.7.1. "Paint" as used herein means all coating systems materials, and includes primers, sealers and
fillers, paints, enamels, stains, emulsions and other applied materials whether used as prime, intermediate
or finish coats.
1.8. QUALITY ASSURANCE
1.8.1. QUALIFICATIONS OF PAINTERS: Use only qualified journeyman painters for the mixing and
application of paint on exposed surfaces, in the acceptance or rejection of installed painting, no allowance
will be made for lack of skill on the part of the painters.
1.9. SUBMITTALS
1.9.1. QUALIFICATION OF AIRLESS SPRAY APPLICATORS: Prior to any application of coating by
airless spray, submit data for approval by the Engineer that indicates that the Contractor has successfully
applied paint by airless spray or has a firm contractual agreement with a subcontractor having such
experience. The data includes the names and locations of not less than two sites where the Contractor or
subcontractor referred to herein has applied paint by airless spray. Indicate the type and design of the
equipment, including safety devices, and certify that the method of applying coating has been performed
satisfactorily.
1.9.2. MATERIALS LIST; PAINTING PRODUCTS: Within 20 days after award of Contract, and before
any paint materials are delivered to the job site, submit to the Engineer a complete list of all materials
proposed to be furnished and installed under this portion of the Work.
1.9.3. MANUFACTURER'S DATA; PAINTING MATERIALS: Submit, for the Engineer's review, the
Manufacturer's Current Spec Data Sheet for each generic type of materials proposed. Such data shall
include product description, typical uses, service conditions, surface preparation for new and previously
painted surfaces, application, coverage, drying time, generic type, percent of solids by weight and volume,
recommended wet and dry mil coverage, and reduction solvents required.
1.10. PRODUCT HANDLING
1.10.1. DELIVERY: Deliver all materials to the job site in original, new and unopened packages and
containers bearing manufacturer's name and label, and the following information:
1.10.1.a. Name or title of material.
1.10.1.b. Federal Specifications number, if applicable.
1.10.1.c. Manufacturer's stock number and date of manufacture.
1.10.1.d. Manufacturer's name.
1.10.1.e. Contents by volume, for major pigment and vehicle constituents.
1.10.1.f. Thinning instruction.
1.10.1.g. Application instruction.
1.10.1.h. Color name and number.
1.10.2. STORAGE: Store only approved materials on the project. Store material and painters' tools in a
single room assigned for this use only. Keep storage place clean and neat and damage to it shall be
corrected. Keep paint and other volatile material tightly covered at all times when not in actual use.
Remove soiled and oily rags and waste from building every night and take every precaution to prevent
spontaneous combustion.
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1.11. JOB, WEATHER AND TEMPERATURE CONDITIONS
1.11.1. GENERAL:
1.11.1.a. Do not apply paint in snow, rain, fog or mist; or when the relative humidity exceeds 85%; or to
damp or wet surfaces; unless otherwise permitted by the paint manufacturer's printed instructions.
1.11.1.b. Apply interior coatings when the surfaces to be painted are dry and the temperature can be
kept above 45 degrees F and below 95 degrees F during the application of ordinary paints and between 65
degrees F and 95 degrees F during the application of enamels or varnishes.
1.11.1.c. Painting may be continued during inclement weather only if the areas and surfaces to be
painted are enclosed and heated within the temperature limits specified by the manufacturer during
application and drying periods.
PART II. PRODUCTS
2.1. MATERIALS
2.1.1. GENERAL: No claim as to unsuitability or unavailability of material specified or his inability to
produce first class work with the specified materials will be entertained unless such claims are made in
writing and submitted to the Engineer with substitute proposal 30 days prior to commencing work. Material,
such as linseed oil, shellac and turpentine, shall be pure and of highest quality and shall bear identifying
labels on containers with manufacturer's instructions printed thereon. Paint shall be well ground, shall not
cake or thicken in container, shall be readily broken with a paddle to a smooth consistency and shall have
easy brushing properties. Deliver paint to job ready -mixed, except for tinting of undercoats and possible
thinning. All thinning and tinting materials shall be as recommended by manufacturer for particular material
tinted or thinned.
2.1.2. COLORS AND FINISHES: Paint colors, surface treatment, and finishes are indicated in the
Schedules of the Contract Documents. If color or finish is not designated, the Engineer will select these
from standard colors available for the materials systems specified. Use representative colors when
preparing samples for review. Final acceptance of colors will be from samples applied on the job.
2.1.3. PAINT: Provide paint which is well ground, will not cake or thicken in the container, is readily
broken with a paddle to a smooth consistency, and has easy brushing properties.
2.1.4. LEAD CONTENT: Do not use coatings having a lead content of over 0.06% by weight of
nonvolatile content.
2.1.5. COLOR PIGMENTS: Use pure, non -fading, applicable types to suit the substrates and service
indicated.
2.1.6. PAINT THINNER: As recommended by paint manufacturer. Use only within recommended limits.
2.1.7. TINTING: As recommended by paint manufacturer for the particular material tinted. Use only
within the recommended limits.
2.1.8. SHELLAC: Pure gum shellac, free from resins, cut in pure denatured alcohol, using 4 lbs. of gum to
one gallon of alcohol. Clear white.
2.1.9. PUTTY: Non -bleeding base type.
2.1.10. LINSEED OIL: Boiled linseed oil conforming to ASTM Specifications D260.
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2.1.11. TURPENTINE: Gum spirits, steam distilled, sulfate wood, and destructive distilled conforming to
Federal Specification TT-T-801 c.
2.2. QUALITY:
2.2.1. Provide the best quality grade of the various types of coatings as regularly manufactured by
acceptable paint materials manufacturers. Materials not displaying the manufacturer's identification as a
standard, best -grade product will not be acceptable.
2.2.2. Manufacturer's products which comply with the coating qualitative requirements of applicable
Federal Specifications, yet differ in quantitative requirements, may be considered for use only when
acceptable to the Engineer. Furnish material data and manufacturer's certificate of performance to the
Engineer for any proposed substitutions.
2.2.3. Provide undercoat paint produced by the same manufacturer as the finish coats.
2.2.4. Paint, varnish, stains, fillers, linseed oil, shellac, turpentine and other materials shall be first line and
of the highest quality.
2.2.5. PAINT COMPATIBILITY:
2.2.5.a. Provide finish coats which are compatible with prime paints used. Upon request from other
trades, furnish information on characteristics of finish materials proposed for use, to ensure that compatible
prime coats are used. Provide barrier coats over incompatible primers or remove and re -prime as required.
Notify the Engineer in writing of any anticipated problems using specified coating systems with substrates
primed by others.
2.2.5.b. It is essential that the paints applied in the shop and in the field be mutually compatible.
Determine what shop paints have been used and select approved field paints compatible therewith.
2.2.6. MANUFACTURER:
2.2.6.a. Insofar as practicable, the materials shall be the products of one manufacturer. Use the highest
grade of each type of material required for the work.
2.2.6.b. To establish the quality of painting materials required, brand names and catalog numbers of
Tnemec are used.
2.2.6.c. Products of other manufacturers which are approved as equals will be accepted subject to this
Specification.
2.2.6.d. Systems:
1. Alkyd (A)
2. Acrylic (AC)
3. Acrylic Latex (ACL)
4. High Build Urethane (HBU)
5. High Solids Epoxy (HSE)
6. High Build Coal Tar Solution (HBCT)
7. Alkyd Gloss (AG)
8. Epoxy Polyamide (EP)
9. Silicone (S)
10. Silicone Aluminum (SA)
11. Modified epoxy (ME)
JOB NO.: 045003.00
DATE: 08/19 09900-4

2.2.6.e. Surfaces:
Ferrous metal submerged in wastewater and non -potable water:
System: Tnemec (HSE)
Surface preparation: SSPC-SP10 Near -White Blast Cleaning
Shop coat: 1 Omnithane Primer, 3.0 dry mils
2nd coat: 66HS Hi -Build Epoxoline, 8.0 dry mils
3rd coat: 104HS Epoxy, 8.0 dry mils
Type finish: Semi -gloss
2. Ferrous metal submerged in potable water:
System: Tnemec (EP)
Surface preparation: SSPC-SP10 Near White Blast Cleaning
Shop coat: 1 Omnithane Primer, 3.0 dry mils
2nd coat: 20HS-1255 Pota-Pox, 4.0 dry mils
3rd coat: 20HS-15BL Pota-Pox, 4.0 dry mils
3. Ferrous metal, including C.I. or D.I. pipe, non -immersion:
System: Tnemec (HBU)
Surface preparation: SSPC-SP6 Commercial Blast Cleaning
Shop coat: 1 Omnithane Primer, 3.0 dry mils
2nd coat: 66HS Hi -Build Epoxoline, 4.0 dry mils
3rd coat: 73-Color Endura-Shield, 4.0 dry mils
Type finish: Semi -gloss
4. Overhead metal decking and joists:
System: Tnemec (A)
Surface preparation: Surfaces must be dry, clean and free of oil, grease and
other contaminants. Allow concrete to cure 28 days.
Shop coat: 115 Uni-Bond DF, 3.5 dry mils
1st coat: 115 Uni-Bond DF, 3.5 dry mils
Type finish: Semi -gloss
5. High heat coating: Use on items of equipment, piping, etc. subject to high
temperatures such as blowers, blower piping, hydraulic power units and hydraulic
piping, etc. where indicated.
System: Tnemec (SA)
Surface preparation: SSPC-SP10 Near -White Blast Cleaning
1st coat: 1501 Endura-Heat, 3 dry mils
2nd coat: 1552 Endura-Heat, 3 dry mils
6. Concrete block, interior:
System: Tnemec (HSE)
1st coat: 1254 Epoxoblock WB (fill voids), 80 sq. ft./gal
2nd coat: 66HS Hi -Build Epoxoline, 175 sq. ft./gal.
3rd coat: 66HS Hi -Build Epoxoline, 175 sq. ft./gal.
Type finish: Semi -gloss
JOB NO.: 045003.00
DATE: 08/19 09900-5

7. Concrete block, exterior:
System: Tnemec (ME)
1st coat: 156 Enviro-Crete, 80 sq. ft./gal.
2nd coat: 157 Enviro-Crete, 12 dry mils
Type finish: Flat, sand
8. Brick masonry:
System: Tnemec (S)
Surface preparation: Surface must be dry, clean and free of loose mortar.
1 st coat: Prime A Pell 200
9. Concrete walls and ceilings, interior:
System: Tnemec (HSE)
Surface preparation: Surface to be clean and dry. Fill all voids in the concrete
with 218 MortarClad
1st coat: 66HS Hi -Build Epoxoline, 180 sq. ft./gal.
2nd coat: 66HS Hi -Build Epoxoline, 180 sq. ft./gal.
Type finish: Semi -gloss
10. Concrete walls, exterior, where indicated on the plans:
System: Tnemec (ME)
Surface preparation: Surface shall be clean and dry.
One coat: 157 Enviro-Crete, 8 dry mils
Type finish: Flat.
11. Concrete, exterior, below grade, where indicated on the plans:
Surface preparation: Surface must be clean and dry.
1st coat: 46-465 H.B. Tnemecol, 94 sq.ft./gal
2nd coat: 46-465 H.B. Tnemecol, 94 sq.ft./gal.
12. Cast iron or ductile iron pipe, bituminous coated:
Provide one prime coat as specified below and finish with two coats of
appropriate metal finish as specified in paragraphs 3.6C or 3.6D above.
Tnemec Series 1 Omnithane Primer, 3.0 dry mils.
13. Non-ferrous metals:
Treat with manufacturer's recommended wash primer or pretreatment.
Provide finish coats as specified in paragraphs 3.6C or 3.61D above.
14. Wood surfaces, interior and exterior:
System: Tnemec (AG)
Surface preparation: Surface shall be clean and dry.
1st coat: 10-99W Tnemec Primer, 3 dry mils
2nd coat: 1028 Enduratone, 3 dry mils
3rd coat:1028 Enduratone, 3 dry mils
Type finish: Gloss
JOB NO.: 045003.00
DATE: 08/19 09900-6

15. Insulated pipe:
System: Tnemec (ACL)
Surface preparation: Surface shall be clean and dry.
1st coat: 1026 Enduratone, 265 sq. ft./gal.
2nd coat: 1026 Enduratone, 265 sq. ft./gal.
Type finish: semi -gloss sheen.
16. Galvanized surfaces:
System: Tnemec
Surface preparation: SSPC-SP1 Solvent Cleaning
One coat: 66HS Hi -Build Epoxoline, 3 dry mils
Finish with final coat as specified for Ferrous metal submerged in wastewater
or potable water
17. Concrete floors, where indicated on the plans (Light traffic):
System: Tnemec (EP)
Surface preparation: ICRI CSP3.
1st coat: 280 Tneme-Glaze, 8 dry mils
2nd coat: 280 Tneme-Glaze, 8 dry mils
3rd coat: 291 CRU, 3 dry mils
18. Concrete floors, anti-skid, where indicated on the plans (Heavy traffic):
System: Tnemec (EP)
Surface preparation: ICRI CSP4.
1st coat: 222 Deco -Tread, 1/8 inch - double broadcast
2nd coat: 284 Deco -Clear, 10 dry mils
3rd coat: 248 EverThane, 3 dry mils
19. Concrete flumes, launders, channels, etc. immersion or intermediate contact with
water, where indicated on the plans:
System: Tnemec (HSE)
Surface preparation: SSPC-SP13/NACE-6, ICRI CSP5
1st coat: 218 MotarClad applied to fill al holes, voids and surface irregularities
and to provide a smooth and even finish. This coating shall also skim the entire
surface of the concrete.
2nd coat: 435 Perma-Glaze, 35.0 dry mils
3rd coat: 435 Perma-Glaze, 35.0 dry mils
20. Gypsum wallboard:
System: Tnemec (HSE)
Surface preparation: Surface must be dry, clean and free of contaminants.
1st coat: 151 Elasto-Grip, 6 dry mils
2nd coat: 66HS Hi -Build Epoxoline, 6 dry mils
3rd coat: 66HS Hi -Build Epoxoline, 6 dry mils
Type finish: Semi -gloss
JOB NO.: 045003.00
DATE: 08/19 09900-7

2.3. INSPECTION
2.3.1. Examine the area and conditions under which painting work is to be applied and notify the Engineer
in writing of conditions detrimental to the proper and timely completion of the work. Do not proceed with the
work until unsatisfactory conditions have been corrected in an acceptable manner.
2.3.2. Starting of painting work will be construed as acceptance of the surfaces and conditions within any
particular area. Do not paint over dirt, rust scale, grease, moisture, scuffed surfaces, or conditions
otherwise detrimental to the formation of a durable paint film.
2.4. PREPARATION OF SURFACES
2.4.1. GENERAL:
2.4.1.a. Perform preparation and cleaning procedures in strict accordance with the paint manufacturer'
instructions and as herein specified, for each particular substrate condition.
2.4.1.b. Remove or mask all hardware, hardware accessories, machined surfaces, plates, lighting
fixtures, and similar items in place and not to be finish -painted, or provide surface -applied protection prior to
surface preparation and painting operations. Remove, if necessary, for the complete painting of the items
and adjacent surfaces. Following completion of painting of each space or area, reinstall the removed items
by workmen skilled in the trades involved.
2.4.2. CLEANING: Clean surfaces to be painted before applying paint or surface treatments. Remove oil
and grease prior to mechanical cleaning. Program the cleaning and painting so that contaminants from the
cleaning process will not fall onto wet, newly -painted surfaces. Treat and remove all contaminants. Correct
all defects.
2.4.3. CEMENTITIOUS MATERIALS
2.4.3.a. Prepare cementitious surfaces of concrete block to be painted by removing all efflorescence,
chalk, dust, dirt, grease, oils and by roughening as required to remove glaze.
2.4.3.b. Determine the alkalinity and moisture content of the surfaces to be painted by performing
appropriate tests. If the surfaces are found to be sufficiently alkaline to cause blistering and burning of the
finish paint, correct this condition before application of paint. Do not paint over surfaces where the moisture
content exceeds that permitted in the manufacturer's printed directions.
2.4.4. FERROUS METALS: Remove dirt and grease with mineral spirits and wipe dry with clean cloths.
Remove rust, mill scale and defective paint down to sound surface, using scraper, sandpaper or wire brush
as necessary. Grind if necessary to remove shoulders at edge of sound paint to prevent flaws from
photographing through finish coats. Touch-up bare metal and damaged shop coats with specified rust -
inhibitive primer. Necessary touching up of shop primer shall be done on ferrous metal surfaces of items
installed adjacent to masonry prior to any openings between metal surfaces and adjacent surfaces being
filled in or caulked.
2.4.5. GALVANIZED SURFACES: Remove dirt and grease with mineral spirits and wipe dry with clean
cloths. Pre -treat galvanized steel surfaces with proprietary acid -bound resinous or crystal -line zinc
phosphate preparation, prior to painting, unless manufacturer of primer used directs otherwise.
2.5. MATERIALS PREPARATION
2.5.1. COLORS AND SCHEDULING: Secure approval of color samples before applying any paint or
finish. Priming coats and undercoats shall be tinted to approximate shade of final coat. Furnish schedule
showing when respective coats of paint for the various areas and surfaces are to be applied. Keep
JOB NO.: 045003.00
DATE: 08/19 09900-8

schedule current as job progress dictates. If Engineer so directs, succeeding coats shall not be applied until
he has had opportunity to inspect completed coat.
2.5.2. LABOR, TOOLS, AND MATERIALS: Employ only skilled mechanics. Application may be by brush,
roller or spray in accordance with manufacturer's published recommendation, except for specific cases
specified otherwise. Keep equipment clean and in condition to provide quality job specified. Do not use
same brush for application of paint on smooth surfaces which have been used to paint concrete. Materials
shall be mixed, thinned, modified and applied only as specified by manufacturer's directions on container.
Successive coats of material applied to a surface shall be of compatible chemical composition.
2.5.3. MIXING
2.5.3.a. Mix and prepare painting materials in accordance with manufacturer's directions.
2.5.3.b. Store materials not in actual use in tightly covered containers. Maintain containers used in
storage, mixing and application of paint in a clean condition, free of foreign materials and residue.
2.5.3.c. Stir materials before application to produce a mixture of uniform density, and stir as required
during the application of the materials. Do not stir surface film into the material. Remove the film and if
necessary, strain the material before using.
2.6. APPLICATION
PACE 111=000110:T-0N
2.6.1.a. Before painting is started in any area, broom -clean it and remove excessive dust from all areas
to be painted. Broom cleaning after painting operations begin in a given area will not be allowed; cleaning
shall then be done with only commercial vacuum cleaning equipment. Provide adequate illumination in all
areas where painting operations are in progress.
2.6.1.b. Surfaces shall be clean, dry and protected from dampness. Moisture content shall not exceed
20% as tested with a moisture testing meter.
2.6.1.c. Test areas frequently enough to assure that no finish is applied to surface with moisture in
excess of above limitation. Surfaces shall be smooth, even and true to plane. Surfaces shall be free of any
foreign material which will adversely affect adhesion or appearance of applied coating.
2.6.1.d. Apply paint in accordance with the manufacturer's direction. Use applicators and techniques
best suited for the substrate and type of material being applied.
2.6.1.e. Apply additional coats when undercoats, stains or other conditions show through the final coat
of paint, until the paint film is of uniform finish, color and appearance. Give special attention to insure that all
surfaces, including edges, corners, crevices, welds, and exposed fasteners receive a dry film thickness
equivalent to that of flat surfaces.
2.6.1.f. Sand lightly between each succeeding enamel or varnish coat.
2.6.1.g. Omit the first coat (primer) on metal surfaces which have been shop primed and touch-up paint,
unless otherwise indicated.
2.6.2. SCHEDULING PAINTING:
2.6.2.a. Apply the first coat material to surfaces that have been cleaned, pre-treated or otherwise
prepared for painting as soon as practicable after preparation and before subsequent deterioration.
JOB NO.: 045003.00
DATE: 08/19 09900-9

2.6.2.b. Allow sufficient time between successive coatings to permit proper drying. Do not re -coat until
paint has dried to where it feels firm, does not deform or feel sticky under moderate thumb pressure, and the
applications lifting or loss of adhesion of the undercoat.
2.6.3. MINIMUM COATING THICKNESS
2.6.3.a. Apply each material at not less than the manufacturer's recommended spreading rate, to
establish a total dry film thickness as indicated or as recommended by coating manufacturer.
2.6.3.b. If paints are thinned for spraying, the film thickness after application shall be the same as
though the unthinned paint were applied by brush. That is, the addition of a thinner shall not be used as a
means of extending the coverage of the paint, but the area covered shall be no greater than the area which
would have been covered with the same quantity of unthinned paint.
2.6.4. STEELWORK ANDIRON WORK:
2.6.4.a. Before being erected or set, those parts of ironwork and steelwork which are to be embedded in
concrete or masonry shall be given one field coat of the same type of paint as the shop coat. This provision
does not apply to concrete reinforcement, steel conduits, and accessories.
2.6.4.b. Steel work and light iron work, neither exposed to view nor embedded in masonry, and for
which no other painting is specified, shall be given two field coats of the same type of paint as the shop coat.
2.6.4.c. The touch-up coat and first coat of paint shall be applied to all steel work and light ironwork
immediately upon arrival at the site.
2.6.5. DRYING TIME: The minimum time to be in accordance with manufacturer's requirements.
2.6.6. PRIME COATS:
2.6.6.a. Apply a prime coat to material which is required to be painted or finished, and which has not
been prime coated by others.
2.6.6.b. Re -coat primed and sealed surfaces where there is evidence of suction spots or unsealed
areas in first coat, to assure a finish coat with no burn through or other defects due to insufficient sealing.
2.6.7. MECHANICAL AND ELECTRICAL WORK:
2.6.7.a. Painting of mechanical and electrical work is limited to those items exposed in mechanical
equipment rooms and in occupied spaces.
2.6.7.b. Mechanical items to be painted include, but are not limited to, piping, pipe hangers, and
supports.
2.6.7.c. Electrical items to be painted include, but are not limited to, conduit and fittings.
2.6.8. PIGMENTED (OPAQUE) FINISHES: Completely cover to provide an opaque, smooth surface of
uniform finish, color, appearance and coverage. Cloudiness, spotting, holidays, laps, brush marks, runs,
sags, ropiness or other surface imperfections will not be acceptable.
2.6.9. FIELD ADJUSTMENT OF FINAL COAT: Minor tinting to adjust finish coat to either lighter or darker
shade shall be done in field as directed.
2.6.10.
2.6.11. PIPE IDENTIFICATOIN AND COLOR CODING: In addition to any other specified painting for
exposed interior piping, stencil a legend showing the name of the contents and an arrow showing the
direction of flow on each pipe. The color of piping shall be selected by Engineer in accordance with Ten
JOB NO.: 045003.00
DATE: 08/19 09900-10

