NC0065749_Authorization to Construct_20190221

9015WK
IKSON
1929-2019 community Infrastructure consultants
February 21, 2019
Ms. Julie Grzyb
Supervisor
NC NPDES Permitting
NC Department of Environmental Quality
1617 Mail Service Center
Raleigh, NC 27669-1617
RE: Ashe Plantation Wastewater Treatment Plant Upgrade
Application for Approval of Engineering Plans and Specifications
Dear Ms. Grzyb:
I am pleased to submit the Final Design Package for the referenced project, for the Division's review
and comment. This project includes the installation of a post aeration tank to the existing 100,000 gpd
package WWTP used to treat domestic wastewater. This package includes the Application for
Approval of Engineering Plans and Specifications, along with all supporting documentation.
This package is being submitted in accordance with the "Application for Authorization to Construct
Permit". Therefore, included herein, is a complete Authorization to Construct (ATC) package
including one (1) complete set (as hard copies) of the sealed plans, signed application, sealed
specifications, construction sequence plan, and one (1) complete set (as a digital copy) of the sealed
plans, specifications, and construction sequence plan.
Please do not hesitate to contact me with any questions or comments.
Sincerely,
W.K. Dickson & Co., Inc.
William B. Keaton, PE
Program Manager
Enclosures
Cc: Carl Wilson, PE — Charlotte Water
Chuck Cowherd, PE — Charlotte Water
616 Colonnade Drive
Charlotte, NC 28205
Tel. [phone]
www.wkdickson.com
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Aviation • Water Resources • Urban Development • Geomatics

90 DDICKSONI
1929-2019 community Infrastructure consultants
February 13, 2019
Ms. Julie Grzyb
Supervisor
NC NPDES Permitting
NC Department of Environmental Quality
1617 Mail Service Center
Raleigh, NC 27669-1617
RE: Ashe Plantation Wastewater Treatment Plant Upgrade
Construction Sequence
Dear Ms. Grzyb:
This package is being submitted in accordance with the "Application for Authorization to Construct
Permit". Therefore, included herein, is a construction sequence necessary for the successful
application of the Authorization to Construct permit.
1. All erosion control devices shall be properly maintained during all phases of construction
until the completion of all construction activities and all disturbed areas have been stabilized.
2. Hold pre -construction meeting.
3. Install erosion control measures as indicated on plans.
4. Install utilities and appurtenances.
5. Erect and install new wastewater treatment plant equipment to include disc filters, post
aeration and effluent flow measurement and sampling.
6. Establish final grades and restore surfaces as dictated by wastewater treatment plant
construction.
7. Clean out all erosion control measures prior to final stabilization and seed areas outside of
roadway disturbed during construction.
616 Colonnade Drive
Charlotte, NC 28205
Tel. [phone]
www.wkdickson.com
Aviation •Water Resources •Urban Development • Geomatics

Ashe Plantation Wastewater Treatment Plant Upgrade Project
Page 2
8. All erosion control measures are to remain in place until after final stabilization. Certain
measures may be removed upon approval of engineer and city infrastructure division.
9. Initial erosion control measures are to be approved by Charlotte Water prior to proceeding
with any other work.
Please do not hesitate to contact me with any questions or comments.
Sincerely,
W.K. Dickson & Co., Inc.
William B. Keaton, PE
Program Manager
Enclosures
Cc: Carl Wilson, PE —Charlotte Water
Chuck Cowherd, PE — Charlotte Water

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
sion of Water Resources
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. 01001 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: https://deq.nc.gov/about/divisions/water-resources/water-
resou rces-permits/wastewater-branch/npdes-wastewater/a uthorization-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
Charlotte Water
Signature authority's name per 15A NCAC 02T .0106(b)
Joseph C. Wilson, P.E.
Signature authority's title
Director of Engineering
Complete mailing address
5100 Brookshire Blvd., Charlotte, NC 28216
Telephone number
[phone]
Email address
[e-mail]
B. PROFESSIONAL ENGINEER
Professional Engineer's name
William B Keaton, P.E.
Professional Engineer's title
Program Manager
North Carolina Professional Engineer's License No.
045626
Firm name
WK Dickson & Co., Inc.
Firm License number
F-0374
Complete mailing address
616 colonnade Dr. Charlotte, NC 28205
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 1

C.
D.
Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM AC-12-14)
Telephone number
[phone]
Email address
[e-mail]
NPDES PERMIT
NPDES Permit number
NCO065749
Current Permitted flow (MGD) — include permit
0.1
flow phases if applicable
PROJECT DESCRIPTION
Provide a brief description of the project: Installation of a post aeration tank to the 100,000 gpd package WWTP used to treat
domestic wastewater. The plant will maintain a similarly sized in footprint, and the post aeration tank will be constructed within
the FEMA 100-year floodplain.
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 ofthe Final NPDES permit for this facilitythatincludes 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 Impactor 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.
® 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 Engineer.
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 2

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM AC-1Z-14)
® 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? ® 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? ❑ 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 ® 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 .0504(c)(2), 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):
® Civil
® Process Mechanical
❑ Structural
® Electrical
❑ Instrumentation/Controls
❑ Not Applicable
❑ Not Applicable
® Not Applicable
❑ Not Applicable
® Not Applicable
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 3

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM AC-12-14)
❑ 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
H
® 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: Engineering Plans
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.B.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.6.
❑ Buoyancy calculations for all below grade structures.
❑ Supporting documentation that the specified auxiliary power source is capable of powering all essential treatment units.
Permits
❑ Provide the following information for each permit and/or certification required for this project:
Permit/Certification
Not
Applicable
Date
Submitted
Date
Approved
Permit/
Certification
Number
If Not Issued Provide
Status and Expected
Issuance Date
Dam Safety
X
Soil Erosion and Sediment Control
X
USCOE / Section 404 Permit
X
Water Quality Certification (401)
X
USCOE / Section 10
X
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 4

J.
Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Stormwater Management Plan
X
CAMA
X
NCDOT Encroachment Agreement
X
Railroad Encroachment Agreement
X
Other:
X
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 .0504(I) 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
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
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
A MGD
Current NPDES Permit Limit
.1 MGD
Current Annual Average
(past 12 months)
047 MGD
For Past 12 Months:
Start Date: January/2017
End Date: December/2017
For Past 24 Months:
Start Date* January/2016
End Date: December/2017
Maximum Month
0.0508 MGD
0.0508 MGD
Maximum Day
0.138 MGD
0.138 MGD
Peak Hour
N/A MGD
N/A MGD
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 6

State of North Carolina
Department of Environmental Quality
sion of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC4244)
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 133-3, North 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? ® 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:
Project Basis of Design
Design Influent
Design Influent
Influent
Concentration
Load
Concentration -
(Must be
(Must be
Current Annual
supported by
supported by
Effluent
Average (past
EngineeringDesign
Engineering
Concentration and/or
NPDES Permit Limits
12 months) if
Calculations
Calculations
Load
(monthly average)
Parameter
Available
[Section 3.H])
[Section 3.H])
0.3 mg/L Summer
0.5 mg/L Summer
Ammonia Nitrogen
N/A mg/L
35.0 mg/L
29.2 lb/day
(NH3-N)
0.3 mg/L Winter
0.5 mg/L Winter
Biochemical
1.9 mg/L Summer
5.0 mg/L Summer
Oxygen Demand
N/A mg/L
250 mg/L
209 lb/day
(BODs)
1.9 mg/L Winter
10.0 mg/L Winter
Fecal Coliform
200 per 100 mL
200 per 100 mL
Nitrate + Nitrite
Nitrogen (NO3-N +
N/A mg/L
N/A mg/L
N 02-N )
Total Kjeldahl
N/A mg/L
Nitrogen
N/A mg/L
N/A mg/L
Total Nitrogen
N/A lb/year
N/A lb/year
N/A mg/L
N/A mg/L
Total Phosphorus
N/A mg/L
10.0 mg/L
8.34 lb/day
N/Alb/year
N/Alb/year
Total Suspended
N/A mg/L
250 mg/L
209 lb/day
5.0 mg/L
30.0 mg/L
Solids (TSS)
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? ®Yes or ❑ No. If no, describe how and why the Permit Limits will not be
met:
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 7

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
4. Per 15A NCAC 02T .0505(Il, by-pass and overflow lines are prohibited. Is this condition met by the design? "Yes or ❑ No
If no, describe the treatment units bypassed, why this is necessary, and where the bypass discharges: N/A
5. Per 15A NCAC 02T .0505(k)I multiple pumps shall be provided wherever pumps are used. Is this condition met by the
design? ® 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? ® 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
➢ Can tolerate septic wastewater due to prolonged detention.
7. Per 15A NCAC 02T .0505(0), a minimum of 30 days of residual storage shall be provided. Is this condition met by the
design? ® Yes or ❑ No. If no, explain the alternative design criteria proposed for this project in accordance 15A NCAC
02T .105(n): N/A
8. Per 15A NCAC 02T .0505(g), the public shall be prohibited from access to the wastewater treatment facilities. Explain how
the design complies with this requirement: Facility will be enclosed within a security fence.
9. Is the treatment facility located within the 100-year flood plain? ®Yes or ❑ No. If yes, describe how the facility is
protected from the 100-year flood: All equiptment to be two feet above the 100-year flood plain.
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):
Calculations
Treatment Unit
No. of
Type
Size per Unit
Plan Sheet
Specification
Provided?
Units
Reference
Reference
(Yes or No)
Manual Bar Screen
N/A
MGD at peak hourly flow
Mechanical Bar
N/A
MGD at peak hourly flow
Screen
Grit Removal
N/A
MGD at peak hourly flow
Flow Equalization
N/A
gallons
Primary Clarifier
N/A
Circular
ft diameter; ft side water depth
Primary Clarifier
N/A
Rectangular
square feet; ft side
water depth
Other
N/A
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 8

Water Resources
ENVIRONMENTAL QUALITY
2.
3
4.
State of North Carolina
Department of Environmental Quality
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM AC-12-14)
SECONDARY TREATMENT (BIOLOGICAL REACTORS AND CLARIFIERS) (i.e., biological and chemical processes to remove
oreanics and nutrients)
Calculations
Treatment Unit
No. of
Type
Size per Unit
Plan Sheet
Specification
UnitsProvided?
Reference
Reference
(Yes or No)
Aerobic Zones/
N/A
gallons/Train
Tanks
Anoxic Zones/
N/A
gallons
Tanks
Anaerobic
N/A
gallons
Zones/Tanks
Sequencing Batch
N/A
gallons
Reactor (SBR)
Membrane
N/A
gallons
Bioreactor (MBR)
ft diameter; ft side water
Secondary Clarifier
N/A
depth
Secondary Clarifier
N/A
square feet; ft
side water depth
Other
N/A
TERTIARY TREATMENT
Calculations
No. of
Plan Sheet
Specification
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
ft diameter; ft
Tertiary Clarifier
N/A
Circular
side water depth
Tertiary Clarifier
N/A
Rectangular
square feet; ft
side water depth
Tertiary Filter
N/A
square feet
Tertiary Membrane
N/A
square feet
Filtration
Post -Treatment
N/A
gallons
Flow Equalization
Post -Aeration
1
Rectangular
3,400 gallons
G4
46 07 53
No
Other
N/A
DISINFECTION
Calculations
Treatment Unit
No. of
Type
Size per Unit
Plan Sheet
Specification
Provided?
Units
Reference
Reference
(Yes or No)
gal/day per bank at peak
Ultraviolet Light
N/A
(Parallel; in
hourly flow; number of banks;
series)
number of lamps/bank
Chlorination
N/A
(Gas;
gallons of contact
tablet; liquid)
tank/unit
Dechlorination
N/A
(Gas;
gallons of contact
tablet; liquid)
tank/unit
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 9

Water Resources
ENVIRONMENTAL QUALITY
5. RESIDUALS TREATMENT
State of North Carolina
Department of Environmental Quality
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM AC-12-14)
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Gravity Thickening
N/A
square feet; ft side
Tank
water depth
Mechanical
Thickening/
N/A
dry lb/hour
Dewatering
Aerobic Digestion
N/A
gallons
Anaerobic
N/A
gallons
Digestion
Composting
N/A
dry lb/hour
Drying
N/A
dry lb/hour
Other
N/A
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
TDH
N/A
7. MIXERS
Location
No. of
Mixers
purpose
Type
Power of
eac(HPixer
plan Sheet
Reference
Specification
Reference
N/A
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 10

C
Water Resources
ENVIRONMENTAL QUALITY
8. BLOWERS
State of North Carolina
Department of Environmental Quality
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Location
No. of
Blowers
purpose
Type
Capacity of
(lo
each Blower
plan Sheet
Reference
Specification
Reference
Post Aeration Basin
1
Provide Aeration
Rotary Lobe
25
G4
46 07 53
9. ODOR CONTROL
Location
No. of
Units
purpose
Type
Plan Sheet
Reference
Specification
Reference
N/A
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 .0506(b)
areas follows:
Is Minimum Distance
Minimum Distance
Requirement met by the
Setback Parameter
Required from Nearest
Design? If "No", identify
TreatmentStorage
Setback Waivers in Item D.2
Unit
Below
Any habitable residence or place of assembly under separate
100 ft
® Yes
❑ No
ownership or not to be maintained as part of the project site
Any private or public water supply source
100 ft
® Yes
❑ No
Surface waters (streams — intermittent and perennial, perennial
50 ft
® Yes
❑ No
waterbodies, and wetlands)
Any well with exception of monitoring wells
100 ft
® Yes
❑ No
Any property line
50 ft
® Yes
❑ No
2. Have any setback waivers been obtained per 15A NCAC 02T .0506(d)? El Yes or ®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
Department of Environmental Quality
sion of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC4244)
SECTION 5: APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T .0105:
I, William B Keaton, P.E., attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Charlotte Water Ashe Plantation Wastewater Treatment Plant 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 4.6.1 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 143-215.6B, 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:
�\OQ� FESS/0 �'Ti���
2 •'p y'-y
a SEAL
045626 -
per'•
/////I MOW\\
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 12

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM Al C4244)
SECTION 6: APPLICATION CERTIFICATION BY APPLICA
Applicant's Certification per 15A NCAC 02T .0106(b)a
I, Joseph C. Wilson, P.E., attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Charlotte Water Ashe Plantation Wastewater Treatment Plant 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 143-215.6B 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 ne n t to exceed $10,000, as well as civil penalties up to $25,000per violation.
,,,,
Signature: Date: �/ 7 �1
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 By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET, 9TH FLOOR
RALEIGH, NORTH CAROLINA 276994617 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 13

LEGEND
SYMBOLS
ASPHALT (PROFILE)
BOTTOM OF BANK (TOE) — • — • — • — —
BRIGDE
BUILDING v—
CHECK DAM STD. 6.83
---► --►
CONCRETE (PROFILE)
CREEK, DITCH OR BRANCH
----------�
CURB & GUTTER
EDGE OF ROADWAY
-------------
EXISTING FIRE HYDRANT
0
EXIST. WATER OR SAN. SEWER EASEMENT
PUE
EXISTING IRON PIN
O
EXISTING WATER VALVE
EXISTING WATER MAIN
W
EXISTING q SANITARY SEWER
--- -� --ss
EXISTTING SAN. SEWER MANHOLE STRUCTURE -
EXISTING GAS MAIN
c
EXISTING GAS SERVICE
cs
FENCE (LABEL TYPE)
WOOD
GAS VALVE
GRAVEL. (PROFILE)
GROUND PROFILE
GUARD RAIL
MARSH, POND, WETLAND OR LAKE
------��J
OVERHEAD ELECTRIC
OE
PIERS
POWER POLE/GUY WIRE
& 0 -
EITHER / OR
1 � •
94 =
CHARLOTTE, NORTH CAROLINA
�� ' FESSlO•��'L//i
SEAL
045626
PROPOSED AIR RELEASE
PROPOSED FIRE HYDRANT
1+00
PROPOSED WATER MAIN (MARKED EVERY 1OV)
PROPOSED WATER OR SAN. SEWER EASEMENT — —
PROPOSED WATER OR SAN. SEWER TAP r
Sheet List Table
PROPOSED WATER VALVE ►/
Sheet Number Sheet Title
PROPOSED q SANITARY SEWER
51
G1 COVER SHEET
PROPOSED SAN. SEWER MANHOLE STRUCTURE
218
G2 EXIST. CONDITIONS & OVERALL SITE PLAN
RIP —RAP
G3 SITE AND UTILITY LAYOUT
ROAD/STREET R/W R/W
SEDIMENT FENCE (SILT FENCE) STD. 6.62
G4 UTILITY LAYOUT AND DETAILS
SIDEWALK s�
�-9 q" 8ry
G5 UTILITY SECTIONS
STREET SIGN (LABEL TYPE)
�F� W
S
G6 UTLITY DETAILS
STORM DRAIN/CATCH BASIN, YARD AND DROP INLET — _ _ _ _ _ _ _ _ _ =
�Q A H E PLANTATION O 601
G7 DISC FILTER
TEMPORARY CONSTRUCTION EASEMENT a
ry
TEMPORARY SEDIMENT TRAP STD. 6.60 G�
G8 MISCELLANEOUS DETAILS
TEMPORARY DIVERSION STD. 6.20 -TD -TD TD-
O
-�
MINT HILL
G9 MISCELLANEOUS DETAILS
TEMPORARY STREAM CROSSING sm. 6.70 �T�
G10 EROSION CONTROL DETAILS
TOP Of BANK (TOB) • • • •
O
G11 INFLUENT PUMP STATION
TOWER LINE --H—OE
�^
TREE & BUSH
UNDERGROUND CABLE UC
UNDERGROUND ELECTRIC UE
UNDERGROUND TELEPHONE UT UT UT
RAILROAD I I I I I I I
WATER METER ❑
NOTE: LINE WEIGHTS ARE NOT DELINEATED HERE. THEY ARE CONTROLLED THROUGH CLTWater PLOTSTYLE.
I " wam W K
WDICKSON
community infrastructure consultants
NC LICENSE NO.F-0374
DESIGN COMPANY: WK DICKSON & CO., INC.
PLANS PREPARED BY: WK DICKSON & CO., INC.
ADDRESS: 616 COLONNADE DR., CHARLOTTE, NC 28205
PHONE: [phone]
DATE DESIGN COMPLETED: JAN. 2019
SURVEY COMPANY: SOUTHEAST GEOMATICS GROUP, INC.
SURVEYED BY: BRIAN CLARK
ADDRESS: PO BOX 2431,INDIAN TRAIL, NC 28079
PHONE: [phone]
DATE SURVEY COMPLETED: JUNE 12, 2017
LOCATION
I,T-AR
NOT TO SCALE I
SENSITIVE DOCUMENTS - DO NOT DUPLICATE OR DISTRIBUTE
j
•
Know what's below.
Call before you dig
NOTICE TO CONTRACTOR
1. PRIOR TO CONSTRUCTION, DIGGING, OR EXCAVATION THE
CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND
UTILITIES (PUBLIC OR PRIVATE) THAT MAY EXIST AND CROSS
THROUGH THE AREA(S) OF CONSTRUCTION, WHETHER INDICATED
ON THE PLANS OR NOT. CALL "811" A MINIMUM OF 72 HOURS PRIOR
TO DIGGING OR EXCAVATING. REPAIRS TO ANY UTILITY DAMAGED
RESULTING FROM CONSTRUCTION ACTIVITIES SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR IDENTIFYING
VERTICAL AND HORIZONTAL LOCATION OF ALL UTILITIES ON SITE
PRIOR TO CONSTRUCTION.
3. THE GEOTECHNICAL REPORT IS AVAILABLE IN ATTACHMENT A OF
THE CONTRACT DOCUMENTS.
FINAL DRAWINGS - FOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTION
A CITY OF CHARLOTTE DEPARTMENT

A CITY OF CHARLOTTE DEPARTMENT

4" EXIST. PLUG r Q r 1
ELBOW I 4" S.S. PIPE VALVES
,
EXIST.
BLOWER
BLDG.
EXISTING WWTP
EXISTING AIR PIPING
(FIELD VERIFY EXACT
LOCATION)
6" STAINLESS STEEL PIPE
TO EXISTING DIGESTER &
SLUDGE BASIN / EQ
61
1
6" STAINLESS STEEL PIPE
ELBOW FORCED AIR HEADER TO
AERATION BASIN
CLARIFIERS
(2) 6"
ELBOW or
6 GATE VALVE
Y
YYYIt�(. 6
Y � 1Y JY!,'11lY
BLOWER
3.00' C
6"
ELBOW
6" GATE 6" TEE
VALVE
BLOWER PAD —/
(TYP.)
2" 0 WATER LI
YARD HYDRANT
SEE DETAIL SHT. G8
14.00'
4" 0 DRAIN LINE SLOPE @ 2.0%
ss ss SS SS SS SS SS
w
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CONNECT TO EXSTING !
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0
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EXISTING
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8" 90° BEND (2)
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8" 900 BEND
3.00'
III
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EXIST. 8" fZi III I I I I
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L5
8" 90° BEN
REDUCER 4" GATE f \ ` BEND,
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HORIZ. SCALE: 1" = 2'
ftWK WK DICKSON PROJECT
wai�Y 0iwr�s`■
I 1 I I L---------J
VAULT LAYOUT PLAN
t 1 SEE SHT. G4
1 1 I ► I
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11 i i i i PAD
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1 L_______J
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REMOVE AND RELOCATE / 1
4 EXISTING ELECTRICAL
FRAME AND BOXES I
RELOCATED EXISTING / !
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AND BOXES
/ \ YARD HY6RANT
SEE DETAIL SHT. G8
I
CHARLOTTE CHARLOTTE WATER
W6TER
CHARLOTTE, NORTH CAROLING
Job No. Scales File No. ASHE PLAN TAT/ON WWTP
PLAN 1" = 2' UPGRADE PROJECT
PROFILE Hor, 1" = 2'
Vert. N/A
SITE AND UTILITY LAYOUT
As Built Date
SOUTH�iEAST Sheet l— —
Of
GEOfvIATICS
GROUP JYYH WKD WBK AR, 2019
Surveyed By Designed By DroWn By Project—Engr Approved By Date G3 11
A CITY OF CHARLOTTE DEPARTMENT

A CITY OF CHARLOTTE DEPARTMENT

ALUMINUM SAFETY
RAILING (TYP.)
ALUMINUM
PLATFORM (TYP.)
8" 0 PIPE
ELEV. 594.59
EXISTING GROUND
(GRAVEL)
— — — — — — — — — — — —
EXIST. TOP OF PIPE
ELEV. 598.16
TOP OF CONCRETE
PAD ELEV. 593.94
REMOVE AND RELOCATE
EXISTING STEEL LADDER
EXIST. -MD n= WALL %A/
- - - - - - - - I - - - - - - - - - RELOCATED EXISTING
STEELLADDER
EXISTING
EFFLUENT
FILTER
I I
------ PIPE SUPPORT 8" 900 BEND
8" 90' BEND (TYP. 2 PLCS.)
L ------- i
8" 0 EFFLUENT PIPE c-
(i EXIST 8" 0 PIPE
SLOPE @ 0.5% ------
ELEV. 54.65
I I Lf 1 11-1111
------ ------
.......... K\. ol L - - - - - -
IJ II
EXIST 8" 0 PIPE -----------
EXISTING UV ELEV. 592.17
-- ---
TOP ELEV. 591.50
----------------
------ ----------
8" WYE
EXIST. CONCRETE CONNECT TO EXSTING
PAD 8" 0 PVC PIPE
8" PLUG VALVES
CHAIN OPERATED
DISC FILTER
SEE DETAIL SHT. G7
dLwj
on
It;
ALUMINUM SAFETY
RAILING (TYP
8" 900 BEND 4.00'
TOP OF PIPE
ELEV. 598.16
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Ck DISC FILTER
SEE DETAIL SHT. G7
ALUMINUM
PLATFORM (TYP.)
't 8" 0 PIPE
Tim. ELEV. 594.59
df
4" PLUG VALVE 8" 900 BEND EXISTING UV'S
8" 90* BEND
8' 0 PIPE
ELEV. 595.28
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EXISTING EFFLUENT -11: IL
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PIPE SUPPORT (TYP.) 8PLVE Hir ti
'3
SEE DETAIL SHT. G9 ( I `�`��-� �"
1.90,
EXISTING EXIST 8" 0 PIPE
GROUND ELEV. 592.17
(GRAVEL)
I TOP ELEV. 591.50
-----------
ALUMINUM GRATED
STEPS (TYP.) 2" 0 NPT DRAIN TO
4" 0 DRAIN LINE i 1 i EXIST. CONCRETE
SEE SHT. G3 i I i PAD
4" 0 DRAIN LINE TO TOP OF CONCRETE
PUMP STATION SECTION 'A' EXIST 8" 0 PIPE
PAD ELEV. 593.94 ------------
SCALE: 1 2' ELEV. 587.93 EXIST. 8" EFFLUENT TO
POST AERATION BASIN
Killill
SECTION 113"
SCALE: 1" = 2'
CL ELEV. 592.95 EXIST 8" 0 PIPE
ELEV. 587.93
----------------------
EXIST. 8" EFFLUENT TO
POST AERATION BASIN
EXISTING GROUND
(GRAVEL)
2' ol 2' 4'
HORIZ. & VERT. SCALE: V = 2'
-------I
EXISTING EFFLUENT
FILTER WALL I 8" 0 EFFLUENT PIPE
SLOPE @ 0.5%
8" 450 BEND
rn
-111. - — — — — — — — — — — — -
8" WYE
I uc) CONNECT TO EXSTING
8" 0 PVC PIPE
CL ELEV. 592.95
r---- - - - - - ------
EXIST 8" 0 PIPE
ELEV. 592.17
TOP ELEV. 591.50
EXISTING UV'S
EXIST. CONCRETE
PAD
EXIST 8" 0 PIPE
ELEV. 587.93 -----------
----------
EXIST. 8" EFFLUENT TO
POST AERATION BASIN
SECTION "C'
SCALE: 1" = 2'
SEAL
E
045626
Its,
A CITY OF CHARLOTTE DEPARTMENT

12.00'
POST AERATION BASIN
WATER TIGHT
PANEL COVERS
RELOCATED FLOW METER
READ OUT PANEL
TOP OF WALL
ELEV. 591.00
EXISTING SEE DETAIL
GROUND
(GRAVEL)
CONNECT TO >,
EXIST. 8" 0 PIPE
450 BEND A
8" 0 DIP PIPE SLOPE @ 0.5°l0 ' A
EXIST. INV
ELEV. 587.90
R -
INV. EL.
587.86
A a,
EXIST. 8" 0 PIPE INV. EL.
p . ' 587.35 0
2' 2' 2' 2' 2' 2' o
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A 1 I 1 1 1 A
v 1
1 I I I 1 v
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DIFFUSER CAPS COARSE
AIR FIFFUSERS (TYP.) 1 I I I 1
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ELEV, 581.00
DIFFUSER DROP 2" SS
PIPING WITH GLOBE VALVE
2" PLUG VALVE -\
EXISTING -
GROUND
(GRAVEL)
DIFFUSER CAPS COARSE
AIR FIFFUSERS (TYP.)
R0TTnhA
G�1T11
CROSS SECTION
SCALE: 1" = 2'
TOP OF WALL
ELEV. 591.00
ALUMINUM SAFETY
RAILING (TYP.)
ALUMINUM
PLATFORM (TYP.)
EXISTING GROUND
(ELEV. 592.0)
EXISTING
GROUND
(GRAVEL)
30" x 30" WATER TIGHT
ACCESS HATCH
11
8" 0 DIP PIPE SLOPE @ 0.5% —•--
900 BEND
INV. EL. 587.30
PALMER-BOWLUS
FLUME
PROFILE - 811 O DIP PIPE
SCALE: 1" = 2'
TOP OF CONCRETE
PAD ELEV. 595.00
BLOWER CONCRETE PAD
SEE DETAIL SHT. G9
T
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TOP ELEV. 591.5
1 /2" 0 PVC PIPE
1/2" 0 CORED
SAMPLER HOLE
TOP ELEV. 590.50
2'x3' EFFLUENT
SAMPLER EXISTING
CONCRETE PAD GROUND
(GRAVEL) CLEANOUT
RELOCATED EXISTING
r. EFFLUENT ULTRA
SONIC FLOW METER
8" 0 DIP PIPE SLOPE @ 0.5%
EXIST. INV
( ELEV, 587.22
T.
A
A
INV. EL. 587.26 EXIST. 8" 0 PIPE
TO OUTFALL
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6" GV
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a
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SECTION 'D'
SCALE: 1" = 2'
DICKSON
community infrastructure consultants
NC LICENSE NO.F-0374
MANHOLE COVER, WATERTIGHT UP TO 3.28 FEET HEAD OF WATER, RECTANGULAR IN
SHAPE, COMPLETELY MADE OF 1.4307 (AISI 304 L) STAINLESS STEEL,
THE COVER IS MADE OF STAINLESS STEEL PLATE, WITH A CENTRALLY RAISED PROFILE,
CIRCUMFERENTIAL RUBBER SEAL (FROST -PROOF
AND WEATHER -RESISTANT) FIXED IN A SLOT, SCREW -LOCKS AND PROTECTIVE HOOD OF
BRASS, WHICH CAN ONLY BE OPENED WITH A
SPECIAL KEY. TO BE REMOVED WITH A CRANE AT SITE (CRANE NOT INCLUDED)
A CONNECTION FOR POTENTIAL EQUALIZATION IS PROVIDED.
THE FRAME CONSISTS OF AN ANGLE SECTION 3.15/1.97 INCHES FOR BOLTED FIXING,
WITH WELDED ON FIXED CROSS -BAR, WITH INTERNAL LIFT LOCKS.
MANHOLE COVER AND FRAME SHIELDED ARC -WELDED, ACID -TREATED IN A PICKLING
BATH AND PASSIVATED. FIXING MATERIAL, GASKET STRIP AND OPERATING KEY
INCLUDED.
I
(
I
EXISTING WWTP WALL
I
)
(
I
I
6" SST FORCED
AIR HEADER TO AERATION
BASIN CLARIFIERS
6" SS AIR PIPES TO EQ BASIN
& SLUDGE DIGESTER
WK DICKSON PROJECT
NUMBER: 20180413.00.CL
BLOWER'C'
2 .7
m
SEAL
045626
O
2' 0' 2' 4'
HORIZ. SCALE: 1" = 2'
BLOWER 'B'
POTENTIAL ADJUSTMENT
CUSTOMER SUPPLY
CLEAR SHAFT OPENING (A X B) i
CLEAR OPENING (C) 25
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6" SS AIR PIPES TO EQ BASIN
& SLUDGE DIGESTER
6 SST FORCED
AIR HEADER TO AERATION
BASIN CLARIFIERS
6" GV (TYP. 2 PLCS.)
4" SS AIR PIPES
TO POST
AERATION BASIN
BLOWER W —�
6" GV (TYP. 3 PLCS.)
4" GV
BLOWERS AND AIR PIPING ISOMETRIC
NOT TO SCALE
b E J Sk ecn DO 9 �D'U'P11&_Ir%1.1ATE OR DISTRIBUTE
M=100 7 Q 3 X/1►= Q01IfsAX71laYA:L11111:A�Z�L��►Ys7►1A'e►[�1�:ia�a_�'�a�»�]:Z �7►�•�1:��Iy�[�1►�®
A CITY OF CHARLOTTE DEPARTMENT

8" INFLUENT PIPE
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SECTION 'F' (FILTERS)
TYPICAL FILTER
SCALE: 3/4" = V-0"
TO UV SYSTEM
SEE SHT. G3
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--
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TO UV SYSTEM
SEE SHT. G3
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8" Air
INFLUEI
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8" ANSI
BYPASS
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SECTION 'E'
INFLUENT ELEVATION
EXTERNAL BYPASS
TYPICAL FILTER
SCALE: 3/4" = 1I
NOTE:
1. 24" MINIMUM MAINTENANCE ACCESS AROUND ENTIRE PERIMETER OF
DISCFILTER.
BACKWASH TR
COLLE
POLYESTE
FILTI
SECTION C - C
SCALE: 3/4" = V-0
0.62990 HOLE
THRU TYP. 4 PLCS.
1. MATCH DRILL ANCHORS AFTER FINAL PLACEMENT OF UNIT IS
DETERMINED.
2. ANCHOR SIZE, EMBEDMENT, AND FASTENING METHOD MAY REQUIRE
MODIFICATION DEPENDING ON SEISMIC REQUIREMENTS.
3. FOLLOW ANCHOR MANUFACTURERS GUIDELINES FOR SPECIFIC
INSTALLATION REQUIREMENTS INCLUDING ANCHOR EMBEDMENT AND
EDGE DISTANCE. ALL ANCHOR BOLTS SHOWN SHALL UTILIZE EPCON C6
(ITW RAMSET/REDHEAD) EPDXY ADHESIVE ANCHORING SYSTEM ICC
ER-4285.
4. ALL ANCHORS AND FASTENERS TO BE STAINLESS STEEL. APPLY
ANTI -SEIZE TO ALL CONNECTIONS.
1 / 2"Qi STAINLESS STEEL ANCHORS,. 4X
(ANCHORS/HARDWARE & CHEMICAL
ADHESIVE BY OTHERS)
SECTION B - B
ANCHOR DETAIL
61-411
SECTION A A
MOUNTING FRAME
NOT TO SCALE
NOT TO SCALE
O
M
B
DWDIKCKSON
community infrastructure consultants
NC LICENSE NO.F-0374
WK DICKSON PROJECT
NUMBER: 20180413.00.CL
SENSITIVEDOCUMENTS O NOT DUPLICATE ORDISTRIBUTE
A CITY OF CHARLOTTE DEPARTMENT

I I I=1 11=111=1 11=1 I I o rl I' I I IT
WATER
SEE
NOTE
SEWER
V
ER)
(OVER)
WATI
SEWER
SEWER
SEE NOTE SEWER
WATER
FIn/f=R
WHEN WATER MAIN IS ABOVE SEWER, BUT WITH LESS THAN 18" CLEARANCE, OR WHEN THE SEWER
IS ABOVE THE WATER MAIN, BOTH THE WATER MAIN AND THE SEWER LINE SHALL BE CONSTRUCTED
OF FERROUS MATERIALS WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A MINIMUM
LATERAL DISTANCE, MEASURED AT RIGHT ANGLES TO THE SEWER, OF 10 FEET ON EACH SIDE OF
THE CROSSING.
V IW=r0C•1►to] AT T,19:4 ►lam
TO SEWER MAINS
NOT TO SCALE
07 3/8"
01 /2" 3/4"
RECESSED
LETTERING
1 1/2" 2„
4"
1"
5/16"
5/8'
04 3/4"
05 1/2"
06 3/4"
COVER- SECTION VIEW
3/4" RAISED FLUSH
1 1/2" LETTERS (TYP)
\NA� (2) PICK
HOLES
SEWER
/N X�
1„ 1/4" RAISED FLUSH
LETTERS (TYP)
08 3/4"
07 1/2"
07 1/4" 1I2"
08 3/8" �-06 1/4" —
3/8"t 07 1/2 "_ 07 5/8"
_—_06 1/4'
07 3/8" 2 1/2"
08 1/4"
L�06 1/4"
07"
TYPE II -ADJUSTMENT RISER
SECTION VIEW
�H Al H
TH
2" i
2„
ry
4"
5/16"5/8"
05 1/2"
r•'
06 3/4"
SIDE VIEW
CAST IRON VALVE BOX
COVER TO READ "SEWER"
SEE NOTE 1
FINAL GRADE
SEE NOTE 1
4"
EXISTING EFFLUENT PIPE
CLEANOUT CAP
SEE NOTE 4
18" DIAMETER PRE -CAST
CONCRETE COLLAR
6" THICK
45' WYE BRANCH
-� TO DUCK CREEK
NEW PVC EFFLUENT PIPE
SEE NOTE 3
CONNECT NEW EFFLUENT PIPE TO
EXISTING EFFLUENT PIPE WITH RUBBER
SLEEVE COUPLING WITH STAINLESS
STEEL COMPRESSION BANDS AND SHEAR
RINGS. COUPLING TO BE MIN. 4" WIDE
NOTES:
1. CLEANOUT COVER TO BE FLUSH WITH THE FINAL GRADE. RESTORE SURFACE TO MATCH
EXISTING CONDITIONS IN ACCORDANCE WITH CHARLOTTE WATER STANDARD
SPECIFICATIONS AND DETAILS
2. LOCATION OF CLEANOUT SHALL BE AS DIRECTED BY ENGINEER.
3. NEW EFFLUENT PIPE, CLEANOUT PIPING AND FITTINGS SHALL BE DUCTILE IRON
PIPE (DIP) OR PVC. NEW EFFLUENT PIPE SHALL BE INSTALLED TO MATCH THE
EXISTING SLOPES AND CONFIGURATION UNLESS NOTED OTHERWISE.
4. CLEANOUT CAP SHALL BE THREADED PVC WITH GRIPPER PLUG, END OF PIPE MODEL.
TYPICAL CLEANOUT ASSEMBLY
NOT TO SCALE
TYPE 11 ADJUSTMENT RISER
TH - TOTAL
HEIGHT
AH - ADJUSTMENT
HEIGHT
H
MINIMUM
WEIGHT- LBS
<4 1/2"
<2 1/2"
NOT APPROVED
NOT APPROVED
4 1/2"
2 1/2'
0
16"
511
3"
1 /2"
20"
6"
4"
1 1/2"
22.5"
7"
5"
2 1/2"
25"
8"
61f
3 1/2"
27"
10"
8"
5 1/2"
32"
SEWER COVER- TOP VIEW 08 3/4"
07 1/4" 2 1/2"
07 1 /4"
— — 411
1 /4" 06 1 /4"—
7/16"
5" 1 1/2"
7;�/
10 1/4"
2 LUGS
NOTES: 3/8 x 1/4"
A. LOAD RATING - HEAVY DUTY 3/8" (4) 1/4" RIBS
B. FERROUS CASTINGS MATERIAL - ASTM A48 - CLASS 35 GRAY IRON. 1/4" 06"
C. COATING - UNDIPPED OR ASPHALT VARNISH
D. WEIGHT -0% MINUS TOLERANCE
E. CASTINGS SHALL CONFORM TO DIMENSION AND WEIGHT REQUIREMENTS
F. TYPE 11 ADJUSTMENT RISERS MAY BE STACKED. 9 1/2"
G. TYPE I ADJUSTMENT RISERS MAY NOT BE STACKED.
WEIGHT POUNDS
MINIMUM
TOP SECTION
31
BOTTOM SECTION
34
COVER
19
TOTAL
84
VALVE BOX - TOP SECTION
SECTION VIEW
CAST IRON VALVE BOX DETAIL NOTES
NOT TO SCALE
0 5 1/2"
7 1/2"
15 1/2"
7"
VALVE BOX - BOTTOM SECTION
SECTION VIEW
8„
6 1/2"
PONE OF
GRAVEL
i
P.V.C. PIPE -
ALL TRENCH TYPES
EARTH BACKFILL COM
TO 90% MINIMUM-HANI
TAMPING, TO 95% UNE
ADJACENT TO STRUCI
NOTES:
1. STONE OR GRAVEL TO BE WELL TAMPEE
SIZE 1/2" TO 1-1/2". a/%UINCLUDE IN UNIT
a/ %UPRICE BID FOR PIPE.
2. HAND CARVE BOTTOM AND SHAPE FOR
LOWER QUADRANT OF PIPE. EXCAVATE
ADDITIONALLY FOR BELLS.
3 TRENCH SHEETING DRIVEN BELOW
D.I.P. IN ROCK
& WET CONDITIONS
INVERT MUST NOT BE REMOVED. AT BELLS
D.I.P. NORMAL
STANDARD SEWER LINE TRENCH
NOT TO SCALE
PROJECT SIGN NOTES:
1. THE PROJECT SIGN SHALL BE PLACED IN A LOCATION, FACING TRAFFIC, AS APPROVED
BY THE ENGINEER AND THE CITY. THE PROJECT SIGN SHALL NOT IMPEDE TRAFFIC,
VISION, OR ACCESS TO THE CONSTRUCTION SITE OR ADJACENT PROPERTIES.
2. THE PROJECT SIGN SHALL BE INSTALLED 72 HOURS PRIOR TO COMMENCING
CONSTRUCTION AND MAINTAINED THROUGHOUT THE PROJECT DURATION. THE
CONTRACTOR SHALL DISPOSE OF THE PROJECT SIGN, FILL IN THE POST HOLES, AND
RESTORE VEGETATION, WHEN THE PROJECT IS SUBSTANTIALLY COMPLETE AS
DIRECTED BY THE CITY.
3. POST HOLES SHALL BE A MINIMUM OF 12" IN DIAMETER AND 3'-6" DEEP. THE PROJECT
SIGN POST HOLES SHALL BE FILLED WITH 6" OF CONCRETE. THE POSTS SHALL BE
INSTALLED T BELOW GROUND AND THE POST HOLESSHALL BE FILLED WITH CONCRETE.
4. THE PROJECT SIGN BOARD SHALL BE 4'-0" x 8'-0" x 3/4, MEDIUM DENSITY OVERLAY (MDO),
MARINE GRADE, EXTERIOR PLYWOOD.
5. POSTS SHALL BE COMPOSED OF 4" x 4" PRESSURE TREATED WOOD, MEASURE 10' IN
LENGTH, AND CONTAIN A 1" DIAMETER BREAK AWAY HOLE.
6. FASTENERS SHALL CONSIST OF 5" x%2' STAINLESS STEEL OR GALVANIZED CARRIAGE
BOLTS WITH NUTS AND WASHERS.
7. ALL COLORS, WITH THE EXCEPTION OF THE CITY LOGOS, SHALL BE IN ACCORDANCE
WITH THE COLOR CHART PROVIDED ON THIS DETAIL OR APPROVED EQUAL.
8. STANDARD LOGOS SHALL BE OBTAINED FROM THE CITY OF CHARLOTTE. ALL
DIMENSIONS, STYLES, COLORS, AND TRADEMARKS SHALL BE ADHERED TO.
9. THE PROJECT SIGN SHALL BE PAINTED ON ALL SIDES WITH TWO (2) COATS OF EXTERIOR
WHITE PRIMER, ONE (1) COAT OF EXTERIOR NAVY BLUE SEMI -GLOSS FINISH, AND ONE (1)
COAT OF EXTERIOR BLACK SEMI -GLOSS FINISH FORMING A 2" WIDE BORDER (ON THE
FRONT SIDE ONLY). THE PROJECT SIGN POSTS SHALL BE PAINTED ON ALL SIDES WITH
TWO (2) COATS OF EXTERIOR WHITE PRIMER AND ONE (1) COAT OF EXTERIOR WHITE
SEMI -GLOSS FINISH.
10. ALL PROJECT SIGN LETTERING SHALL BE WHITE AND SHALL FOLLOW THE HEIGHT AND
SPACING AS INDICATED ON THE DETAIL. LETTER SIZES REFLECT HEIGHT DIMENSIONS
FOR CAPITAL LETTERS.
COLOR SCHEDULE CHART
COLOR
HEX (HEXADECIMAL #)
RGB (RED, GREEN, BLUE }
BLACK
00 00 00
0 0 0
GREEN
00 80 00
0 128 0
NAVY BLUE
00 00 80
0 0 128
WHITE
FF FF FF
255 255 255
ALL COLORS HAVE PRECISE COLOR REFERENCES SHOWN ON THIS CHART AND DETAIL.
ALWAYS USE THE EXACT COLOR VALUES LISTED. DO NOT USE SCREENS OR TINTS
FOR ANY OF THE COLORS FOR ANY PART OF THE CITY LOGOS.
PROJECT SIGN DETAIL NOTES
NOT TO SCALE
3/4" HOSE —�
CONNECTION
0
ci
NO. 57 WASHED
STONE FOR
DRAINAGE
1/8" I.P.S.
DRAIN PORT
3/4" FEMALE —
I. P.S.
NOT TO SCALE
10" X 10" X 6"
CONC. AROUND
RISER
—30"X30"X4"
CONC. PAD
6" 7'-0" L 6"
3/4" MEDIUM DENSITY OVERLAY 111DO), 4" x 4" PRESSURE TREATED WOOD POST PAINTED WHITE— —...WHITE— —...MARINE GRADE, EXTERIOR PLYWOOD
1' x 2'-6" AREA TO BE c TOP VIEW x 1/2" STAINLESS STEEL OR
PAINTED WHITE WITH GALVANIZED CARRIAGE BOLT WITH
CURRENT CHARLOTTE WATER 8'-0" NUTS AND \HASHERS (TYP)
LOGO IN APPROPRIATE
COLOR FORMAT
2"
0
0
to 1.5" HIGH
i14 LETTERING
WITH 2"
SPACING
PAINTED
NHITE
12"4" 2" 2•-6" 8"L
1'-2" 1'-6" 8" 4"2'2
1ACKGROU D •
T TO BE PAINTED
NAVY BLUE
(BOTH SIDES)
(• _ - ASHE 5L NT -o -
EE
WWTP U GRADE
TANT DESK%ER. WK DICKSON & CO., i C. [QFG
CHARLOTTE WATER 7-04z
ADAIBTRATIOrk WS
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— DAB 20 Z� — •
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4" x 4" PRESSURE I 4" x 4" PRESSURE
TREATED WOOD POST TREATED WOOD POST
PAINTED WHITE PAINTED WHITE
1' x 2'-6" AREA TO BE 3/4"�4"
PAINTED WHITE WITH
(�1
WK DICKSON AND CO.,
NC. Loco IN 10
APPROPRIATE
COLOR FORMAT
3/4" MEDIUM DENSITY
10
2" BORDER
GRADE,YEXTERIORMARINE
PLLY PLYWOOD
PAINTED BLACK
3" HIGH LETTERING
5" x 1/2" STAINLESS STEEL
WITH 3" SPACING o
OR GALVANIZED CARRIAGE
BOLT WITH
PAINTED WHITE
NUTSAND. AND WASHERS (TYP)
2" HIGH LETTERING oI
PAINTED
WH TENG
0.5" -o
= I
o �-
I a
=o ' • ' e ' GRADE/SLOPE MAY VARY. ' • ' 'e
I SIGN TO BE INSTALLED
ro AT LEVEL,
F ORN E
SLOPE. STAGGER POSTS
OR USE LONGER POSTS
AS NEEDED.
. CONCRETE CONCRETE
_
T 1 -0' 6'-0' I �
ELEVATION VIEW
PROJECT SIGN DETAIL
NOT TO SCALE
kIr O
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community infrastructure consultants
4" x 4" PRESSURE
TREATED WOOD POST
PAINTED WHITE
to
i =
o 1" DIAMETER
M BREAKAWAY HOLE
0
0
_
• �a
CONCRETE
SECTION ON CENTERLINE
WK DICKSON PROJECT
NUMBER: 20180413.00.CL
SENSITIVE DOCUMENTS T DUPLICATE OR DISTRIBUTE
NAL DRAWINGS FOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTIC
A CITY OF CHARLOTTE DEPARTMENT

PIPE SADDLE
APPROVED ADHESIVE ON
BOTH CONTACT
SURFACES OF PAD
1/4" MIN. NEOPRENE
DUROMETER 40 7
MATERIAL HARDN
SEE NC
#3 12" 1
CONC
E.F. TYP.
w
w
Q �
N
)OWEL ADHESIVE
CONCRETE PIPE SUPPORT
NOT TO SCALE
NOTES:
1. DOWELS MAY BE CAST IN WITH 900 HOOK OR
ANCHORED WITH DOWEL ADHESIVE AT
CONTRACTORS OPTION. WHERE FLOOR IS 8" THICK OR
LESS, USE #4 DOWELS EMBEDDED TO WITHIN 2" OF
BOTTOM OF FLOOR SLAB.
2. ENGINEER SHALL VERIFY THICKNESS OF PAD WILL
ACCOMMODATE DESIGN MOVEMENT.
36" MAX
FABRICATED GUSSET PLATE
FOR ALIGNING MJ & FLG
BOLT HOLES, TWO BOLTS PER PLATE
THICKNESS = "D" --\
THREADED TIE RODS,
DIAMETER = "A" --,
FLANGED
CONNECTION
PROVIDE CLAMP
WITH SUPPORT
in
LENGTH & THREADS TO
ALLOW MINIMUM AND
MAXIMUM DIMENSIONS
SHOWN IN TABLE. USE
STRAIGHT THREADS.
"A"
SCHEDULE 40 PIPE
THREADED 150 LB
REDUCING FLANGE
(4) EPDXY ADHESIVE
ANCHORS, SEE TABLE
FLOOR PIPE SUPPORT SCHEDULE
DIMENSIONS IN INCHES
PIPE
"D"
ANCHORS
SIZE
IVAIV
111311
ficif
MINIMUM
MAXIMUM
DIA
EMBED
2 1/2
2 1/2
1 1/2
9
8
13
5/8
5
3
2 1/2
1 1/2
9
8 1/2
1 3 1/2
5/8
5
3 1/2
2 1/2
1 1/2
9
8 1/2
1 3 1/2
5/8
5
4
3
2 1/2
9
9 1/2
14
5/8
5
6
3
2 1 /2
9
10 1 /2
15 1 /2
5/8
5
8
3
2 1 /2
9
11 1 /2
16 1 /2
5/8
5
10
3
2 1 /2
9
13 1 /2
18 1 /2
5/8
5
12
3
2 1 /2
9
15
19 1 /2
5/8
5
14
4
3
11
16 1 /2
20 1 /2
3/4
6 5/8
16
4
3
11
17 1 /2
22 1 /2
3/4
6 5/8
18
6
3 1 /2
13 1 /2
19 1 /2
24
3/4
6 5/8
20
6
3 1 /2
13 1 /2
21
25 1 /2
3/4
6 5/8
24
6
4
13 1 /2
23 1 /2
28 1 /2
3/4
6 5/8
30
6
4
13 1 /2
27
31 1 /2
3/4
6 5/8
32
6
4
13 1 /2
28 1 /2
32 1 /2
3/4
6 5/8
36
6
4
13 1 /2
30 1 /2
34 1 /2
3/4
6 5/8
FLOOR PIPE SUPPORT
NOT TO SCALE
MECHANICAL JOINT WALL
PIPE WITH TAPPED HOLES
NOTE:
1. USE WHEN SPACE IS LIMITED AND YOU CANNOT INSTALL A DOUBLE
MECHANICAL JOINT.
PIPE SIZE
"D11
11AII
MAX PRESSURE
2-RODS
3-RODS
2
3/8
5/8
200
-
2 1 /2
3/8
5/8
200
-
3
3/8
5/8
200
-
4
3/8
5/8
200
-
5
3/8
5/8
200
-
6
1 /2
5/8
140
200
8
1 /2
3/4
140
190
10
3/4
7/8
140
190
12
3/4
1
140
190
14
3/4
1
85
130
16
3/4
11/8
65
110
18
3/4
11/8
65
110
20
3/4
11/8
65
110
24
1
11/4
65
100
3/8" 0 x 3-1/2" S.S. EXPANSION
ANCHORS @ 2'-0 O.C.
° (MIN. 2PER CHANNEL)
SUPPORT CHANNEL
4 d UNISTRUT P-1000
° OR EQUAL
m•
• � 4
:.•ea STANDARD PIPE STRAP
° d d UNISTRUT P-2558
OR EQUAL
d ° .d °
e; .4 .•
d: °
° d ;
° . GALV. NUT & BOLT W/
" SERRATED GROOVES
° a . TO CLAMP TO SUPPORT
CHANNEL
d
° A °
PIPE SUPPORT DETAIL - WALL
NOT TO SCALE
CONCRETE SLAB
BLOWER CONCRETE PAD DETAIL
NOT TO SCALE
SLOPE TOP FOR
POSITIVE WATER
RUNOFF
#4 BARS BOTH
DIRECTIONS
6" 0 SCH 40 STEEL PIPE
RESTRAINED MECHANICAL JOINT TO FLANGED JOINT o
FILLED W/ CONCRETE
NOT TO SCALE
AND PAINTED PER
SPECS SECTION 09900
FINISHED GRADE
db db db
db db
a, ss db
bb 6a 6bdb
T 1'-6" CONC. BASE 4000 PSI
AIR -ENTRAINED CONC.
#5 BARS @ 12" O.C.
`'_�
''` (MIN 5%, MAX. 7% AIR
_
12" TYP EW(EF
.._:
:: CONTENT). REFER TO
PLAN FOR LOCATIONS.
N.
DISK FILTER CONCRETE PAD DETAIL
NOT TO SCALE
(
\2
VO��®4iy p�®'�
:a SEAL r
045626
0-1011 WI d
NOT • SCALE
DICKSON
community infrastructure consultants
WK DICKSON PROJECT
NUMBER: 20180413.00.CL
SENSITIVE DOCUMENTS - DO NOT DUPLICATE OR DISTRIBUTE
:INAL DRAWINGS - FOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTIOP
A CITY OF CHARLOTTE DEPARTMENT

EROSION CONTROL SEQUENCE OF CONSTRUCTION NOTES
1. SCHEDULE A PRECONSTRUCTION CONFERENCE ON -SITE WITH THE EROSION CONTROL
INSPECTOR FROM THE REGIONAL OFFICE OF THE NORTH CAROLINA DEPARTMENT OF
ENVIRONMENTAL QUALITY (NCDEQ), AND THE ENGINEER'S REPRESENTATIVE.
2. BEFORE INITIATION OF CONSTRUCTION, INSTALL PERIMETER EROSION CONTROL MEASURES
SHOWN ON THE PLANS INCLUDING SILT FENCE AND STONE OUTLETS AT CREEK CROSSINGS
ALONG WITH ANY REQUESTED BY THE NCDEQ INSPECTOR RESULTING FROM THE
PRECONSTRUCTION MEETING, CLEARING AREAS ONLY AS NEEDED TO INSTALL THE DEVICES.
OWNER SHALL PERFORM SELF INSPECTION AFTER PERIMETER CONTROLS (SILT FENCE,
CONSTRUCTION ENTRANCES, ETC.) ARE INSTALLED.
3. MAINTENANCE OF EROSION CONTROL DEVICES IS THE CONTRACTOR'S RESPONSIBILITY. AT
LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2" OR GREATER) RAINFALL EVENT THE
DEVICES SHALL BE INSPECTED FOR DAMAGE AND REPAIRS MADE AS NEEDED. ANY SILT
ACCUMULATION SHALL BE REMOVED IMMEDIATEDLY AND DISPOSED OF PROPERLY.
4. RESEED AND MULCH DISTURBED AREAS AS GRADING IS COMPLETED ALONG ALL
CONSTRUCTION. ALL DISTURBED AREAS MUST BE VEGETATED OR OTHERWISE STABILIZED
WITHIN THE NUMBER OF DAYS NOTED IN THE GROUND COVER SCHEDULE AFTER BEING
DISTURBED. THE CONTRACTOR SHALL UTILIZE THE SEEDING AND MULCHING SCHEDULES
NOTED ON THE DRAWINGS.
7. ALL LOCATIONS DISTURBED DURING CONSTRUCTION WILL BE RESTORED ACCORDING TO THE
PERMANENT SEEDING SCHEDULE AS SHOWN ON THE PLANS.
8. AFTER COMPLETE STABILIZATION OF DISTURBED AREAS AND AS DIRECTED BY THE ENGINEER,
REMOVE EROSION CONTROL DEVICES FROM THE SITE.
1.
2.
3.
4.
5.
6.
7.
8.
9.
EROSION CONTROL DEVICE MAINTENANCE NOTES:
THE CONTRACTOR IS RESPONSIBLE FOR THE MAINTENANCE AND REPAIR OF THE EROSION
CONTROL DEVICES UNTIL CONSTRUCTION IS COMPLETE.
ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE CHECKED FOR STABILITY AND
OPERATION FOLLOWING EVERY SIGNIFICANT (1/2" OR GREATER) RAINFALL EVENT BUT IN
NO CASE LESS THAN ONCE PER WEEK.
ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS
DESIGNED.
GRAVEL IS TO BE CLEANED AND/OR REPLACED WHEN THE SEDIMENT POOL NO LONGER
DRAINS PROPERLY.
SEDIMENT IS TO BE REMOVED FROM BEHIND SILT FENCE WHEN IT BECOMES
APPROXIMATELY 0.50' DEEP AT THE FENCE. THE SILT FENCE IS TO BE REPAIRED AS
NECESSARY TO MAINTAIN A BARRIER.
PERMANENT GROUND COVER MUST BE ESTABLISHED WITHIN PROPOSED DITCHES AND
CHANNELS.
ALL DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED AS NEEDED IN
ACCORDANCE WITH THE SPECIFICATIONS.
ADDITIONAL MECHANICAL MEASURES WILL BE REQUIRED IF VEGETATIVE COVER CANNOT
BE ESTABLISHED AS PROPOSED.
CONTRACTOR SHALL MAINTAIN A RAIN GAUGE ON SITE AND PROVIDE WEEKLY/POST
RAINFALL INSPECTION REPORTS TO THE OWNER IN ACCORDANCE WITH NCDEQ
REQUIREMENTS.
op /
Gv"4
-�
Ok
�O
COARSE AGGREGATE -
STONE SIZE = 2"-3"
6" THICK
MINIMU
GEOTEXTILE FABRIC INSTALLED
MAINTENANCE: UNDER CONSTRUCTION ENTRANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT
FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP
DRESSING WITH 2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY
STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY.
IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR
TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
NOT TO SCALE
c
2
N
POST
FILTER FABRIC
36" MIN. WIDTH
CLASS A STONE 1
FT HEIGHT, 1 FT.
19 GAUGE HARDWARE
BEYOND EDGES
CLOTH W/ 1/4" MESH
STEEL POST 36' ABOVE OPENING
GRADE (MAX.)
F�pW
COM PACTED. SOI L
tG 11= 10,
( 4
-I I_ 10 FT. MAX. SPACING WITH
"* Ml I j= E WIRE SUPPORT FENCE
=11t-1}1-III-�' NOTES:
I ' 1. INSPECT AND REPAIR FENCE WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL
RT EVENT AND REMOVE SEDIMENT WHEN DEPOSITS REACH 6".
iTT1
2. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT
CONTRIBUTE SEDIMENT OFF -SITE AND CAN BE PERMANENTLY STABILIZED.
3. SILT FENCE SHALL BE PLACED ON SLOPE CONTOURS TO MAXIMIZE PONDING
EFFICIENCY.
SILT FENCE - WIRE & STONE REINFORCED OUTLET
BOTTOM
TOP AND
STRAND
MIN. 10
GA., TYP.-
NOT TO SCALE
STEEL POST
- WIRE FABRIC
- FILTER FABRIC
r SCOPE ._
U = U
�e) m I om 44 - ��' "III- EXISTING
oCD
alai FAO I i I I I- GROUND LINE
= I -I _ i�
4" ANCHOR FABRIC
AS SHOWN
SECTION
VARIABLE AS DIRECTED BY THE ENGINEER (10' MAX.)
STAY WIRES, ANCHOR WIRE FABRIC TO
12" SPACING STEEL POST WITH MIN. 4
MIN. 14 GA. FENCING STAPLES PER POST
SECURELY
ANCHOR
FABRIC TO
WIRE WITH
WIRE TIES
MAX. WIRE-J �-- FILTER FABRIC TO BE o w
' w
I I FABRIC MESH POLYPROPYLENE NYLON,
N O
OPENING SIZE POLYESTER OR POLY-
U U
� °-
= 36 SQ. IN. ETHYLENE YARN OF
MANUFACTURER TO BE
APPROVED BY ENGINEER
ELEVATION
NOTES:
1. THE CONTRACTOR SHALL MAINTAIN ALL SILT FENCING BY REMOVING AND
DISPOSING OF SILT ACCUMULATIONS AS DIRECTED BY THE ENGINEER. FILTER
FABRIC SHALL BE REPLACED WHEN IT HAS DETERIORATED TO SUCH EXTENT
THAT IT REDUCES THE EFFECTIVENESS OF THE SILT FENCE.
2. FILTER FABRIC SHALL HAVE A MINIMUM TENSILE STRENGTH (@ 20% MAX.
ELONGATION) OF 301bs/LIN. IN., WIRE FABRIC REQUIRED.
3. IF EXTRA STRENGTH FABRIC IS UTILIZED (MIN. TENSILE STRENGTH = 50
Ibs/LIN. IN. @ MAX. 20% ELONGATION), WIRE FABRIC IS OPTIONAL, MAXIMUM
POST SPACING = 6 FEET.
4. POSTS SHALL BE 1.33 Ib/LF STEEL UNLESS OTHERWISE APPROVED BY
ENGINEER.
TEMPORARY SILT FENCE
NOT TO SCALE
TEMPORARY SEEDING - LATE WINTER/EARLY SPRING
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN PIEDMONT 50
AND COASTAL PLAIN, KOREAN IN MOUNTAINS)
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO
EXTEND BEYOND JUNE.
SEEDING DATES
MOUNTAINS - ABOVE 2500 FT: FEB. 15-MAY 15
BELOW 2500 FT: FEB. 1-MAY 1
PIEDMONT - JAN. 1-MAY 1
COASTAL PLAIN - DEC.1 APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT,
NETTING OR AS MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY
STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND
MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
TEMPORARY SEEDING SCHEDULE - SUMMER
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
GERMAN MILLET 40
IN THE PIEDMONT AND MOUNTAINS, A SMALL -STEMMED SUDANGRASS
MAY BE SUBSTITUTED AT A RATE OF 50 LB/ACRE.
SEEDING DATES
MOUNTAINS - MAY 15-AUG. 15
PIEDMONT - MAY 1-AUG. 15
COASTAL PLAIN APR. 15-AUG. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT,
NETTING OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY
STRAIGHT CAN BE USED AS AN ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE
AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
TEMPORARY SEEDING SCHEDULE - FALL
SEEDING MIXTURE
SPECIES
RYE (GRAIN)
RATE (LB/ACRE)
120
SEEDING DATES
MOUNTAINS -AUG. 15-DEC. 15
COASTAL PLAIN AND PIEDMONT -AUG. 15-DEC. 30
SOIL AMENDMENTS
FOLLOW SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIME-
STONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT,
NETTING OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY
STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH
50 LB/ACRE OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND
TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 LB/ACRE KOBE
(PIEDMONT AND COASTAL PLAIN) OR KOREAN (MOUNTAINS) LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
PERMANENT SEEDING - GRASS -LINED CHANNELS
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
TALL FESCUE 175-200 (3 LB/1000 SQ. FT.)
KENTUCKY BLUEGRASS 20 (1 LB/1000 SQ. FT.)
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE
SUDANGRASS. PRIOR TO MAY 1 OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN).
SEEDING DATES BEST POSSIBLE
BELOW 2500 FT: AUG. 15-SEPT. 1 JULY 25-SEPT. 15
MAR. 1-APR. 1 MAR. 1-MAY 10
ABOVE 2500 FT: JULY 25-AUG. 15 JULY 15-AUG. 30
SOIL AMENDMENTS MAR. 20-APR. 20 MAR. 5-MAY 15
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 1,200 LB/ACRE 10-10-10 FERTILIZER.
MULCH
USE JUTE, EXCELSIOR MATTING, OR A SIMILAR CHANNEL LINING MATERIAL TO COVER THE
BOTTOM OF CHANNELS AND DITCHES. THE LINING SHOULD EXTEND ABOVE THE HIGHEST
CALCULATED DEPTH OF FLOW. ON CHANNEL SIDE SLOPES ABOVE THIS HEIGHT, AND IN
DRAINAGES NOT REQUIRING TEMPORARY LININGS, APPLY 4,000 LB/ACRE GRAIN STRAW
AND ANCHOR STRAW BY STAPLING NETTING OVER THE TOP.
MULCH AND ANCHORING MATERIALS MUST NOT BE ALLOWED TO WASH DOWNSLOPE
WHERE THEY CAN CLOG DRAINAGE DEVICES.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER ACCORDING
TO SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10 FERTILIZER (3 LB/1000 SQ. FT.). MOW
REGULARLY TO A HEIGHT OF 2-4 INCHES.
PERMANENT SEEDING SCHEDULE -MIXTURE #1 M
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
TALL FESCUE 100
SERICEA LESPEDEZA 20
KOREAN LESPEDEZA 10
REDTOP 5
KENTUCKY BLUEGRASS 5
SEEDING NOTE
AFTER AUG. 1, USE UNSCARIFIED SEED FOR SERICEA LESPEDEZA.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15 ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE
SUDANGRASS. PRIOR TO MAY 1 OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). IT
MAY BE BENEFICIAL TO PLANT THE GRASSES IN LATE SUMMER AND OVERSEED THE
LESPEDEZAS IN MARCH.
SEEDING DATES
BEST POSSIBLE
BELOW 2500 FT: AUG. 15-SEPT. 1 JULY 25-SEPT. 15
MAR. 1 APR. 1 MAR. 1-MAY 10
ABOVE 2500 FT: JULY 25-AUG. 15 JULY 15-AUG. 30
MAR. 20-APR. 20 MAR. 5-MAY 15
COMPLETE SEEDING EARLIER IN THE FALL, AND START LATER IN SPRING ON NORTH
AND EAST FACING SLOPES.
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 5-10-10 FERTILIZER.
MULCH
APPLY 4,000-5,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE
MULCHING MATERIAL. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING OR NETTING.
NETTING IS THE PREFERRED ANCHORING METHOD ON STEEP SLOPES.
MAINTENANCE
MOW NO MORE THAN ONCE A YEAR. REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH
IS FULLY ADEQUATE. RESEED, FERTILIZE AND MULCH DAMAGED AREAS IMMEDIATELY.
1. GROUND COVER - WHEREVER LAND DISTURBING ACTIVITY IS UNDERTAKEN ON A
TRACT COMPRISING MORE THAN ONE (1) ACRE, A GROUND COVER SUFFICIENT TO
RESTRAIN EROSION MUST BE PLANTED OR PROVIDED PER THE GROUND COVER
SCHEDULE SHOWN ON THIS SHEET.
2. GRADED SLOPES AND FILLS - PER THE GROUND COVER SCHEDULE SHOWN HERE, OR
AT THE COMPLETION OF ANY PHASE OF GRADING, WHICHEVER PERIOD IS SHORTER,
SLOPES SHALL BE PLANTED OR OTHERWISE PROVIDED WITH GROUND COVER,
DEVICES, OR STRUCTURES SUFFICIENT TO RESTRAIN EROSION.
GROUND COVER SCHEDULE
SITE AREA DESCRIPTION
STABILIZATION TIME FRAME
STABILIZATION TIME FRAME
EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES AND SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER THAN 3:1
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 2:1, 14 DAYS ARE ALLOWED
7 DAYS FOR SLOPES GREATER
SLOPES 3:1 OR FLATTER
14 DAYS
THAN 50 FEET IN LENGTH
ALL OTHER AREAS WITH
NONE (EXCEPT FOR
SLOPES FLATTER THAN 4:1
14 DAYS
PERIMETERS AND HWQ ZONES)
3. PER THE GROUND COVER SCHEDULE SHOWN HERE, OR AT THE COMPLETION OF ANY
PHASE OF GRADING, WHICHEVER PERIOD IS SHORTER, DISTURBED AREAS SHALL BE
PLANTED OR OTHERWISE PROVIDED WITH GROUND COVER, DEVICES, OR
STRUCTURES SUFFICIENT TO RESTRAIN EROSION.
°
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® 045626
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DICKSON
community infrastructure consultants
WK DICKSON PROJECT
NUMBER: 20180413.00.CL
=INAL DRAWINGS - FOR REVIEW PURPOSES ONLY NOT RELEASED FOR CONSTRUCTION
A CITY OF CHARLOTTE DEPARTMENT

1)
VENT PIPE WITH INSECT/BIRD SCREEN
(SHOWN ROTATED FOR CLARITY)
VENT ELEV. SHALL BE 2' ABOVE THE
100-YR FLOOD ELEV. OF 593.10'
48"x60" WATERTIGHT ACCESS
HATCH WITH SAFETY GRATE
SS FLOAT SWITCH
CABLE HOLDER, TYP.
TOP ELEVATION 591.50'
GROUND ELEVATION 591.00'
CHAIN (FOR PUMP REMOVAL) TYP.
RETRIEVAL GRIP EYES AND PUMP
CHAIN TO BE LOAD RATED W/TAG
OR STAMPED RATING INFO.
8'0 INTERIOR
PRECAST WETWELL
LEVELTRANSDUCER
8" SS INV. (ELEV. 582.94')
HIGH LEVEL ALARM (ELEV. 582.25')
LAG PUMP ON (ELEV. 581.50')
LEAD PUMP ON (ELEV. 580.50)
ALL PUMPS OFF (ELEV. 579.50')
10" THICK, 11'0
CONCRETE BASE
a:
FOR CONTINUATION
PLAN VIEW - PUMP STATION WET WELL
SCALE: 1 /2"=1'-0"
Wo
1
VENT ELEVATION 595.10'
UPPER GUIDE BAR BRACKET
ELECTRICAL CONDUIT
TO CONTROL PANEL
WHICH SHALL BE LOCATED
ON WWTP ADJACENT TO
METER VAULT
0
o /
PRECAST CONCRETE
VALVE VAULT
36" X 48" WATERTIGHT
ACCESS HATCH
4" CHECK VALVE,
TYP.
4" PLUG VALVE,
TYP.
- PRESSURE GAUGE,
TYP.
TOP ELEVATION 591.50'
4" TEE,
TYP.
EX. INV IN
(583.81)
GENERAL NOTES
1.
2.
3.
4.
5.
ALL PUMP STATION AND VALVE VAULT PIPING 1S DUCTILE IRON,
UNLESS NOTED OTHERWISE.
ALL FITTINGS AND PIPE INSIDE WET WELL AND VALVE VAULT TO BE
FLANGED AND BITUMINOUS COATED, MINIMUM 1 MIL. THICK.
ALL PIPE OPENINGS IN WET WELL AND VALVE VAULT TO BE CORED
AND FITTED WITH NEOPRENE RUBBER BOOTS.
VALVE VAULT PIPING SHALL BE SUPPORTED WITH MASONRY OR
STEEL SUPPORTS AT A MINIMUM OF 3 POINTS.
PRECAST STRUCTURES SHALL BE MANUFACTURED BY A NATIONAL
PRECAST CONCRETE ASSOCIATION (NPCA) CERTIFIED PLANT AND
SHALL COMPLY WITH ASTM C478, C890, C891 AND C913 (LATEST
EDITION).
PUMP STATION SCHEDULE
FLOW (GPM)
138.0
TDH (FT.)
31.2
PUMP DISCHARGE DIA. (IN.)
4.0
WET WELL DIA. (FT.)
8.0
VALVE VAULT DIMENSIONS (FT.)
6.0 x 6.0
iTl x
I I I oo
ICn
i rn EX. INV IN
�— (584.15)
SLOPE 1"/FT. FROM MH
WALL TO TROUGH (TYP.)
4" 90°
ELBOW,
NOTE: �
�;
INV OUT
TYP'
CUT AND PLUG EXISTING o_
583.31
TO WWTP ---- FORCE MAIN TO WWTP. o
bo
— ELECTRICAL
GROUT AND SLOPE 0
1
CABLE
TO DRAIN d-
BOTTOM ELEVATION 586.00'
4" PVC DISC FILTER \
DRAIN INV. (ELEV. 584.9')
(SHOWN FOR CLARITY)
SEE SHT. G2
2" DRAIN W/ CAST
IRON FLAP VALVE
2 EA. GUIDE RAIL, TYP.
4" DISCHARGE PIPE
CONCRETE GROUT
FILLET & SIDE WALLS AT
2:1 SLOPE
BOTTOM ELEVATION 577.50'
0'-11"
SECTION 'A' - PUMP STATION WET WELL
SCALE: 1 /2"=1'-0"
RIGID PIPE
SUPPORT, TYP.
CONTRACTOR SHALL INSTALL
2" DRAIN LINE FROM THE
VALVE VAULT BACK TO
WET WELL AT 1.00% (MIN.)
8" ABC CRUSHED STONE
SENSITIVE DOCUMENTS - DO NOT DUPLICATE OR DISTRIBUTE
'a
.a
•b ° •n
4. e ud
fed. ..a • °
INV ELEV.
BOT. OF EXIST.
WET WELL
ELEV. (579.97)
GROUT FILL EXIST. WET
WELL TO INV ELEV.
SHOWN IN PLAN VIEW
SECTION
EXIST. PUMP STATION WET WELL DETAIL
NOT TO SCALE
A��i
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045626
DICKSON
community infrastructure consultants
NC LICENSE NO.F-0374
WK DICKSON PROJECT
NUMBER: 20180413.00.CL
■
A U I Y VF UNAKLV I I It UtNAK I MtN I

CONTRACT DOCUMENTS AND SPECIFICATIONS
for
TO #3 — Ashe Plantation
WWTP 2018-2019 Services
February 2019
WKD #20180413.00.CL
Prepared for
Charlotte Water
5100 Brookshire Blvd
Charlotte, NC 28216
may'
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SEAL
045626
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Plans & Specifications
Prepared by
W.K. Dickson & Co., Inc.
616 Colonnade Drive
Charlotte, NC 28205
WKD Phone [phone]
NC License No. F-0374
TECHNICAL SPECIFICATIONS ONLY
FOR REVIEW PURPOSES ONLY —NOT ISSUED FOR CONSTRUCTION

TECHNICAL SPECIFICATIONS ONLY
FOR REVIEW PURPOSES ONLY - NOT ISSUED FOR CONSTRUCTION

DOCUMENT 00 01 10
TABLE OF CONTENTS
Charlotte Water
Ashe Plantation WWTP 2018-2019 Services
WKD Project #20180413.00.CL
TABLE OF CONTENTS
TECHNICAL SPECS
Division Section Title Pages
DIVISION 01— GENERAL REQUIREMENTS
01 1000
Summary
2
01 1200
Price and Payment Procedures
4
01 1201
Electronic Payment Management System (EPMS)
2
01 2500
Substitution Procedures
2
01 30 00
Administrative Requirements
4
01 32 16
Construction Progress Schedule
4
01 33 01
Submittal Requirements EPMS
5
01 40 00
Quality Requirements
5
0143 13
References
10
01 5000
Temporary Facilities and Controls
8
01 70 00
Execution and Closeout Requirements
7
01 71 13
Mobilization
2
01 74 19
Construction Waste Management and Disposal
3
DIVISION 02 — EXISTING CONDITIONS
0241 19
Selective Structure Demolition
5
DIVISION 03 — CONCRETE
03 1000
Concrete Forming and Accessories
9
03 20 00
Concrete Reinforcing
5
03 30 00
Cast -in -Place Concrete
19
03 35 00
Concrete Finishing
3
03 39 00
Concrete Curing
2
03 60 00
Grouting
5
DIVISION 04 (NOT USED)
DIVISION 05 — METALS
05 50 00 Metal Fabrications 6
DIVISION 06 — DIVISION 08 (NOT USED)
Charlotte Water Table of Contents
Ashe Plantation WWTP 2018-2019 Services 0001 10-1
W ,D Project Number: 20180413.00.CL

DIVISION 09 — FINISHES
09 90 00 Painting and Coating 10
DIVISION 10 — DIVISION 28 (NOT USED)
DIVISION 31— EARTHWORK
31 05 13
Soils for Earthwork 3
31 1000
Site Clearing 2
3122 13
Rough Grading 4
3123 16
Excavation and Fill 8
3123 16
Trenching 8
3123 16
Rock Removal 2
3123 19
Dewatering 5
31 23 23
Fill 4
31 25 00
Erosion and Sedimentation Controls 5
3125 13
Erosion Controls 4
DIVISION 32
— EXTERIOR IMPROVEMENTS
32 11 23
Aggregate Base Courses 3
3231 13
Chain Link Fences and Gates 7
DIVISION 33 — UTILITIES
3301 10.58
Disinfection of Water Utility Piping Systems
3
33 05 05.31
Hydrostatic Testing
3
33 05 05.41
Air Testing
3
33 05 05.43
Mandrel Testing
2
3305 17
Precast Concrete Valve Vaults and Meter Boxes
4
33 05 61
Concrete Manholes
8
33 1419
Valves and Hydrants for Water Utility Service
4
33 31 00
Sanitary Utility Sewerage Piping
7
3332 10
Sewage Submersible Pumping Station
12
DIVISION 34 - TRANSPORTATION
3471 13
Vehicle Barriers
2
DIVISION 35 — 39 (NOT USED)
DIVISION 40 — PROCESS INTERCONNECTIONS
40 20 00 Process Piping, Fittings, Valves, and Accessories 19
DIVISION 41— DIVISION 45 (NOT USED)
DIVISION 46 — WATER AND WASTEWATER EQUIPMENT
46 07 53 Rotary Positive Displacement Blowers 9
46 61 46 Automatic Backwash Disc Filter Equipment 9
END OF TABLE OF CONTENTS
Charlotte Water Table of Contents
Ashe Plantation WWTP 2018-2019 Services 0001 10-2
WKD Project Number: 20180413.00.CL

SECTION 01 10 00
SUMMARY
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Contract description.
2. Specification Conventions.
3. Contractor's use of site and premises.
4. Work sequence.
5. Owner occupancy.
1.2 CONTRACT DESCRIPTION
A. Work of the Project includes all work associated with the replacement of the existing Ashe
Plantation package wastewater treatment plant; including replacement of the package plant, disk
filters, UV disinfection, blowers, relocation of generator and propane tank, and replacement of
pump station and valve vault. New WWTP and pump station need to be accepted and online
before old WWTP and pump station demolition. Bypass pumping will be necessary.
B. Perform Work of Contract under stipulated sum contract with Owner in accordance with
Conditions of Contract.
1.3 SPECIFICATION CONVENTIONS
A. These specifications are written in imperative mood and streamlined form. This imperative
language is directed to the Contractor, unless specifically noted otherwise. The words "shall be"
are included by inference where a colon (:) is used within sentences or phrases.
1.4 CONTRACTOR'S USE OF SITE AND PREMISES
A. Limit use of site to allow:
1. Owner occupancy.
1.5 WORK SEQUENCE
A. Construct Work in stages during construction period, coordinate construction schedule and
operations with Owner:
1. Sequence 1: Clearing, removing fence, installing erosion control, and construction
barricades.
2. Sequence 2: Construction of new filter, post -aeration chamber, metering vault and all
appurtenances associated with the project.
3. Install new influent pump station.
4. Bypass pumping existing pump station to cut and core the pump station.
5. Install new blowers and piping.
6. Test all processes for successful plant operations including influent pump station
Charlotte Water Summary
TO#3-Ashe Plantation WWTP 2018-2019 Services 01 10 00 - 1
WKD Project Number: 20180413.00.CL

Re -install existing fence and install new fencing take down construction barricades and
erosion control.
1.6 OWNER OCCUPANCY
A. The Owner will occupy the site during the entire period of construction.
B. Cooperate with Owner to minimize conflict and to facilitate Owner's operations.
C. Schedule the Work to accommodate Owner occupancy.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION - Not Used
END OF SECTION
Charlotte Water Summary
TO#3-Ashe Plantation WWTP 2018-2019 Services 01 10 00 - 2
WKD Project Number: 20180413.00.CL

SECTION 0120 00
PRICE AND PAYMENT PROCEDURES
PART 1 GENERAL
1.1 SECTION INCLUDES
A. Schedule of values.
B. Applications for payment.
C. Change procedures.
D. Defect assessment.
E. Alternates.
F. Testing and inspection allowances.
1.2 SCHEDULE OF VALUES
A. Submit printed schedule on EJCDC C-620 Contractor's Application for Payment (2013).
Electronic format will be provided by the Engineer.
B. Submit Schedule of Values in duplicate within 15 days after date established in Notice to
Proceed.
C. Format: Utilize Table of Contents of this Project Manual. Identify each line item with number
and title of major specification Section. Identify site mobilization, bonds and insurance.
D. Revise schedule to list approved Change Orders, with each Application for Payment.
1.3 APPLICATIONS FOR PAYMENT
A. Submit three copies of each application on EJCDC C-620 Contractor's Application for Payment
(2013). Electronic format will be provided by the Engineer.
B. Content and Format: Utilize Schedule of Values for listing items in Application for Payment.
C. Submit updated construction schedule with each Application for Payment.
D. Payment Period: Submit at intervals stipulated in the Agreement.
E. Submit with transmittal letter as specified for Submittals in Section 0130 00 — Administrative
Requirements. Section 0122 01 - Electronic Project Management System and Section 0133 01 -
Submittal Procedures EPMS.
Charlotte Water Price and Payment Procedures
TO#3-Ashe Plantation WWTP 2018-2019 Services 01 20 00 - 1
WKD Project Number: 20180413.00.CL

F. Substantiating Data: When Engineer requires substantiating information, submit data justifying
dollar amounts in question. Include the following with Application for Payment:
1. Current construction photographs specified in Section 0130 00 — Administrative
Requirements, Section 0122 01 — Electronic Project Management System and Section
01 33 01 — Submittal Procedures EPMS.
2. Partial release of liens from major subcontractors and vendors.
3. Record documents as specified in Section 0170 00, for review by Owner which will be
returned to Contractor.
4. Affidavits attesting to off -site and on -site stored products.
5. Construction progress schedules revised and current as specified in 0130 00 —
Administrative Requirements, Section 0122 01 — Electronic Project Management System
and Section 0133 01 — Submittal Procedures EPMS.
1.4 CHANGE PROCEDURES
A. Submittals: Submit name of individual authorized to receive change documents and be
responsible for informing others in Contractor's employ or Subcontractors of changes to the
Work.
B. The Engineer will advise of minor changes in the Work not involving adjustment to Contract
Price or Contract Time by issuing supplemental instructions.
C. The Engineer may issue a Notice of Change including a detailed description of proposed change
with supplementary or revised Drawings and specifications, a change in Contract Time for
executing the change with stipulation of overtime work required and the period of time during
which the requested price will be considered valid. Contractor will prepare and submit estimate
within 15 days.
D. Contractor may propose changes by submitting a request for change to Engineer, describing
proposed change and its full effect on the Work. Include a statement describing reason for the
change, and effect on Contract Price and Contract Time with full documentation and a statement
describing effect on Work by separate or other Contractors. Document requested substitutions in
accordance with Section 0125 00 Substitution Procedures..
E. Stipulated Price Change Order: Based on Notice of Change and Contractor's fixed price
quotation or Contractor's request for Change Order as approved by Engineer.
F. Unit Price Change Order: For contract unit prices and quantities, the Change Order will be
executed on fixed unit price basis. For unit costs or quantities of units of work which are not pre-
determined, execute Work under Work Change Directive. Changes in Contract Price or Contract
Time will be computed as specified for Time and Material Change Order.
G. Work Change Directive: Engineer may issue directive, on EJCDC C-940 Work Change Order
Directive (2013) signed by Owner, instructing Contractor to proceed with change in the Work, for
subsequent inclusion in a Change Order. Document will describe changes in the Work and
designate method of determining any change in Contract Price or Contract Time. Promptly
execute change.
Charlotte Water Price and Payment Procedures
TO#3-Ashe Plantation WWTP 2018-2019 Services 01 20 00 - 2
WKD Project Number: 20180413.00.CL

H. Document each quotation for change in cost or time with sufficient data to allow evaluation of
quotation.
I. Change Order Forms: EJCDC C-941 Change Order (2013).
Execution of Change Orders: Engineer will issue Change Orders for signatures of parties as
provided in Conditions of the Contract.
K. Correlation of Contractor Submittals:
1. Promptly revise Schedule of Values and Application for Payment forms to record each
authorized Change Order as separate line item and adjust Contract Price.
2. Promptly revise progress schedules to reflect change in Contract Time, revise sub -schedules
to adjust times for other items of work affected by the change, and resubmit.
3. Promptly enter changes in Project Record Documents.
1.5 DEFECT ASSESSMENT
A. Replace the Work, or portions of the Work, not conforming to specified requirements.
B. If, in the opinion of the Engineer, it is not practical to remove and replace the Work, the Engineer
will direct appropriate remedy or adjust payment.
C. The defective Work may remain, but unit price will be adjusted to new price at discretion of
Owner.
D. Defective Work will be partially repaired to instructions of Owner, and unit price will be adjusted
to new price at discretion of Owner.
E. Individual specification sections may modify these options or may identify specific formula or
percentage sum/price reduction.
F. Authority of Engineer to assess defects and identify payment adjustments is final.
G. Non -Payment for Rejected Products: Payment will not be made for rejected products for any of
the following:
1. Products wasted or disposed of in a manner that is not acceptable.
2. Products determined as unacceptable before or after placement.
3. Products not completely unloaded from transporting vehicle.
4. Products placed beyond lines and levels of required Work.
5. Products remaining on hand after completion of the Work.
6. Loading, hauling, and disposing of rejected products.
1.6 UNIT PRICES
A. Authority: Measurement methods are delineated in individual Specification Sections.
B. Measurement methods delineated in individual Specification Sections complement criteria of this
Section. In event of conflict, requirements of individual Specification Section govern.
Charlotte Water Price and Payment Procedures
TO#3-Ashe Plantation WWTP 2018-2019 Services 01 20 00 - 3
WKD Project Number: 20180413.00.CL

C. Engineer or Owner will take measurements and compute quantities accordingly. Provide
assistance in taking of measurements.
D. Unit Quantities: Quantities and measurements indicated in Bid Form are for contract purposes
only. Actual quantities provided shall determine payment.
l . When actual Work requires more or fewer quantities than those quantities indicated, provide
required quantities at unit sum/prices contracted.
E. Payment Includes: Full compensation for required labor, products, tools, equipment, plant and
facilities, transportation, services and incidentals, erection, application or installation of item of
the Work, overhead, and profit.
F. Final payment for Work governed by unit prices will be made on basis of actual measurements
and quantities accepted by Engineer multiplied by unit sum/price for Work incorporated in or
made necessary by the Work.
G. Measurement of Quantities:
1. Weigh Scales: Inspected, tested, and certified by applicable State Weights and Measures
Department within past year.
2. Platform Scales: Of sufficient size and capacity to accommodate conveying vehicle.
3. Metering Devices: Inspected, tested, and certified by applicable State Department within
past year.
4. Measurement by Weight: Concrete reinforcing steel, rolled or formed steel or other metal
shapes will be measured by handbook weights. Welded assemblies will be measured by
handbook or scale weight.
5. Measurement by Volume: Measured by cubic dimension using mean length, width and
height or thickness.
6. Measurement by Area: Measured by square dimension using mean length and width or
radius.
7. Linear Measurement: Measured by linear dimension at item centerline or mean chord.
8. Stipulated Sum/Price Measurement: Items measured by weight, volume, area, or linear
means or combination, as appropriate, as completed item or unit of the Work.
H. Unit Price Schedule: Refer to Bid Form.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION - Not Used
END OF SECTION
Charlotte Water Price and Payment Procedures
TO#3-Ashe Plantation WWTP 2018-2019 Services 01 20 00 - 4
WKD Project Number: 20180413.00.CL

SECTION 0122 01
ELECTRONIC PROJECT MANAGEMENT SYSTEM
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. This section describes the requirements for the Electronic Project Management System
(EPMS).
1.2 RELATED DOCUMENTS
A. Agreement Form: EJCDC C-520 — Agreement Between Owner and Contractor for Construction
Contract.
1.3 SCOPE
A. Engineer will implement an internet/web site based Electronic Project Management System
(EPMS) for the project. Contractors will be responsible to interface with EPMS and provide
information via EPMS. A high-speed internet connection is required. In general, the EPMS will
receive input, provide viewing and printing of various documents (which may include drawings
and technical information) and be a central repository for information to all project team
members.
B. The EPMS web site will be provided by Engineer. Contractor and all Subcontractors will be
required to have a high-speed internet connection.
C. The EPMS will be designed to inform team members regarding new or updated documents. The
following items shall be entered and tracked online:
1. Request for Information (RFI)
2. Supplemental Instructions
3. Submittals (shop drawings)
4. Change Orders
5. Pay Requests
6. Reports (daily, monthly, etc.)
7. Schedules
8. Special Inspections
9. Closeout procedures (punch list, warranty)
10. Operations and Maintenance Manuals
D. Email is expected to be a primary communications tool between Engineer and project team
members who upload information to EPMS.
1. In an effort to protect proprietary information and prohibit unauthorized use or
modifications, levels of access security will be assigned by Engineer. Prints of drawings and
the associated costs for reproduction and distribution by the Engineer is not part of the
Work.
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PART 3 EXECUTION
3.1 TRAINING
A. One training session by the Engineer to the team members at the beginning of the EPMS
implementation will be provided. Additional training expenses will be borne by the Contractor, as
needed.
3.2 SUPPORT
A. Will be available to all project team members.
3.3 OPERATION
A. Contractor and all Subcontractors shall maintain a Windows -based computer system including
high-speed internet access and ability to create/mark-up documents using Adobe Acrobat (pdf)
and to scan documents. Engineer's vendor shall maintain the EPMS server and back-up the
information.
3.4 DURATION
A. Web site will be active during the construction. Owner will have option to continue to use the
web site after the completion of the project.
3.5 ARCHIVE
A. All files on the web site will be archived at the end of the project. These archives will be made
available to the various Contractors for download over the internet, at their expense/labor.
END OF SECTION
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SECTION 0125 00
SUBSTITUTION PROCEDURES
PART 1 GENERAL
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A. Quality assurance.
B. Product options.
C. Product substitution procedures.
1.2 QUALITY ASSURANCE
A. Contract is based on products and standards established in Contract Documents without
consideration of proposed substitutions.
B. Products specified define standard of quality, type, function, dimension, appearance, and
performance required.
C. Substitution Proposals: Permitted for specified products except where specified otherwise. Do not
substitute products unless substitution has been accepted and approved in writing by Owner.
A. EJCDC C-200 — Instructions to Bidders specifies time restrictions for submitting requests for
substitutions during Bidding period.
B. Substitutions may be considered when a product becomes unavailable through no fault of
Contractor.
C. Document each request with complete data, substantiating compliance of proposed substitution
with Contract Documents, including:
1. Manufacturer's name and address, product, trade name, model, or catalog number,
performance and test data, and reference standards.
2. Itemized point -by -point comparison of proposed substitution with specified product, listing
variations in quality, performance, and other pertinent characteristics.
3. Reference to Article and Paragraph numbers in Specification Section.
4. Cost data comparing proposed substitution with specified product and amount of net change
to Contract Sum.
5. Changes required in other Work.
6. Availability of maintenance service and source of replacement parts as applicable.
7. Certified test data to show compliance with performance characteristics specified.
8. Samples when applicable or requested.
9. Other information as necessary to assist Engineer's evaluation.
D. A request constitutes a representation that Contractor;
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1. Has investigated proposed product and determined that it meets or exceeds quality level of
specified product.
2. Will provide same warranty for substitution as for specified product.
3. Will coordinate installation and make changes to other Work that may be required for the
Work to be complete with no additional cost to Owner.
4. Waives claims for additional costs or time extension that may subsequently become
apparent.
5. Will coordinate installation of the accepted substitute, making such changes as may be
required for the Work to be complete in all respects.
6. Will reimburse Owner and Engineer for review or redesign services associated with
reapproval by authorities having jurisdiction.
E. Substitutions will not be considered when they are indicated or implied on Shop Drawing or
Product Data submittals without separate written request or when acceptance will require revision
to Contract Documents.
F. Substitution Submittal Procedure:
1. Submit three copies of Request for Substitution for consideration. Limit each request to one
proposed substitution.
2. Submit Shop Drawings, Product Data, and certified test results attesting to proposed product
equivalence. Burden of proof is on proposer.
3. Engineer will notify Contractor in writing of decision to accept or reject request.
1.4 INSTALLER SUBSTITUTION PROCEDURES
A. Engineer will consider requests for substitutions only within 15 days after date of Owner -
Contractor Agreement.
B. Document each request with:
1. Installer's qualifications.
2. Installer's experience in work similar to that specified.
3. Other information as necessary to assist Engineer's evaluation.
C. Substitution Submittal Procedure:
1. Submit three copies of Request for Substitution for consideration. Limit each request to one
proposed substitution.
2. Engineer will notify Contractor in writing of decision to accept or reject request.
PART 2 PRODUCTS — NOT USED
PART 3 EXECUTION — NOT USED
END OF SECTION
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SECTION 0130 00
ADMINISTRATIVE REQUIREMENTS
PART 1 GENERAL
1.1 SECTION INCLUDES
A.
Coordination.
B.
Field engineering.
C.
Preconstruction meeting.
D.
Progress meetings.
E.
Pre -installation meetings.
F.
Cutting and patching.
1.2 COORDINATION
iA
A. Coordinate scheduling, submittals, and Work of various specification sections to ensure 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
existing utilities. Coordinate work of various sections having interdependent responsibilities for
installing, connecting to, and placing in service, operating equipment.
C. Coordinate space requirements, supports, and installation of mechanical and electrical Work
indicated diagrammatically on Drawings. Follow routing shown for pipes, ducts, and conduit, as
closely as practicable; place runs parallel with lines 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
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 occupancy or 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 Land Survey licensed in North Carolina for control survey and other survey efforts.
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B. Locate and protect survey control and reference points. Promptly notify Engineer of
discrepancies discovered.
C. Control datum for survey is that indicated on Drawings.
D. Submit copy of an as -built survey sealed and signed by Land Surveyor certifying elevations and
locations of the Work are in conformance with Contract Documents.
E. Maintain complete and accurate log of control and survey work as Work progresses.
F. Protect survey control points prior to starting site work; preserve permanent reference points
during construction.
G. Promptly report to Engineer loss or destruction of reference point or relocation required because
of changes in grades or other reasons.
H. Replace dislocated survey control points based on original survey control. Make no changes
without prior written notice to Engineer.
1.4 PRECONSTRUCTION MEETING
A. Owner will schedule meeting after Contract time starts to run.
B. Attendance Required: Owner, Engineer, and Contractor.
C. Agenda:
1. Execution of Owner -Contractor Agreement.
2. Submission of executed bonds and insurance certificates.
3. Distribution of Contract Documents.
4. Submission of list of Subcontractors, list of products, schedule of values, and progress
schedule.
5. Designation of personnel representing parties in Contract, Engineer, independent testing
firm.
6. Procedures and processing of field decisions, submittals, and substitutions, applications for
payments, proposal requests, Change Orders, and Contract closeout procedures.
7. Scheduling.
D. Engineer will record minutes and distribute copies within three days after meeting to participants,
with two copies to Engineer, Owner, Contractor, and those affected by decisions made.
1.5 PROGRESS MEETINGS
A. Engineer will make arrangements for meetings, prepare agenda with copies for participants,
preside at meetings and administer meetings.
B. Schedule: Throughout progress of the Work at maximum interval of monthly. Meet more often
if Work dictates need.
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C. Attendance Required: Job superintendent, major subcontractors and suppliers, Owner, Engineer,
and others 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 impeding 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. Engineer will record minutes and distribute copies within three days after meeting to participants,
with two copies to Owner, Contractor, and those affected by decisions made.
1.6 PRE -INSTALLATION MEETINGS
A. When required in individual specification sections, convene pre -installation meetings at Project
site prior to commencing work of specific Section.
B. Require attendance of parties directly affecting, or affected by, Work of specific Section.
C. Notify Engineer four days in advance of meeting date.
D. Prepare agenda and preside at meeting:
1. Review conditions of installation, preparation and installation procedures.
2. Review coordination with related work.
E. Record minutes and distribute copies within three days after meeting to participants, with two
copies to Engineer, Owner, and those affected by decisions made.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION
3.1 CUTTING AND PATCHING
A. Employ skilled and experienced installer to perform cutting and patching.
B. Submit written request in advance of cutting or altering elements affecting:
1. Structural integrity of element.
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2. Integrity of weather -exposed or moisture -resistant elements.
3. Efficiency, maintenance, or safety of element.
4. Visual qualities of sight exposed elements.
5. Work of Owner or separate contractor.
C. Execute cutting, fitting, and patching including excavation and fill, to complete Work, and to:
1. Fit the several parts together, to integrate with other Work.
2. Uncover Work to install or correct ill-timed Work.
3. Remove and replace defective and non -conforming Work.
4. Remove samples of installed Work for testing.
5. Provide openings in elements of Work for penetrations of mechanical and electrical Work.
D. Execute work by methods to avoid damage to other Work, and to provide proper surfaces to
receive patching and finishing.
E. Cut masonry and concrete materials using masonry saw or core drill.
F. Restore Work with new products in accordance with requirements of Contract Documents.
G. Refinish surfaces to match adjacent finishes. For continuous surfaces, refinish to nearest
intersection; for assembly, refinish entire unit.
H. Fit Work tight to pipes, sleeves, ducts, conduit, and other penetrations through surfaces.
I. Maintain integrity of wall, ceiling, or floor construction; completely seal voids.
Identify hazardous substances or conditions exposed during the Work to Engineer for decision or
remedy.
END OF SECTION
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SECTION 0132 16
CONSTRUCTION PROGRESS SCHEDULE
PART 1 GENERAL
1.1 SECTION INCLUDES
A. Submittals.
B. Quality assurance.
C. Format for network analysis schedules.
D. Network analysis schedules.
E. Bar chart schedules.
F. Review and evaluation.
G. Updating schedules.
H. Distribution.
1.2 SUBMITTALS
A. Within 10 days after date established in Notice to Proceed, submit Gantt chart defining planned
operations for first 180 days of Work, with general outline for remainder of Work.
B. Participate in review of preliminary and complete schedule jointly with Engineer.
C. Within 15 days after joint review of proposed preliminary schedule, submit draft of proposed
complete schedule for review. Include written certification that Subcontractors have reviewed and
accepted proposed schedule.
D. Within 15 days after joint review, submit complete schedule consisting of Gantt chart to include
monetary schedule.
E. Submit updated Gantt with each Application for Payment.
F. Post as electronic file to Project website.
G. Submit schedule under transmittal letter form specified in Section 01 33 00 - Submittal
Procedures EPMS.
H. Schedule Updates:
1. Overall percent complete, projected and actual.
2. Completion progress by listed activity and subactivity, to within five working days prior to
submittal.
3. Changes in Work scope and activities modified since submittal.
4. Delays in submittals or resubmittals, deliveries, or Work.
5. Adjusted or modified sequences of Work.
6. Other identifiable changes.
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Revised projections of progress and completion.
I. Gantt Chart Schedule:
1. Submit with each monthly submission of Progress Schedule.
2. Summary of Work completed during the past period between reports.
3. Work planned during the next period.
4. Explanation of differences between summary of Work completed and Work planned in
previously submitted report.
5. Current and anticipated delaying factors and estimated impact on other activities and
completion milestones.
6. Corrective action taken or proposed.
1.3 QUALITY ASSURANCE
A. Scheduler: Construction Manager's personnel specializing in CPM scheduling with two years'
minimum experience in scheduling construction work of complexity comparable to the Project
and having use of computer facilities capable of delivering detailed graphic printout within 48
hours of request.
1.4 FORMAT FOR NETWORK ANALYSIS SCHEDULE
A. Listings: Reading from left to right, in ascending order for each activity. Identify each activity
with applicable Specification Section number.
B. Diagram Sheet Size: 24 inches high x 36 inches wide required.
C. Scale and Spacing: To allow for notations and revisions.
1.5 NETWORK ANALYSIS SCHEDULES
A. Prepare Gantt Chart schedule and supporting mathematical analyses using critical path method.
B. Illustrate order and interdependence of activities and sequence of Work; how start of given
activity depends on completion of preceding activities, and how completion of activity may
restrain start of subsequent activities.
C. Illustrate complete sequence of construction by activity, identifying Work of separate stages.
Indicate dates for submittals and return of submittals; dates for procurement and delivery of
critical products; and dates for installation and provision for testing. Include legend for symbols
and abbreviations used.
D. Mathematical Analysis: Tabulate each activity of schedule using calendar dates, and identify for
each activity:
1. Preceding and following event numbers.
2. Activity description.
3. Estimated duration of activity, in maximum 15-day intervals. Status of critical activities.
4. Earliest start date.
5. Earliest finish date.
Actual start date.
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7. Actual finish date.
8. Latest start date.
9. Latest finish date.
10. Total and free float; accrue float time to Owner and to Owner's benefit.
11. Monetary value of activity, keyed to Schedule of Values.
12. Percentage of activity completed.
13. Responsibility.
E. Analysis Program: Capable of compiling monetary value of completed and partially completed
activities, of accepting revised completion dates, and of recomputing of scheduled dates and float.
F. Required Sorts: List activities in groups:
1. By preceding Work item or event number from lowest to highest.
2. By longest float, then in order of early start.
3. By responsibility in order of earliest possible start date.
4. In order of latest allowable start dates.
5. In order of latest allowable finish dates.
6. Contractor's periodic payment request sorted Specification Sections.
7. List of basic input data -generating report.
8. List of activities on critical path.
G. Prepare sub schedules for each stage of Work and Sequencing of Construction Plan identified in
Section 01 10 00 -Summary.
H. Coordinate contents with Schedule of Values in Section 0133 00 -Submittal Procedures EPMS.
1.6 REVIEW AND EVALUATION
A. Participate in joint review and evaluation of schedules with Engineer at each submittal.
B. Evaluate Project status to determine Work behind schedule and Work ahead of schedule.
C. After review, revise schedules incorporating results of review, and resubmit within 10 days.
1.7 UPDATING SCHEDULES
A. Maintain schedules to record actual start and finish dates of completed activities.
B. Indicate progress of each activity to date of revision, with projected completion date of each
activity. Update schedules to depict current status of Work.
C. Identify activities modified since previous submittal, major changes in Work, and other
identifiable changes.
D. Upon approval of a Change Order, include the change in the next schedule submittal.
E. Indicate changes required to maintain Date of Substantial completion.
F. Submit sorts as required to support recommended changes.
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G. Prepare narrative report to define problem areas, anticipated delays, and impact on schedule.
Report corrective action taken or proposed and its effect including effects of changes on schedule.
1.8 DISTRIBUTION
A. Following joint review, distribute copies of updated schedules to Contractor's Project site file, to
Subcontractors, suppliers, Engineer, Owner, and other concerned parties.
B. Instruct recipients to promptly report, in writing, problems anticipated by projections shown in
schedules.
PART 2 PRODUCTS — NOT USED
PART 3 EXECUTION — NOT USED
END OF SECTION
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SECTION 0133 01
SUBMITTAL PROCEDURES EPMS
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1.
Submittal procedures.
2.
Product data.
3.
Shop drawings.
4.
Samples.
5.
Design data.
6.
Test reports.
7.
Certificates.
8.
Manufacturer's instructions.
9.
Manufacturer's field reports.
10.
Construction progress schedules.
11.
Proposed products list.
12.
Erection drawings.
1.2 SUBMITTAL PROCEDURES
A. Submit via Electronic Project Management System (EPMS).
B. For each submittal for review, allow 21 days.
C. Upload each submittal separately.
D. Sequentially number. Mark revised submittals with original number and sequential alphabetic
suffix.
E. Identify Project, Contractor, subcontractor and supplier, pertinent drawing and detail number,
and specification Section number appropriate to submittal.
F. Apply Contractor's stamp signed or initialed certifying that review, approval, verification of
products required, field dimensions, adjacent construction Work, and coordination of
information is in accordance with requirements of the Work and Contract Documents.
G. Schedule submittals to expedite Project. Coordinate submission of related items.
H. Identify variations from Contract Documents and product or system limitations which may be
detrimental to successful performance of completed Work.
1. Allow space on submittals for Contractor and Engineer review stamps.
J. When revised for resubmission, identify changes made since previous submission.
K. Distribute electronic copies of reviewed submittals as appropriate. Instruct parties to promptly
report inability to comply with requirements.
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L. Submittals not requested will not be recognized or processed.
1.3 PRODUCT DATA
A. Product Data: Submit to Engineer for review for limited purpose of checking for conformance
with information given and design concept expressed in Contract Documents.
B. Mark submittal to identify applicable products, models, options, and other data. Supplement
manufacturers' standard data to provide information specific to this Project.
C. Indicate product utility and electrical characteristics, utility connection requirements, and
location of utility outlets for service for functional equipment and appliances.
1.4 SHOP DRAWINGS
A. Shop Drawings: Submit to Engineer (via EPMS) for review for limited purpose of checking
for conformance with information given and design concept expressed in Contract
Documents.
B. Indicate special utility and electrical characteristics, utility connection requirements, and
location of utility outlets for service for functional equipment and appliances.
C. When required by individual specification sections, provide shop drawings signed and sealed
by professional engineer responsible for designing components shown on shop drawings.
1. Include signed and sealed calculations to support design.
2. Submit drawings and calculations in form suitable for submission to and approval by
authorities having jurisdiction.
3. Make revisions and provide additional information when required by authorities having
jurisdiction.
1.5 SAMPLES
A. Samples: Email Engineer for avenue of submittal and quantity. e.g. EPMS, physically
shipped to Engineer or constructed on site for appropriate approval. Submit for review for
limited purpose of checking for conformance with information given and design concept
expressed in Contract Documents.
B. Submit number of samples communicated by Engineer.
C. Samples for Selection as Specified in Product Sections:
1. Submit to Engineer for aesthetic, color, or finish selection.
2. Submit samples of finishes from full range of manufacturers' standard colors, in custom
colors selected, textures, and patterns for Engineer selection.
D. Submit samples to illustrate functional and aesthetic characteristics of Products with integral
parts and attachment devices. Coordinate sample submittals for interfacing work.
E. Include identification on each sample with full Project information.
F. Reviewed samples which may be used in the Work are indicated in individual specification
sections.
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G. Samples will not be used for testing purposes unless specifically stated in specification
section.
H. After review, produce duplicates and distribute (if appropriate based on method of
submission) in accordance with 0133 01 Submittal Procedures EPMS and for record
documents purposes described in Section 0170 00 - Execution and Closeout Requirements.
1.6 DESIGN DATA
A. Submit for Engineer's knowledge as contract administrator or for Owner.
B. Submit for information for limited purpose of assessing conformance with information given
and design concept expressed in Contract Documents.
1.7 TEST REPORTS
A. Submit for Engineer's knowledge as contract administrator or for Owner.
B. Submit test reports for information for limited purpose of assessing conformance with
information given and design concept expressed in Contract Documents.
1.8 CERTIFICATES
A. When specified in individual specification Sections, submit certification by manufacturer,
installation/application subcontractor, or Contractor to Engineer.
B. Indicate material or product conforms to or exceeds specified requirements. Submit
supporting reference data, affidavits, and certifications as appropriate.
C. Certificates may be recent or previous test results on material or Product but must be
acceptable to Engineer.
1.9 MANUFACTURER'S INSTRUCTIONS
A. When specified in individual specification Sections, submit printed instructions for delivery,
storage, assembly, installation, startup, adjusting, and finishing to Engineer for delivery to
Owner.
B. Indicate special procedures, perimeter conditions requiring special attention, and special
environmental criteria required for application or installation.
1.10 MANUFACTURER'S FIELD REPORTS
A. Submit reports for Engineer's knowledge as contract administrator or for Owner.
B. Submit report within 72 hours of observation to Engineer for information.
C. Submit for information for limited purpose of assessing conformance with information given
and design concept expressed in Contract Documents.
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1.11 CONSTRUCTION PROGRESS SCHEDULES
A. Submit initial schedules within 15 days after date established in Notice to Proceed. After
review, resubmit required revised data within 10 days.
B. Submit revised Progress Schedules with each Progress Meeting or Application for Payment,
but not less than monthly.
C. Distribute copies of reviewed schedules to Project site file, subcontractors, suppliers, and other
concerned parties.
D. Instruct recipients to promptly report, in writing, problems anticipated by projections indicated
in schedules.
E. Submit computer generated Gantt chart with separate line for each major portion of Work or
operation, identifying first work day of each week.
F. Show complete sequence of construction by activity, identifying Work of separate stages and
other logically grouped activities. Indicate early and late start, early and late finish, float
dates, and duration.
G. Indicate estimated percentage of completion for each item of Work at each submission.
H. Submit separate schedule of submittal dates for shop drawings, product data, and samples.
Indicate dates reviewed submittals will be required from Engineer. Indicate decision dates for
selection of finishes.
I. Indicate delivery dates for Owner furnished products and products identified under
Allowances if required.
Revisions to Schedules:
1. Indicate progress of each activity to date of submittal, and projected completion date of
each activity.
2. Identify activities modified since previous submittal, major changes in scope, and other
identifiable changes.
3. Prepare narrative report to define problem areas, anticipated delays, and impact on
Schedule. Report corrective action taken, or proposed, and its effect, including effect of
changes on schedules of separate contractors.
1.12 PROPOSED PRODUCTS LIST
A. Within 15 days after date of Notice to Proceed, submit list of major products proposed for use,
with name of manufacturer, trade name, and model number of each product.
B. For products specified only by reference standards, give manufacturer, trade name, model or
catalog designation, and reference standards.
1.13 ERECTION DRAWINGS
A. Submit drawings for Engineer's knowledge as contract administrator or for Owner.
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B. Submit for information for limited purpose of assessing conformance with information given
and design concept expressed in Contract Documents.
C. Data indicating inappropriate or unacceptable Work maybe subject to action by Engineer or
Owner.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION - Not Used
END OF SECTION
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INTENTIONALLY LEFT BLANK

SECTION 0140 00
QUALITY REQUIREMENTS
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Quality control and control of installation.
2. Tolerances.
3. References.
4. Testing and inspection services.
5. Manufacturers' field services.
6. Labeling.
7. Mock-up requirements.
8. Examination.
9. Preparation.
1.2 QUALITY CONTROL AND CONTROL OF INSTALLATION
A. Monitor quality control over suppliers, manufacturers, products, services, site conditions, and
workmanship, to produce Work of specified quality.
B. Comply with manufacturers' instructions, including each step in sequence.
C. When manufacturers' instructions conflict with Contract Documents, request clarification from
Engineer before proceeding.
D. 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.
E. Perform Work by persons qualified to produce required and specified quality.
F. Verify field measurements are as indicated on Shop Drawings or as instructed by manufacturer.
G. Secure products in place with positive anchorage devices designed and sized to withstand
stresses, vibration, physical distortion, or disfigurement.
1.3 TOLERANCES
A. Monitor fabrication and installation tolerance control of products to produce acceptable Work.
Do not permit tolerances to accumulate.
B. Comply with manufacturers' tolerances. When manufacturers' tolerances conflict with Contract
Documents, request clarification from Engineer before proceeding.
C. Adjust products to appropriate dimensions; position before securing products in place.
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1EM011211010140
A. For products or Work specified by association, trades, or other consensus standards, comply with
requirements of standard, except when more rigid requirements are specified or are required by
applicable codes.
B. Conform to reference standard by date of issue current on date for receiving Bids, (date of
Owner -Contractor Agreement when there are no Bids), except where specific date is established
by code.
C. Obtain copies of standards where required by product specification sections.
D. When specified reference standards conflict with Contract Documents, request clarification from
Engineer before proceeding.
E. Contractual relationships, duties, and responsibilities of parties in Contract and those of Engineer
shall not be altered from Contract Documents by mention or inference otherwise in reference
documents.
1.5 TESTING AND INSPECTION SERVICES
A. Employ and pay for services of an independent firm acceptable to Owner to perform specified
testing and inspection.
1. Prior to start of Work, submit testing laboratory name, address, and telephone number, and
names of full time registered Engineer, specialists and responsible officer.
2. Submit copy of report of laboratory facilities inspection made by Materials Reference
Laboratory of National Bureau of Standards during most recent inspection, with
memorandum of remedies of deficiencies reported by inspection.
B. Independent firm will perform tests, inspections and other services specified in individual
specification sections and as required by Engineer.
1. Laboratory: Authorized to operate in State of Project location.
2. Laboratory Staff: Maintain full time registered Engineer and necessary specialists on staff to
review services.
3. Testing Equipment: Calibrated at reasonable intervals with devices of accuracy traceable to
National Bureau of Standards or accepted values of natural physical constants.
C. Testing and inspections may occur on or off project site. Perform off -site testing as required by
Engineer or Owner.
D. Cooperate with independent firm; furnish samples of materials, design mix, equipment, tools,
storage, safe access, and assistance by incidental labor as requested.
1. Notify Engineer and independent firm 24 hours prior to expected time for operations
requiring services.
2. Make arrangements with independent firm and pay for additional samples and tests required
for Contractor's use.
E. Testing and employment of independent firm does not relieve Contractor of obligation to perform
Work in accordance with requirements of Contract Documents.
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F. Re -testing or re -inspection required because of non-conformance to specified requirements shall
be performed by same independent firm on instructions by Engineer.
1. Payment for re -testing or re -inspection will be charged to Contractor by deducting testing
charges from Contract Sum/Price.
2. Submit final report indicating correction of Work previously reported as non -compliant.
G. Independent Firm Responsibilities:
1. Test samples of mixes submitted by Contractor.
2. Provide qualified personnel at site. Cooperate with Engineer and Contractor in performance
of services.
3. Perform specified sampling and testing of products in accordance with specified standards.
4. Ascertain compliance of materials and mixes with requirements of Contract Documents.
5. Promptly notify Engineer and Contractor of observed irregularities or non-conformance of
Work or products.
6. Perform additional tests required by Engineer.
H. Independent Firm Reports: After each test, promptly submit one copy of report to Engineer and
Owner; and two copies to Contractor, and authority having jurisdiction. When requested by
Engineer, provide interpretation of test results. Include the following:
1. Date issued.
2. Project title and number.
3. Name of inspector.
4. Date and time of sampling or inspection.
5. Identification of product and specifications section.
6. Location in Project.
7. Type of inspection or test.
8. Date of test.
9. Results of tests.
10. Conformance with Contract Documents.
I. Limits on Independent Firm:
1. May not release, revoke, alter, or enlarge on requirements of Contract Documents.
2. May not approve or accept any portion of the Work.
3. May not assume duties of Contractor.
4. Has no authority to stop the Work.
1.6 MANUFACTURERS' FIELD SERVICES
A. When specified in individual specification sections, require material or product suppliers or
manufacturers to provide qualified staff personnel to:
1. Observe site conditions.
2. Observe conditions of surfaces.
3. Review installation and quality of Work.
4. Review start-up of equipment.
5. Review testing, adjusting and balancing of equipment.
6. Initiate instructions when necessary.
B. Report observations and site decisions or instructions given to applicators or installers that are
supplemental or contrary to manufacturers' written instructions.
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IWM W:1:31140101
A. Attach label from agency approved by authority having jurisdiction for products, assemblies, and
systems required to be labeled by applicable code.
B. Label Information: Include manufacturer's or fabricator's identification, approved agency
identification, and the following information, as applicable, on each label.
1. Model number.
2. Serial number.
3. Performance characteristics.
1.8 MOCK-UP REQUIREMENTS
A. Tests will be performed under provisions identified in this section and identified in respective
product specification sections.
B. Assemble and erect specified items with specified attachment and anchorage devices, flashings,
seals, and finishes.
C. Accepted mock-ups shall be comparison standard for remaining Work.
D. Where mock-up has been accepted by Engineer and is specified in product specification sections
to be removed; remove mock-up and clear area when directed to do so by Engineer.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION
3.1 EXAMINATION
A. Verify existing site conditions and substrate surfaces are acceptable for subsequent Work.
Beginning new Work means acceptance of existing conditions.
B. Verify existing substrate is capable of structural support or attachment of new Work being
applied or attached.
C. Examine and verify specific conditions described in individual specification sections.
D. Verify utility services are available, of correct characteristics, and in correct locations.
3.2 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.
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C. Apply manufacturer required or recommended substrate primer, sealer, or conditioner prior to
applying new material or substance in contact or bond.
END OF SECTION
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INTENTIONALLY LEFT BLANK ��

SECTION 0143 13
REFERENCES
GENERAL
1.1 SECTION INCLUDES
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
1. Quality assurance.
2. Schedule of references.
1.2 RELATED SECTIONS
A. Document — General Conditions: Reference Standards.
1.3 QUALITY ASSURANCE
A. For products or workmanship specified by association, trades, or Federal Standards, comply with
requirements of the standard, except when more rigid requirements are specified or are required
by applicable codes.
1. Applicable Codes:
a. BOCA National Building Code.
b. The National Electrical Code, NFPA 70.
c. The Life Safety Code, NFPA 101.
B. Obtain copies of standards when required by product specification sections.
C. Maintain copy at jobsite during submittals, planning, and progress of the specific work, until
Substantial Completion.
D. Should specified reference standards conflict with Contract Documents, request clarification from
Engineer before proceeding.
E. The contractual relationship of the parties to the Contract shall not be altered from the Contract
Documents by mention or inference otherwise in any reference document.
1.4 SCHEDULE OF REFERENCES
Charlotte Water References
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AA
Aluminum Association
900 19th St., NW
Washington, DC 20006
www.aluminum.org
[phone]
AABC
Associated Air Balance Council
1518 K St., NW
Washington, DC 20005
www.aabchq.com
[phone]
AAMA
American Architectural
Manufacturers Association
1827 Walden Office Sq., Suite
104
Schaumburg, IL 60173-4268
www.aamanet.org
[phone]
AASHTO
American Association of State
Highway and Transportation
Officials
444 North Capitol St., NW, Suite
249
Washington, DC 20001
www.aashto.org
[phone]
[phone]
ABMA
American Bearing Manufacturers
Association
1200 19th St., NW, Suite 300
Washington, DC 20036-2422
www.abma-de.org
[phone]
ACGIH
American Conference of
Governmental
Industrial Hygienists
1330 Kemper Meadow Dr. Suite
600
Cincinnati, Ohio 45240
www.acgih.org
[phone]
AC I
American Concrete Institute
P.O. Box 9094
Farmington Hills, MI 48333
www.aci-int.org
[phone]
ADC
Air Diffusion Council
104 South Michigan Ave., Suite
1500
Chicago, IL 60603
[phone]
ADSC
The International Association of
Foundation Drilling
9696 Skillman Street, Suite 280
Dallas, TX 75243
www.adsc-iafd.com
[phone]
AF&PA
American Forest and Paper
Association
1111 19th St., NW, Suite 800
Washington, DC 20036
www.afandpa.org
[phone]
AHA
American Hardboard Association
1210 W. Northwest Hwy
Palatine, IL 60067
[phone]
Al
Asphalt Institute
Research Park Drive
P.O. Box 14052
Lexington, KY 40512-4052
www.asphaltinstitute.org
[phone]
AISC
American Institute of Steel
Construction
One East Wacker Dr., Suite 3100
Chicago, IL 60601-2001
www.aisc.org
[phone]
AISI
American Iron and Steel Institute
1101 17th St., NW, Suite 1300
Washington, DC 20036
www.steel.org
[phone]
[phone]
AITC
American Institute of Timber
Construction
7012 S. Revere Pkwy, Suite 140
Englewood, CO 80112
www.aitc-glulam.org
[phone]
AMCA
Air Movement and Control
Association International, Inc.
30 W. University Dr.
Arlington Heights, IL 60004-1893
www.amca.org
[phone]
Charlotte Water References
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ANSI
American National Standards
Institute
1819 L. Street, N.W.
Washington, DC 20036
www.ansi.org
[phone]
APA/EWA
APA-The Engineered Wood
Association
P.O. Box 11700
Tacoma, WA 98411-0700
www.apawood.org
[phone]
API
American Petroleum Institute
1220 L St., NW
Washington, DC 20005-4070
www.api.org
[phone]
AREMA
American Railway Engineering
and
Maintenance -of -Way Association
8201 Corporate Drive, Suite 1125
Landover, MD 02785-2230
www.arema.org
[phone]
ARI
Air -Conditioning and Refrigeration
Institute
4301 Fairfax Dr., Suite 425
Arlington, VA 22203
www.ari.org
[phone]
ARRA
Asphalt Recycling and Reclaiming
Association
#3 Church Circle, PMB 250
Annapolis, MD 21401
www.arra.org
[phone]
ASCE
American Society of Civil
Engineers
World Headquarters
1801 Alexander Graham Bell Dr
Reston, VA 20191-4400
www.asee.ora
[phone]
[phone]
ASHRAE
American Society of Heating,
Refrigerating and Air -Conditioning
Engineers
1791 Tullie Circle, NE
Atlanta, GA 30329
www.ashrae.org
[phone]
[phone]
ASME
American Society of Mechanical
Engineers
3 Park Ave.
New York, NY 10016-5990
www.asme.org
[phone]
ASSE
American Society of Sanitary
Engineering
901 Canterbury, Suite A
Westlake, OH 44145
www.asse-plumbing.org
[phone]
ASTM
ASTM International
100 Barr Harbor Dr.
West Conshohocken, PA 19428-
2959
www.astm.org
[phone]
AWI
Architectural Woodwork Institute
1952 Isaac Newton Sq. West
Reston, VA 20190
www.awinet.org
[phone]
AWPA
American Wood -Preservers'
Association
P.O. Box 5690
Granbury, TX 76049
www.awpa.com
[phone]
AWS
American Welding Society
550 NW LeJeune Rd.
Miami, FL 33126
www.amweld.org
[phone]
[phone]
AWWA
American Water Works
Association
6666 W. Quincy Ave.
Denver, CO 80235
www.awwa.org
[phone]
Charlotte Water References
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BAAQMD
Bay Area Air Quality Management
District
939 Ellis St.
San Francisco, CA 94109
www.baagmd.gov
[phone]
CDA
Copper Development Association
Inc.
260 Madison Ave., 16th Floor
New York, NY 10016
www.copper.org
[phone]
[phone]
CGA
Compressed Gas Association
1725 Jefferson Davis Hwy, Suite
1004
Arlington, VA 22202-4102
www.cqanet.com
[phone]
CISCA
Ceilings and Interior Systems
Construction Association
1500 Lincoln Hwy, Suite 202
St. Charles, IL 60174
www.cisca.org
[phone]
CISPI
Cast Iron Soil Pipe Institute
5959 Shallowford Rd., Suite 419
Chattanooga, TN 37421
www.cispi.org
[phone]
CLFMI
Chain Link Fence Manufacturers
Institute
9891 Broken Land Pkwy, Suite
300
Columbia, MD 21046
www.chainlinkinfo.org
[phone]
CRI
Carpet and Rug Institute
310 S. Holiday Ave.
Dalton, GA 30722-2048
www.carpet-rug.com
[phone]
[phone]
CRSI
Concrete Reinforcing Steel
Institute
933 N. Plum Grove Rd.
Schaumburg, IL 60173-4758
www.crsi.org
[phone]
CSSB
Cedar Shake and Shingle Bureau
P.O. Box 1178
Sumas, WA 98295
www.cedarbureau.org
[phone]
CSI
Construction Specifications
Institute
99 Canal Center Plaza, Suite 300
Alexandria, VA 22314
www.csinet.org
[phone]
CTI
Cooling Technology Institute
530 Wells Fargo Drive, Suite 218
Houston, TX 77090
www.cti.org
[phone]
DASMA
Door and Access Systems
Manufacturers
Association International
1300 Summer Avenue
Cleveland, OH 44115-2851
www.dasma.com
[phone]
DHI
The Door and Hardware Institute
14150 Newbrook Dr., Suite 200
Chantilly, VA 20151
www.dhi.org
[phone]
DIPRA
Ductile Iron Pipe Research
Association
245 Riverchase Parkway East,
Suite O
Birmingham, AL 35244
www.dipra.org
[phone]
EIMA
EIFS Industry Members
Association
3000 Corporate Center Dr., Suite
270
Morrow, GA 30260
www.eifsfacts.com
[phone]
[phone]
Charlotte Water References
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EPA
Environmental Protection Agency
US EPA/NSCEP
P.O. Box 42419
Cincinatti, Ohio 45242
www.epa.gov
[phone]
EPRI
ELECTRIC POWER RESEARCH
INSTITUTE
3412 HILLVIEW AVENUE
PALO ALTO, CALIFORNIA 94304
www.epri.com
[phone]
FAA
Federal Aviation Administration
800 Independence Ave., SW
Washington, DC 20591
www.faa.gov
[phone]
FIBA
International Basketball
Federation
(Federation Internationale De
Basketball)
8, Ch. De Blandonnet
1214 Vernier / Geneva
Switzerland
www.fiba.com
(+41-22) 545.00.00
FM
FM Global
Corporate Headquarters.
P.O. Box 7500
Johnston, RI 02919
www.fmglobal.com
[phone]
FS
Federal Specification Unit
General Services Admin.
Federal Supply Service
FSS Acquisition Management
Center
Environmental Programs and
Engineering Policy Division
Washington, DC 20406
www.gsa.gov
[phone]
FSC
Forest Stewardship Council
1155 30th St. NW
Suite 300
Washington, DC 20007
www.fscus.org
[phone]
GA
Gypsum Association
810 First St., NE, Suite 510
Washington, DC 20002
www.usq.com
www.gypsum.orq
[phone]
GANA
Glass Association of North
America
2945 Southwest Wanamaker Dr.,
Suite A
Topeka, KS 66614
www.glasswebsite.com
[phone]
GS
Green Seal
1001 Connecticut Ave.
Suite 827
Washington, DC 20036-5525
www.greenseal.org
[phone]
HI
Hydronics Institute
Division of Gas Appliance
Manufacturers Association
2107 Wilson Blvd., Suite 600
Arlington, VA 22201
www.gamanet.org
[phone]
HMMA
Hollow Metal Manufacturers
Association
Division of NAAMM
8 South Michigan Ave., Suite
1000
Chicago, IL 60603
www.naamm.org
[phone]
HPVA
Hardwood Plywood and Veneer
Association
P.O. Box 2789
Reston, VA 20195-0789
www.hpva.org
[phone]
IAS
International Approval Services
U.S. Operations
8501 E. Pleasant Valley Rd.
Cleveland, Ohio 44131-5575
www.iasonline.org
[phone]
ICC
International Code Council
5203 Leesburg Pike #708
Falls Church, VA 22041
www.iccsafe.org
[phone]
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IEEE
KCMA
MIL
Institute of Electrical and
Kitchen Cabinet Manufacturers
Military Standardization
Electronics Engineers
Association
Documents
3 Park Ave., 17th Floor
1899 Preston White Dr.
Defense Automated Printing
New York, NY 10016-5997
Reston, VA 20191-5435
Service
www.ieee.org
www.kcma.org
700 Robbins Ave., Building 4D
[phone]
[phone]
Philadelphia, PA 19111-5094
www.dodssp.daps.mil
IES
LPI
[phone]
Illuminating Engineering Society
Lightning Protection Institute
of North America
3335 N. Arlington Heights Rd.,
MSS
120 Wall Street, 17th Floor
Suite E
Manufacturers Standardization
New York, NY 10005
Arlington Heights, IL 60004
Society of the Valve
www.iesna.org
www.lightning.org
and Fittings Industry
[phone]
[phone]
127 Park St., NE
[phone]
Vienna, VA 22180-4602
IGSHPA
www.mss-hq.com
International Ground Source Heat
MBMA
[phone]
Pump Association
Metal Building Manufacturers
Oklahoma State University
Association
NAA
499 Cordell South
1300 Sumner Ave.
National Arborist Association
Stillwater, OK 74078
Cleveland, OH 44115-2851
Route 101, P.O. Box 1094
www.igshpa.okstate.edu
www.mbma.com
Amherst, NH 03031-1094
[phone]
[phone]
www.natlarb.com
[phone]
ILI
MFMA
[phone]
Indiana Limestone Institute of
Maple Flooring Manufacturers
America
Association
NAAMM
400 Stone City Bank Building
60 Revere Dr., Suite 500
National Association of
Bedford, IN 47421
Northbrook, IL 60062
Architectural Metal Manufacturers
www.iliai.com
www.maplefloor.org
800 Roosevelt Road, Building C,
[phone]
[phone]
Suite 312
Glen Ellyn, IL 60137
ISO
MIA
www.naamm.org
International Organization for
Marble Institute of America
[phone]
Standardization
30 Eden Alley, Suite 301
1, rue de Varemb6, Case postale
Columbus, OH 43215
NAAMM
56
www.marble-institute.com
North American Association of
CH-1211 Geneva 20, Switzerland
[phone]
Mirror Manufacturers
www.iso.orq
(Division of GANA)
[phone]
2945 Southwest Wanamaker Dr.,
Suite A
Topeka, KS 66614
www.glasswebsite.com
[phone]
Charlotte Water References
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NACE
NACE International
1440 South Creek Drive
Houston, TX 77084
www.nace.org
[phone]
NAIMA
North American Insulation
Manufacturers Association
44 Canal Center Plaza, Suite 310
Alexandria, VA 22314
www.naima.org
[phone]
NBGQA
National Building Granite Quarries
Association, Inc.
1220 L. St., NW, Suite 100-167
Washington, DC 20005
www.nbqqa.com
[phone]
NCAA
The National Collegiate Athletic
Association
700 W. Washington Street
P.O. Box 6222
Indianapolis, Indiana 46206-6222
www.ncaa.org
[phone]
NCMA
National Concrete Masonry
Association
2302 Horse Pen Rd.
Herndon, VA 20171-3499
www.ncma.org
[phone]
NCRP
National Council on Radiation
Protection and Measurement
7910 Woodmont Ave., Suite 800
Bethesda, MD 20814-3095
www.ncrponline.com
[phone]
NEBB
National Environmental Balancing
Bureau
8575 Grovemont Circle
Gaithersburg, MD 20877
www.nebb.org
[phone]
NECA
National Electrical Contractors
Association
3 Bethesda Metro Center, Suite
1100
Bethesda, MD 20814
www.necanet.ora
[phone]
NELMA
Northeastern Lumber
Manufacturers Association
272 Tuttle Rd.
P.O. Box 87A
Cumberland Center, ME 04021
www.nelma.ora
[phone]
NEMA
National Electrical Manufacturers
Association
1300 N 17th St., Suite 1847
Rosslyn, VA 22209
www.nema.org
[phone]
NETA
International Electrical Testing
Association
P.O. Box 687
106 Stone St.
Morrison, CO 80465
www.netaworld.org
[phone]
NFHS
National Federation of State High
School Associations
P.O. Box 690
Indianapolis, Indiana 46206
www.nfhs.org
[phone]
NFPA
National Fire Protection
Association
One Batterymarch Park
P.O. Box 9101
Quincy, MA 02269-9101
www.nfpa.org
[phone]
[phone]
NFRC
National Fenestration Rating
Council
1300 Spring St., Suite 500
Silver Spring, MD 20910
www.nfrc.org
[phone]
NIBS
National Institute of Building
Sciences
1090 Vermont Ave., NW, Suite
700
Washington, DC 20005-4905
www.nibs.org
[phone]
Charlotte Water References
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NIST
NPCA
NTMA
National Institute of Standards
National Paint and Coatings
National Terrazzo and Mosaic
and Technology
Association
Association
100 Bureau Dr., MS 2150
1500 Rhode Island Ave., NW
110 E. Market St., Suite 200-A
Gaithersburg, MD 20899-2150
Washington, DC 20005
Leesburg, VA 20176
www.nist.gov
www.paint.org
www.ntma.com
[phone]
[phone]
[phone]
[phone]
NLA
NPCA
National Lime Association
National Precast Concrete
NUCA
200 North Glebe Rd., Suite 800
Association
National Utility Contractors
Arlington, VA 22203
10333 N Meridian St. Ste. 272
Association
www.lime.org
Indianapolis IN 46290-1081
4301 North Fairfax Dr., Suite 360
[phone]
www.precast.org
Arlington, VA 22203-1627
[phone]
www.nuca.com
NLGA
[phone]
National Lumber Grades Authority
NRCA
#406-First Capital PI.
National Roofing Contractors
PCA
960 Quayside Dr.
Association
Portland Cement Association
New Westminster, BC V3M 6G2
O'Hare International Center
5420 Old Orchard Rd.
CANADA
10255 W. Higgins Rd., Suite 600
Skokie, IL 60077
www.nlga.org
Rosemont, IL 60018
www.cement.org
[phone]
www.roofonline.org
[phone]
[phone]
NOFMA
PCI
National Oak Flooring
NSF
Precast/Prestressed Concrete
Manufacturers Association
NSF International
Institute
P.O. Box 3009
P.O. Box 130140
209 W. Jackson Blvd.
Memphis, TN 38173-0009
Ann Arbor, MI 48113-0140
Chicago, IL 60606-6938
www.nofma.org
www.nsf.org
www.pci.org
[phone]
[phone]
[phone]
[phone]
NOMMA
PDCA
National Ornamental and
NSPI
Painting and Decorating
Miscellaneous Metals
National Spa and Pool Institute
Contractors of America
532 Forest Pkwy., Suite A
2111 Eisenhower Ave.
3913 Old Lee Hwy, Suite 33-B
Forest Park, GA 30297
Alexandria, VA 22314
Fairfax, VA 22030
www.nomma.org
www.nespapool.org
www.pdca.com
[phone]
[phone]
[phone]
Charlotte Water References
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PDI
Plumbing and Drainage Institute
45 Bristol Dr.
South Easton, MA 02375
www.PDlonline.org
[phone]
PEI
Petroleum Equipment Institute
P.O. Box 2380
Tulsa, OK 74101-2380
www.pei.org
[phone]
PTI
Post Tensioning Institute
1717 W. Northern Ave., Suite 114
Phoenix, AZ 85021
www.post-tensioning.org
[phone]
RCSC
Research Council on Structural
Connections
www.boltcouncil.org
IRIS
The Redwood Inspection Service
630 J Street
Eureka, CA 95501
[phone]
SCAQMD
South Coast Air Quality
Management District
21865 E. Copley Dr.
Diamond Bar, CA 91765
www.cypressinfo.org
[phone]
[phone]
SCMA
Southern Cypress Manufacturers
Association
400 Penn Center Blvd., #530
Pittsburgh, PA 15235
www.cypressinfo.org
[phone]
SDI
Steel Deck Institute
P.O. Box 25
Fox River Grove, IL 60021
www.sdi.org
[phone]
SDI
Steel Door Institute
30200 Detroit Rd.
Cleveland, OH 44145-1967
www.steeldoor.ora
[phone]
SIGMA
Sealed Insulating Glass
Manufacturers Association
401 N. Michigan Ave.
Chicago, IL 60611
www.igmaonline.org
[phone]
SJ I
Steel Joist Institute
3127 10th Ave., North Ext.
Myrtle Beach, SC 29577-6760
[phone]
SMACNA
Sheet Metal and Air Conditioning
Contractors'
National Association
4201 Lafayette Center Dr.
Chantilly, VA 20151-1209
www.smacna.org
[phone]
SPIB
Southern Pine Inspection Bureau
4709 Scenic Hwy
Pensacola, FL 32504-9094
www.spib.org
[phone]
SPRI
Single Ply Roofing Institute
200 Reservoir St., 309 A
Needham, MA 02494
www.spri.org
[phone]
SSPC
SSPC: The Society for Protective
Coatings
40 24th St., 6th Floor
Pittsburgh, PA 15222-4656
www.sspc.ora
[phone]
[phone]
STI
Steel Tank Institute
570 Oakwood Rd.
Lake Zurich, IL 60047
www.steeltank.com
[phone]
SWI
Steel Window Institute
1300 Sumner Ave.
Cleveland, OH 44115-2851
www.steelwindows.com
[phone]
SWRI
Sealant, Waterproofing and
Restoration Institute
2841 Main St.
Kansas City, MO 64108
www.swrionline.org
[phone]
Charlotte Water References
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TCA
Tile Council of America, Inc.
100 Clemson Research Blvd.
Anderson, S.C. 29625
www.tileusa.com
[phone]
TIA/EIA
Telecommunications Industry
Association
/Electronic Industries Alliance
2500 Wilson Blvd., Suite 300
Arlington, VA 22201
www.tiaonline.org
[phone]
TMS
The Masonry Society
3970 Broadway, Suite 201-D
Boulder, CO 80304-1135
www.masonrVsociety.org
[phone]
TPI
Truss Plate Institute
583 D'Onofrio Dr., Suite 200
Madison, WI 53719
www.tpinst.org
[phone]
TPI
Turfgrass Producers International
1855-A Hicks Rd.
Rolling Meadows, IL 60008
www.turfgrassod.org
[phone]
[phone]
UL
Underwriters Laboratories Inc.
333 Pfingsten Rd.
Northbrook, IL 60062-2096
www.ul.com
[phone]
USGBC
U.S. Green Building Council
1015 18th St., NW, Suite 805
Washington, DC 20036
www.usgbc.org
[phone]
WCLIB
West Coast Lumber Inspection
Bureau
P.O. Box 23145
Portland, OR 97281
www.welib.org
[phone]
WDMA
Window and Door Manufacturers
Association
1400 E. Touhy Ave., Suite 470
Des Plaines, IL 60018
[phone]
WH
Intertek Testing Services
(Warnock Hersey Listed)
3210 American Drive
Mississauga, Ontario
Canada L4V 1 B3
www.intertek-etlsemko.com
[phone]
WI
Woodwork Institute
3188 Industrial Blvd.
West Sacramento, CA 95691
www.woodworkinstitute.com
[phone]
WWPA
Western Wood Products
Association
522 SW 5th Ave., Suite 500
Portland, OR 97204-2122
www.wwpa.org
[phone]
END OF SECTION
Charlotte Water References
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SECTION 0150 00
TEMPORARY FACILITIES AND CONTROLS
PART 1 GENERAL
1.1 SECTION INCLUDES
A. Temporary Utilities:
1.
Temporary electricity.
2.
Temporary lighting for construction purposes.
3.
Temporary heating, ventilation, and cooling.
4.
Telephone, facsimile, and internet service.
5.
Temporary water service.
6.
Temporary sanitary facilities.
B. Construction Facilities:
1.
Contractor's Field offices and sheds.
2.
Project identification.
3.
Vehicular access.
4.
Parking.
5.
Progress cleaning and waste removal.
C. Temporary Controls:
1.
Barriers.
2.
Enclosures and fencing.
3.
Security.
4.
Water control.
5.
Dust control.
6.
Erosion and sediment control.
7.
Noise control.
8.
Pest and rodent control.
9.
Pollution control.
D. Removal of temporary utilities, facilities, and controls.
1.2 TEMPORARY ELECTRICITY
A. Provide and pay for power service required from utility source as needed for construction
operation.
B. Provide temporary electric feeder from electrical service at location as directed by Owner. Do
not disrupt Owner's use of service.
C. Complement existing power service capacity and characteristics as required for construction
operations.
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D. Provide power outlets, with branch wiring and distribution boxes located as required for
construction operations. Provide flexible power cords as required for portable construction tools
and equipment.
E. Provide main service disconnect and over -current protection at convenient location or feeder
switch at source distribution equipment.
F. Permanent convenience receptacles may not be utilized during construction.
1.3 TEMPORARY LIGHTING FOR CONSTRUCTION PURPOSES
A. Provide and maintain lighting for construction operations.
B. Provide and maintain 1 watt/square foot lighting to exterior staging and storage areas after dark
for security purposes.
C. Provide and maintain 0.25 watt/square foot HID lighting to interior work areas after dark for
security purposes.
D. Provide branch wiring from power source to distribution boxes with lighting conductors, pigtails,
and lamps for specified lighting levels.
E. Maintain lighting and provide routine repairs.
F. Permanent building lighting may not be utilized during construction.
1.4 TEMPORARY HEATING VENTILATION AND COOLING
A. Provide heating, ventilation, and cooling devices as needed to maintain specified conditions for
construction operations
1.5 TELEPHONE, FACSIMILE AND INTERNET SERVICE
A. Provide, maintain, and pay for telephone, facsimile and internet service at time of project
mobilization for contractor's facility.
1.6 TEMPORARY WATER SERVICE
A. Provide and pay for suitable quality water service as needed to maintain specified conditions for
construction operations. Connect to existing water source if available and provide separate
metering per utility company requirements.
1.7 TEMPORARY SANITARY FACILITIES
A. Provide and maintain required facilities and enclosures. Provide facilities at time of project
mobilization.
B. At end of construction, return existing facilities used for construction operations to same or better
condition as original condition.
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A. Provide weather tight office with lighting, electrical outlets, heating, cooling and ventilating
equipment, and equipped with sturdy furniture drawing rack, and drawing display table.
B. Provide space for Project meetings, with table and chairs to accommodate 8 persons.
E Provide separate private office, similarly equipped and furnished, for use of Engineer and Owner.
D. Do not use permanent facilities for field offices or for storage without written permission from
Owner.
E. Construction: Portable or mobile buildings, or buildings constructed with floors raised above
ground, securely fixed to foundations with steps and landings at entrance doors.
1. Construction: Structurally sound, secure, weather tight enclosures for office and storage
spaces. Maintain during progress of Work; remove when no longer needed.
2. Temperature Transmission Resistance of Floors, Walls, and Ceilings: Compatible with
occupancy and storage requirements.
3. Exterior Materials: Weather resistant, finished in color acceptable to Engineer.
4. Interior Materials in Offices: Sheet type materials for walls and ceilings, pre -finished or
painted; resilient floors and bases.
5. Lighting for Offices: 50 ft-C at desk top height, exterior lighting at entrance doors.
6. Interior Materials in Storage Sheds: As required to provide specified conditions for storage
of products.
F. Environmental Control:
1. Heating, Cooling, and Ventilating for Offices: Automatic equipment to maintain comfort
conditions.
2. Storage Spaces: Heating and ventilation as needed to maintain products in accordance with
Contract Documents; lighting for maintenance and inspection of products.
G. Storage Areas and Sheds: Size to storage requirements for products of individual Sections,
allowing for access and orderly provision for maintenance and for inspection of products.
H. Provide unimpeded access for emergency vehicles. Maintain 20-foot wide driveways with
turning space between and around combustible materials.
I. Provide and maintain access to fire hydrants and control valves free of obstructions.
Provide means of removing mud from vehicle wheels before entering streets.
1.9 PROJECT IDENTIFICATION
A. Project Identification Sign:
1. One painted sign of construction, design, and content indicated on Drawings, location as
designated.
2. Content:
a. Project number, title, logo and name of Owner as indicated on Contract Documents.
b. Names and titles of authorities.
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c. Names and titles of Engineer and Consultants.
d. Name of Prime Contractor and major Subcontractors.
Graphic Design, Colors, Style of Lettering: Designated by Engineer.
B. Project Informational Signs:
1. Painted informational signs of same colors and lettering as Project Identification sign, or
standard products; size lettering for legibility at 100-foot distance.
2. Provide sign at each field office, storage shed, and directional signs to direct traffic into and
within site. Relocate as Work progress requires.
3. Provide state traffic agency directional traffic signs to and within site.
4. No other signs are allowed without Owner's permission except those required by law.
C. Design sign and structure to withstand 90 miles/hour wind velocity.
D. Sign Painter: Experienced as professional sign painter for minimum three years.
E. Finishes, Painting: Adequate to withstand weathering, fading, and chipping for duration of
construction.
F. Sign Materials:
1. Structure and Framing: New wood or metal, structurally adequate.
2. Sign Surfaces: Exterior grade plywood with medium density overlay, minimum 3/4 inch
thick, standard large sizes to minimize joints.
3. Rough Hardware: Galvanized, aluminum, or brass.
4. Paint and Primers: Exterior quality, two coats; sign background of color as selected.
5. Lettering: Exterior quality paint, contrasting colors as selected.
G. Installation:
1. Install project identification sign within 15 days after date fixed by Notice to Proceed.
2. Erect at designated location.
3. Erect supports and framing on secure foundation, rigidly braced and framed to resist wind
loadings.
4. Install sign surface plumb and level, with butt joints. Anchor securely.
5. Paint exposed surfaces of sign, supports, and framing.
H. Maintenance: Maintain signs and supports clean, repair deterioration and damage.
I. Removal: Remove signs, framing, supports, and foundations at completion of Project and restore
area.
1.10 VEHICULAR ACCESS
A. Provide unimpeded access for emergency vehicles. Maintain 20-foot wide driveways with
turning space between and around combustible materials.
B. Provide and maintain access to fire hydrants and control valves free of obstructions.
C. Provide means of removing mud from vehicle wheels before entering streets.
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1.11 PARKING
A. Provide temporary gravel surface parking areas to accommodate construction personnel.
B. Locate as indicated on Drawings or as approved by Engineer.
C. When site space is not adequate, provide additional off -site parking.
D. Use of designated existing on -site streets and driveways for construction traffic is not permitted.
Tracked vehicles not allowed on paved areas.
E. Use of designated areas of existing parking facilities by construction personnel is not permitted.
F. Do not allow heavy vehicles or construction equipment in parking areas.
G. Do not allow vehicle parking on existing pavement.
H. Permanent Pavements and Parking Facilities:
I . Prior to Substantial Completion, bases for permanent roads and parking areas may be used
for construction traffic.
2. Avoid traffic loading beyond paving design capacity. Tracked vehicles not allowed.
3. Use of permanent parking structures is not permitted.
I. Maintenance:
1. Maintain traffic and parking areas in sound condition free of excavated material,
construction equipment, products, mud, snow, and ice.
2. Maintain existing and permanent paved areas used for construction; promptly repair breaks,
potholes, low areas, standing water, and other deficiencies, to maintain paving and drainage
in original, or specified, condition.
J. Removal, Repair:
I . Remove temporary materials and construction at Substantial Completion.
2. Remove underground work and compacted materials to depth of 2 feet; fill and grade site as
specified.
3. Repair existing or permanent facilities damaged by use, to original or specified condition.
K. Mud from Site Vehicles: Provide means of removing mud from vehicle wheels before entering
streets.
1.12 PROGRESS CLEANING AND WASTE REMOVAL
A. Maintain areas free of waste materials, debris, and rubbish. Maintain site in clean and orderly
condition.
B. Remove debris and rubbish from pipe chases, plenums, attics, crawl spaces, and other closed or
remote spaces, prior to enclosing spaces.
C. Collect and remove waste materials, debris, and rubbish from site weekly and dispose off -site.
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A. Prohibit smoking with buildings under construction and demolition. Designate area on site where
smoking is permitted. Provide approved ashtrays in designated smoking areas.
B. Establish fire watch for cutting and welding and other hazardous operations capable of starting
fires. Maintain fire watch before, during, and after hazardous operations until threat of fire does
not exist.
C. Portable Fire Extinguishers: NFPA 10; 10-pound capacity, 4A-60BC UL rating.
1. Provide one fire extinguisher at each stair on each floor of buildings under construction and
demolition.
2. Provide minimum one fire extinguisher in every construction trailer and storage shed.
3. Provide minimum one fire extinguisher on roof during roofing operations using heat
producing equipment.
1.14 BARRIERS
A. Provide barriers to prevent unauthorized entry to construction areas, and to protect existing
facilities and adjacent properties from damage from construction operations and demolition.
B. Provide protection for plants designated to remain. Replace damaged plants.
C. Protect non -owned vehicular traffic, stored materials, site, and structures from damage.
1.15 ENCLOSURES AND FENCING
A. Construction: Contractor's option.
1.16 SECURITY
A. Security Program:
1. Protect Work and existing premises from theft, vandalism, and unauthorized entry.
2. Initiate program at project mobilization.
3. Maintain program throughout construction period until Owner acceptance precludes need for
Contractor security.
B. Entry Control:
1. Restrict entrance of persons and vehicles into Project site and existing facilities.
2. Allow entrance only to authorized persons with proper identification.
3. Maintain log of workers and visitors, make available to Owner on request.
4. Coordinate access of Owner's personnel to site in coordination with Owner's security forces.
C. Restrictions:
1. No work on days indicated in Owner -Contractor Agreement.
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1.17 WATER CONTROL
A. Grade site to drain. Maintain excavations free of water. Provide, operate, and maintain pumping
equipment.
B. Protect site from puddling or running water. Provide water barriers as required to protect site
from soil erosion.
1.18 DUST CONTROL
A. Execute Work by methods to minimize raising dust from construction operations.
B. Provide positive means to prevent air -borne dust from dispersing into atmosphere.
1.19 EROSION AND SEDIMENT CONTROL
A. Plan and execute construction by methods to control surface drainage from cuts and fills, from
borrow and waste disposal areas. Prevent erosion and sedimentation.
B. Minimize surface area of bare soil exposed at one time.
C. Provide temporary measures including berms, dikes, and drains, and other devices as indicated to
prevent water flow.
D. Construct fill and waste areas by selective placement to avoid erosive surface silts or clays.
E. Periodically inspect earthwork to detect evidence of erosion and sedimentation; promptly apply
corrective measures.
[mom K[Q10XV-9XI00tcol
A. Provide methods, means, and facilities to minimize noise produced by construction operations.
1.21 PEST AND RODENT CONTROL
A. Provide methods, means, and facilities to prevent pests, insects, and rodents from damaging the
Work.
1.22 POLLUTION CONTROL
A. Provide methods, means, and facilities to prevent contamination of soil, water, and atmosphere
from discharge of noxious, toxic substances, and pollutants produced by construction operations.
B. Comply with pollution and environmental control requirements of authorities having jurisdiction.
1.23 REMOVAL OF UTILITIES, FACILITIES, AND CONTROLS
A. Remove temporary utilities, equipment, facilities, and materials prior to Substantial Completion
inspection.
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B. Remove underground installations to minimum depth of 2 feet. Grade site as indicated on
Drawings.
C. Clean and repair damage caused by installation or use of temporary work.
D. Restore existing and permanent facilities used during construction to original condition. Restore
permanent facilities used during construction to specified condition.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION - Not Used
END OF SECTION
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SECTION 0170 00
EXECUTION AND CLOSEOUT REQUIREMENTS
PART 1 GENERAL
1.1 SUMMARY
A. Section includes the following:
1. Closeout procedures.
2. Final cleaning.
3. Starting of systems.
4. Demonstration and instructions.
5. Protecting installed construction.
6. Project record documents.
7. Operation and maintenance data.
8. Manual for materials and finishes.
9. Manual for equipment and systems.
10. Spare parts and maintenance products.
11. Product warranties and product bonds.
12. Testing, adjusting and balancing.
1.2 CLOSEOUT PROCEDURES
A. Submit written certification that Contract Documents have been reviewed, Work has been
inspected, and that Work is complete in accordance with Contract Documents and ready for
Engineer's review.
B. Provide submittals to Engineer required by authorities having jurisdiction.
C. Submit final Application for Payment identifying total adjusted Contract Sum, previous
payments, and sum remaining due.
D. Owner will occupy all portions of building as specified in Section 01 10 00 - Summary.
1.3 FINAL CLEANING
A. Execute final cleaning prior to final project assessment.
B. Clean interior and exterior glass, surfaces exposed to view; remove temporary labels, stains and
foreign substances, polish transparent and glossy surfaces, vacuum carpeted and soft surfaces.
C. Clean equipment and fixtures to sanitary condition with cleaning materials appropriate to surface
and material being cleaned.
D. Replace filters of operating equipment.
E. Clean debris from roofs, gutters, downspouts, and drainage systems.
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F. Clean site; sweep paved areas, rake clean landscaped surfaces.
G. Remove waste and surplus materials, rubbish, and construction facilities from site.
1.4 STARTING OF SYSTEMS
A. Coordinate schedule for start-up of various equipment and systems.
B. Notify Engineer and Owner seven days prior to start-up of each item.
C. Verify each piece of equipment or system has been checked for proper lubrication, drive rotation,
belt tension, control sequence, and for conditions which may cause damage.
D. Verify tests, meter readings, and specified electrical characteristics agree with those required by
equipment or system manufacturer.
E. Verify wiring and support components for equipment are complete and tested.
F. Execute start-up under supervision of applicable manufacturer's representative and Contractors'
personnel 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 0122 01 —Electronic Project Management
System and 01 33 01 — Submittal Procedures EPMS that equipment or system has been properly
installed and is functioning correctly.
1.5 DEMONSTRATION AND INSTRUCTIONS
A. Demonstrate operation and maintenance of products to Owner's personnel two weeks prior to date
of substantial completion.
B. For equipment or systems requiring seasonal operation, perform demonstration for other season
within six months.
C. Utilize operation and maintenance manuals as basis for instruction. Review contents of manual
with Owner's personnel in detail to explain all aspects of operation and maintenance.
D. Demonstrate start-up, operation, control, adjustment, trouble -shooting, servicing, maintenance,
and shutdown of each item of equipment at agreed time at equipment location.
E. Prepare and insert additional data in operations and maintenance manuals when need for
additional data becomes apparent during instruction.
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F. Required instruction time for each item of equipment and system is specified in individual
Sections.
1.6 PROTECTING INSTALLED CONSTRUCTION
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 prevent 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 movement of
heavy objects, by protecting with durable sheet materials.
E. Prohibit traffic from landscaped areas.
1.7 PROJECT RECORD DOCUMENTS
A. Maintain on site one set of the following record documents; record actual revisions to the Work:
1. Drawings.
2. Specifications.
3. Addenda.
4. Change Orders and other modifications to the Contract.
5. Reviewed Shop Drawings, Product Data, and Samples.
6. Manufacturer's instruction for assembly, installation, and adjusting.
B. Ensure entries are complete and accurate, enabling future reference by Owner.
C. Store record documents separate from documents used for construction.
D. Record information concurrent with construction progress, not less than weekly.
E. Specifications: Legibly mark and record at each product section description of actual products
installed, including the following:
1. Manufacturer's name and product model and number.
2. Product substitutions or alternates utilized.
3. Changes made by Addenda and modifications.
F. Shop Drawings: Legibly mark each item to record actual construction including:
1. Measured depths of foundations in relation to finish first floor datum.
2. Measured horizontal and vertical locations of underground utilities and appurtenances,
referenced to permanent surface improvements.
3. Measured locations of internal utilities and appurtenances concealed in construction,
referenced to visible and accessible features of the Work.
4. Field changes of dimension and detail.
5. Details not on original Contract drawings.
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G. Submit documents to Engineer.
1.8 OPERATION AND MAINTENANCE DATA
A. Submit data bound in 8-1/2 x 11-inch (A4) text pages, three D side ring capacity expansion
binders with durable plastic covers.
B. Prepare binder cover with printed title "OPERATION AND MAINTENANCE
INSTRUCTIONS", title of project, and subject matter of binder when multiple binders are
required.
C. Internally subdivide binder contents with permanent page dividers, logically organized as
described below; with tab titling clearly printed under reinforced laminated plastic tabs.
D. Drawings: Provide with reinforced punched binder tab. Bind in with text; fold larger drawings to
size of text pages.
E. Contents: Prepare Table of Contents for each volume, with each product or system description
identified, typed on white paper, in three parts as follows:
1. Part 1: Directory listing names, addresses, and telephone numbers of Engineer, Contractor,
Subcontractors, and major equipment suppliers.
2. Part 2: Operation and maintenance instructions arranged by system or process flow and
subdivided by specification section. For each category, identify names, addresses, and
telephone numbers of Subcontractors and suppliers. Identify the following:
a. Significant design criteria.
b. List of equipment.
c. Parts list for each component.
d. Operating instructions.
e. Maintenance instructions for equipment and systems.
f. Maintenance instructions for finishes, including recommended cleaning methods and
materials, and special precautions identifying detrimental agents.
3. Part 3: Project documents and certificates, including the following:
a. Shop drawings and product data.
b. Air and water balance reports.
c. Certificates.
d. Originals and Photocopies of warranties and bonds.
1.9 MANUAL FOR MATERIALS AND FINISHES
A. Submit two copies of preliminary draft or proposed formats and outlines of contents before start
of Work. Engineer will review draft and return one copy with comments.
B. For equipment, or component parts of equipment put into service during construction and
operated by Owner, submit documents within ten days after acceptance.
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C. Submit one copy of completed volumes 15 days prior to final inspection. Draft copy be reviewed
and returned after final inspection, with Engineer comments. Revise content of document sets as
required prior to final submission.
D. Submit two sets of revised final volumes in final form within 10 days after final inspection.
E. Building Products, Applied Materials, and Finishes: Include product data, with catalog number,
size, composition, and color and texture designations. Include information for reordering custom
manufactured products.
F. Instructions for Care and Maintenance: Include manufacturer's recommendations for cleaning
agents and methods, precautions against detrimental agents and methods, and recommended
schedule for cleaning and maintenance.
G. Moisture Protection and Weather Exposed Products: Include product data listing applicable
reference standards, chemical composition, and details of installation. Include recommendations
for inspections, maintenance, and repair.
H. Additional Requirements: As specified in individual product Specification Sections.
I. Include listing in Table of Contents for design data, with tabbed fly sheet and space for insertion
of data.
1.10 MANUAL FOR EQUIPMENT AND SYSTEMS
A. Submit two copies of preliminary draft or proposed formats and outlines of contents before start
of Work. Engineer will review draft and return one copy with comments.
B. For equipment, or component parts of equipment put into service during construction and
operated by Owner, submit documents within ten days after acceptance.
C. Submit one copy of completed volumes 15 days prior to final inspection. Draft copy be reviewed
and returned after final inspection, with Engineer comments. Revise content of document sets as
required prior to final submission.
D. Submit two sets of revised final volumes in final form within 10 days after final inspection.
E. Each Item of Equipment and Each System: Include description of unit or system, and component
parts. Identify function, normal operating characteristics, and limiting conditions. Include
performance curves, with engineering data and tests, and complete nomenclature and model
number of replaceable parts.
F. Panelboard Circuit Directories: Provide electrical service characteristics, controls, and
communications; typed or by label machine.
G. Include color coded wiring diagrams as installed.
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H. Operating Procedures: Include start-up, break-in, and routine normal operating instructions and
sequences. Include regulation, control, stopping, shut -down, and emergency instructions.
Include summer, winter, and special operating instructions.
I. Maintenance Requirements: Include routine procedures and guide for preventative maintenance
and trouble shooting; disassembly, repair, and reassembly instructions; and alignment, adjusting,
balancing, and checking instructions.
Include servicing and lubrication schedule, and list of lubricants required.
K. Include manufacturer's printed operation and maintenance instructions.
L. Include sequence of operation by controls manufacturer.
M. Include original manufacturer's parts list, illustrations, assembly drawings, and diagrams required
for maintenance.
N. Include control diagrams by controls manufacturer as installed.
O. Include Contractor's coordination drawings, with color coded piping diagrams as installed.
P. Include charts of valve tag numbers, with location and function of each valve, keyed to flow and
control diagrams.
Q. Include list of original manufacturer's spare parts, current prices, and recommended quantities to
be maintained in storage.
R. Include test and balancing reports as specified in Section 0140 00 - Quality Requirements.
S. Additional Requirements: As specified in individual product Specification Sections.
T. Include listing in Table of Contents for design data, with tabbed dividers and space for insertion
of data.
1.11 SPARE PARTS AND MAINTENANCE PRODUCTS
A. Furnish spare parts, maintenance, and extra products in quantities specified in individual
Specification Sections.
B. Deliver to project site and place in location as directed by Owner; obtain receipt prior to final
payment.
1.12 PRODUCT WARRANTIES AND PRODUCT BONDS
A. Obtain warranties and bonds executed in duplicate by responsible subcontractors, suppliers, and
manufacturers within ten days after completion of applicable item of work.
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B. Execute and assemble transferable warranty documents and bonds from subcontractors, suppliers,
and manufacturers.
C. Verify documents are in proper form, contain full information, and are notarized.
D. Co -execute submittals when required.
E. Include Table of Contents and assemble in three D side ring binder with durable plastic cover.
F. Submit prior to final Application for Payment.
G. Time of Submittals:
1. For equipment or component parts of equipment put into service during construction with
Owner's permission, submit documents within ten days after acceptance.
2. Make other submittals within ten days after Date of Substantial Completion, prior to final
Application for Payment.
3. For items of Work for which acceptance is delayed beyond date of substantial completion,
submit within ten days after acceptance, listing date of acceptance as beginning of warranty
or bond period.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION - Not Used
END OF SECTION
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INTENTIONALLY LEFT BLANK ��

SECTION 0171 13
MOBILIZATION
PART 1 GENERAL
1.1 SUMMARY:
A. The work covered by this section consists of preparatory work and operations, including but not
limited to:
1. Those necessary for the movement of personnel, equipment, supplies, and incidentals to the
project site.
2. Those items necessary for providing the items required by the General Provisions, Special
Provisions, and General Requirements.
3. Those items including but not limited to: the establishment of all temporary fencing, staging
areas, temporary access and haul routes, and other facilities necessary for work in the
project.
4. Those items necessary for the maintenance of vehicle and construction traffic; including but
not limited to: portable and stationary construction signs, barricades, drums, cones, and other
traffic control devices.
5. Surveying and construction staking.
6. All barricades, barricade lights, and other phasing and detour devices.
7. Performance bond, labor and materials bond, insurance.
8. Those items for all other work in the various items on the project site which must be
performed or costs incurred prior to beginning work.
9. This item also includes all work outside the limits of construction that is necessary to
demobilize and restore areas disturbed by the Contractor to their original condition
including, but not limited to, pavement rehabilitation, grading, seeding, mulching, cleaning,
and disposal.
1.2 MEASUREMENT AND PAYMENT:
A. All work covered by this section will be paid for at the contract lump sum price for
"Mobilization."
B. Should "Mobilization" exceed 5% of the total bid amount for the Contract, partial payments for
the item of "Mobilization" will be made with the first and second partial pay estimates, paid on
the Contract, and will be made at the rate of 50 percent of the lump sum price for "Mobilization"
on each of these partial pay estimates, less retainage provided for in the Contract; the remaining
amount over 5% shall be paid in the final pay request of the project. If the Mobilization bid
amount does not exceed 5%, it shall be paid equally in the first two (2) partial pay estimates.
C. Payment will be made per lump sum.
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PART 2 PRODUCTS - Not Used.
PART 3 EXECUTION - Not Used.
END OF SECTION
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SECTION 0174 19
CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Construction waste management plan.
2. Construction waste recycling.
3. Construction waste adaptive reuse.
1.2 PLAN REQUIREMENTS
A. Develop and implement construction waste management plan as approved by Engineer.
B. Intent:
1. Divert construction, demolition, and land -clearing debris from landfill disposal.
2. Redirect recyclable material back to manufacturing process.
3. Generate cost savings or increase minimal additional cost to Project for waste disposal.
1.3 SUBMITTALS
A. 0122 01 —Electronic Project Management System and 0133 01 —Submittal Procedures EPMS:
Requirements for submittals.
B. Construction Waste Management Plan: Submit construction waste management plan describing
methods and procedures for implementation and monitoring compliance including the following:
1. Transportation company hauling construction waste to waste processing facilities.
2. Recycling and adaptive reuse processing facilities and waste type each facility will accept.
3. Construction waste materials anticipated for recycling and adaptive reuse.
4. On -Site sorting and Site storage methods.
C. Submit documentation with each application for payment substantiating construction waste
management plan was maintained and goals are being achieved.
1. Trash: Quantity by weight deposited in landfills. Include associated fees, transportation
costs, container rentals, and taxes for total cost of disposal.
2. Salvaged Material: Quantity by weight with destination for each type of material salvaged
for resale, recycling, or adaptive reuse. Include associated fees, transportation costs,
container rentals, taxes for total cost of disposal, and reimbursements due to salvage resale.
3. Total Cost: Indicate total cost or savings for implementation of construction waste
management plan.
1.4 CONSTRUCTION WASTE MANAGEMENT PLAN
A. Implement construction waste management plan at start of construction.
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B. Review construction waste management plan at preconstruction meeting and progress meetings
specified in Section 0130 00 - Administrative Requirements.
C. Distribute approved construction waste management plan to Subcontractors and others affected
by plan requirements.
D. Oversee plan implementation, instruct construction personnel for plan compliance, and document
plan results.
E. Purchase products to prevent waste by:
1. Ensuring correct quantity of each material is delivered to Site.
2. Choosing products with minimal or no packaging.
3. Requiring suppliers to use returnable pallets or containers.
4. Requiring suppliers to take or buy back rejected or unused items.
1.5 CONSTRUCTION WASTE RECYCLING
A. Use source separation method suitable to sorting and processing method of selected recycling
center. Dispose nonrecyclable trash separately into landfill.
B. Source Separation Method: Recyclable materials separated from trash and sorted into separate
bins or containers, identified by waste type, prior to transportation to recycling center.
C. Materials suggested for recycling include:
1. Packing materials including paper, cardboard, foam plastic, and sheeting.
2. Recyclable plastics.
3. Organic plant debris.
4. Earth materials.
5. Native stone and granular fill.
6. Asphalt and concrete paving.
7. Wood without embedded nails and staples.
8. Metals.
9. Gypsum products.
10. Acoustical ceiling tile.
11. Carpet.
12. Equipment oil.
113fL�JII(SHILiil:V.91Yf1:,I bill 911LIVAN 7gXV40
A. Arrange with processing facility for salvage of construction material and processing for reuse. Do
not reuse construction materials on -Site except as allowed by Engineer.
B. Materials suggested for adaptive reuse include:
1. Concrete and crushed concrete.
2. Masonry units.
3. Lumber suitable for re -sawing or refinishing.
4. Equipment.
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PART 3 EXECUTION
3.1 CONSTRUCTION WASTE COLLECTION
A. Collect construction waste materials in marked bins or containers and arrange for transportation
to recycling centers or adaptive salvage and reuse processing facilities.
B. Maintain recycling and adaptive reuse storage and collection area in orderly arrangement with
materials separated to eliminate co -mingling of materials required to be delivered separately to
waste processing facility.
C. Store construction waste materials to prevent environmental pollution, fire hazards, hazards to
persons and property, and contamination of stored materials.
D. Cover construction waste materials subject to disintegration, evaporation, settling, or runoff to
prevent polluting air, water, and soil.
3.2 CONSTRUCTION WASTE DISPOSAL
A. Deliver construction waste to waste processing facilities. Obtain receipt for deliveries.
B. Dispose of construction waste not capable of being recycled or adaptively reused by delivery to
landfill, incinerator, or other legal disposal facility. Obtain receipt for deliveries.
END OF SECTION
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SECTION 02 41 19
SELECTIVE STRUCTURE DEMOLITION
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Demolishing designated building equipment and fixtures.
2. Demolishing designated construction.
3. Cutting and alterations for completion of the Work.
4. Removing designated items for reuse and Owner's retention.
5. Protecting items designated to remain.
6. Removing demolished materials.
B. Related Sections:
1. Section 02 41 16 Structure Demolition.
1.2 SUBMITTALS
A. Section 0122 01 —Electronic Project Management System and Section 0133 01 —Submittal
Procedures EPMS: Requirements for submittals.
B. Demolition Schedule: Indicate overall schedule and interruptions required for utility and building
services.
C. Shop Drawings:
1. Indicate demolition and removal sequence.
2. Indicate location of items designated for reuse and Owner's retention.
3. Indicate location and construction of temporary work.
1.3 CLOSEOUT SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Project Record Documents: Accurately record actual locations of capped utilities, concealed
utilities discovered during demolition, and subsurface obstructions.
C. Operation and Maintenance Data: Submit description of system, inspection data, and parts lists.
1.4 QUALITY ASSURANCE
A. Conform to applicable code for demolition work, dust control, and products requiring electrical
disconnection and reconnection.
B. Conform to applicable code for procedures when hazardous or contaminated materials are
discovered.
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C. Obtain required permits from authorities having jurisdiction.
1.5 PRE -INSTALLATION MEETINGS
A. Section 0130 00 -Administrative Requirements: Pre -installation meeting.
B. Convene minimum one week prior to commencing Work of this Section.
1.6 SEQUENCING
A. Section 0l 10 00 - Summary: Requirements for sequencing.
B. Sequence activities in the following order:
1. Sequence 1: Clearing, removing fence, installing erosion control, and construction
barricades.
2. Sequence 2: Construction of new filters, post -aeration basin, metering manholes, blowers
and all appurtenances associated with the project.
3. Installing new influent pump station.
4. Bypass pumping existing pump station to cut and core the pump station.
5. Test all processes for successful plant operations including influent pump station.
6. Install new fence and re -install fence take down construction barricades and erosion control
C. Contractor will coordinate materials to be salvaged with Owner and Engineer prior to
commencing with construction activities.
1.7 SCHEDULING
A. Section 0130 00 -Administrative Requirements: Requirements for scheduling.
B. Schedule Work to coincide with new construction.
C. Cooperate with Owner in scheduling noisy operations and waste removal that may impact
Owner's operation in adjoining spaces.
D. Perform noisy, malodorous, or dusty work:
1. Between hours of 07:00 A.M. and 05:00 P.M.
E. Coordinate service interruptions with Owner and Engineer.
1. Do not disable or disrupt building fire or life safety systems without three days prior written
notice to Owner.
2. Schedule tie-ins to existing systems to minimize disruption.
3. Coordinate Work to ensure fire sprinklers, fire alarms, smoke detectors, emergency lighting,
and other life safety systems remain in full operation in occupied areas.
1.8 PROJECT CONDITIONS
A. Conduct demolition to minimize interference with ongoing operations.
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B. Cease operations immediately if construction activities interrupt existing service and notify
Engineer. Do not resume operations until directed.
PART 2 PRODUCTS - Not Used.
PART 3 EXECUTION
3.1 EXISTING BUILDING DOCUMENTATION
A. Document condition of existing facility and operations
B. Employ land surveyor as specified in Section 0122 01 — Electronic Project Management System
and 0133 01 - Submittal Procedures EPMS to provide following documentation:
1. Survey facility exterior for position and elevation of principal elements before and after
beginning demolition.
C. Employ commercial photographer to provide following graphic documentation:
1. Photographically or video document existing facility before beginning demolition and after
completing demolition.
2. Take one overall photograph of each unit. Take detail photographs show extent of unit.
3. Photographs: Submit two sets of prints; color, matte; 8 x 10 inch size; mounted on 8-1/2 x
11 inches inch soft card stock, with left edge binding margin for three -hole punch.
a. Identify photographs with date, time, orientation, and project identification.
b. Deliver negatives or digital CD to Owner with project record documents. Catalog and
index negatives or contents on CD; provide typed table of contents.
4. Video Recording: Submit two copies of video record.
a. Use Digital CD video format.
b. Identify CD date, time, and Project identification.
3.2 PREPARATION
A. Notify Owner and Engineer starting Work and comply with their requirements.
B. Mark location and termination of utilities.
C. Erect and maintain temporary barriers and security devices at locations indicated, including
warning signs and lights, and similar measures, for protection of the public, Owner, and existing
improvements indicated to remain.
D. Erect and maintain temporary partitions to prevent spread of dust, odors, and noise to permit
continued Owner occupancy.
E. Prevent movement of structure; provide temporary bracing and shoring required to ensure safety
of existing structure.
F. Provide appropriate temporary signage including signage for exit or building egress.
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G. Do not close or obstruct building egress path.
H. Do not disable or disrupt building fire or life safety systems without three days prior written
notice to Owner.
3.3 SALVAGE REQUIREMENTS
A. Coordinate with Owner and Engineer to identify building components and equipment required to
be removed and delivered to Owner.
B. Tag components and equipment Owner designates for salvage.
C. Protect designated salvage items from demolition operations until items can be removed.
D. Carefully remove equipment indicated to be salvaged.
E. Disassemble as required to permit removal from structures.
F. Package small and loose parts to avoid loss.
G. Mark equipment and packaged parts to permit identification and consolidation of components of
each salvaged item.
H. Prepare assembly instructions consistent with disassembled parts. Package assembly instructions
in protective envelope and securely attach to each disassembled salvaged item.
I. Deliver salvaged items to Owner. Obtain signed receipt from Owner.
3.4 DEMOLITION
A. Conduct demolition to minimize interference with existing operations and facilities.
B. Maintain protected egress and access to adjacent existing buildings at all times.
C. Do not close or obstruct roadways without permits.
D. Cease operations immediately when structure appears to be in danger and notify Engineer.
E. Disconnect and remove designated utilities within demolition areas.
F. Cap and identify abandoned utilities at termination points when utility is not completely removed.
Annotate Record Drawings indicating location and type of service for capped utilities remaining
after demolition.
G. Demolish in orderly and careful manner. Protect existing improvements and supporting structural
members.
H. Carefully remove building components indicated to be reused.
1. Disassemble components as required to permit removal.
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2. Package small and loose parts to avoid loss.
3. Mark components and packaged parts to permit reinstallation.
4. Store components, protected from construction operations, until reinstalled.
I. Remove demolished materials from site except where specifically noted otherwise. Do not burn
or bury materials on site unless authorized by authority having jurisdiction.
Remove materials as Work progresses. Upon completion of Work, leave areas in clean condition.
K. Remove temporary Work.
3.5 SCHEDULES
A. Remove, store, and protect the following materials and equipment:
1. Existing Influent Pump Station Pumps.
2. Blowers.
B. Protect the following materials and equipment remaining:
1. Emergency Generator
2. WWTP
3. UV Disinfection
4. Existing Buildings
5. Propane Gas Tank
6. Transformers
C. Demolish the following materials and equipment:
1. All equipment and structures required to complete project.
END OF SECTION
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SECTION 03 10 00
CONCRETE FORMING AND ACCESSORIES
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Formwork for cast -in place concrete.
2. Shoring, bracing, and anchorage.
3. Architectural form liners.
4. Form accessories.
5. Form stripping.
B. Related Sections:
1. Section 03 20 00 - Concrete Reinforcing.
2. Section 03 30 00 - Cast -In -Place Concrete.
3. Section 05 50 00 - Metal Fabrications: Product requirements for metal fabrications for
placement by this Section.
1.2 REFERENCES
A. American Concrete Institute:
1. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials.
2. ACI 301 - Specifications for Structural Concrete.
3. ACI 318 - Building Code Requirements for Structural Concrete.
4. ACI 347 - Guide to Formwork for Concrete.
B. The Engineered Wood Association:
1. APA/EWA PS 1 - Voluntary Product Standard for Construction and Industrial Plywood.
C. ASTM International:
1. ASTM D 1751 -Standard Specification for Preformed Expansion Joint Filler for Concrete
Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).
2. ASTM E96/E96M - Standard Test Methods for Water Vapor Transmission of Materials.
D. West Coast Lumber Inspection Bureau:
1. WCLIB - Standard Grading Rules for West Coast Lumber.
1.3 DESIGN REQUIREMENTS
A. Design, engineer and construct formwork, shoring and bracing in accordance with ACI 318 to
conform to applicable code requirements to achieve concrete shape, line and dimension as
indicated on Drawings.
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A. 0122 01 —Electronic Project Management System and 0133 01 —Submittal Procedures EPMS:
Requirements for submittals.
B. Shop Drawings: Signed and sealed by professional engineer.
1. Submit formwork, shoring, and reshoring shop drawings.
2. Indicate the following:
a. Pertinent dimensions, openings, methods of construction, types of connections,
materials, joint arrangement and details, ties and shores, location of framing, studding
and bracing, and temporary supports.
b. Means of leakage prevention for concrete exposed to view in finished construction.
c. Sequence and timing of erection and stripping assumed compressive strength at time of
stripping, height of lift and height of drop during placement.
d. Vertical, horizontal and special loads in accordance with ACI 347, Section 2.2 and
camber diagrams, when applicable.
e. Notes to formwork erector showing size and location of conduits and piping embedded
in concrete in accordance with ACI 318, Section 6.3.
f. Procedure and schedule for removal of shores and installation and removal of reshores.
C. Product Data: Submit data on void form materials and installation requirements.
D. Design Data: Signed and sealed by professional engineer.
1. Indicate design data for formwork, shoring and reshores.
2. Indicate loads transferred to structure during process of concreting, shoring and reshoring.
3. Include structural calculations to support design.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 318.
B. For wood products furnished for work of this Section, comply with AF&PA.
C. Perform Work in accordance with Owner Standards.
D. Maintain one copy of each document on site.
1.6 QUALIFICATIONS
A. Design formwork under direct supervision of Professional Engineer experienced in design of this
Work and licensed in State of North Carolina.
1.7 DELIVERY, STORAGE, AND HANDLING
A. Deliver void forms and installation instructions in manufacturer's packaging.
B. Store off ground in ventilated and protected manner to prevent deterioration from moisture.
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fltl- 90191A0112XV4I Mei
A. Section 0130 00 -Administrative Requirements: Coordination and project conditions.
B. Coordinate this Section with other sections of work, requiring attachment of components to
formwork.
PART 2 PRODUCTS
2.1 WOOD FORM MATERIALS
A. Form Materials: At discretion of Contractor.
B. Lumber Forms:
1. Application: Use for edge forms and unexposed finish concrete.
2. Boards: 6 inches or 8 inches in width, shiplapped or tongue and groove, "Standard" Grade
Douglas Fir, conforming to WCLIB Standard Grading Rules for West Coast Lumber.
Surface boards on four sides.
C. Plywood Forms:
1. Application: Use for exposed finish concrete.
2. Forms: Conform to PS 1; full size 4 x 8 feet panels; each panel labeled with grade trademark
of APA/EWA.
3. Plywood for Surfaces to Receive Membrane Waterproofing: Minimum of 5/8 inch thick;
APA/EWA "B-B Plyform Structural I Exterior" grade.
4. Plywood where "Smooth Finish" is required, as indicated on Drawings: APA/EWA "HD
Overlay Plyform Structural I Exterior" grade, minimum of 3/4 inch thick.
2.2 PREFABRICATED FORMS
A. Furnish materials in accordance with Owner Standards.
B. 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.
C. 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.
D. Pan Type: Steel of size and profile required.
E. Tubular Column Type: Round, spirally wound laminated fiber material, surface treated with
release agent, non -reusable, sizes as indicated on Drawings.
F. Steel Forms: Sheet steel, suitably reinforced, and designed for particular use indicated on
Drawings.
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G. Form Liners: Smooth, durable, grainless and non -staining hardboard, unless otherwise indicated
on Drawings.
H. Framing, Studding and Bracing: Stud or No. 3 structural light framing grade.
2.3 FORMWORK ACCESSORIES
A. Form Ties: Removable or Snap -off type, galvanized metal, adjustable length, with waterproofing
washer, free of defects capable of leaving holes larger than 1 inch in concrete surface.
1. Manufacturers:
a. Substitutions: Section 00 21 13 - Instructions to Bidders.
B. Spreaders: Standard, non -corrosive metal form clamp assembly, of type acting as spreaders and
leaving no metal within 1 inch of concrete face. Wire ties, wood spreaders or through bolts are
not permitted.
C. Form Anchors and Hangers:
1. Do not use anchors and hangers exposed concrete leaving exposed metal at concrete surface.
2. Symmetrically arrange hangers supporting forms from structural steel members to minimize
twisting or rotation of member.
3. Penetration of structural steel members is not permitted.
D. Form Release Agent: Colorless mineral oil that will not stain concrete, or absorb moisture, or
impair natural bonding or color characteristics of coating intended for use on concrete.
1. Manufacturers:
a. Substitutions: Section 00 21 13 - Instructions to Bidders.
E. Vapor Retarder: Where indicated on Drawings or as needed, 8 mil thick polyethylene sheet.
F. Bituminous Joint Filler: ASTM D 1751.
G. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Size, strength and character to maintain
formwork in place while placing concrete.
H. Water Stops: Rubber or Polyvinyl chloride, minimum 1,750 psi tensile strength, minimum 50
degrees F to plus 175 degrees F working temperature range, maximum possible lengths, ribbed
profile, preformed corner sections, heat welded jointing.
1. Substitutions: Section 00 21 13 - Instructions to Bidders.
2.4 COATINGS
A. Coatings for Aluminum: Polyamide epoxy finish coat with paint manufacturer's recommended
primer for aluminum substrate. Apply one coat primer and one coat finish.
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3.1 EXAMINATION
A. Section 0130 00 -Administrative Requirements: Coordination and project conditions.
B. Verify lines, levels, and centers before proceeding with formwork. Verify dimensions agree with
Drawings.
C. When formwork is placed after reinforcement resulting in insufficient concrete cover over
reinforcement before proceeding, request instructions from Engineer.
3.2 INSTALLATION
A. Earth Forms:
1. Trench earth forms neatly, accurately, and at least 2 inches wider than footing widths
indicated on Drawings.
2. Trim sides and bottom of earth forms.
3. Construct wood edge strips at top of each side of trench to secure reinforcing and prevent
trench from sloughing.
4. Form sides of footings where earth sloughs.
5. Tamp earth forms firm and clean forms of debris and loose material before depositing
concrete.
B. Formwork - General:
1. Provide top form for sloped surfaces steeper than 1.5 horizontal to 1 vertical to hold shape of
concrete during placement, unless it can be demonstrated that top forms can be omitted.
2. Construct forms to correct shape and dimensions, mortar -tight, braced, and of sufficient
strength to maintain shape and position under imposed loads from construction operations.
3. Camber forms where necessary to produce level finished soffits unless otherwise shown on
Drawings.
4. Carefully verify horizontal and vertical positions of forms. Correct misaligned or misplaced
forms before placing concrete.
5. Complete wedging and bracing before placing concrete.
C. Forms for Smooth Finish Concrete:
1. Use steel, plywood or lined board forms.
2. Use clean and smooth plywood and form liners, uniform in size, and free from surface and
edge damage capable of affecting resulting concrete finish.
3. Install form lining with close -fitting square joints between separate sheets without springing
into place.
4. Use full size sheets of form lines and plywood wherever possible.
5. Tape joints to prevent protrusions in concrete.
6. Use care in forming and stripping wood forms to protect corners and edges.
7. Level and continue horizontal joints.
8. Keep wood forms wet until stripped.
D. Architectural Form Liners:
Erect architectural side of formwork first.
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2. Attach form liner to forms before installing form ties.
3. Install form liners square, with joints and pattern aligned.
4. Seal form liner joints to prevent grout leaks.
5. Dress joints and edges to match form liner pattern and texture.
E. Forms for Surfaces to Receive Membrane Waterproofing: Use plywood or steel forms. After
erection of forms, tape form joints to prevent protrusions in concrete.
F. Framing, Studding and Bracing:
1. Space studs at 16 inches on center maximum for boards and 12 inches on center maximum
for plywood.
2. Size framing, bracing, centering, and supporting members with sufficient strength to
maintain shape and position under imposed loads from construction operations.
3. Construct beam soffits of material minimum of 2 inches thick.
4. Distribute bracing loads over base area on which bracing is erected.
5. When placed on ground, protect against undermining, settlement or accidental impact.
G. Erect formwork, shoring, and bracing to achieve design requirements, in accordance with
requirements of ACI 318.
H. Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete
during stripping. Permit removal of remaining principal shores.
I. Obtain Engineer's approval before framing openings in structural members not indicated on
Drawings.
3.3 APPLICATION - FORM RELEASE AGENT
A. Apply form release agent on formwork in accordance with manufacturer's recommendations.
B. Apply prior to placement of reinforcing steel, anchoring devices, and embedded items.
C. Do not apply form release agent where concrete surfaces are indicated to receive applied
coverings that are affected by agent. Soak inside surfaces of untreated forms with clean water.
Keep surfaces coated prior to placement of concrete.
D. Reuse and Coating of Forms: Thoroughly clean forms and reapply form coating before each
reuse. For exposed work, do not reuse forms with damaged faces or edges. Apply form coating to
forms in accordance with manufacturer's specifications. Do not coat forms for concrete indicated
to receive "scored finish". Apply form coatings before placing reinforcing steel.
3.4 INSTALLATION - INSERTS, EMBEDDED PARTS, AND OPENINGS
A. Install formed openings for items to be embedded in or passing through concrete work.
B. Locate and set in place items required to be cast directly into concrete.
C. Coordinate with Work of other sections in forming and placing openings, slots, reglets, recesses,
sleeves, bolts, anchors, other inserts, and components of other Work.
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D. Install accessories straight, level, and plumb. Ensure items are not disturbed during concrete
placement.
E. Install water stops continuous without displacing reinforcement. Heat seal joints watertight.
F. Provide temporary ports or openings in formwork where required to facilitate cleaning and
inspection. Locate openings at bottom of forms to allow flushing water to drain.
G. Close temporary openings with tight fitting panels, flush with inside face of forms, and neatly
fitted so joints will not be apparent in exposed concrete surfaces.
H. Form Ties:
1. Use sufficient strength and sufficient quantity to prevent spreading of forms.
2. Place ties at least 1 inch away from finished surface of concrete.
3. Leave inner rods in concrete when forms are stripped.
4. Space form ties equidistant, symmetrical and aligned vertically and horizontally unless
otherwise shown on Drawings.
I. Arrangement: Arrange formwork to allow proper erection sequence and to permit form removal
without damage to concrete.
Construction Joints:
1. Install surfaced pouring strip where construction joints intersect exposed surfaces to provide
straight line at joints.
2. Just prior to subsequent concrete placement, remove strip and tighten forms to conceal
shrinkage.
3. Show no overlapping of construction joints. Construct joints to present same appearance as
butted plywood joints.
4. Arrange joints in continuous line straight, true and sharp.
K. Embedded Items:
1. Make provisions for pipes, sleeves, anchors, inserts, reglets, anchor slots, nailers, water
stops, and other features.
2. Do not embed wood or uncoated aluminum in concrete.
3. Obtain installation and setting information for embedded items furnished under other
Specification sections.
4. Securely anchor embedded items in correct location and alignment prior to placing concrete.
5. Verify conduits and pipes, including those made of coated aluminum, meet requirements of
ACI 318 for size and location limitations.
L. Openings for Items Passing Through Concrete:
1. Frame openings in concrete where indicated on Drawings. Establish exact locations, sizes,
and other conditions required for openings and attachment of work specified under other
sections.
Coordinate work to avoid cutting and patching of concrete after placement.
Perform cutting and repairing of concrete required as result of failure to provide required
openings.
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M. Screeds:
1. Set screeds and establish levels for tops of concrete slabs and levels for finish on slabs.
2. Slope slabs to drain where required or as shown on Drawings.
3. Before depositing concrete, remove debris from space to be occupied by concrete and
thoroughly wet forms. Remove freestanding water.
N. Screed Supports:
1. For concrete over waterproof membranes and vapor retarder membranes, use cradle, pad or
base type screed supports which will not puncture membrane.
2. Staking through membrane is not be permitted.
O. Cleanouts and Access Panels:
1. Provide removable cleanout sections or access panels at bottoms of forms to permit
inspection and effective cleaning of loose dirt, debris and waste material.
2. Clean forms and surfaces against which concrete is to be placed. Remove chips, saw dust
and other debris. Thoroughly blow out forms with compressed air just before concrete is
placed.
3.5 FORM CLEANING
A. Clean forms as erection proceeds, to remove foreign matter within forms.
B. Clean formed cavities of debris prior to placing concrete.
C. Flush with water or use compressed air to remove remaining foreign matter. Ensure that water
and debris drain to exterior through clean -out ports.
D. During cold weather, remove ice and snow from within forms. Do not use de-icing salts. Do not
use water to clean out forms, unless formwork and concrete construction proceed within heated
enclosure. Use compressed air or other means to remove foreign matter.
3.6 FORM REMOVAL
A. Do not remove forms or bracing until concrete has gained sufficient strength to carry its own
weight and imposed loads and removal has been approved by Architect/Engineer.
B. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete
surfaces scheduled for exposure to view.
C. Store removed forms in manner that surfaces to be in contact with fresh concrete will not be
damaged. Discard damaged forms.
D. Leave forms in place for minimum number of days as specified in ACI 347.
3.7 ERECTION TOLERANCES
A. Construct formwork to maintain tolerances required by ACI 318.
B. Camber slabs and beams in accordance with ACI 318.
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3.8 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements, 0170 00 - Execution and Closeout Requirements: Field
inspecting, testing, adjusting, and balancing.
B. Inspect erected formwork, shoring, and bracing to ensure that work is in accordance with
formwork design, and that supports, fastenings, wedges, ties, and items are secure.
C. Notify Engineer after placement of reinforcing steel in forms, but prior to placing concrete.
D. Schedule concrete placement to permit formwork inspection before placing concrete.
3.9 SCHEDULES
A. Basement Walls Not Exposed to View: Site fabricated plywood coated with form oil.
B. Basement Walls Exposed to View: Site fabricated rough sawn lumber.
C. Supported Floor Slabs: Prefabricated glass fiber pan forms, treated for exposed to view finish.
END OF SECTION
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SECTION 03 20 00
CONCRETE REINFORCING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Reinforcing bars.
2. Welded wire fabric.
3. Reinforcement accessories.
B. Related Sections:
1. Section 03 10 00 - Concrete Forming and Accessories.
2. Section 03 30 00 - Cast -In -Place Concrete.
3. Section 03 35 00 - Concrete Finishing: Reinforcement for concrete floor toppings.
1.2 REFERENCES
A. American Concrete Institute:
1. ACI 301 - Specifications for Structural Concrete.
2. ACI 318 - Building Code Requirements for Structural Concrete.
3. ACI 530.1 - Specifications for Masonry Structures.
4. ACI SP-66 - ACI Detailing Manual.
B. ASTM International:
1. ASTM A82/A82M - Standard Specification for Steel Wire, Plain, for Concrete
Reinforcement.
2. ASTM Al84/A184M - Standard Specification for Fabricated Deformed Steel Bar Mats for
Concrete Reinforcement.
3. A185/A185M-07 Standard Specification for Steel Welded Wire Reinforcement, Plain, for
Concrete.
4. ASTM A496/A496M - Standard Specification for Steel Wire, Deformed, for Concrete
Reinforcement.
5. ASTM A497/A497M - Standard Specification for Steel Welded Wire Fabric, Deformed, for
Concrete Reinforcement.
6. ASTM A615/A615M - Standard Specification for Deformed and Plain Billet -Steel Bars for
Concrete Reinforcement.
7. ASTM A704/A704M - Standard Specification for Welded Steel Plain Bar or Rod Mats for
Concrete Reinforcement.
8. ASTM A706/A706M - Standard Specification for Low -Alloy Steel Deformed and Plain Bars
for Concrete Reinforcement.
9. ASTM A767/A767M - Standard Specification for Zinc -Coated (Galvanized) Steel Bars for
Concrete Reinforcement.
10. ASTM A775/A775M - Standard Specification for Epoxy -Coated Steel Reinforcing Bars.
11. ASTM A884/A884M - Standard Specification for Epoxy -Coated Steel Wire and Welded
Wire Reinforcement.
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12. ASTM A934/A934M - Standard Specification for Epoxy -Coated Prefabricated Steel
Reinforcing Bars.
13. ASTM A996/A996M - Standard Specification for Rail -Steel and Axle -Steel Deformed Bars
for Concrete Reinforcement.
C. American Welding Society:
1. AWS D1.4 - Structural Welding Code - Reinforcing Steel.
D. Concrete Reinforcing Steel Institute:
1. CRSI - Manual of Standard Practice.
2. CRSI - Placing Reinforcing Bars.
1.3 SUBMITTALS
A. Section 0122 01 — Electronic Project Management System and 0133 01— Submittal Procedures
EPMS: Requirements for submittals.
B. Shop Drawings: Indicate bar sizes, spacings, locations, and quantities of reinforcing steel and
welded wire fabric, bending and cutting schedules, and supporting and spacing devices.
C. Certificates: Submit AWS qualification certificate for welders employed on the Work.
D. Manufacturer's Certificate: Certify Products meet or exceed ACI 318.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 318.
B. Prepare shop drawings in accordance with ACI SP-66.
C. Perform Work in accordance Owner Standard.
1.5 QUALIFICATIONS
A. Welders: AWS qualified within previous 12 months.
1.6 COORDINATION
A. Section 0130 00 -Administrative Requirements: Coordination and project conditions.
B. Coordinate with placement of formwork, formed openings and other Work.
PART 2 PRODUCTS
A. Reinforcing Steel: ASTM A615/A615M, 60 ksi yield grade, plain or deformed billet bars, epoxy
coated finish.
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B. Deformed Bar Mats: ASTM A184/A184M; fabricated from ASTM A615/A615M or ASTM
A706/A706M; 60 ksi yield strength, steel bars, epoxy coated finish.
2.2 ACCESSORY MATERIALS
A. Tie Wire: Minimum 16 gage annealed type or epoxy coated.
B. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for strength and support of
reinforcement during concrete placement conditions including load bearing pad on bottom to
prevent vapor retarder puncture.
C. Reinforcing Splicing Devices: Mechanical threaded type; full tension and compression sized to fit
joined reinforcing.
D. Epoxy Coating Patching Material: Type as recommended by coating manufacturer.
2.3 FABRICATION
A. Fabricate concrete reinforcement in accordance with ACI 318.
B. Form standard hooks for 180-degree bends, 90 degree bend, stirrup and tie hooks, and seismic
hooks as indicated on Drawings.
C. Form reinforcement bends with minimum diameters in accordance with ACI 318 code.
D. Fabricate column reinforcement with offset bends at reinforcement splices.
E. Form spiral column reinforcement from minimum 3/8 inch diameter continuous plain or
deformed bar or wire.
F. Form ties and stirrups from the following:
1. For bars No. 10 and Smaller: No. 3 deformed bars.
2. For bars No. 11 and Larger: No. 4 deformed bars.
G. Weld reinforcement in accordance with AWS DI A.
H. Galvanized or Epoxy -Coated Reinforcement: Clean surfaces, weld and re -protect welded joint in
accordance with ACI318.
I. Locate reinforcement splices not indicated on Drawings, at point of minimum stress. Review
location of splices with Engineer.
2.4 SHOP FINISHING
A. Galvanized Finish for Steel Bars: ASTM A767/A767M, Class I, hot dip galvanized after
fabrication.
B. Epoxy Coated Finish for Steel Bars: ASTM A775/A775M.
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C. Epoxy Coated Finish for Steel Wire: ASTM A884/A884M; Class A using ASTM A775/A775M.
2.5 SOURCE QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Testing, inspection and analysis requirements.
B. Make completed reinforcement available for inspection at manufacturer's factory prior to
packaging for shipment. Notify Architect/Engineer at least seven days before inspection is
allowed.
C. When fabricator is approved by authority having jurisdiction, submit certificate of compliance
indicating Work performed at fabricator's facility conforms to Contract Documents.
1. Specified shop tests are not required for Work performed by approved fabricator.
PART 3 EXECUTION
3.1 PLACEMENT
A. Place, support and secure reinforcement against displacement. Do not deviate from required
position beyond specified tolerance.
1. Do not weld crossing reinforcement bars for assembly except as permitted by Engineer]
B. Do not displace or damage vapor retarder.
C. Accommodate placement of formed openings.
D. Space reinforcement bars with minimum clear spacing in accordance with ACI 318
1. Where bars are indicated in multiple layers, place upper bars directly above lower bars.
E. Maintain concrete cover around reinforcement in accordance with ACI 318 code as follows:
Reinforcement Location
Minimum Concrete Cover
Footings and Concrete Formed Against Earth
3 inches
Concrete exposed to
earth or weather
No. 6 bars and larger
2 inches
No. 5 bars and smaller
1-1/2 inches
Supported Slabs,
Walls, and Joists
No. 14 bars and larger
1-1/2 inches
No. 11 bars and smaller
3/4 inches
Beams and Columns
1-1/2 inches
Shell and Folded
Plate Members
No. 6 bars and larger
3/4 inches
No. 5 bars and smaller
1/2 inches
3.2 ERECTION TOLERANCES
A. Section 01 40 00 - Quality Requirements: Tolerances.
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B. Install reinforcement within the following tolerances for flexural members, walls, and
compression members:
Reinforcement Depth
Depth Tolerance
Concrete Cover Tolerance
Greater than 8 inches
plus or minus 3/8 inch
minus 3/8 inch
Less than 8 inches
plus or minus 1/2 inch
minus 1/2 inch
C. Install reinforcement within the tolerances specified in ACI 530.1 for foundation walls.
3.3 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements and Section 0170 00 - Execution and Closeout
Requirements: Field inspecting, testing, adjusting, and balancing.
B. Perform field inspection and testing in accordance with Cl 318 code.
C. Provide free access to Work and cooperate with appointed firm.
D. Reinforcement Inspection:
1. Placement Acceptance: Specified and ACI 318 material requirements and specified
placement tolerances.
2. Welding: Inspect welds in accordance with AWS D1.1.
3. Periodic Placement Inspection: Inspect for correct materials, fabrication, sizes, locations,
spacing, concrete cover, and splicing.
4. Weldability Inspection: Inspect for reinforcement weldability when formed from steel other
than ASTM A706/A706M.
5. Continuous Weld Inspection: Inspect reinforcement as required by ACI 318 code.
6. Periodic Weld Inspection: Other welded connections.
3.4 SCHEDULES
A. Reinforcement for Superstructure Framing Members: Deformed bars, unfinished.
B. Reinforcement for Foundation Wall Framing Members and Slab -on -Grade: Deformed bars and
wire fabric, galvanized finish.
C. Reinforcement for Parking Structure Framing Members: Deformed bars, epoxy -coated finish.
END OF SECTION
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SECTION 03 30 00
CAST -IN -PLACE CONCRETE ACI
PART 1 GENERAL
1.1 SUMMARY
A. Section includes:
1.
Formwork and accessories.
2.
Shoring, bracing, and anchorage.
3.
Reinforcing bars.
4.
Welded wire fabric.
5.
Inserts and accessories.
6.
Cast -in -place concrete.
B. Related Sections:
1. Section 3123 16 - Excavation and Fill NC: Excavation for Work of this Section.
1.2 REFERENCES
A. American Concrete Institute:
1. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials.
2. ACI 301 - Specifications for Structural Concrete.
3. ACI 305 - Hot Weather Concreting.
4. ACI 306.1 - Standard Specification for Cold Weather Concreting.
5. ACI 308.1 - Standard Specification for Curing Concrete.
6. ACI 318 - Building Code Requirements for Structural Concrete.
7. ACI 530.1 - Specifications for Masonry Structures.
8. ACI SP-66 - ACI Detailing Manual.
B. American Forest and Paper Association:
1. AF&PA - National Design Specifications for Wood Construction.
C. The Engineered Wood Association:
1. APA/EWA PS 1 - Voluntary Product Standard for Construction and Industrial Plywood.
D. ASTM International:
1. ASTM A184 -Standard Specification for Welded Deformed Steel Bar Mats for Concrete
Reinforcement.
2. ASTM A496 - Standard Specification for Steel Wire, Deformed, for Concrete
Reinforcement.
3. ASTM A615 - Standard Specification for Deformed and Plain Carbon -Steel Bars for
Concrete Reinforcement.
4. ASTM A775 - Standard Specification for Epoxy -Coated Steel Reinforcing Bars.
5. ASTM A884 - Standard Specification for Epoxy -Coated Steel Wire and Welded Wire for
Reinforcement.
6. ASTM A934 - Standard Specification for Epoxy -Coated Prefabricated Steel Reinforcing
Bars.
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7. ASTM C31 - Standard Practice for Making and Curing Concrete Test Specimens in the
Field.
8. ASTM C33 - Standard Specification for Concrete Aggregates.
9. ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete
Specimens.
10. ASTM C42 - Standard Test Method for Obtaining and Testing Drilled Cores and Sawed
Beams of Concrete.
11. ASTM C94 - Standard Specification for Ready -Mixed Concrete.
12. ASTM C 143 - Standard Test Method for Slump of Hydraulic Cement Concrete.
13. ASTM C150 - Standard Specification for Portland Cement.
14. ASTM C172 - Standard Practice for Sampling Freshly Mixed Concrete.
15. ASTM C 173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the
Volumetric Method.
16. ASTM C231 - Standard Test Method for Air Content of Freshly Mixed Concrete by the
Pressure Method.
17. ASTM C260 - Standard Specification for Air -Entraining Admixtures for Concrete.
18. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.
19. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural
Pozzolan for Use in Concrete.
20. ASTM C685 - Standard Specification for Concrete Made By Volumetric Batching and
Continuous Mixing.
21. ASTM C 1017 - Standard Specification for Chemical Admixtures for Use in Producing
Flowing Concrete.
22. ASTM C 1064 - Standard Test Method for Temperature of Freshly Mixed Hydraulic -Cement
Concrete.
23. ASTM C 1107 - Standard Specification for Packaged Dry, Hydraulic -Cement Grout
(Nonshrink).
24. ASTM C1218 - Standard Test Method for Water -Soluble Chloride in Mortar and Concrete.
25. ASTM D994 - Standard Specification for Preformed Expansion Joint Filler for Concrete
(Bituminous Type).
26. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete
Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).
27. ASTM D1752 - Standard Specification for Preformed Sponge Rubber Cork and Recycled
PVC Expansion Joint Fillers for Concrete Paving and Structural Construction.
28. ASTM D3963 - Standard Specification for Fabrication and Jobsite Handling of Epoxy -
Coated Reinforcing Steel Bars.
29. ASTM D6690 - Standard Specification for Joint and Crack Sealants, Hot Applied, for
Concrete and Asphalt Pavements.
30. ASTM E96 - Standard Test Methods for Water Vapor Transmission of Materials.
31. ASTM E1643 - Standard Practice for Selection, Design, Installation and Inspection of Water
Vapor Retarders Used in Contact with Earth or Granular Fill under Concrete Slabs.
32. ASTM E1745 - Standard Specification for Plastic Water Vapor Retarders Used in Contact
with Soil or Granular Fill under Concrete Slabs.
E. American Welding Society:
1. AWS D1.1 -Structural Welding Code -Steel
2. AWS D1.4 - Structural Welding Code - Reinforcing Steel.
F. Concrete Reinforcing Steel Institute:
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1. CRSI - Manual of Standard Practice.
2. CRSI - Placing Reinforcing Bars.
G. West Coast Lumber Inspection Bureau:
1. WCLIB - Standard No. 17 Grading Rules for West Coast Lumber.
1.3 PERFORMANCE REQUIREMENTS
A. Vapor Retarder Permeance: Maximum 0.3 perm when tested in accordance with ASTM E96,
Procedure A.
1.4 SUBMITTALS
A. Section 0122 01 — Electronic Project Management System and Section 0133 01 — Submittal
Procedures EPMS: Submittal procedures.
B. Product Data: Submit data on joint devices, attachment accessories, and admixtures.
C. Shop Drawings: Indicate bar sizes, spacing, locations, and quantities of reinforcing steel and
welded wire fabric, bending and cutting schedules, and supporting and spacing devices.
D. Certificates: Submit AWS qualification certificate for welders employed on the Work.
E. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
1. Submit certified copies of mill test report of reinforcement materials analysis.
F. Concrete Design Data:
1. Submit a concrete mix design for each concrete strength. Submit separate mix designs when
admixtures are required for the following:
a. Hot and cold weather concrete work.
b. Air entrained concrete work.
2. Identify mix ingredients and proportions, including admixtures.
3. Identify chloride content of admixtures and whether or not chloride was added during
manufacture.
G. Manufacturer's Installation Instructions: Submit installation procedures and interface required
with adjacent Work.
H. Project Record Documents: Accurately record actual locations of embedded utilities and
components concealed from view in finished construction.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 318.
B. For wood products furnished for work of this Section, comply with AF&PA.
C. Prepare shop drawings in accordance with ACI SP-66.
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D. Conform to ACI 305 when concreting during hot weather.
E. Conform to ACI 306.1 when concreting during cold weather.
F. Acquire cement and aggregate from one source for Work.
1.6 QUALIFICATIONS
A. Welders: AWS qualified within previous 12 months.
1.7 ENVIRONMENTAL REQUIREMENTS
A. Maintain concrete temperature after installation at minimum 50 degrees F for minimum 7 days.
B. Maintain high early strength concrete temperature after installation at minimum 50 degrees F for
minimum 3 days.
1.8 COORDINATION
A. Coordinate placement of joint devices with erection of concrete formwork and placement of form
accessories.
1.9 DELIVERY, STORAGE, AND HANDLING
A. Section 00 21 13 — Instructions to Bidders: Products storage and handling requirements.
B. Deliver void forms and installation instructions in manufacturer's packaging. Store off ground in
ventilated and protected manner to prevent deterioration from moisture.
PART 2 PRODUCTS
2.1 WOOD FORM MATERIALS
A. Softwood Plywood: APA/EWA PS 1, C Grade, Group 2.
B. Lumber Forms:
1. Application: Use for edge forms and unexposed finish concrete.
2. Boards: 6 inches or 8 inches in width, ship lapped or tongue and groove, "Standard" Grade
Douglas Fir, conforming to WCLIB Standard Grading Rules for West Coast Lumber.
Surface boards on four sides.
C. Plywood Forms:
1. Application: Use for exposed finish concrete.
2. Forms: Conform to PS 1; full size 4 x 8 feet panels; each panel labeled with grade
trademark of APA/EWA.
3. Plywood for Surfaces to Receive Membrane Waterproofing: Minimum of 5/8-inch thick;
APA/EWA `13-13 Plyform Structural I Exterior" grade.
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4. Plywood where "Smooth Finish" is required, as indicated on Drawings: APA/EWA "HD
Overlay Plyform Structural I Exterior" grade, minimum of 3/4-inch thick.
2.2 PREFABRICATED FORMS
A. Manufacturers:
1. Aluma-Systems Inc., Burke Co.
2. Economy Forms Corp.
3. Molded Fiber Glass Concrete Forms Co.
4. Perma Tubes.
5. Sonoco Products Co.
6. Symons Corp. Product Western Forms, Inc.
7. Product Substitutions: Equal per Section 00 21 13 — Instructions to Bidders.
B. 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.
C. 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.
D. Pan Type: Steel or glass fiber of size and profile required.
E. Tubular Column Type: Round, spirally wound laminated fiber material; surface treated with
release agent, non -reusable, sizes as indicated on Drawings.
F. Void Forms: Moisture resistant treated paper faces, biodegradable, structurally sufficient to
support weight of wet concrete mix until initial set; 4 inches thick.
G. Steel Forms: Sheet steel, suitably reinforced and designed for particular use indicated on
Drawings.
H. Form Liners: Smooth, durable, grainless, and non -staining hardboard, unless otherwise indicated
on Drawings.
I. Framing, Studding, and Bracing: Stud or No. 3 structural light framing grade.
2.3 ARCHITECTURAL FORM LINERS
A. Architectural Form Liners: As indicated on Drawings.
2.4 FORMWORK ACCESSORIES
A. Form Ties: Removable type, adjustable length, with waterproofing washer, free of defects
capable of leaving holes larger than 1 inch in concrete surface, and leaving no metal within 1 inch
of exposed surface.
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B. Spreaders: Standard non -corrosive metal form clamp assembly of type acting as spreaders and
leaving no metal within 1 inch of concrete face. Wire ties, wood spreaders, or through bolts are
not permitted.
C. Form Anchors and Hangers:
1. Do not use anchors and hangers exposed concrete leaving exposed metal at concrete surface.
2. Symmetrically arrange hangers supporting forms from structural steel members to minimize
twisting or rotation of member.
3. Penetration of structural steel members is not permitted.
D. Form Release Agent: Colorless mineral oil that will not stain concrete or absorb moisture or
impair natural bonding or color characteristics of coating intended for use on concrete.
1. Manufacturers:
a. Arcal Chemical Corporation, Arcal-80.
b. Industrial Synthetics Company, Synthex.
c. Nox-Crete Company, Nox-Crete Form Coating.
d. Substitutions: EJCDC C-200 - Instructions to Bidders.
E. Corners exposed to view: Fillet and Chamfer; rigid plastic or wood strip type; 3/4 x 3/4 inch size;
maximum possible lengths.
F. Vapor Retarder: Where indicated on Drawings, 6 mil thick polyethylene sheet.
G. Bituminous Joint Filler: ASTM D1751.
H. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Size, strength, and character to maintain
formwork in place while placing concrete.
I. Water Stops: Polyvinyl chloride, minimum 1,750 psi tensile strength, minimum 50 degrees F to
plus 175 degrees F working temperature range, width as shown on Drawings, maximum possible
lengths, ribbed profile, preformed corner sections, heat welded jointing.
2.5 REINFORCEMENT
A. Deformed Reinforcement: ASTM A615; 60 ksi yield strength, steel bars, unfinished or epoxy
coated finish as indicated on Drawings.
B. Welded Deformed Steel Bar Mats: ASTM A184; fabricated from ASTM A615 60 ksi yield
strength, steel bars, unfinished or epoxy coated finish as indicted on Drawings.
C. Steel Welded Wire Reinforcement, Plain, for Concrete: ASTM A185; in flat sheets or coiled
rolls; unfinished or epoxy coated finish as indicated on Drawings.
2.6 REINFORCEMENT ACCESSORIES
A. Tie Wire: Minimum 16 gage annealed type, epoxy coated.
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B. Chairs, Bolsters, Bar Supports, and Spacers: Sized and shaped for strength and support of
reinforcement during concrete placement conditions including load bearing pad on bottom to
prevent vapor retarder puncture.
C. Special Chairs, Bolsters, Bar Supports, Spacers Adjacent to Weather Exposed Concrete Surfaces:
Plastic -coated steel type; size and shape to meet Project conditions.
D. Reinforcing Splicing Devices: Exothermic welding type or mechanical threaded type; full
tension and compression; sized to fit joined reinforcing.
E. Epoxy Coating Patching Material: Type as recommended by coating manufacturer.
2.7 REINFORCEMENT FABRICATION
A. Fabricate concrete reinforcement in accordance with ACI 318.
B. Form standard hooks for 180 degree bends, 90 degree bend, stirrup and tie hooks; and seismic
hooks as indicated on Drawings.
C. Form reinforcement bends with minimum diameters in accordance with ACI 318.
D. Fabricate column reinforcement with offset bends at reinforcement splices.
E. Form spiral column reinforcement from minimum 3/8-inch diameter continuous deformed bar or
wire.
F. Form ties and stirrups from the following:
1. For bars No. 10 and Smaller: No. 3 deformed bars.
2. For bars No. 11 and Larger: No. 4 deformed bars.
G. Weld reinforcement in accordance with AWS D1.4.
H. Epoxy -Coated Reinforcement: Clean surfaces, weld and re -protect welded joint in accordance
with CRSI.
I. Locate reinforcement splices not indicated on Drawings, at point of minimum stress. Review
location of splices with Engineer.
2.8 SHOP FINISHING
A. Epoxy Coated Finish for Steel Bars: ASTM A775; ASTM A934 if coating is applied after
fabrication.
B. Epoxy Coated Finish for Steel Wire: ASTM A884, Class A using ASTM A775; ASTM A934 if
coating is applied after fabrication.
2.9 SOURCE QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Testing, inspection, and analysis requirements.
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B. When fabricator is approved by authority having jurisdiction, submit certificate of compliance
indicating Work performed at fabricator's facility conforms to Contract Documents. Specified
shop tests are not required for Work performed by approved fabricator.
2.10 CONCRETE MATERIALS
A. Cement: ASTM C 150, Type I —Normal, Type IA -Air Entraining, Type II —Moderate, Type IIA
- Air Entraining, or Type V - Sulfate Resistant Portland type.
B. High Early Strength Cement: ASTM C150, Type III or Type III — Air Entraining only when
indicated on Drawings.
C. Normal Weight Aggregates: ASTM C33.
1. Coarse Aggregate Maximum Size: In accordance with ACI 318.
D. Water: ACI 318; potable, without deleterious amounts of chloride ions.
2.11 CONCRETE ADMIXTURES
A. Manufacturers:
1. Degussa Admixtures, Inc. (Master Builders).
2. Euclid Chemical Co.
3. Fritzpak Concrete Admixtures Co.
4. Grace Construction Products.
5. Larsen Products Corp.
6. L & M Construction Chemicals.
7. Sika Chemical Co.
8. W. R. Meadows Inc.
9. Substitutions: Section 00 21 13 [ 14] - Instructions to Bidders.
B. Air Entrainment: ASTM C260.
C. Chemical: ASTM C494:
1. Type A - Water Reducing.
2. Type B — Retarding.
3. Type C — Accelerating.
4. Type D - Water Reducing and Retarding.
5. Type E - Water Reducing and Accelerating.
6. Type F - Water Reducing, High Range.
7. Type G - Water Reducing, High Range and Retarding.
D. Fly Ash: ASTM C618, Class F or C.
E. Plasticizing: ASTM C1017, Type I -Plasticizing or Type II -Plasticizing and retarding.
2.12 CONCRETE ACCESSORIES
A. Bonding Agent:
1. Not exposed to water after placement: Polyvinyl Acetate.
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2. Exposed to water after placement: Latex emulsion or epoxy adhesive.
B. Vapor Retarder: ASTM E1745 Class A; 6 mil thick clear polyethylene film; type recommended
for below grade application. Furnish joint tape recommended by manufacturer.
C. Non -Shrink Grout: ASTM C 1107, Grade A or B; premixed compound consisting of non-metallic
aggregate, cement, water reducing and plasticizing agents; capable of developing minimum
compressive strength of 4,000 psi in 3 days and 7,000 psi in 28 days.
2.13 JOINT DEVICES AND FILLER MATERIALS
A. Joint Filler: ASTM D1751 or ASTM D994; Preformed asphalt impregnated fiberboard or felt,
thickness as indicated on Drawings; tongue and groove profile.
B. Sealant: ASTM D6690, Type III.
2.14 CONCRETE MIX
A. Provide concrete to the following criteria:
Material and Property
Measurement
Type 1
Type 2
Compressive Strength (28 day)
4,500 psi
4,500 psi
Cement Type
ASTM C150
ASTM 150
Cement Content (minimum)
639 pounds/cu yd
639 pounds/cu yd
Aggregate Type
Rounded, normal weight
Angular, normal weight
Water -Cement Ratio (maximum)
0.381 by weight
0.425 by weight
Air Content (plus or minus 1.0 percent)
5.5
6.0
Admixtures
As required
As required
Fly Ash Content (percent of
cementitious materials by weight)
25 maximum
25 maximum
Slump (plus or minus 1 inch)
3.5 before admixtures
3.5 before admixtures
B. Admixtures: Include admixture types and quantities indicated in concrete mix designs only when
approved by Engineer.
1. Use accelerating admixtures in cold weather. Use of admixtures will not relax cold weather
placement requirements.
2. Do not use calcium chloride or admixtures containing calcium chloride.
3. Use set retarding admixtures during hot weather.
4. Add air entrainment admixture to concrete mix for work exposed to freezing and thawing or
deicing chemicals.
5. For concrete exposed to deicing chemicals, limit fly ash to less than 25 percent of the
combined weight of cement and fly ash.
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C. Ready Mixed Concrete: Mix and deliver concrete in accordance with ASTM C94.
D. Site Mixed Concrete: Mix concrete in accordance with ACI 318.
2.15 CURING COMPOUNDS
A. Membrane Curing Compound: ASTM C309 Type 1, Class B.
1. Manufacturers:
a. Degussa Admixtures, Inc., Confilm.
b. Euclid Chemical Co., Kurez W VOX.
c. W. R. Meadows, Inc., I I00-Clear Series.
d. Substitutions: Equal per Section 00 21 13[14] - Instructions to Bidders.
B. Water: Potable, not detrimental to concrete.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Coordination and project conditions.
B. Verify requirements for concrete cover over reinforcement.
C. Verify anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately
placed, positioned securely, and will not interfere with placing concrete.
3.2 PREPARATION
A. Prepare previously placed concrete by cleaning with steel brush and applying bonding agent.
Remove laitance, coatings, and unsound materials.
B. In locations where new concrete is doweled to existing work, drill holes in existing concrete,
insert steel dowels and pack solid with epoxy.
C. Remove debris and ice from formwork, reinforcement, and concrete substrates.
D. Remove water from areas receiving concrete before concrete is placed.
E. Earth Forms:
1. Trench earth forms neatly, accurately, and at least 2 inches wider than footing widths
indicated on Drawings.
2. Trim sides and bottom of earth forms.
3. Construct wood edge strips at top of each side of trench to secure reinforcing and prevent
trench from sloughing.
4. Form sides of footings where earth sloughs.
5. Tamp earth forms firm and clean forms of debris and loose material before depositing
concrete.
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F. Formwork - General:
1. Provide top form for sloped surfaces steeper than 1.5 horizontal to 1 vertical to hold shape of
concrete during placement, unless it can be demonstrated that top forms can be omitted.
2. Construct forms to correct shape and dimensions, mortar -tight, braced, and of sufficient
strength to maintain shape and position under imposed loads from construction operations.
3. Camber forms where necessary to produce level finished soffits unless otherwise shown on
Drawings.
4. Carefully verify horizontal and vertical positions of forms. Correct misaligned or misplaced
forms before placing concrete.
5. Complete wedging and bracing before placing concrete.
G. Forms for Smooth Finish Concrete:
1. Use steel, plywood or lined board forms.
2. Use clean and smooth plywood and form liners, uniform in size, and free from surface and
edge damage capable of affecting resulting concrete finish.
3. Install form lining with close -fitting square joints between separate sheets without springing
into place.
4. Use full size sheets of form lines and plywood wherever possible.
5. Tape joints to prevent protrusions in concrete.
6. Use care in forming and stripping wood forms to protect corners and edges.
7. Level and continue horizontal joints.
8. Keep wood forms wet until stripped.
H. Architectural Form Liners:
1. Erect architectural side of formwork first.
2. Attach form liner to forms before installing form ties.
3. Install form liners square and straight, with joints and pattern aligned.
4. Seal form liner joints to prevent grout leaks.
5. Dress joints and edges to match form liner pattern and texture.
I. Forms for Surfaces to Receive Membrane Waterproofing: Use plywood or steel forms. After
erection of forms, tape form joints to prevent protrusions in concrete.
Framing, Studding and Bracing:
1. Size framing, bracing, centering, and supporting members with sufficient strength to
maintain shape and position under imposed loads from construction operations.
2. Distribute bracing loads over base area on which bracing is erected.
3. When placed on ground, protect against undermining, settlement, or accidental impact.
K. Erect formwork, shoring, and bracing to achieve design requirements in accordance with
requirements of ACI 318.
L. Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete
during stripping. Permit removal of remaining principal shores.
M. Obtain Engineer's approval before framing openings in structural members not indicated on
Drawings.
N. Install fillet and chamfer strips on external corners of exposed corners.
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O. Install void forms in accordance with manufacturer's recommendations.
P. Do not reuse wood formwork with damaged faces or edges for concrete surfaces to be exposed to
view. Do not patch formwork.
3.3 APPLICATION - FORM RELEASE AGENT
A. Apply form release agent on formwork in accordance with manufacturer's recommendations.
B. Apply prior to placement of reinforcing steel, anchoring devices, and embedded items.
C. Do not apply form release agent where concrete surfaces are indicated to receive special finishes
or applied coverings that are affected by agent. Soak inside surfaces of untreated forms with
clean water. Keep surfaces coated prior to placement of concrete.
D. Reuse and Coating of Forms: Thoroughly clean forms and reapply form coating before each
reuse. For exposed work, do not reuse forms with damaged faces or edges. Apply form coating
to forms in accordance with manufacturer's specifications. Do not coat forms for concrete
indicated to receive "scored finish". Apply form coatings before placing reinforcing steel.
3.4 INSTALLATION - INSERTS, EMBEDDED PARTS, AND OPENINGS
A. Install formed openings for items to be embedded in or passing through concrete work.
B. Locate and set in place items required to be cast directly into concrete.
C. Coordinate with Work of other sections in forming and placing openings, slots, reglets, recesses,
sleeves, bolts, anchors, other inserts, and components of other Work.
D. Install accessories straight, level, and plumb. Ensure items are not disturbed during concrete
placement.
E. Install water stops continuous without displacing reinforcement. Heat seal joints watertight.
F. Provide temporary ports or openings in formwork where required to facilitate cleaning and
inspection. Locate openings at bottom of forms to allow flushing water to drain.
G. Close temporary openings with tight fitting panels, flush with inside face of forms, and neatly
fitted so joints will not be apparent in exposed concrete surfaces.
H. Form Ties:
1. Use sufficient strength and sufficient quantity to prevent spreading of forms.
2. Place ties at least 1 inch away from finished surface of concrete.
3. Leave inner rods in concrete when forms are stripped.
4. Space form ties equidistant, symmetrical, and aligned vertically and horizontally unless
otherwise shown on Drawings.
5. Set with waterstops.
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I. Arrangement: Arrange formwork to allow proper erection sequence and to permit form removal
without damage to concrete.
Construction Joints:
1. Install surfaced pouring strip where construction joints intersect exposed surfaces to provide
straight line at joints.
2. Just prior to subsequent concrete placement, remove strip and tighten forms to conceal
shrinkage.
3. Show no overlapping of construction joints. Construct joints to present same appearance as
butted plywood joints.
4. Arrange joints in continuous line straight, true and sharp.
K. Embedded Items:
1. Make provisions for pipes, sleeves, anchors, inserts, reglets, anchor slots, nailers, water
stops, and other features.
2. Do not embed wood or uncoated aluminum in concrete.
3. Obtain installation and setting information for embedded items furnished under other
Specification sections.
4. Securely anchor embedded items in correct location and alignment prior to placing concrete.
5. Verify conduits and pipes, including those made of coated aluminum, meet requirements of
ACI 318 for size and location limitations.
L. Openings for Items Passing Through Concrete:
1. Frame openings in concrete where indicated on Drawings. Establish exact locations, sizes,
and other conditions required for openings and attachment of work specified under other
sections.
2. Coordinate work to avoid cutting and patching of concrete after placement.
3. Perform cutting and repairing of concrete required as result of failure to provide required
openings.
M. Screeds:
1. Set screeds and establish levels for tops of concrete slabs and levels for finish on slabs.
2. Slope slabs to drain where required or as shown on Drawings.
3. Before depositing concrete, remove debris from space to be occupied by concrete and
thoroughly wet forms. Remove freestanding water.
N. Screed Supports:
1. For concrete over waterproof membranes and vapor retarder membranes, use cradle, pad, or
base type screed supports which will not puncture membrane.
2. Staking through membrane is not permitted.
O. Cleanouts and Access Panels:
Provide removable cleanout sections or access panels at bottoms of forms to permit
inspection and effective cleaning of loose dirt, debris, and waste material.
Clean forms and surfaces against which concrete is to be placed. Remove chips, saw dust
and other debris. Thoroughly blow out forms with compressed air just before concrete is
placed.
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A. Clean forms as erection proceeds to remove foreign matter within forms.
B. Clean formed cavities of debris prior to placing concrete.
C. Flush with water or use compressed air to remove remaining foreign matter. Ensure that water
and debris drain to exterior through clean -out ports.
D. During cold weather, remove ice and snow from within forms. Do not use de-icing salts. Do not
use water to clean out forms unless formwork and concrete construction proceed within heated
enclosure. Use compressed air or other means to remove foreign matter.
3.6 FORM REMOVAL
A. Do not remove forms or bracing until concrete has gained sufficient strength to carry its own
weight and imposed loads or removal has been approved by Engineer.
B. Leave forms in place for minimum number of days as specified in ACI 347.
C. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete
surfaces scheduled for exposure to view.
D. Store removed forms in manner that surfaces to be in contact with fresh concrete will not be
damaged. Discard damaged forms.
E. Twist ties off, point and patch holes with non -shrink grout within 48 hours of form removal.
3.7 ERECTION TOLERANCES
A. Tolerances: Construct formwork to produce completed concrete surfaces within construction
tolerances specified in ACI 117.
B. Camber slabs and beams in accordance with ACI 318.
3.8 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.
B. Inspect erected formwork, shoring, and bracing to ensure that work is in accordance with
formwork design, and that supports, fastenings, wedges, ties, and items are secure.
C. Notify Engineer after placement of reinforcing steel in forms but prior to placing concrete.
D. Schedule concrete placement to permit formwork inspection before placing concrete.
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A. Place, support, and secure reinforcement against displacement. Do not deviate from required
position beyond specified tolerance.
1. Do not weld crossing reinforcement bars for assembly except as permitted by Engineer.
B. Do not displace or damage vapor retarder.
C. Accommodate placement of formed openings.
D. Space reinforcement bars with minimum clear spacing in accordance with ACI 318.
E. Maintain concrete cover around reinforcement as indicated in Drawings with a minimum cover as
follows:
Reinforcement Location
Minimum Concrete Cover
Footings and concrete formed against earth
3 inches
Concrete exposed to
earth or weather
No. 6 bars and larger
2 inches
No. 5 bars and smaller
1-1/2 inches
Supported slabs, walls,
and joists
No. 14 bars and larger
1-1/2 inches
No. 11 bars and smaller
3/4-inch
Beams and columns
1-1/2 inches
Shell and folded plate
members
.6bars and larger
3/4-inch
[No. 5 bars and smaller
1/2-inch
F. Splice reinforcing only where indicated on Drawings or approved by Engineer. Splice in
accordance with splicing device manufacturer's instructions.
3.10 ERECTION TOLERANCES
A. Section 0140 00 - Quality Requirements: Tolerances.
B. Install reinforcement within the following tolerances for flexural members, walls, and
compression members:
Reinforcement Depth
Depth Tolerance
Concrete Cover Tolerance
Greater than 8 inches
Plus or minus 3/8-inch
Minus 3/8-inch
Less than 8 inches
Plus or minus 1/2-inch
Minus 1/2-inch
C. Install reinforcement within the tolerances specified in ACI 530.1 for foundation walls.
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[camf N „1_XG-10e;[ 01► e: VJY0,
A. Place concrete in accordance with ACI 318.
B. Notify testing laboratory and Engineer minimum 48 hours prior to commencement of operations.
C. Ensure reinforcement, inserts, embedded parts, formed expansion, and contraction joints are not
disturbed during concrete placement.
D. Install vapor retarder under interior slabs on grade in accordance with ASTM E1643. Lap joints
minimum 6 inches and seal watertight by taping edges and ends.
E. Repair vapor retarder damaged during placement of concrete reinforcing. Repair with vapor
retarder material; lap over damaged areas minimum 6 inches and seal watertight.
F. Separate slabs on grade from vertical surfaces with 1/2 inch thick joint filler.
G. Place joint filler in slab pattern placement sequence. Set top to required elevations. Secure to
resist movement by wet concrete.
H. Extend joint filler from bottom of slab to within 1/2 inch of finished slab surface.
I. Install construction joint devices incoordination with slab pattern placement sequence. Set top to
required elevations. Secure to resist movement by wet concrete.
J. Install joint device anchors. Maintain correct position to allow joint cover to be flush with floor
and wall finish.
K. Install joint covers in longest practical length, when adjacent construction activity is complete.
L. Deposit concrete at final position. Prevent segregation of mix.
M. Place concrete in continuous operation for each panel or section determined by predetermined
joints.
N. Consolidate concrete.
O. Maintain records of concrete placement. Record date, location, quantity, air temperature, and test
samples taken. Keep records on site in Contractor's office or file with Engineer.
P. Place concrete continuously between predetermined expansion, control, and construction joints.
Q. Do not interrupt successive placement; do not permit cold joints to occur.
R. Place floor slabs in pattern indicated.
S. Saw cut joints prior to concrete set. Thickness and depth as indicated on Drawings
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T. Screed floors and slabs on grade level, maintaining surface flatness of maximum 1/4 inch in 10
feet.
3.12 SEPARATE FLOOR TOPPINGS
A. Prior to placing floor topping, roughen substrate concrete surface and remove deleterious
material. Broom and vacuum clean.
B. Place required dividers, edge strips, reinforcing and other items to be cast in.
C. Apply bonding agent to substrate.
D. Place concrete floor toppings to required lines and levels.
E. Screed toppings level, maintaining surface flatness of maximum 1/8 inch in 10 feet.
3.13 CONCRETE FINISHING
A. Provide formed concrete surfaces to be left exposed smooth rubbed, sand float, or sack rubbed
finish as indicated on Drawings.
B. Finish concrete floor surfaces in accordance with ACI 318.
C. Steel trowel surfaces which are indicated to be exposed.
D. In areas with floor drains, maintain floor elevation at walls; pitch surfaces uniformly to drains at
1/8 inch per foot nominal or as indicated on Drawings.
3.14 CURING AND PROTECTION
A. Immediately after placement, protect concrete from premature drying, excessively hot or cold
temperatures, and mechanical injury.
B. Protect concrete footings from freezing for minimum five days.
C. Maintain concrete with minimal moisture loss at relatively constant temperature for period
necessary for hydration of cement and hardening of concrete.
D. Cure concrete in accordance with ACI 308.1 using method approved by Engineer.
E. Maintain 100 percent coverage over floor slab areas continuously for seven days.
3.15 FIELD QUALITY CONTROL
A. Section 01 40 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.
B. Perform field inspection and testing in accordance with ACI 318.
C. Provide free access to Work and cooperate with appointed firm.
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D. Reinforcement Inspection:
1. Placement Acceptance: Specified and ACI 318 material requirements and specified
placement tolerances.
2. Welding: Inspect welds in accordance with AWS D1.1.
3. Periodic Placement Inspection: Inspect for correct materials, fabrication, sizes, locations,
spacing, concrete cover, and splicing.
4. Continuous Weld Inspection: Inspect reinforcement as required by ACI 318.
5. Periodic Weld Inspection: Other welded connections.
E. Concrete Inspections:
1. Continuous Placement Inspection: Inspect for proper installation procedures.
2. Periodic Curing Inspection: Inspect for specified curing temperature and procedures.
F. Strength Test Samples:
1. Sampling Procedures: ASTM C172.
2. Cylinder Molding and Curing Procedures: ASTM C31, cylinder specimens, standard cured
or field cured.
3. Sample concrete and make one set of 4 cylinders for every 50 cubic yards or less of each
class of concrete placed each day and for every 5,000 square feet of surface area for slabs
and walls.
4. When volume of concrete for any class of concrete would provide less than five sets of
cylinders, take samples from five randomly selected batches or from every batch when less
than five batches are used.
G. Field Testing:
1. Slump Test Method: ASTM C143.
2. Air Content Test Method: ASTM C 173 or ASTM C231.
3. Temperature Test Method: ASTM C 1064.
4. Measure slump and temperature for each compressive strength concrete sample.
5. Measure air content in air entrained concrete for each compressive strength concrete sample.
H. Cylinder Compressive Strength Testing:
1. Test Method: ASTM C39.
2. Test Acceptance: In accordance with ACI 318.
3. Test one cylinder at 7 days.
4. Test one cylinder at 14 days.
5. Test one cylinder at 28 days.
6. Retain one cylinder for testing when requested by Engineer.
7. Dispose remaining cylinders when testing is not required.
I. Core Compressive Strength Testing:
1. Sampling and Testing Procedures: ASTM C42.
2. Test Acceptance: In accordance with ACI 318.
3. Drill three cores for each failed strength test from concrete represented by failed strength
test.
Water Soluble Chloride Ion Concentration Test Method: ASTM C1218; tested at 28 days.
1. Maximum Concentration: As permitted by applicable code.
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K. Maintain records of concrete placement. Record date, location, quantity, air temperature, and test
samples taken.
3.16 PATCHING
A. Allow Engineer to inspect concrete surfaces immediately upon removal of forms.
B. Excessive honeycomb or embedded debris in concrete is not acceptable. Notify Engineer upon
discovery.
C. Patch imperfections as directed by Engineer in accordance with ACI 318.
3.17 DEFECTIVE CONCRETE
A. Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances,
or specified requirements.
B. Repair or replacement of defective concrete will be determined by Engineer.
C. Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of
Engineer for each individual area.
3.18 SCHEDULE - CONCRETE TYPES AND FINISHES
A. Foundation Walls: 4,000 psi 28 day concrete, form finish with honeycomb filled surface.
B. Underside of Supported Floors and Structure Exposed to View: 4,000 psi, 28-day concrete, sack
rubbed finish.
C. Exposed Portico Structure: 4,000 psi 28 day concrete, air entrained, smooth stone rubbed finish.
3.19 SCHEDULE REINFORCEMENT
A. Reinforcement for Superstructure Framing Members: Deformed bars, unfinished.
B. Reinforcement for Foundation Wall Framing Members and Slab -on -Grade: Deformed bars and
wire fabric, epoxy coated finish.
C. Reinforcement for Parking Structure Framing Members: Deformed bars, epoxy -coated finish.
END OF SECTION
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SECTION 03 35 00
CONCRETE FINISHING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Finishing concrete floors.
2. Floor surface treatment.
B. Related Sections:
1. Section 03 30 00 - Cast -In -Place Concrete: Prepared concrete floors ready to receive
finish; control and formed expansion and contraction joints and joint devices.
2. Section 03 39 00 - Concrete Curing.
1.2 REFERENCES
A. American Concrete Institute:
1. ACI 301 - Specifications for Structural Concrete.
2. ACI 302.1 - Guide for Concrete Floor and Slab Construction.
B. ASTM International:
1. ASTM E1155 - Standard Test Method for Determining Floor Flatness and of
Levelness Using the F-number System.
C. California Department of Health Services:
1. CA/DHS/EHLB/R-174 - Standard Practice for the Testing of Volatile Organic
Emissions from Various Sources Using Small -Scale Environmental Chambers,
including 2004 Addenda.
1.3 SUBMITTALS
A. Section 0122 01 —Electronic Project Management System and 0133 01 —Submittal Procedures
EPMS: Requirements for submittals.
B. Product Data: Submit data on concrete hardener, sealer, curing compounds, curing papers and slip
resistant treatment, compatibilities, and limitations.
1.4 CLOSEOUT SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Closeout procedures.
B. Operation and Maintenance Data: Submit data on maintenance renewal of applied coatings.
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1.5 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 301, ACI 318 and ACI 302.1.
B. Perform Work in accordance with Owner.
C. Maintain one copy of each document on site.
1.6 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing Products specified in this section with
minimum three years' documented experience.
B. Installer: Company specializing in performing work of this with minimum three years'
documented experience.
1.7 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials in manufacturer's packaging including application instructions.
1.8 ENVIRONMENTAL REQUIREMENTS
1.9 COORDINATION
A. Section 0130 00 - Administrative Requirements: Coordination and project conditions.
B. Coordinate the Work with concrete floor placement and concrete floor curing.
PART 2 PRODUCTS
2.1 COMPOUNDS - HARDENERS AND SEALERS
A. Hardener: To be submitted to Engineer for approval prior to use.
2.2 SLIP RESISTANT TREATMENT
A. Slip Resistant Finish: To be submitted to Engineer for approval prior to use.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Coordination and project conditions.
B. Verify floor surfaces are acceptable to receive the Work of this section.
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91�016141»I1►1LI:II [M
A. Finish concrete floor surfaces in accordance with ACI 301 and ACI 302.1.
B. Steel trowel surfaces which are indicated to be exposed.
C. In areas with floor drains, maintain design floor elevation at walls; slope surfaces uniformly to
drains as indicated on Drawings.
3.3 FLOOR SURFACE TREATMENT
A. Apply dry shake or liquid hardener as scheduled on floor surfaces.
B. Apply slip resistant finish as scheduled on floor surfaces.
C. Apply sealer as scheduled on floor surfaces.
3.4 TOLERANCES
A. Section 0140 00 - Quality Requirements: Tolerances.
B. Maximum Variation of Surface Flatness for Exposed Concrete Floors: 1/8 inch in 10 ft.
C. Measure for F(F) and F(L) tolerances for floors in accordance with ASTM El 155, within 48
hours after slab installation.
D. Finish concrete to achieve the following tolerances:
1. Correct slab surface when actual F(F) or F(L) number for floor installation measures
less than required.
E. Correct defects in defined traffic floor by grinding or removal and replacement of defective
Work. Areas requiring corrective Work will be identified. Re -measure corrected areas by
same process.
END OF SECTION
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SECTION 03 39 00
CONCRETE CURING
PART 1 GENERAL
1.1 SUMMARY
A. Section includes initial and final curing of horizontal and vertical concrete surfaces.
B. Related Sections:
1. Section 03 30 00 - Cast -In -Place Concrete.
2. Section 03 35 00 - Concrete Finishing.
1.2 REFERENCES
A. American Concrete Institute:
1. ACI 301 - Specifications for Structural Concrete.
2. ACI 302.1 - Guide for Concrete Floor and Slab Construction.
3. ACI 308.1 - Standard Specification for Curing Concrete.
4. ACI 318 - Building Code Requirements for Structural Concrete.
B. ASTM International:
1. ASTM C 171 - Standard Specification for Sheet Materials for Curing Concrete.
2. ASTM C309 - Standard Specification for Liquid Membrane -Forming Compounds for
Curing Concrete.
3. ASTM C 1315 - Standard Specification for Liquid Membrane -Forming Compounds Having
Special Properties for Curing and Sealing Concrete.
4. ASTM D2103 - Standard Specification for Polyethylene Film and Sheeting.
1.3 SUBMITTALS
A. Section 0122 01 —Electronic Project Management System and 01 33 01 —Submittal Procedures
EPMS: Requirements for submittals.
B. Product Data: Submit data on curing compounds, mats, paper, film, compatibilities, and
limitations.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 318.
B. Perform Work in accordance with Owner's Standard.
C. Maintain one copy of each document on site.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver curing materials in manufacturer's packaging including application instructions.
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A. Membrane Curing Compound: ASTM C309, Type I.
1. Manufacturers:
a. To be approved by Engineer.
B. Water: Potable, not detrimental to concrete.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 -Administrative Requirements: Coordination and project conditions.
B. Verify substrate surfaces are ready to be cured.
3.2 INSTALLATION - HORIZONTAL SURFACES
A. Cure concrete in accordance with ACI 308.1 and approved by Engineer.
B. Spraying: Spray water over floor slab areas and maintain wet for 7 days.
3.3 INSTALLATION - VERTICAL SURFACES
A. Cure concrete in accordance with ACI 308.1 and as approved by Engineer.
B. Spraying: Spray water over surfaces and maintain wet for 7 days.
3.4 PROTECTION OF FINISHED WORK
A. Section 0170 00 - Execution and Closeout Requirements: Protecting finished Work.
B. Do not permit traffic over unprotected floor surface.
3.5 SCHEDULES
A. Storage Area Slabs: Absorptive mats, burlap -polyethylene type.
B. Retaining Walls: Membrane curing compound, acrylic type, clear color.
C. Concrete Pavement: Membrane curing compound, opaque color.
D. Other Floor Areas: Membrane curing compound, acrylic type, translucent color.
END OF SECTION
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SECTION 03 60 00
GROUTING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Portland cement grout.
2. Rapid curing epoxy grout.
3. Non -shrink cementitious grout.
1.2 REFERENCES
A. American Concrete Institute:
1. ACI 301 - Specifications for Structural Concrete.
2. ACI 318 - Building Code Requirements for Structural Concrete.
B. American Society of Testing and Materials:
1. ASTM C33 - Standard Specification for Concrete Aggregates.
2. ASTM C40 - Test Method for Organic Impurities in Fine Aggregates for Concrete.
3. ASTM C 150 - Standard Specification for Portland Cement.
4. ASTM C191 - Test Method for Time of Setting of Hydraulic Cement by Vicat
Needle.
5. ASTM C307 - Test Method for Tensile Strength of Chemical -Resistant Mortar,
Grouts, and Monolithic Surfacings.
6. ASTM C531 - Test Method for Linear Shrinkage and Coefficient of Thermal
Expansion of Chemical -Resistant Mortars, Grouts, Monolithic Surfacings, and
Polymer Concretes.
7. ASTM C579 - Test Method for Compressive Strength of Chemical -Resistant
Mortars, Grouts, monolithic Surfacings and Polymer Concretes.
8. ASTM C827 - Test Method for Change in Height at Early Ages of Cylindrical
Specimens from Cementitious Mixtures.
C. U. S. Army Corps of Engineers Concrete Research Division (CRD):
1. CRD C621 - Non -Shrink Grout.
1.3 SUBMITTALS
A. Section 0122 01 —Electronic Project Management System and 0133 01 —Submittal Procedures
EPMS: Requirements for submittals.
B. Product Data: Submit product data on grout and installation method.
C. Manufacturer's Installation Instructions: Submit manufacturer's instructions for mixing, handling,
surface preparation and placing epoxy type and non -shrink type grouts.
D. Manufacturer's Certificate: Certify Products meets or exceeds AC1318.
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1.4 QUALITY ASSURANCE
A. Perform Work in accordance Owner's standard.
B. Maintain one copy of each document on site.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver grout in manufacturer's unopened containers with proper labels intact.
B. Store grout in a dry shelter, protect from moisture.
1.6 ENVIRONMENTAL REQUIREMENTS
A. Do not perform grouting if temperatures exceed 50 degrees F.
B. Maintain minimum temperature of required by manufacturer before, during, and after grouting,
until grout has set.
PART 2 PRODUCTS
2.1 PORTLAND CEMENT GROUT MATERIALS
A. Portland Cement: ASTM C150, Type I and 11.
B. Water:
1. Potable; containing no impurities, suspended particles, algae or dissolved natural
salts in quantities capable of causing:
a. Corrosion of steel.
b. Volume change increasing shrinkage cracking.
C. Efflorescence.
d. Excess air entraining.
C. Fine Aggregate:
1. Washed natural sand.
2. Gradation in accordance with ASTM C33 and represented by smooth granulometric
curve within required limits.
3. Free from injurious amounts of organic impurities as determined by ASTM C40.
D. Mix:
1. Portland cement, sand and water. Do not use ferrous aggregate or staining
ingredients in grout mixes.
2.2 RAPID CURING EPDXY GROUT
A. Furnish materials in accordance with Owner's standards and as approved by Engineer.
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B. Rapid Curing Epoxy Grout: High strength, three component epoxy grout formulated with
thermosetting resins and inert fillers. Rapid -curing, high adhesion, and resistant to ordinary
chemicals, acids and alkalis.
Property
Test
Result
Compressive Strength
ASTM C579
12,000 psi at 7 days
Tensile Strength
ASTM C307
2,000 psi minimum
Coefficient of Expansion
ASTM C531
30x10-6 in per degree F
Shrinkage
ASTM C827
None
2.3 NON -SHRINK CEMENTITIOUS GROUT
A. Furnish materials in accordance with Furnish materials in accordance with Owner's standards and
as approved by Engineer.
B. Non -shrink Cementitious Grout: Pre -mixed ready for use formulation requiring only addition of
water; non -shrink, non -corrosive, non-metallic, non -gas forming, no chlorides.
C. Properties: Certified to maintain initial placement volume or expand after set and meet the
following minimum properties when tested in accordance with CRD-C621, for Type D non -
shrink grout:
Property
Test
Time
Result
Setting Time
ASTM C 191
Initial
2 hours A rox
Final
3 hours A rox
Expansion
0.10% - 0.4% Maximum
Compressive Strength
CRD-C621
1 day
4,000 psi
7 days
7,000 psi
28 days
10,000 psi to 10,800 psi
2.4 FORMWORK
A. Refer to Section 03 10 00 for formwork requirements.
2.5 CURING
A. Prevent rapid loss of water from grout during first 48 hours by use of approved membrane curing
compound or with use of wet burlap method.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
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B. Verify areas to receive grout.
3.2 PREPARATION
A. Remove defective concrete, laitance, dirt, oil, grease and other foreign material from concrete
surfaces by brushing, hammering, chipping or other similar means until sound, clean
concrete surface is achieved.
B. Rough concrete lightly, but not enough to interfere with placement of grout.
C. Remove foreign materials from metal surfaces in contact with grout.
D. Align, level and maintain final positioning of components to be grouted.
E. Saturate concrete surfaces with clean water; remove excess water, leave none standing.
3.3 INSTALLATION - FORMWORK
A. Construct leakproof forms anchored and shored to withstand grout pressures.
B. Install formwork with clearances to permit proper placement of grout.
3.4 MIXING
A. Portland Cement Grout:
1. Use proportions of 2 parts sand and I part cement, measured by volume.
2. Prepare grout with water to obtain consistency to permit placing and packing.
3. Mix water and grout in two steps; pre -mix using approximately 2/3 of water; after
partial mixing, add remaining water to bring mix to desired placement consistency
and continue mixing 2 to 3 minutes.
4. Mix only quantities of grout capable of being placed within 30 minutes after mixing.
5. Do not add additional water after grout has been mixed.
6. Capable of developing minimum compressive strength of 2400 psi in 48 hours and
7000 psi in 28 days.
B. Mix grout components in proximity to work area and transport mixture quickly and in manner not
permitting segregation of materials.
3.5 PLACING GROUT
A. Place grout material quickly and continuously.
B. Do not use pneumatic -pressure or dry -packing methods.
C. Apply grout from one side only to avoid entrapping air.
D. Do not vibrate placed grout mixture, or permit placement when area is being vibrated by nearby
equipment.
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E. Thoroughly compact final installation and eliminate air pockets.
F. Do not remove leveling shims for at least 48 hours after grout has been placed.
3.6 CURING
A. Immediately after placement, protect grout from premature drying, excessively hot or cold
temperatures, and mechanical injury.
B. After grout has attained its initial set, keep damp for minimum of 3 days.
3.7 FIELD QUALITY CONTROL
A. Section 01 40 00 - Quality Requirement 01 70 00 - Execution and Closeout Requirements: Field
inspecting, testing, adjusting, and balancing.
B. Field inspection testing will be performed in accordance with ACI 318 and under provisions of
Section 0140 00 - Quality Requirements.
C. Submit proposed mix design of each class of grout Engineer for review prior to commencement
of work.
D. Tests of grout components may be performed to ensure conformance with specified requirements.
END OF SECTION
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��N