State Standards. The size and location of the legend shall be in accordance with American Standard
Association Scheme for the identification of Piping Systems (A13.1-1981).
2.7. CLEAN-UP AND PROTECTION
2.7.1. CLEAN-UP:
2.7.1.a. During the progress of the work, remove from the site all discarded paint materials, rubbish,
cans and rags the end of each work day.
2.7.1.b. Upon completion of painting work, clean window glass and other paint -spattered surfaces.
Remove spattered paint by proper methods of washing and scraping, using care not to scratch or otherwise
damage finished surfaces.
2.7.2. PROTECTION:
2.7.2.a. Whether to be painted or not, against damage by painting and finishing work. Correct any
damage by cleaning, repairing, or replacing, and repainting, as acceptable to the Engineer.
2.7.2.b. Provide "Wet Paint' signs as required to protect newly -painted finishes. Remove temporary
protective wrappings.
2.7.2.c. Protect work of other trades provided by others for protection of their work, after completion of
painting operations.
2.7.2.d. At the completion of work of other trades, touch-up and restore all damaged or defaced painted
surfaces.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 09900-11

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 09900-12

SECTION 11010
EQUIPMENT GENERAL PROVISIONS
1. GENERAL
1.1. APPLICABLE REQUIREMENTS: This section applies to all sections of Division 11, EQUIPMENT, of this
project except as specified otherwise in each individual section. Drawings and Specifications shall be
considered as supplementary, one to the other, so that materials and labor indicated, called for, or implied by
the one and not the other, shall be supplied and installed as though specifically called for by both.
1.2. DESCRIPTION
1.2.1. The Work under Division 11 Sections of the Specifications consists of providing the various items of
process equipment required under this contract. Each item shall be furnished complete, installed, and
operable as shown on the Drawings and in accordance with these Specifications and the manufacturer's
recommendations and instructions.
1.2.2. The omission of any reference to parts or work necessary or incidental to a complete installation shall
not be construed as releasing the Contractor from furnishing such parts.
1.3. BASIS OF DESIGN AND SPECIFICATION CONFORMANCE
1.3.1. Where specific manufacturers are identified for a specified item in the Specifications, the equipment of
the named manufacturer or manufacturers has been used as the basis of design.
1.3.2. Equipment of other manufacturers that is approved as equal to that specified will be acceptable on the
basis that any revisions in design or construction of the structure, piping, or appurtenant equipment required
to accommodate such a substitution shall be made at no additional cost to the Owner, meet the requirements
set forth in these Specifications, and be as approved by the Engineer.
1.4. SUBMITTALS
1.4.1. Submit shop drawings in accordance with Section 01300. Submit shop drawings and/or data sheets for
approval on all items of equipment, materials, and accessories furnished under this Division whether
specifically listed or not. Shop Drawings and Specification Data Sheets shall show complete product
information, installation requirements, details and instructions, and shall be marked to indicate compliance
with requirements of Contract Documents.
1.4.2. Submit shop drawings, manufacturers data, test reports and certificates for equipment, materials and
finish, and pertinent details for each system, and have them approved before procurement, fabrication, or
delivery of the items to the job site. Partial submittals will not be acceptable and will be returned without
review.
1.4.3. Submittals shall include the manufacturer's name, trade name, catalog model or number, nameplate
data, size, layout dimensions, weights, capacity, project specification and paragraph reference, applicable
Federal, Military, industry, and technical society publication references, and other information necessary to
establish contract compliance of each item the Contractor proposes to furnish.
1.4.4. Drawings shall include floor plans, sectional views, wiring diagrams, anchor bolt details, and other
necessary installation details of equipment; and equipment spaces identifying and indicating proposed
location, layout and arrangement of items of equipment, control panels, accessories, piping, ductwork, and
other items that must be shown to assure a coordinated installation. Wiring diagrams shall identify circuit
terminals, and indicate the internal wiring for each item of equipment and the interconnection between each
JOB NO.: 045003.00
DATE: 08/19 11010-1

item of equipment. Drawings shall indicate adequate clearance for operation, maintenance, and replacement
of operating equipment devices. If equipment is disapproved, drawings shall be revised to show acceptable
equipment and be resubmitted.
1.4.5. Performance curves for all process pumps shall be submitted with shop drawings. These curves shall
show operating head, brake horsepower and efficiency plotted against capacity, and other data where
required.
1.5. OPERATION AND MAINTENANCE MANUAL
1.5.1. As required in each individual section, furnish equipment operation and maintenance manuals. Furnish
manuals per Section 01731.
1.5.2. The manuals shall include the names, addresses, and telephone numbers of each subcontractor
installing the equipment, and of the local representatives for the equipment. The manuals shall have a table
of contents and be assembled to conform to the project specifications' table of contents with the tab sheets
placed before instructions covering the subject. The instructions shall be legible and easily read, with the
large sheets of drawings folded in.
1.5.3. The manuals shall include:
1.5.3.a. Wiring and Control diagrams with data to explain detailed operation and control of each item of
equipment;
1.5.3.b. A control sequence describing start-up, operation and shut -down;
1.5.3.c. Description of the function of the item of equipment;
1.5.3.d. The procedure for starting;
1.5.3.e. The procedure for operating;
1.5.3.f. Shut -down instructions;
1.5.3.g. Installation instructions;
1.5.3.h. Maintenance instructions;
1.5.3.i. Lubrication schedule including type, grade, temperature range, and frequency;
1.5.3.j. Safety precautions, diagrams, and illustrations;
1.5.3.k. Test procedures;
1.5.3.1. Performance data;
1.5.3.m. Parts list;
1.5.3.n. Approved shop drawings;
1.5.3.o. Start-up Report; and
1.5.3.p. Warranty
JOB NO.: 045003.00
DATE: 08/19 11010-2

1.5.4. The parts lists for equipment shall indicate the sources of supply, recommended spare parts, and the
service organization which is reasonably convenient to the project site. The manuals shall be complete in all
respects for equipment, controls, accessories, and associated appurtenances provided.
1.6. INSTRUCTION TO OWNER'S PERSONNEL: When specified within individual sections, the Contractor
shall furnish the services of competent instructors who will give full instruction to the designated plant
personnel in the adjustment, operation, and maintenance, including pertinent safety requirements, of the
equipment or system specified. Each instructor shall be thoroughly familiar with all parts of the installation
and shall be trained in operating theory as well as practical operation and maintenance work. Instruction shall
be given prior to the first regular work week and after the equipment or system has been accepted. The
number of hours of instruction furnished shall be as specified in each section. When more than 2 man -days
of instruction are specified, approximately half of the time shall be used for classroom instruction. All other
time shall be used for instruction with the equipment or system.
1.7. DELIVERY, STORAGE AND HANDLING: All equipment shall be cartoned or crated to provide
protection during transit and job storage. All pipe and electrical connections shall be covered with suitable
coverings, caps or plugs. Inspect all material or equipment as it is received to determine damage and/or
missing parts. It shall be the Contractor's responsibility to repair or replace damaged items in accordance
with the manufacturer's instructions. All materials and equipment shall be stored at the plant site under cover
unless specific permission is granted by the Engineer for off -site storage. Place equipment on wood supports
or floors in a manner that will prevent rust and damage. Avoid use of non -vented plastic or canvas shelter
which could create a humidity chamber. Cardboard wrappers which become wet shall be removed
immediately.
1.8. JOB CONDITIONS
1.8.1. The contract plans indicate the required size and general arrangement of all piping and equipment.
The final exact dimensions and configuration will have to be determined by the exact equipment furnished.
1.8.2. The Contractor, before roughing in any facilities or installation of any equipment, shall consult all
drawings - General, Civil, Structural, Mechanical, Electrical, Instrumentation, etc., and shall inform himself of
materials, finishes, locations of ceilings, structural members, pipes, ducts, lighting fixtures, conduits, etc.,
which may affect the installation.
1.8.3. Conflicts or discrepancies discovered before or after work has started shall be brought to the attention
of the Engineer immediately, and the Engineer reserves the right to require minor changes in the work of any
Contractor to eliminate such conflicts.
1.9. FACTORY TESTING
1.9.1. Process equipment shall be subjected to factory testing in accordance with requirements specified
within the individual sections.
1.9.2. Factory test of all process pumping equipment shall be made in accordance with the test code of
Hydraulic Institute Standards. All pumping equipment which fails to meet the requirements of the test shall be
replaced with pumping equipment which meets the specified requirements. Certified factory performance test
curves for each pump shall be furnished and approved before shipment of the unit to the site. Test curves
shall cover the full range of operation from shut off to maximum capacity.
1.10. PAINTING: All equipment, motors, drive assemblies and basis shall be furnished in accordance with
Division 9 and as specified herein.
1.11. WARRANTY: Unless specified otherwise in the individual equipment specifications, all equipment shall
be warranted against defects in materials and workmanship for 1 year from the date of Substantial
Completion of the Contract.
JOB NO.: 045003.00
DATE: 08/19 11010-3

2. PRODUCTS
2.1. ANCHOR BOLTS
2.1.1. Equipment manufacturer shall furnish all anchor bolts of ample size and strength required to securely
anchor each item of equipment. Anchor bolts shall have suitable washers and, where so required, their nuts
shall be hexagonal.
2.1.2. All anchor bolts, nuts, washers, plates, and bolt sleeves shall be Type 316 stainless steel unless
otherwise indicated or specified.
2.1.3. All concrete and masonry anchor bolts shall be two-part adhesive anchor system, as manufactured by
Hilti Corp. or approved equal. Expansion bolts will not be allowed.
2.1.4. Bolts, anchor bolts, nuts, and washers specified to be stainless steel shall be Type 316 stainless steel.
2.1.5. Anchor bolts and expansion bolts shall be set accurately. If anchor bolts are set before the concrete
has been placed, they shall be carefully held in suitable templates of approved design. Where indicated on
the Drawings, specified, or required, anchor bolts shall be provided with square plates at least 4 inches by 4
inches by 3/8 inches or shall have square heads and washers and be set in the concrete forms with suitable
pipe sleeves, or both. If anchor bolts are set after the concrete has been placed, all necessary drilling and
chemical grouting shall be done by the Contractor and care shall be taken not to damage the structure or
finish by cracking, chipping, spalling, or otherwise during the drilling and grouting.
2.2. EQUIPMENT INFORMATION PLATES: With the exceptions mentioned below, each piece of equipment
shall be provided with a substantial nameplate of non -corrodible metal, securely fastened in place and clearly
and permanently inscribed with the manufacturer's name, model or type designation, serial number, principal
rated capacities, electrical or other power characteristics, and similar information as appropriate. The
nameplate of the distributing agent/representative will not be acceptable. Nameplates shall be placed in a
location visible to operators and shall not be painted over. Incomplete, damaged, or illegible nameplates shall
be replaced at no additional cost to the Owner.
2.3. PANEL AND EQUIPMENT NAMEPLATES: Provide nameplates on all equipment and panels.
Nameplates shall be made of three -layer laminated plastic with engraved white letters on black background.
Edges shall be chamfered. Minimum size shall be 1-inch high by 2'/2-inches wide.
2.4. SAFETY SIGNAGE: Provide safety signage from the included schedule where appropriate. Signage
lettering shall be single stroke and shall contrast in color with the background. For messages with
international symbols, the international symbol shall be used. Chain mounted signs shall have lettering on
both sides. Signs shall be 0.100-inch thick fiberglass with embedded fadeproof legends. Signage shall
include but not be limited to the following:
2.4.1. "CAUTION -AUTOMATIC EQUIPMENT MAY START AT ANY TIME"
2.4.2. "DANGER-480 VOLTS"
2.4.3. "NOTICE -NON -POTABLE WATER -DO NOT DRINK"
2.4.4. "DANGER -KEEP OUT"
2.4.5. "DANGER -HIGH VOLTAGE"
2.4.6. "DANGER -CONFINED SPACE ENTRY"
2.4.7. "RESTRICTED AREA-AUTORIZED PERSONNEL ONLY"
2.4.8. "LOCK OUT SWITCH BEFORE WORK ON EQUIPMENT"
2.4.9. Chemical information signage
2.5. EQUIPMENT DRIVE GUARDS: All equipment driven by open shafts, couplings, belts, chains, or gears
shall be provided with approved all -metal guards enclosing the drive mechanism. Guards shall be
constructed of equipment manufacturers standard with baked on enamel paint, Type 304/316 stainless steel,
JOB NO.: 045003.00
DATE: 08/19 11010-4

galvanized sheet steel, or galvanized 1-inch mesh screen (woven wire or Type 304/316 stainless steel) set in
a frame of galvanized steel members. Guards shall be secured in position by steel braces or straps which will
permit easy removal for servicing the equipment. Guards shall conform to South Carolina Occupational
Safety and Health Standards for General Industry.
2.6. LUBRICANTS: During testing and prior to acceptance, the Contractor shall furnish all lubricants
necessary for the proper lubrication of all equipment furnished under this contract.
2.7. SPECIAL TOOLS
2.7.1. For each type of equipment furnished, the Contractor shall provide a complete set of all special tools
(including special grease guns or other lubricating devices) which may be necessary for the adjustment,
operation, maintenance, and disassembly of such equipment. Tools shall be high grade, smooth, forged,
alloy, tool steel. Grease guns shall be lever type.
2.7.2. Special tools are considered to be those tools which, because of their limited use, are not normally
available but which are necessary for the particular equipment.
2.8. MOTORS
2.8.1. Motors shall conform with applicable NEMA, IEEE and USASI Standards, and shall be as
manufactured by Louis Allis, Marathon, General Electric, U.S. Reliance, or approved equal. Motors using
non-standard frames or otherwise of special characteristics will be permitted only with written approval of the
Engineer. Motors in below grade locations shall be submersible for 8 hours without impact on operational
performance of motor upon restart. Motor called out in specifications and on drawings are the minimum size
required and larger motors if necessary, shall be provided as approved by Engineer.
2.8.2. Motor ratings shall be based on current NEMA design standards for continuous duty and/or multiple
starts per hour on motors through 50 HP. On motors larger than 50 HP starting shall be based on NEMA
MG1-20.43- number of starts. Horsepower, torque and speed characteristics shall be suitable for the full
normal range of operating conditions of the driven equipment without exceeding 95% of the nameplate FLA
and temperature rise ratings regardless of size. Nameplate FLA shall be based on nameplate HP and shall
not include the 15% S.F. In addition, all motors 1 HP and larger shall have a 1.15 service factor. Wherever
HP ratings of motors proposed differ from those shown or specified, this fact shall be prominently noted on
the shop drawings submitted.
2.8.3. Process and major mechanical equipment drive motors shall be 3-phase, squirrel -cage induction type
NEMA Design B, 230/460 dual voltage in all sizes and types where this rating is standard unless otherwise
noted. Larger motors and special motors where dual voltage construction is not available, shall be furnished
in ratings consistent with the nominal system voltage. Where process drives of fractional HP are required,
standard frame 56 units shall be supplied. Such drives requiring limited power input shall employ overload
heaters undersized accordingly.
2.8.4. General purpose single-phase motors, 1/3 HP and smaller, shall be 115 volt capacitor start type
designed for continuous duty unless otherwise noted. Light duty motors of the domestic appliance variety will
not be acceptable in this work. Bearings on frame 56 fractional HP motors shall be of the anti -friction type.
2.8.5. The Contractor shall be responsible for delivery, handling and setting regardless of local agreements as
to actual work jurisdiction. Further, this responsibility shall include checking of lubrication, drive alignment
and condition, indication of proper rotation, and any or all other matters relating to operative readiness. When
all checks are satisfactorily accomplished, the readiness of the unit for operation shall be indicated by a
conspicuous and legible tag installed by the responsible individual.
JOB NO.: 045003.00
DATE: 08/19 11010-5

2.8.6. As part of the initial operational test, the Contractor shall arrange for checking and recording of load
current and verification of rating of overload heaters. No unattended operation of the equipment shall be
permitted until completion of this procedure.
2.8.7. Motor frames shall be totally enclosed fan -cooled unless otherwise specified within individual sections.
2.8.8. All motors larger than NEMA 56 frame shall have anti -friction (ball or roller) bearings, sized for average
life of at least 100,000 hours under normal loading conditions (See MG1-14.45). Bearing shall be AFBMA
Standard sizes. Motors shall be equipped with endshield-mounted ball bearings made to AFBMA Standards,
and be of ample capacity for the motor rating. The bearing housing shall be large enough to hold sufficient
lubricant to minimize the need forfrequent relubrication, but facilities shall be provided for adding new grease
and draining out old grease without major motor disassembly. The bearing housing shall have long, tight,
running fits or rotating seals to protect against the entrance of foreign matter into the bearings, or leakage of
grease out of the bearing cavity.
2.8.9. All motors connected to VFD's shall be rated for inverter duty and shall have adequate cooling for full
rated torque output at any speed from 50% to 105% of 60 Hz speed.
2.8.10. No motor shall produce noise greater than 85 dBA at a distance of 3 feet at any location.
2.8.11. All motors shall have Class F insulation and shall not have a temperature rise exceeding a Class B
rise limit unless otherwise noted.
2.9. MATERIALS
2.9.1. Unless otherwise noted, stator frames and endshields shall be as follows: Standard Duty - TEFC:
Stator frames and endshields, 254 and larger, shall be of rigid cast iron construction. For motors 215 frame
and smaller, these parts may be cast aluminum or cast iron, whichever is manufacturer's standard. Severe
Duty - TEFC and Explosion -Proof: Frames and endshields shall be cast iron for all frame sizes.
2.9.2. Unless otherwise noted, other external parts shall be as follows: Standard Duty - TEFC: Fan covers
and conduit boxes may be cast iron, aluminum or steel, depending on manufacturer's standard. Severe Duty -
TEFC and Explosion -Proof: Fan covers and conduit boxes shall be cast iron.
2.10. CONDUIT BOXES: Conduit box mountings shall be arranged so conduit can be brought in from top,
bottom or either side. Conduit boxes for all severe duty motors shall be tapped for threaded conduit
connection. Conduit hole size shall conform to NEC Standards, depending on motor rating.
2.11. EYEBOLTS: All motors weighing more than 50 lbs. shall be drilled and tapped for lifting eyebolt.
2.12. MOTOR LEADS: Motor leads into conduit box shall have same insulation class as the winding, and be
equipped with a numbered pass or copper terminal staked or otherwise mechanically fastened to the lead
sufficient to resist 15 lbs. pull. Leads shall be marked throughout the entire length to provide identification
after terminals are taped or clipped.
2.13. VENTILATING FANS
2.13.1. Standard Duty - TEFC: The fans forcing ventilating air through or over a motor may be steel,
aluminum or molded plastic, whichever is manufacturer's standard.
2.13.2. Severe Duty - TEFC and Explosion -Proof: Ventilating fans shall be non -sparking, abrasion and
chemical resistant, cast brass or polypropolene.
JOB NO.: 045003.00
DATE: 08/19 11010-6

2.14. SHAFT SEALS: All severe duty motors and TEFC motors, 254 frame and larger, shall have a rotating
seal or slinger located on the shaft at the drive end endshield opening to prevent moisture or other foreign
material from entering the bearing cavity.
2.15. NAMEPLATES: Aluminum nameplates may be used on standard TEFC motors. Severe duty enclosed
motors shall have nameplates of stainless steel. Nameplates shall be stamped to include the following
information:
2.15.1. Horsepower (not including 15% S.F.)
2.15.2. Speed
2.15.3. Time Rating
2.15.4. Frequency or Inverter Duty
2.15.5. Phases
2.15.6. Model Number
2.15.7. Rated Voltage
2.15.8. Service Factor (1.15 on all motors 1 HP and larger)
2.15.9. Full Load Amps (based on nameplate HP, not including 15% S.F.)
2.15.10. Insulation Class
2.15.11. NEMA Design
2.15.12. NEMA Code Letter
2.15.13. Maximum Ambient
2.15.14. Bearing Identification
2.16. CONNECTION DIAGRAMS: The motor connection diagram shall be permanently attached to the
motor either inside the conduit box or on the motor frame in a readable location from the conduit box side.
2.17. LOCKED ROTOR CHARACTERISTICS: Motors with nameplate rating of 5 through 50 HP shall not
exceed NEMA Code G locked rotor characteristics. Motors larger than 50 HP shall not exceed NEMA Code F
locked rotor characteristics.
2.18. SEVERE DUTY: Motors designed for severe duty shall have the following characteristics in addition to
those designated in the specification:
2.18.1. Sealed Windings as described in NEMA MG1-127, Part B
2.18.2. Stainless Steel Nameplate
2.18.3. Cast Iron Housing, Bearing Brackets, Fan Guard
2.18.4. Cast Iron Conduit Box
2.18.5. Cast Brass or Polypropolene Fan
2.18.6. Zinc Plated Hardware
2.18.7. Minimum of 2 Extra Epoxy Varnish, or Equal, Dips and Bakes on Windings.
2.19. HEATER: Where required, motors shall contain internal heaters to operate on 120 VAC to minimize
condensation inside the motors.
JOB NO.: 045003.00
DATE: 08/19 11010-7