SECTION 05 50 00
METAL FABRICATIONS
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Shop -fabricated metal items.
2. Loose steel lintels.
3. Ledge and shelf angles.
4. Elevator sill angles, hoist beams, and divider beams.
5. Channel door frames.
6. Structural supports for miscellaneous attachments.
7. Stair nosings.
B. Related Requirements:
1. Section 03 30 00 - Cast -in -Place Concrete: Execution requirements for embedded anchors
and attachments for metal fabrications specified by this Section in concrete.
1.2 REFERENCE STANDARDS
A. Aluminum Association:
1. AA DAF-45 - Designation System for Aluminum Finishes.
B. American Architectural Manufacturers Association:
1. AAMA 611 - Voluntary Specification for Anodized Architectural Aluminum.
2. AAMA 2603 - Voluntary Specification, Performance Requirements and Test Procedures for
Pigmented Organic Coatings on Aluminum Extrusions and Panels.
3. AAMA 2604 - Voluntary Specification, Performance Requirements and Test Procedures for
High Performance Organic Coatings on Aluminum Extrusions and Panels.
4. AAMA 2605 - Voluntary Specification, Performance Requirements and Test Procedures for
Superior Performing Organic Coatings on Aluminum Extrusions and Panels.
C. American National Standards Institute:
1. ANSI A14.3 - Ladders - Fixed - Safety Requirements
D. ASTM International:
1. ASTM A36 - Standard Specification for Carbon Structural Steel.
3. ASTM A53- Standard Specification for Pipe, Steel, Black and Hot -Dipped, Zinc -Coated,
Welded and Seamless.
5. ASTM A123 - Standard Specification for Zinc (Hot -Dip Galvanized) Coatings on Iron and
Steel Products.
7. ASTM A153 - Standard Specification for Zinc Coating (Hot -Dip) on Iron and Steel
Hardware.
9. ASTM A193 - Standard Specification for Alloy -Steel and Stainless Steel Bolting for High
Temperature or High Pressure Service and Other Special Purpose Applications.
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11. ASTM A240 - Standard Specification for Chromium and Chromium -Nickel Stainless Steel
Plate, Sheet, and Strip for Pressure Vessels and for General Applications.
13. ASTM A269 -
14. ASTM B209 - Standard Specification for Aluminum and Aluminum -Alloy Sheet and Plate.
16. ASTM B210 - Standard Specification for Aluminum and Aluminum -Alloy Drawn Seamless
Tubes.
18. ASTM B211 - Standard Specification for Aluminum and Aluminum -Alloy Rolled or Cold -
Finished Bar, Rod, and Wire.
20. ASTM B221 - Standard Specification for Aluminum and Aluminum -Alloy Extruded Bars,
Rods, Wire, Profiles, and Tubes.
22. ASTM B695 - Standard Specification for Coatings of Zinc Mechanically Deposited on Iron
and Steel.
23. ASTM F436 - Standard Specification for Hardened Steel Washers.
25. ASTM F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105 ksi Yield
Strength.
E. American Welding Society:
1. AWS A2.4 - Standard Symbols for Welding, Brazing, and Nondestructive Examination.
2. AWS D1.1 -Structural Welding Code -Steel.
3. AWS D1.6 - Structural Welding Code - Stainless Steel.
F. Builders Hardware Manufacturers Association (BHMA):
1. ANSI/BHMA A156.20 -American National Standard for Strap and Tee Hinges, and Hasps.
1.3 SUBMITTALS
A. Section 01 22 01 — Electronic Project Management System and 01 33 01 — Submittal Procedures
EPMS: Requirements for submittals.
B. Shop Drawings: Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and
type of fasteners, and accessories. Include erection drawings, elevations, and details where
applicable. Indicate welded connections using standard AWS A2.4 welding symbols. Indicate net
weld lengths.
C. Welders Certificates: Certify welders employed on the Work, verifying AWS qualification within
previous 12 months.
D. Delegated Design Submittals: Submit signed and sealed Shop Drawings with design calculations.
E. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and inspections.
F. Qualifications Statements:
1. Submit qualifications for licensed professional engineer registered in North Carolina.
1.4 QUALITY ASSURANCE
A. Finish joints according to NOMMA Guideline 1.
B. Maintain one copy of each standard affecting the Work of this Section On -Site.
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1.5 QUALIFICATIONS
A. Licensed Professional: Professional Engineer experienced in design of specified Work and
licensed in the State of North Carolina.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Inspection: Accept metal fabrications on -Site in labeled shipments. Inspect for damage.
B. Protect metal fabrications from damage by exposure to weather or by ground contact.
1.7 EXISTING CONDITIONS
A. Field Measurements: Verify field measurements prior to fabrication. Indicate field measurements
on Shop Drawings.
PART 2 PRODUCTS
2.1 BOLLARDS
A. Bollards: Steel pipe, concrete filled, crowned cap, 6 in diameter, length as indicated on Drawings;
prime paint, one coat.
B. Concrete Fill: 3,000 psi as specified in Section 03 30 00 - Cast -in -Place Concrete.
C. Anchors: Concealed type as indicated on Drawings.
2.2 MATERIALS
A. Steel:
1. Structural W-Shapes: ASTM A992.
2. Structural Shapes: ASTM A36.
3. Channels and Angles: ASTM A36.
4. Steel Plate: ASTM A572; Grade 50.
5. Hollow Structural Sections: ASTM A500, Grade B ASTM A501.
6. Sheet Steel: ASTM A653, Grade 33 Structural Quality.
7. Bolts: ASTM A307; Grade A or B.
8. Nuts: ASTM A563 heavy hex type.
9. Washers: ASTM F436; Type 1.
10. Welding Materials: AWS D1.1; type required for materials being welded.
B. Stainless Steel:
1. Bars and Shapes: ASTM A276 ASTM A479; Type 304.
2. Tubing: ASTM A269 ASTM A554; Type 304.
3. Pipe: ASTM A312 welded; Type 304.
4. Plate, Sheet, and Strip: ASTM A240 ASTM A666; Type 304.
5. Bolts, Nuts, and Washers: ASTM A354.
6. Welding Materials: AWS D1.6; type required for materials being welded.
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C. Aluminum:
1. Extruded Aluminum: ASTM B221 Alloy 6063
2. Sheet Aluminum: ASTM B209 Alloy 6063
3. Aluminum -Alloy Drawn Seamless Tubes: ASTM B210 Alloy 6063.
4. Bolts, Nuts, and Washers: Stainless steel.
5. Welding Materials: AWS D1.1; type required for materials being welded.
D. Bolts, Nuts, and Washers for Equipment and Piping:
1. Carbon Steel:
a. Structural Connections: ASTM A307, Grade A hot -dip galvanized.
b. Anchor Bolts: ASTM A307, Grade A, hot -dip galvanized.
c. Pipe and Equipment Flange Bolts: ASTM A193, Grade B-7.
2. Stainless Steel: Type 316 stainless steel, class 2; ASTM A193 for bolts; ASTM A 194 for
nuts.
2.3 FABRICATION
A. Fit and shop assemble items in largest practical sections for delivery to Site.
B. Fabricate items with joints tightly fitted and secured.
C. Continuously seal joined members by continuous welds.
D. 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.
E. Exposed Mechanical Fastenings: Flush countersunk screws or bolts; unobtrusively located;
consistent with design of component, except where specifically noted otherwise.
F. Supply components required for anchorage of fabrications. Fabricate anchors and related
components of same material and finish as fabrication, except where specifically noted otherwise.
G. Fabrication Tolerances:
1. Squarenessl/8 in maximum difference in diagonal measurements.
2. Maximum Offset between Faces: 1/16 in.
3. Maximum Misalignment of Adjacent Members: l/16 in.
4. Maximum Bow: 1/8 inch in 48 in.
5. Maximum Deviation from Plane: 1/16 inch in 48 in.
2.4 FINISHES
A. Steel:
1. Clean surfaces of rust, scale, grease, and foreign matter prior to finishing.
2. Do not prime surfaces in direct contact with concrete or where field welding is required.
3. Prime paint items with two coats except where galvanizing is specified.
4. Galvanizing: ASTM A123; hot -dip galvanize after fabrication.
5. Galvanizing for Fasteners, Connectors, and Anchors:
a. Hot -Dip Galvanizing: ASTM A153.
b. Mechanical Galvanizing: ASTM B695; Class 50 minimum.
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6. Chrome Plating: ASTM B 177, weight, nickel -chromium alloy finish.
7. Sheet Steel: Galvanized.
8. Bolts: Hot -dip galvanized Mechanically galvanized.
9. Nuts: Hot -dip galvanized Mechanically galvanized.
10. Washers: Hot -dip galvanized Mechanically galvanized.
B. Stainless Steel:
1. Satin -Polished Finish: Number 4, satin directional polish parallel with long dimension of
finished face.
2. Mirror -Polished Finish: Number 8, mirror polish with preliminary directional polish lines
removed.
C. Aluminum:
1. Finish coatings to conform to AAMA 2603.
2. Comply with AA DAF-45.
3. Exterior Aluminum Surfaces: AAMA A41 anodized, prepared with mechanical
pretreatment, anodized to clear color.
4. Apply one coat of bituminous paint to concealed aluminum surfaces in contact with
cementitious or dissimilar materials.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 -Administrative Requirements: Requirements for installation examination.
B. Verify field conditions are acceptable and are ready to receive Work.
3.2 PREPARATION
A. Section 0170 00 -Execution and Closeout Requirements: Requirements for installation
preparation.
B. Clean and strip primed steel items to bare metal and aluminum where Site welding is required.
C. Supply steel items required to be cast into concrete with setting templates to appropriate sections.
3.3 INSTALLATION
A. Install items plumb and level, accurately fitted, and free from distortion or defects.
B. Make provisions for erection stresses. Install temporary bracing to maintain alignment until
permanent bracing and attachments are installed.
C. Field weld components indicated on Shop Drawings.
D. Perform field welding according to AWS D1.1.
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E. Obtain approval of Architect/Engineer prior to Site cutting or making adjustments not scheduled.
3.4 TOLERANCES
A. Section 0140 00 - Quality Requirements: Requirements for tolerances.
B. Maximum Variation from Plumb: 1/4 in per story or for every 12 ft in height, whichever is
greater, non -cumulative.
C. Maximum Variation from Level: 1/16 inch in 3 ft and 1/4 inch in 10 ft.
D. Maximum Offset from Alignment: 1/4 in.
E. Maximum Out -of -Position: 1/4 in.
3.5 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Requirements for inspecting and testing.
B. Section 0170 00 - Execution and Closeout Requirements: Requirements for testing, adjusting,
and balancing.
C. Welding: Inspect welds according to AWS D1.1.
D. Replace damaged or improperly functioning hardware.
E. After erection, touch up welds, abrasions, and damaged finishes with prime paint or galvanizing
repair paint to match shop finishes.
F. Touch up factory -applied finishes according to manufacturer -recommended procedures.
3.6 ADJUSTING
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for starting and
adjusting.
B. Adjust operating hardware and lubricate as necessary for smooth operation.
END OF SECTION
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SECTION 09 90 00
PAINTING AND COATING
PART 1 GENERAL
1.1 SUMMARY
A. Section includes surface preparation and field application of paint to exposed piping,
valves and other exposed metals at the raw water intake pump structure and reservoir
intake.
1.2 REFERENCES
A. ASTM International:
1. ASTM D16 - Standard Terminology Relating to Paint, Varnish, Lacquer, and
Related Products.
2. ASTM D4442 - Standard Test Methods for Direct Moisture Content
Measurement of Wood and Wood -Base Materials.
3. ASTM E84 - Standard Test Method for Surface Burning Characteristics of
Building Materials.
B. National Fire Protection Association:
1. NFPA 255 - Standard Method of Test of Surface Burning Characteristics of
Building Materials.
C. Painting and Decorating Contractors of America:
1. PDCA - Architectural Painting Specification Manual.
D. SSPC: The Society for Protective Coatings:
1. SSPC - Steel Structures Painting Manual.
E. Underwriters Laboratories Inc.:
1. UL 723 - Tests for Surface Burning Characteristics of Building Materials.
1.3 DEFINITIONS
A. Conform to ASTM D16 for interpretation of terms used in this section.
1.4 SUBMITTALS
A. Section 01 33 01 - Submittal Procedures EPMS: Submittal procedures.
B. Product Data: Submit data on finishing products.
C. Manufacturer's Installation Instructions: Submit special surface preparation procedures
and substrate conditions requiring special attention.
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1.5 CLOSEOUT SUBMITTALS
A. Section 01 70 00 - Execution and Closeout Requirements Closeout procedures.
B. Operation and Maintenance Data: Submit data on cleaning, touch-up, and repair of
painted and coated surfaces.
1.6 QUALITY ASSURANCE
A. Surface Burning Characteristics:
1. Fire Retardant Finishes: Maximum 25/450 flame spread/smoke developed index
when tested in accordance with ASTM E84.
1.7 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this section
with minimum three years documented experience.
B. Applicator: Company specializing in performing work of this section with minimum
three years documented experience.
1.8 DELIVERY, STORAGE, AND HANDLING
A. Deliver products to site in sealed and labeled containers; inspect to verify acceptability.
B. Container Label: Include manufacturer's name, type of paint, brand name, lot number,
brand code, coverage, surface preparation, drying time, cleanup requirements, color
designation, and instructions for mixing and reducing.
C. Paint Materials: Store at minimum ambient temperature of 45 degrees F and maximum of
90 degrees F, in ventilated area, and as required by manufacturer's instructions.
1.9 ENVIRONMENTAL REQUIREMENTS
A. Do not apply materials when surface and ambient temperatures are outside temperature
ranges required by paint product manufacturer.
B. Do not apply exterior coatings during rain or snow when relative humidity is outside
humidity ranges, or moisture content of surfaces exceed those required by paint product
manufacturer.
C. Minimum Application Temperatures for Latex Paints: 45 degrees F for interiors; 50
degrees F for exterior; unless required otherwise by manufacturer's instructions.
D. Minimum Application Temperature for Varnish and Finishes: 65 degrees F for interior or
exterior, unless required otherwise by manufacturer's instructions.
E. Provide lighting level of 80 ft candle measured mid -height at substrate surface.
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1.10 SEQUENCING
A. Section 01 10 00 — Summary: Work sequence.
B. Sequence application to the following:
1. Do not apply finish coats until paintable sealant is applied.
2. Back prime wood trim before installation of trim.
1.11 WARRANTY
A. Section 0170 00 - Execution and Closeout Requirements: Product warranties and product
bonds.
B. Furnish five-year manufacturer warranty for paints and coatings.
1.12 EXTRA MATERIALS
A. Section 0170 00 - Execution and Closeout Requirements: Spare parts and maintenance
products.
B. Supply 1 gallon of each color and type; store where directed.
C. Label each container with color, type, texture, and room locations in addition to
manufacturer's label.
PART 2 PRODUCTS
2.1 PAINTS AND COATINGS
A. Manufacturers: Paint.
1. Tnemec Company Inc.
2. Carboline
3. Sherwin & Williams
4. Induron Protective Coatings
5. Substitutions: Section 00 21 14 — Instructions to Bidders.
2.2 COMPONENTS
A. Coatings: Ready mixed, except field catalyzed coatings. Prepare coatings:
1. To soft paste consistency, capable of being readily and uniformly dispersed to
homogeneous coating.
2. For good flow and brushing properties.
3. Capable of drying or curing free of streaks or sags.
B. Accessory Materials: Linseed oil, shellac, turpentine, paint thinners and other materials
not specifically indicated but required to achieve finishes specified; commercial quality.
C. Patching Materials: Latex filler.
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D. Fastener Head Cover Materials: Latex filler.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 01 30 00 - Administrative Requirements: Coordination and project conditions.
B. Verify surfaces and substrate conditions are ready to receive Work as instructed by
product manufacturer.
C. Examine surfaces scheduled to be finished prior to commencement of work. Report
conditions capable of affecting proper application.
D. Test shop applied primer for compatibility with subsequent cover materials.
E. Measure moisture content of surfaces using electronic moisture meter. Do not apply
finishes unless moisture content of surfaces are below the following maximums:
1. Plaster and Gypsum Wallboard: 12 percent.
2. Masonry, Concrete, and Concrete Unit Masonry: 12 percent.
3. Interior Wood: 15 percent, measured in accordance with ASTM D4442.
4. Exterior Wood: 15 percent, measured in accordance with ASTM D4442.
5. Concrete Floors: 8 percent.
3.2 PREPARATION
A. Surface Appurtenances: Remove [or mask] electrical plates, hardware, light fixture trim,
escutcheons, and fittings prior to preparing surfaces or finishing.
B. Surfaces: Correct defects and clean surfaces capable of affecting work of this section.
Remove or repair existing coatings exhibiting surface defects.
C. Marks: Seal with shellac those which may bleed through surface finishes.
D. Impervious Surfaces: Remove mildew by scrubbing with solution of tri-sodium
phosphate and bleach. Rinse with clean water and allow surface to dry.
E. Aluminum Surfaces Scheduled for Paint Finish: Remove surface contamination by steam
or high pressure water. Remove oxidation with acid etch and solvent washing. Apply
etching primer immediately following cleaning.
F. Asphalt, Creosote, or Bituminous Surfaces Scheduled for Paint Finish: Remove foreign
particles to permit adhesion of finishing materials. Apply compatible sealer or primer.
G. Insulated Coverings: Remove dirt, grease, and oil from canvas and cotton.
H. Concrete Floors: Remove contamination, acid etch and rinse floors with clear water.
I. Verify required acid -alkali balance is achieved. Allow to dry.
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J. Copper Surfaces Scheduled for Paint Finish: Remove contamination by steam, high
pressure water, or solvent washing. Apply vinyl etch primer immediately following
cleaning.
K. Copper Surfaces Scheduled for Natural Oxidized Finish: Remove contamination by
applying oxidizing solution of copper acetate and ammonium chloride in acetic acid. Rub
on repeatedly for required effect. Once attained, rinse surfaces with clear water and allow
to dry-
L. Gypsum Board Surfaces: Fill minor defects with filler compound. Spot prime defects
after repair.
M. Galvanized Surfaces: Remove surface contamination and oils and wash with solvent.
Apply coat of etching primer.
N. Concrete and Unit Masonry Surfaces Scheduled to Receive Paint Finish: Remove dirt,
loose mortar, scale, salt or alkali powder, and other foreign matter. Remove oil and
grease with solution of tri-sodium phosphate; rinse well and allow to dry. Remove stains
caused by weathering of corroding metals with solution of sodium metasilicate after
thoroughly wetting with water. Allow to dry.
O. Plaster Surfaces: Fill hairline cracks, small holes, and imperfections with latex patching
plaster. Make smooth and flush with adjacent surfaces. Wash and neutralize high alkali
surfaces.
P. Uncoated Steel and Iron Surfaces: Remove grease, mill scale, weld splatter, dirt, and rust.
Where heavy coatings of scale are evident, remove by hand wire brushing or
sandblasting; clean by washing with solution of water and TSP (Tri-Sodium Phosphate),
then thoroughly rinsed and allowed to dry. Uncoated surfaces should be prepared in
accordance with SSPC Guidelines (SP-2, 3, 5, 6 10) as required by the specified coating
for the intended service.
Q. Shop Primed Steel Surfaces: Hand tool clean per SSPC SP-2. Feather edges to make
touch-up patches inconspicuous. Clean surfaces with solvent. Prime bare steel surfaces.
Prime metal items including shop primed items.
R. Submerged Metal Surfaces: Submerged metal surfaces shall be blast cleaned in
accordance with SSPC SP-10 guidelines for Near -White Metal Blasting.
S. Nonsubmerged Metal Surfaces: Nonsubmerged metal surfaces in high humidity or
chemical environment shall be power washed in accordance with SSPC SP-12.
Following washing, power tool clean per SPCC SP-3 all rusting and abraded areas.
Surface shall be clean and dry prior to paint application.
T. Interior Wood Items Scheduled to Receive Paint Finish: Wipe off dust and grit prior to
priming. Seal knots, pitch streaks, and sappy sections with sealer. Fill nail holes and
cracks after primer has dried; sand between coats.
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U. Interior Wood Items Scheduled to Receive Transparent Finish: Wipe off dust and grit
prior to sealing, seal knots, pitch streaks, and sappy sections with sealer. Fill nail holes
and cracks after sealer has dried; sand lightly between coats.
V. Exterior Wood Scheduled to Receive Paint Finish: Remove dust, grit, and foreign matter.
Seal knots, pitch streaks, and sappy sections. Fill nail holes with tinted exterior paintable
caulking compound after prime coat has been applied.
W. Exterior Wood Scheduled to Receive Transparent Finish: Remove dust, grit, and foreign
matter; seal knots, pitch streaks, and sappy sections with sealer. Fill nail holes with tinted
exterior caulking compound after sealer has been applied.
X. Glue -Laminated Beams: Prior to finishing, wash surfaces with solvent, remove grease
and dirt.
Y. Wood Doors Scheduled for Painting: Seal wood door top and bottom edge surfaces with
clear sealer.
Z. Metal Doors Scheduled for Painting: Prime metal door top and bottom edge surfaces.
3.3 EXISTING WORK
A. Extend existing paint and coatings installations using materials and methods compatible
with existing installations and as specified.
3.4 APPLICATION
A. Do not apply finishes to surfaces that are not dry. Allow applied coats to dry before next
coat is applied.
B. Apply each coat to uniform appearance. Apply each coat of paint slightly darker than
preceding coat unless specified otherwise.
C. Sand metal surfaces lightly between coats to achieve required finish.
D. Vacuum clean surfaces of loose particles. Use tack cloth to remove dust and particles just
prior to applying next coat.
E. Where clear finishes are required, tint fillers to match wood. Work fillers into grain
before set. Wipe excess from surface.
F. Prime concealed surfaces of interior and exterior woodwork with primer paint.
G. Prime concealed surfaces of interior wood surfaces scheduled to receive stain or varnish
finish with gloss varnish reduced 25 percent with thinner.
H. Finishing Mechanical And Electrical Equipment:
1. Refer to painting schedule of color coding and identification banding of
equipment, duct work, piping, and conduit.
2. Paint shop primed equipment.
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3. Remove unfinished louvers, grilles, covers, and access panels on mechanical and
electrical components and paint separately.
4. Prime and paint insulated and exposed pipes, conduit, boxes, insulated and
exposed ducts, hangers, brackets, and collars and supports except where items are
shop finished.
5. Paint interior surfaces of air ducts visible through grilles and louvers with one
coat of flat black paint to visible surfaces. Paint dampers exposed behind louvers,
and grilles to match face panels.
6. Paint exposed conduit and electrical equipment occurring in finished areas.
7. Paint both sides and edges of plywood backboards for electrical and telephone
equipment before installing equipment.
8. Color code equipment, piping, conduit, and exposed duct work in accordance
with requirements indicated.
9. Reinstall electrical cover plates, hardware, light fixture trim, escutcheons, and
fittings removed prior to finishing.
3.5 FIELD QUALITY CONTROL
A. Section 01 40 00 - Quality Requirements and 01 70 00 - Execution and Closeout
Requirements.
3.6 CLEANING
A. Section 0170 00 - Execution and Closeout Requirements Final cleaning.
B. Collect waste material which may constitute fire hazard, place in closed metal containers,
and remove daily from site.
3.7 PAINTING SCHEDULE
A. The schedule at the end of this Section lists prime coats and finish coats (including
intermediate coats) for the various surfaces. The paint covering shall not exceed the
manufacturer's recommended spread rate per gallon. The total dry film thickness of each
paint system shall be not less than the thickness specified in mils or as recommended by
the paint manufacturer. Film thickness shall include all prime and finish coats, except
filler for concrete block. Paint shall be applied in the number of coats specified or
required to obtain the specified thickness, but at least two field coats shall be applied to
all new surfaces, unless otherwise specified.
3.8 TYPES OF EXPOSURE
A. The following definitions shall apply to painting work.
Submerged: Surfaces submerged in or in direct contact with water, sewage or
sludge, as applicable, such as tanks, basins, wetwells, etc.
2. High Humidity or Chemical Environment: Interior and exterior surfaces subject
to splash or intermittent contact with water, sewage or sludge, or subject to
corrosive fumes, chemical contact or moisture; such as in pump stations,
chemical rooms, storage areas, equipment rooms, laboratories, toilets, etc.
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Normal: Surfaces not otherwise specified.
B. Shop Primed Metal:
In general, surfaces of steel, iron and equipment are specified to be shop primed.
Any such surface not shop primed shall be properly cleaned and field primed
with the specified primer. Shop primed metal surfaces shall be touched up in the
field with the specified primer before application of finish coats; except that
metal surfaces to receive chlorinated rubber paint system shall be given one field
coat of the specified primer whether shop primed or not. Surfaces where prime
coats are not compatible with finish coats shall be given a barrier coat approved
by the Engineer prior to application of finish coats.
C. Pipe Finish Color:
The schedule at the end of this Section lists plant color coding in accordance
with Ten State Standards — Colors for Water Plant Piping.
D. OWNER to make final choices from color chart provided by Contractor. The contents
and direction of flow are to be stenciled on the piping in a contrasting color.
3.6 INSPECTION AND ACCEPTANCE
A. The Engineer reserves the right to inspect and approve painting work while in progress,
to stop work deemed to be improper or not in compliance with the specifications, and to
require the Contractor to stop all improper practices and promptly correct all defective or
deficient work. Successive coats in each system shall be tinted to facilitate inspection
during painting.
B. Final Inspection of painting will include examination of overall appearance and
measurement of dry film thickness. All defects or deficiencies shall be promptly
corrected to the satisfaction of the Engineer at no additional cost to the Owner.
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WASTEWATER TREATMENT PLANT COLOR CODING
TYPE OF PIPE
USE OF PIPE
COLOR OF PIPE
Water Lines: Raw water Olive Green
Settled or clarified water Aqua
Finished or potable water Dark Blue
Non -potable & plant reuse water Light Blue
Owner to make final choice of color from color chart provided by Contractor. The contents and direction
of flow are to be stenciled on the piping in a contrasting color.
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Manufacturer System No. Coats Prime Coat() Coats Finish Coat(s) Dry Mil Thickness
Tnemec
Coal Tar Urethane
1
Series 1 Omnithane
2
Series 446 PermaShield MCU
6 —
10 DMT/coat
Carboline
Coal Tar Epoxy
1
Carboguard 893SG
2
Bitumastic 300M
6 —
10 DMT/coat
S-W
Coal Tar Epoxy
1
Copoxy Shop Primer
2
Tar Guard
6 —
10 DMT/ coat
Induron
Coal Tar Epoxy
1
Ruff Stuff 2100
2
Ruff Stuff 2100
6 —
10 DMT/ coat
PPG
Coal Cat Epoxy
1
Coal Cat 97-640
2
97-640
6 —
10 DMT/ coat
Ferrous Metal. Nonsubmerged. High Humiditv or Chemical Environment
Tnemec Epoxy
Urethane
1
Series 1 Omnithane
2
N69 Hi -Build Epoxoline II
10.0 mil DFT/coat
Carboline
Epoxy
1
Carboguard 893SG
2
Carboline 890
11.0 mil DFT/coat
S-W
Epoxy
1
Macropoxy 646
2
Macropoxy 646
10.0 mil DFT/coat
Induron
Epoxy
1
PermaClean II Primer
2
PermaClean II
10.0 mil DFT/coat
PPG
Epoxy
1
95-245 Pitt -Guard
2
97-130 Aquapon
10.0 mil DFT/coat
Ferrous Metal. Nonsubmerued. Normal. Interior and Exterior
Tnemec Alkyd
Urethane
1
Series 1 Omnithane
2
Series 1028 Enduratone
6.0 mil DFT/coat
Carboline
Alkyd
1
Carbocoat 115
2
Carbocoat 139
6.0 mil DFT/coat
S-W
Alkyd
1
Kem-Kromik Univ.
2
Industrial Enamel VOC
6.0 mil DFT/coat
Induron
1
PermaClean II Primer
2
PermaClean II
10.0 mil DFT/coat
PPG
Alkyd
1
97-650 Multiprime
2
7-282 Gloss
5.9 mil DFT/coat
Mill (Bituminous) Coated Pine
Tnemec Use ferrous metal finish coats as required according to conditions
Carboline Use ferrous metal systems as required according to conditions
S-W Use ferrous metal systems as required according to conditions
Induron Acrylic 1 Aquanaut Primer 2 Aquanaut Acrylic 3.0 mil DFT/coat (non -tar coated pipe)
PPF Alkyd 1 97-65 Multiprime 2 7-282 Gloss 5.9 mil DFT/coat
END OF SECTION
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SECTION 3105 13
SOILS FOR EARTHWORK
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Subsoil materials.
2. Topsoil materials.
B. Related Sections:
1. Section 3123 16.13 - Trenching.
2. Section 3123 23 - Fill.
1.2 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T180 -Standard Specification for Moisture -Density Relations of Soils Using a
4.54-kg (10-1b) Rammer and a 457-mm (I 8-in.) Drop.
B. ASTM International:
1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
2. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).
3. ASTM D2487 - Standard Classification of Soils for Engineering Purposes (Unified Soil
Classification System).
1.3 SUBMITTALS
A. Section 0122 01 — Electronic Project Management System and 01 33 01 Submittal Procedures
EPMS: Requirements for submittals.
B. Manufacturer's Certificate: Certify Products meet or the requirements of Owner's and the
Engineer.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with Owner's standards.
B. Maintain one copy on site.
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04-019191118141161
2.1 SUBSOIL MATERIALS
A. Subsoil Type S 1 Conforming to Owner's standard.
B. Subsoil Type S2.
1. Excavated and re -used material
2. Graded.
3. Free of lumps larger than 3 inches, rocks larger than 3 inches, and debris.
4. Conforming to ASTM D2487 Group Symbol CL.
2.2 TOPSOIL MATERIALS
A. Topsoil Type S3 Conforming to Owner's standard.
B. Topsoil Type S4
1. Excavated and reused material and select.
2. Graded.
3. Free of roots, rocks larger than 1/2 inch, subsoil, debris, large weeds and foreign matter.
a. Screening: Single screened.
4. Conforming to ASTM D2487 Group Symbol OH.
C. Topsoil Type S5
1. Imported borrow.
2. Friable loam.
3. Reasonably free of roots, rocks larger than''/z inch, subsoil, debris, large weeds, and foreign
matter.
a. Screening: Single screened.
4. Acidity range (pH) of 5.5 to 7.5.
5. Containing minimum of 4 percent and maximum of 25 percent inorganic matter.
6. Conforming to ASTM D2487 Group Symbol OH.
2.3 SOURCE QUALITY CONTROL
A. Testing and Analysis of Topsoil Material: Perform in accordance with ASTM D698.
B. When tests indicate materials do not meet specified requirements, change material and retest.
C. Furnish materials of each type from same source throughout the Work.
PART 3 EXECUTION
A. Excavate subsoil and topsoil from areas designated. Strip topsoil to full depth of topsoil in
designated areas.
B. Stockpile excavated material meeting requirements for subsoil materials and topsoil materials.
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C. Remove excess excavated materials, subsoil] and topsoil not intended for reuse, from site.
D. Remove excavated materials not meeting requirements for subsoil materials and topsoil materials
from site.
3.2 STOCKPILING
A. Stockpile materials on site at locations designated by Engineer.
B. Stockpile in sufficient quantities to meet Project schedule and requirements.
C. Separate differing materials with dividers or stockpile apart to prevent mixing.
D. Stockpile topsoil 8 feet high maximum.
E. Prevent intermixing of soil types or contamination.
F. Direct surface water away from stockpile site to prevent erosion or deterioration of materials.
G. Stockpile unsuitable materials on impervious material and cover to prevent erosion and leaching,
until disposed of.
3.3 STOCKPILE CLEANUP
A. Remove stockpile, leave area in clean and neat condition. Grade site surface to prevent free
standing surface water.
END OF SECTION
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INTENTIONALLY LEFT BLANK