2.20. EXTERNAL FINISH: All motors shall be prime painted with corrosion resisting metal primer, and finish
painted in accordance with Division 9. All bolts, screws and other external hardware shall be treated by zinc
with irridite or zinc chromate for resistance to corrosion.
2.21. PREPARATION FOR SHIPMENT: Before shipment, the shaft extension and any other bare exposed
metal parts of each motor shall be coated with an easily removable rust preventative. All motors shall be
securely fastened to a hardwood skid or pallet for fork truck handling, and be covered for protection against
dirt and moisture during transit and for short time outdoor storage.
2.22. OPERATING CHARACTERISTICS: Motors shall meet or exceed the starting locked rotor and
maximum breakdown torques specified by NEMA for the NEMA design. The locked rotor starting currents
shall not exceed NEMA maximum values for the specified NEMA design and rating. The current density and
heating characteristics shall be such that the motors will not suffer damage if subjected to a maximum of two
(20) seconds stall at six times full load current. The insulation system of the motor shall be described under
NEMA 1-14.02. The motor manufacturer shall use IEEE Standards to establish the suitability of the insulation
system to meet these requirements.
2.23. GEAR REDUCERS
2.23.1. Unless otherwise specified, all gear reducers 5 Hp and less shall be of the horizontal straight-line
concentric type with heat treated alloy steel precision cut helical gearing. Gear reducers for 5 Hp and greater
shall be based on individual service application meeting minimum AEMA and drive equipment manufacturers
standards with Engineer approval. All gearing shall comply with the requirements of AGMA with a 1.5 service
factor for continuous operation. AGMA rating plates shall be attached to the housing.
2.23.2. Unless otherwise noted, all shafts shall be of high carbon steel forgings turned and ground to size.
Shafts shall be mounted on anti -friction bearings. All gearing shall be lubricated by revolving through
lubricating oil reservoir. Ample volume shall be provided for the oil to act both as a lubricant and a coolant.
Provide oil seals at all shafts. Housings shall be dust and moisture tight and shall have an easy means of
filling, draining and checking the oil level.
2.23.3. Drive motors shall be separate from the gear reducer. Output shaft of the motor shall be connected to
the input of the gear reducer with a shear pin or torque overload type coupling to protect against overload.
2.24. BELT DRIVES: Belt drives shall have a minimum 1.5 service factor.
2.25. ENCLOSURES: All control devices or similar items appurtenant to the major equipment shall be
furnished with NEMA 4X stainless steel enclosures, unless otherwise specified, and all electrical conduit
connections shall be of the threaded type.
2.26. SHEAR PINS: Shear pins or dowel pins shall be fabricated of 2017T4 aluminum, cold -head rod,
conforming to the standards set forth in ASTM B316.
2.27. FLEXIBLE SHAFT COUPLINGS: Flexible shaft couplings for connection of motor and equipment drive
shafts shall be of the nonmetallic flexible member type, except as otherwise specified or approved. Couplings
shall accommodate angular misalignment up to 4 degrees, parallel misalignment up to 1/8-inch, and end float
up to 5/16-inch, either singly or in any combination. Coupling shall also act to cushion shock loads. Flexible
element shall be of reinforced rubber tire type held in place by twin flanges. No lubrication shall be required.
Coupling shall be of a design that eliminates metal to metal contact between the driver and driven shafts in
the coupling. Design shall allow for replacement of flexible element without moving either driver or driven
equipment.
JOB NO.: 045003.00
DATE: 08/19 11010-8

3. EXECUTION
3.1. ERECTION AND INSTALLATION SUPERVISION: The manufacturer or supplier of equipment included
in each section shall inspect the completed installation, make all necessary adjustments, connections or
modifications prior to start-up. The manufacturer or supplier shall supervise start-up procedures after start-up
is authorized by the Engineer. After start-up, the manufacturer shall make all final adjustments necessary for
the intended use of the equipment and certify in writing that the equipment has been properly installed and
adjusted and is operating satisfactorily. This report will include any special instructions for the operation and
maintenance of the equipment.
3.2. FIELD TESTING: Field testing shall be performed as specified under the detailed specifications for the
specific equipment item and also in accordance with requirements of Division 1 for overall testing and as
follows. All motors will be field checked by the Engineer for compliance with current limitations described in
this section.
3.3. INSTALLATION: Each item shall be furnished complete and installed as shown on the Drawings and in
accordance with the manufacturer's recommendations, instructions and directions. One (1) complete copy of
these recommendations shall be furnished to the Engineer two (2) weeks prior to installation. Installation of
the item will not be allowed to proceed until the recommendations are received.
3.4. OPERATION AND MAINTENANCE TRAINING: A knowledgeable field service technician of the
manufacturer shall provide to the Owner's personnel operation and maintenance training to extent necessary
for long-term satisfactory operation of the equipment. The duration shall be as specified for the equipment,
and otherwise, one 8-hour day.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 11010-9

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 11010-10

SECTION 11060
PROCESS PIPING AND APPURTENANCES
GENERAL
1.1. APPLICATION REQUIREMENTS
1.1.1 Requirements of the General and Supplemental Conditions apply to all Work in this Section.
Provide all labor, materials, equipment, and services indicated on the Drawings, or specified herein, or
reasonably necessary for or incidental to a complete job.
1.2. RELATED WORK SPECIFIED ELSEWHERE:
Existing Conditions Division 2
Painting Section 09900
1.3. DESCRIPTION
The work performed under this Section includes furnishing and installation of all pipe, fittings, flanges,
valves, valve operators, hangers, anchors, and all necessary appurtenances with yard piping and piping
located inside the structures and vaults as shown on the Drawings and as specified herein.
1.4. QUALITY ASSURANCE
1.4.1. INSPECTION AND ACCEPTANCE OF PIPE: Acceptance will be on the basis of design,
material tests, and inspection of the complete product. The quality of all materials used in the pipe, the
process of manufacturer, and the finished pipe shall be subject to inspection by the Engineer. Inspection
may be made at the place of manufacture, or on the job site after delivery, or at both places and the pipe
shall be subject to rejection at any time on account of failure to meet any of the specifications
requirements, even though sample pipe units may have been accepted as satisfactory at the place of
manufacture. All pipe which is rejected must be immediately removed from the project site by the
Contractor.
1.4.2. REFERENCED STANDARDS: Unless otherwise indicated, all referenced standards shall be the
latest edition available at the time of bidding. Any requirements of these Specifications shall in no way
invalidate the minimum requirements of the referenced standards. Comply with the provision of the
following codes and standards, except as otherwise indicated.
ASTM A 307
ASTM B 584
ASTM A 21.4
ASTM A 21.10
ASTM A 21.11
ANSI A 21.51
Standard Specification for Carbon Steel Externally and Internally Threaded
Standard Fasteners
Specification for Copper Alloy Sand Castings for General Applications
Cement -Mortar Lining for Cast -In and Ductile Iron Pipe and Fittings for Water
Gray -Iron and Ductile Iron Fittings, 2-Inch Through 48-Inch, for Water and Other
Liquids
Rubber -Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe and Fittings
Ductile Iron Pipe, Centrifugally cast, in Metal Molds or Sand -Lined Molds for
Water or Other Liquids
JOB NO.: 045003.00
DATE: 08/19 11060-1

AWWA C 110 American National Standard for Gray -Iron and Ductile- Iron Fittings, 3-Inch
Through 48-Inch, for Water and Other Liquids.
AWWA C 500 Standard for Gate Valves, 3 Inches through 48 Inches NPS, for Water and
Sewage Systems
1.5. DRAWINGS
1.5.1. Drawings indicate generally the sizes and locations of pipelines and valves but the right is
reserved to direct changes in run and details of the pipe work as necessitated by site conditions. Provide
piping of sizes indicated on Drawings; for pipe sizes not shown, provide sizes in proportion to the load
carried at the same resistance as similar piping.
1.5.2. Piping shown on the Drawings shall be considered as diagrammatic for clearness and may or
may not, in all parts, be shown in its true position. This fact does not, in any way, relieve the Contractor
from full responsibility for the proper erection of a system of piping in every respect suitable for the work
intended as described in this Section of the Specifications
1.6. SUBMITTALS
1.6.1. MANUFACTURER'S CERTIFICATE; DUCTILE IRON PIPE AND FITTINGS: Submit two copies
of manufacturer's certificate indicating that the pipe and fittings have been inspected and tested at the
foundry and meet the requirements of the referenced Standards and these Specifications.
1.6.2. MANUFACTURER'S CERTIFICATION; VALVES: For information only, submit valve
manufacturer's notarized certification that valves furnished for this project are in full compliance with the
Referenced Standards and these Specifications.
2. PRODUCTS
2.1. DUCTILE IRON PIPE
2.1.1. GENERAL: Centrifugally cast ductile iron pipe in sand -lined or metal molds in accordance with
ANSI A21.51. Unless otherwise specified herein or noted on the Drawings, use only new pipe. All
exposed pipe and fittings shall be field painted, and unless otherwise noted shall not receive an exterior
bituminous coating.
2.1.2. LINING: All ductile iron pipe of fittings shall be lined with cement lining unless otherwise noted.
2.1.3. MARKING: Cast or stamp the weight, class or nominal thickness, casting period, and the letters
"DI" or "Ductile" on the pipe; no pipe will be accepted unless these markings appear on all ductile iron
pipe.
2.1.4. RESTRAINT: Restrained joint pipe and fittings as shown on the Drawings shall confirm to ANSI
A21.51 for centrifugally cast-iron pipe and to ANSI A21.11 for rubber gasket joints. Both pipe and fittings
have a minimum working pressure of 150 psi. Restrained joints shall be American Fast -Grip, Flex -Ring,
Field Flex -Ring, Lok-Ring, US Pipe TR Flex, Field Lock, Griffin Snap-Lok, EBAA Iron Megalug, or equal.
Restrained joints shall be in accordance with the Joint Restraint Detail shown on the Drawings.
2.1.5. FITTINGS:
2.1.5.a. Unless otherwise specified or indicated on the Drawings, use Pressure Rated Class 250 fittings,
either ductile iron or gray cast iron, conforming to applicable sections of ANSI A21.10 or A21.53. Unless
otherwise shown on the Drawings, use flanged and mechanical joint fittings.
JOB NO.: 045003.00
DATE: 08/19 11060-2

2.1.5.b. Furnish fittings in the size indicated on the Drawings, as specified herein, or as required to
make connections or changes in horizontal and vertical alignment.
2.1.5.c. Mark fittings in accordance with ANSI A21.10, Section 10-9; fittings without these markings will
not be accepted.
2.1.6. SOLID SLEEVES: Mechanical joint conforming to ANSI A21.10 or ANSI A21.53.
2.1.7. FLANGED PIPE AND FITTINGS:
2.1.7.a. Conform to ANSI A21.51 for centrifugally cast. Flanged pipe shall be a minimum Class 53.
Furnish long -hub flanges which are screwed on tight at the foundry by machine before they are faced and
drilled.
2.1.7.b. Cast ductile iron flanged fittings in conformance with ANSI A21.10 or ANSI A21.53, and use
special drilling or tapping, as necessary, to insure correct alignment and bolting. Integrally cast flanges
for flanged fittings and specials which are right angles to the axis, accurately faced, and machined
smooth and true. Use flanges which are of a pressure classification adequate for water service pressure
of 250 psi, drilled and faced in accordance with AWWA C110 or AWWA C153.
2.1.7.c. Make flanged joints with bolts, bolt studs with a nut on each end, or studs with nuts where the
flange is tapped.
2.1.7.d. Use ring gaskets of rubber with cloth insertion. Gasket thickness: 12 inches and smaller,
1/1 6-inch; larger than 12 inches, 3/32-inch
2.1.8. GASKETS: Make gaskets from a composition which is suitable for exposure to wastewater
within the pipe.
2.1.9. FLANGE FILLERS: Provide suitable flange fillers where the layout of the flanged piping is such
as to necessitate their use. In materials, workmanship, facing, and drilling, such rings shall conform to
the 125-pound American Standard. Provide filling rings of suitable length with non -parallel faces and
corresponding drilling if necessary, to insure correct assembly of the adjoining piping
2.1.10. DISMANTLING JOINTS: Provide restrained flanged joint dismantling joints where called for on
drawings. Dismantling joints shall be a double-edged flanged adapter that allows for longitudinal
adjustment in piping system. Dismantling joints shall also allow for 2 degrees of misalignment in the
piping system. Dismantling joints shall be heavy duty restrained joint type for flanged ductile iron or steel
pipe. Dismantling joints shall be Dresser Style 131, Smith -Blair Model 972, Romac Style DJ400, or
approved equal. Restraining rods, bolts, and nuts shall be high strength Type 304 or 316 stainless steel.
2.1.11. WALL SLEEVES AND PIPES:
2.1.11.a. Furnish and install on all pipes, the required wall sleeves as manufactured by American Cast
Iron Pipe Company A-612, James B. Clow F-1430 or F-1435, or approved equal except as otherwise
noted on the plans. Wall sleeves shall be used where any pipe passes through an exterior wall or slabs
with liquid or the possibility of liquid, on one side of the wall.
2.1.11.b. Wall pipes shall be used to connect piping to concrete structures and shall be poured in place.
Pipes shall be flanged or mechanical joint as indicated on the Drawings.
2.1.12. FLEXIBLE PIPE COUPLINGS: Flexible pipe couplings for use on plain end pipe, where shown
on the Drawings, specified herein or required for convenience of installation and relief of pipe line strain
shall be of the mechanical compressive joint type as manufactured by Dresser Industries, Inc. Style No.
38, Rockwell International Style 411 or equal. Flanged coupling adapters shall be Dresser Style 128,
Rockwell Style 912 (furnished with ANSI Standard 125 # flanges) or equal.
JOB NO.: 045003.00
DATE: 08/19 11060-3

2.2. CUSHIONED SWING CHECK VALVE
2.2.1. Provide valve body of a one-piece casting, globe pattern, constructed of ASTM A126 Class B
cast iron with minimum strength of 30,000 psi.
2.2.2. Provide flanged end connections per ANSI B16.1.
2.2.3. Provide full pipeline flow area with disc at 230 open position, and allow for a minimum of 600
total disc travel.
2.2.4. Provide a circular flanged cover of adequate size to permit field inspection, maintenance, and/or
replacement of all internal valve components.
2.2.5. Design working pressures to 250 psi.
2.2.6. Body Seat: Material to be 18-8 stainless steel. Seat shall be designed to permit field
replacement.
2.2.7. Disc Construction: Constructed of ASTM A126 Class B cast iron with minimum strength of
30,000 psi. Provide disc with resilient seat ring for tight shut off. Disc seat ring shall be of BUNA-N.
Attach disc seat ring to disc by means of 18-8 stainless steel follower ring and 18-8 stainless steel
fasteners. Design disc seat ring to permit field replacement. Attach disc -to -disc army by means of a
single attachment point. Attachment design shall permit a controlled amount of disc articulation to
provide uniform compression of disc seat ring under any pressure condition, up to the maximum working
pressure. Rotation of the disc around the attachment point shall not be permitted. Construct disc arm or
one-piece, ductile iron casting with minimum strength of 60,000 psi.
2.2.8. Shaft Construction: Construct of non -hardened 18-8 stainless steel. Hardened stainless steel or
chrome -plated steel shall not be permitted. Support shaft in the body by solid bronze bearings mounted
in the valve body. Locate shaft and bearings completely out of the flow path through valve. Bearing
material shall be UNS C93200 bronze, with minimum strength of 20,000 psi. Bearing/shaft design shall
provide sufficient bearing area to prevent bearing wear, deformation, or excessive friction. Use of oil
impregnated bearings, grease or oil lubrication, or synthetic bearing materials shall not be permitted.
Shaft design shall employ stainless steel keys for attachment of disc arm and externally mounted
counterweight arm. Use of setscrews or clamps shall not be permitted. Extend shaft through one side of
valve body to allow attachment of external counterweight arm and cushion chamber. Seal shaft where it
passes through the valve body by means of an externally adjustable packing gland and Teflon packing.
0-ring shaft seals shall not be permitted. Shaft design shall employ a mechanical locking device for
maintaining proper shaft and disc arm alignment within the valve body. The shaft bearings and/or disc
arm shall not be used to maintain shaft alignment.
2.2.9. Cushion Chamber Construction: Attach a cushion chamber to the exterior of the valve body with
mechanical linkage connecting the cushion chamber piston to the valve shaft. Construct the cushion
chamber cylinder tube and piston of bronze. Cushioning shall be accomplished by using air as the
cushioning media. Use of hydraulic oil or pre -charge air cylinders shall not be permitted. The degree of
cushioning shall be easily adjustable.
2.2.10. Counterweight Arm and Counterweight Construction: Attach a single counterweight arm to the
valve shaft. The counterweight arm shall employ a stainless steel key to prevent rotation around the
valve shaft. Use of setscrews or clamps to connect the counterweight arm to the valve shaft shall not be
permitted. The counterweight arm shall be positioned on the shaft to provide the maximum amount of
closing force when the valve is in the seated position, and the minimum amount of closing force when the
valve is in the open position. Sufficient counterweight(s) shall be provided to prevent or minimize
slamming of the check valve immediately following shutdown of the pump. The position of the
JOB NO.: 045003.00
DATE: 08/19 11060-4

counterweight(s) shall be adjustable on the counterweight arm. The counterweight(s) shall have
provision to be locked into position on the counterweight arm.
2.2.11. Valve shall be completely serviceable in the line and all internal parts shall be removable
through the top cover.
2.2.12. The valve shall be Figure 250-D as manufactured by G.A. Industries, Inc or equal.
2.3. BUTTERFLY VALVES
2.3.1. Bodies: Valve bodies shall be constructed of ASTM A126, Class B cast iron for
flanged, mechanical joint, push -on, mechanical x flanged, and push -on x flanged valves. Flanged valves
shall be fully faced and drilled in accordance with ANSI Standard B16.1 Class 125.
2.3.2. Seats: Rubber body seats shall be of one-piece construction, simultaneously molded and
bonded into a recessed cavity in the valve body protecting the leading edge of the seat from the shearing
force of the line flow. Seats may not be located on the disc or be retained by segments and/or screws.
For wafer style valves, the seat shall cover the entire inner surface of the valve body and extend over the
outside face of the valve body to form a flange gasket. Seats shall be retained in the valve body by
mechanical means without retaining rings, segments, screws or hardware of any kind in the flow stream.
If mechanical means are used to retain seats, all fasteners threaded in cast or ductile iron should be
supplied with Monel inserts. (Prior to seat test, the manufacturer shall provide a torque test with
individual fastener torque testing.) Seats shall be a full 360°without interruption and have a plurality of
grooves mating with a spherical disc edge seating surface. Valve seats shall be field adjustable around
the full 3600 circumference and replaceable without dismantling the actuator, disc or shaft and without
removing the valve from the line.
2.3.3. Bearings: Valve bearings shall be of a self-lubricating, nonmetallic material to effectively isolate
the disc -shaft assembly from the valve body. Metal -to -metal thrust bearings in the flow stream are not
allowed. Bearing load shall not exceed 1/5 of the compressible strength of the bearing or shaft material.
2.3.4. Disc: The disc shall be an on -center, lens -shaped design to afford minimal pressure drop and
line turbulence. Materials of construction shall be: ASTM A126, Class B cast iron disc and a stainless
steel type 316 edge with a minimum width equal to the width of disc edge. Disc shall be retained by
stainless steel pin, extending through the full diameter of the shaft to withstand the specified line pressure
up to valve rating and the torque required to operate the valve. Disc stops located in the flow stream are
not allowed. On the 30" and larger disc designs, the disc must be of a flow -through design. All surfaces
shall be visually inspected and measurable to assure all structural members are at full disc strength. Disc
and shaft connection shall be made with stainless steel through pins. In the 30" and large valves, the disc
and shaft connection shall be made with removable stainless steel taper pins.
2.3.5. Shafts: Valve shafts shall be of stainless steel type 304. At the operator end of the valve shaft,
a packing gland utilizing "V" type chevron packing shall be utilized "O" ring and "U" cup packing is not
allowed. For 24" and larger valves, all shafts shall be turned, ground, polished and constructed of 18-8
type 304 or Type 316 stainless steel. Shafts shall be two-piece, stub type and keyed for actuator
connection. Shaft diameters shall meet minimum requirements established by the latest revision of
AWWA Standard C504 for their class, where applicable.
2.3.6. Painting: All surfaces of the valve interior shall be clean, dry and free from grease before
painting. The valve surfaces except for disc edge, rubber seat and finished portions shall be Valve
interior and exterior surfaces except for seating shall be a minimum of 8 mils Ameron 370.
2.3.7. Operators and component parts: AWWA C504, unless otherwise specified in these
Specifications.
JOB NO.: 045003.00
DATE: 08/19 11060-5

2.3.7.a. Provide with counterclockwise opening manual operators.
2.3.7.b. Compute operation torque of each valve and operator in accordance with Appendix of AWWA
Standard C504 for velocity of 16 fps and applicable pressure drop across valve.
2.3.7.c. Operators: Sized for bi-directional flow and 450 ft-lb input torque.
2.3.7.d. Required input torque with maximum handwheel pull of:
(1) 80 lbs. for hand wheels and chain wheels, or
(2) 2.150 ft.-lbs. for operating nuts.
2.3.7.e. Hand wheels shall have a maximum diameter of 24".
2.3.7.f. Totally enclosed, permanently lubricated and sealed gear reducers. A vent shall be provided
between the valve trunnion and actuator base to prevent infiltration of fluid into the actuator.
(1) Self-locking with open and close stops provided to limit valve disc travel.
(2) Traveling nut type.
(3) Submit calculations for valve torque requirements to Engineer as part of Shop Drawing
submittal package. Velocity for dynamic torque must be 16 fps.
2.3.7.g. Provide butterfly valves 3 inches in diameter and larger, and butterfly valves which are not
directly buried or submerged, with manual hand wheels and position indicators. Install valves with valve
shaft in horizontal position unless otherwise specified.
2.3.7.h. Provide butterfly valves which are directly buried or submerged with 2-inch square operating nut
and do not equip with position indicator unless otherwise specified.
2.3.7.i. Valves located in vaults: Provide adequate clearance for handwheel operation.
2.3.8. Butterfly valves, butterfly valve operators and component parts shall be as manufactured by
Mueller, Henry Pratt, or Engineer approved equal.
2.4. PLUG VALVES:
2.4.1. Plug valves and operators shall be furnished and installed as shown on the plans and
specified herein.
2.4.2. Valves shall be of the non -lubricated, eccentric type with resilient faced plugs, and flanged
ends as shown on the plans. Port areas shall be at least 80% of full pipe area. Bodies shall be
semi -steel with raised seats. Seats in 3-inches and larger valves shall have welded -in overlay of not less
than 90% pure nickel on all surfaces contacting the plug face. Valves shall have stainless steel
permanently lubricated upper and lower plug stem bushings. All valves 4 inches and larger shall be of
the bolted bonnet design. Sludge valves shall be designed so that they can be repacked without
removing bonnet from valve. Packing on all valves shall be adjustable. All exposed nuts, bolts, springs
and washers shall be zinc plated.
2.4.3. All valves 8 inches and larger shall be equipped with gear actuators. All gearing shall be
enclosed suitable for running in oil with seals provided on all shafts to prevent entry of dirt and water into
the actuator. All shaft bearings shall be furnished with permanently lubricated bronze bearing bushings.
Actuator shall clearly indicate valve position and an adjustable stop shall be provided to set closing
torque. Valve packing adjustment on non -submerged valves shall be accessible without removing the
actuator from the valve. Construction of actuator housing shall be semi -steel. All exposed nuts, bolts and
washers shall be zinc plated.
2.4.4. Valves shall be operated by levers, handwheels, chainwheels or electric motor as indicated on
the plans. Non -motorized operators whose centerline is 6-0" or higher above the floor, shall be equipped
with galvanized shrouded pocket handwheels and sherardized chains. Chain loop shall be sized to
provide 3-foot clearance above the floor.
2.4.5. Plug valves shall be DeZurik, Keystone, or approved equal.
JOB NO.: 045003.00
DATE: 08/19 11060-6