SECTION 31 10 00
SITE CLEARING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Removing surface debris.
2. Removing designated paving, curbs, and slabs.
3. Removing designated trees, shrubs, and other plant life.
4. Removing abandoned utilities and structures where indicated.
5. Plugging abandoned utilities and filling abandoned structures where indicated.
6. Protecting plant life and structures designated to remain.
B. Related Sections:
1. Section 3123 16 - Excavation and Fill
2. Section 3123 16.26 - Rock Removal.
1.2 QUALITY ASSURANCE
A. Perform Work in accordance with Section 200 of the NCDOT Standard Specifications, January
2012.
B. Maintain one copy of document on site.
C. Conform to applicable code for environmental requirements and disposal of debris.
PART 2 PRODUCTS — Not Used.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
B. Verify existing plant life designated to remain is tagged or identified.
C. Identify waste area or salvage area for placing removed materials when materials are indicated to
remain on site.
3.2 PREPARATION
A. Call local utility line information service indicated on Drawings not less than three working days
before performing Work.
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1. Request underground utilities to be located and marked within and surrounding construction
areas.
3.3 PROTECTION
A. Locate, identify, and protect from damage utilities indicated to remain.
B. Protect trees, plant growth, and features designated to remain as final landscaping.
C. Protect bench marks and survey control points from damage or displacement.
3.4 CLEARING
A. Remove trees and shrubs within areas indicated on Drawings.
B. Remove stumps, main root ball, root system, surface rock, and pavements to depth of 12 inches
below proposed Subgrade elevation.
C. Clear undergrowth and deadwood without disturbing subsoil.
3.5 REMOVAL
A. Remove debris, rock, and extracted plant life from site.
B. Remove paving, curbs, and site slabs.
C. Where indicated on Drawings partially remove paving, curbs, and slabs. Neatly saw cut edges at
right angle to surface.
D. Remove abandoned utilities. Indicate removal termination point for underground utilities on
Record Documents.
E. Continuously clean-up and remove waste materials from site. Do not allow materials to
accumulate on site.
F. Do not burn or bury materials on site unless authorized in writing by authority having
jurisdiction.
G. Leave site in clean condition.
END OF SECTION
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SECTION 3122 13
ROUGH GRADING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Excavating topsoil.
2. Excavating subsoil.
3. Cutting, grading, filling, rough contouring, and compacting site for site structures
and building pads.
B. Related Sections:
1.
Section 02 41 16 - Structure Demolition.
2.
Section 3105 13 - Soils for Earthwork: Soils for fill.
3.
Section 31 10 00 - Site Clearing: Excavating topsoil.
4.
Section 3123 16 - Excavation: Building excavation.
5.
Section 3123 16.13 - Trenching: Trenching and backfilling for utilities.
6.
Section 3123 16.26 - Rock Removal.
7.
Section 3123 23 - Fill.
1.2 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T 180 - Standard Specification for Moisture -Density Relations of Soils
Using a 4.54-kg (10-1b) Rammer and a 457-mm (I 8-in.) Drop.
B. ASTM International:
1. ASTM C136 - Standard Test Method for Sieve Analysis of Fine and Coarse
Aggregates.
2. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of
Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
3. ASTM D1556 - Standard Test Method for Density and Unit Weight of Soil in Place
by the Sand -Cone Method.
4. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics
of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).
5. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place
by the Rubber Balloon Method.
6. ASTM D2419 - Standard Test Method for Sand Equivalent Value of Soils and Fine
Aggregate.
7. ASTM D2434 - Standard Test Method for Permeability of Granular Soils (Constant
Head).
8. ASTM D2922 - Standard Test Method for Density of Soil and Soil -Aggregate in
Place by Nuclear Methods (Shallow Depth).
9. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place
by Nuclear Methods (Shallow Depth).
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11im,18) 3u1MW1.11W
A. Sections 01 22 01 — Electronic Project Management System and 01 33 01 — Submittal Procedures
EPMS: Requirements for submittals.
B. Materials Source: Submit name of imported materials suppliers.
1.4 CLOSEOUT SUBMITTALS
A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Project Record Documents: Accurately record actual locations of utilities remaining by horizontal
dimensions, elevations or inverts, and slope gradients.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with Owner's standards.
PART 2 EXECUTION
2.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
B. Verify survey bench mark and intended elevations for the Work are as indicated on Drawings.
2.2 PREPARATION
A. Call Local Utility Line Information service at not less than three working days before performing
Work.
1. Request underground utilities to be located and marked within and surrounding
construction areas.
B. Identify required lines, levels, contours, and datum.
C. Notify Owner to remove and relocate utilities.
D. Protect utilities indicated to remain from damage.
E. Protect plant life, lawns, and other features remaining as portion of final landscaping.
F. Protect bench marks, survey control point, existing structures, fences, sidewalks, paving, and
curbs from excavating equipment and vehicular traffic.
2.3 TOPSOIL EXCAVATION
A. Excavate topsoil from areas to be further excavated, relandscaped, or regraded, without mixing
with foreign materials for use in finish grading.
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B. Do not excavate wet topsoil.
C. Stockpile in area designated on site to depth not exceeding 8 feet and protect from erosion.
Stockpile material on impervious material, until disposal.
D. Remove excess topsoil not intended for reuse, from site.
2.4 FILLING
A. Fill areas to contours and elevations with unfrozen materials.
B. Place fill material in continuous layers and compact in accordance with schedule at end of this
section.
C. Maintain optimum moisture content of fill materials to attain required compaction density.
D. Slope grade away from building minimum 2 percent slope for minimum distance of 10 ft, unless
noted otherwise.
E. Make grade changes gradual. Blend slope into level areas.
F. Repair or replace items indicated to remain damaged by excavation or filling.
2.5 TOLERANCES
A. Section 0140 00 - Quality Requirements: Tolerances.
B. Top Surface of Subgrade: Plus or minus 1/10 foot from required elevation.
2.6 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements, 0170 00 - Execution and Closeout Requirements: Field
inspecting, testing, adjusting, and balancing.
B. Perform laboratory material tests in accordance with AASHTO T180.
C. Perform in place compaction tests in accordance with the following:
1. Density Tests: ASTM D1556.
2. Moisture Tests: ASTM D3017.
D. When tests indicate Work does not meet specified requirements, remove Work, replace and retest.
E. Frequency of Tests: Prepare a testing schedule and present to Engineer for approval.
2.7 SCHEDULES
A. Structural Fill:
1. Fill in 6 inch lifts to required grade.
2. Compact uniformly to minimum 95 percent of maximum density.
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B. Subsoil Fill:
1. Fill in 6 inch lifts to required grade.
2. Compact uniformly to minimum 95 percent of maximum density.
C. Topsoil Fill:
1. Fill in 6 inch lifts to required grade.
2. Compact uniformly to minimum 95 percent of maximum density.
END OF SECTION
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SECTION 3123 16
EXCAVATION AND FILL
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Excavating topsoil.
2. Excavating subsoil for buildings, pavements, and landscape.
3. Backfilling building perimeter to subgrade elevations.
4. Backfilling site structures to subgrade elevations.
5. Filling under pavements or slabs -on -grade.
6. Undercutting and filling over -excavation.
7. Disposal of excess material.
B. Related Sections:
1. Section 02 41 16 - Structure Demolition: Demolition of buildings prior to excavation.
2. Section 31 10 00 - Site Clearing: Clearing site prior to excavation.
3. Section 3125 13 - Erosion Controls: Controlling sediment and erosion from Work of this
section.
4. Section 3123 16.13 - Trenching: Excavating and backfilling for utilities.
5. Section 3123 16.26 - Rock Removal.
1.2 REFERENCES
A. NCDOT Standard Specifications:
1. Standard Specifications for Roads and Structures, January 2012, published by the North
Carolina Department of Transportation.
B. American Association of State Highway and Transportation Officials:
1. AASHTO T 180 - Standard Specification for Moisture -Density Relations of Soils Using a
4.54-kg (10-1b) Rammer and a 457-min (I 8-in.) Drop.
C. ASTM International:
1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
2. ASTM D1556 - Standard Test Method for Density of Soil in Place by the Sand -Cone
Method.
3. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).
4. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by the
Rubber Balloon Method.
5. ASTM D2419 - Standard Test Method for Sand Equivalent Value of Soils and Fine
Aggregate.
6. ASTM D2487 - Standard Practice for Classification of Soils for Engineering Purposes
(Unified Soil Classification System).
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ASTM D6938 — Standard Test Method for In -Place Density and Water Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow Depth).
1.3 SUBMITTALS
A. Section 0122 01 — Electronic Project Management System and Section 0133 01 — Submittal
Procedures EPMS: Requirements for submittals.
B. Excavation Protection Plan: Describe sheeting, shoring, and bracing materials and installation
required to protect excavations and adjacent structures and property; include structural
calculations to support plan.
C. Dewatering Plan: Describe dewatering methods to be used to keep excavations dry if required.
D. Samples: Submit, in air -tight containers, 10-pound sample of each type of fill to testing
laboratory.
E. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
1.4 CLOSEOUT SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Project Record Documents: Accurately record actual locations of utilities remaining by
horizontal dimensions, elevations or inverts, and slope gradients.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with Sections 225, 230, 235, 260, and 802 of the NCDOT Standard
Specifications.
B. Maintain one copy of document on site.
C. Prepare excavation protection plan under direct supervision of Professional Engineer experienced
in design of this Work and licensed in State of Project location.
PART 2 PRODUCTS
2.1 MATERIALS
A. Topsoil: Original surface soil typical of the area which is capable of supporting native plant
growth. It shall be free of large stones, roots, waste, debris, contamination, or other unsuitable
material which might hinder plant growth.
B. Subsoil: Clean natural soil with a plasticity index of 15 or less that is free of clay, rock, or gravel
lumps larger than 2 inches in any dimension, debris, waste, frozen material, and any other
deleterious material that might cause settlement. Suitable material excavated from the site may
be used as subsoil fill under optimum moisture conditions.
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C. Granular Fill: Clean sand, slightly silty sand, or slightly clayey sand having a Unified Soil
Classification of SW, SP, SP-SM, or SP-SC.
D. Structural Fill: Clean course aggregate Gradation No. 57 conforming to Sections 1005 and 1006
of the NCDOT Standard Specifications.
E. Borrow Material: Conform to subsoil requirements.
2.2 ACCESSORIES
A. Geotextile Fabric: Non -woven, non -biodegradable, conforming to Section 1056 of the NCDOT
Standard Specifications for Type 1 Engineering Fabric.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
B. Verify survey bench mark and intended elevations for the Work are as indicated on Drawings.
C. Verify subdrainage, dampproofing, or waterproofing installation has been inspected.
D. Verify underground structures are anchored to their own foundations to avoid flotation after
backfilling.
E. Verify structural ability of unsupported walls to support loads imposed by fill.
3.2 PREPARATION FOR EXCAVATION
A. Call Local Utility Line Information service as indicated on Drawings not less than three working
days before performing Work.
1. Request underground utilities to be located and marked within and surrounding construction
areas.
B. Identify required lines, levels, contours, and datum.
C. Notify utility company to remove and relocate utilities.
D. Protect utilities indicated to remain from damage.
E. Protect plant life, lawns, rock outcropping, and other features remaining as portion of final
landscaping.
F. Protect bench marks, survey control point, existing structures, fences, sidewalks, paving, and
curbs from excavating equipment and vehicular traffic.
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A. Excavate topsoil from areas to be further excavated, re -landscaped, or regraded without mixing
with foreign materials for use in finish grading.
B. Do not excavate wet topsoil.
C. Stockpile in area designated on site and protect from erosion.
D. Remove from site excess topsoil not intended for reuse.
3.4 SUBSOIL EXCAVATION
A. Underpin adjacent structures which may be damaged by excavation work.
B. Excavate subsoil to accommodate building foundations, structures, slabs -on -grade, paving,
landscaping, and construction operations.
C. Compact disturbed load bearing soil in direct contact with foundations to original bearing
capacity.
D. Slope banks with machine to angle of repose or less until shored.
E. Do not interfere with 45-degree bearing splay of foundations.
F. Grade top perimeter of excavation to prevent surface water from draining into excavation.
G. Trim excavation. Remove loose matter.
H. Remove lumped subsoil, boulders, and rock up to 1/3 cubic yard measured by volume. Remove
larger material as specified in Section 3123 16.26 — Rock Removal.
I. Notify Engineer and testing agency of unexpected subsurface conditions.
J. Correct areas over excavated with granular fill structural fill and compact as required for fill
areas.
K. Remove excess and unsuitable material from site.
L. Repair or replace items indicated to remain damaged by excavation.
M. Excavate subsoil from areas to be further excavated, re -landscaped, or regraded.
N. Do not excavate wet subsoil or excavate and process wet material to obtain optimum moisture
content.
O. When excavating through roots, perform Work by hand and cut roots with sharp axe.
P. Remove from site excess subsoil not intended for reuse.
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Q. Benching Slopes: Horizontally bench existing slopes greater than 3:1 to key placed fill material
into slope to provide firm bearing.
R. Stability: Replace damaged or displaced subsoil as specified for fill.
3.5 SHEETING AND SHORING
A. Sheet, shore, and brace excavations to prevent danger to persons, structures, and adjacent
properties and to prevent caving, erosion, and loss of surrounding subsoil.
B. Support excavations more than 5 feet deep excavated through unstable, loose, or soft material.
Provide sheeting, shoring, bracing, or other protection to maintain stability of excavation.
C. Design sheeting and shoring to be left in place as part of the completed Work, cut off minimum
18 inches below finished subgrade, or design sheeting and shoring to be removed at completion
of excavation work.
D. Repair damage caused by failure of the sheeting, shoring, or bracing and for settlement of filled
excavations or adjacent soil.
E. Repair damage to new and existing Work from settlement, water, or earth pressure or other
causes resulting from inadequate sheeting, shoring, or bracing.
3.6 SURFACE WATER CONTROL
A. Control and remove unanticipated water seepage into excavation.
B. Provide ditches, berms, and other devices to divert and drain surface water from excavation area
as specified in Section 3125 13 — Erosion Controls.
C. Divert surface water and seepage water within excavation areas into sumps or settling basins prior
to pumping water into drainage channels and storm drains.
3.7 DEWATERING
A. Design and provide dewatering system to permit Work to be completed on dry and stable
subgrade.
B. Operate dewatering system continuously until backfill is minimum 2 feet above normal ground
water table elevation.
C. When dewatering system cannot control water within excavation, notify Engineer and stop
excavation work.
1. Supplement or modify dewatering system and provide other remedial measures to control
water within excavation.
2. Demonstrate dewatering system operation complies with performance requirements before
resuming excavation operations.
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D. Modify dewatering systems when operation causes or threatens to cause damage to new
construction, existing site improvements, adjacent property, or adjacent water wells.
E. Discharge ground water and seepage water within excavation areas into sumps or settling basins
prior to pumping water into drainage channels and storm drains.
F. Remove dewatering and surface water control systems after dewatering operations are
discontinued.
3.8 PROOF ROLLING
A. Proof roll areas to receive fill, pavement and building slabs to identify areas of soft yielding soils.
1. Use loaded tandem -axle pneumatic tired dump truck or large smooth drum roller.
2. Load equipment to maximum 50 tons gross weight and make a minimum of four passes with
two passes perpendicular to the others.
B. Undercut such areas to firm soil, backfill with granular fill [subsoil] [structural fill], and compact
to density equal to or greater than requirements for subsequent fill material.
C. Do not proof roll or undercut until soil has been dewatered.
3.9 BACKFILLING
A. Scarify subgrade surface to depth of 4 inches.
B. Compact subgrade to density requirements for subsequent backfill materials.
C. Backfill areas to contours and elevations with unfrozen materials.
D. Systematically backfill to allow maximum time for natural settlement. Do not backfill over
porous, wet, frozen, or spongy subgrade surfaces.
E. Place fill material in continuous layers and compact in accordance with Schedule at end of this
Section.
F. Employ placement method that does not disturb or damage other work.
G. Maintain optimum moisture content of backfill materials to attain required compaction density.
H. Support foundation walls and structures prior to backfilling.
I. Backfill simultaneously on each side of unsupported foundation walls and structures until
supports are in place.
J. Slope grade away from building minimum 2 percent slope for minimum distance of 10 feet,
unless noted otherwise.
K. Make gradual grade changes. Blend slope into level areas.
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L. Remove surplus backfill materials from site.
3.10 TOLERANCES
A. Section 0140 00 - Quality Requirements: Tolerances.
B. Top Surface of Backfilling Within Building and Paved Areas: Plus or minus 1 inch from required
elevations.
C. Top Surface of Backfilling Within Landscape Areas: Plus or minus 2 inches from required
elevations.
3.11 PROTECTION
A. Prevent displacement or loose soil from falling into excavation; maintain soil stability.
B. Protect bottom of excavations and soil adjacent to and beneath foundation from freezing.
C. Protect structures, utilities, and other facilities from damage caused by settlement, lateral
movement, undermining, washout, and other hazards created by earth operations.
D. Repair or replace items indicated to remain damaged by excavation or filling.
3.12 FIELD QUALITY CONTROL
A. Section 01 40 00 - Quality Requirements: Independent laboratory, field inspecting, testing,
adjusting, and balancing.
B. Request visual inspection of bearing surfaces by Engineer and inspection agency before installing
subsequent work.
C. Laboratory Material Tests: In accordance with ASTM D1557 or AASHTO T180. In -Place
Compaction Tests: In accordance with the following:
1. Density Tests: ASTM D1556, ASTM D2167, or ASTM D6938.
2. Moisture Tests: ASTM D6938.
D. When tests indicate Work does not meet specified requirements, remove Work, replace, and
retest.
E. Frequency of Tests:
1. Building and Pavement Areas: Twice per lift for every 5,000 square feet.
2. Landscape Areas: Twice per lift for every 10,000 square feet.
3.13 SCHEDULES
A. Under Pavement and Slabs:
1. Maximum 8-inch compacted depth.
2. Compact material to a minimum of 95 percent of maximum density, except the top 12
inches.
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Compact top 12 inches to a minimum of 98 percent of maximum density.
B. Under Landscape Areas:
1. Maximum 8-inch compacted depth.
2. Compact to minimum 90 percent of maximum density.
C. Footing Foundation Fill:
1. Structural fill to maximum 12-inch compacted depth.
2. Compact to 98 percent of maximum density.
D. Bridge Lift Fill:
1. Granular fill in 18 to 24-inch lift on top of degraded soil.
2. Place ahead of construction equipment.
END OF SECTION
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SECTION 3123 16.13
TRENCHING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Excavating trenches for utilities and utility structures.
2. Bedding.
3. Backfilling and compacting to subgrade elevations.
4. Sheeting and Shoring.
5. Dewatering.
6. Compacting backfill material.
B. Related Sections:
1. Section 3123 16 - Excavation and Fill: Topsoil and subsoil removal from site
surface.
2. Section 3123 16.26 - Rock Removal: Removal of rock found during excavating.
3. Section 3125 13 — Erosion Controls: Controlling sediment and erosion from Work
of this section.
4. Section 33 3100 - Sanitary Utility Sewerage Piping: Sanitary sewer piping and
bedding.
1.2 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T 180 - Standard Specification for Moisture -Density Relations of Soils
Using a 4.54-kg (10-1b) Rammer and a 457-mm (I 8-in.) Drop.
B. ASTM International:
1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of
Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
2. ASTM D1556 - Standard Test Method for Density of Soil in Place by the Sand -
Cone Method.
3. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).
4. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place
by the Rubber Balloon Method.
5. ASTM D2487 — Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System).
6. ASTM D6938 — Standard Test Method for In -Place Density and Water Content of
Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth).
C. NCDOT Standard Specifications:
1. Standard Specifications for Roads and Structures, January 2012, published by the
North Carolina Department of Transportation.
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A. Utility: Any buried pipe, duct, conduit, or cable.
B. Utility Structures: Manholes, catch basins, inlets, valve vaults, hand holes, and other utility
access structures as indicated on Drawings.
C. Trench Terminology:
1. Foundation: Area under bottom of trench supporting bedding.
2. Bedding: Fill placed under utility pipe.
3. Haunching: Fill placed from bedding to center line of pipe.
4. Initial Backfill: Fill place from center line to 6 to 12 inches above top of pipe.
5. Final Backfill: Fill placed from initial backfill to subgrade.
1.4 SUBMITTALS
A. Section 0122 01 — Electronic Project Management System and Section 01 33 01 Submittal
Procedures EPMS: Requirements for submittals.
B. Excavation Protection Plan: Describe sheeting, shoring, and bracing materials and installation
required to protect excavations and adjacent structures and property; include structural
calculations to support plan. Prepare excavation protection plan under direct supervision of
Professional Engineer experienced in design of this Work and licensed in State of North Carolina.
C. Dewatering Plan if required: Describe methods of dewatering and disposal of water.
D. Product Data: Submit data for geotextile fabric indicating fabric and construction.
E. Samples: Submit to testing laboratory, in air -tight containers, 10-pound sample of each type of
fill.
F. Materials Source: Submit name of imported fill material suppliers.
G. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
1.5 QUALITY ASSURANCE
A. Perform work in accordance with Owner's standards and as approved by the Engineer.
B. Maintain one copy of each document on site.
1.6 FIELD MEASUREMENTS
A. Verify field measurements prior to fabrication.
1.7 COORDINATION
A. Section 0130 00 - Administrative Requirements: Coordination and project conditions.
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B. Verify Work associated with lower elevation utilities is complete before placing higher elevation
utilities.
PART 2 PRODUCTS
2.1 BACKFILL MATERIALS
A. Subsoil Fill: Clean natural soil with a plasticity index of 15 or less that is free of clay, rock, or
gravel lumps larger than 2 inches in any dimension; debris; waste; frozen material; and any other
deleterious material that might cause settlement. Suitable material excavated from the site may
be used as subsoil fill under optimum moisture conditions.
B. Granular Fill: Clean sand, slightly silty sand, or slightly clayey sand having a Unified Soil
Classification of SW, SP, SP-SM or SP-SC.
C. Foundation Stone: Clean course aggregate Gradation No. 57 conforming to Sections 1005 and
1006 of the NCDOT Standard Specifications, January 2012.
D. Bedding and Haunching Material:
1. Rigid Pipe: Granular Fill.
2. Flexible Pipe: Foundation Stone.
E. Bedding for Structures: Foundation Stone.
F. Initial Backfill to 6 inches Minimum Above Utility:
1. Rigid Pipe: Subsoil Fill.
2. Flexible Pipe: Foundation Stone.
G. Final Backfill to Subgrade:
1. Under Pavement: Granular Fill.
2. Under Landscape: Subsoil Fill.
2.2 ACCESSORIES
A. Geotextile Fabric: Non -woven, non -biodegradable conforming to Section 1056 of the NCDOT
Standard Specifications for Type 1 Engineering Fabric.
B. Concrete: Class A Concrete conforming to Section 1000 of the NCDOT Standard Specifications.
1. Compressive strength of 3,000 psi at 28 days.
2. Air entrained.
3. Water cement ratio of 0.488 with rounded aggregate and 0.532 with angular
aggregate.
4. Maximum slump of 3.5 inches for vibrated concrete and 4 inches for non -vibrated
concrete.
5. Minimum cement content of 564 lbs per cubic yard for vibrated and 602 lbs. per
cubic yard for non -vibrated concrete.
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3.1 PREPARATION
A. Call local utility line information service indicated on Drawings not less than three working days
before performing Work.
1. Request underground utilities to be located and marked within and surrounding
construction areas.
B. Identify required lines, levels, contours, and datum locations.
C. Protect plant life, lawns, rock outcropping, and other features remaining as portion of final
landscaping.
D. Protect bench marks, existing structures, fences, sidewalks, paving, and curbs from excavating
equipment and vehicular traffic.
E. Maintain and protect above and below grade utilities indicated to remain.
F. Establish temporary traffic control and detours when trenching is performed in public right-of-
way. Relocate controls and reroute traffic as required during progress of Work.
3.2 LINES AND GRADES
A. Excavate to lines and grades indicated on Drawings.
1. Owner reserves right to make changes in lines, grades, and depths of utilities when
changes are required for Project conditions.
B. Use laser -beam instrument with qualified operator to establish lines and grades.
3.3 TRENCHING
A. Excavate subsoil required for utilities.
B. Remove lumped subsoil, boulders, and rock up of 1/3 cubic yard, measured by volume. Remove
larger material as specified in Section 3123 16.26 — Rock Removal.
C. Perform excavation within 48 inches of existing utility service in accordance with utility's
requirements.
D. Do not advance open trench more than 200 feet ahead of installed pipe.
E. Remove water or materials that interfere with Work.
F. Trench Width: Excavate bottom of trenches maximum 16 inches wider than outside diameter of
pipe or as indicated on Drawings.
G. Excavate trenches to depth indicated on Drawings. Provide uniform and continuous bearing and
support for bedding material and pipe.
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H. Maintain vertical faces to an elevation equal to 12 inches above top of pipe.
1. When Project conditions permit, side walls may be sloped or benched above this
elevation.
2. When side walls cannot be sloped, provide sheeting and shoring to protect
excavation as specified in this Section.
I. Support Utilities and Structures:
1. Keep trench width at top of trench to practical minimum to protect adjacent or
crossing utility lines
2. Support utilities crossing trench by means acceptable to utility company.
3. Do not interfere with 45-degree bearing splay of foundations.
4. Provide temporary support for structures above and below ground.
When subsurface materials at bottom of trench are loose or soft, excavate to firm subgrade or to
depth directed by Engineer.
1. Cut out soft areas of subgrade not capable of compaction in place.
2. Backfill with foundation stone and compact to density equal to or greater than
requirements for subsequent backfill material.
K. Trim Excavation: Hand trim for bell and spigot pipe joints where required. Remove loose
matter.
L. Correct areas over excavated areas with compacted backfill as specified for authorized excavation
or replace with fill concrete as directed by Engineer.
M. Place geotextile fabric over trench foundation stone prior to placing subsequent bedding
materials.
3.4 SHEETING AND SHORING
A. Sheet, shore, and brace excavations to prevent danger to persons, structures, and adjacent
properties and to prevent caving, erosion, and loss of surrounding subsoil.
B. Support trenches more than 5 feet deep excavated through unstable, loose, or soft material.
Provide sheeting, shoring, bracing, or other protection to maintain stability of excavation.
C. Design sheeting and shoring to be removed at completion of excavation work unless approved by
Engineer.
D. Repair damage caused by failure of the sheeting, shoring, or bracing and for settlement of filled
excavations or adjacent soil.
E. Repair damage to new and existing Work from settlement, water, or earth pressure or other
causes resulting from inadequate sheeting, shoring, or bracing.
3.5 SURFACE WATER CONTROL
A. Control and remove unanticipated water seepage into excavation.
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B. Provide ditches, berms, and other devices to divert and drain surface water from excavation area
as specified in Section 3125 13 — Erosion Controls.
C. Divert surface water and seepage water within excavation areas into sumps or settling basins prior
to pumping water into drainage channels and storm drains.
3.6 DEWATERING
A. Design and provide dewatering system to permit Work to be completed on dry and stable
subgrade.
B. Operate dewatering system continuously until backfill is minimum 2 feet above normal ground
water table elevation.
C. When dewatering system cannot control water within excavation, notify Engineer and stop
excavation work.
1. Supplement or modify dewatering system and provide other remedial measures to
control water within excavation.
2. Demonstrate dewatering system operation complies with performance requirements
before resuming excavation operations.
D. Modify dewatering systems when operation causes or threatens to cause damage to new
construction, existing site improvements, adjacent property, or adjacent water wells.
E. Discharge ground water and seepage water within excavation areas into sumps or settling basins
prior to pumping water into drainage channels and storm drains.
F. Remove dewatering and surface water control systems after dewatering operations are
discontinued.
3.7 BEDDING, HAUNCHING, AND INITIAL BACKFILL
A. Place bedding full width of trench to the depth indicated on Drawings and compact to 95 percent
maximum density. Excavate for pipe bells.
B. Install utility pipe and conduit in accordance with the respective utility section.
C. Support pipe uniformly along entire length of pipe.
D. Carefully place haunching material to center of pipe, rod and tamp material to fill voids and
provide uniform support of pipe haunches. Compact to 90 percent maximum density.
E. Carefully place initial backfill to 6 inches above top of pipe or to depth indicated on Drawings.
Compact to 95 percent maximum density.
3.8 FINAL BACKFILLING TO SUBGRADE
A. Backfill trenches to contours and elevations with unfrozen fill materials.
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B. Systematically backfill to allow maximum time for natural settlement. Do not backfill over
porous, wet, frozen, or spongy subgrade surfaces.
C. Place fill material in continuous layers and compact in accordance with schedule at end of this
Section.
D. Employ placement method that does not disturb or damage utilities in trench or foundation
perimeter drainage.
E. Maintain optimum moisture content of fill materials to attain required compaction density.
F. Do not leave more than 50 feet of trench open at end of working day.
G. Protect open trench to prevent danger to the public.
3.9 DISPOSAL OF EXCESS MATERIAL
A. Dispose of excess material offsite and legally.
B. Furnish Engineer with certificate of disposal site or agreement from private property owner.
3.10 TOLERANCES
A. Section 0140 00 - Quality Requirements: Tolerances.
B. Top Surface of Backfilling: Plus or minus 1 inch from required elevations.
3.11 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.
B. Perform laboratory material tests in accordance with ASTM D1557 or AASHTO T180. Perform
in place compaction tests in accordance with the following:
1. Density Tests: ASTM D1556, ASTM D2167, or ASTM D6938.
2. Moisture Tests: ASTM D6938.
C. When tests indicate Work does not meet specified requirements, remove Work, replace, compact,
and retest.
D. Frequency of Tests: Two tests per lift for every 1,000 feet of trench.
3.12 PROTECTION OF FINISHED WORK
A. Section 0170 00 - Execution and Closeout Requirements: Protecting finished work.
B. Reshape and re -compact fills subjected to vehicular traffic during construction.
3.13 SCHEDULE OF COMPACTION
A. Under Pavement and Slabs:
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Granular Fill in maximum 8-inch loose lifts.
2. Compact to minimum 98 percent maximum density except the top 12 inches.
3. Compact top 12 inches to minimum 98 percent maximum density.
B. Under Landscape Areas:
1. Subsoil Fill in maximum 8-inch loose lifts.
2. Compact to minimum 98 percent maximum density.
C. hi Unstable or Unsuitable Trench Foundation Areas:
1. Foundation Stone in maximum 12-inch loose lifts.
2. Compact to 98 percent maximum density.
END OF SECTION
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SECTION 3123 16.26
ROCK REMOVAL
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Removing identified and discovered rock during excavation.
2. Expansive tools to assist rock removal.
3. Explosive tools to assist rock removal.
B. Related Sections:
1. Section 3123 16 - Excavation and Fill: Excavating and filling for road or site work.
2. Section 3123 16.13 - Trenching: Excavating and backflling for utilities.
1.2 SUBMITTALS
A. Section 0122 01 —Electronic Project Management System and Section 0133 01 —Submittal
Procedures EPMS: Submittal procedures.
B. Shop Drawings: Indicate proposed method of blasting, delay pattern, explosive types, and type of
blasting mat or cover. Indicate intended rock removal method.
C. Survey Report: Submit survey report on conditions of buildings near locations of rock removal.
1.3 SCHEDULING
A. Section 0130 00 - Administrative Requirements: Coordination and project conditions.
B. Schedule Work to avoid disruption to occupied buildings nearby.
PART 2 EXECUTION
2.1 EXAMINATION
A. Section 01 30 00 - Administrative Requirements: Coordination and project conditions.
B. Verify site conditions and note subsurface irregularities affecting Work of this Section.
2.2 PREPARATION
A. Identify required lines, levels, contours, and datum.
2.3 ROCK REMOVAL BY MECHANICAL METHOD
A. Excavate and remove rock by mechanical method.
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Drill holes and use expansive tools, wedges, and mechanical disintegration compound to
fracture rock.
B. Cut away rock at bottom of excavation to form level bearing.
C. Remove shale layers to provide sound and unshattered base for footings and foundations.
D. hi utility trenches, excavate to 6 inches below invert elevation of pipe and 16 inches wider than
pipe diameter.
E. Remove excavated materials from site.
F. Correct unauthorized rock removal in accordance with backfilling and compacting requirements
of Section 3123 16 — Excavation and Fill NC.
2.4 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.
B. Request visual inspection of foundation bearing surfaces by Engineer and inspection agency
before installing subsequent work.
END OF SECTION
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SECTION 3123 19
DEWATERING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Dewatering system.
2. Surface water control system.
3. Monitoring wells.
4. System operation and maintenance.
5. Water disposal.
B. Related Sections:
1. Geotechnical Report
2. Section 3123 16 - Excavation: Excavation for structures below ground water table.
3. Section 3123 16.13 - Trenching: Trenching for utilities below ground water table.
4. Section 3125 00 - Erosion and Sedimentation Controls: Surface water runoff control.
1.2 REFERENCES
A. ASTM International:
1. ASTM C33 - Standard Specification for Concrete Aggregates.
1.3 DEFINITIONS
A. Dewatering includes the following:
1. Lowering of ground water table and intercepting horizontal water seepage to prevent ground
water from entering excavations or trenches.
2. Reducing piezometric pressure within strata to prevent failure or heaving of excavations or
trenches.
3. Disposing of removed water.
B. Surface Water Control: Removal of surface water within open excavations.
1.4 SYSTEM DESCRIPTION
A. Provide dewatering and surface water control systems to permit Work to be completed on dry and
stable subgrade.
B. Furnish standby equipment stored at Project site and ready for immediate use upon failure of
dewatering equipment.
1.5 PERFORMANCE REQUIREMENTS
A. Design dewatering systems to:
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1. Lower water table within areas of excavation to permit Work to be completed on dry and
stable subgrade.
2. Prevent damage to adjacent properties, buildings, structures, utilities, and facilities from
construction operations.
3. Prevent loss of fines, quick condition, or softening of foundation subgrade.
4. Maintain stability of sides and bottoms of excavations and trenches.
B. Design surface water control systems to:
1. Collect and remove surface water and seepage entering excavation.
1.6 SUBMITTALS
A. Section 0122 01 —Electronic Project Management System and 0133 01 —Submittal Procedures
EPMS: Requirements for submittals.
B. Shop Drawings: Signed and sealed by professional engineer.
1. Indicate dewatering system layout, dewatering pump locations, pipe sizes and capacities,
grades, filter sand gradations, surface water control devices, valves, and water disposal
method and location.
2. Indicate primary and standby power system location and capacity.
3. Include detailed description of dewatering system installation procedures and maintenance
of equipment.
4. Include description of emergency procedures to follow when problems arise.
C. Product Data: Submit data for each of the following:
1. Dewatering Pumps: Indicate sizes, capacities, priming method, motor characteristics.
2. Pumping equipment for control of surface water within excavation.
D. Design Data: Signed and sealed by professional engineer.
1. Indicate design values, analyses, and calculations to support design.
E. Field Reports: Test and monitoring reports as specified in Field Quality Control article.
1.7 CLOSEOUT SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Project Record Documents: Record actual locations and depths of piping abandoned in place.
1.8 QUALITY ASSURANCE
A. Comply with authorities having jurisdiction for the following:
1. Water discharge and disposal from pumping operations.
B. Obtain permit from EPA under National Pollutant Discharge Elimination System (NPDES), for
storm water discharge from construction sites.
C. Perform Work in accordance with Owner's standard.
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D. Maintain one copy of each document on site.
1.9 QUALIFICATIONS
A. Installer: Company specializing in performing work of this section with minimum 5 years
documented experience and responsible for design, operation, and maintenance of dewatering
system.
1. Assume sole responsibility for dewatering and surface water control systems and for loss or
damage resulting from partial or complete failure of protective measures and settlement or
resultant damage caused by ground water control operations.
B. Design, install, and monitor operation of dewatering under direct supervision of Professional
Engineer experienced in design of this Work and licensed in State of North Carolina.
1.10 PRE -INSTALLATION MEETINGS
A. Section 0130 00 - Administrative Requirements: Pre -installation meeting.
B. Convene minimum one week prior to commencing work of this section.
1.11 SEQUENCING
A. Section 01 10 00 - Summary: Requirements for sequencing.
B. Sequence work to obtain required permits before start of dewatering operations.
C. Sequence work to install and test monitoring systems minimum 7 days before testing and
operating dewatering systems.
D. Sequence work to install and test dewatering and surface water control systems minimum 7 days
before starting excavation or trenching.
1.12 COORDINATION
A. Section 0130 00 - Administrative Requirements: Requirements for coordination.
B. Coordinate work to permit the following construction operations to be completed on dry stable
substrate.
1. Excavation for structures specified in Section 3123 16.
2. Trenching for utilities specified in Section 3123 16.13.
PART 2 PRODUCTS
2.1 DEWATERING EQUIPMENT
A. Select dewatering equipment to meet specified performance requirements.
B. Surface Water Pumps: Size of pumps will be determined by the contractor.
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Furnish pumps with screened suction hose and discharge hoses as required to suit
application.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 -Administrative Requirements: Verification of existing conditions before
starting work.
B. Call Local Utility Line Information service at 811 not less than three working days before
performing Work.
1. Request underground utilities to be located and marked within and surrounding construction
areas.
3.2 PREPARATION
A. Protect existing adjacent buildings, structures, and improvements from damage caused by
dewatering operations.
3.3 DEWATERING SYSTEM
A. Install dewatering system in accordance with shop drawings.
B. Locate system components to allow continuous dewatering operations without interfering with
installation of permanent Work and existing public rights -of -way, sidewalks, and adjacent
buildings, structures, and improvements.
3.4 SURFACE WATER CONTROL SYSTEM
A. Provide ditches, berms, and other devices to divert and drain surface water from excavation area
as specified in Section 3125 00.
B. Divert surface water and seepage water within excavation areas into sumps and pump water into
in accordance with requirements of agencies having jurisdiction.
C. Control and remove unanticipated water seepage into excavation.
3.5 SYSTEM OPERATION AND MAINTENANCE
A. Operate dewatering system continuously until backfilling is complete.
B. Provide 24-hour supervision of dewatering system by personnel skilled in operation,
maintenance, and replacement of system components.
C. Conduct daily observation of dewatering system. Make required repairs and perform scheduled
maintenance.
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D. Fill fuel tanks before tanks reach 25 percent capacity.
E. When dewatering system cannot control water within excavation, notify Engineer and stop
excavation work.
1. Supplement or modify dewatering system and provide other remedial measures to control
water within excavation.
2. Demonstrate dewatering system operation complies with performance requirements before
resuming excavation operations.
F. Modify dewatering and surface water control systems when operation causes or threatens to cause
damage to new construction, existing site improvements, adjacent property, or adjacent water
wells.
G. Correct unanticipated pressure conditions affecting dewatering system performance.
H. Do not discontinue dewatering operations without Engineer's approval.
3.6 WATER DISPOSAL
A. Discharge water into existing drainage channels.
3.7 SYSTEM REMOVAL
A. Remove dewatering and surface water control systems after dewatering operations are
discontinued.
B. Repair damage caused by dewatering and surface water control systems or resulting from failure
of systems to protect property.
3.8 FIELD QUALITY CONTROL
A. Section 0140 00 -Quality Requirements 0170 00 -Execution and Closeout Requirements: Field
inspecting, testing, adjusting, and balancing.
B. Submit weekly monitoring reports including the following:
1. Maintenance records for dewatering and surface water control systems.
END OF SECTION
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SECTION 3123 23
FILL
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Backfilling building perimeter to subgrade elevations.
2. Backfilling site structures to subgrade elevations.
3. Fill under slabs -on -grade.
4. Fill under paving.
5. Fill for over -excavation.
B. Related Sections:
1. Section 03 30 00 - Cast -In -Place Concrete: Concrete materials.
2. Section 22 1100 -Facility Water Distribution.
3. Section 22 13 00 — Facility Sanitary Sewerage
4. Section 3105 13 - Soils for Earthwork: Soils for fill.
5. Section 3122 13 - Rough Grading: Site filling.
6. Section 3123 16 - Excavation.
7. Section 3123 16.13 - Trenching: Backfilling of utility trenches.
1.2 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T180 - Standard Specification for Moisture -Density Relations of Soils Using a
4.54-kg (10-1b) Rammer and a 457-mm (I 8-in.) Drop.
B. ASTM International:
1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
2. ASTM D 15 56 - Standard Test Method for Density and Unit Weight of Soil in Place by the
Sand -Cone Method.
3. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).
4. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by the
Rubber Balloon Method.
5. ASTM D2922 - Standard Test Method for Density of Soil and Soil -Aggregate in Place by
Nuclear Methods (Shallow Depth).
6. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth).
1.3 SUBMITTALS
A. Section 0122 01 —Electronic Project Management System and 0133 01 —Submittal Procedures
EPMS: Requirements for submittals.
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B. Product Data: Submit data for geotextile fabric indicating fabric and construction.
C. Samples: Submit, in air -tight containers, 10 lb sample of each type of fill to testing laboratory.
D. Materials Source: Submit name of imported fill materials suppliers.
E. Manufacturer's Certificate: Certify Products meet or exceed specified requirements.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with Owner's standards and as approved by the Engineer.
B. Maintain one copy of each document on site.
PART 2 PRODUCTS
2.1 FILL MATERIALS
A. Subsoil Fill: Type S 1 as specified in Section 3105 13.
B. Structural Fill: Type S 1 as specified in Section 31 05 13.
C. Concrete: Structural concrete as specified in Section 03 30 00 with compressive strength of 4,000
psi.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 -Administrative Requirements: Coordination and project conditions.
B. Verify subdrainage, dampproofing, or waterproofing installation has been inspected.
C. Verify structural ability of unsupported walls to support loads imposed by fill.
3.2 PREPARATION
A. Compact subgrade to density requirements for subsequent backfill materials.
B. Cut out soft areas of subgrade not capable of compaction in place. Backfill with structural fill and
compact to density equal to or greater than requirements for subsequent fill material.
C. Scarify subgrade surface to depth of 4 inch.
D. Proof roll to identify soft spots; fill and compact to density equal to or greater than requirements
for subsequent fill material.
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A. Backfill areas to contours and elevations with unfrozen materials.
B. Systematically backfill to allow maximum time for natural settlement. Do not backfill over
porous, wet, frozen or spongy subgrade surfaces.
C. Place geotextile fabric over fill prior to placing next lift of fill.
D. Place fill material in continuous layers and compact in accordance with schedule at end of this
section.
E. Employ placement method that does not disturb or damage other work.
F. Maintain optimum moisture content of backfill materials to attain required compaction density.
G. Backfill against supported foundation walls. Do not backfill against unsupported foundation
walls.
H. Backfill simultaneously on each side of unsupported foundation walls until supports are in place.
I. Make gradual grade changes. Blend slope into level areas.
J. Remove surplus backfill materials from site.
K. Leave fill material stockpile areas free of excess fill materials.
3.4 TOLERANCES
A. Section 0140 00 - Quality Requirements: Tolerances.
B. Top Surface of Backfilling Within Building Areas: Plus or minus 1 inch from required elevations.
C. Top Surface of Backfilling Under Paved Areas: Plus or minus 1 inch from required elevations.
D. Top Surface of General Backfilling: Plus or minus 1 inch from required elevations.
3.5 FIELD QUALITY CONTROL
A. Section 0140 00 -Quality Requirements and Section 0170 00 -Execution and Closeout
Requirements: Field inspecting, testing, adjusting, and balancing.
B. Perform laboratory material tests in accordance with AASHTO T 180.
C. Perform in place compaction tests in accordance with the following:
1. Density Tests: ASTM D1556.
2. Moisture Tests: ASTM D3017.
D. When tests indicate Work does not meet specified requirements, remove Work, replace and retest.
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E. Proof roll compacted fill surfaces under slabs -on -grade.
3.6 PROTECTION OF FINISHED WORK
A. Section 01 70 00 - Execution and Closeout Requirements: Protecting finished work.
B. Reshape and re -compact fills subjected to vehicular traffic.
END OF SECTION
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SECTION 3125 00
EROSION AND SEDIMENTATION CONTROLS
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Diversion Channels.
2. Sediment Ponds.
3. Sediment Traps.
B. Related Sections:
1. Section 03 10 00 - Concrete Forming and Accessories.
2. Section 03 20 00 - Concrete Reinforcing.
3. Section 03 30 00 - Cast -In -Place Concrete.
4. Section 05 50 00 - Metal Fabrications.
5. Section 3105 13 - Soils for Earthwork.
6. Section 31 10 00 - Site Clearing.
7. Section 3123 16 - Excavation.
8. Section 3123 23 - Fill.
1.2 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T88 - Standard Specification for Particle Size Analysis of Soils.
2. AASHTO T 180 - Standard Specification for Moisture -Density Relations of Soils Using a
4.54-kg (10-1b) Rammer and a 457-mm (1 8-in.) Drop.
B. American Concrete Institute:
1. ACI 301 - Specifications for Structural Concrete.
C. ASTM International:
1. ASTM C127 - Standard Test Method for Density, Relative Density (Specific Gravity), and
Absorption of Coarse Aggregate.
2. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
3. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).
4. ASTM D2922 - Standard Test Method for Density of Soil and Soil -Aggregate in Place by
Nuclear Methods (Shallow Depth).
5. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth).
D. Precast/Prestressed Concrete Institute:
1. PCI MNL-116S -Manual for Quality Control for Plants and Production of Precast and
Prestressed Concrete Products.
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11im,18) 3u1MW1.11W
A. Section 0122 01 —Electronic Project Management System and 0133 01 —Submittal Procedures
EPMS: Requirements for submittals.
B. Product Data: Product Data: Submit data on joint filler, joint sealer, admixtures, curing
compounds or geotextile.
C. Submit proposed mix design of each case of concrete for review prior to commencement of
Work.
D. Test Reports: Indicate certified tests results for precast concrete at manufacturing facility, cast -in -
place concrete in field, and granular backfill.
E. Manufacturer's Certificate: Certify products meet or exceed with Owner's standards and as
approved by the Engineer.
1.4 CLOSEOUT SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for submittals.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with requirements of Section 3105 13.
B. Perform Work in accordance with Owner's standards and as approved by the Engineer.
C. Maintain one copy of each document on site.
1.6 PRE -INSTALLATION MEETINGS
A. Section 0130 00 - Administrative Requirements: Pre -installation meeting.
B. Convene minimum one week prior to commencing work of this section.
1.7 ENVIRONMENTAL REQUIREMENTS
A. Do not place grout when air temperature is below freezing.
B. Do not place concrete when base surface temperature is less than 40 degrees F, or surface is wet
or frozen.
PART 2 PRODUCTS
2.1 ROCK AND GEOTEXTILE MATERIALS
A. Furnish materials in accordance with Charlotte Water standards and as approved by the Engineer.
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A. Concrete: 4,000 psi, as specified in Section 03 30 00.
2.3 SOURCE QUALITY CONTROL (AND TESTS)
A. Section 0140 00 - Quality Requirements: Testing, inspection and analysis requirements.
B. Perform tests on cement, aggregates, and mixes to ensure conformance with specified
requirements.
C. Test samples in accordance with ACI 301.
D. Make rock available for inspection prior to shipment. Notify Engineer at least seven days before
inspection is allowed.
E. Allow witnessing of inspections and test at manufacturer's test facility. Notify Engineer at least
seven days before inspections and tests are scheduled.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
B. Verify compacted subgrade is acceptable and ready to support devices and imposed loads.
C. Verify gradients and elevations of base or foundation for other work are correct.
3.2 SEDIMENT TRAPS
A. Clear site, as specified in Section 31 10 00.
B. Construct trap by excavating and forming embankments as specified in Section 3123 16, and
Section 3123 23.
C. Place coarse aggregate or rock at outlet as indicated on Drawings.
D. Place geotextile fabric, as specified for rock energy dissipater.
E. When required, obtain borrow excavation for formation of embankment, as specified in Section
3123 16.
3.3 SITE STABILIZATION
A. Incorporate erosion control devices indicated on the Drawings into the Project at the earliest
practicable time.
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B. Construct, stabilize and activate erosion controls before site disturbance within tributary areas of
those controls.
C. Stockpile and waste pile heights shall not exceed 35 feet. Slope stockpile sides at 2: 1 or flatter.
D. Stabilize any disturbed area of affected erosion control devices on which activity has ceased and
which will remain exposed for more than 20 days.
1. During non -germinating periods, apply mulch at recommended rates.
E. Stabilize diversion channels, sediment traps, and stockpiles immediately.
3.4 FIELD QUALITY CONTROL
A. Section 0140 00 -Quality Requirements and Section 0170 00 -Execution and Closeout
Requirements: Field inspecting, testing, adjusting, and balancing.
B. Inspect erosion control devices on a weekly basis and after each runoff event. Make necessary
repairs to ensure erosion and sediment controls are in good working order.
C. Field test concrete in accordance with Section 03 30 00.
D. Compaction Testing: As specified in Section 3123 23.
E. When tests indicate Work does not meet specified requirements, remove Work, replace and retest.
F. Frequency of Compaction Testing: One for each lift.
3.5 CLEANING
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for cleaning.
B. When sediment accumulation in sedimentation structures has reached a point one-third depth of
sediment structure or device, remove and dispose of sediment.
C. Do not damage structure or device during cleaning operations.
D. Do not permit sediment to erode into construction or site areas or natural waterways.
E. Clean channels when depth of sediment reaches approximately one half channel depth.
3.6 PROTECTION
A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for protecting finished
Work.
B. Immediately after placement, protect paving from premature drying, excessive hot or cold
temperatures, and mechanical injury.
C. Do not permit construction traffic over paving 7 days minimum after finishing.
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D. Protect paving from elements, flowing water, or other disturbance until curing is completed.
END OF SECTION
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SECTION 3125 13
EROSION CONTROLS
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes installing, maintaining and removing:
1. Silt Fence.
2. Temporary Construction Entrances.
3. Site Stabilization.
B. Related Sections:
1. Section 31 10 00 - Site Clearing.
2. Section 3123 16 - Excavation and Fill.
1.2 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T 180 - Standard Specification for Moisture -Density Relations of Soils Using a
4.54-kg (I0-pound)rammer and a 457-mm (I8-inch)drop.
B. ASTM International:
1. ASTM C602 — Standard Specification for Agricultural Liming Materials.
2. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
3. ASTM D1556 — Standard Test Method for Density and Unit Weight of Soil in Place by the
Sane -Cone Method
4. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).
5. ASTM D2167 — Standard Test Method for Density and Unit Weight of Soil in Place by the
Rubber Balloon Method.
6. ASTM D6938 — Standard Test Method for In -Place Density and Water Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow Depth).
C. NCDOT Standard Specifications:
1. Standard Specifications for Roads and Structures, January 2012, published by the North
Carolina Department of Transportation.
1.3 SUBMITTALS
A. Section 0122 01 —Electronic Project Management System and Section 0133 01 —Submittal
Procedures EPMS: Requirements for submittals.
B. Product Data: Submit data on geotextile, posts, and woven wire.
C. Manufacturer's Certificate: Certify products and aggregates meet or exceed specified
requirements.
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D. Closeout Submittals: Section 01 70 00 - Execution and Closeout Requirements: Requirements
for submittals.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with Division 16 of NCDOT Standard Specifications.
B. Maintain one copy of document on site.
1.5 PRE -INSTALLATION MEETINGS
A. Section 0130 00 - Administrative Requirements: Pre -installation meeting.
B. Convene minimum one week prior to commencing work of this Section.
PART 2 PRODUCTS
2.1 GEOTEXTILE MATERIALS
A. Engineering Fabric Materials: Non -biodegradable conforming to Section 1056 of NCDOT
Standard Specifications:
1. Silt Fence: Type 3, Class A or B Engineering Fabric.
2. Under Rip Rap or Construction Entrances: Type 2 Engineering Fabric.
2.2 STONE, AGGREGATE, AND SOIL MATERIALS
A. Washed Stone: Coarse aggregate, Gradation No. 57 conforming to Section 1005 and 1006 of the
NCDOT Standard Specifications.
B. Aggregate for Construction Entrance: Coarse aggregate, Gradation No. 4 or larger with
maximum size of 3 inch, conforming to Sections 1005 and 1006 of the NCDOT Specifications.
C. Soil Fill: Clean natural soil with a plasticity index of 15 or less that is free of clay, rock, or gravel
lumps larger than 2 inches in any dimension; debris; waste; frozen material; and any other
deleterious material that might cause settlement. Suitable material excavated from the site may
be used as soil fill under optimum moisture conditions.
2.3 ACCESSORIES
A. Posts for Silt Fence: Steel posts 5 feet long, 1-3/8 inches wide, minimum weight 1.25 lbs/ft.
conforming to Section 1605 of NCDOT Standard Specifications.
B. Woven Wire Fence for Silt Fence: Minimum 32 inches high, minimum 5 horizontal wires,
vertical wires spaced 12 inches apart, minimum 10 gage top and bottom wires, and minimum 12-
1/2 gage; all other wires conforming to Section 1605 of NCDOT Standard Specifications.
C. Attachment Devices for Silt Fence: No. 9 staple, minimum 1-1/2 inches long, or other approved
attachment devices.
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2.4 SOURCE QUALITY CONTROL (AND TESTS)
A. Section 0140 00 - Quality Requirements: Testing, inspection, and analysis requirements.
B. Perform tests on cement, aggregates, and mixes to ensure conformance with specified
requirements.
C. Make rock available for inspection at producer's quarry prior to shipment. Notify Engineer at
least seven days before inspection is allowed.
D. Allow witnessing of inspections and tests at manufacturer's test facility. Notify Engineer at least
seven days before inspections and tests are scheduled.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
B. Verify compacted subgrade is acceptable and ready to support devices and imposed loads.
C. Verify gradients and elevations of base or foundation for other work are correct.
3.2 SILT FENCE
A. Install in accordance with Section 1605 of NCDOT Standard Specifications at locations shown on
Drawings.
B. Use wire fence with Class A fabric.
C. Class B fabric may be used without woven wire backing subject to the following:
1. Fabric is approved by Engineer.
2. Maximum post spacing is 6 feet.
3. Posts are inclined toward runoff source not more than 20 degrees from vertical.
3.3 TEMPORARY CONSTRUCTION ENTRANCES
A. Excavate and compact subgrade as specified in Section 3123 16 — Excavation and Fill NC.
B. Install construction entrances to the dimensions and locations as shown on Drawings. Minimum
thickness is 6 inches.
C. Mound aggregate near intersection with public road to prevent site runoff entering road.
D. Periodically dress entrances with 2-inch thick course aggregate when aggregate becomes clogged
with soil.
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3.4 SITE STABILIZATION
A. Incorporate erosion control devices indicated on the Drawings into the Project at the earliest
practicable time.
B. Construct, stabilize, and activate erosion controls before site disturbance within tributary areas of
those controls.
C. Stockpile and waste pile heights shall not exceed 35 feet. Slope stockpile sides at 2:1 or flatter.
D. Stabilize any disturbed area of affected erosion control devices on which activity has ceased and
which will remain exposed for more than 20 days.
1. During non -germinating periods, apply mulch at recommended rates.
E. Stabilize diversion channels, sediment traps, and stockpiles immediately.
3.5 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.
B. Inspect erosion control devices on a weekly basis and after each runoff event. Make necessary
repairs to ensure erosion and sediment controls are in good working order.
C. When tests indicate Work does not meet specified requirements, remove Work, replace, and
retest.
D. Frequency of Tests: Twice per lift for every 10,000 square feet.
3.6 CLEANING
A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for cleaning.
B. When sediment accumulation in sedimentation structures has reached a point one-half depth of
sediment structure or device, remove and dispose of sediment.
C. Do not damage structure or device during cleaning operations.
D. Do not permit sediment to erode into construction or site areas or natural waterways.
E. Clean channels when depth of sediment reaches approximately one-half channel depth.
END OF SECTION
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SECTION 32 1123
AGGREGATE BASE COURSES
1.1 SUMMARY
A. Section Includes:
1. Aggregate base course on a prepared subgrade.
B. Related Sections:
1. Section 3123 16 - Excavation and Fill: Preparing subgrade under base course.
2. Section 33 05 61 Concrete Manholes: Frames and lids penetrating aggregate base course.
1.2 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T 180 - Standard Specification for Moisture -Density Relations of Soils Using a
4.54-kg (10-pound) rammer and a 457-mm (18-inch) drop.
B. ASTM International:
1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
2. ASTM D1556 - Standard Test Method for Density of Soil in Place by the Sand -Cone
Method.
3. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).
4. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by the
Rubber Balloon Method.
5. ASTM D6938 — Standard Test Method for In -Place Density and Water Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow Depth).
C. NCDOT Standard Specifications:
1. Standard Specifications for Roads and Structures, January 2012, published by the North
Carolina Department of Transportation.
1.3 SUBMITTALS
A. Section 0133 01 - Submittal Procedures EPMS: Requirements for submittals.
B. Samples: Submit to testing laboratory 10-pound sample of each type of aggregate in airtight
containers.
C. Materials Source: Submit name of imported materials suppliers.
D. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with Section 520 of NCDOT Standard Specifications.
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B. Maintain one copy of document on site.
C. Furnish each aggregate material from single source throughout the Work.
D. Use sources participating in NCDOT Aggregate Quality Assurance/Quality Control Program.
PART 2 PRODUCTS
2.1 MATERIALS
A. Aggregate Base Course: Coarse aggregate Type A or B with a gradation of ABC conforming to
Sections 1005, 1006, and 1010 of NCDOT Standard Specifications.
B. Fine Aggregate: Sand gradation IS or 2S conforming to Sections 1005 and 1006 of NCDOT
standard Specifications.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verify existing conditions before starting work.
B. Verify substrate has been inspected and gradients and elevations are correct and dry.
3.2 PREPARATION
A. Correct irregularities in substrate gradient and elevation by scarifying, reshaping, and
recompacting as specified in Section 3123 16 — Excavation and Fill NC.
B. Do not place fill on soft, muddy, or frozen surfaces.
3.3 AGGREGATE PLACEMENT
A. Place aggregate in minimum 4-inch and maximum 10-inch layers and roller compact to specified
density. When total thickness is 10 inches or less, place in one layer. When total thickness is
greater than 10 inches, place in two equal layers.
B. Have each layer of material compacted and approved prior to placing succeeding layers.
C. Level and contour surfaces to elevations and gradients indicated on Drawings.
D. Add small quantities of fine aggregate to coarse aggregate as appropriate to assist compaction.
E. Maintain optimum moisture content of fill materials to attain required compaction density.
F. Use mechanical tamping equipment in areas inaccessible to roller compaction equipment.
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A. Section 0140 00 - Quality Requirements: Tolerances.
B. Maximum Variation from Thickness: 1/2 inch.
C. Maximum Variation from Elevation: 1/2 inch.
3.5 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Independent laboratory, field inspecting, testing,
adjusting, and balancing.
B. Laboratory Material Tests: Conform to Modified Proctor ASTM D1557 or AASHTO T180.
C. In -place Compaction Tests: Conform to:
1. Density Tests: ASTM D1556, ASTM D2167, or ASTM D6938.
2. Moisture Tests: ASTM D6938.
D. Compaction:
1. 100 percent of maximum when measured in -place by standard methods.
2. 98 percent of maximum when measured in -place by nuclear methods.
E. When tests indicate Work does not meet specified requirements, remove Work, replace and retest.
F. Frequency of Compaction Tests: Two tests per layer for every 5,000 tons of aggregate base
course.
END OF SECTION
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SECTION 32 31 13
CHAIN LINK FENCES AND GATES
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Fence framework, fabric, and accessories.
2. Excavation for post bases.
3. Concrete foundation for posts and center drop for gates.
4. Manual gates and related hardware.
5. Barbed wire, 3 strands on fence top.
1.2 REFERENCES
A. ASTM International:
1. ASTM A121 - Standard Specification for Zinc -Coated (Galvanized) Steel Barbed Wire.
2. ASTM A123/A123M - Standard Specification for Zinc (Hot -Dip Galvanized) Coatings on
Iron and Steel Products.
3. ASTM Al53/A153M - Standard Specification for Zinc Coating (Hot -Dip) on Iron and Steel
Hardware.
4. ASTM A392 - Standard Specification for Zinc -Coated Steel Chain -Link Fence Fabric.
5. ASTM A491 - Standard Specification for Aluminum -Coated Steel Chain -Link Fence
Fabric.
6. ASTM A792/A792M - Standard Specification for Steel Sheet, 55% Aluminum -Zinc Alloy -
Coated by the Hot -Dip Process.
7. ASTM A1011/A1011M - Standard Specification for Steel, Sheet and Strip, Hot -Rolled,
Carbon, Structural, High -Strength Low -Alloy and High -Strength Low -Alloy with Improved
Formability and Ultra High Strength.
8. ASTM B429 - Standard Specification for Aluminum -Alloy Extruded Structural Pipe and
Tube.
9. ASTM F567 - Standard Practice for Installation of Chain -Link Fence.
10. ASTM F668 - Standard Specification for Polyvinyl Chloride, PVC and Other Organic
Polymer -Coated Steel Chain Link Fence Fabric.
11. ASTM F900 - Standard Specification for Industrial and Commercial Swing Gates.
12. ASTM F934 - Standard Specification for Standard Colors for Polymer -Coated Chain Link
Fence Materials.
13. ASTM F1043 - Standard Specification for Strength and Protective Coatings on Metal
Industrial Chain Link Fence Framework.
14. ASTM F 1083 - Standard Specification for Pipe, Steel, Hot -Dipped Zinc -Coated
(Galvanized) Welded, for Fence Structures.
15. ASTM F1183 — Aluminum Alloy Chain Link Fence Fabric.
16. ASTM F1184 - Standard Specification for Industrial and Commercial Horizontal Slide
Gates.
B. Chain Link Fence Manufacturers Institute:
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1. CLFMI - Product Manual.
C. NCDOT Standard Specifications:
1. Standard Specifications for Roads and Structures, January 2012, published by the North
Carolina Department of Transportation.
1.3 SYSTEM DESCRIPTION
A. Fence Height: As indicated on Drawings.
B. Line Post Spacing: As indicated on Drawings, 12 feet maximum.
1.4 SUBMITTALS
A. Section 0122 01 - Electronic Program Management System and Section 0133 01 - Submittal
Procedures EPMS: Requirements for submittals.
B. Shop Drawings: Indicate plan layout, spacing of components, post foundation dimensions,
hardware anchorage, gates, and schedule of components.
C. Product Data: Submit data on fabric, posts, accessories, fittings and hardware.
D. Manufacturer's Installation Instructions: Submit installation requirements including post
foundation anchor bolt templates if required.
1.5 CLOSEOUT SUBMITTALS
A. Section 01 70 00 - Execution and Closeout Requirements: Closeout procedures.
B. Project Record Documents: Accurately record actual locations of property perimeter posts
relative to property lines and easements.
C. Operation and Maintenance Data: Procedures for submittals.
1.6 QUALITY ASSURANCE
A. Supply material in accordance with CLFMI - Product Manual.
B. Comply with Section 866 of NCDOT Standard Specifications except as modified herein.
Maintain one copy of document on site.
C. Perform installation in accordance with ASTM F567.
1.7 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this Section with
minimum 5 years experience.
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B. Installer: Company specializing in performing work of this section with minimum 5 years
experience.
1.8 DELIVERY, STORAGE AND HANDLING
A. Deliver fence fabric and accessories in packed cartons or firmly tied rolls.
B. Identify each package with manufacturer's name.
C. Store fence fabric and accessories in secure and dry place.
PART 2 PRODUCTS
2.1 MANUFACTURERS
A. Manufacturers:
1. Anchor Fence Inc.
2. Cyclone Inc.
3. Page Aluminized Steel Corp.
4. Boundary Fence and Railing Systems, Inc.
2.2 MATERIALS
A. Steel Pipe Framing: ASTM F1083 Schedule 40 galvanized steel pipe, welded construction;
coating conforming to ASTM F1043 Type A on pipe exterior and interior.
B. Hot Rolled Steel Framing: ASTM A1011 hot rolled steel strip, cold formed to pipe
configuration, longitudinally welded construction, minimum Grade 50; coating conforming to
ASTM F1043 Type B on pipe exterior and interior.
C. Steel Fence Fabric: ASTM A392 zinc coated wire fabric or ASTM A491 aluminum coated wire
fabric.
D. Aluminum Alloy Pipe Framing: ASTM B429.
E. Aluminum Alloy Fence Fabric: ASTM F 1183
F. Barbed Wire: ASTM A121 galvanized steel or ASTM A121 aluminum coated steel; 12 gage
thick wire, 2 strands, and 4 points at 3 inch on center.
G. Barbed Tape: Stainless steel, 0.025 inch thick x 1 inch wide, coil diameter of 24 inch, die
stamped to produce 4 barbed points at 4 inches on center; cold clench over stainless steel core.
H. Concrete: Class B concrete in accordance with Section 1000 of NCDOT Standard
Specifications with 2500 psi compressive strength at 28 days.
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A. Chain Link Fence Fabric:
1. Wire: Zinc coated per ASTM A 392, galvanized after weaving (GAW) 1.2 oz sq. ft. (366
g/m2) Class 1
2. Size: Helically wound and woven to height of 8 feet (2440 mm) with 2" (50 mm)
diamond mesh, 9 gauge, with a core wire diameter of. 148 (3.76 mm) and a break load of
1290 lbf (57401)
3. Selvage of fabric twisted at top and knuckled at bottom.
B. Steel Frame Members:
1. Pipe: Steel pipe - Type I: ASTM F 1083, standard weight schedule 40; minimum yield
strength of 30,000 psi (205MPa); sizes as indicated. Hot -dipped galvanized with minimum
average 1.8 oz/ft2 (550 g/m2) of coated surface area.
2. End, Gate and Corner Post 2.875" OD, 73 mm (3" OD nominal) 5.79 lbs /ft (8.62 kg/m)
Line (intermediate) Post 2.375 "OD, 60 mm (2-1/2" OD nominal) 3.65 lbs/ft (5.43 kg/m)
Top Rail and Braces 1.660" OD, 42 mm (1-5/8" OD nominal) 2.27 lbs/ft (3.38 kg/m).
C. Fence Gates:
1. General:
a. Gate types, widths and locations shall be as indicated herein and on the drawings.
b. Design gates for operation by one person.
c. Fabricate gates to permit 180 degrees or more in either direction.
d. Attach accessories with rivets or other methods which will provide security against
removal.
e. Install diagonal bracing using 3/8" adjustable truss rods on gates as needed to
provide frame rigidity without sag or twist.
2. Swing Personnel Gates (4'-0" & 8'-0" wide): Gate construction: ASTM F900; galvanized
frame with welded corners using 1-5/8" O.D. pipe 2.27 lbs./ft.; Gate posts shall be 3" O.D.
5.79 lbs./ft. Use of corner fittings is not permitted.
3. Double Swing Gate (2 panels 10'-0" each, 20' total width); Gate construction: ASTM F900;
galvanized frame with welded corners using 2" O.D. pipe 2.27 lbs./ft.; Gate posts shall be
4" O.D. 9.10 lbs./ft. Use of corner fittings is not permitted.
D. Fittings:
1. Chain link fence fittings per ASTM F 626. All ferrous metal fittings are to be galvanized.
2. Post caps: Steel. Caps must be weatherproof to prevent moisture intrusion into post. Top
with arm to be provided on line posts for barbed wire. Intermediate or line post tops to
have loop for top rail.
3. Rail ends: Formed steel or iron, designed to provide secure connection of top rails to
terminal post and brace or other rails to terminal and intermediate posts.
4. Sleeves: Lengths of top rails to be connected using 6" (152 mm) sleeves that allow for
expansion or contraction of the rail.
5. Tie Wire: 9 gauge [0.148" (3.76 mm)] aluminum for attachment of chain link fabric to
rails. Hog rings attach fabric to tension wire to be 9 GA [0.148" (3.76 mm)].
6. Fabric bands and brace bands are to be pressed steel.
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7. Tension (stretcher) bars made of one continuous piece of steel or aluminum, 3/16" x 3/4"
(4.76 min x 19 min). Provide one bar per end or gate post and two bars per corner or pull
post.
8. Tension wire: Galvanized steel wire, 7 gauge, [0.177" (4.5 mm)], having a tensile strength
of 75,000 psi (517MPa).
9. Fasteners: All nuts and bolts to be galvanized.
10. Barbed wire: Galvanized coated, per ASTM A-121 Type Z — Class 3 with .80oz/sf zinc
coated wire - Design #12-4-5-14R, double strand, 12-1/2 gauge, twisted line wire with, 4
point barbs, spaced approximately 5" on center (3 strands).
11. Barbed wire supporting arms: Pressed steel arms with provisions for attaching 3 rows of
barbed wire.
E. Setting Materials: Concrete - Minimum 28 day compressive strength of 3,000 psi (20
MPa)
D. Tension Wire: 7 gage thick steel, single strand.
E. Tension Band: 3/16 inch thick by 3/4 inch wide steel.
F. Tie Wire: Aluminum steel wire, 9-gage or 6-gage as indicated.
2.4 ACCESSORIES
A. Caps: Cast steel galvanized, galvanized pressed steel, malleable iron galvanized, or aluminum
alloy; sized to post diameter, set screw retainer.
B. Fittings: Sleeves, bands, clips, rail ends, tension bars, fasteners and fittings; galvanized steel.
C. Extension Arms: Cast steel galvanized or galvanized pressed steel to accommodate 3 strands of
barbed wire, single arm, for placing vertical or sloped to 45 degrees as indicated on Drawings.
D. Gate Hardware: Fork latch with gravity drop, center gate stop and drop rod; two 180 degree
gate hinges for each leaf and hardware for padlock keyed to match hardware as directed by
Architect/Engineer.
2.5 GATES
A. General:
1. Gate Types, Opening Widths and Directions of Operation: As indicated on Drawings.
2. Design gates for operation by one person.
3. Deliver gates factory assembled.
4. Finish is to be galvanized, aluminum coated, or PVC coated to match fence.
B. Swing Gates:
1. Fabricate gates to permit 180 degree swing.
2. Gates Construction: ASTM F900 with welded corners. Use of corner fittings is not
permitted.
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00aI►1161:1961
A. Galvanized Components and Fabric: Galvanized to ASTM A123/A123M for components;
ASTM A153/A153M for hardware; ASTM A392 for fabric; 2.0 oz/sq. ft. coating.
B. Aluminum Coated Components and Fabric: Aluminum coating to ASTM A792/A792M for
components and ASTM A491 for fabric; 0.40 oz/sq. ft.
C. Vinyl Coated Components and Fabric: Vinyl coating, 10 mil thick, over metallic coated wire,
medium green, dark green or black color in accordance with ASTM F934 as indicated on
Drawings.
D. Hardware: Galvanized to ASTM A153/A 153M, 2.0 oz/sq. ft. coating.
E. Accessories: Same finish as framing.
2.7 CONCRETE
A. Concrete for foundations: Class A Concrete conforming to Section 1000 of the NCDOT
Standard Specifications.
1. Compressive strength of 3,000 psi at 28 days.
2. Air entrained.
3. Water cement ratio of 0.488 with rounded aggregate and 0.532 with angular aggregate.
4. Maximum slump of 3.5 inch for non -vibrated concrete and 4 inch for vibrated concrete.
5. Minimum cement content of 564 lbs per cubic yard for non -vibrated and 602 lbs per cubic
yard for vibrated concrete.
PART 3 EXECUTION
3.1 INSTALLATION
A. CHAIN LINK FENCE FRAMING INSTALLATION
Installation should be limited to fence companies that have at least five years' experience in
installing commercial or industrial chain link fences. Proof of insurance, as well as a small
list of completed jobs should be able to be produced by installer if awarded the project.
2. 'Install chain link fence in accordance with ASTM F 567.
3. Space line posts equal distance 10' (3.05 mm) maximum center to center of posts.
4. Set terminal posts at beginning and end of each continuous length of fence and where
abrupt changes in grade or direction of fence occur (30' or more).
5. Set posts in concrete. Dig holes having a diameter 4 times the diameter of the post, and
6" [152 mm] deeper than the bottom of the post. Forms are not necessary or
recommended. All posts to be 36" [910 mm] minimum depth from surface.
6. Check each post for vertical and top alignment.
7. Tension wire: Install tension wire at bottom of fabric. Install tension wire before
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stretching fabric and attach to each post with ties. Secure tension wire to fabric with be 9
GA [0.148" (3.76 mm)] hog rings 24" (610 mm) oc.
8. Top rail: Install lengths, 21' (6400 mm). Connect joints with sleeves or rigid connections
for expansion/contraction.
B. CHAIN LINK FABRIC INSTALLATION
1. Fabric: Install fabric on security side and attach so that fabric remains in tension after
pulling force is released. Leave approximately 2" (50 mm) between finish grade and
bottom selvage. Attach fabric with wire ties to line posts at 15" (381mm) on center and to
rails, braces, and tension wire at 24" (600 mm) on center.
2. Stretcher bars: Thread tension bar through fabric and attach to terminal posts with bands
spaced maximum of 15" (381 mm) on center.
C. ACCESSORIES
1. Barbed wire: Uniformly space parallel rows of barbed wire on security side of fence. Pull
wire taut and attach to each extension arm.
3.2 ERECTION TOLERANCE
A. Section 0140 00 - Quality Requirements: Tolerances.
B. Maximum Variation from Plumb: 1/4 inch.
C. Maximum Offset from Indicated Position: 1 inch.
D. Minimum distance from property line: 6 inches.
END OF SECTION
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SECTION 33 01 10.58
DISINFECTION OF WATER UTILITY PIPING SYSTEMS
PART 1 GENERAL
1.1 SUMMARY
A. Section includes disinfection of potable water distribution and transmission system; and testing
and reporting results.
B. Related Sections:
1. Section 22 1100 —Facility Water Distribution
2. Section 22 13 00 — Facility Sanitary Sewerage
1.2 REFERENCES
A. American Water Works Association:
1.
AWWA B300 —
Standard for Hypochlorites.
2.
AWWA B301 —
Standard for Liquid Chlorine.
3.
AWWA B302 —
Standard for Ammonium Sulfate.
4.
AWWA B303 —
Standard for Sodium Chlorite.
5.
AWWA C600 —
Standard for Installation of Ductile -Iron Water Mains and Their
Appurtenances.
6.
AWWA C651 —
Standard for Disinfecting Water Mains.
1.3 SUBMITTALS
A. Section 0122 01 —Electronic Project Management System and Section 0133 01 —Submittal
Procedures EPMS: Requirements for submittals.
B. Disinfection Procedure:
1. Submit description of procedure, including type of disinfectant and calculations indicating
quantities of disinfectants required to produce specified chlorine concentration.
C. Product Data: Submit procedures, proposed chemicals, and treatment levels for review.
D. Test Reports: Indicate results comparative to specified requirements.
E. Certificate: Certify cleanliness of water distribution system meets or exceeds specified
requirements.
F. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and inspections.
G. Qualifications Statements:
H. Submit qualifications for manufacturer and applicator.
1.4 CLOSEOUT SUBMITTALS
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A. Section 0170 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Disinfection Report:
1. Type and form of disinfectant used.
2. Date and time of disinfectant injection start and time of completion.
3. Test locations.
4. Name of person collecting samples.
5. Initial and 24 hour disinfectant residuals in treated water in ppm for each outlet tested.
6. Date and time of flushing start and completion.
7. Disinfectant residual after flushing in ppm for each outlet tested.
C. Bacteriological Report:
1. Date issued, project name, and testing laboratory name, address, and telephone number.
2. Time and date of water sample collection.
3. Name of person collecting samples.
4. Test locations.
5. Initial and 24 hour disinfectant residuals in ppm for each outlet tested.
6. Coliform bacteria test results for each outlet tested.
7. Certify water conforms, or fails to conform, to bacterial standards of authority having
jurisdiction.
D. Water Quality Certificate: Certify water conforms to quality standards of authority having
jurisdiction, suitable for human consumption.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with AWWA C651; maintain one copy of document on site.
PART 2 PRODUCTS
2.1 DISINFECTION CHEMICALS
A. Chemicals: AWWA B300, Hypochlorite, AWWA B301, Liquid Chlorine, AWWA B302,
Ammonium Sulfate, and AWWA B303, Sodium Chlorite.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
B. Section 0170 00 - Execution and Closeout Requirements: Requirements for installation
examination.
C. Verify that access fittings have been installed under Section 22 1100 - Facility Water
Distribution.
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D. Verify piping system has been cleaned, inspected, and pressure tested.
E. Perform scheduling and disinfecting activity with start-up, water pressure testing, adjusting and
balancing, and demonstration procedures, including coordination with related systems.
3.2 INSTALLATION
A. Provide and attach required equipment to perform the Work of this Section.
B. Perform disinfection of water distribution system.
C. Introduce treatment into piping system.
D. Maintain disinfectant in system for 24 hours minimum.
E. Flush, circulate, and clean until required cleanliness is achieved; use municipal domestic water.
F. Replace permanent system devices removed for disinfection.
3.3 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.
B. Section 0170 00 - Execution and Closeout Requirements: Requirements for testing, adjusting,
and balancing.
C. Disinfection, Flushing, and Sampling:
1. Notify Engineer, and utility company, Owner, and testing agency 72 hours in advance of test
and have witness test.
2. Disinfect pipeline installation in accordance with AWWA C651 and Section .1003 -
Disinfection of Storage Tanks and Distribution Systems of the Rules Governing Public
Water Systems, North Carolina Administrative Code Title 15A Subchapter 18C. Use of
liquid chlorine is not permitted
3. Water line shall be disinfected by the addition and thorough dispersion of a chlorine solution
in concentrations sufficient to produce a chlorine residual of at least 50 milligrams per liter
(or ppm) in the water throughout the distribution system.
4. The chlorine solution shall remain in contact with the interior surfaces of the water system
for a period of 24 hours.
5. Upon completion of retention period required for disinfection, flush pipeline until chlorine
concentration in water leaving pipeline is no higher than that generally prevailing in existing
system or is acceptable for domestic use.
6. Legally dispose of chlorinated water. When chlorinated discharge may cause damage to
environment, apply neutralizing chemical to chlorinated water to neutralize chlorine residual
remaining in water.
7. After final flushing and before pipeline is connected to existing system or placed in service,
employ an approved independent testing laboratory to sample, test, and certify water quality
suitable for human consumption.
END OF SECTION
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SECTION 33 05 05.31
HYDROSTATIC TESTING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes: Hydrostatic testing of pressure piping.
B. Related Requirements:
1. Section 22 11 00 - Facility Water Distribution: Pipe materials and accessories normally
encountered with pressurized water distribution systems.
1.2 REFERENCE STANDARDS
A. American Water Works Association:
1. AWWA C600 - Installation of Ductile -Iron Water Mains and Their Appurtenances.
1.3 SUBMITTALS
A. Section 01 22 01 - Electronic Project Management System and 01 33 01 - Submittal
Procedures EPMS: Requirements for submittals.
B. Submit following items prior to start of testing:
1. Testing procedures.
2. List of test equipment.
3. Testing sequence schedule.
4. Provisions for disposal of flushing and test water.
5. Certification of test gage calibration.
C. Test and Evaluation Reports: Indicate results of piping tests.
D. Qualifications Statement:
1. Submit qualifications for applicator.
1.4 QUALITY ASSURANCE
A. Perform Work according to Owner's standards.
B. Maintain one copy of each standard affecting Work of this Section on Site.
1.5 QUALIFICATIONS
A. Applicator: Company specializing in performing Work of this Section with minimum 3
years' documented experience.
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PART 2-PRODUCTS
2.1 HYDROSTATIC TESTING
A. Equipment:
1.
Pressure pump.
2.
Pressure hose.
3.
Water meter.
4.
Test connections.
5.
Pressure relief valve.
6.
Pressure Gage: Calibrated to 0.1 psi.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for installation
examination.
B. Verify that piping is ready for testing.
C. Verify that trenches are backfilled.
D. Verify that pressure piping thrust restraints have been installed.
3.2 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Requirements for inspecting and testing.
B. Section 0170 00 - Execution and Closeout Requirements: Requirements for testing,
adjusting, and balancing.
C. Testing of Pressure Piping:
1. Test system according to AWWA C600 and following:
a. Hydrostatically test each portion of pressure piping, including valved section, at
1.5 times working pressure of piping, based on elevation of lowest point in piping
corrected to elevation of test gage.
b. Conduct hydrostatic testing for at least two hours.
c. Slowly fill with water portion of piping to be tested, expelling air from piping at
high points.
d. Install corporation cocks at high points.
e. Close air vents and corporation cocks after air is expelled.
f. Raise pressure to specified test pressure.
g. Observe joints, fittings, and valves undergoing testing.
h. Remove and renew cracked pipes, joints, fittings, and valves that show visible
leakage.
i. Retest.
j. Correct visible deficiencies and continue testing at same test pressure for
additional two hours to determine leakage rate.
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k. Maintain pressure within plus or minus 5.0 psi of test pressure.
1. Leakage is defined as quantity of water supplied to piping necessary to maintain
test pressure during period of testing.
m. Compute maximum allowable leakage using following formula:
1) L = [SD x sgrt(P)]/C.
2) L = testing allowance, gph.
3) S = length of pipe tested, feet.
4) D = nominal diameter of pipe, inches.
5) P = average test pressure during hydrostatic testing, psig.
6) C = 148,000.
7) If pipe undergoing testing contains sections of various diameters, calculate
allowable leakage from sum of computed leakage for each pipe size.
2. If testing of piping indicates leakage greater than that allowed, locate source of leakage,
make corrections, and retest until leakage is within acceptable limits.
3. Correct visible leaks regardless of quantity of leakage.
END OF SECTION
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SECTION 33 05 05.41
AIR TESTING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes: Low-pressure air testing of gravity sewer piping.
B. Related Requirements:
1. Section 33 3100 - Sanitary Sewerage Piping: Pipe materials, manholes, and accessories
normally encountered with gravity sewerage piping.
1.2 SUBMITTALS
A. Section 01 22 01 - Electronic Project Management System and 01 33 01 - Submittal
Procedures EPMS: Requirements for submittals.
B. Submit following items prior to start of testing:
1. Testing procedures.
2. List of test equipment.
3. Testing sequence schedule.
4. Provisions for disposal of flushing and test water.
5. Certification of test gage calibration.
C. Test and Evaluation Reports: Indicate results of piping tests.
D. Qualifications Statement:
1. Submit qualifications for applicator.
1.3 QUALITY ASSURANCE
A. Perform Work according to Owner's standards.
1.4 QUALIFICATIONS
A. Applicator: Company specializing in performing Work of this Section with minimum three
years' documented experience.
PART2-PRODUCTS
2.1 AIR TESTING
A. Equipment:
1. Air compressor.
2. Air supply line.
3. Shutoff valves.
4. Pressure regulator.
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5. Pressure relief valve.
6. Stopwatch.
7. Plugs.
8. Pressure Gage: Calibrated to 0.1 psi.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for installation
examination.
B. Verify that piping is ready for testing.
C. Verify that trenches are backfilled.
3.2 PREPARATION
A. Section 0170 00 -Execution and Closeout Requirements: Requirements for preparation.
B. Lamping:
1. Lamp gravity piping after flushing and cleaning.
2. Perform lamping operation by shining light at one end of each pipe section between
manholes.
3. Observe light at other end.
4. Pipe not installed with uniform line and grade will be rejected.
5. Remove and reinstall rejected pipe sections.
6. Clean and lamp until pipe section is installed to uniform line and grade.
C. Plugs:
1. Plug outlets, wye branches, and laterals.
2. Brace plugs to resist test pressures.
3.3 FIELD QUALITY CONTROL
A. Section 01 40 00 - Quality Requirements: Requirements for inspecting and testing.
B. Section 0170 00 - Execution and Closeout Requirements: Requirements for testing,
adjusting, and balancing.
C. Low -Pressure Air Testing:
1. Test each reach of gravity sewer piping between manholes.
2. Introduce air pressure slowly to approximately 4 psig.
3. Determine ground water elevation above spring line of piping.
4. For every foot of ground water above spring line of piping, increase starting air test
pressure by 0.43 psi.
5. Do not increase pressure above 10 psig.
6. Allow pressure to stabilize for at least five minutes.
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7. Adjust pressure to 3.5 psig or to increased test pressure as determined above when
ground water is present.
8. Do not make allowance for laterals.
9. Minimum Testing Duration in Minutes Per 100 Feet:
a. Pipe Size 3 Inches: 0.2.
b. Pipe Size 4 Inches: 0.3.
c. Pipe Size 6 Inches: 0.7.
d. Pipe Size 8 Inches: 1.2.
e. Pipe Size 10 Inches: 1.5.
f. Pipe Size 12 Inches: 1.8.
g. Pipe Size 15 Inches: 2.1.
h. Pipe Size 18 Inches: 2.4.
i. Pipe Size 21 Inches: 3.0.
j. Pipe Size 24 Inches: 3.6.
k. Pipe Size 27 Inches: 4.2.
1. Pipe Size 30 Inches: 4.8.
in. Pipe Size 33 Inches: 5.4.
n. Pipe Size 36 Inches: 6.0.
10. Record drop in pressure during testing period.
11. If air pressure drops more than 1.0 psi during testing period, piping has failed.
12. If 1.0-psi air pressure drop has not occurred during testing period, piping is acceptable;
discontinue testing.
13. If piping fails, test reach of piping in incremental stages until leaks are isolated, repair
leaks, and retest entire reach between manholes.
14. If unsatisfactory testing results are achieved, make necessary repairs and retest until
result meets criteria.
15. Repair visible leaks regardless of quantity of leakage.
END OF SECTION
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SECTION 33 05 05.43
MANDREL TESTING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes: Deflection testing of plastic sewer piping.
B. Related Requirements:
1. Section 33 3100 - Sanitary Sewerage Piping: Pipe materials, manholes, and accessories
normally encountered with gravity sewerage piping.
1.2 REFERENCE STANDARDS
A. ASTM International:
1. ASTM D2122 - Standard Test Method for Determining Dimensions of Thermoplastic
Pipe and Fittings.
1.3 SUBMITTALS
A. Section 01 22 01 - Electronic Project Management System and 01 33 01 - Submittal
Procedures EPMS: Requirements for submittals.
B. Submit following items prior to start of testing:
1. Testing procedures.
2. List of test equipment.
3. Testing sequence schedule.
4. Provisions for disposal of flushing and test water.
5. Certification of test gage calibration.
6. Deflection mandrel drawings and calculations.
C. Test and Evaluation Reports: Indicate results of piping tests.
PART 2-PRODUCTS
2.1 DEFLECTION TESTING
A. Equipment:
1. Properly sized rigid ball
2. Pull/retrieval ropes.
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PART 3 - EXECUTION
3.1 EXAMINATION
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for installation
examination.
B. Verify that piping is ready for testing.
C. Verify that trenches are backfilled.
3.2 PREPARATION
A. Section 0170 00 -Execution and Closeout Requirements: Requirements for preparation.
B. Lamping:
1. Lamp gravity piping after flushing and cleaning.
2. Perform lamping operation by shining light at one end of each pipe section between
manholes.
3. Observe light at other end.
4. Pipe not installed with uniform line and grade will be rejected.
5. Remove and reinstall rejected pipe sections.
6. Clean and lamp until pipe section is installed to uniform line and grade.
C. Plugs:
1. Plug outlets, wye branches, and laterals.
2. Brace plugs to resist test pressures.
3.3 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Requirements for inspecting and testing.
B. Section 01 70 00 - Execution and Closeout Requirements: Requirements for testing,
adjusting, and balancing.
C. Deflection Testing of Plastic Sewer Piping:
1. Perform vertical ring deflection testing on PVC and ABS sewer piping after backfilling
has been in place for at least 30 days, but not longer than 12 months.
2. Allowable maximum deflection for installed plastic sewer pipe is no greater than five
percent of original vertical internal diameter.
3. Perform deflection testing using \properly sized rigid ball.
4. Rigid Ball Diameter:
a. Not less than 95 percent of base or average ID of pipe.
b. Pipe Diameter: Comply with ASTM D2122.
5. Perform testing without mechanical pulling devices.
6. Locate, excavate, replace, and retest piping that exceeds allowable deflection.
Ae1 6)W140010Mei
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SECTION 33 05 17
PRECAST CONCRETE VALVE VAULTS AND METER BOXES
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Precast concrete valve vaults.
B. Related Sections:
1. Section 3123 16.13 — Trenching: Excavating and backfilling for vaults and meter boxes.
1.2 REFERENCES
A. ASTM International:
1. ASTM A48 - Standard Specification for Gray Iron Castings.
2. ASTM A536 - Standard Specification for Ductile Iron Castings.
3. ASTM C443 - Standard Specification for Joints for Concrete Pipe and Manholes, Using
Rubber Gaskets.
4. ASTM C478 - Standard Specification for Precast Reinforced Concrete Manhole Sections.
5. ASTM C497 - Standard Test Methods for Concrete Pipe, Manhole Sections, or Tile.
6. ASTM C890 - Standard Practice for Minimum Structural Design Loading for Monolithic or
Sectional Precast Concrete Water and Wastewater Structures.
7. ASTM C891 - Standard Practice for Installation of Underground Precast Utility Structures.
8. ASTM C913 - Standard Specification for Precast Concrete Water and Wastewater
Structures.
9. ASTM C990 - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast
Box Sections Using Preformed Flexible Joints Sealants.
B. NCDOT Standard Specifications:
1. Standard Specifications for Roads and Structures, January 2012, published by the North
Carolina Department of Transportation.
1.3 SUBMITTALS
A. Section 0122 01 — Electronic Project Management Systems and Section 0133 01 - Submittal
Procedures EPMS: Requirements for submittals.
B. Shop Drawing: Indicate plan, location and inverts of connecting piping.
C. Product Data: Submit data on valve vaults.
D. Manufacturer's Certificates: Submit Statement of Compliance and supporting data from
materials suppliers attesting that precast concrete valve vaults provided meet or exceed ASTM
Standards and specification requirements.
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E. Manufacturer's Installation Instructions: Submit special procedures for precast concrete valve
vault installation.
1.4 CLOSEOUT SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Project Record Documents: Accurately record actual locations and inverts of buried pipe,
components and connections.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with Section 1525 of NCDOT Standard Specifications.
B. Maintain one copy of document on site.
1.6 DELIVERY, STORAGE AND HANDLING
A. Transport and handle precast concrete units with equipment designed to protect units from
damage.
B. Do not place concrete units in position to cause overstress, warp or twist.
PART 2 PRODUCTS
2.1 PRECAST CONCRETE VALVE VAULTS
A. Precast Sections: Reinforced precast concrete in accordance with ASTM C478.
1. Joints: Butyl rubber gaskets in accordance with ASTM C990.
2.2 FRAMES AND COVERS
A. Manufacturers:
1. Halliday Products
2. Substitutions: Equal per Section 00 21 13 — Instructions to Bidders.
2.3 CONFIGURATION
A. Provide size and shape as indicated on Drawings.
B. Foundation Slab: Cast -in -place or precast reinforced concrete integral with bottom section, level
top surface.
2.4 ACCESSORIES
A. Steps: Conform to local agency requirements, minimum 12 inches wide spaced vertically 16
inches on center.
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B. Strap Anchors: Stainless steel capable of supporting pipe or accessories indicated on Drawings,
minimum 1 inch wide x 1/8 inch thick.
C. Geotextile Filter Fabric: Type 1 Engineering fabric in accordance with Section 1056 of NCDOT
Standard Specifications; non -woven, needle punched, non -biodegradable, and rot -proof
2.5 BEDDING AND BACKFILL MATERIALS
A. Bedding: Clean course aggregate Gradation No. 57 conforming to Sections 1005 and 1006 of the
NCDOT Standard Specifications.
B. Backfill around Structures: As specified in Section 3123 16.13 -Trenching.
PART 3 EXECUTION
fcilf ..1 ►� 511►/ 11�1 enO
A. Verify items provided by other Sections of Work are properly sized and located.
B. Verify built-in items are in proper location and ready for roughing into Work.
C. Verify correct size of manhole and structure excavation.
3.2 PREPARATION
A. Coordinate placement of inlet and outlet pipe.
B. Do not install vaults and structures where site conditions induce loads exceeding structural
capacity of vaults.
C. Inspect precast concrete vaults immediately prior to placement in excavation to verify structures
are internally clean and free from damage. Remove and replace damaged units.
3.3 INSTALLATION
A. Excavation and Backfill:
1. Excavate and backfill for vaults in accordance with Section 3123 16.13 - Trenching in
location and to depth shown. Provide clearance around sidewalls of structure for
construction operations, backfill, and placement of geotextile filter fabric if required.
2. When groundwater is encountered, prevent accumulation of water in excavations. Place
structures in dry trench.
3. Where possibility exists of watertight structure becoming buoyant in flooded excavation,
anchor manhole or structure to avoid flotation.
B. Place bedding and foundation slab; trowel top surface level if cast -in -place.
C. Install underground precast utility structures in accordance with ASTM C891.
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D. Lift precast vaults and structures at lifting points designated by manufacturer.
E. When lowering vaults and structures into excavations and joining pipe to units, take precautions
to ensure interior of pipeline and manhole or structure remains clean.
F. Set precast vaults and structures bearing firmly and fully on stone bedding, 8-inch minimum
thickness, compacted to 95 percent maximum density per Section 3123 16.13 - Trenching or on
other support system shown on Drawings.
G. Assemble multi -section vaults and structures by lowering each section into excavation. Install
rubber gasket joints between precast sections in accordance with manufacturer's
recommendations. Lower, set level, and firmly position base section before placing additional
sections.
H. Remove foreign materials from joint surfaces and verify sealing materials are placed properly.
Maintain alignment between sections by using guide devices affixed to lower section.
I. Joint sealing materials may be installed on site or at manufacturer's plant.
Verify vaults and structures installed satisfy required alignment and grade.
K. Remove knockouts or cut structure to receive piping without creating openings larger than
required to receive pipe. Fill annular space with non -shrink grout.
3.4 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.
B. Perform soil compaction tests in accordance with Section 3123 16.13 - Trenching.
C. Perform hydrostatic tests in accordance with Section 33 05 05.3 1 -Hydrostatic Testing, 33 05
05.41-Air Testing, and 33 05 05.43-Mandrel Testing.
1. Notify Engineer 72 hours in advance of test and have witness test.
D. Test concrete manhole and structure sections in accordance with ASTM C497.
END OF SECTION
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SECTION 33 05 61
CONCRETE MANHOLES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Modular precast concrete manholes and structures with tongue -and -groove joints and
masonry transition to cover frame, covers, anchorage, and accessories.
2. Bedding and cover materials.
3. Pile support systems.
B. Related Requirements:
1. Section 03 10 00 - Concrete Forming and Accessories: Erection and bracing of forms.
2. Section 03 20 00 - Concrete Reinforcing: Reinforcing steel as required by this Section.
3. Section 03 30 00 - Cast -in -Place Concrete: Concrete type for manhole and structure
foundation slab construction.
4. Section 22 13 00 — Facility Sanitary Sewerage: Piping connections to manholes.
5. Section 3123 16 - Excavation: Excavating for manholes, structures, and foundation
slabs.
6. Section 3123 23 - Fill: Backfilling after manhole and structure installation.
1.2 DEFINITIONS
A. Bedding: Specialized material placed under manhole prior to installation and subsequent
backfill operations.
1.3 REFERENCE STANDARDS
A. American Association of State Highway Transportation Officials:
1. AASHTO M91 - Standard Specification for Sewer and Manhole Brick (Made from
Clay or Shale).
2. AASHTO M288 - Standard Specification for Geotextile Specification for Highway
Applications.
3. AASHTO M306 - Standard Specification for Drainage, Sewer, Utility, and Related
Castings.
B. American Concrete Institute:
1. ACI 530/530.1 - Building Code Requirements and Specification for Masonry
Structures.
C. ASTM International:
1. ASTM A48/A48M - Standard Specification for Gray Iron Castings.
2. ASTM A123/A123M - Standard Specification for Zinc (Hot -Dip Galvanized) Coatings
on Iron and Steel Products.
3. ASTM C32 - Standard Specification for Sewer and Manhole Brick (Made from Clay or
Shale).
4. ASTM C55 - Standard Specification for Concrete Building Brick.
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5. ASTM C361 - Standard Specification for Reinforced Concrete Low -Head Pressure
Pipe.
6. ASTM C478 - Standard Specification for Circular Precast Reinforced Concrete
Manhole Sections.
7. ASTM C497 - Standard Test Methods for Concrete Pipe, Manhole Sections, or Tile.
8. ASTM C877 - Standard Specification for External Sealing Bands for Concrete Pipe,
Manholes, and Precast Box Sections.
9. ASTM C913 - Standard Specification for Precast Concrete Water and Wastewater
Structures.
10. ASTM C923 - Standard Specification for Resilient Connectors between Reinforced
Concrete Manhole Structures, Pipes, and Laterals.
11. ASTM C990 - Standard Specification for Joints for Concrete Pipe, Manholes, and