2.5. GATE VALVES:
2.5.1. All gate valves shall conform to the requirements of AWWA C500 insofar as applicable. Except
where otherwise called for in the Specifications or on the Drawings, all gate valves shall be iron body,
bronze -mounted, equipped for manual operation.
2.5.2. Exterior, buried gate valves shall have mechanical joint ends and operating nut, except where
otherwise shown on the Drawings. Operating nuts shall be AWWA Standard 2-inch square. Stuffing
boxes shall be of the "O-Ring" type. Valves shall be as manufactured by Dresser Industries,
American -Darling, or equal.
2.5.3. The valve and pinion stems shall be made of hard manganese bronze having a tensile strength
of not less than 60,000 pounds per square inch, a yield point of not less than 30,000 pounds per square
inch, and an elongation of not less than 15 percent in 2 inches, for valve sizes up to and including 24
inches. The threads of the stems and stem nuts shall be of the 3/4 modified Acme type, cut with a
sufficient number of cuts to avoid straining the metal. The threads of the stems shall be truly and
smoothly cut, the centerline of the valve stem coinciding with the centerline of the thread.
2.5.4. Gate valves shall be non -rising stem, resilient wedge type, and shall OPEN TO THE LEFT,
COUNTER -CLOCK -WISE. Valves on force mains and other lines where conveyance is by pumping shall
be designed for a working water pressure of 150 or 175 psi depending on valve size in accordance with
AWWA C500. Valves on gravity lines (without upstream pumping) shall be designed for a working water
pressure of 50 psi.
2.5.5. Gate valves shall be DeZurik, or equal.
2.6. PINCH VALVES:
2.6.1. Valves are to be of the full cast metal body mechanical pinch type with flanged joint ends. The
valve length shall be no longer than twice the nominal valve port diameter. The flanges shall be drilled to
ANSI B16.47, Class 150 standard.
2.6.2. The sleeve trim shall be one-piece construction with integral flanges drilled to be retained by the
flange bolts. The sleeve trim shall be reinforced with calendared nylon or calendared polyester fabric to
match service conditions. The sleeve trim shall be connected to the pinch bar by tabs imbedded in the
sleeve trim reinforcing ply. All internal valve metal parts are to be completely isolated from the process
fluid by the sleeve trim.
2.6.3. For full port and reduced port sleeves, the port areas shall be 100% of the full pipe area at the
valve ends.
2.6.4. The steel mechanism shall be double acting with pinching of the sleeve trim occurring equally
from two sides. ACME threads shall be used on all valve mechanisms. The handwheel shall be non -
rising. Mechanism lubrication fittings shall be provided. Bevel gear operators shall be provided.
2.6.5. The handwheel shall be constructed of welded, tubular steel and be connected to the stem by
means of a single retaining bolt. The handwheel shall be fitted with a lubrication fitting to allow lubrication
of the stem.
2.7. VALVE BOXES
2.7.1. Heavy pattern cast iron valve boxes shall be furnished with all valves to be buried in the
ground. Boxes shall have proper dimensions to fit over valve bonnets and to extend to finish ground
surface. The barrel shall be not less than 5-inch in diameter. The upper section shall have a flange at
the bottom having sufficient bearing area to prevent settling and shall be complete with cast iron covers.
JOB NO.: 045003.00
DATE: 08/19 11060-7

2.7.2. The bottom of the lower section shall enclose the stuffing box and operating nut of the valve.
Boxes shall be adjustable, with a lap of at least 6-inches when in the extended position. Covers shall
have an arrow indicating the direction of opening and the word "Open" marked beside it.
2.8. AIR RELEASE VALVES:
2.8.1. Valves shall be large orifice type with body and cover constructed of ASTM A126-B cast iron.
2.8.2. Valve shall be as manufactured by Gorman Rupp, Golden Anderson Industries, Val-Matic,
Multiplex (Crispin Model) APCO Valve Corporation, or approved equal.
2.8.3. VALVE IDENTIFICATION: Each valve, except for buried service valves, shall have a brass tag
chained to the valve indicating designation (KV, PV, etc.) and number. Tags shall be 1-1/2 inch minimum
diameter and shall be removed during painting. Numbering system shall be as indicated on the schedule.
2.9. SEWAGE AIR RELEASE VALVE
2.9.1. The sewage air release valve shall be float operated and shall employ a compound lever
mechanism to enable the valve to automatically release accumulated air and gases from a sewage
pipeline while the system is pressurized and operating.
2.9.2. The air release valve shall close drop tight, incorporating an adjustable Buna_N orifice button.
All internal metal parts shall be of stainless steel. The linkage/lever mechanism shall be able to be
removed from the valve without disassembly of the mechanism. The float shall be stainless steel and be
capable of withstanding 1000 psig test pressure.
2.9.3. The body and cover shall be of cast iron. Inlet connection shall be 2" or 3" NPT, or 4" flange as
required. Outlet connection shall be'/z" NPT.
2.9.4. The valve shall be supplied with a "Flushing Attachments" consisting of: stainless steel shut-off
valves, quick -connect couplings and 5' rubber hose, for backwashing with clear water.
2.9.5. The sewage air release valve shall be Crispin, GA Industries or equal.
2.10. COMBINATION SEWAGE AIR VALVE
2.10.1. The combination sewage air valve shall be designed to exhaust large amounts of air during
filling, to release small amounts of accumulated air during operation and to admit large amounts of air
upon impending vacuum during draining.
2.10.2. The valve shall be float operated and both the air & vacuum and air release functions shall be
housed in a single body. Body and cover shall be of cast iron. All leverage mechanism parts and the
spherical float shall be 316 stainless steel. The large and small orifices seats shall be Buna-N and shall
be renewable.
2.10.3. The combination sewage air valve shall be supplied with "Flushing Attachments" to allow
periodic flushing of sediment, grease and solids. Attachments consist of: a 2" stainless steel inlet
isolating valve, 1" stainless steel blow -off and 1/2" stainless steel flushing valves, and a minimum of 5 feet
of rubber hose with quick disconnects to allow connection to a clean water source.
2.10.4. The combination sewage air valve shall be Crispin, GA Industries or equal.
2.11. PRESSURE GAUGES
2.11.1. Gauges shall be provided in addition to those specified and furnished with equipment and shall
be located on the suction and discharge of each pump.
JOB NO.: 045003.00
DATE: 08/19 11060-8

2.11.2. Gauges shall be heavy duty, glycerin -filled pressure gauges, 4-inch nominal diameter, alloy
steel movements, male -threaded bottom connection; Ashcroft "Duragauge", Crosby -Ashton, or approved
equal.
2.11.3. Bourdon tubes shall be heat -treated drawn bronze, with silver solder connections. Gage cocks
shall be 1/2-inch bronze ball valves with lever handle.
2.11.4. Furnish a diaphragm type seal and snubber on all gages. Diaphragm seals shall be of steel
construction with a 316 ELC diaphragm welded to the gage flange. Process connections shall be
1/2-inch threaded. All space above diaphragm, all connections to gage and gage elements shall be filled
with fluid suitable for temperatures from -40 to 150 degrees F.
2.11.5. Gauge pressure range shall be as follows unless otherwise indicated:
Pump Discharge Pump Suction
0 - 100 psi 30 psi, 30" Vacuum
2.12. HARDWARE: All hardware including bolts, nuts, washers, studs, rods, and other appurtenances
necessary for joining and restraining all process piping, fittings, and valves shall be high strength Type
304 or 316 stainless steel.
PA MMIM-Al09 0-11T611►to
2.13.1. HEAT TAPE: Provide heat tape where noted on the Drawings rated for 6 watts per foot with a
120 volt power supply. The heat tape shall have a maximum operating temperature of 150 degrees
Fahrenheit. Heat tape shall be Delta -Therm C0120-6-CB-T or equal.
2.13.2. THERMOSTAT: Provide thermostat for controlling the heat tape with a 40 degree Fahrenheit
setpoint and ambient temperature exposure of -30 - 140 degrees Fahrenheit and shall be in a NEMA 4X
rated enclosure. Thermostat shall be Delta -Therm OTS-F1 or equal.
2.13.3. ELECTRICAL CONNECTION KIT: Provide electrical connection kit Delta -Therm model PCK-IN
or equal.
2.13.4. INSULATION: Insulation shall have a density of 3.5 to 5.5 pcf (ASTM C302), operating
temperature of 0 to 850 degrees Fahrenheit (ASTM C411), maximum permeance of 0.02 perms (ASTM
E96), and a minimum burst strength of 55 psi (ASTM D774). Adhesive and joint sealant shall be per
manufacturer's recommendation. Insulation shall be Owens Corning FIBERGLAS or equal.
2.13.5. ALUMINUM JACKET: All heat tape and insulation shall be jacketed with a 0.024 inch minimum
thickness 3003 alloy aluminum jacketing. All jacketing to be secured using aluminum straps.
3. EXECUTION
3.1. INSPECTION: Examine the areas and conditions under which the mechanical process piping is
to be installed and notify the Engineer in writing of conditions detrimental to the proper and timely
completion of the work. Do not proceed with the work until unsatisfactory conditions have been corrected
in an acceptable manner.
3.2. INSTALLATION:
3.2.1.a. GENERAL: Accurately cut all piping to measurement established at the construction site. Work
into place without springing or forcing.
JOB NO.: 045003.00
DATE: 08/19 11060-9

3.2.1.b. Unless shown otherwise on the Drawings, run overhead piping as high as possible under
structural members. Group piping and valves and install parallel and/or perpendicular to floors and walls.
Avoid reducing headroom or passage clearance. Install lines so that they may be drained.
3.2.2. VALVES: All valves shall be carefully erected and supported in their respective positions free
from all distortion and strain. Valves connected to pumps or similar equipment shall be supported
independently of the pumps or equipment. Care shall be taken to prevent damage or injury to the valves
or appurtenances during handling and installation. All material shall be carefully inspected for defects in
workmanship and materials, all debris and foreign material cleaned out of valve openings and seats, all
operating mechanisms operated to check their proper functioning and all nuts and bolts checked for
tightness.
3.2.3. PIPE HANGERS AND SUPPORTS
3.2.3.a. Hangers and supports shall include all hangers and supporting devices shown, specified or
required for pipelines, apparatus and equipment, other than electrical equipment. Included in this
classification are steel, cast iron, malleable iron, wrought iron and alloy rod hangers; spring hangers;
stanchion, roller and pipe pole supports and saddle stands; structural steel supports; concrete saddles,
concrete anchor blocks and bases, and all necessary appurtenances.
3.2.3.b. Hangers and supports shall conform to the applicable requirements of the Code for Pressure
Piping, ANSI B31.1, and be of standard manufacture whenever possible and be best suited for the
service (including atmosphere) required as approved by the Engineer.
3.2.3.c. For metallic pipe, hangers shall be of the same material as the pipe or shall be of other
compatible materials to eliminate corrosion of pipe or hanger.
3.2.3.d. Hangers and supports shall be of approved standard design as practicable and shall be
adequate to maintain the supported load in proper position under all operation conditions. The minimum
working factor of safety for pipe supports shall be five of the ultimate tensile strength of the material,
assuming 10 feet of water -filled pipe being supported. Supports and hangers shall be manufactured by
Anvil, Carpenter and Patterson, Inc., F&S Central or equal.
3.2.3.e. Unless otherwise specified or expressly approved by the Engineer, all pipe shall be supported
in accordance with Manufacturers Standardization Society (MSS) SP-69 requirements. As a minimum,
however, each full length of pipe shall be supported by at least two hangers. In addition, as a minimum,
hangers and supports for ductile iron, steel and copper pipe shall be spaced not more than 12-feet apart
except that pipe 3-inches in diameter and smaller shall have hangers and supports spaced not more than
provided for in Code for Pressure Piping, ANSI B31.1 Hangers and supports for PVC specified for
metallic pipe lines. If the minimum requirements specified above are less stringent than the MSS SP-69
requirements, then MSS SP-69 shall be used.
3.2.3.f. In addition to the hangers and supports spaced as specified above, the Contractor shall furnish
and install additional hangers and supports at all valves, fittings and pipeline equipment. Holding devices
for valves and other pipeline appurtenances shall be designed and constructed to hold each unit securely.
3.2.3.g. No piping loads shall be transferred to pumps or other mechanical equipment.
3.2.3.h. All piping shall be rigidly supported from the building structure by approved hangers, inserts, or
supports, with adequate provisions for expansion and contraction. No piping shall be supported from
other piping or from metal stairs, ladders, and walkways unless specifically directed by the Engineer.
3.2.3.i. Where indicated on the Drawings or otherwise required, piping supports shall be of fabricated
steel, except where so specified, piping supports shall be of concrete piers. Materials and workmanship
for the concrete piers shall be in full compliance with Division 3.
JOB NO.: 045003.00
DATE: 08/19 11060-10

3.2.3.j. All vertical pipes shall be supported at each floor or at intervals of not more than 10 feet by
approved pipe collars, clamps, brackets, or wall rests, and at all points necessary to insure rigid
construction.
3.2.3.k. Spacing of supports for PVC pipe and provision for expansion will be determined by operating
temperature, size of pipe, and other conditions. It shall be such as to prevent subsequent visible sagging
of the pipe between supports due to plastic deformation or otherwise.
3.2.3.1. Each section of pipeline shall be laid out and all connections (cemented, welded, screwed)
made while the pipe is held in temporary supports. After completion of connections, the pipe may be
clamped in position. When piping is correctly installed, a clamp or pipe connection may be loosened or
removed without displacement of the pipeline.
3.2.3.m. Pipe hangers and supports shall be painted in conformity with the requirements of Section
09900 - PAINTING.
3.2.4. CLEANING OF PIPING: Remove all foreign matter and dirt from pipe before installing the pipe,
and keep pipe clean by approved methods after installing. Blow out piping system with compressed air,
and flush with clean water at system operating pressure, as required to insure a clean piping system.
3.2.5. TESTING: Pressure test pipe in accordance with Section 02494 requirements.
3.2.6. PIPE OPENINGS IN WALLS AND SLABS:
3.2.6.a. Where piping passes through walls and slabs, sleeves or wall pipe for same shall be set in the
form work before pouring of concrete as shown or specified on the plans.
3.2.6.b. Where extensive delays in the construction work will result when the above procedure is
followed, openings shall be provided of such size as to allow at least 3 inches clearance around the
outside of the sleeves. Opening shall be provided with a construction key at the midpoint of the wall; key
shall be at least 3 inches wide and 1-1/2 inches in depth. After installation of sleeve, non -shrink, grout
shall be tamped into place making a watertight joint.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 11060-11

PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 11060-12

SECTION 11205
ELECTRIC MOTOR ACTUATORS
PART I. GENERAL
1.1 SECTION INCLUDES
A. Provide modulating, open/close, multi -turn electric actuators.
1.2 SUBMITTALS FOR REVIEW
A. Section 01300 -Submittals: Procedures for submittals.
B. Product Data — Submit the Following:
1. Materials list of items proposed to be provided under this Section.
2. Manufacturer's specifications and other data needed to provide compliance with the
specified requirements.
3. Shop drawings showing plan, elevation and sectional views, materials of construction,
and any relevant information for the proper installation of units.
1.3 ACCEPTABLE MANUFACTURER
A. All valve actuators, valve controllers, and accessories shall be as manufactured by Auma
Actuators, Inc.
1.4 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen who are trained, experienced and completely
familiar with the specified requirements and the methods needed for proper installation and
performance of the work of this Section.
B. Provide services of a factory trained, qualified Manufacturer's technical personnel and/or
designated technical Representative to assist contractor in the installation, inspection,
testing, and startup of the equipment, and to assist the owner with operational training of the
equipment as per schedule below:
Equipment inspection, start up and training - Two days, one trip
PART II. PRODUCTS
2.1 GENERAL
A. The actuators shall be suitable for use on a nominal 60 Hertz power supply and are to
incorporate motor, integral reversing starter, local control facilities, and terminals for remote
control and indication connections, housed within a self-contained sealed enclosure for
outdoor service.
B. Local operation is to be from integrally mounted open/close/stop controls. A local/remote
selector is to be provided on the actuator. If the actuator is not at floor level, an additional
set of pushbuttons shall be provided at floor level.
JOB NO.: 045003.00 11205 - 1
DATE: 08/19

C. The circuits shall enable either internally or externally fed remote controls to be used when
connected to the appropriate terminals in the actuator.
D. Provide for motor running indication together with a change over monitor relay contact and
emergency (ESD) feature.
E. Actuator Sizing: The actuator shall be sized to guarantee valve or gate closure at the
specified differential pressure. The safety margin of motor power available for seating and
unseating the valve or gate shall be sufficient to ensure torque switch trip at maximum valve
torque with the supply voltage 10% below nominal.
F. Ambient Temperature: The actuator shall be capable of functioning in an ambient
temperature ranging from minus -220F (- 30°C) to +160°F (+ 700C).
G. Motor:
1. The electric motor shall be Class F insulated for open/close and position operation
with a time rating of at least 15 minutes or H insulated for modulating operation with
a time rating of at least 30 minutes at 104°F (40°C) or twice the valve stroking time,
whichever is longer, at an average load of at least 33% of maximum valve torque.
2. Plugs and sockets are not acceptable as a means of electrical connection to the
motor.
3. The electric actuator voltage motor shall be 480V, 3 Ph., 60 Hz., unless otherwise
noted.
H. Motor Protection:
1. A suitable thermal protection device shall be incorporated in the motor or motor starter
circuits.
2. Torque protection reset shall not allow repeated starting in the same direction when
control signal is maintained.
Gearing:
1. The design should be such as to permit the gearcase to be opened for inspection or
disassembled without releasing the stem thrust or taking the valve or gate out of
service.
2. The actuator gearing shall be totally enclosed in oil filled gearcase to permit the
actuator to be mounted and operated in any position.
3. A standard gear or transmission oil shall be used to lubricate the gearcase. Special or
exotic lubricants shall not be used, as they may be difficult and/or expensive to source
in remote locations.
4. The drive shall incorporate a lost motion hammerblow feature to unseat a jammed
valve or gate.
5. All main drive gearing must be of metal construction.
6. The combined gear ratio shall ensure "self-locking" characteristics at all times and
shall be sufficient high ratio as to inhibit "backdriving" the actuator.
Hand Operation:
1. A handwheel shall be provided for emergency operation engaged when the motor is
declutched by a lever or similar means.
2. The drive being restored to power automatically by starting the motor. The hand/auto
selection lever should be padlockable in both "Hand" and "Auto" positions.
JOB NO.: 045003.00 11205 - 2
DATE: 08/19

3. It should be possible to select hand operation while the actuator is running or start
the actuator motor while the hand/auto selection lever is locked in "Hand" without
damage to the drive train.
4. The handwheel drive must be mechanically independent of high speed motor drive,
and any gearing should be such as to permit emergency manual operation in a
reasonable time.
5. A clockwise rotation of the handwheel shall provide a clockwise rotation of the output
drive sleeve.
K. Drive Bushing:
The actuator shall be furnished with a drive bushing easily detachable for machining
to suit the valve stem or gearbox input shaft. Thrust bearings, when required shall be
housed in a separate thrust base and be a sealed -for -life design.
Torque Sensing and Position Limits
1. Each actuator shall be provided with both open and close torque protection and
position limit switches. At least one change over contact at each end of travel shall
be available for remote indication and interlocking.
2. Torque sensing must be affected purely electrically or electronically. Extrapolating
torque from mechanically measured motor speed is not acceptable due to response
time.
3. "Latching" to be provided for the torque sensing system to inhibit torque off during
unseating or during starting in mid -travel against high inertia loads.
4. The electric circuit diagram of the actuator should not vary with valve or gate type
remaining identical regardless of whether the valve or gate is to open or close on
torque or position limit.
M. Valve/Gate Position/Actuator Status Indication:
1 . The actuator must provide a digital indication (percentage) on a local display of the
position of the valve or gate, even when the power supply is not present.
2. In the event of a (main) power (supply) loss or failure, the position contacts must
continue to be able to supply remote position feedback and maintain interlock
capabilities.
3. The actuator shall be able to ensure correct remote indication should the actuator be
moved manually when the power supply is interrupted.
4. The position contacts of the actuator and valve or gate must be updated
contemporaneously, even when the power supply is not present.
5. A proportional controller that responds to a 4-20mA analog signal to position the
valve or gate remotely shall be provided when required.
6. A transmitter to provide a 4-20mA analog output signal corresponding to valve or
gate position shall be provided when required.
N. Local Position Indication
1 . The actuator shall include an indicator to display the position of the valve or gate
between the fully opened and fully closed positions. The position shall be displayed
even when the power to the actuator is isolated or turned off.
2. The local display should be large enough to be viewed from a distance of six feet (6)
when the actuator is powered up.
3. The display shall indicate
a. Valve position in 1 % increments from full open (100%) to full close (0%).
b. Actuator torque switch trip
JOB NO.: 045003.00 11205 - 3
DATE: 08/19

Actuator fault
Low battery, if batteries required
O. Integral Starter and Transformer
1 . The reversing starter, control transformer, and local controls shall be integral with the
valve actuator suitably housed to prevent breathing and condensation buildup.
2. For ON/OFF and Position service, this starter shall be suitable for 60 starts per hour
and of rating appropriate to motor size.
3. For modulating duty, the contactor shall be a solid state design capable of 1,200 starts
per hour.
P. Integral Push -Buttons and Selector
1. Integral to the actuator shall be local controls for Open, Close, and Stop, and an
local/remote selector switch padlockable in any one of the following three positions —
a. Local Control only
b. Off (No Electrical Operation)
C. Remote Control plus Local Only
2. The local controls shall be arranged so that the direction of travel can be reversed
without the necessity of stopping the actuator.
Q. Control Facilities:
1. The necessary wiring and terminals shall be provided in the actuator for the following
control functions:
a. Removable links or contact points for external interlocks to inhibit valve
opening and/or closing.
b. Connections for external remote controls fed from an internal 24V DC supply
and/or from an external supply of (min. 12V, max. 120V) to be suitable for any
one or more of the following methods of control:
i. Open, Close, and Stop
ii. Open and Close
iii. Overriding Emergency, Shutdown to Close (or Open) Valve from a
"Make Contact."
iv. Two -Wire Control, Energize to Close (or Open), De -Energize to Open
(or Close)
2. Selection of maintained or push -to -run control for mode (1) and (2) above shall be
provided and it shall be possible to reverse valve travel without the necessity of
stopping the actuator.
R. Wiring and Terminals:
1. Internal wiring shall be of tropical grade PVC insulated stranded cable of appropriate
size for the control and the power supply. Each wire shall be clearly identified at each
end.
2. The terminals shall be embedded in a terminal block of high tracking resistance
compound.
3. The terminal compartment shall be separated from the inner electrical components of
the actuator by means of a watertight seal.
4. The terminal compartment of the actuator shall be provided with at least two (2)
threaded cable entries.
5. All wiring supplied as part of the actuator to be contained within the main enclosure
for physical and environmental protection. External conduit connections between
components are not acceptable.
JOB NO.: 045003.00 11205 - 4
DATE: 08/19

6. A durable terminal identification card showing plan of terminals shall be provided
attached to the inside of the terminal box cover indicating:
a. Serial Number
b. External Voltage Values
C. Wiring Diagram Number
d. Terminal Layout
This card must be suitable for the contractor to inscribe cable core identification
beside terminal numbers.
S. Enclosure:
1. Actuators shall be 'O' ring sealed, watertight to NEMA 4X, FM certified, suitable for
outdoor, unprotected service. If special conduit is required for this rating, it shall be
the responsibility of the actuator manufacture to provide. There shall be an inner
watertight and dustproof'O' ring seal between the terminal compartment and the
internal electrical elements of the actuator. The inner seal shall fully protect the motor
and all other internal electrical elements of the actuator from ingress of moisture and
dust when the terminal cover is removed on site for cabling.
2. Actuators for explosion/hazardous applications shall also be certified flameproof
(explosion proof) to NEMA 7 for Zones 1 and 2 (Divisions 1 and 2) Group C and D
gases.
3. Enclosure must allow for site storage without the need for electrical supply
connection.
T. Monitoring & Diagnostics Facilities:
Each actuator shall include a diagnostic module
a. Shall store historical actuator data.
b. Permit analysis of changes in actuator or valve/gate performance
C. A software tool shall be provided to allow reconfiguration and diagnostic
information to be reviewed and analyze.
i. Software shall be compatible with Internet Explorer software for
uploading and downloading all variables for the actuator.
ii. Software shall be compatible with Internet Explorer software for
performing detailed analysis of diagnostic data.
2. Diagnostic data shall be available over a non -intrusive, bi-directional
communication port, which can be relayed to a remote facility.
3. Diagnostic information shall be available from both and integrally mounted display
window and through non -intrusive means of reading and writing data to the
actuator.
4. Local status screens must be provided to show multiple functions simultaneously
so troubleshooting can be affected rapidly and efficiently.
5. All actuator diagnostic information should be contained on no more than eight (8)
screens so multiple functions can be checked simultaneously.
6. A local display (LCD or LED) shall be provided to display instantaneous valve
torque demands as a percent of rated actuator torque and position
simultaneously.
7. A bi-directional non -intrusive communications link must be possible between the
actuator and owner's laptop to facilitate downloading actuator setup.
a. Shall not require any covers on the actuator enclosure to be opened.
b. Shall provide;
i. Displaying of the actuator current settings on a computer.
ii. Storing of the actuator settings on a computer.
iii. Modification of the existing actuator settings.
JOB NO.: 045003.00 11205 - 5
DATE: 08/19

U. Startup:
1. Each actuator shall be supplied with a startup kit comprising installation
instruction, electrical wiring diagram, and sufficient spare cover screws and
seals to make good any site losses during the commissioning period.
2. The actuator supplier shall provide within 30 days of plant acceptance the
following data on actuator operation.
a. The data shall be Internet Explorer compatible.
b. Software shall be provided free of charge to view the data.
C. If data is not read electronically from the valve actuators diagnostic
module
i. A report, signed by a PE licensed in the State of South Carolina
shall be provided.
ii. The report shall contain the following data in an Access file
keyed to the actuator tag
1) Averaged Open torque profile, in 1 % increments
2) Indicate open average
3) Indicate open peak
4) Shows last open operation profile.
5) Averaged Close torque profile, in 1-% increments.
6) Indicate close average
7) Indicate close peak
8) Show last close operation profile
9) Maximum torque in open and close direction, including time
and date of occurrence
10) Actuator configuration information including but not limited to
a) Open Torque Setting
b) Close Torque Setting
c) Stall time
d) Contact Configuration
e) Local Operation
i) Run self maintained (latching)
ii. Push -to -Run (momentary)
iii) Local Stop Inhibit
f) Close Direction
g) Solid State Position Controller Configuration
h) ow set point, ma vs. position
i) High set point, ma vs. position
j) Deadband in percent
k) Motion Inhibit timer in second
V. Warranty:
1. Each actuator shall be warranted for a minimum of 24 months of operation or up to
a maximum of 36 months from shipment. This warranty shall be held in effect
regardless of pre -commissioning conditions in a typical indoor or outdoor
environment as long as the actuators are not left disassembled or are not
physically abused.
JOB NO.: 045003.00 11205 - 6
DATE: 08/19

PART III. EXECUTION
3.1 INSTALLATION
A. Motorized actuators shall be installed as shown on the Drawings, specified herein, and in
accordance with the manufacturer's recommendations.
3.2 INSPECTION AND TESTING
A. Following installation, operating tests will be performed to demonstrate to the Engineer that all
equipment and accessories will function in a satisfactory manner. The Contractor shall make,
at Contractor's own expense, all necessary changes, modifications and/or adjustments
required to ensure satisfactory operation.
3.3 PROTECTION OF FINISHED WORK
A. Section 01700 - Contract Closeout: Protecting installed work.
END OF SECTION
JOB NO.: 045003.00 11205 - 7
DATE: 08/19

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00 11205 - 8
DATE: 08/19

SECTION 11285
STAINLESS STEEL SLIDE GATES
PART I. GENERAL
1.01 SCOPE OF WORK
A. The CONTRACTOR shall furnish all labor, materials, equipment, and incidentals required to
install ready for operation and field test stainless steel gates and appurtenances as shown on the
Contract Drawings and as specified herein.
B. The gates and appurtenances shall be supplied in accordance with the latest edition of
AWWA C561 Standard for Fabricated Stainless Steel Slide Gates as modified herein. The
allowable leakage rate for the stainless steel gates in this specification shall be 1/2 the allowable
leakage listed in the latest revision of AWWA C561.
1.02 SUBMITTALS
A. Provide the following information to confirm compliance with the specification in addition to the
submittal requirements specified in Section 01300.
1. Complete description of all materials including the material thickness of all structural
components of the frame and slide.
2. Installation drawings showing all details of construction, details required for installation,
dimensions and anchor bolt locations.
3. Maximum bending stress and deflection of the slide under the maximum design head.
4. The location of the company headquarters and the location of the principle manufacturing
facility. Provide the name of the company that manufactures the equipment if the supplier
utilizes an outside source.
1.03 QUALITY ASSURANCE
A. Qualifications
All of the equipment specified under this Section shall be furnished by a single manufacturer
with a minimum of 20 years of experience designing and manufacturing water control gates.
The manufacturer shall have manufactured water control gates for a minimum of 100
projects.
The specification is based on the 900 Series Stainless Steel Gate as manufactured by
Whipps, Inc. of Athol, Massachusetts.
PART II. EQUIPMENT
2.01 GENERAL
A. Gates shall be as specified herein and have the characteristics and dimensions shown on the
Contract Drawings.
B. Leakage shall not exceed 0.05 gpm/ft of wetted seal perimeter in seating head and unseating
head conditions.
JOB NO.: 045003.00
DATE: 08/19 11285-1

C. The gate shall utilize self-adjusting seals. Due to the difficulty of accessing gates when they are
in service, gates that utilize adjustable wedges, wedging devices, or pressure pads are not
acceptable.
D. All structural components of the frame and slide shall be fabricated of stainless steel having a
minimum thickness of 1/4-inch and shall have adequate strength to prevent distortion during
normal handling, during installation and while in service.
E. Slide gate frames shall be shipped fully assembled with the invert member welded to the side
frames and the slide installed in the frame unless the overall width of the slide gate exceeds 96
inches or the overall height of the slide gate exceed 25 feet.
F. All welds shall be performed by welders with AWS D1.6 certification.
G. Finish: Mill finish on stainless steel. Welds shall be sandblasted to remove weld burn and scale.
All iron and steel components shall be properly prepared and shop coated with a primer.
H. Materials:
Components
Frame Assembly and Retainers
Slide and Stiffeners
Stem
Anchor Studs
Fasteners and Nuts
Invert Seal
Seat/Seals and Facing
Lift Nuts
Pedestals and Wall Brackets
Operator Housing
2.02 FRAME
Materials
Stainless Steel, Type 304L or 316L, ASTM A240
Stainless Steel, Type 304L or 316L, ASTM A240
Stainless Steel, Type 304 or 316, ASTM A276
Stainless Steel, Type 316, ASTM A276
Stainless Steel, Type 316, ASTM F593/F594
Neoprene or EPDM ASTM D-2000
Ultra -High Molecular Weight Polyethylene
Bronze ASTM B584
Stainless Steel, Type 304L or 316L, ASTM A240
Cast aluminum
A. The frame assembly, including the guide members, invert member and yoke members, shall be
constructed of formed stainless steel plate with a minimum thickness of 1/4-inch.
1. Frame design shall allow for embedded mounting, mounting directly to a wall with stainless steel
anchor bolts and grout or mounting to a wall thimble with stainless steel mounting studs and a
mastic gasket material. Mounting style shall be as shown on the Contract Drawings.
2. All wall mounted or wall thimble mounted gates shall have a flange frame. Flat frame gates are
not acceptable.
3. The structural portion of the frame that incorporates the seat/seals shall be formed into a one-
piece shape for rigidity.
4. Gussets shall be provided as necessary to support the guide members in an unseating head
condition. The gussets shall extend to support the outer portion of the guide assembly and shall
be positioned to ensure that the load is transferred to the anchor bolts or the wall thimble studs.
5. The frame shall extend to accommodate the entire height of the slide when the slide is in the fully
opened position on upward opening gates or downward opening weir gates.
6. On self-contained gates, a yoke shall be provided across the top of the frame. The yoke shall be
formed by two structural members affixed to the top of the side frame members to provide a one-
piece rigid assembly. The yoke shall be designed to allow removal of the slide. The Yoke shall
be sized to withstand normal operating loads as well as the maximum hoist output. The Yoke
deflection shall not exceed 1/360 of the gate width or a maximum of/" whichever is less at
maximum operating load.
7. A rigid stainless steel invert member shall be provided across the bottom of the opening. The
invert member shall be of the flushbottom type on upward opening gates.
JOB NO.: 045003.00
DATE: 08/19 11285-2

8. A rigid stainless steel top seal member shall be provided across the top of the opening on gates
designed to cover submerged openings.
9. A rigid stainless steel member shall be provided across the invert of the opening on downward
opening weir gates.
2.03 SLIDE
A. The slide and reinforcing stiffeners shall be constructed of stainless steel plate. All structural
components shall have a minimum thickness of 1/4-inch.
1. The slide shall not deflect more than 1/720 of the span or 1/16 inch, whichever is smaller,
under the maximum design head.
2. When the width of the gate opening in feet multiplied by the maximum design head in feet is
greater than 80square feet the portion of the slide member that engages the guide shall be
1/2" thick. When the width of the gate opening in feet multiplied by the maximum design head
in feet is greater than 120 square feet, the portion of the slide that engages the guide
members shall be of a "thick edge" design. The thick edge portion of the slide shall have a
minimum thickness of 2.5 inches.
3. Reinforcing stiffeners shall be welded to the slide and mounted horizontally. Vertical stiffeners
shall be welded on the outside of the horizontal stiffeners for additional reinforcement. When
required to maintain proper plate stress and deflection intermediate vertical gussets shall be
provided. Appropriate safety factors shall be applied to the ultimate tensile and yield strength
of the material.
4. The stem connector shall be constructed of two angles or plates. The stem connector shall
be welded to the slide. A minimum of two bolts shall connect the stem to the stem connector.
2.04 SEALS
A. All gates shall be provided with a self-adjusting seal system to restrict leakage in accordance
with the requirements listed in this specification.
1. All gates shall be equipped with UHMW polyethylene seat/seals to restrict leakage and to
prevent metal to metal contact between the frame and slide. Seat contact pressure shall
not exceed 600 psi at the design head.
2. The seat/seals shall extend to accommodate the 1-1/2 x the height of the slide when the
slide is in the fully closed or fully opened position.
3. All upward opening gates shall be provided with a resilient seal to seal the bottom portion
of the gate. The seal shall be attached to the invert member or the bottom of the slide and
it shall be held in place with stainless steel attachment hardware.
4. All downward opening weir gates shall be provided with UHMW polyethylene seat/seals
across the invert member.
5. The seal system shall be durable and shall be designed to accommodate high velocities
and frequent cycling without loosening or suffering damage.
6. All seals must be bolted or otherwise mechanically fastened to the frame or slide.
7. The seals shall be mounted so as not to obstruct the water way opening.
8. The seal system shall have been factory tested to confirm negligible wear (less than
0.01 ") and proper sealing. The factory testing shall consist of an accelerated wear test
comprised of a minimum of 25,000 open -close cycles using a well -agitated sand/water
mixture to simulate fluidized grit.
2.05 STEM
A. A threaded operating stem shall be utilized to connect the operating mechanism to the slide.
On rising stem gates, the threaded portion shall engage the operating nut in the manual
JOB NO.: 045003.00
DATE: 08/19 11285-3

operator or motor actuator. On non -rising stem gates, the threaded portion shall engage the
nut on the slide.
1. The threaded portion of the stem shall have a minimum outside diameterof 1-1/2 inches.
2. The stem shall be constructed of solid stainless steel bar for the entire length, the metal
having a tensile strength of not less than 75,000 psi.
3. The stem shall be threaded to allow full travel of the slide unless the travel distance is
otherwise shown on the Contract Drawings.
4. Maximum L/R ratio for the unsupported part of the stem shall not exceed 200.
5. The operating stem shall be designed to transmit in compression at least 2 times the
rated hoist output with an effort of 40 lb on the crank or hand wheel. The Euler column
formula shall be utilized. Where a hydraulic or electric actuator is used, the stem design
load shall not be less than 1.25 times the output thrust of the hydraulic cylinder with a
pressure equal to the maximum working pressure of the fluid supply or 1.25 times the
output thrust of the electric actuator at the stalled condition..
6. The stem shall be designed to withstand the tension load caused by the application of a
40 lb effort on the crank or hand wheel without exceeding 1/5 of the ultimate tensile
strength of the stem material.
7. The threaded portion of the stem shall have machine rolled threads of the full Acme type
with a 16 microinch finish or better. Stub threads are not acceptable.
8. Stems of more than one section shall be joined by stainless steel or bronze couplings.
The coupling shall be bolted to the stems.
9. Stems, on manually operated gates, shall be provided with adjustable stop collars to
prevent over closing of the slide.
2.06 STEM GUIDES
A. Stem guide shall be provided when necessary to ensure that the maximum L/R ratio for the
unsupported part of the stem is 200 or less.
1. Stem guide brackets shall be fabricated of stainless steel and shall be outfitted with
UHMW or bronze bushings.
2. Adjustable in two directions.
2.07 WALL THIMBLES
A. Wall thimbles shall be provided when shown on the Contract Drawings.
1. The wall thimble depth shall be equal to the thickness of the concrete wall in which the
thimble is to be mounted.
2. Wall thimbles shall be fabricated stainless steel construction of adequate section to
withstand all operational and reasonable installation stresses.
3. Wall thimbles shall be constructed of 1/4-inch minimum thickness stainless steel and the
front face shall have a minimum thickness of 1/4—inch.
4. The fabrication process shall ensure that the wall thimble is square and plumb and the
front face is sufficiently flat to provide a proper mounting surface for the gate frame.
5. The face of the wall thimble shall only be machined if recommended by the gate
manufacturer. If the wall thimble is to be machined, the front face shall have a minimum
thickness of 1/4-inch after machining.
6. A water stop shall be welded around the periphery of the thimble. Wall thimbles shall be
designed to allow thorough and uniform concrete placement during installation.
7. Studs and nuts shall be stainless steel. Water stop may be stitch welded.
8. A suitable gasket or mastic shall be provided to seal between the gate frame and the
wall thimble.
JOB NO.: 045003.00
DATE: 08/19 11285-4

2.08 MANUAL OPERATORS
A. Unless otherwise shown on the Drawings, gates shall be operated by a manual hand wheel or a
manual crank -operated gearbox. The operator shall be mounted on the yoke of self-contained
gates or on the pedestal of non -self-contained gates.
1. The gate manufacturer shall select the proper gear ratio to ensure that the gate can be
operated with no more than a 40 lb effort when the gate is in the closed position and
experiencing the maximum operating head.
2. An arrow with the word "OPEN" shall be permanently attached or cast onto the operator to
indicate the direction or rotation to open the gate.
3. Hand wheel operators shall be fully enclosed and shall have a cast aluminum housing.
a. Hand wheel operators shall be provided with a threaded cast bronze lift nut to engage the
operating stem.
b. Hand wheel operators shall be equipped with roller bearings above and below the
operating nut.
c. Positive mechanical seals shall be provided above and below the operating nut to
exclude moisture and dirt and prevent leakage of lubricant out of the hoist.
d. The hand wheel shall be removable and shall have a minimum diameter of 15 inches.
4. Crank -operated gearboxes shall be fully enclosed and shall have a cast aluminum or ductile
iron housing.
a. Gearboxes shall have either single or double gear reduction depending upon the lifting
capacity required.
b. Gearboxes shall be provided with a threaded cast bronze lift nut to engage the operating
stem.
c. Bearings shall be provided above and below the flange on the operating nut to support
both opening and closing thrusts.
d. Gears shall be steel with machined cut teeth designed for smooth operation.
e. The pinion shaft shall be stainless steel and shall be supported on ball or tapered roller
bearings.
f. Positive mechanical seals shall be provided on the operating nut and the pinion shafts to
exclude moisture and dirt and prevent leakage of lubricant out of the hoist.
g. The crank shall be cast aluminum or cast iron with a revolving nylon grip.
h. The crank shall be removable.
5. All gates having widths in excess of 72 inches and widths greater than twice their height shall
be provided with two gearboxes connected by an interconnecting shaft for simultaneous
operation.
a. Interconnecting shafting shall be constructed of aluminum or stainless steel.
b. Flexible couplings shall be provided at each end of the interconnecting shaft. Couplings
shall be stainless steel or non-metallic.
c. One crank shall be provided to mount on the pinion shaft of one of the gearboxes.
d. If the operating assembly is motorized, a stainless steel enclosure shall be provided over
the interconnecting shaft to comply with OSHA regulations.
6. An extended operator system utilizing chain and sprockets shall be furnished by the
manufacturer when the centerline of the crank or hand wheel, on a non -geared operator, is
located over 48-in above the operating floor. Chain wheels are not acceptable.
a. A removable stainless steel or aluminum cover shall be provided to enclose chain and
sprockets.
b. The extended operator system shall lower the centerline of the pinion shaft to 36-in above
the operating floor.
c. A hand wheel may be utilized in conjunction with a gearbox in lieu of the extended
operator system if the centerline of the pinion shaft is 60-in or less above the operating
floor.
7. Pedestals shall be constructed of stainless steel.
a. The pedestal height shall be such that the hand wheel or pinion shaft on the crank -
operated gearbox is located approximately 36-in above the operating floor.
JOB NO.: 045003.00
DATE: 08/19 11285-5

b. Wall brackets shall be used to support floor stands where shown on the Drawings and
shall be constructed of stainless steel.
c. Wall brackets shall be reinforced to withstand in compression at least two times the rated
output of the operator with a 40 lb effort on the crank or hand wheel.
d. The design and detail of the brackets and anchor bolts shall be provided by the gate
manufacturer and shall be approved by the ENGINEER. The gate manufacturer shall
supply the bracket, anchor bolts and accessories as part of the gate assembly.
Operators shall be equipped with fracture -resistant clear butyrate or lexan plastic stem
covers.
a. The top of the stem cover shall be closed.
b. The bottom end of the stem cover shall be mounted in a housing or adapter for easy field
mounting.
c. Stem covers shall be complete with indicator markings to indicate gate position.
When shown on the Contract Drawings, provide 2-inch square nut, mounted in a floor box,
with a non -rising stem.
a. The square nut shall be constructed of bronze.
b. The floor box shall be constructed of stainless steel or cast iron and shall be set in the
concrete floor above the gate as shown.
c. Provide one aluminum or stainless steel T-handle wrench for operation.
2.09 ELECTRIC MOTOR ACTUATORS
A. See Section 11205.
2.10 ANCHOR BOLTS
A. Anchor bolts shall be provided by the gate manufacturer for mounting the gates and
appurtenances.
1. Quantity and location shall be determined by the gate manufacturer.
2. If epoxy type anchor bolts are provided, the gate manufacturer shall provide the studs and
nuts.
3. Anchor bolts shall have a minimum diameter of 1/2-inch 316 stainless steel.
PART III. EXECUTION
3.01 INSTALLATION
A. Installation of the gates and appurtenances shall be done in a workmanlike manner. It shall be
the responsibility of the CONTRACTOR to handle, store and install the equipment specified in this
Section in strict accordance with the manufacturer's recommendations.
B. The CONTRACTOR shall review the installation drawings and installation instruction prior to
installing the gates.
C. The gate assemblies shall be installed in a true vertical plane, square and plumb.
D. The CONTRACTOR shall fill the void in between the gate frame and the wall with non -shrink
grout as shown on the installation drawing and in accordance with the manufacturer's
recommendations.
E. The CONTRACTOR shall add a mastic gasket between the gate frame and wall thimble (when
applicable) in accordance with the manufacturer's recommendations.
JOB NO.: 045003.00
DATE: 08/19 11285-6