Precast Box Sections Using Preformed Flexible Joint Sealants.
12. ASTM F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and
Studs.
13. ASTM F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi
Yield Strength.
1.4 COORDINATION
A. Section 0130 00 - Administrative Requirements: Requirements for coordination.
B. Coordinate Work of this Section with connection to Charlotte Water's sanitary sewer system
and trenching.
1.5 PREINSTALLATION MEETINGS
A. Section 0130 00 - Administrative Requirements: Requirements for preinstallation meeting.
B. Convene minimum one week prior to commencing Work of this Section.
1.6 SUBMITTALS
A. Section 01 22 01 - Electronic Project Management System and 01 33 01 - Submittal
Procedures EPMS: Requirements for submittals.
B. Product Data: Submit manufacturer information for manhole covers, component construction,
features, configuration, and dimensions.
C. Shop Drawings:
1. Indicate structure locations and elevations.
2. Indicate sizes and elevations of piping penetrations.
D. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
E. Manufacturer Instructions: Submit detailed instructions on installation requirements,
including storage and handling procedures.
F. Source Quality -Control Submittals: Indicate results of shop and/or factory tests and
inspections.
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G. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and
inspections.
H. Qualifications Statement:
1. Submit qualifications for manufacturer.
1.7 CLOSEOUT SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Project Record Documents: Record actual locations of manholes and connections, and record
invert elevations.
1.8 QUALITY ASSURANCE
A. Perform Work according to Charlotte Water standards.
B. Maintain one copy of each standard affecting Work of this Section on Site.
1.9 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this Section with
minimum three year's documented experience.
1.10 DELIVERY, STORAGE, AND HANDLING
A. Inspection: Accept materials on Site in manufacturer's original packaging and inspect for
damage.
B. Handling: Comply with precast concrete manufacturer instructions and ASTM C913 for
unloading and moving precast manholes and drainage structures.
C. Storage:
1. Store materials according to manufacturer instructions.
2. Store precast concrete manholes and drainage structures to prevent damage to Owner's
property or other public or private property.
3. Repair property damaged from materials storage.
D. Protection:
1. Protect materials from moisture and dust by storing in clean, dry location remote from
construction operations areas.
2. Provide additional protection according to manufacturer instructions.
1.11 AMBIENT CONDITIONS
A. Section 0150 00 - Temporary Facilities and Controls: Requirements for ambient condition
control facilities for product storage and installation.
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1.12 EXISTING CONDITIONS
A. Field Measurements:
1. Verify field measurements prior to fabrication.
2. Indicate field measurements on Shop Drawings.
1.13 WARRANTY
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for warranties.
B. Furnish five year manufacturer's warranty for concrete manholes.
PART 2-PRODUCTS
2.1 CONCRETE MANHOLES
A. Manufacturers:
1. Oldcastle Precast, Inc.
2. Substitutions: As specified in Section 00 21 13 — Instructions to Bidders.
B. Manhole Sections:
1. Materials:
a. Reinforced Precast Concrete: Comply with ASTM C478.
b. Gaskets: Comply with ASTM C923.
2. Joints:
a. Comply with ASTM C913.
b. Maximum Leakage: 0.025 gal. per hour per foot of joint at 3 feet of head.
C. Reinforcement:
1. Formed steel wire.
2. Finish: galvanized
D. Shaft and Eccentric Cone Top Sections:
1. Pipe Sections: Reinforced precast concrete.
2. Joints:
a. Lipped male/female.
3. Sleeved to receive pipe sections.
E. Shape: Cylindrical.
F. Clear Inside Dimensions:
1. As indicated on Drawings.
G. Design Depth:
1. As indicated on Drawings.
H. Clear Cover Opening:
1. As indicated on Drawings.
2.
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I. Pipe Entry: Furnish openings as indicated on Drawings.
J. Structure Joint Gaskets:
1. Comply with ASTM C361.
2. Material: Rubber.
2.2 FRAMES AND COVERS
A. Manufacturers:
1. Neenah Foundry Company
2. Substitutions: As specified in Section 00 21 13 — Instructions to Bidders.
3. Furnish materials according to Owner's standards.
B. Description:
1. Material:
a. Cast iron.
b. Comply with ASTM A48/A48M, Class 30B AASHTO M306.
2. Lid:
a. Bearing Surface: Machined flat.
b. Configuration: Removable.
c. Security: None.
3. Cover Design: Closed.
4. Cover: Molded with Charlotte Water name and logo.
2.3 RISER RINGS
A. Manufacturers:
1. Neenah Foundry Company
2. Substitutions: As specified in EJCDC C-700 General Conditions.
3. Furnish materials according to Owner's standards.
B. Riser Rings:
1. Thickness of 4 to 6 Inches:
a. Precast concrete.
b. Comply with ASTM C478.
2. Thickness Less Than 4 Inches:
a. Cast iron.
b. Comply with AASHTO M306.
3. Rubber Seal Wraps:
a. Wraps and Band Widths: Comply with ASTM C877, Type III.
b. Cone/Riser Ring Joint: Minimum 3-inch overlap.
c. Frame/Riser Ring Joint: 2-inch overlap.
d. Additional Bands: Overlap upper band by 2 inches.
2.4 SOURCE QUALITY CONTROL
A. Section 0140 00 -Quality Requirements: Requirements for testing, inspection, and analysis.
B. Certificate of Compliance:
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1. If manufacturer is approved by authorities having jurisdiction, submit certificate of
compliance indicating Work performed at manufacturer's facility conforms to Contract
Documents.
2. Specified shop tests are not required for Work performed by approved manufacturer.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for installation
examination.
B. Verify that items provided by other Sections of Work are properly sized and located.
C. Verify that built-in items are in proper location and are ready for roughing into Work.
D. Verify that excavation base is ready to receive Work and excavations and that dimensions
and elevations are as indicated on Drawings.
3.2 PREPARATION
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for installation
preparation.
B. Mark each precast structure by indentation or waterproof paint showing date of manufacture,
manufacturer, and identifying symbols and numbers as indicated on Drawings to indicate
its intended use.
C. Coordinate placement of inlet and outlet pipe or duct sleeves as required by other Sections.
D. Do not install manholes and structures where Site conditions induce loads exceeding
structural capacity of manholes or structures.
E. Inspect precast concrete manholes and structures immediately prior to placement in
excavation to verify that they are internally clean and free from damage; remove and
replace damaged units.
3.3 INSTALLATION
A. Conduct operations not to interfere with, interrupt, damage, destroy, or endanger integrity of
surface structures or utilities in immediate or adjacent areas.
B. Correct over -excavation with fine aggregate.
C. Remove large stones or other hard matter impeding consistent backfilling or compaction.
D. Protect manhole from damage or displacement while backfilling operation is in progress.
E. Excavating:
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1. As specified in Section 3123 16 - Excavation and fill in indicated locations and depths.
2. Provide clearance around sidewalls of manhole or structure for construction operations
3. If ground water is encountered, prevent accumulation of water in excavations; place
manhole or structure in dry trench.
4. Where possibility exists of watertight manhole or structure becoming buoyant in
flooded excavation, anchor manhole or structure to avoid flotation as approved by
Engineer.
F. Base and Alignment:
1. Place foundation slab and trowel top surface level.
2. Grout base of shaft sections to achieve slope to exit piping, trowel smooth, and contour
as indicated on Drawings.
3. Place manhole sections plumb and level, trim to correct elevations, and anchor to
foundation slab.
G. Attachments:
1. Set cover frames and covers level to correct elevations without tipping.
H. Backfilling: As specified in Section 3123 23 - Fill.
I. Precast Concrete Manholes:
1. Lift precast components at lifting points designated by manufacturer.
2. When lowering manholes into excavations and joining pipe to units, take precautions to
ensure that interior of pipeline and structure remains clean.
3. Assembly:
a. Assemble multisection manholes and structures by lowering each section into
excavation.
b. Install rubber gasket joints between precast sections according to manufacturer
recommendations.
c. Lower, set level, and firmly position base section before placing additional
sections.
4. Remove foreign materials from joint surfaces and verify that sealing materials are
placed properly.
5. Maintain alignment between sections by using guide devices affixed to lower section.
6. Joint sealing materials may be installed on Site or at manufacturer's plant.
7. Verify that installed manholes meet required alignment and grade.
8. Remove knockouts or cut structure to receive piping without creating openings larger
than required to receive pipe; fill annular spaces with mortar.
9. Cut pipe flush with interior of structure.
10. Shape inverts through manhole as indicated on Drawings.
Installation Standards: Install Work according to Owner's standards.
3.4 FIELD QUALITY CONTROL
A. Section 0140 00 -Quality Requirements: Requirements for inspecting and testing.
B. Testing:
1. Concrete Manhole Sections: Comply with ASTM C497
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C. Equipment Acceptance: Adjust, repair, modify, or replace components failing to perform as
specified and rerun tests.
fc�.�\R 01.'yM1[fi
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for starting and
adjusting.
END OF SECTION
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SECTION 33 14 19
VALVES AND HYDRANTS FOR WATER UTILITY SERVICE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Valves.
2. Valve boxes.
3. Fire hydrants.
B. Related Requirements:
1. Section 03 30 00 - Cast -in -Place Concrete: Concrete for thrust restraints.
2. Section 22 1100 - Facility Water Distribution: Pressure testing of valves and hydrants.
3. Section 33 01 10.58 - Disinfection of Water Utility Piping Systems: Requirements for
flushing and disinfecting.
1.2 REFERENCE STANDARDS
A. American Water Works Association:
1. AWWA C500 - Metal -Seated Gate Valves for Water Supply Service.
2. AWWA C502 - Dry -Barrel Fire Hydrants.
3. AWWA C503 - Wet -Barrel Fire Hydrants.
4. AWWA C509 - Resilient -Seated Gate Valves for Water Supply Service.
5. AWWA C550 - Protective Interior Coatings for Valves and Hydrants.
B. National Fire Protection Association:
1. NFPA 291 - Recommended Practice for Fire Flow Testing and Marking of Hydrants.
C. NSF International:
1. NSF 61 - Drinking Water System Components - Health Effects.
2. NSF 372 - Drinking Water System Components - Lead Content.
1.3 COORDINATION
A. Section 0130 00 - Administrative Requirements: Requirements for coordination.
1.4 SUBMITTALS
A. Section 01 22 01 - Electronic Project Management System and 01 33 01 - Submittal
Procedures EPMS: Requirements for submittals.
B. Product Data: Submit manufacturer information regarding component materials, fittings,
assembly and parts diagram, and accessories.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
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D. Manufacturer Instructions: Submit detailed instructions on installation requirements,
including storage and handling procedures.
E. Source Quality -Control Submittals: Indicate results of factory tests and inspections.
F. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and
inspections.
1.5 CLOSEOUT SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Project Record Documents: Record actual locations of valves and hydrants.
1.6 MAINTENANCE MATERIAL SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for maintenance
materials.
1.7 QUALITY ASSURANCE
A. Materials in Contact with Potable Water: Certified according to NSF 61 and NSF 372.
B. Cast manufacturer's name, pressure rating, and year of fabrication into valve body.
C. Maintain one copy of each standard affecting Work of this Section on Site.
1.8 DELIVERY, STORAGE, AND HANDLING
A. Delivery:
1. Seal valve and hydrant ends to prevent entry of foreign matter.
2. Inspection: Accept materials on Site in manufacturer's original packaging and inspect
for damage.
B. Store materials according to manufacturer instructions.
C. Protection:
1. Protect materials from moisture and dust by storing in clean, dry location remote from
construction operations areas.
2. Provide additional protection according to manufacturer instructions.
PART 2 - PRODUCTS
2.1 YARD HYDRANTS
A. Finishes:
1. Primer and two coats of enamel as recommended by manufacturer.
2. Color: Comply with Owner's requirements.
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2.2 VALVE BOXES
A. Manufacturers:
1. Furnish materials according to Owner's standards.
B. Valve Box Aligner: High -strength plastic device designed to automatically center valve box
base and to prevent it from shifting off center during backfilling.
2.3 SOURCE QUALITY CONTROL
A. Provide shop inspection and testing of completed assembly.
B. Certificate of Compliance:
1. If manufacturer is approved by authorities having jurisdiction, submit certificate of
compliance indicating Work performed at manufacturer's facility conforms to Contract
Documents.
2. Specified shop tests are not required for Work performed by approved manufacturer.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for installation
examination.
B. Determine exact location and size of valves from Drawings.
C. Identify required lines, levels, contours, and datum locations.
D. Verify that elevations of existing facilities prior to excavation and installation of valves and
hydrants are as indicated on Drawings.
3.2 PREPARATION
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for installation
preparation.
B. Locate, identify, and protect from damage utilities to remain.
C. Do not interrupt existing utilities without permission and without making arrangements to
provide temporary utility services.
1. Notify Engineer not less than three days in advance of proposed utility interruption.
2. Do not proceed without written permission from Engineer.
3.3 INSTALLATION
A. Perform trench excavation, backfilling, and compaction as specified in Section 22 11 00 —
Facility Water Distribution.
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B. Install valves and hydrants in conjunction with pipe laying.
C. Provide buried valves with valve boxes installed flush with finished grade.
D. Provide support blocking and drainage gravel while installing fire hydrants; do not block
drain hole.
E. Orientation:
1. Set valves and hydrants plumb.
F. After line pressure testing flush yard hydrants check for proper drainage.
G. Disinfection of Water Piping System: Flush and disinfect valves and hydrants with water
mains as specified in Section 33 01 10.58 - Disinfection of Water Utility Piping Systems.
3.4 FIELD QUALITY CONTROL
A. Section 0140 00 -Quality Requirements: Requirements for inspecting and testing.
END OF SECTION
M
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SECTION 33 3100
SANITARY UTILITY SEWERAGE PIPING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Sanitary sewer pipe and fittings.
2. Underground pipe markers.
3. Connection to existing manholes.
4. Wye branches and tees.
5. Sanitary Laterals.
B. Related Sections:
1. Section 3123 16.13 - Trenching: Excavation, bedding and backfill requirements for
trenching required by this section.
2. Section 33 05 61 — Concrete Manholes: Concrete manholes, frames and lids for sanitary
sewer.
1.2 REFERENCES
A. ASTM International:
1. ASTM A74 - Standard Specification for Cast Iron Soil Pipe and Fittings.
2. ASTM A746 - Standard Specification for Ductile Iron Gravity Sewer Pipe.
3. ASTM C564 - Standard Specification for Rubber Gaskets for Cast Iron Soil Pipe and
Fittings.
4. ASTM C923 - Standard Specification for Resilient Connectors between Reinforced Concrete
Manhole Structures, Pipes and Laterals.
5. ASTM C1479 - Standard Practice for Installation of Precast Concrete Sewer, Storm Drain,
and Culvert Pipe Using Standard Installations.
6. ASTM D2564 - Standard Specification for Solvent Cements for Poly (Vinyl Chloride)
(PVC) Plastic Piping Systems.
7. ASTM D2729 - Standard Specification for Poly (Vinyl Chloride) (PVC) Sewer Pipe and
Fittings.
8. ASTM D2855 - Standard Practice for Making Solvent -Cemented Joints with Poly (Vinyl
Chloride) (PVC) Pipe and Fittings.
9. ASTM D3034 - Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer
Pipe and Fittings.
10. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic
Pipe.
B. NCDOT Standard Specifications:
1. Standard Specifications for Roads and Structures, January 2012, published by the North
Carolina Department of Transportation.
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1.3 SUBMITTALS
A. Section 0122 01 — Electronic Project Management System and Section 0133 01 — Submittal
Procedures EPMS: Requirements for submittals.
B. Permits: Submit copies of construction permits obtained for this Work.
C. Product Data: Submit catalog cuts and other pertinent data indicating proposed materials,
accessories, details, and construction information.
D. Submit reports indicating field tests made and results obtained.
E. Manufacturer's Installation Instructions:
1. Indicate special procedures required to install Products specified.
2. Submit detailed description of procedures for connecting new sewer to existing sewer line
and directional drilling, or pipe jacking installation.
F. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
1.4 CLOSEOUT SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Project Record Documents: Record location of pipe runs, connections, manholes, cleanouts, and
invert elevations.
C. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted
utilities.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with Section 1520 of NCDOT Standard Specifications.
B. Maintain one copy of document on site.
1.6 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing Products specified in this section with
minimum three years documented experience.
B. Installer: Company specializing in performing Work of this section with minimum 3 years
documented experience.
1.7 DELIVERY, STORAGE, AND HANDLING
A. Deliver and store valves in shipping containers with labeling in place.
B. Block individual and stockpiled pipe lengths to prevent moving.
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C. Do not place pipe or pipe materials on private property or in areas obstructing pedestrian or
vehicle traffic.
D. Do not place pipe flat on ground. Cradle to prevent point stress.
E. Store UV sensitive materials out of direct sunlight.
1.8 FIELD MEASUREMENTS
A. Verify field measurements and elevations are as indicated.
1.9 COORDINATION
A. Section 0130 00 -Administrative Requirements: Requirements for coordination.
B. Coordinate Work with local sewerage authority. Convene pre -installation meeting minimum of
one week prior to starting Work of this Section.
C. Notify affected utility companies minimum of 72 hours prior to construction.
PART 2 PRODUCTS
2.1 SANITARY SEWER PIPE AND FITTINGS
A. PVC Rigid Joint Plastic Pipe: ASTM D2729, Poly (Vinyl Chloride) (PVC) material; bell and
spigot solvent sealed ends.
1. Fittings: PVC conforming to pipe specifications.
2. Joints: ASTM D2855, solvent weld with ASTM D2564 solvent cement.
B. Ductile Iron Gravity Sewer Pipe: ASTM A746, bell and spigot ends.
1. Pipe Class: Extra Heavy Service type.
2. Fittings: Ductile iron, AWWA C110. Compact fittings, AWWA C153.
3. Joints: Rubber gaskets per AWWA C111.
2.2 FLEXIBLE PIPE BOOT FOR MANHOLE PIPE ENTRANCES
A. Furnish materials in accordance with authority having jurisdiction.
B. Flexible Pipe Boot: ASTM C923, ethylene propylene rubber (EPDM), Series 300 stainless steel
clamp and stainless -steel hardware.
2.3 UNDERGROUND PIPE MARKERS
A. Plastic Ribbon Tape: Brightly colored green continuously printed with "SANITARY SEWER" in
large letters, minimum 6 inches wide by 4 mils thick.
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OZA=uF001: MN MI
A. Manholes: As specified in Section 33 05 61 — Concrete Manholes and indicated on Drawings;
cover inscribed with "SANITARY SEWER".
2.5 CONCRETE AND GROUT
A. Concrete: Class B Concrete conforming to Section 1000 of the NCDOT Standard Specifications.
1. Compressive strength of 2,500 psi at 28 days.
2. Air entrained.
3. Water cement ratio of 0.488 with rounded aggregate and 0.567 with angular aggregate.
4. Maximum slump of 2.5 inch for vibrated concrete and 4 inch for non -vibrated concrete.
5. Minimum cement content of 508 pounds per cubic yard for vibrated and 545 pounds per
cubic yard for non -vibrated concrete.
B. Grout: Non -shrink, non-metallic in accordance with Section 1054 of NCDOT Standard
Specifications with a compressive strength of at least 5,000 psi at 3 days.
2.6 BEDDING AND COVER MATERIALS
A. General: Conform to Section 3123 16.13 - Trenching for bedding and backfill around and on top
of pipe.
B. Bedding for Rigid Pipe (CIP, DIP, VCP, and RCP): Clean sand, slightly silty sand, or slightly
clayey sand having a Unified Soil Classification of SP, SP-SM or SP-SC.
C. Bedding for Flexible Pipe (PVC, ABS): Clean course aggregate Gradation No. 57 conforming to
Sections 1005 and 1006 of the NCDOT Standard Specifications.
2.7 TRANSITION COUPLINGS
A. Couplings shall be used to joint pipe of difference materials. Couplings with adjustable stainless
steel shear rings shall be installed according to the manufacturer's instructions. Adjustable repair
couplings shall conform to ASTM C1173.
B. Transition couplings used to join Ductile Iron or C900 and ASTM D3034 PVC sewer pipe.
1. Shall be Ductile Iron, deep bell, push on joint, and air test rated.
2. Ductile Iron material shall comply with ASTM A536, Grade 65-45-12 or 88-55-06.
3. Bell depths shall meet the minimum socket depth requirements of ASTM F1336.
4. Gaskets shall be machined.
5. Gaskets shall be of SBR rubber and comply with ASTM F477.
6. No rubber couplings with bands are permitted unless transiting to and/or from vitrified clay
(VC) pipe.
7. All couplings shall have pipe stops and a flow way tapered to allow a smooth transition
between the pipes.
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M"alW14xilliIto] ►1
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
B. Verify existing sanitary sewer utility main size, location, and inverts are as indicated on
Drawings.
3.2 EXCAVATION AND BEDDING
A. Excavate pipe trench in accordance with Section 3123 16.13 - Trenching.
B. Excavate to lines and grades shown on Drawings or required to accommodate installation of
encasement.
C. Dewater excavations to maintain dry conditions and preserve final grades at bottom of
excavation.
D. Provide sheeting and shoring in accordance with Section 3123 16.13 - Trenching.
E. Place bedding material at trench bottom, level continuous layer not exceeding 8-inch compacted
depth; compact to 95 percent per Section 3123 16.13 - Trenching.
3.3 INSTALLATION — PIPE
A. Install in accordance with manufactures instructions and as indicated on Drawings.
B. Install plastic pipe, fittings, and accessories in accordance with ASTM D2321.
C. Install VCP, fittings, and accessories in accordance with ASTM C12.
D. Install RCP, fittings, and accessories in accordance with ASTM C1479.
E. Install CIP and DIP, fittings, and accessories in accordance with applicable portions of AWWA
C600.
F. Seal joints watertight.
G. Lay pipe to slope gradients indicated on Drawings with maximum variation from indicated slope
of 1/8 inch in 10 feet. Begin at downstream end and progress upstream.
H. Ensure entire pipe is supported by bedding.
I. Assemble and handle pipe in accordance with manufacturer's instructions except as modified on
the Drawings or by Engineer.
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Keep pipe and fittings clean until work is completed and accepted by Engineer. Cap open ends
during periods of work stoppage.
K. Lay bell and spigot pipe with bells upstream.
L. Connect pipe to existing sewer system as indicated on Drawings at existing manhole or using
doghouse manhole connection per Section 33 05 61 - Concrete Manholes.
M. Place haunching material, rod, and tamp per Section 3123 16.13 — Trenching to eliminate voids.
N. Install underground marking tape continuously 18 inches above pipe line.
3.4 CONNECTION TO EXISTING MANHOLE
A. Core drill existing manhole to clean opening. Using pneumatic hammers, chipping guns, and
sledge hammers is not permitted.
B. Install watertight neoprene gasket and seal with non -shrink concrete grout.
C. Concrete encase new sewer pipe minimum of 24 inches to nearest pipe joint. Use epoxy binder
between new and existing concrete.
D. Prevent construction debris from entering existing sewer line when making connection.
3.5 MANHOLE INSTALLATION
A. Install manholes in accordance with Section 33 05 61 - Concrete Manholes.
3.6 INSTALLATION - WYE BRANCHES AND TEES
A. Install wye branches or pipe tees at locations indicated on Drawings concurrent with pipe laying
operations. Use standard fittings of same material and joint type as sewer main.
B. Maintain minimum 5 feet separation distance between wye connection and manhole.
C. Use saddle wye or tee with stainless steel clamps for taps into existing piping. Mount saddles
with solvent cement or gasket and secure with metal bands. Layout holes with template and cut
holes with mechanical cutter.
3.7 INSTALLATION - SANITARY LATERALS
A. Construct laterals from wye branch to terminal point at right-of-way or as indicated on Drawings.
B. Where depth of main pipeline warrants, construct riser type laterals from wye branch.
C. Maintain 3-foot minimum depth of cover over pipe.
D. Maintain minimum 5-foot separation distance between laterals.
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E. Install watertight plug, braced to withstand pipeline test pressure thrust, at termination of lateral.
Install temporary marker stake extending from end of lateral to 24 inches above finished grade.
Paint top 6 inches of stake with fluorescent orange paint.
A. Backfill around sides and to top of pipe in accordance with Section 3123 16.13 - Trenching.
B. Maintain optimum moisture content of backfill material to attain required compaction density.
3.9 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.
B. Request inspection prior to and immediately after placing bedding.
C. Perform test on sanitary sewage system in accordance with Section 33 05 03. Perform the
following tests:
1. Gravity Sewer Testing:
a. Low pressure air test.
b. Infiltration test.
2. Deflection Testing of Plastic Piping.
3. Manhole Testing: Vacuum Test.
4. Notify Engineer 72 hours in advance of test and have witness test.
D. Compaction Testing: In accordance with Section 3123 16.13 - Trenching.
E. When tests indicate Work does not meet specified requirements, remove work, replace, and
retest.
3.10 PROTECTION OF FINISHED WORK
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for protecting finished
Work.
B. Protect pipe and aggregate cover from damage or displacement until backfilling operation is in
progress.
END OF SECTION
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SECTION 33 32 10
SEWAGE SUBMERSIBLE PUMPING STATION
PART 1 GENERAL
1.1 SUMMARY
A. The Contractor shall furnish all labor, materials, equipment and supplies and shall perform all
work necessary for the complete construction of submersible pumping station as shown on the
plans and specified herein.
B. Related Sections:
1. Section 0122 01 Electronic Project Management System
2. Section 03 30 00 Cast -in -Place Concrete ACI
3. Section 3123 16 Excavation and Fill NC
4. Section 33 05 17 Precast Concrete Vaults and Meter Boxes
5. Division 26 Electrical Sections
1.2 REFERENCES
A. ASTM International:
1.
ASTM A48
Standard Specification for Gray Iron Castings
2.
ASTM A126
Standard Specification for Gray Iron Castings for Valves, Flanges,
and Pipe Fittings
3.
ASTM A743
Standard Specification for Castings, Iron -Chromium, Iron -
Chromium -Nickel, Corrosion Resistant, for General Application
4.
ASTM B43
Standard Specification for Seamless Red Brass Pipe, Standard Sizes
5.
ASTM C443
Standard Specification for Joints for Circular Concrete Sewer and
Culvert Pipe.
6.
ASTM C478
Standard Specification for Precast Reinforced Concrete Manhole
Sections
7.
ASTM C913
Standard Specification for Precast Concrete Utility Structures.
1.3 SYSTEM DESCRIPTION
A. The work included in this section includes one (1) duplex sewage pump station.
1.4 PERFORMANCE REQUIREMENTS
A. The respective pump stations shall meet the following performance requirements:
Description
Pump Station
No. 1
Location
Ashe Plantation
WWTP Influent
PS
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1.5
M
Capacity
243 gpm
Static Head
29.1 feet
Total Dynamic Head
35.2 feet
Maximum Speed
1175 rpm
Maximum Horsepower
5 H
Motor Electrical Supply
460 v/3Ph/60 Hz
Minimum Sphere Passage
3-inch
SUBMITTALS
A. Section 0122 01 —Electronic Project Management System and Section 0133 01 —Submittal
Procedures EPMS: Requirements for submittals.
B. Shop Drawings: Shop Drawings shall be submitted to the Engineer for approval.
1. Outline drawings showing equipment and shipping dimensions and weights, location
of accessories, and clearances required.
2. Certified factory test and characteristic curves showing field performance for each
PUMP.
3. Wiring and schematic diagrams including accessories.
4. Recommended spare parts list.
C. Design Data: Service Manual shall be furnished for all mechanical equipment specified in this
section. The manual shall contain a description of the equipment, a complete accessory and
parts list, and complete installation, operation and maintenance instructions. A copy of the
manual shall be submitted electronically for approval within 30 days after approval of the
shop drawings. After approval of the manual, six (6) paper copies and one (1) electronic
copy shall be furnished.
D. Pump Performance Reports: Factory pumping curve test results for each submersible pump.
E. Manufacturer's Installation Instructions.
F. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
G. Manufacturer's Field Reports: Certification of installation and performance characteristics.
H. Precast Structure Reports: Anti -Flotation certification by a professional engineer for all
underground precast concrete structures.
CLOSEOUT SUBMITTALS
A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for submittals.
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1.7 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this section with
minimum five (5) years documented experience in the pumping of wastewater domestic
sewage.
B. Installer: Company specializing in performing work of this section with minimum five (5)
years documented experience working with sewage pumping applications.
1.8 DELIVERY, STORAGE, AND HANDLING
A. All equipment shall be carefully handled and protected from damage while in storage and
during installation. Equipment shall be protected from the weather at all times. Equipment
damaged by the weather, handling, or construction shall be immediately repaired or replaced
to the Engineer's satisfaction.
1.9 FIELD MEASUREMENTS
A. Verify field measurements prior to fabrication.
1.10 SEQUENCING
A. Section 01 10 00 - Summary: Requirements for sequencing.
1.11 SCHEDULING
A. Section 0130 00 -Administrative Requirements.
B. Schedule work to allow minimal time passage between setting pumps and testing of pump
station performance
1.12 COORDINATION
A. Section 01 30 00 - Administrative Requirements: Requirements for coordination.
B. Coordinate work with adjacent property owners requiring access through property.
1.13 WARRANTY
A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for warranties.
B. Pumps shall be provided with a five (5) year warranty from acceptance or 18 months from
shipment, whichever is greater, with 100% replacement the first 18 months and prorated up to 5
years thereafter.
1.14 MAINTENANCE SERVICE
A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for maintenance
service.
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1.15 MAINTENANCE MATERIALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for maintenance
materials.
1.16 EXTRA MATERIALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for extra materials.
B. Contractor shall provide a backup pump to Charlotte Water.
PART 2 PRODUCTS
2.1 PUMPS
A. Manufacturers:
1. Yeomans (Grundfos)
2. Xylem - Flygt
3. Sulzer — ABS Pumps Inc.
4. Ebara.
5. Substitutions: Section 00 21 13 - Instructions to Bidders.
B. Contractors shall furnish one (1), duplex (2 total) non -clog submersible centrifugal type sewage
pumps for the influent pump station and a backup pump having the same parameters as the
pump station pumps.
C. The pumps shall be capable of handling raw unscreened, solids laden sewage without clogging.
D. The pump volute, motor, and seal housing shall be high quality gray cast iron, ASTM A48,
Class 35B. The pump discharge shall be fitted with a minimum 6-inch standard ASA 125-
pound flange, faced and drilled. All external mating parts shall be a machined metal to
metal watertight contact. All fasteners exposed to the pumped liquids shall be 304 stainless
steel.
E. Bearings and Shaft:
1. The pump shaft shall rotate on permanently lubricated, greased heavy duty bearings
compatible with the pump duty.
2. Bearings shall be of sufficient size and spacing to transfer all radial and axial loads
to the pump housing and minimize shaft deflection. L-10 bearing life shall be a
minimum of 50,000 hours for any usable portion of the pump curve.
3. The pump shaft shall be solid one-piece, stainless steel — ASTM A479 or equal
designed with a sufficient diameter with minimum overhang to reduce shaft
deflection and bearing wear.
F. Seals:
1. Each pump shall have a tandem mechanical shaft seal system. The upper set of the
tandem seals shall operate in an oil chamber located below the stator housing. The
set shall contain one stationary tungsten -carbide or silicon -carbide ring and one
positively driven rotating tungsten -carbide or silicon -carbide ring functioning as an
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independent secondary barrier between the pumped liquid and the stator housing.
The lower tandem set shall function as the primary barrier between the pumped
liquid and the stator housing. This set shall consist of a stationary ring and a
positively driven rotating ring both being silicon carbide.
2. Each seal interface shall be held in contact by its own spring system. The seals shall
not require maintenance or adjustment but shall be easily replaceable.
3. The pump shall be equipped with a seal leak detection probe and warning system.
This shall be designed to alert maintenance personnel of lower seal failure without
having to take the unit out of service for inspection or requiring access for checking
seal chamber oil level and consistency.
4. There shall be an electric probe or seal failure sensor installed in the seal chamber
between the two tandem mechanical seals. If the lower seal fails, contaminants
which enter the seal chamber shall be detected by the sensor and send a signal to
operate the specified warning device.
5. Units equipped with opposed mechanical seals shall not be acceptable.
G. Impeller:
1. The impeller shall be two -vane, semi -open, non -clogging and have pump -out vanes
to prevent grit and other materials from collecting in the seal area.
2. The impeller shall be capable of passing a minimum 3-inch solid sphere and fibrous
materials normally found in municipal sewage.
3. Impellers must be dynamically balanced and shall be slip fit to a tapered shaft and
key driven. The impeller shall be fastened to the shaft with a stainless -steel washer
and bolt.
4. A volute case wear ring/plate shall be provided to minimize impeller wear. The
wear ring shall be field replaceable.
H. Motors:
1.
Each pump shall have a U/L listed, NEMA B design, hermetically sealed,
submersible type, premium efficiency, explosion proof electric motor for operation
at 480-volt, 3 phase, 60 hertz power and designed for use in hazardous locations for
general use in pumping sewage, with VFD.
2.
Stator windings shall be insulated with moisture resistant Class H insulation rated
for 180°C.
3.
The motor shall be inverter duty rated in accordance with NEMA MG-1, Part 31.
4.
The motor horsepower shall be sufficient so that the pump is non -overloading
throughout its entire performance curve, from shut-off to run -out.
5.
The motor and cable shall be capable of continuous submergence underwater
without loss of integrity to a depth of 65 feet or greater.
6.
The motor shaft shall be stainless steel.
7.
The motor shall be provided with thermal overload protection and a moisture
detection system and shall be designed for continuous duty handling pumped media
with a temperature ranging from 44'to 104°F, capable of sustaining no less than 15
evenly spaced starts per hour without overheating.
8.
The service factor (combined effect of voltage, frequency and specific gravity) shall
be 1.15.
9.
The motor shall have a voltage tolerance of +/- 10% from normal, and a phase to
phase voltage imbalance tolerance of 1 %.
10.
Each phase of the motor shall be thermally protected by a normally closed bi-
metallic temperature monitor switch imbedded in the motor windings. They shall be
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connected to the control panel to provide a high stator temperature shutdown signal
and used in conjunction with external motor overload protection.
11. The motor shall be capable of operating, completely submerged condition with the
motor self -cooling via the wastewater fluid surrounding the motor.
I. Power Cable:
1. The power cable shall be sized according to NEC and CSA standards and shall be of
sufficient length to reach the junction box outside of the wet well without requiring
splices.
2. The out jacket of the cable shall be oil, water and UV resistant, and shall be capable
of continuous submerged operation under water to a depth of 65 feet.
Cable Entry / Junction Chamber:
1. The cable entry design shall not require a specific torque to insure a watertight seal.
The cable entry shall consist of cylindrical elastomer grommets, flanked by stainless
steel washers and cable cap.
2. Electrical connections between the power cables and the motor leads shall be via a
compression or post type terminal board, allowing for easy disconnection and
maintenance.
K. Rail Assembly:
1. The pumps shall be mounted on a two (2) stainless steel rail assembly of not less than 2-inch
diameter for removal and reinstallation without entering the wet well. The pump shall be
connected vertically to the stationary discharge elbow by use of a hydraulic sealing flange
with no metal -to -metal contact.
2. Guide rail brackets and hardware shall be provided as recommended by pump manufacturer
for support of the pump removal guide rails off the discharge piping.
3. Rails, brackets and attachment hardware shall be 304 stainless steel.
4. Upper guide brackets and attachments shall be provided for securing guide bars to the wet
well structure.
L. Pump Controls: Control panel shall be provided as specified and shown on the electrical plan.
The pump control panel shall contain all operating controls and instruments which include
circuit breakers, pump run indicators, alternating relay, pump mode selector (H-O-A), high
pump temperature indicator, high water level indicator with reset, high water level alarm
(audible and visual) with silence button, elapsed time meters, motor starters, and overload
relays. Separate circuit breakers shall also be provided for each pump and auxiliary device.
M. Spare Parts: The manufacturer is to furnish the Owner all spare parts normally recommended
for each piece of equipment. Shall include:
1. One (1) Transducer
2. One (1) Full Pump Assembly
2.2 WETWELL AND VAULTS
A. See Section 33 05 17 — Precast Concrete Vaults and Meter Boxes
2.3 PIPING
A. See Section 22 13 00 — Sanitary Utility Sewerage Force Mains and Valves.
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B. All pump station piping shall be Pressure Class 350 ductile iron with Protecto 401 or approved
equal interior lining for protection against corrosion.
2.4 VALVES
A. Valves and appurtenances for pump stations shall be the type, size, and class shown on the
plans. Valves shall have a heavy cast iron body with standard flanged ends, Class 125 with
operating devices as specified or shown. Valves shall be at least the same class as the pipe
on which they are used. All exposed valves shall be shop primed. Insofar as possible, all
valves shall be by the same manufacturer.
B. Plug Valves: Shall be eccentric of the non -lubricated type with resilient faced plugs. Valve
bodies shall be ASTM A126 Class B cast iron according to AWWA C517. Valves shall
include the following features:
1. Minimum working pressure 150 psi and test pressure shall be at least 270 psi for
valves through 12-inches.
2. Valve port area shall be 100% (minimum) of full pipe.
3. Valve seat shall be a welded overlay of 90% pure nickel.
4. Plugs shall be resilient faced cast iron, ASTM A126 Class B. The resilient covering
shall be neoprene or hycar and suitable for use with sewage.
5. Sleeve metal bearings which are sintered, oil impregnated, and permanently
lubricated stainless steel conforming to Type 316, ASTM A743, Grade CF-8M or
AISI Type 317 L shall be used. Non-metallic bearings are not acceptable.
6. Valve shaft seals shall conform to AWWA C507 and AWWA C517 and shall utilize
a multiple v-ring that is externally adjustable and repackable under pressure.
7. Valve actuators shall be of the lever type for all valves 6 inches and smaller and
handwheel type for valves larger than 6 inches. Buried valves shall have a square
operating nut and shaft extension to within 2-inches of grade and a valve box.
8. Valves shall have a shop applied prime coat (4-6 mils DFT) and receive in the field
one coat epoxy polyamide (4-6 mil DFT) and one coat aliphatic polyurethane (3-5
mils DFT). Color selection is to be coordinated by the Engineer/Owner. For buried
valves, the aliphatic polyurethane shall be replaced with a second coat of epoxy
polyamide (4-6 mil DFT).
9. Approved Manufacturers:
a. DeZurik Company
b. Milliken
C. Pratt
d. Val-Matic Valve and Manufacturing Company
C. Check Valves: Shall be cushioned swing check valves designed to smoothly open at pump start
and close without water hammer upon pump shutdown to prevent flow reversal.
1. Approved Manufacturers:
a. G.A. Industries
b. American Darling
C. Pratt
2. Design:
a. Drop tight seat upon closure.
b. Conform to materials of construction, pressure rating and test requirements
of AWWA C508.
C. Suitable for installation in horizontal or vertical flow up pipe.
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d. Rated for a minimum working pressure of 200 psi.
Construction:
a. Cast iron body — ASTM A 126 Class B with bolted steel cover.
b. Flanges - flat faced and drilled per ANSI B 16.1 Class 125 or Class 250 with
the same size inlet and outlet.
C. Seat - 316 stainless steel body seat held in place with stainless steel pins.
d. Disc Arm — ASTM A536 Grade 65-45-12 ductile iron.
e. The disc arm shall be suspended from and keyed to an austenitic stainless
steel shaft that is supported on each end by no -lead bronze bushings. The
shaft shall rotate feely without need for external lubrication. The shaft
sealed where it passes through the body by means of a stuffing box and
adjustable Teflon packing.
f. Disc - ASTM A126 Class B cast iron with replaceable Buna-N (or other
suitable resilient material) disc seat held in place by 316 stainless steel
follower ring and stainless steel screws. The disc shall be secured to the
disc arm by means of a single center pin, disc nut and washer providing 360-
degree angular articulation without rotation.
g. The valve shall be supplied with an outside lever with counterweight and
non -pivoting bronze air -cushioned chamber that is rigidly mounted on
machined pads without need for brackets. The counterweight and amount of
cushioning shall be adjustable.
h. The lever counterweight and cushion chamber shall be on the side of the
valve as noted on the drawings for ease of access.
D. Sewage Surge Relief Valves:
1. Approved Manufacturers:
a. G.A. Industries
b. DeZurik APCO
C. Pratt
2. Sewage Surge Relief Valves shall be of a long radius 90-degree elbow body
configuration, with cast iron body (ASTM A126, Class B) with integral flanges,
faced and drilled per ANSI B 16.1 Class 125.
3. The valve body shall have a net flow through area no less than the area of its
nominal pipe size.
4. The valve disc will have a resilient stainless steel, replaceable seat firmly held place
by a stainless steel ring fastened to the disc with screws. In the closed position with
line pressures below the spring setting, the valve shall provide drop tight closure.
The disc movement shall be guided for proper alignment throughout its stroke and
provide for full opening of the pipe line area when required.
5. The valve — normally closed — shall open when the system pressure exceeds the
spring adjustment setting. Its opening stroke shall be limited to that which is
necessary to provide protection against surge exceeding the spring setting. The valve
shall close at a slow speed consistent with adjustment of a self-contained oil cushion
chamber that is provided with the valve. The cushioning device shall permit a range
of adjustment for closing speeds to prevent hammer or bang. The relief setting shall
be initially set at 10 to 15% above the maximum design pressure with adjustment
capability from near zero to 10% above the factory setting.
6. Valves up to 8-inches shall have dual compression, external springs enclosed in
protective casings, and the disc stem bushing shall be bronze capped with a lantern -
type gland vented to atmosphere for revealing seal leakage.
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7. The surge relief valve shall quickly open when the system pressure exceeds the
spring setting, remain open as long as the pressure exceeds this setting, and slowly
close drip tight when pressure subsides below the spring setting.
2.5 LEVEL CONTROL SYSTEM
A. The level control system shall start and stop the pump motors in response to changes in wet well
level as set forth herein.
B. Description: The level control system shall consist of a pressure transducer as the control
system.
1. The electronic pressure switch shall continuously monitor the wet well level
permitting the operator to read wet well level at any time. Upon operator selection
of automatic operation, the electronic pressure switch shall start the motor for one
pump when the liquid level in the wet well rises to the "lead pump start level".
When the liquid is lowered to the "lead pump stop level', the electronic pressure
switch shall stop this pump. These actions shall constitute one pumping cycle.
Should the wet well level continue to rise, the electronic pressure switch shall start
the second pump when the liquid reaches the "lag pump start level' so that both
pumps are operating. These levels shall be adjustable as described below.
2. Upon operator selection of automatic alternation, the level control system shall
utilize the alternator relay to select first one pump and then the second pump to run
as lead pump for a pumping cycle. Alternation shall occur at the end of a pumping
cycle.
3. The electronic pressure switch shall include integral components to perform all
pressure sensing signal conditioning, EMI and RFI suppression, DC power supply,
and 120V outputs. Comparators shall be solid state and shall be integrated with
other components to perform as described below.
4. The electronic pressure switch shall be capable of operating on a supply voltage of
108V to 132V AC, 60 Hertz in an ambient temperature range of -18 degrees C (0
degrees F) through +55 degrees C (131 degrees F). Control range shall be 0 to 12.0
feet of water with an overall repeat accuracy of +0.1 feet of water.
5. The electronic pressure switch shall consist of pressure sensor, display, electronic
comparators, and output relays.
6. Pressure Sensor: The pressure sensor shall be a strain gauge transducer and shall
receive an input pressure from the air bubbler system. The transducer shall convert
the input to a proportional electrical signal for distribution to the display and
electronic comparators. The transducer output shall be filtered to prevent control
response to level pulsations or surges. The transducer range shall be 0-15 psi,
temperature compensated from -40 degrees C (40 degrees F) through +85 degrees C
(+185 degrees F) with a repeat accuracy of +0.25% full scale about a fixed
temperature. Transducer over pressure rating shall be three times full scale.
7. Display: The electronic pressure switch shall incorporate a digital panel meter
which, upon operator selection, shall display liquid level in the wet well and the
preset start and stop level for both lead and lag pump. The meter shall be a 3-1/2
digit display calibrated to read out directly in feet of water, accurate to within 1/10
foot, with a full scale indication of not less than 33 feet.
8. Electronic Comparators: Level adjustments shall be electronic comparator setpoints
to control the levels at which the lead and lag pumps start and stop. Each of the
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level settings shall be adjustable and accessible to the operator without opening the
control panel or any cover panel on the electronic pressure switch. Controls shall be
provided to permit the operator to read the selected levels on the display. Such
adjustments shall not require hard wiring, the use of electronic test equipment,
artificial level simulation, or introduction of pressure to the electronic pressure
switch.
9. Output Relays: Each output relay in the electronic pressure switch shall be solid
state. Each relay input shall be optically isolated from its output and shall
incorporate zero crossover switching to provide high immunity to electrical noise.
The ON state of each relay shall be indicated by illumination of a light emitting
diode. The output of each relay shall be individually fused providing fused overload
and short circuit protection. Each output relay shall have an inductive load rating
equivalent to one NEMA Size 4 contactor. A pilot relay shall be incorporated for
loads greater than a size 4 contactor.
10. Independent Lag Pump: Circuit design in which application of power to the lag
pump motor starter is contingent upon completion of the lead pump circuit shall not
be acceptable.
11. High Water Alarm with Alarm Silence:
a. The electronic pressure switch shall be equipped with an additional
electronic comparator and solid state output relay to alert maintenance
personnel to a high liquid level in the wet well. In the event that the wet
well liquid reaches a preset high water alarm level, the high water output
relay shall energize a signal relay. The signal relay shall complete a
115-volt AC circuit for external audible and visual alarm device. An
electrical or mechanical indicator, visible on the front of the control panel,
shall indicate that a high wet well level exists. The signal relay shall
maintain the alarm signal until the wet well level has been lowered to the
designed lower level. At or below the design lower level, the alarm circuit
can be manually reset. The visual alarm device shall remain "ON" until
alarm circuit has been manually reset.
b. An alarm silence switch and relay shall be provided to permit maintenance
personnel to de -energize the external audible alarm device while corrective
actions are underway. After silencing the alarm device, manual reset of the
signal relay shall provide automatic reset of the alarm silence relay.
12. Quality Assurance: Each electronic pressure switch shall be subject to a severe
environmental test to minimize field failures. The test shall include, but is not
limited to, a vibration test, exposure to elevated temperatures, and a burn -in under
load. Further testing may be conducted at the manufacturer's discretion.
13. Serviceability: The electronic pressure switch shall be equipped with replaceable
plug-in integrated circuits and output fuses. The main circuit board assembly shall
be provided with keyed plug-in connections to "off -board" components permitting
main board removal without de -soldering. All printed circuits shall have a
conformal coating applied to both sides to protect against moisture or fungus.
C. Pump control manufacturer shall supply one 115 volt AC LED alarm light fixture with vapor -
tight red globe, guard, conduit box, and mounting base. The design must prevent rain water
from collecting in the gasketed area of the fixture, between the base and globe. The alarm
light will be shipped loose for installation by the contractor.
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D. Pump control manufacturer will supply one 115 volt AC weatherproof alarm horn with
projector, conduit box, and mounting base. The design must prevent rain water from
collecting in any part of the horn. The alarm horn will be shipped loose for installation by
the contractor.
E. Remote monitoring of pump operation and alarms shall be provided by the SCADA system.
2.6 PUMP RETRIEVAL SYSTEM
A. Grip Eyes shall be provided for each pump for griping the chain section attached to the pump
for removal by an overhead hoist without re -gripping during pump removal. Grip eyes shall
be constructed of wrought alloy steel.
B. A chain slings shall be provided for each pump for removal using the grip eye retrieval. The
chain sling shall extend a minimum of four (4) feet above the pump and shall include all
attachments shackle hardware. Chain and hardware shall be 304 or 316 stainless steel.
C. Each pump shall be fitted with sufficient stainless steel cable for carrying the grip eye to the
chain sling at the pump.
D. One (1) Cable Holder constructed of stainless steel with attachment hardware shall be provided
with each pump for securing power cords and pump cables at the wet well hatch opening.
All attachment hardware shall be 304 stainless steel.
E. One (1) Multiple Cable Holder constructed of stainless steel with attachment hardware shall be
provided for securing four (4) level control float switch cords at the wet well hatch opening.
All attachment hardware shall be 304 stainless steel.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
3.2 INSTALLATION
A. Equipment shall be installed in strict accordance with the manufacturer's instructions and
approved shop drawings. All anchor bolts, piping, valves, and appurtenances required for a
complete installation shall be provided.
B. Excavation, Backfilling, and Compacting of Pumping Station: All excavation, backfilling, and
compaction for the pumping station shall be done in accordance with Section 3123 16.13 —
Excavation and Fill of these specifications.
C. Gravel Access Road and Parking Area: All construction of the indicated road and parking area
shall be installed in accordance with Section 32 1123 — Aggregate Base Courses.
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D. Fencing: All fencing installation shall be installed in accordance with Section 32 31 13 — Chain
Link Fences and Gates of these specifications.
E. Electrical Work: All electrical installation work shall be done in accordance with the
requirements of Division 26 of these specifications.
F. Service:
1. Equipment manufacturer shall furnish all instructional and assistance necessary for
proper installation and operation of all equipment specified herein and in related
sections. After installation, a qualified service representative of the equipment
manufacturer shall inspect the complete installation, make adjustments as needed,
and place the equipment in permanent operation. Field tests shall be performed with
the Engineers present to insure proper operation.
2. After assured of proper performance, the service representative shall review with the
Owner and Engineer the equipment installed demonstrating the operating methods
and standard maintenance practices for the equipment installed. The following
minimum tests shall be checked by the manufacturer's representative and
documented:
a. Stator and power cables
b. Seal lubrication
C. Proper lubrication
d. Power supply
e. Motor operating load on no load current
f. Pump control operation and sequence
g. Pump capacity
3. After installation and final testing of pumps and controls, the manufacturer
furnishing supervision, inspection and startup service shall make a written
certification to the OWNER that the equipment and controls have been properly
installed and operate in accordance with the specifications.
END OF SECTION
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SECTION 34 71 13
VEHICLE BARRIERS
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Steel posts.
2. Excavating for post bases.
B. Related Sections:
1. Section 3123 16 - Excavation: Excavating for posts.
2. Section 3123 23 - Fill: Backfilling and compacting fill surrounding posts.
1.2 REFERENCES
A. ASTM International:
1. ASTM A36/A36M - Standard Specification for Carbon Structural Steel.
2. ASTM AI53/A153M - Standard Specification for Zinc Coating (Hot -Dip) on Iron and Steel
Hardware.
3. ASTM A428/A428M - Standard Test Method for Weight of Coating on Aluminum -Coated
Iron or Steel Articles.
4. ASTM A500/A500M - Standard Specification for Cold -Formed Welded and Seamless
Carbon Steel Structural Tubing in Rounds and Shapes.
5. ASTM A501 - Standard Specification for Hot -Formed Welded and Seamless Carbon Steel
Structural Tubing.
1.3 SYSTEM DESCRIPTION
A. Post Spacing: As indicated on contract documents.
B. Post Foundation Depth: 4 feet below finish grade.
C. Post Foundation Diameter: 4 inch.
1.4 SUBMITTALS
A. 0122 01 —Electronic Project Management System and 0133 01 —Submittal Procedures EPMS:
Requirements for submittals.
B. Shop Drawings: Indicate plan layout, spacing of components, post foundation dimensions,
anchorage, and schedule of components.
C. Product Data: Submit data on posts, accessories, hardware and structural capabilities of rail
section.
D. Manufacturer's Installation Instructions: Submit installation requirements.
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E. Manufacturer's Certificate: Certify products meet or exceed ASTM requirements.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with Charlotte Water standard.
B. Maintain one copy of each document on site.
1.6 FIELD MEASUREMENTS
A. Verify field measurements are as indicated on shop drawings.
PART 2 PRODUCTS
2.1 MATERIALS
A. Steel Posts: ASTM A501 structural steel sections, 4 inch diameter
B. Aluminum Coating: ASTM A428/A428M 0.40 oz/sq ft.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
B. Verify location of underground utilities and adjust location of posts to avoid damaging utilities.
3.2 INSTALLATION
A. Set posts plumb, in concrete footings with top of footing 6 inches below finish grade. Slope top of
concrete for water run-off. Post Footing Depth Below Finish Grade: 4 feet.
3.3 ERECTION TOLERANCES
A. Section 0140 00 - Quality Requirements: Tolerances.
B. Posts - Maximum Variation From Plumb: '/2 inch.
C. Rail - Maximum Offset From Indicated Position: 1 inch.
D. Rail - Maximum Variation From Indicated Height: 1/2 inch.
E. Minimum distance from property line: 12 inches.
END OF SECTION
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SECTION 40 20 00
PROCESS PIPING, FITTINGS, VALVES AND ACCESSORIES
PART 1 GENERAL
I0I 38lulu1F."I .1
A. Section includes the specifications for furnishing and installation of the following:
1. Pipe
2. Valves
3. Fittings
4. Accessories.
B. Related Sections:
1. Section 0133 01 — Submittal Procedures EPMS
2. Section 09 90 00 — Painting and Coating
3. Section 33 34 00 — Sanitary Sewer Force Main
4. Section 3123 16.13 — Trenching
1.2 REFERENCES
A. Work shall conform to the following codes and standards:
1.
North Carolina State Energy Code
2.
North Carolina State Heating, Ventilating and Air Conditioning Code
3.
North Carolina State Plumbing Code
4.
Local codes and ordinances
5.
Standard Gas Code of the Southern Building Code Congress International, Inc.
6.
Southern Standard Building code
6.
OSHA
7.
Industrial Risk Insurers (IRI) Criteria
8.
Underwriters Laboratories (UL) Criteria
9.
American Society for Testing Material (ASTM)
10.
American National Standards Institute (ANSI)
11.
The American Society of Mechanical Engineers (ASME)
12.
The American Water Works Association (AWWA)
13.
The Institute of Electrical and Electronic Engineers (IEEE)
14.
The American Institute of Steel Construction (AISC)
15.
The National Electrical Manufacturers Association (NEMA)
B. The following standards govern this work:
ANSI B31.1: Power Piping
ANSI B31.3: Chemical Plant and Petroleum Refinery Piping
ANSI/WWA C600: Standard for Installation of Cast Iron Water Mains
AWWA C601: Standard for Disinfection Water Mains
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1.3 DESIGN REQUIREMENTS
A. All apparatus, equipment, piping and ductwork shall fit into the space provided in the
building or within the property and shall be installed at such time and in such manner as
to avoid damage to the building structure or property and as required by the job progress.
Equipment, apparatus, and accessories requiring normal servicing or maintenance shall
be made readily accessible.
B. Piping equipment and ductwork shall be routed as shown on the Drawings. All piping
and ductwork not specifically located on the Drawings shall be routed as close as possible
to walls, ceilings, columns, etc., so as to take up a minimal amount of space. All offsets,
fittings, etc., required to accomplish the complete operational system shall be furnished
and installed at no additional cost. Equipment shall be located as shown on the Drawings
except where interference exist. Decisions as to which item is to be relocated shall be
made by the ENGINEER.
C. Cooperation with Other Trades: The CONTRACTOR stall cooperates and coordinate
with the OWNER and other trades in the scheduling of work, moving of material,
delivery and location of anchor bolts, sleeves, motors, starters, and other equipment and
materials.
D. The drawings accompanying these Specifications are generally diagrammatic and do not
show all details such as hangers, couplings, bolts, nuts, connections, etc. required for the
completed work. The CONTRACTOR shall be responsible for arranging his work so as
to avoid interference with doors, windows, structural members, equipment, lights, and/or
other systems. It shall be assumed that the CONTRACTOR is thoroughly competent and
familiar with the class of work involved and has familiarized himself with the job
conditions and its detailed requirements. The CONTRACTOR shall coordinate the work
of the different trades so that interference will be avoided as far as possible, but in case
interference develops the ENGINEER shall decide which equipment, ducts, piping, etc.
must be relocated, regardless of status of installation. Any necessary changes shall be
made with no additional cost. CONTRACTOR shall carefully lay out the work and be
responsible for all locations, grades and levels. He shall check all dimensions before
starting any work and report any discrepancies or interference to the ENGINEER for
correction.
1.4 PERFORMANCE REQUIREMENTS
A. All equipment, materials, and accessories shall be new and of the best quality and grade
specified and shall be in strict accordance with the Specifications and Drawings. All
mechanical equipment shall be the product of reputable manufacturers and equipment
shall have the manufacturer's name, address and model number on a nameplate securely
affixed in a conspicuous place.
B. Certain manufacturers' product names, figure numbers, etc., are used in these contract
documents to establish qualities of the materials, workmanship, and performance
required. In such cases, the item mentioned is a product known to the ENGINEER that
offers the design, materials, workmanship, and performance required. Proposals and
contract shall be based on the use of named products unless approved by the ENGINEER
as an equal.
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C. CONTRACTOR may submit with his proposal alternate products, which can be
considered by the ENGINEER as being the full equal of and similar in all respects to
those mentioned. These will be reviewed for use if upon submission, descriptive and
technical data sufficient to demonstrate quality beyond question is provided. The burden
of proof in questions of equality lies with the CONTRACTOR, and sole judge of equality
shall be the ENGINEER. Proposal for alternate materials shall include complete data
demonstrating cost reduction to be passed on to the OWNER.
D. Any and all changes to the work, the design, the work of other trades or contractors,
brought about by the allowance of a substitution shall be the responsibility of the
CONTRACTOR requesting that substitution.
1.5 SUBMITTALS
A. Section 0133 01 Submittal Procedures.
B. The CONTRACTOR shall prepare shop drawings of piping, H.V.A.C. Systems,
ductwork, fire protection systems, and equipment locations based on approved equipment
and shall submit those for approval. Shop drawings shall show: location and weights of
all roof mounted equipment, roof openings, pads, sleeves, power connections and shall be
of a scale no less than the Contract Drawings.
C. CONTRACTOR shall also submit shop drawings prepared by the manufacturers of all of
the following:
1. All specialty items, misc. equipment and items with equipment numbers
2. Valves
3. Control equipment and/or control systems
4. Plumbing, fixtures, equipment, trim and accessories
D. Shop drawings submitted by the CONTRACTOR shall be checked for accuracy,
coordinated with other work and corrected if necessary before submission to the
ENGINEER.
E. Review of shop drawings or equipment schedules by the ENGINEER shall not relieve the
CONTRACTOR from responsibility for errors of any kind on his part or responsibility
for meeting the requirements of the Contract Documents.
F. Each print and shop drawing submitted shall bear on its face the approval stamp of the
CONTRACTOR indicating that the submission has been thoroughly checked by the
CONTRACTOR.
G. All shop drawings requiring approval by any code enforcement authority and/or the
OWNER's underwriter, shall bear the required approval stamp to the submittal.
1.6 CLOSEOUT SUBMITTALS
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for submittals.
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B. Furnish to the ENGINEER not later than 30 days before start-up three (3) separate sets of
bound instruction books together with spare parts lists covering each item of equipment
and operation of each system in detail.
1.7 QUALITY ASSURANCE
A. All permits, assessments, taxes, fees, licenses, etc., necessary for the installation of the
work, shall be obtained and paid for as required in Special and General Conditions.
CONTRACTOR shall deliver to the OWNER, without charge, all certificates of
inspection issued by the authorities having jurisdiction.
B. All work covered by these specifications shall conform to all applicable federal, state and
local laws, ordinances, and regulations. The CONTRACTOR shall give all notices and
comply with all laws, ordinances, rules and regulations having jurisdiction in Denver,
North Carolina, Lincoln County; as well as the requirements of the Owner's Underwriter,
and the current edition of the North Carolina Building Code.
C. CONTRACTOR shall notify the ENGINEER in writing of any instances on the Contract
Documents that are in conflict with any of the aforementioned authorities prior to
accepting award of the contract, so that any required changes can be accomplished.
D. All materials and work covered by these Specifications shall conform to the applicable
standards of Industrial Risk Insurers and shall be submitted to and be acceptable to the
inspection department having jurisdiction. Approval and acceptability shall be
documented in triplicate prior to beginning work on any covered portion of the work.
1.8 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this section
with minimum five years experience.
1.9 DELIVERY, STORAGE, AND HANDLING
A. The CONTRACTOR shall provide and pay for all freight, express, trucking
transportation, cartage, storage and handling of equipment and Materials. Materials, etc.,
shall be delivered to the job site in ample quantities to insure uninterrupted progress of
the work. Extra handling, shipping, and storage expenses incurred in expediting
materials, etc., to prevent interruption of the overall job progress shall be paid for the
CONTRACTOR.
1.10 SPECIAL SERVICES
A. The CONTRACTOR shall, with the assistance of his subcontractors and/or equipment
suppliers, instruct OWNER'S operating personnel in the safe and correct procedure for
normal and emergency starting and stopping, cleaning, checking, logging, lubricating,
periodic testing, trouble shooting and normal operation of all equipment and/or Systems.
The instructions shall be in the form of qualified personnel of the CONTRACTOR and
his subcontractors reviewing the installation with the OWNER'S operating personnel as
well as covering all operating, maintenance, and similar literature provided as specified
herein.
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B. As herein specified, and/or as required, the CONTRACTOR shall provide any necessary
specialized services, such as accredited direct factory representatives of manufacturers as
may be required for supervision or erection and/or adjusting and placing equipment in
operation.
10f�4V:1:7:7."I 0 W
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for warranties.
PART 2 PRODUCTS
2.1 PIPING AND JOINTS
A. Provide the types of pipe for systems as indicated on the drawings.
2.2.1 DUCTILE IRON PIPE
A. Ductile iron pipe shall conform to the requirements of ANSUAWWA CI50/A21.50 and
ANSUAWWA C151/A21.51. Minimum thickness Classifications for ductile iron pipe
for pipe shall be as follows unless otherwise noted:
1. 12-inch and smaller - Pressure Class 350
2. 14-inch to 24-inch - Pressure Class 250
3. 30-inch and larger - Pressure Class 150
B. Ductile iron piping and fittings for wastewater service shall be PROTECTO 401 Ceramic
Epoxy lined unless otherwise noted.
C. Ductile iron pipe used for air service shall be unlined.
D. Provide manufacturer's standard bituminous coating on outside of all ductile iron pipe
and fittings for buried applications. Ductile iron pipe within pump station dry wells shall
be primed and painted.
2.2.2 STAINLESS STEEL PIPE
A. Stainless steel pipe shall be annealed, pickled and passivated conforming to ASTM A312,
TP304 for screwed joints and TP304L for welded joints. Pipe shall be as follows:
1. 1-1/2 inches and smaller shall be Schedule 405, seamless
2. 2 inches and larger shall be 1 OS unless otherwise noted.
B. Joints shall be as follows:
1. 3/4-inch and smaller: Screwed
2. 1 inch to 1-1/2 inch: Socket welded
3. 2 inch an larger: Butt -welded or flanged with 304 SS bolts and copper -silicon hex
nuts.
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2.2.3 CHLORINATED POLYVINYL CHLORIDE (CPVC) PIPE
A. All CPVC Schedule 40 and schedule 80 pipe shall be manufactured from a Type IV,
Grade I Chlorinated Polyvinyl Chloride (CPVC) compound with a minimum Cell
Classification of 23447 per ASTM D1784. The pipe shall be manufactured in strict
compliance to ASTM F441, consistently meeting the Quality Assurance test requirements
of this standard with regard to material, workmanship, burst pressure, flattening, and
extrusion quality. The pipe shall be produced in the USA using domestic materials, by an
ISO 9001 certified manufacturer, and shall be stored indoors after production, at the
manufacturing site, until shipped from factory. This pipe shall carry the National
Sanitation Foundation (NSF) seal of approval for potable water applications. The pipe
shall have a Flame Spread rating < 25 and a Smoke Development rating < 50 when tested
and listed for Surface Burning Characteristics in accordance with CANIULC-S 102-2-
M88 or equivalent. Unless otherwise specified, pipe shall be Schedule 80. All pipes to be
threaded shall be Schedule 80 or thicker.
B. Joints shall be solvent welded, screwed or flanged. All fittings shall be manufactured by
the same company that manufactures the pipe and rated for the same working pressure as
the pipe or higher.
2.3 FITTINGS
A. Use fittings of same size as pipe they serve. Reducers are not permitted to facilitate on
off -size fitting. Reducing bushings are also prohibited. Reduction in piping size will be
made by reducing fittings. Fittings shall be lined and coated as specified for pipe they
serve. Fittings for use with galvanized pipe shall be galvanized in accordance with
ASTM A 153.
B. Dissimilar Metals. Make joints between copper and steel pipe or equipment using
insulating unions such as Crane Company No. 1259, EPCO as manufactured by EPCO
Sales, Inc.; or approved equal.
C. Screwed Fittings. Fittings for steel pipe with threaded joints shall be 150-pound
malleable iron screwed fittings in accordance with ANSI B16.3. Provide pipe with
American Standard taper pipe threads. Unions shall be 150-pound malleable iron,
ground joint unions with bronze seat. Unions for PVC pipe shall be PVC with Buna-N
0-rings.
D. Push -on Fittings. Fittings for use with push -on joint ductile or cast iron pipe shall be cast
iron or ductile iron fittings conforming to AWMA C110 with joints conforming to
AWWA Clll, unless otherwise specified. All fittings shall be pressure rated at 250 psig.
E. Welding Fittings. Welding fittings for use with welded steel pipe shall be forged steel
fittings in accordance with ANSI B 16.9, standard weight.
F. Flanged Fittings. Fittings for use with flanged joints on ductile or cast iron pipe or on
steel pipe shall be cast iron or ductile iron fittings conforming to ANSI B16.1 or AWWA
C110. Flanges shall be faced and drilled in accordance with ANSI B16.1, Class 125. All
fittings shall be pressure rated at 250 psig.
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G. Flanges for ductile or cast-iron pipe shall be ductile or cast iron flanges screwed on
threaded ends of the pipe. Flanges shall conform to ANSI B 16.1, Class 125. Screwed -on
flanges shall be attached to the pipe in the shop; attachment, aligning and facing shall
conform to AWWA C115. All flanged pipe, including flange -by -plain end pieces, shall
be hydrostatically tested to 125 psig and certification furnished to the Engineer.
H. Welding flanges for steel pipe shall be steel flanges in accordance with AWWA C207,
Class D, or welding slip-on flanges conforming to ANSI B 16.5, Class 150, with flat face.
Use welding neck type flanges on all fittings.
I. Flanges for stainless steel pipe shall be forged stainless steel, ASTM A182, Grade F304L,
slip-on or welding neck type, faced and drilled 150-pound, 1/16-inch raised face, ANSI
B16.5 standard. Bolting shall be Type 304 stainless steel bolts (UNC Am. Std.), ASTM
A320, Grade B8, with copper -silicon hex nuts (UNC American Standard) ASTM B98,
Grade A hard.
J. Ductile Iron Wall Pipe and Wall Sleeves shall be use on all piping passing through
concrete walls. Wall pipes and sleeves shall be fabricated of special thickness Class 53
Ductile Iron Pipe with welded -on thrust collars fabricated from steel. Pipes shall
terminate in flanged, mechanical joints or plain ends based upon application as shown on
drawings.
2.4 COUPLINGS
2.4.1 Flexible Couplings.
A. Flexible couplings shall be installed where shown on the drawings or elsewhere where
allowed by the Engineer for the Contractor's convenience. Flexible couplings shall be
galvanized when on galvanized pipe or on pipe which is epoxy or cement lined, or when
underground. Gaskets for flexible couplings shall be neoprene or Buna-N.
B. For ductile iron pipe, sleeve -type flexible couplings shall be Rockwell Type 430 series,
or approved equal. For steel pipe, sleeve -type flexible couplings shall be Rockwell Type
411, or equal.
C. Flanged adapter couplings for ductile iron pipe shall be Rockwell 912, or equal; flanged
adapter couplings for steel pipe shall be Rockwell Type 913 or approved equal. Flanged
adapter couplings shall have not less than two anchor studs each, unless specifically
noted otherwise on the drawings.
D. Where flexible couplings are installed underground, Type 316 stainless steel bolts shall
be used. The entire coupling shall be given a 20-mil coat of T. C. Mastic as
manufactured by the Tape Coat Company, Inc., Bitumastic No. 50 as manufactured by
Koppers Company, Inc., or approved equal.
E. Expansion Joints. Single end or double end expansion joints shall be installed where
shown on the drawings. Expansion joints shall be carbon steel ASTM A283 or ASTM
A285. Slip pipes shall be chrome -plated on a machined surface. Gaskets shall be
alternate square rings of lubricant impregnated flax and Grade 60 rubber. Adjustable
limit rods shall be provided. Limit rods and body studs, bolts and nuts shall be
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constructed of carbon steel ASTM A307 or A242.
F. Expansion joints shall be equipped with retaining rings, rods and all other accessories as
recommended by manufacturer with filled arch.
2.5 VALVES
2.5.1 Butterfly Valves
A. Butterfly valves and operators shall conform to AWWA Standard for Rubber -Seated
Butterfly Valves, AWWA C504, except as modified or supplemented herein.
B. Butterfly valves may be short body or long body, as determined by their location in the
pipe system. Short body valves shall be used only in locations where the disc will not
interfere with adjacent pipe fittings, valves or equipment.
C. The use of special ends adapted for use with grooved end pipe and couplings may be
permitted, subject to review of each location by the Engineer.
D. Valve Construction
1. Valves and operators shall be designed for a flow through the valve
corresponding to a pipeline velocity of 16 feet per second with the vane in the
position of maximum coefficient of torque or for the maximum torque that may
occur under the specified operating conditions of flow, pressure, valve angle,
including seating, unseating, and bearing torque, whichever is greater; method of
determining torque shall be in accordance with Appendix A of AWWA C504.
2. Valves shall be of the AWWA class indicated in these specifications. All
manually operated valves for open -close service 70 inches in size and smaller
shall be Class 150B.
3. Discs for valves 12 inches in size and smaller shall be ASTM A 435, Type 1
(Ni-Resist), fiberglass -reinforced thermoplastic (Noryl), or ductile iron with Type
304 or Type 316 stainless steel mating edge, discs for valves 14 inches and larger
shall be Type 304 or 316 stainless steel mating edge on either cast iron or ductile
iron disc. Method of attaching edge to disc shall be subject to review by the
Engineer.
4. The valve shaft, and the keys, dowel pins, or taper pins used for attaching the
valve shaft to the valve disc shall be Type 304 or 316 stainless steel. All portions
of the shaft bearings shall be stainless steel, bronze, nylon, or fiberglass and
Teflon in accordance with AWWA C504. Seats in valves for water or sewage
service shall be Buna-N or neoprene.
5. All nuts and screws used with clamps and discs for rubber seats shall be securely
held from loosening from vibration or cavitations effects.
6. Valve disc shall seat in a position of 90 degrees to the pipe axis and shall rotate
90 degrees between full -open and tight -closed position. Valves shall be installed
with valve shafts horizontal.
2.5.2 Swing Check Valves
A. Swing check valves shall be manufactured from gray cast iron meeting or exceeding
ASTM A126 Grade B. Valves to comply with AWWA C508, latest revision, and include
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the following features.
B. Valves shall be designed to permit a clear waterway opening for utilization of pipeline
cleaning apparatus if necessary. Valve disc and clapper assembly shall also be removable
from valve body with valve remaining in pipeline. Disassembly of valve internals to
require no special tools other than standard socket wrenches.
C. Valve clapper arm and disc assembly to be provided with corrosion resistant bearings to
reduce wear and prevent galling action between the two parts. Clapper arm shall be made
of ductile iron material conforming to ASTM A536 Grade 65-45-12 for extra strength or
high strength bronze. The disc shall not contact the body when the valve is in the full
open position.
D. Check valve shafts to be 316 stainless steel with corrosion resistant bearings provided at
each end. Shaft and bearings are to be completely replaceable, if necessary, with valve
remaining in pipeline. If valve shaft is extended outside the body, a double o-ring seal
fully contained within the shaft bearing shall be provided. There shall be a grease fitting
for lubrication between the o-rings for double protection against foreign matter reaching
bearing surfaces. If valve shaft is extended with external lever and weight/spring, it shall
be possible to move the lever and weight/spring to opposite side of valve in the field
should piping clearances require this modification. Different lever orientation shall be
possible in the field in increments of 45 deg. for full 360 deg. circle without shaft
modifications or extra drilling.
E. Valve seating surfaces shall be bronze. The mating seat in the valve body shall be field
removable and replaceable, if necessary, without removing valve from pipeline. Valve
design shall be such that the valve remains in the closed position when installed in
horizontal pipeline under no -flow condition.
F. Packing, O-Rings and other rubber components shall be Buna-N for application
temperatures of 180 degrees F (82 degrees C) and below.
G. Valves 6" and larger shall be provided with adjustable air cushion chambers.
H. Valves shall be provided with an internal and external epoxy coating conforming to
ANSFAWWA C550.
2.5.3 Wafer Silent Check Valves
A. Wafer silent shall be supplied by a manufacturer with experience manufacturing silent
check valves for a period of at least ten years and shall, at the request of the Engineer,
provide a list of installations involving equipment of similar size and application.
B. Wafer silent check valves shall have ASTM A126 Class B cast iron body suitable for
installation between two pipe flanges.
C. Valves up to 6 inch size shall be capable of installation between ANSI Class 125, 150,
250 or 300 flanges with full face gaskets. Sizes 8 inch and 10 inch shall be capable of
installation only between ANSI Class 125 or 150 flanges with full face gaskets. Flow
area through the valve shall be no less than the nominal valve size.
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D. Wafer style valves shall have concave, double -guided plug and seat of ASTM B62
bronze with stainless steel internal spring and a renewable resilient Buna-N seat retained
in a dovetail groove with a metal -to -metal backup.
E. The internal spring shall assist closure by exerting a force equivalent to 1/2 PSI in the
closed position and be fully compressed at a flow velocity of 4 feet per second.
F. The valve shall be designed to open when the inlet pressure exceeds the outlet pressure
by 1/2 PSI and to close without slam under all closure conditions to positively prevent the
return of water when the inlet pressure decreases below the outlet pressure.
2.5.4 Gate Valves
2.5.5
2.5.6
A. Gate valves 2-1/2 inches in size and smaller shall be 125 psig SWP, bronze, rising stem,
single wedge disc gate valves with screwed ends.
B. Gate valves 3 inches and larger shall conform to AWWA C509 and shall be 200 psig
WWP, iron body, resilient seats, OS&Y gate valves with ANSI flanged ends, coating
conforming to AWWA C550; interior/exterior.
C. Gate valves shall open counterclockwise unless otherwise noted.
Plug Valves
A. Plug valves 3 inches to 12 inches:
1. Valves shall be nonlubricated type 175 psig WP, drip -tight shutoff with pressure
from either direction.
2. Valves shall have a cast iron body with flanged ends per ASME B16.1 or
grooved ends in accordance with AWWA C606 for rigid joints for buried service
mechanical joint ends, unless otherwise noted.
3. Plug shall be cast iron with round or rectangular port of no less than 80 percent of
the connecting pipe area and coated with Buna-N.
4. Seats shall be welded nickel with stem bearings lubricated stainless steel or
bronze, stem seal multiple V-rings or U-cups with O-rings of nitrile rubber, grit
seals on both upper and lower bearings.
5. For buried service, provide external epoxy coating.
6. Operators:
a. 3 inch to 4 inch valves - Wrench lever manual
b. 6 inch to 12 inch valves - Totally enclosed or as indicated otherwise on
the Drawings, geared, manual
operator with handwheel, 2-inch nut or chain wheel. Operator to be
sized for 1.5 times the maximum operating shutoff pressure differential
for direct and reverse pressure, whichever is higher.
C. Buried service - Provide completely sealed operator filled with heavy
lubricant and 2-inch nut with stem extension within 6" of ground level.
Ball Valves (Plastic)
Plastic ball valves shall have polyvinyl chloride (PVC) body and ball, ball seats of Teflon, and
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stem and body seals of viton. Valves shall be suitable for a working pressure of 150 prig, shall
have true union type end connection, and shall be furnished with wrench -type tee handles.
2.5.7 Air/Vacuum Valves
A. Acceptable Manufacturer: A.R.I. per Owner standard.
2.5.8 Surge Relief Valves
A. Construction: Surge Relief Valve shall consist of a main valve assembly and a pilot
control system, completely assembled and tested as a unit and ready for field installation.
B. Main Valve:
1. Main valve body shall be angle or globe style of high strength cast iron
conforming to ASTM A126 Class B with integral flanges, faced and drilled per
ANSI B 16.1 Class 125 as shown on plans. The valve shall be "full -ported" with
a flow area through the valve no less than the area of its nominal pipe size when
the valve is fully open.
2. The main valve shall operate on the differential piston principle such that the area
on the underside of the piston is no less than the pipe area and the area on the
upper surface is greater than that of the underside. There shall be no diaphragms
or springs in the main valve.
3. The valve piston shall be guided on its outside diameter by long stationary vee-
ports located downstream of the seat to minimize the consequences of throttling.
All throttling shall be by the vee-ports and not by the seat itself. All internal
guiding and sealing surfaces shall be bronze.
a. A replaceable seat ring of Buna-N or other suitable material shall be
mechanically attached to the piston by means of a bronze follower ring
and stainless -steel fasteners.
b. The piston shall be sealed by Buna-N or other resilient material suitable
for the operating pressures and fluid type.
C. A position indicator rod shall be provided, mechanically attached to the
piston, and passing through the valve cover. The indicator rod shall be
sealed by a compression type, Teflon packing.
d. The valve shall be fully capable of operating in any position without the
need of springs and shall not incorporate stems, stem guides or spokes in
the waterway.
e. The main valve shall be serviceable in the line through a single flanged
cover which provides easy access to all internal components. Globe style
valve shall have an integral bottom pad or feet for the valve to rest on a
pier.
C. Controls: Provide a system of hydraulic controls to enable the valve to perform the
fanction(s) listed below.
1. Provide a direct -acting, diaphragm -operated, spring -loaded bronze relief pilot.
The pilot spring shall be factory set at the desired relief pressure, but easily field
adjustable from near zero to 10% above the factory setting. The relief pilot shall
be factory set at the pressure as noted on the drawings.
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2. Provide an adjustable closing speed control, Y-strainer with stainless steel screen,
pilot isolating valves and all non -corrosive stainless steel pilot piping. Pilot
system shall be suitable for the working pressure.
D. Shop Finishing
1. Exterior ferrous surfaces shall be painted with (1) coat of manufacturer's
standard primer.
2. Interior, submerged ferrous surfaces shall be painted with 2 coat(s) of NSF-61
approved epoxy paint.
E. Function
1. The pressure relief valve shall remain tightly closed whenever system (inlet)
pressure is below the setting of the relief pilot.
2. The pressure relief valve shall quickly open when the system pressure exceeds
the setting of the relief pilot.
a. The pressure relief valve shall remain open as long as the system
pressure equals or exceeds the setting of the relief pilot.
b. The pressure relief valve shall close slowly when the system pressure
falls below the setting of the relief pilot. The speed of valve closure shall
be adjustable.
2.5.9 Hose Bibbs
A. Standard Hose Bibbs — shall be angle -hose valves of bronze construction suitable for 200
psi minimum working pressure. Valves shall have a renewable Teflon or resilient disc
and shall be furnished with a 3/4 —inch male hose outlet connection. Body and bonnet
shall be ASTM B 62 bronze. Valves shall be furnished with a suitable cap and chain.
Inlet connection shall be threaded per ANSI B2.1.
B. Non -Freeze Hose Bibbs — shall be galvanized steel construction with lever handles,
adjustable link for lever lock -in tension, rod guide, flow find and lock, Teflon —
impregnated packing, large cushion type seal, 1" inlet and %" x 1" hose adaptor and
designed for a minimum 3' burial depth by Murdock Hydrant or equal.
2.6 MANUAL VALVE OPERATORS
A. Unless otherwise shown or Operator specified, all valves shall be furnished with manual
operators as follows:
Gate Valves
a. Buried
b. Submerged or Located
in Deep Vault
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Extension stem to within 6" of ground
elevation and valve box with standard
operating nut and tee handle.
Extension stem with floor stand and
handwheel operator on tee handle in
accessible vaults.
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c. Exposed
• Less then 7 feet
Handwheel operator
above working
surface
• More than 7 feet
Chain wheel operator
above working
surface
2. Globe Valves, All
Handwheel operator
3. Butterfly and Plug Valves
a. Buried
Standard operating nut with extension stem
and valve box (4 inches and smaller); or
rotary manual operator with extension stem
and valve box and standard operating nut
(larger than 4 inches)
b. Submerged or Located in
Rotary manual operator with extension stem
Deep Vault
and floor -stand with handwheel (all sizes)
c. Exposed
• Less than 7 feet
Level operator (4 inches and smaller) or
Above working
rotary manual operator and handwheel
surface
(larger than 4 inches)
• More than 7 feet
Rotary manual operator working surface and
above
chainwheel (all sizes)
B. Operating nuts for buried or submerged valves shall be standard 2-inch square nuts and
shall conform to AWWA C500, Section 19. Extension stems, valve boxes, and stem
guides shall be furnished where shown, specified, or required for proper operation.
C. Hand lever operators shall have heavy-duty, cast iron bracket, cast iron latching lever,
and self -lubrication bushings and shall be capable of securing the valve at the fully open
and fully closed position and a minimum of 5 intermediate positions. Lever operators
shall be installed so that the lever is parallel with the axis of the pipe in which the valve is
installed when the valve is fully open.
D. Rotary manual operators for aboveground services shall be of the worm and worm gear
or of the traveling nut type. Rotary operators shall have heavy-duty, weatherproof cast
iron or steel housing with gasketed, removable cover and shall be equipped with a
mechanical dial or slot type position indicator and a suitable handwheel. Manual
operators shall be totally enclosed and sealed to prevent the entrance of rain, dirt, and
corrosive atmospheres. Traveling nut operators shall have a grease -lubricated alloy steel
screw stem, brass nut, and self -lubricated bronze bushings. Worm gear operators shall
have hardened, grease -lubricated alloy steel worms and bronze worm gears. All exterior
bolts and fasteners shall be bronze or stainless steel for corrosion resistance. The valve
shall open with counterclockwise rotation of the handwheel.
E. Manual rotary operators for buried or submerged service shall conform with the
requirements of item D above except the operator shall be totally enclosed and
completely sealed to prevent the entrance of water and dirt. Buried or submerged
operators shall be finished on the outside with bituminous or other approved coating.
Rotary operators for buried or submerged service shall be capable of withstanding 300
foot/pounds of torque on the operating nut or handwheel. A corrosion resistant, dial -type
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valve position indictor shall be provided at the operating nut on the extension stem of
buried operators to provide a remote indication of valve position.
F. Chain wheel operators shall be of heavy cast iron construction and shall be equipped with
chain guide and looped, flexible, operating chain. Chain shall be heavily galvanized or
cadimium plated and shall extend to within 60 inches of the floor.
G. All manual rotary and lever operators shall be capable of seating or unseating the valve
disc under the most adverse conditions in the particular application with not more than an
80-pound pull on the handwheel or lever. Valve operators shall be capable of holding the
valve in any position between fully open and fully closed without creeping or fluttering.
Operators shall be provided with adjustable, mechanical, stop -limiting devises to prevent
over -travel of the vale disc in the open and closed positions. Manual rotary and lever
operators shall comply with all applicable requirements of AWWA C504, Sections 11.1,
11.2, and 11.3.
paeieJ05IEll ►1:1011V
A. Bolts And Nuts - Bolts and nuts shall meet the dimensional requirements of ANSI B16.1
for Class 125 or ANSI B16.2 for Class 250. Bolts shall be ASTM F593 316 Stainless
Steel and have standard hexagonal heads and nuts with ASTM F594 304 Stainless Steel,
hexagonal nuts. An anti -seize compound shall be used during assembly.
B. Gaskets - Provide ring rubber gaskets similar and equal to Garlock No. 10 or approved
equal. Use 1/8-inch-thick cloth reinforced rubber gaskets. For pipe smaller than 6
inches, use 1/16-inch-thick gasket.
2.8 PRESSURE SENSORS & GAUGES
A. Pressure Gauge Isolation Rings — Pressure gauges shall be protected by an isolation ring.
C. All pressure gauges shall be selected so that under normal operating conditions, the
pointers will be approximately vertical and at midpoints of scales. Gauges shall include
304 stainless steel case, EPDM O-rings, polycarbonate window, glycerin filling, '/4-inch
stainless steel connection and stainless steel inlet snubber valve.
D. The CONTRACTOR shall submit for approval a list of gauges and sensors proposed for
each point indicated on the Drawings and specified, and this list shall give manufacturers
catalog number, gauge size, gauge range, and accessories to be provided.
E. Each gauge shall be equipped with a gate valve. Each pressure connection point for
gauges located more than 2 feet from point of pressure connection shall be provided with
an additional cock.
2.9 EXTENSION STEMS
A. Extension stems shall be solid steel not smaller than the stem of the valve or galvanized
steel pipe having an inside diameter not smaller than the outside diameter of the valve or
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valve operator stem. Extension stems shall connect to the valve by a flexible socket
coupling. All couplings shall be pinned, keyed, or socket type.
B. Each extension stems for buried valves shall extend to within 6 inches of the top of the
valve box or floor box and shall be provided with spacers which will center the stem in
the valve box. A standard wrench nut shall be provided on the top of the extension stem.
Extension stems for raising stem valves shall be stainless steel with bronze or stainless
steel sleeves. Sleeves shall be of sufficient length and location to extend through each
stem guide throughout the full vertical stem travel. Extension stems for submerged
service shall be stainless steel or bronze.
C. Stem guides shall be bronze -bushed, cast iron construction adjustable in 2 directions.
Stem guides shall be installed so the unsupported length of the extension stem does not
exceed 10 feet or an L/r of 200.
D. Bevel gear extension stems shall be furnished where it is impractical to locate the
floorstand directly over the valve. Such stems shall include a sufficient number of
bearings to permit easy operation of the valves.
2.10 VALVE BOXES
A. Provide buried valves with cast iron valve boxes of the extension sleeve type suitable for
depth of cover over pipe as shown. Furnish valve boxes at least 5 inches in diameter,
3/16 inch thick, with suitable cast iron bases and covers. Coat all parts of valve boxes,
bases and covers by dipping in hot bituminous varnish. Provide Mueller H-10360,
two-piece, screw type with base, top section and cover as required, or approved equal.
Provide extension stem for all buried valves terminating in a standard 2-inch-square
AWWA nut within 6 inches of valve box cover.
B. Each valve box shall be provided with a valve -box -alignment device (VBAD) to prevent
shifting of box and maintain alignment of operating nut. The VBAD shall be colored
white HDPE construction and non -load bearing upon assembly. The VBAD shall be
furnished in multiple pieces with a snap -assembly loosely to valve/gear stem below the
operating nut. The VBAD shall be the a Boxlok as manufactured by EMMA Sales, LLC
or approved equal.
2.11 PIPE MARKERS
A. Pipe markers shall be compliant with ASME (ANSI) At 3.1-2007, color standard.
B. Pipe markers shall be similar or equal to Brady Perma-Code Pipe Markers, System 2,
consisting of pipe marker, arrows and 1-1/2-inch wide (minimum) branding tape.
Material shall be similar or equal to Brady B-350, 35 ounces per inch, for all indoor
applications and Brady B-946G, 35 ounces per inch for all outdoor applications.
Background colors of markers, arrows and tape shall be the same.
C. Pipe markers shall conform to ANSI "Scheme for Identification of Piping Systems".
PART 3 EXECUTION
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3.1 PIPE FABRICATION AND INSTALLATION
A. Make piping layout and installation in the most advantageous manner possible with
respect to headroom, valve access, opening and equipment clearance, and clearance for
other work. Give particular attention to piping in the vicinity of equipment. Preserve the
maximum access to various equipment parts for maintenance.
B. Do not cut or weaken any structural member.
C. Cut all pipes accurately to measurement determined at the site. After cutting pipe, ream
it to remove burrs.
D. Install piping neatly, free from unnecessary traps and pockets. Work into place without
springing or forcing. Use fittings to make all changes in direction. Field bending and
mitering are prohibited. Make all connections to equipment using flanged joints or
unions. Make reducing connections with reducing fittings only.
3.2 WELDING
A. Weld and fabricate piping in accordance with ANSI Standard B31.1, latest edition, Code
for Pressure Piping. Machine beveling in shop is preferred. Field beveling may be done
by flame cutting to recognized standards.
B. Align piping and equipment so that no part is offset more than 1/16 inch. Set all fittings
and joints square and true, and preserve alignment during welding operation. Use of
alignment rods inside pipe is prohibited.
C. Do not permit any weld to project within the pipe so as to restrict it. Tack welds, if used,
must be of the same material and made by the same procedure as the completed weld.
Otherwise, remove tack welds during welding operation.
D. Do not split, bend, flatten or otherwise damage piping before, during or after installation.
E. Remove dirt, scale and other foreign matter from inside piping before tying in sections,
fittings, valves or equipment.
3.3 JOINTS AND JOINTING
A. Screwed Joints. Thoroughly ream the pipe to full inside diameter after cutting. Machine
cut threads to ANSI taper pipe thread sizes. All -thread nipples are not permitted. Make
screwed joints using suitable joint compound applied to male threads only; for screwed
joints on PVC pipe, use Teflon tape.
B. Solvent -Weld Joints. Make solvent welded joints on PVC pipe in strict accordance with
the manufacturer's instructions as to preparation, solvent and jointing.
C. Push -on Joints. Follow instructions and recommendations of the pipe manufacturer,
relative to gasket installation and other jointing operations. Lubricate joint surfaces with
heavy vegetable soap solution immediately before joint is completed. Suitably bevel
each spigot end to facilitate assembly.
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3.4 FLANGED JOINTS
A. Prior to installation of bolts, accurately center and align flanged joints to prevent
mechanical prestressing of flanges, pipe and equipment. Align bolt holes to straddle the
vertical, horizontal or north -south center line. Do not exceed 3/64 inch per foot
inclination of the flange face from true alignment.
B. Gaskets are to be 1/8 inch Styrene Butadiene (SBR) rubber. See addendum No. 01 for
Paragraph 2.7.B change.
C. Use ANSI nuts and bolts galvanized or black to match flange material. Use
cadmium -plated steel nuts and bolts underground. Tighten bolts progressively to prevent
unbalanced stress. Draw bolts tight to ensure proper seating of gaskets.
D. Take care when attaching suction and discharge piping to pumping equipment to ensure
that no stresses are transmitted to or imposed on pump suction and discharge flanges by
connected piping. Install and permanently support piping to accurately match bolt holes
and to provide uniform contact over the entire flange. In addition, leave pump
connection piping free to move parallel to its longitudinal center line while bolts in pump
connection flanges are tightened.
E. Provide maximum flexibility and ease of alignment correction by taking advantage of the
slack between the flange bolts and bolt holes for slight angular rotation of connecting
flanges. Assemble pump connecting piping with gaskets in place, with only a portion of
the flange bolts (no fewer than four per joint) installed. After final alignment and before
final bolting, test pump connections for applied piping stresses by loosening flange bolts
which, if piping is properly installed, should result in no movement of piping relative to
the pump, or opening of the pump connection joints.
F. Keep flange covers on equipment and shop -fabricated piping until ready to install in
system.
3.5 OFFSETS AND FITTINGS
A. Because of the small scale of drawings, the indication of all offsets and fittings is not
possible. Carefully investigate the structural and finish conditions affecting the work and
take such steps as may be required to meet such conditions.
B. Install all piping close to walls, ceilings and columns so piping will occupy the minimum
space. Provide proper space for covering and removal of pipe, special clearances, and for
offsets and fittings.
3.6 SECURING AND SUPPORTING
A. Support piping adequately to maintain line and grade, with due provision for expansion
and contraction. Use approved, clevis-type, split -ring or trapeze -type hangers properly
connected to structural members of the building. Do not support piping from other
piping.
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B. Use copper hangers with copper pipe. As an alternate, tape copper pipe at all points
contacting steel hangers, structural members or sleeves. Use a dual wrap of polyvinyl
tape.
C. Place hangers not more than 6 feet apart on 1/2-inch and 3/4-inch pipes, or 10 feet apart
on larger pipes. Place hangers not more than 4 feet apart for all sizes of polyvinyl
chloride pipe.
D. Support vertical risers with steel strap pipe clamps of approved design and size, properly
supported at every floor. Support piping assemblies in chases adequately enough to be
rigid and self-supporting before the chase is closed. Provide adequate structural support
for piping penetrating chase walls to fixtures.
E. Where insulation occurs, design hangers to protect insulation from damage. Pipe saddles
and insulation shields, where required, are specified in the appropriate insulation section.
F. Perforated bar hangers, straps, wires or chains are not permitted.
3.7 UNISTRUT PIPE SUPPORTS
A. Provide standard Unistrut type stainless steel framing members and appurtenances for
pipe support where shown. Multi -A -Frame and Power -Strut type pipe support systems
also are acceptable. All such members and appurtenances shall be 304 stainless steel.
3.8 ANCHORS
A. Provide anchors as indicated or required. Use pipe anchors consisting of heavy steel
collars with lugs and bolts for clamping to pipe and attaching anchor braces. Install
anchor braces in the most effective manner to secure desired results. Do not install
supports, anchors or similar devices where they will damage construction during
installation or because of the weight or the expansion of the pipe.
3.9 FIELD QUALITY CONTROL
A. Hydrostatic Tests. Prior to the completion of backfill, and while joints and fittings are
still exposed, test new water lines hydrostatically. Conduct hydrostatic tests in the
presence of the Engineer and in an approved manner. Apply test pressure not less than
200 psi or equal to normal static line pressure plus 50 psi whichever is greater, and
maintain this pressure for a minimum of 2 hours. Do not permit line losses during the
test to exceed 50 U.S. gallons per inch of pipe diameter per mile per day or a pressure
variation by more than 5 psi at completion of hydrostatic test. Regardless of the rate of
line loss, repair observed leaks. Replace faulty or defective materials at no change in the
contract sum. Provide all pumps, gages, meters and other equipment necessary for
performance of the tests.
3.10 PAINTING
A. Paint all metal surfaces above grade, interior or exterior, in accordance with Section 09
90 00, Painting and Coating.
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3.11 PIPE MARKERS
A. Identify all exposed piping and piping in accessible chases or plenums with markers at
every point of pipe entry or exit through a wall, roof or floor and at with symbols spaced
at 8 foot intervals and pipe service TEXT applied at third points of all runs not to exceed
35 feet.
B. Apply markers where view is unobstructed.
3.12 MANUFACTURER'S FIELD SERVICES
A. Section 0140 00 - Quality Requirements: Requirements for manufacturer's field
services.
3.13 DEMONSTRATION
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for
demonstration and training.
END OF SECTION
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INTENTIONALLY LEFT BLANK