3.02 FIELD TESTING
A. After installation, all gates shall be field tested in the presence of the ENGINEER and OWNER to
ensure that all items of equipment are in full compliance with this Section. Each gate shall be
cycled to confirm that they operate without binding, scraping, or distorting. The effort to open and
close manual operators shall be measured, and shall not exceed the maximum operating effort
specified above. Electric motor actuators shall function smoothly and without interruption. Each
gate shall be water tested by the CONTRACTOR, at the discretion of the ENGINEER and
OWNER, to confirm that leakage does not exceed the specified allowable leakage.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 11285-7

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JOB NO.: 045003.00
DATE: 08/19 11285-8

SECTION 11400
UV DISINFECTION SYSTEM
Part I. GENERAL
1.1 DESCRIPTION
A. Scope:
Furnish all labor, materials, equipment and appurtenances required to provide an open channel,
gravity flow, and low pressure high intensity ultraviolet lamp (UV) disinfection system complete
with an automatic chemical/mechanical cleaning system and variable output lamp drivers. The
UV system shall be complete and operational with all control equipment and accessories as
shown and specified herein. This system will be capable of disinfecting effluent to meet the water
quality standards listed in this section.
The ultraviolet disinfection system will be purchased from Trojan Technologies by the Contractor.
The system to be installed by the Contractor and tested and commissioned by Trojan
Technologies, as specified in this section. The Owner will consider alternates if all requirements
of this specification are met without exception including Pre -qualification Requirements in section
1.2 Quality Assurance.
B. Related Work Specified Elsewhere:
1. Section 03300 Cast -In -Place Concrete
2. Section 05500 Metal Fabrications
4. Section 11010 Equipment General Provisions
5. Section 11285 Stainless Steel Slide Gates
2 QUALITY ASSURANCE
A. Pre -qualification Requirements: Any alternate UV manufacturer that is not named or listed as
approved equal must submit the following 15 days prior to bid to be considered for approval:
1. The manufacturer will be regularly engaged in the design, manufacture and servicing
of UV systems for municipal wastewater disinfection. Manufacturer to submit evidence of
a proven track record with at least five hundred (500) operating UV installations at
municipal wastewater treatment plants over a design flow of 10 MGD.
2. The manufacturer will provide documentation of previous experience with municipal
UV disinfection systems in wastewater applications with variable output electronic drivers
and automatic cleaning systems.
3. For evaluation, the manufacturer will submit a reactor (bioassay) validation report and
calculation justifying the sizing for the proposed reactor, without exception. The bioassay
will have been completed by an independent third party and have followed applicable
sections and protocols described in the NWRI Ultraviolet Disinfection Guidelines for
Drinking Water and Water Reuse (2003, 2012) and 2006 USEPA Ultraviolet Disinfection
Guidance Manual (UVDGM). The bioassay must demonstrate that the proposed UV
JOB NO.: 045003.00
DATE: 08/19 11400-1

system design and number of lamps will deliver the specified Reduction Equivalent Dose
(RED) based on the water quality and operating conditions specified herein.
4. Independent certification of the lamp aging factor must be submitted if values other
than the specified default values are being proposed. The lamp aging (or end -of -lamp -
life) factor must be determined using the protocol described in the NWRI Ultraviolet
Disinfection Guidelines for Drinking Water and Water Reuse (2003, 2012).
5. Independent certification of the fouling factor shall only be accepted if performed on
the UV lamp and quartz sleeve combination equal to that being proposed by the UV
manufacturer. The fouling factor must be conducted on municipal wastewater effluent
using the protocol described in the NWRI Ultraviolet Disinfection Guidelines for Drinking
Water and Water Reuse (2003, 2012).
6. Documentation of UV manufacturer's service capabilities including location and
experience.
7. Sample of lifetime disinfection performance guarantee including scope and duration of
guarantee.
8. Pre -qualification submittals from manufacturers will include a complete and detailed
proposal of equipment offered, including the number of lamps proposed, bioassay
calculation and a detailed description of all exceptions taken to the specification.
9. All UV manufacturers will be required to pre -qualify, unless the manufacturer is the
base bid manufacturer.
B. Design Criteria:
1. Provide equipment that will disinfect effluent with the following characteristics:
a) Current Peak Flow: 30 MGD
b) Average Flow: 15 MGD
c) Total Suspended Solids: 30 mg/L, 30 Day Average grab samples
d) Effluent Temperature Range: 33 to 85 °F
e) Ultraviolet Transmittance @ 253.7 nm: 65%, minimum
f) Effluent standards to be achieved: 35 Enterococci/100 ml based on a 30 day
Geometric Mean of daily samples for the effluent standard as specified in a)
through e). Effluent standards will be guaranteed regardless of influent count to
UV system.
2. The UV system is to be installed in 2 open channels having the following dimensions
(not including the water level controller):
a) Length: 20.6 feet
b) Width: 3.3 feet
c) Depth: 7.8 feet
JOB NO.: 045003.00
DATE: 08/19 11400-2

3. The maximum effluent depth in the channel will be 6.1 feet.
4. System configuration:
a) The UV system must fit within the UV channels as stated without modification.
b) The UV system configuration will be as follows:
• Number of Channels: 2
• Number of Banks per Channel: 4
• Lamps per Bank: 12
• Total Number of Lamps in the UV System: 96
• Number of System Control Centers: 1
• Number of UV Sensors: 1 per bank
• Number of Power Distribution Centers: 2
• Number of Level Controllers: 2
C. Performance Requirements:
1. Provide a UV disinfection system complete with UV Banks and lifting mechanism,
System Control Center, Power Distribution Centers, and Water Level Controllers as
shown on the contract drawings and as herein specified.
2. The ultraviolet disinfection system will produce an effluent conforming to the following
discharge permit: 35 Enterococci/100 ml, based on a 30 day Geometric Mean. Grab
samples will be taken in accordance with the Microbiology Sampling Techniques found in
Standard Methods for the Examination of Water and Wastewater, 21 st Ed.
3. The UV system will be designed to deliver a minimum MS2 RED of 30.0 mJ/cm2 at
peak flow, in effluent with a UV Transmission of 65% at end of lamp life (EOLL) after
reductions for quartz sleeve fouling. The basis for evaluating the RED will be the
independent third -party bioassay, without exception. Bioassay validation methodology to
follow applicable protocols described in NWRI Ultraviolet Disinfection Guidelines for
Drinking Water and Water Reuse (May 2003, 2012) and 2006 USEPA UVDGM.
4. The RED will be adjusted using an end of lamp life factor of 0.5 to compensate for
lamp output reduction over the time period corresponding to the manufacturer's lamp
warranty. The use of a higher lamp aging factor will be considered only upon review and
approval of independent third party verified data that has been collected and analyzed in
accordance with protocols described in the NWRI Ultraviolet Disinfection Guidelines for
Drinking Water and Water Reuse (May 2003, 2012).
5. The RED will be adjusted using a quartz sleeve fouling factor of 0.8 to compensate for
quartz sleeve transmission reduction due to wastewater effluent fouling. The use of a
higher quartz sleeve fouling factor will be considered only upon review and approval of
independently verified data that has been collected and analyzed in accordance with
protocols described in the NWRI Ultraviolet Disinfection Guidelines for Drinking Water
and Water Reuse (May 2003, 2012). The data recorded for the determination of the
validated fouling factor must be obtained by testing in secondary wastewater effluent
JOB NO.: 045003.00
DATE: 08/19 11400-3

utilizing the same lamp, quartz sleeve and cleaning system proposed by the UV
manufacturer.
6. Independent validation for use of higher factors (lamp aging and sleeve fouling) must
be submitted to the Engineer for consideration a minimum of fifteen (15) days prior to bid.
The independent validation shall have oversight by a qualified registered professional
engineer with knowledge and experience in testing and evaluation of UV systems as
defined in the EPA UVDGM (Appendix C, Section C.3.3)
7. The system will be designed for complete outdoor installation.
1.3 SUBMITTALS
A. Submit for review, shop drawings showing the following:
1. Complete description in sufficient detail to permit an item comparison with the
specification.
2. Dimensions and installation requirements.
3. Descriptive information including catalogue cuts and manufacturers' specifications for
major components.
4. Electrical schematics and layouts.
5. Hydraulic calculations demonstrating compliance with the required hydraulic
characteristics.
6. Independent bioassay validation and dosage calculations demonstrating compliance
with the specified RED requirements.
7. Lifetime disinfection performance guarantee.
1.4 WARRANTIES
A. Equipment:
The equipment furnished under this section will be free of defects in material and workmanship,
including damages that may be incurred during shipping for a period of 12 months from date of
start-up or 18 months after shipment, whichever comes first.
B. UV Lamps:
The UV lamps will be warranted for a minimum of 15,000 hours when operated in automatic
mode, prorated after 9,000 hours. On/off cycles are limited to an average of four (4) per day
accumulated over the guaranteed life of the lamp.
C. Lamp Drivers:
Lamp drivers will be warranted for 10 years, prorated after 1 year.
D. UV Intensity Sensors:
UV Intensity Sensors will be warranted for 10 years.
JOB NO.: 045003.00
DATE: 08/19 11400-4

Part II. PRODUCTS
2.1 MANUFACTURER
A. The physical layout of the system shown on the contract drawings and the equipment specified
herein are based on the TrojanUVSignaTM, as manufactured by Trojan Technologies, London,
Ontario, Canada.
B. If other equipment is proposed, the Contractor will demonstrate to the Engineer and the Owner
that all requirements of materials, performance, and workmanship have been met or exceeded by
the equipment proposed. Contractors proposing alternate manufacturers will be responsible for all
costs associated with system evaluation and redesign including all electrical, mechanical and civil
aspects of the installation.
2.2 DESIGN, CONSTRUCTION AND MATERIALS
A. General:
1. All UV Bank metal components in contact with effluent will be Type 316 stainless steel.
2. All wiring exposed to UV light will be Teflon TM coated.
B. Lamp Array Configuration:
1. The lamp array configuration will be in a staggered inclined arrangement.
2. The system will be designed for complete submersion of the UV lamps under all flow
conditions including both electrodes and the full length of the lamp arc.
3. To maximize performance and ensure safety, bank light locks will be used in each
bank to prevent potential short circuiting over the top of the lamps.
4. For any UV inclined system that does not contain UV bank light locks to prevent short
circuiting, the system shall be supplied with 1 additional UV bank to compensate for
short-circuiting over the top of the lamps.
C. UV Bank:
1. Each UV bank will consist of UV lamps, quartz sleeves and an automatic
chemical/mechanical cleaning system mounted in a Type 316 stainless steel frame
2. Each lamp will be enclosed in its individual quartz sleeve, one end of which will be
closed and the other end sealed by a lamp end seal. To be considered as an alternate,
lamp quartz sleeves that are open at both ends will be supplied with twice the amount of
specified spare seals and lamps.
3. The closed end of the quartz sleeve will be held in place by a retaining O-ring. The
quartz sleeve will not come in contact with any steel in the frame.
4. Each UV bank will contain a pre -formed Type 316 stainless steel wall on each side to
prevent possible short-circuiting at the side walls of the reactor.
5. Each UV bank will contain light locks at the top of the bank to prevent short circuiting
over the top of the lamps and maximize disinfection efficiency.
JOB NO.: 045003.00
DATE: 08/19 11400-5

6. Each UV bank will be rated Type 6P. UV banks that are not Type 6P rated are not
acceptable.
7. To minimize maintenance, equipment must be provided by the UV manufacturer to
enable lifting a complete bank of lamps from the channel at once for inspection and/or
servicing.
D. UV Lamps:
1. Lamps will be high intensity low pressure amalgam design. Lamps that are not
amalgam will not be allowed.
2. The filament shall be significantly rugged to withstand shock and vibration.
3. Electrical connections for the lamp will consist of four (4) pins at one end of the lamp
only. Lamp wiring shall be Teflon insulated stranded wire.
4. Lamps without maintenance coating or that do not have four (4) pins are considered
instant start and are not acceptable due to reduced reliability and increased maintenance
and operating costs.
5. Lamps will be rated to produce zero levels of ozone.
6. The lamp shall withstand an average of four (4) on/off cycles per day without reducing
lamp life, warranty or causing any damage to the lamp.
7. Lamps will be operated by electronic lamp drivers with variable output capabilities
ranging from 30% to 100% of nominal power. The lamp assembly shall incorporate active
filament heating to maintain a minimum lamp efficiency of 35% across varying water
temperatures and between the minimum and maximum stated lamp power levels.
E. Lamp Plugs:
1. Each lamp plug will be accessible from the top of the UV bank to facilitate lamp
removal without moving the UV banks or any other components.
2. Each lamp plug shall have provisions for a light emitting diode (LED) visual indicator
that indicates on/off status for each lamp.
3. An integral safety interlock in the lamp plug will prevent removal of energized lamps.
4. The lamp plug shall be rated Type 6P.
F. Lamp Drivers:
1. Each lamp driver will independently power two (2) UV lamps. Failure of one lamp will
not affect operation of the other lamp.
2. The lamp driver will have a power factor correction circuit to ensure minimum 99%
power factor and less than 5% total harmonic distortion (THD) current at the maximum
power level and nominal input voltage.
3. The lamp driver electrical efficiency will be minimum 95% at the maximum power level.
JOB NO.: 045003.00
DATE: 08/19 11400-6

4. The lamp driver will be programmed -start type utilizing filament preheat followed by a
high voltage pulse to ignite the lamp.
5. During lamp operation, variable filament heating current shall be provided according to
a predetermined curve to maintain optimum filament temperature and amalgam
temperature to ensure maximum lamp life and maintain a minimum lamp efficiency of
35% across varying water temperatures and between the minimum and maximum stated
lamp power levels.
6. A ground fault in the output circuit shall be detected and communicated as a warning
to the external controls system while the corresponding lamp operates undisturbed.
7. The communication protocol shall be Modbus implemented on an RS485 electrical
interface.
8. Local visual diagnostic will be provided with LEDs for lamp driver status, lamp status
(on, idle, preheat, fault), power and communication status.
9. For reliability and to facilitate trouble shooting, at a minimum, the following external
indicators (protections, status, warnings and alarms) shall be provided: lamp status,
driver status, ground fault, and communication time-out.
The lamp driver shall be UL, CE, and RoHS compliant.
G. Quartz Sleeves:
1. Quartz sleeves will be clear fused quartz circular tubing containing 99.9% silicon
dioxide.
2. Sleeves will have minimum UV transmittance at 254nm of 87% (1 mm wall thickness)
3. Sleeves will be open at one end only and domed at the other end.
H. Cleaning System:
1. An automatic in -situ cleaning system will be provided to clean the quartz sleeves using
both chemical and mechanical methods. Wiping sequence will be automatically initiated
with capability for manual override.
2. The cleaning system shall also incorporate an integrated debris removal device to
clear the quartz sleeves of any large solids or debris to maximize the life of the
chemical/mechanical cleaning system.
3. The wiper on the cleaning system shall be parked out of the effluent when not in use.
4. Cleaning systems that utilize a screw drive or park the wiper in the effluent while not in
use shall not be acceptable due to collection of debris in and around the wetted parts of
the wiper.
5. The cleaning system will be fully operational while UV lamps and modules are
submerged in the effluent channel and energized.
6. To minimize maintenance, UV System will be designed such that cleaning solution
JOB NO.: 045003.00
DATE: 08/19 11400-7

replacement can be performed while the UV Bank and lamps are in place and operational
in the channel.
7. Cleaning sequence frequency will be field adjustable to enable optimization with
effluent characteristics.
8. Cleaning system operation will be remote auto (default) or remote manual.
9. The cleaning system will be provided with the required solutions necessary for initial
equipment testing and for equipment start-up.
10. The wipers shall travel the full length of the UV lamp arc. Designs in which the wipers
only travel part way along the sleeves will not be acceptable.
11. The UV intensity sensor shall be cleaned utilizing the same chemical/mechanical
cleaning method as that of the lamp quartz sleeves. UV intensity sensors that only utilize
a mechanical means shall not be acceptable.
To be considered as alternate, systems that use only mechanical wiping must have the
ability to periodically be cleaned out of channel using a chemical bath. Out of channel
cleaning will include lifting slings, removable banks, cleaning tanks, agitation system and
air compressors, as required. The UV manufacturer will be responsible for supplying all
equipment including any equipment not specifically listed required to perform out of
channel chemical cleaning. Contractor will be responsible for installation.
Effluent Level Controller:
1. Modulating Weir Gate
a) Modulating Weir Gates (MWGs) shall be self-contained and shall be designed
and manufactured by an experienced and reputable manufacturer, based on the
AWWA C561 Standard for Fabricated Stainless Steel Slide Gates and AWWA
C542 Standard for Electric Motor Actuators for Valves and Slide Gates in effect
as of the date of this specification.
b) Modulating weir gates will be designed to maintain the minimum channel
effluent level required to keep lamps submerged at all times.
c) MWGs shall be designed for the following performance criteria:
i. MWG actuation speeds shall be between 10" (255 mm) and 14" (356 mm)
per minute.
ii. MWG maximum design rate of change of flow shall be limited to 25% of the
Peak Design Flow/Channel per minute, or alternatively, flow shall be ramped
up (zero to peak) or down (peak to zero) in no less than 4 minutes.
iii. MWG actuators shall employ AWWA S4-50% duty class motors with a
rated minimum 900 starts per hour capability.
iv. MWG actuators shall employ AWWA Class B solid-state Thyristor based
switchgear capable of at least 5,000,000 modulating steps before overhaul;
electromechanical type actuators and controls shall not be permitted.
d) The Modulating Weir Gate is to be installed by others.
JOB NO.: 045003.00
DATE: 08/19 11400-8

J. Light Locks
1. Light locks, two (2) per bank, will be provided to force effluent through the UV
treatment zone maximizing disinfection performance.
2. The entire length of the lamp arc will remain submerged to maximize UV dose
delivered to the effluent and to prevent any UV exposure above the water free surface.
K. Electrical:
1. All applicable electrical components will be UL-listed to ensure safety standards are
met.
2. Each UV lamp within a bank will be powered from a Power Distribution Center.
3. UV Manufacturer to supply all cabling between lamps and drivers.
4. Each electronic lamp driver will power two lamps.
5. Power factor will not be less than 99% leading or lagging.
6. Electrical supply to each Power Distribution Center will be 480V, 3 phase, 4 wire +
GND, 50/60 Hz, 53.5 kVA.
7. Electrical supply to the Hydraulic System Center will be 480V, 3 phase, 3 wire + GND,
60 Hz, 2.5 kVA
8. Electrical supply for the water level sensor will be provided by the PDC and be 12 Volt
DC.
9. Electrical supply to the System Control Center will be 120V, 1 phase, 2 wire + GND, 60
Hz, 1.8 kVA
Note to Specifier: The UV System electrical panels are not provided with electrical
disconnects. Each electrical power supply should be provided with a separate
disconnect to be supplied under the electrical contract.
L. Power Distribution Center (PDC):
1. The configuration of Power Distribution Centers shall be lamps per pdc.
2. PDC enclosure material will be Mild Painted Steel.
3. All internal components will be sealed from the environment.
4. All Power Distribution Centers to be UL approved or equivalent.
5. An internal heater will be provided in the PDC to prevent condensation when the
external temperature drops below the dew point.
6. Each PDC shall be able to electrically isolate each bank of lamp drivers and safely
replace a lamp driver without de -energizing any other operating banks.
JOB NO.: 045003.00
DATE: 08/19 11400-9

M. Hydraulic System Center:
1. The Hydraulic System Center (HSC) houses the components required to operate the
automatic cleaning system and bank Automatic Raising Mechanism (ARM).
2. HSC enclosure material will be 304 Stainless Steel (Type 4X, IP 66) (Type 4X).
3. The HSC will contain hydraulic power unit complete with pump, fluid reservoir,
manifolds, valves and filter.
N. Control and Instrumentation:
1. System Control Center (SCC):
a) The monitoring, operation and control of the TrojanUVSigna is managed at the
System Control Center (SCC) by an Allen Bradley Compact Logix with a Beijer
15" Al (Outdoor 4X Rated) HMI screen.
b) If the SCC is installed outdoors, the operator interface shall be positioned out
of or away from direct sunlight and shall include a sunshade. The operator
interface screen will be designed for a rugged outdoor environment capable of
operating at ambient temperatures between -30 Deg C and +70 Deg C with a
high brightness display (minimum 1000 Nit). HMI screen shall be certified for
outdoor use (UL50E Type 4X Outdoor)
c) Alarms will be provided to indicate to plant operators that maintenance
attention is required or to indicate an extreme alarm condition in which the
disinfection performance may be jeopardized. The alarms will include, but not be
limited to:
i) Individual Lamp Failure
ii) Multiple Lamp Failure
iii) Low UV Intensity
iv) Bank Communication Alarm
d) The 100 most recent alarms will be recorded in an alarm history register and
will be displayed when prompted.
e) Mode of operation for UV Banks can be manual, automatic or remote.
f) Elapsed time of each bank will be recorded and displayed on the display
screen when prompted.
2. Low Water Level Sensor:
a) The UV Manufacturer will provide one (1) low water level sensor for each UV
channel.
b) During all modes of system operation (manual, automatic and remote), the
water level sensor will ensure that lamps extinguish automatically if the water
level in the channel drops below an acceptable level.
JOB NO.: 045003.00
DATE: 08/19 11400-10

3. UV Intensity Sensors:
a) A UV sensor will continuously monitor the UV intensity produced within each UV Bank.
b) The sensors will measure only the germicidal portion of light emitted by the lamps.
c) The UV sensor shall be factory -calibrated to US National Institute for Standards and
Technology (NIST). Sensors requiring field -calibration are not acceptable.
d) The sensor shall be digitally calibrated to ensure calibration accuracy.
e) To ensure continuous disinfection, the sensor shall be accessible without shutting
down the system, lifting a bank/module or removing lamps.
f) Sensors will be designed to provide UV intensity data for dose monitoring and control
functions. Dose pacing program will enable use of measured UV intensity along with flow
rate and UVT to determine the delivered dose during operation.
g) Sensors will be designed such that reference sensor readings can be taken without
interrupting disinfection and without removing UV lamps, banks/modules or sleeves.
4. Dose -Pacing:
a) A dose -pacing system will be supplied to modulate the lamp UV output in relationship
to a 4-20 mA DC signal from an effluent flow meter (supplied and installed by Others) and
UV intensity sensor(s).
b) The system to be dose -paced such that as the flow and effluent quality change, the
design UV dose is delivered while conserving power.
c) The dose -pacing system will allow the operator to vary the design dose setting. Logic
and time delays will be provided to regulate UV Bank ON/OFF cycling.
5. On -Line UV Transmission Monitor:
a) An on-line UVT monitor will be provided to automatically and continuously track the UV
transmission of the effluent at the 254 nm wavelength. UVT monitor will be UVAS as
manufactured by Hach Company.
b) The UVT monitor will measure transmittances from 25 to 100%.
c) A shielded twisted pair cable to be provided by the Contractor for connecting the UVT
monitor (4-20 mA signal) to the System Control Center. The SCC will modulate the lamp
intensity in response to the effluent UV Transmission.
d) Power feed of 100 — 230 VAC ± 10%, 60 Hz, 1 phase, 2 wire (plus ground), 50 VA
required to the sensor located at the UV channel as shown on the Drawings.
O. UV Bank Lifting Device:
1. The lifting device for UV Banks will be supplied by the UV Manufacturer.
JOB NO.: 045003.00
DATE: 08/19 11400-11

2. An Automatic Raising Mechanism (ARM) will be designed and supplied to facilitate
lifting a UV bank from the channel without use of ancillary equipment.
3. The ARM will be integrated into the UV Bank for simple and seamless operation.
4. The UV Bank will be raised from the channel for easier access and maintenance.
5. The ARM design will provide access to components without having to break electrical
connections thus reducing wear on connectors.
P. Spare Parts:
The following spare parts and safety equipment will be supplied:
1. 4 UV Lamps
2. 4 Quartz Sleeves
3. 4 Lamp Wiper Seals
4. 1 Operators Kit that includes UV -resistant face shield, gloves and cleaning solution.
To be considered as an alternate, systems that require more lamps than specified, the
UV manufacturer will provide spares in the amount equal to the quantities listed plus an
additional quantity equal to the percentage of lamps required over and above the number
of lamps specified.
Part III. EXECUTION
3.1 INSTALLATION
In accordance with contract drawings, manufacturers' shop drawings, instructions and installation
checklist. Contractor Installation Checklist to be completed and returned at least two (2) weeks prior to
date requested for commissioning. Photographs illustrating site readiness are required. The Contractor
assumes all responsibility for the installation readiness of the UV system.
All labor, materials and test apparatus necessary for completing the installation shall be furnished by
the Contractor at no additional cost to the Manufacturer.
3.2 MANUFACTURER'S SERVICES
A. Installation assistance only provided if in scope.
B. Start-up and field testing: As outlined in the project scope document, Start-up and Field
Services will only be scheduled upon written request. Contractor shall notify Trojan of schedule
requirements at least ten (10) working days in advance. Upon arrival to commission the
equipment, if Trojan's Certified Service Technician determines the Contractor's work is not
complete and the start-up cannot be completed in the allotted time, a return visit will be scheduled
at the Contractor's expense. Contractor will issue a change order or purchase order for the return
trip and additional time required.
C. Operator Training: As outlined in the project scope document.
Contractor responsible to schedule the training during the commissioning time allocated. If
trainees are not available a return visit will be scheduled at the Contractor's expense.
JOB NO.: 045003.00
DATE: 08/19 11400-12

D. Warranty Service: As outlined in the warranty agreement.
END OF SECTION
JOB NO.: 045003.00
DATE: 08/19 11400-13

THIS PAGE LEFT BLANK FOR DUPLICATION PURPOSES
JOB NO.: 045003.00
DATE: 08/19 11400-14

Appendix A.
Report of Subsurface Exploration

EOTRACK
Technologies, Inc.
3620 Pelham Road, PMB #292 Phone: [phone]
Greenville, SC 29615-5044 FAX: [phone]
REPORT OF SUBSURFACE EXPLORATION
Camp Lejeune WWTP Upgrades
FC 436 Gonzalez Boulevard
Camp Lejeune, North Carolina
D&F Job No. 045003.00
Project No. 19-5196N
Prepared For:
DAVIS & F L YD
SINCE 1954
101 North Main Street, Suite 901
Greenville, South Carolina 29601
Attention: Mr. Thomas Mann, P.E.
July 18, 2019

EOTRACK
Technologies, Inc.
3620 Pelham Road, PMB #292 Phone: [phone]
Greenville, SC 29615-5044 FAX: [phone]
July 18, 2019
Davis & Floyd, Inc.
101 North Main Street, Suite 901
Greenville, South Carolina 29601
Attention: Mr. Thomas Mann, P.E. (tmann(cWavisfloyd.com)
Re: Report of Subsurface Exploration
Camp Lejeune WWTP Upgrades
FC 436 Gonzalez Boulevard
Camp Lejeune, North Carolina
D&F Job No. 045003.00
GeoTrack Project No. 19-5196N
Ladies and Gentlemen:
GeoTrack Technologies, Inc. has completed a subsurface exploration for the referenced project.
The exploration was performed in general accordance with GeoTrack Proposal No. P 19-1860R,
dated May 1, 2019, as authorized by Mr. Michael Horton of Davis & Floyd on June 12, 2019.
The purposes of the exploration were to evaluate the site soil conditions and provide
geotechnically-related design and construction recommendations for upgrades to the waste water
treatment plant (WWTP). This report presents our understanding of the project, the subsurface
exploration performed, the results and our recommendations.
SUMMARY OF FINDINGS AND RECOMMENDATIONS
The following is a summary of our exploration findings and recommendations for the WWTP
upgrades. These recommendations are discussed in more detail in the report.
• Boring B-1 was performed at the UV channel addition, and B-2 was performed at the
proposed compressor pad. The borings encountered about 6 to 10 inches of topsoil and
grass root mat at the ground surface. Existing fill of moderate consistency was
encountered beneath the topsoil to depths of 3 and 8 feet. Natural Coastal Plain soils of
highly variable consistencies were then encountered to the boring termination depths of
25 and 50 feet.
• Groundwater was encountered in the borings at a depth of about 6 feet at the time of
drilling. Based on the UV channel excavation depth, dewatering of that area will be
required during construction.

Report of Subsurface Exploration, WWTP Upgrades GeoTrack Project No. 19-5196N
Camp Lejeune, NC July 18, 2019
• We recommend supporting the LTV channel, compressor pad and associated canopies on
shallow spread foundations or slabs bearing in natural Coastal Plain soils or properly
compacted fill. We recommend designing the foundations for a maximum net allowable
bearing pressure of 2,000 psf.
• Based on the soil conditions encountered and our experience in the geological region, the
site soil conditions are assessed to conform to IBC Seismic Site Class E, which based on
the seismic parameters for the site results in a Seismic Design Category C.
PROJECT DESCRIPTION
The proposed upgrades will include expansion of the existing UV channel and the addition of a
new compressor pad near the existing sludge holding tank. The UV channel will be 48 feet long
by 10 feet wide by 10 feet deep. The channel walls will be supported on a one -foot thick slab
that will also support four sets of equipment weighing 640 pounds per unit and other
miscellaneous equipment. Based on excavation of the channel, net foundation loads will be
minimal. A steel canopy supported on four columns will cover the channel. The compressor pad
will be 8 inches thick with plan dimensions of 13 feet by 11 feet. The pad will support a 1,792
pound compressor and a 1,105 pound air tank, and will also be covered with a canopy.
SCOPE OF EXPLORATION
The subsurface exploration included a site reconnaissance, and two soil test borings (B-1 and B-
2). The approximate boring locations are shown on the Boring Location Plan in the Appendix.
The borings were located by measuring distances from existing structures. After the utilities
were located, boring B-2 was moved about 10 feet to the southeast to avoid an underground
utility line. Ground surface elevations near the boring locations were provided by Davis &
Floyd. Based on the methods used, the boring locations and elevations should be considered
approximate.
The soil test borings were performed with a trailer mounted CME 45C drill rig and were
extended to depths of 25 and 50 feet below existing grades using mud rotary drilling techniques.
Standard Penetration Tests (SPT) were performed at selected depth intervals with an automatic
hammer to collect soil samples. A bulk soil sample was also obtained with a hand auger adjacent
to boring B-1. A geotechnical engineer reviewed the data and visually classified the soil
samples. Groundwater levels were checked in the borings at the time of drilling, and then the
boreholes were backfilled with soil cuttings. The boring results are summarized in the attached
Boring Records. A more detailed description of our exploration procedures is also attached.
The bulk soil sample was transported to our laboratory for a standard Proctor compaction test
(ASTM D-698) and moisture content. Four of the SPT samples were also selected for index
Page 2

Report of Subsurface Exploration, WWTP Upgrades GeoTrack Project No. 19-5196N
Camp Lejeune, NC July 18, 2019
testing (moisture content, wash No. 200 and/or Atterberg limits). Results of the laboratory tests
are contained in the Appendix and were used in classification of the soils shown on the Boring
Records.
EXPLORATION RESULTS
SITE CONDITIONS
The existing WWTP is located southeast of Gonzalez Road and north of French Creek (a
tributary to the New River). The new UV channel will be constructed next to an existing UV
channel and canopy in the southwest portion of the plant. The compressor pad is planned to be
located in the southeast portion of the plant near a large above ground sludge tank. Both areas
are relatively flat and covered with grass. Just south of the UV channel addition, the ground
surface slopes gently downward approximately 6 to 8 feet in elevation to the apparent natural
grade beyond the south and east sides of the plant.
SUBSURFACE CONDITIONS
Surface Materials
The borings encountered about 6 to 10 inches of topsoil and grass root mat at the ground surface.
Existing Fill
Well compacted fill was encountered beneath the topsoil to depths of 3 to 8 feet. The fill was
classified as medium dense silty sand with shell fragments and apparently placed during
construction of the WWTP in the mid 1990's. Standard penetration resistances (N-values)
ranged from 16 to 27 blows per foot (bpf), indicating that the fill received compaction at the time
of placement.
Coastal Plain Soils
Natural Coastal Plain soils were encountered beneath the fill to the boring termination depths.
Coastal Plain soils are marine deposits from when ocean levels were higher and consist of layers
of sands, silts and clays with interbedded shell fragments.
A zone of loose to medium dense silty sand and sand with silt was encountered beneath the fill to
a depth of about 22 feet with N-values of 7 to 26 bpf. From 22 to 42 feet, a layer of very soft to
firm clay and sandy clay was encountered with N-values of 2 to 6 bpi. Boring B-2 was
terminated in the clay at a depth of 25 feet. Below 42 feet in B-1, cemented sand was
Page 3

Report of Subsurface Exploration, WWTP Upgrades GeoTrack Project No. 19-5196N
Camp Lejeune, NC July 18, 2019
encountered that consisted of medium dense to dense sand with silt and shell fragments. Boring
B-1 was terminated in the cemented sand at a depth of 50 feet.
Groundwater
Groundwater was encountered in the borings at a depth of about 6 feet (approximate elevations
20 and 22 feet) at the time of drilling. The borings were backfilled at the completion of drilling;
thus, 24-hour water levels were not obtained. The moisture contents and descriptions of the
sampled soils indicate that the stabilized water levels appear to be approximately the same as the
measured levels.
RECOMMENDATIONS
LIMITATIONS
Our conclusions and recommendations are based on the project described above and the data
obtained from the soil test borings. The recommendations are based on generally accepted
geotechnical engineering practice in North Carolina at the time of the report. No other warranties
are expressed or implied.
The borings performed at this site represent the subsurface conditions only at the exploration and
test locations. Some variation in the subsurface conditions should be expected between the
boring locations due to natural variations and previous site grading and construction.
Consequently, subsurface conditions may be encountered during construction that will require
alternative recommendations.
INTERNATIONAL BUILDING CODE SEISMIC VALUES
Seismic Site Class and Potential Liquefaction Hazards
GeoTrack reviewed the boring results to classify the site according to the 2018 NC State
Building Code, which refers to the 2015 version of the International Building Code (IBC). Based
on the boring results and our experience, we assess that the site conforms to IBC Site Class E.
The potential for liquefaction and lateral displacement were assessed using geotechnical
software. The boring results and laboratory test results were utilized in the analyses. Those
results indicate that seismically -induced liquefaction, settlement, slope instability and lateral
displacement are not a significant concern.
Page 4

Report of Subsurface Exploration, WWTP Upgrades GeoTrack Project No. 19-5196N
Camp Lejeune, NC July 18, 2019
Seismic Design Values
Section 1613.3 of the 2015 IBC provides procedures for determining the seismic spectral
response coefficients. The coefficients are calculated based on the seismic site class and the
mapped spectral response acceleration values provided by the Applied Technology Council
(ATC) Hazards by Location website. Based on the site class, an assumed Risk Category of III
and the provided 0.2 second (Ss) and 1 second (Si) spectral response accelerations, the site
seismic design spectral response coefficients are shown in the following table.
Table 1: Seismic Design Spectral Response Coefficients
Parameter
Ss
Value
0.153g
S1
0.072g
Sns
0.255g
SM
0.168g
PGA
0.076g
PGAM
0.190g
Dynamic Seismic Lateral Earth Pressure
Section 1803.5.12 of the 2015 IBC requires that `the dynamic seismic lateral earth pressures on
foundation walls and retaining walls supporting more than 6 feet (1.83 m) of backfill height due
to design earthquake ground motions' be considered for Seismic Design Categories D, E and F.
The calculated seismic design spectral response coefficients and a Risk Category of III result in a
Seismic Design Category C, and an increase in the recommended lateral earth pressures
contained in Table 2: Retaining Wall Design Parameters is not required.
EARTHWORK
Stripping and Subgrade Evaluation
We anticipate that site stripping will average about 6 to 10 inches to remove the topsoil and grass
root mat. Following stripping of the topsoil, a qualified geotechnical representative should
evaluate the exposed subgrade of areas that are at -grade and are to receive fill. Areas that are
loose should be compacted and/or undercut to satisfactory soils, or other corrective actions
should be implemented.
Page 5

Report of Subsurface Exploration, WWTP Upgrades GeoTrack Project No. 19-5196N
Camp Lejeune, NC July 18, 2019
Groundwater Control, Uplift and Sub2rade Stabilization
Subsurface water was encountered in the borings at a depth of about 6 feet (elevations between
about 20 and 22 feet). Excavation of the UV channel will extend to approximate elevation 16
feet or at least 4 feet below the measured subsurface water level. Thus, dewatering will be
required during construction of the channel. Dewatering can be accomplished by installing well
points several feet below the bottom of the channel. We recommend that the water level be
lowered to at least elevation 13 feet. The well points should be designed and installed by an
experienced dewatering contactor. If permanent dewatering is not installed behind the channel
walls, then one-way pressure relief valves may be required when the channel is empty to control
uplift (buoyant) forces of 62.4 pounds per cubic foot applied to the slab. Dewatering should not
be required during construction of the compressor pad.
Stabilization of the bottom of the UV channel will depend on the effectiveness of the dewatering.
If the subgrade sands are loose and excessively moist, then we recommend over excavating the
loose sands by a depth of one foot and placing a layer of surge stone or compacted clean sand
immediately after the foundation subgrade soils are assessed to be satisfactory to provide a firm
working base and prevent excessive softening of the channel subgrade.
Fill Placement
Structural fill should be compacted to at least 95 percent of the soil's maximum dry density
obtained from the Standard Proctor Compaction Test (ASTM D-698). The on -site silty sands
(SM), sands with silt (SP-SM) and sandy silts (ML) excavated from the UV channel appear
satisfactory for re -use as compacted fill behind walls and beneath foundations and slabs. The
completed laboratory compaction test indicates a maximum dry density of I I I pounds per cubic
foot at an optimum moisture content of 10 percent. To achieve the recommended compaction,
the moisture content should generally be maintained within about three percent plus or minus of
the optimum moisture content, and the loose lift thicknesses should not exceed about 8 to 10
inches. Density testing should be performed during fill placement to confirm that the
recommended compaction is being achieved.
Slopes
Based on our experience with similar subsurface conditions, we recommend permanent cut and
fill slopes no steeper than 3H:1V (horizontal to vertical). We further recommend that temporary
slopes be inclined no steeper than about 1.5H:IV, depending on specific soil conditions in the
excavations and OHSA requirements. Due to site constraints, sheet piling may be required at the
UV channel to prevent undermining existing structures during construction.
Page 6

Report of Subsurface Exploration, WWTP Upgrades GeoTrack Project No. 19-5196N
Camp Lejeune, NC July 18, 2019
FOUNDATIONS
We recommend that the foundations for the UV channel, compressor pad, and associated
canopies bear in properly compacted fill or firm natural Coastal Plain soils. The foundations
should be designed using a maximum net allowable bearing pressure of 2,000 pounds per square
foot (psf) or less. Column and wall footings should have minimum dimensions of at least 36
inches and 24 inches, respectively, regardless of the applied foundation pressure. Based on the
provided minimal loads and subsurface conditions, we estimate maximum total and differential
settlements of less than a half inch. Also, the UV channel slab and air compressor pad can be
designed for a modulus of subgrade reaction of 100 pounds per cubic inch (pci).
The foundation excavations should be evaluated, to confirm that the soils are compatible with
our recommendations. Any unsatisfactory soils or soils disturbed by excavation of the
foundations should be removed from the excavations before concrete placement. If encountered,
the unsatisfactory soils should be selectively removed and replaced with either compacted clean
sand, crushed (No. 57) stone or concrete.
RETAINING WALLS
The UV channel will require earth retaining walls with a maximum height of about 10 feet. The
following soil parameters can be used to design the portions of the walls with essentially
horizontal backfill:
Estimated angle of internal friction, 0 = 30 degrees
No soil cohesion, C = 0
Vertical soil unit weight = 120 pounds per cubic foot (pcf)
Friction coefficient between soil and foundation concrete = 0.35
Page 7

Report of Subsurface Exploration, WWTP Upgrades GeoTrack Project No. 19-5196N
Camp Lejeune, NC July 18, 2019
Table 2: Retaining Wall Design Parameters
Lateral Earth Pressure Condition
Earth Pressure
Coefficient (K)
Equivalent Fluid
Pressure(pcfi
At -Rest Condition Above Water Level
0.50
60
Active Condition Above Water Level
0.33
40
Passive Condition Above Water Level
3.0
360
At -Rest Condition Below Water Level
0.50
90*
Active Condition Below Water Level
0.33
80*
Passive Condition Below Water Level
3.0
235*
* Note: The equivalent fluid pressures below the water level (approximate elevation 20 feet) include the
unit weight of water (62.4 pcf).
The above soil parameters are actual values, and the walls should be designed to achieve
appropriate safety factors (typically 1.5 to 2.5) for the various design modes. Walls that will be
restrained at the top and not allowed to rotate should be designed utilizing the at -rest soil
condition, and walls that will not be restrained at the top and allowed to rotate should be
designed for the active condition.
Unless the walls are designed to withstand the water pressures in addition to the soil forces, an
effective drainage system should be used to minimize the possibility of water accumulating
behind the retaining walls. The drainage system should consist of a geosynthetic product
specifically designed for that purpose or at least 12 inches of open -graded crushed stone (No. 57
stone) placed against the wall and separated from the backfill with a geotextile fabric designed
for soil filtration. The drainage medium should extend from the foundation to within 2 feet of
the backfill surface. The drainage medium should drain through a foundation drain which
discharges to the storm drainage system.
Page 8

Report of Subsurface Exploration, WWTP Upgrades GeoTrack Project No. 19-5196N
Camp Lejeune, NC July 18, 2019
CLOSING
GeoTrack Technologies, Inc. appreciates the opportunity to assist you during this phase of the
project. Please call if there are any questions concerning this report, or if you need additional
assistance.
Respectfully submitted,
GeoTrack Technologies, Inc.
Vil.'a �- V)+
Kenneth W. Weinel, P.E.
Senior Professional
North Carolina P.E. No. 021531
kweinelggeotracksc. com
David D. Wilson, P.E.I
Senior Professional
dwilson(& geotracksc. com
<a�E��lpy
SEAL
IN
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Page 9

APPENDIX
Boring Location Plan
Boring Records
Summary of Laboratory Test Results
Standard Proctor Compaction Test Results
Exploration Procedures

Reference: D&F RFP dated April 23, 2019.
BORING LOCATION PLAN
®EQTRACK Camp Lejeune WWTP Upgrades
Technologies, Inc_ Camp Lejeune, North Carolina
GeoTrack Project No. 19-5196N
3620 Pelham Rd, PMB #292, Greenville, SC

BORING RECORD
r
0
c�
Y
U
0
0
0
EOTRACK
Technologies, Inc.
3620 Pelham Road, PMB #292
Greenville, SC 29615
[phone]
Camp Lejeune WWTP Upgrades
Camp Lejeune, North Carolina
GeoTrack Pro'ect No. 19-5196N
BORING No. B-1
Boring Location: See Boring Location Plan
Date Drilled: 7/3/19
Ground Elevation: 26.0 ft
Notes:
Bridger Drilling - CME 45C
Drilling Method: Mud Rotary
Hammer Type: Automatic
Water Level: 6.0 ft ATD
Boring Diameter: 6 in
c
°
w
w
o
0.0
MATERIAL DESCRIPTION
U
a,
n'5 z-
E o
N m
Q Q
E o
z
N -2
cv ch
F0
Z
STD. PENETRATION TEST DATA
(blows/ft)
5 10 20 40 70
0.5
Topsoil and Grass Root Mat - 6 Inches
Fill - Medium Dense Gray and Brown Dry to
1.0
Moist Silty Fine to Medium Sand with Shell
Fragments (SM)
SS-1
10 18 9
27
23.5
3.5
SS-2
4 7 9
16
21ffiO-
17
6.0
SS-3
5 7 11
18
18.5
8.0
Loose Dark Brown Moist Silty Fine to
8.5
Medium Sand (SM)
SS-4
1 3 4
7
16.0
12.0
Loose to Medium Dense Light Gray and
White Wet Fine to Medium Sand with Silt
13.5
(SP-SM)
13.5
SS-5
11 14 12
26
11.0
8.5
18.5
SS-6
3 3 4
7
6.0
22.0
Very Soft to Soft Black and Dark Gray Very
Wet Fat Clay (CH)
3.5
23.5
SS-7
1 1 1
2
1.0
LEGEND Continued Next Page
SAMPLER TYPE DRILLING METHOD
SS Split Spoon NO - Rock Core, 1-7/8" HSA - Hollow Stem Auger RW -Rotary Wash
ST Shelby Tube CLI - Cuttings CFA - Continuous Flight Augers RC -Rock Core
AWG - Rock Core, 1-1/8" CT - Continuous Tube DC - Driving Casing

BORING RECORD
r
EOTRACK
Technologies, Inc.
3620 Pelham Road, PMB #292
Greenville, SC 29615
[phone]
Camp Lejeune WWTP Upgrades
Camp Lejeune, North Carolina
GeoTrack Pro'ect No. 19-5196N
BORING No. B-2
Boring Location: See Boring Location Plan
Date Drilled: 7/3/19
Ground Elevation: 28.0 ft
Notes:
Bridger Drilling - CME 45C
Drilling Method: Mud Rotary
Hammer Type: Automatic
Water Level: 6.0 ft ATD
Boring Diameter: 6 in
c
°
w
w
o
0.0
MATERIAL DESCRIPTION
U
a,
n'5 z-
E o
N m
Q Q
E o
z
N -2
cv ch
F0
Z
STD. PENETRATION TEST DATA
(blows/ft)
5 10 20 40 70
0.8
Topsoil and Grass Root Mat - 10 Inches
1.0
Fill - Medium Dense Brown, Gray and
Yellow Moist Silty Fine to Medium Sand
with Shell Fragments (SM)
SS-1
14 11 8
19
25.5
3.0
Firm Yellowish Brown Wet Fine to Medium
3.5
Sandy Silt (ML)
SS-2
4 3 4
7
23.0
6.0
17_
6.0
Medium Dense Light Gray, Light Brown and
Yellowish Brown Wet Fine to Medium Sand
SS-3
6 7 8
15
20.5
with Silt (SP-SM)
8.5
SS-4
7 9 9
18
18.0
15.5
13.5
SS-5
9 10 12
22
13.0
10.5
18.0
Loose Light Gray Very Wet Fine to Medium
18.5
Sandy Clay (SC)
SS-6
3 4 5
9
8.0
22.0
Very Soft Black Wet Fine to Medium Sandy
Clay (CH)
5.5
23.5
SS-7
1 1 1
2
3.0
25.0
Boring Terminated at 25 Feet
LEGEND
SAMPLER TYPE DRILLING METHOD
SS Split Spoon NO - Rock Core, 1-7/8" HSA - Hollow Stem Auger RW -Rotary Wash
ST Shelby Tube CLI - Cuttings CFA - Continuous Flight Augers RC -Rock Core
AWG - Rock Core, 1-1/8" CT - Continuous Tube DC - Driving Casing

BORING RECORD
EOTRACK
Technologies, Inc.
3620 Pelham Road, PMB #292
Greenville, SC 29615
[phone]
Camp Lejeune WWTP Upgrades
BORING No. B-1
Camp Lejeune, North Carolina
GeoTrack Pro'ect No. 19-5196N
Boring Location: See Boring Location Plan
Date Drilled: 7/3/19
Ground Elevation: 26.0 ft
Notes:
Bridger Drilling - CME 45C
Drilling Method: Mud Rotary
Hammer Type: Automatic
Water Level: 6.0 ft ATD
Boring Diameter: 6 in
c
°
U
N m
STD. PENETRATION TEST DATA
w
o
MATERIAL DESCRIPTION
a,
n'5 z-
E o
Q Q
E
F0
(blows/ft)
w
o
z
N -2
Z
5 10 20 40 70
N M
28.5
SS-8
1 2 2
4
-4.0
32.0
Soft to Firm Gray and Brown Wet Fine to
6.5
Medium Sandy Clay with Some Organics
(CH)
33.5
SS-9
2 2 4
6
-9.0
-11.5
38.5
SS-10
2 3 2
5
-14.0
42.0
Cemented Sand - Sampled as Medium
-16.5
Dense to Dense Light Gray Wet Fine to
Medium Sand with Silt and Shell Fragments
43.5
(SP-SM)
SS-11
3 5 8
13
-19.0
-21.5
48.5
SS-12
11 21 15
36
-24.0
50.0
Boring Terminated at 50 Feet
LEGEND
SAMPLER TYPE DRILLING METHOD
SS Split Spoon NO - Rock Core, 1-7/8" HSA - Hollow Stem Auger RW -Rotary Wash
ST Shelby Tube CLI - Cuttings CFA - Continuous Flight Augers RC -Rock Core
AWG - Rock Core, 1-1/8" CT - Continuous Tube DC - Driving Casing

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135
130 Source of Material: Boring B-1 from 1 to 4 Feet
Description of Material: Light Brown & Gray Silty Fine to
Medium Sand w/ Shell Fragments
125 Test Method: ASTM D 698
120
115
110
a_
U
d
105
Cn
z
w
0
100
0
95
.E
85
:l
75 +
0
TEST RESULTS
Maximum Dry Density: 111.0 PCF
Optimum Water Content: 10.0 Percent
Natural Moisture Content (%) = 12.3
100% Saturation Curve for
Specific Gravity = 2.68
5 10 15 20 25 30 35 40 45
WATER CONTENT (%)
MOISTURE -DENSITY RELATIONSHIP
EOTRAC114C Project Name: Camp Lejeune WWTP Upgrades
Project Location: Camp Lejeune, NC
Technologies, Inc. Project Number:19-5196N
3620 Pelham Road, PMB 292, Greenville, SC 29615 Phone: [phone] Fax: [phone]

EXPLORATION PROCEDURES
Soil Test Borings: Soil sampling and penetration testing for this project were performed in
accordance with ASTM D 1586. The borings were advanced using mud rotary drilling techniques.
At intervals of 2.5 feet in the upper 10 feet and 5 feet below 10 feet, soil samples were obtained with
a standard 1.4-inch I.D., 2 inch O.D., split -tube sampler. The sampler was first seated six (6) inches
to penetrate any loose cuttings, then driven an additional foot with blows of an automatic safety
hammer. The number of hammer blows required to drive the sampler the final foot was recorded and
is designated the "Standard Penetration Resistance" (N-Value). The Standard Penetration Resistance,
when properly evaluated, is an index to soil consistency, strength, density, and ability to support
foundations.
Representative portions of each soil sample were placed in glass jars or re -sealable plastic bags and
transported to our laboratory. The samples were then visually classified by an engineer to supplement
the driller's field classifications. Test Boring Records are attached indicating the soil descriptions and
Standard Penetration Resistances.
Laboratory Testing: A bulk soil sample was collected for standard Proctor compaction test (ASTM
D 698). Also, several of the split -spoon samples were selected for index testing. The index tests
included moisture content (ASTM D 2216), material finer than the No. 200 sieve (ASTM D1140)
and/or Atterberg limits (ASTM D 4318).

4& F4?\
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ANAL SI&
Design Report for
Marine Corps Base, Camp Lejeune/Duke Energy
Final Report — August 2019
ECM 213: Camp Lejeune Wastewater
Treatment Plant Outflow and Digesters
Ultraviolet Disinfection System Upgrade
D&F Job No.: 045003.00
PREPARED FOR:
Environmental Management Division
Marine Corps Base, Camp Lejeune
PSC Box 20004
Camp Lejeune, North Carolina 28542
PREPARED BY:
Davis & Floyd, Inc.
164 Milestone Way, Suite 200
Greenville, SC 29615
[phone]
ttttt11nueeee
CA&0
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0 ; Q . r
SEAL t
• 047122
� 8-21-19 Z
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DAVIS &
c FLOYD, INC.
No. C00538
-,,,,'OF A�

Table of Contents
1.o Project Narrative and Summary ..................................................... 1
1.1 Project Description...................................................................................................................................................1
1.2 Project Location Map...............................................................................................................................................2
List of Figures
Figure1: Project Location Map........................................................................................................................................ 2
List of Appendices
AppendixA: Trojan UV Calculations..............................................................................................................................3
ECM 2B: Camp Lejeune Wastewater Treatment Plant Outflow and Digesters Davis & Floyd, Inc.
Ultraviolet Disinfection System Upgrade 045003.00
Final Report Page ii of ii August 2019

i.o Project Narrative and Summary
1.i Project Description
The Marine Corps Base at Camp Lejeune owns and operates an on -site advanced wastewater treatment facility,
which is permitted to treat a maximum flow of 30 million gallons per day (MGD) and an annual average daily
flow of 15 MGD. Duke Energy, which performs energy management services for Camp Lejeune, is currently
performing a Utility Energy Service Contract Investment Grade Audit at the base and has requested assistance
with improvements to the ultraviolet (UV) disinfection system at the wastewater treatment plant. The existing
UV disinfection system has been identified by Duke Energy as outdated and inefficient. The proposed UV
disinfection system will include construction of a new UV disinfection channel as well as retrofitting of the
existing UV disinfection channel and is designed to provide high-level disinfection. This treatment process
modification will not alter any treatment plant flow parameters and will not disturb more than one acre of land.
Upon completion of these modifications, the UV disinfection system will consist of two channels with a design
flow of 15 MGD per channel. Each channel will contain 3 duty UV banks and 1 redundant bank for a total of 8
banks. Each bank will consist of 12 UV lamps for a total of 96 lamps, which includes 72 duty lamps. Detailed
design information can be found in Appendix A: Trojan UV Calculations.
ECM 2B: Camp Lejeune Wastewater Treatment Plant Outflow and Digesters Davis & Floyd, Inc.
Ultraviolet Disinfection System Upgrade 045003.00
Final Report August 2019
Page 1 of 2

1.2 Project Location Map
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PROJECT LOCATION
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m
m
s
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Rd
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tioPs
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V `rya
rTeed—
Nbrine Corp&
Air Station
New River
m 1,1n ne Co rps
Base Camp
Sto rtes
Leleune
Bay
Figure 1: Prgject Location Map.
ECM 2B: Camp Lejeune Wastewater Treatment Plant Outflow and Digesters Davis & Floyd, Inc.
Ultraviolet Disinfection System Upgrade 045003.00
Final Report August 2019
Page 2 of 2

Appendix A.
Trojan LTV Calculations

TROJAN UVTROJANUVSIGNA Tm HEADLOSS CALCULATIONS - CONFIDENTIAL
HYDRAULIC INFORMATION
The TrojanUVSignaTm has undergone third -party validation with Carollo Engineers. As part of this
validation, headloss testing was conducted over a range of flows and characterized in the equation
form presented below.
HeadlOSSChannel = (AQ2 + BQ + Q x Banks
Where:
(Equation 1)
Headlosschanne, = UV system (UV banks only) head loss per channel (inches)
Q = flow per lamp per bank, calculated as the total flow divided by the number
of lamps in a single bank, in units of gallons per minute per lamp
(gpm/lamp/bank),
Banks = Number of banks per channel,
A,B,C = Model coefficients obtained by fitting the equation to the validation headloss
data
For Camp Lejeune (Replacement), NC, the design conditions are:
• Peak Design Flow: 30 MGD(US) (15 MGD(US) per duty channel)
And proposed UV system configuration is:
• Number of Channels: 2 Duty Channels
• Number of Banks/Channel: 3 (Duty Banks) + 1 (Redundant Bank) per Channel
• Number of Lamps/Bank: 12
To calculate the UV system channel head loss for the configuration of the TrojanUVSignaTM the
following should be deteremined per Equation 1.
1. Foowrate per lamp/bank:
15 MGD per channel = 10,416.67 GPM per channel.
The flowrate per lamp/bank is therefore:
10,416.67 GPM = (12 Lamps/Bank) = 868.06 gpm/lamp per bank
2. Calculate the head loss per UV channel of the system proposed:
From Equation 1:
Headlosscnannel = 1.568 x 4 banks
= 6.27 inches
Camp Lejeune (Replacement), NC

TROJAN UV TROJANUVSIGNATm DOSE CALCULATIONS - CONFIDENTIAL
VALIDATED UV SYSTEM SIZING METHODOLOGY
The TrojanUVSignaTm reactor has undergone third -party bioassay validation with Carollo Engineers
which confirms the UV dose delivery for system sizing. The validation was conducted in general
accordance with the NWRI and USEPA UVDGM protocols. A sensor based control equation is used
to monitor real time lamp output (accounts for fouling and lamp aging) for accurate UV dose
calculation. Multiple challenge organisms were used to bracket a range of pathogens with varying UV
sensitivities in wastewater. Evaluating UV reactor performance using multiple organisms (i.e. T1 and
MS2) leads to a robust UV system design that optimizes energy consumption while ensuring
disinfection requirements are met.
The third -party bioassay sizing equation for the TrojanUVSigna was developed in the equation forms
presented in Equation 1 and Equation 2.
c-D , v_I
log i =10a x UVA, x S° x Bcti7k'
QxD,
(Equation 1)
RED = logi x DL
(Equation 2)
Where:
logi = Log inactivation of the challenge microorganisms (MS2 or T1) or
other organism with a UV sensitivity (mJ/cm2/log inactivation) between T1 and
MS2
RED = Reduction equivalent dose, mJ/cm2
Q/lamp = flow per lamp per bank, calculated as the total flow divided by the number
of lamps in a single bank, in units of gallons per minute per lamp
(gpm/lamp/bank),
UVA = UV light absorbance at 254 nm (per cm); where UVA = -log (UVT/100),
S = Duty sensor intensity, mW/cm2
So = Duty sensor intensity at 100% lamp power setting, mW/cm2
DL = UV sensitivity of the challenge microorganism, mJ/cm2/log inactivation
A,B,C,D,E, = Model coefficients obtained by fitting the equation to the validation data
For Camp Lejeune (Replacement), NC, the design conditions are:
• Peak Design Flow: 15 MGD(US) per duty channel
• Design Dose: 30.0 mJ/cm2 (MS2 RED)
• UV Transmittance: 65%
• End of Lamp Life Adjustment Factor (EOLL): 0.86
• Fouling Factor (FF): 0.94
Camp Lejeune (Replacement), NC

TROJAN UV TROJANUVSIGNATm DOSE CALCULATIONS - CONFIDENTIAL
And proposed UV system configuration is:
• Number of Channels: 2 Duty Channels
• Number of Duty Banks/Channel: 3 (Duty Banks) + 1 (Redundant Bank)
• Number of Lamps/Bank: 12
• Total number of Lamps: 12 Lamps/Bank x 3 Banks/Ch x 2 Duty Channels = Total 72 Lamps
To calculate the MS2 RED for the configuration of the TrojanUVSignaTM the following should be
deteremined per Equation 1.
1. Total number of duty lamps in the system offered: 72
2. Foowrate per lamp/bank: a 'R&
15 MGD per channel = 10,416.67 GPM per channel.
The flowrate per lamp/bank is therefore:
10,416.67 GPM = (12 Lamps/Bank) = 868.06 gpm/lamp per bank
3. (So) = For sizing, use 100% Lamp power, and apply EOLL and FF
= 1 x 0.86 x 0.94 = 0.808
4. Calculate the MS2 RED dose of the system proposed:
From Equation 1 and Equation
RED = 33.5 mj/cmz `
Camp Lejeune (Replacement), NC

TROJAN UV TROJANUVSIGNATM PDC HEAT CALCULATION
PDC Heat Calculation
S.No
Description
Manufacturer
Part Number
Trojan Part number
Heat Loss
Quantity
Total Heat Loss
1
Driver Heat Loss Per Lamp
Trojan
915306
915306
52.5
48
2520
2
Power Supply Trio20A
Phoenix Contact
2866394
916051-394
48
1
48
3
Relay, 24VDC SPDT
Phoenix Contact
2900299
915403-112
0.22
12
2.64
4
Relay, 24V DC S P DT 700H K
Allen Bradley
700-HK36Z24
915399-224
0.5
2
1
5
Relay, Safety RIF
Phoenix Contact
2908215
-
0.72
4
2.88
6
BCB, 24VDC
Trojan
931120
931120
0.5
4
2
7
Contactor, 45A, AF26
ABB
AF26-30-00-11
917180-26CO24
2.4
4
9.6
8
Exhaust Fans
Rittal
3140.140
100
2
200
Total Heat Dissipation from PDC (watt)l
2786.12
Camp Lejeune (Replacement), NC

Engineers... Working Wonders With Waters
November 25, 2016
Wayne Lem, P.Eng.
Trojan Technologies
3020 Gore Road
London, ON N5V 4T7
Subject: Validation Test Certification
TrojanUVSignaTM (2-Row) Ultraviolet Disinfection System
Dear Wayne:
This letter certifies that the bioassay validation testing was completed for the TrojanUVSignaTM
2-Row UV disinfection system in September 2016. The validation was completed in general
accordance with the protocols outlined in the Ultraviolet Disinfection Guidelines for Drinking
Water and Water Reuse (National Water Research Institute [NWRI]), the Uniform Protocol for
Wastewater UV Validation Applications (International Ultraviolet Association [IUVA], 2011), as
well as the Ultraviolet Disinfection Guidance Manual for the Final Long Term 2 Enhanced
Surface Water Treatment Rule (USEPA, November 2006).
All microbiological enumerations were completed by GAP EnviroMicrobial Services Ltd.
(London, Ontario, Canada). Carollo witnessed all aspects of the validation, including
dimensional verification of the test set up and UV reactor, operational conditions for each test,
and sampling. UV sensor responses were also witnessed, as they will be used to develop the
sensor based performance equations for the system.
The final validation report, which will be available in December 2016, will document the
validated ranges for the TrojanUVSignaTm 2-Row as well as the Reduction Equivalent Dose
(RED) performance equation. A summary of the operating range is presented in Table 1 below.
Two challenge microbes were used for the validation testing, MS2 coliphage and T1 coliphage.
These organisms have a UV sensitivity that ranges from 4.8 - 24.6 mJ/cmz per log inactivation.
Page 1 of 2
2700 Ygnacio Valley Road, Suite 300, Walnut Creek, California 93711
P. 925.932.1710
carollo.com

C C'pOWAM11ot
Engineers... Working Wonders With Waters
Table 1 Operating Range for Use of the RED,,,, Equations
Validated Conditions
Flow Rate Range UVT Range (2) Lamp Power
Operating Range
<_ 1,227 US gpm/lamp 29.8 - 80.0 % 30 - 100 %
Notes:
(1) At flow rates below 98 US gpm/lamp, this value (98 gpm/lamp) should be used as
the default value in the RED calculation. The flow rate is calculated by dividing the
total flow rate in a channel by the number of lamps in one bank. For this validation
testing, one bank was comprised of eight (8) UV lamps.
(2) At UVT values above 80.0 percent, this value (80.0 percent UVT, or 0.097 A254)
should be used as the default value in the RED calculation.
Please feel free to distribute this letter to your potential customers.
Regards,
CAROLLO ENGINEERS, INC.
Bill Sotirakos, P.Eng.
Principal UV Technologist
Page 2 of 2
2700 Ygnacio Valley Road, Suite 300, Walnut Creek, California 93711
P. 925.932.1710
carollo.com

1UR Hydror3ual
January 30, 2013
Trojan Technologies
3020 Gore Road
London, Ontario
N5V 4T7
Project: Trojan Technologies 908069-200 Lamp (1000W) PSS Measurement
To Whom It May Concern:
HDR I HydroQual has verified lamp -output measurements carried out on two low-pressure mercury
amalgam 1000W UV lamps (Part # 908069-200) manufactured for Trojan Technologies. The lamps
had been burned -in for 100 hours and were operated at their full rated electrical input power during
the test. The measurements were witnessed by HDR I HydroQual. Using a Point Source
Summation irradiance model, the maximum steady-state output that was recorded for each lamp
during testing was 421.2 and 420.1 Watts at 254 nm. At 1000 Watts input power, this corresponds to
a UVC lamp efficiency of 42.1% and 42.0%, respectively.
Chengyue Shen, Ph.D.
Technical Director of the UV Center
[e-mail]
HDR I HydroQual 1200 MacArthur Blvd Phone: [phone]
HDR Engineering, Inc. Mahwah, NJ 07430-2322 Fax: [phone]
www.hdrinc.com

Engineers... Working Wonders With Waters
December 23, 2011
Gang Fang, Ph.D., P.Eng
Senior Research Scientist
Trojan Technologies
Subject: End Of Lamp Life (EOLL) Factor for the Trojan UV Solo LampTM (Trojan Part Number 908016-200)
Dear Dr. Fang:
The purpose of this letter is to summarize the lamp aging data for the 1 kilowatt Trojan UV Solo LamprM
(Trojan part number 908016-200) used by Trojan Technologies. Hereafter, this lamp will be referred to as the
Solo lamp. The full analysis is detailed in the report titled "15,000-Hour Solo Lamp Age Factor Report, Final,
December2011" by Carollo Engineers.
During this testing, the Solo lamps were aged in a full-scale temperature -controlled Trojan UV reactor in
London, Ontario, Canada. All lamps were aged simultaneously at 100 percent power. The Ultraviolet
Disinfection Guidelines for Drinking Water and Water Reuse (National Water Research Institute
[NWRI]/American Water Works Association Research Foundation [AwwaRF], May 2003), hereafter called the
2003 UV Guidelines, require that lamp output data be collected at 20 percent of the expected lamp life
intervals. Twelve lamps were aged and measured at no more than a 2,400-hour time interval until the lamps
reached at least 15,000 hours of operating time.
The analyses contained herein indicate that the lamp output from the Solo lamp after 15,000 hours of
operation is 86 percent of the output from a new Solo Iamp.The testing was based on the requirements of the
2003 UV Guidelines. The findings of this work pertain only to the Solo lamp described above, and are valid for
the application of the Solo lamp to various Trojan UV systems, assuming all electrical components are as
detailed in the aforementioned report.
CAROLLO ENGINEERS, INC.
Andrew T. Salveson, P.E.
Associate Vice President
Chief Technologist, Water Reuse
c:\pw_working\projectwise\asalveson\d0165537\Letter_Title 22 EOLL.docx 2700 Ygnacio Valley Road, Ste. 300, Walnut Creek, CA 94598
P.925.932.1710 F.925.930.0208
carollo.com