SECTION 46 07 53
ROTARY POSITIVE DISPLACEMENT BLOWERS
PART 1 GENERAL
1.1 SCOPE OF WORK
A. Furnish all labor, materials, equipment and incidentals required and install complete, ready
for operation and field-test FOUR (4) new rotary positive displacement blowers and
appurtenances, as shown on the Drawings and as specified herein.
B. The entire blower package and its components shall comply with all applicable safety and
environmental regulations.
1.2 RELATED WORK
A. Valves, except as otherwise specified herein, are included in Section 40 20 00 - Valves and
Appurtenances.
B. Instrumentation work, except as otherwise specified herein, is included in Division.
C. Electrical work, except as otherwise specified herein, is included in Division.
1.3 SUBMITTALS
A. Submit in accordance with Section 0133 01 copies of all materials required to establish
compliance with this Section. Submittals shall include at least the following information:
1. Certified general arrangement drawings showing materials, details of construction,
dimensions and connections.
2. Complete Blower Performance Data including:
A. RPM
B. Capacity — scfm and icfin
C. Discharge pressure
D. dB(A) noise pressure level
E. Maximum gear tip speed and rotor tip speed (fpm)
F. HP required at rated capacity and pressure
G. Rated maximum pressure rise of blowers
3. List of recommended spare parts broken down into on hand parts and long term for 2
years operation and 3 to 5 years operation.
4. Descriptive Brochures
5. Performance Curves
6. Motor Data
7. Valves
8. ISO-1217 Performance Test Results Slip test results are unacceptable as an alternate.
Manufacturer must provide documented results for the purchased machines. Typical
or average data is not acceptable.
9. Declaration of Conformity, per Machinery Directive 2006/42/EC, Annex II, No.1 A.
B. Complete blower package operating and maintenance instructions professionally published,
hard copy and electronic copy, shall be furnished for all equipment included under these
specifications in accordance with Section 0133 01.
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1.4 QUALITY ASSURANCE
A. Qualifications
1. Three (3) packages shall be Aerzen Generation 5 Delta Blower Model GM 15L or
approved equal. One (1) package shall be Aerzen Generation 5 Delta Blower Model
GM 3S or approved equal. Regardless of manufacturer, the package will be produced
by the manufacturer of the blower stage, to ensure single source responsibility for
blower performance and compatibility of associated accessories. Packagers not
permitted to bid.
2. The equipment shall be designed, constructed and installed in accordance with the
best practices and methods and shall operate satisfactorily when installed as shown
on the Drawings.
3. The blower(s) shall be covered by a warranty for 24 months from date of
commissioning, or a maximum of 30 months from date of shipment.
4. The performance data and manufacturing methods shall achieve a Declaration of
Conformity, per Machinery Directive 2006/42/EC, Annex II, No.1 A.
1.5 BLOWER PERFORMANCE CRITERIA
A. Quantity of Machines 4
B. Design Inlet Temperature 100°F
C. Site Elevation 595 feet above sea level
D. Design Inlet Pressure 14.38 psia
E. Design Relative Humidity (%) 80 %
F. Design Flow 3 Blowers at 350/397 scfin/icfin per machine — 1 Blower at
25/28 scfm/icfm
G. Design Discharge Pressure 5.0 psig
H. Maximum Blower Speed 3 Blowers at 3269 RPM @ 68% of maximum — 1 Blower at
1,630 @ 34% maximum
I. Brake Horsepower (Max) 3 Blowers at 11.9 bHp — 1 Blower at 1.5 BHp
J. Motor Size (Max) 3 Blowers at 15 Hp — 1 Blower at 2 Hp
K. Free Field Noise Guarantee 3 Blowers at 69 dB(A) at 1 meter (at design point) — 1
Blower at 63 dB(A) at 1 meter (at design point)
1. Package BHP to include pressure loss through a clean inlet filter / silencer, pressure
loss of the exhaust silencer and check valve.
2. Package Performance shall be guaranteed to ISO 1217 with a tolerance is +/- 5% on
volume flow and +/- 5% on package horsepower. Manufacturer of blower must
provide data for purchased machine.
3. Sound data shall be from an ISO 2151 method of measurement, in an ISO 3745
qualified test facility. Sound data shall be compliant with a Declaration of
Conformity assessment standard.
1.6 DELIVERY, STORAGE AND HANDLING
A. All equipment shall be completely factory assembled, skid mounted, crated and delivered to
protect against damage during shipment.
B. All exposed flanges shall be covered and sealed with shrink-wrap to prevent the entrance of
moisture. Finished iron or steel surfaces not painted shall be properly protected to prevent
rust and corrosion.
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C. All equipment delivered to the site shall be stored as specified in accordance with the
manufacturer's instructions.
1.7 MAINTENANCE
A. Spare Parts
1. Furnish the following spare parts for each blower package specified:
A. Complete set of matched V-belts
B. One filter element
C. Volume of oil for first service interval.
2. Spare parts shall be properly bound and labeled for easy identification without
opening the packaging.
PART 2 PRODUCTS
2.1 GENERAL
A. Blower packages shall be designed to minimize the life -cycle costs and maximize plant
reliability. The design and the selection of the components shall be based on a minimum
useful life of 15 years and a Mean Time Between Overhauls of 5 years of continuous
operation. Bearing life must be submitted by manufacturer of service life, based on specified
conditions.
B. No special foundations shall be required. The blower packages will be installed directly on a
concrete slab without grouting the base frame. There shall only be 4 easily accessible anchor
points.
C. Blower Casing:
1. The blower casing shall be of one-piece construction, with separate sideplates that are
bolted and pinned to the housing.
2. Materials shall be close -grained cast iron ASTM A48 suitably ribbed to prevent
distortion under the specified operating conditions.
3. Minimum blower casing pressure rating shall be 36 psig.
4. Inlet and outlet shall be flanged connections.
5. The casing shall incorporate a proven means of pulsation cancellation which
achieves 90% of better reduction in vibration. Systems without a means of pulsation
cancellation shall not be accepted.
6. The vibration level as measured at the blower casing, in the X/Y planes of the
bearings, shall not exceed % "/ sec RMS when operating at the specified maximum
operating pressure and speed in the actual blower package.
D. Factory Testing:
1. Each blower stage shall be factory tested in accordance with ISO 1217 performance
test to verify flow and brake horsepower at blower maximum conditions. A slip test
shall not be acceptable, nor is average data for the manufactured size.
2. The acceptance criteria are +5% tolerance on power and —5% tolerance on flow
regardless of the size of the machine.
E. Rotors:
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1. Each rotor shall be of the "stiff' design with first lateral critical speed at least 120%
of the maximum allowable operating speed.
2. The rotors shall be of the straight, three -lobe type, and shall operate without rubbing
or liquid seals or lubrication.
3. Rotor/shaft shall be drop forged in one single piece of AISI 1043 or equivalent. Cast,
hollow rotors shall be capped, dust tight. Open rotors are not acceptable.
4. The rotors shall be statically and dynamically balanced per ISO 1940/ANSI S2.19
G6.3.
F. Bearings:
1. Each rotor/shaft shall be supported by anti -friction bearings and fixed to control the
axial location of the rotor/shaft in the unit.
2. Regardless of theoretical bearing life calculations, the bearings shall be sized for a
minimum expected life of 5 years between overhauls. Calculated bearing life shall be
submitted, based on specified operating conditions.
G. Timing Gears:
1. The rotors shall be timed by a pair of single helical AGMA 12 quality gears with
hardened and ground teeth; minimum AGMA service factor of 1.70. Spur cut gears
are unacceptable.
2. Gears shall be mounted on the shafts with a tapered interference fit and secured by a
locknut. Pinned gears are unacceptable.
H. Seals:
1. Seal shall be designed to prevent lubricant from leaking into the air stream as well as
to prevent oil from leaking out of the machine.
2. Four rotary piston ring shaft seals, an oil slinger and an O-ring seal shall be provided
at the point where the shaft passes through the sideplates.
3. Further provision shall be made to vent the rotor side of the oil seal to atmosphere to
eliminate any possible carry-over of lubricant into the air stream.
I. Lubrication:
1. The timing gears and the bearings shall be splash lubricated. Grease lubrication shall
be not acceptable.
J. Oil Sight Glass:
1. A recessed oil sight glass must be provided on each oil sump.
2. Protruding sight glasses shall not be acceptable.
K. Painting:
1. Painting shall be per supplier's standard meeting the following criteria:
A. Except for machined sealing and machined mounting surfaces, the package
shall be painted dark blue.
B. Aluminum, stainless steel, and brass shall not be painted.
C. The supplied motor shall not be over sprayed and will be supplied with the
motor manufacturer's standard protection and paint color.
D. Painted Cast Iron and Carbon Steel shall be Alkyd Resin Primer and Final
coat with a total dry film thickness of 70 mils. Surface preparation SSPC10
or better.
E. Sound enclosure shall be powder -coated polyester base total dry film
thickness 80 mils.
F. Galvanized components shall only be painted with appropriate surface
preparation.
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2.2 BLOWER ACCESSORIES
A. Inlet Filter / Silencer:
1. Each package shall be supplied with one combination inlet filter silencer.
2. The inlet filter silencer shall be mounted directly to the inlet flange of the blower.
3. The filter media efficiency must meet the requirements of ASHRAE 52.2 MERV7
50-70% @3-10 microns corresponding to EN779 G4.
4. The silencer portion shall be located upstream of the inlet filter.
5. Filter and silencer performance losses shall be included in the blower performance
calculation.
6. The filter element shall be designed to trap dirt on the inside so that upon changing,
dirt does not fall into the machinery. Filters where dirt accumulates on the external
surface of the filter will not be permitted.
B. Base Frame / Discharge Silencer:
1. Each package shall be supplied with one combination base frame / discharge silencer.
2. The silencer shall be a chamber type design for maximum sound attenuation and shall
not use fibrous or absorption materials of any kind. Internal absorption material has
been shown to degrade and internally foul diffusers and will not be permitted.
3. The silencer shall be fabricated of a single shell of pressure vessel quality steel with
continuous welds.
4. The silencer shall be subject to a pressure test for tightness and strength at a
minimum of 1.65 times the maximum blower operating pressure.
5. The silencer shall have a machined inlet connection where the discharge flange of the
blower stage bolts directly to, with no intermediary pieces. Threaded connection
between the compressor stage and the discharge silencer is subject to leakage and
misalignment, and will not be permitted.
6. Discharge silencer performance losses shall be included by the blower vendor in the
blower performance calculation. This is another reason why the blower accessories
must be supplied by the manufacturer of the blower stage.
7. The base frame shall be constructed from welded carbon steel or cast iron that shall
be designed to maintain alignment of the blower internal components and the drive
during operation.
8. The base frame shall be designed to resist distortion while being installed on
vibration isolating mounts.
9. The blower manufacturer shall supply a stainless steel grounding lug fully welded to
the base.
C. Flexible Connectors:
1. Each package shall be connected to the plant piping via flexible connector(s) located
downstream of the discharge silencer.
2. Flexible connectors shall prevent the transmission of noise and vibrations from the
blower package into the piping.
3. Flexible discharge connectors shall be Proco Style 240, Type EE, EPDM, with a
standard ANSI flange discharge connection, rated for 300 °F at 20 psig.
D. Electric Motor:
1. Each package shall be supplied with a WEG manufactured TEFC motor that shall
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operate on 460 Volts, 3 Phase, 60 Hertz current, 1800 RPM.
A. Torque NEMA B
B. Temperature Rise Class B
C. Dust tight enclosures (Severe Duty)
D. Class F inverter rated insulation with Class H applied varnish
E. 3:1 constant torque
F. All cast iron construction, including frame, end bells, conduit box and fan
cover
G. NPT threaded and gasketed F3 top mounted conduit box
H. Copper windings
I. Regreasable bearings, positive pressure lubrication system with automatic
drawn plugs — pressure compensated (Frame sizes 254T and larger).
2. All frame sizes shall be NEMA standard, suitable for overhung belt drive and with
the conduit box location on top of the motor. IEC frame motors shall not be allowed.
3. The motor shall be mounted on a pivoting base to provide automatic tensioning of the
belts.
4. The motor nominal rating after any corrections for ambient conditions shall be 10%
above the maximum operating bHp.
5. The motor shall have a 1.15 service factor.
6. Motor windings shall be supplied with a normally closed thermostat, one per phase,
wired in series to form a fail-safe motor protection circuit for the external fault circuit
of the motor controller.
7. Blower manufacturer shall be responsible for coordinating the starting torque
requirement of the blower and the motor.
E. Start Unloading Valve:
1. The blower package when started with a "wye-delta" or "soft/reduced start" starter
shall include an unloaded start valve that is mounted between the blower and the
discharge check valve.
2. Should an unloading valve be required, the blower manufacturer shall supply it.
3. Unloading valve shall be an automatic type mechanically operated valve requiring no
electrical connections mounted upstream of the check valve.
F. V-Belt Drive:
1. Each package shall be supplied with a V-belt drive that shall be of the high capacity
type, oil and heat resistant. Drive shall be designed for a minimum service factor of
1.4 times operating power (bHp), or 1.1 times the motor nameplate Hp, whichever is
larger to allow a minimum of 1.4-service factor based on the maximum blower bHp.
2. Belt tensioning shall be automatic without the use of any devices or interaction on the
part of the operator. Neither slide rails nor load -adjusting springs shall be used.
3. Sheaves shall be dynamically balanced regardless of the operating speed.
G. Belt Guard:
1. The belt drive shall be guarded in compliance with OSHA regulations.
2. Portions of the guard shall be easily removable allowing for belt inspection and
replacement.
3. Guard material shall be perforated carbon steel.
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H. Vibration Isolators:
1. Each package shall be supplied with vibration isolating feet with a minimum
efficiency of 80%.
2. Blower manufacture shall be responsible for attenuating noise and vibration in the
blower package such that no special installation base shall be required, nor shall any
additional measures be required to reduce vibrations from the blower package being
transmitted to the base or the piping.
I. Pressure Safety Valve:
1. Each package shall be supplied with a single pressure safety valve on the discharge
side of the blower mounted downstream of the discharge silencer and upstream of the
check valve.
2. The safety valve shall be set to protect the blower from exceeding its maximum
pressure rating, and shall be sized to pass 100% of the design flow.
3. The safety valve shall be field adjustable, spring loaded, and have a certificate of
conformity to PED.
4. If the blower package is supplied with a sound enclosure. The pressure relief valve
shall be housed by the sound enclosure and shall relieve into a segmented section of
the sound enclosure. Weighted relief valves inside in the enclosure are not permitted.
5. The valve shall be manufactured by Aerzen.
J. Check Valve:
1. Each package shall be supplied with one check valve that shall be installed on the
discharge line.
2. The check valve shall be of the full -bore low pressure -drop, flapper type design with
a steel body, and steel flap embedded in EPDM with full -contact seal.
3. The valve shall be removable without disturbing the piping. Pressure losses produced
by the check valve shall be included in the blower performance calculation. Check
valves requiring installation in the discharge piping shall not be considered, unless
installation cost of the external valve is included in supplier's proposal.
4. The valve shall be manufactured by Aerzen.
K. Instrumentation:
1. Each package shall be supplied with the following instrumentation:
A. Inlet Vacuum Gauge (4" Gauges)
1) Dwyer model 2040 with 4" dial and scale from 0 to —40 inches of
water column.
2) Gauge to function as a filter maintenance indicator.
B. Discharge Pressure Gauge (4" Gauges)
1) Aerzen model 32-0053-02 with 4" dial and scale from 0 to 20 psig.
2) The pressure gauge shall have a stainless steel case and be glycerin -
filled for pulsation dampening.
3) A pulsation snubber shall be provided.
C. Discharge Temperature Gauge / Switch (4" Gauges)
1) Jumo type 8523-20-10 with 4" dial and scale from 32°F to 572°F
2) NEMA 4 enclosure, 5A @ 250volt, SA 28 SPDT microswitch
3) UL & CSA approved.
L. Each blower shall receive its initial oil filling at the factory. Oil to be fully synthetic Delta
Lube.
M. Acoustical Sound Enclosure:
1. Each package shall be supplied with a sound enclosure covering the entire blower
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package.
2. The enclosure shall provide suitable protection for outdoor installation under the
specified site conditions (wind load and snow load).
3. The enclosure shall be designed so as to be able to install them side -by -side with all
maintenance done from the front or back of the package.
A. Details shall be as follows:
1) Panels shall be made of galvanized steel sheet, powder coated in a
light reflecting, blue color per RAL 5001. The skid shall be of the
same color.
2) Sound enclosure acoustic material shall comply with UL 94 - HF 1
for fire -retardant, self -extinguishing, non -dripping materials.
3) The enclosure and the blower package shall both be mounted on a
skid / oil -drip pan designed for meeting environment protection
standards and for easy transportation and installation.
4) A grounding strap shall be installed between the blower base and the
package skid to bypass any vibration isolating mounts.
5) Quick release panels, each less than 50 lb (as mandated by MSHA)
must provide easy and quick access for routine maintenance of the
blower and the package components.
B. Enclosure Cooling Fan:
1)
A high efficiency blower shaft driven ventilation fan shall provide
ventilation and cooling integral to the sound enclosure.
2)
Cooling fan shall be sized for sufficient heat removal from the sound
enclosure, even when the blower is operated with a VFD.
3)
Electrical components, instrumentation and instrument connections
shall not be mounted or interface with moving panels of the sound
enclosure.
4)
Both blower oil sumps shall be piped to a common fill and drain,
located at the front of the package for easy maintenance. An oil level
indicator shall be mounted on the outside of the enclosure, which
gives an accurate oil level indication while the blower is in
operation. All oil lines to be hydraulic hose with fittings. No plastic
tubing with compression fittings are allowed.
PART 3 EXECUTION
3.1 INSTALLATION
A. The Contractor shall install the blowers in accordance with the Manufacturer's written
instructions.
B. The Contractor shall make all electrical and process connections to the blower package prior
to the arrival of the manufacturer's representative.
C. The Contractor shall complete and return the Manufacturer's installation check list prior to
having a Manufacturer's representative come onsite.
D. Representatives of the blower manufacturer shall verify and adjust blower and motor
alignment.
3.2 FIELD TESTING
A. After installation of all equipment has been completed and as soon as conditions permit, the
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manufacturer shall provide 1 trip for a total of (2) 8 hour days to verify the installation and
conduct an acceptance test under actual operating conditions.
1. The Manufacturer shall perform a physical check of the blower installation, perform
safety checks, power up the equipment and perform functional testing.
2. The functional test shall consist of 4 hours of operation of each blower with
vibration, temperature, and pressure readings as well as motor amp readings taken
and recorded at 60-minute intervals.
3. The Manufacturer shall provide operations and maintenance training to the plant
personnel. The training shall consist of 1 hour of classroom training using the
Operation and Maintenance Manual for reference and 2 hours of hands on training at
the blower package.
B. If required, Contractor shall make any changes, at his own expense, to the installation that
may be necessary to assure satisfactory operation. Contractor shall be held liable for changes
needed in the installation.
C. Manufacturer shall provide a written field test / start up report after completion of testing.
END OF SECTION
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SECTION 46 6146
AUTOMATIC BACKWASH DISC FILTER EQUIPMENT
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Section Includes: One (1) automatic backwash disc filter systems as shown on the drawings
and as specified herein to include all valves, controls, piping connections, installation, and
testing required to place the filter into operation.
2. The disc filters shall consist of a central drum onto which the discs with the filter media
panels are assembled. The rotating filter drum is supported on the front and rear ends by
sleeve bearings. Each filter unit shall include center drum, discs with filter media panels,
support frame with cover, backwash spray assembly with pump, backwash trough, drive
mechanism, automatic control system and components as specified.
1.2 RELATED DOCUMENTS
A. Section 0133 01 - Submittal Procedures
B. Division 26 - Electrical
1.3 QUALITY ASSURANCE:
A. Applicable Standards:
1. ASTM -American Society for Testing and Materials
2. AISI -American Iron and Steel Institute
3. AGMA -American Gear Manufacturer's Association
4. NEMA- National Electrical Manufacturer's Association
5. NEC -National Electric Code
6. AWS 131.6 - Structural Welding Code: Stainless Steel
B. To assure unity of responsibility, center tube, discs with filter media panels, support frame with
cover, backwash spray assembly with pump, backwash trough, drive mechanism, automatic
control system and components as specified shall be furnished and/or coordinated by a single
manufacturer.
C. All painting shall be per Manufacturer's standards.
D. Experience of Equipment Manufacturers:
1. It is the intent of the contract documents to procure the best equipment and services that are
available. The filtration equipment shall be furnished by a manufacturer who shall have at
least ten (10) years of experience in the United States or fifteen (15) years of experience
elsewhere in the design, production, assembly and field service of equipment of like type,
size and capacity in similar applications. The equipment manufacturer must supply a list of
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at least fifty (50) successful installations in the United States utilizing equipment of like type
in similar applications.
2. The equipment supplier must have manufacturing and warehouse facilities located in the
United States including parts inventory, and personnel based in the United States and
employed by the supplier to provide direct technical and field support. The equipment
manufacturer must provide information supporting their ability to provide these services.
3. The disc filtration technology shall be accepted filtration technology for compliance with the
State of California Water Recycling Criteria (Title 22).
4. Any equipment manufacturer that does not meet the experience requirements stated within
this specification shall provide the following items:
a. Performance Bond or other suitable means of financial guarantee that the disc filtration
system will meet the performance requirements described above. The Performance
Bond shall be for a duration of 36 months after system startup.
b. Dunn & Bradstreet Report
c. Current Annual Financial Statement
d. Credit Report
E. Acceptable Manufacturer: Kruger, or Approved Equal.
1. Consideration will be given to other alternate manufacturers to the Owner Preferred
Manufacturer who can demonstrate to the Engineer that their equipment complies with these
Specifications and has successful and documented experience with the size, quality,
performance and reliability equivalent to that specified herein. Consideration for any other
alternate manufacturer shall include the proposed equipment's application and ability to
provide equal service and performance as intended by these specifications. Alternate
equipment manufacturers shall prepare and submit to the Engineer "Evaluation
Documentation." The "Evaluation Documentation" shall be delivered to the Engineer in
accordance with Section 00 21 14 Instruction to Bidders EPMS. All modifications to
structures, piping, valves, equipment layout, electrical connections, wiring and coordination
with ancillary or interconnected systems or equipment necessitated by a substitution shall at
the cost of the Contractor or alternative manufacturer.
F. The Equipment Manufacturer shall warrant the use of this system and its equipment will not
infringe on any U.S. or foreign patent.
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1.4 PERFORMANCE REQUIREMENTS
A. The disc filter system shall be capable of meeting the following performance requirements.
Performance Criteria, System
Value
Peak Flowrate per unit, MGD* (gpm)
0.125 (70)
Average Flowrate, MGD* (gpm)
0.06 (42)
Maximum Influent TSS*, mg/L
<45
Daily Average Influent TSS*, mg/L
<30
Monthly Average Effluent TSS*, mg/L
<5
Filter Design Data
Filter Pore Size, µm
10
Filter Cloth Material
Polyester
Number of Proposed Units
2
Number of Filter Discs per unit
2
Filter Disc Diameter, m
1.7
Effective Filter Surface Area per unit, W
33
Filter Drive Unit
Drive Motor (1 per unit)
0.75 HP, 460V, 3P/60HZ
Drive Motor Service Factor
1.3
Drive Assembly
Drive Chain and Sprocket
Backwash Cleaning System
Number of Backwash Nozzles (per Disc)
10
Backwash Pump (1 per unit)
2 HP, 460V, 3P/60HZ
Backwash Pressure, psi
110
Design Backwash Flowrate, gpm
10
* Average TSS concentrations are based on analysis of 24 hr composite samples.
B. The automatic backwash filter system shall be suitable for filtering domestic wastewater after
secondary treatment and clarification. Each filter shall be designed to operate on a continuous
basis and shall be designed to operate while receiving varying flows.
C. The proposed disc filtration system shall not exceed a hydraulic loading rate of 5.3 gpm/sf at peak
flow.
D. Filtration system shall utilize an "inside -out" flow pattern in which influent flows by gravity into
the filter discs from the center drum. Solids are separated from the water by partially submerged
filter media.
E. Any equipment manufacturer that does not meet the experience requirements stated within this
specification shall provide a Performance Bond or other suitable means of financial guarantee
that the disc filtration system will meet the performance requirements described above. The
Performance Bond shall be for a duration of 36 months after system startup.
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PART 2 PRODUCTS
2.1 MATERIALS AND EQUIPMENT
A. All fabricated metal shall be minimum grade AISI 304 stainless steel, unless otherwise stated in
this specification. All welding of structural members shall conform to the latest requirements of
AWS D1.6. Filter panels shall be polyester filter cloth mounted on plastic frames with integrated
rubber seals. Filter disc segments shall be injection molded ABS plastic.
B. The valves, equipment, materials of construction and controls specified under this section
supersede valves, equipment, materials of construction and controls specified elsewhere in the
contract documents. Purchased components such as gear reducers, pumps, motors, valves, and
actuators shall be provided with standard recommended manufacturers paint, unless otherwise
specified within this section.
C. The disc filtration units shall be fully preassembled and factory inspected prior to shipping the
filtration units. Drive motor and backwash pump are to be installed at factory and provided
integral to filtration unit.
D. Flange connections to be provided with AISI 304 stainless steel stub ends and loose galvanized
flange collar rings.
2.2 INFLUENT VALVE
A. One (1), 8" lugged style influent butterfly valve shall be included with the filter. The valve shall
include a cast iron body, aluminum bronze disk, stainless steel shaft and EPDM seat with a
geared handwheel operator.
2.3 CENTER DRUM
A. The center drum shall be a water tight, one piece, structural welded, AISI 304 stainless steel
fabrication, open at one end to allow the influent to enter, and have openings to the filter discs for
water distribution to the filter media. The center drum shall have lubricated bearings, which must
be externally accessible via grease tubing and fittings for routine lubrication.
2.4 DISC ASSEMBLY
A. The filter shall be composed of modular and removable discs. Each disc shall consist of disc
segments that can be easily mounted or dismounted as required. The segments of one disc will be
bolted to each other, and the completed disc assembly will be secured to the center drum with
stainless steel band straps and hardware.
B. Filter panels (filter media) shall be mounted on the sides of the disc segments. The filter panels
shall consist of plastic frames with PET monofilament filter fabric attached to the frames.
Systems with pleated media, corrugated media, pile cloth media, or stainless steel media shall not
be acceptable. Stainless steel media shall also not be accepted due to its susceptibility to
corrosion and short life span caused by mechanical fatigue failure. Each panel shall be equipped
with a rubber gasket integral to the media frame to provide a watertight seal between the filter
panels and disc segments. The panels will be held in place by a top cover.
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C. Nominal media pore size shall not exceed 10 microns. Filtration systems utilizing media greater
than 10 microns shall not be accepted.
D. The replacement of filter media must be possible from outside the filter tank by unfastening two
bolts, removing the retaining cap and sliding panels from filter frame.
E. Filter discs must be constructed of modular segments and each disc segment must include a
substantially open area along the length of the radial support to allow the liquid to flow from one
section to the other as the discs are rotated.
2.5 SUPPORT FRAME WITH ENCLOSED TANK AND COVER
A. The support frame and tank shall be one piece, structural welded, 304 stainless steel. Onto the
support frame shall be welded 304 stainless steel base plates for back -wash pump, drive gear box,
and center shaft bearing house. Tank thickness shall be a minimum of 1/8" thickness. Carbon
steel construction shall not be acceptable in order to minimize maintenance efforts associated
with corrosion and painting.
B. The filter shall be furnished with a cover consisting of a 304 stainless steel frame, 304 stainless
steel cables, and locking/individually removable aluminum lids.
C. Anchor bolts shall be provided by the contractor.
2.6 BACKWASH CLEANING SYSTEM
A. The Disc filters shall be equipped with a single oscillating back -washing system with non -
motorized moving spray headers for efficient cleaning of the filter cloth and for reduction of the
consumption of backwash water. All panels shall receive 110 psi pressure backwash spray.
B. The backwash system shall be comprised of 304 stainless steel backwash spray headers installed
between the discs. The spray headers shall oscillate in an upward and downward motion during
drum rotation. The spray header oscillation shall be operated by a cam system that is connected
to the drum drive. Each header shall have flat pattern spray nozzles for each disc side. The spray
nozzles shall consist of ceramic nozzle tips, mounting cap for quick removal, nozzle body and
seals. The nozzle system shall be Spraying Systems Co., Quick TeeJet, or approved equal. The
replacement of spray nozzles must be possible from outside the filter tank. A swivel joint shall
allow the spray header manifold to rotate out for nozzle access without disassembly of the
manifold or headers.
C. Each filter shall have one externally mounted low-pressure centrifugal pump for the backwash
system and shall be installed at the factory. The backwash pump shall be provided integral to the
Disc filter units. The backwash pump shall be of the vertical multi -stage design with the motor
mounted directly to the top of the pump. The pump suction and discharge fittings shall be ANSI
flanged, 1-1/4" fittings. The pump suction/discharge chamber, motor stool and pump shaft
coupling shall be constructed of cast iron. The impellers, pump shaft, diffuser chambers, outer
discharge sleeve and impeller seal rings or seal ring retainers shall be constructed of stainless
steel. The impellers shall be secured directly to the pump shaft by means of a splined shaft
arrangement. Pump shall be equipped with a balanced cartridge type mechanical seal assembly
with Silicone Carbide/Silicon Carbide seal faces and EPDM rubber 0-rings mounted in stainless
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steel components. The motor shall be supplied integral with the pump. The motor shall be
standard efficiency rated for 2 HP, 230V, 3 phase, 60 HZ operation and shall be NEMA C face
design, Totally Enclosed Fan Cooled (TEFC) with a minimum service factor of 1.15. Filtered
water shall be pumped via a 304 stainless steel suction pipe and discharged from the pump to the
backwash header piping constructed of 304 stainless steel. A ball valve and pressure gauge shall
be installed in the backwash header piping downstream of the pump in order to regulate to the
desired nozzle pressure.
D. The Disc filter shall be equipped with a backwash -collecting trough for removing solids. The
trough shall be constructed of 304 stainless steel. The trough length shall be sufficient to capture
reject water from all filter discs. The trough shall be elevated to prevent contact with the influent
stream. The reject water shall leave the trough by gravity via the backwash outlet connection.
Piping from the trough to the outlet connection shall be 304 stainless steel connected with
stainless steel shielded, flexible elastomeric PVC couplings. The backwash outlet connection
shall be a 4 inch ANSI loose flange.
2.7 DRIVE MECHANISM
A. A drive assembly shall be incorporated to rotate the center tube/disc assembly during the
backwash cycles.
B. The drive assembly shall consist of a gear motor, non -corrosive lubricated chain and sprockets.
The gear motor shall be SEW Eurodrive shaft mounted helical worm gear with integral standard
AC induction motor, SEW gear motor model S67DRS7IM4. The gear ratio shall be 180.6. The
motor shall be standard efficiency TEFC rated for 0.75 HP, 460 V, 3 phase, 60HZ operation.
C. Reducer design end rating shall equal or exceed AGMA requirements. Speed reducers shall be
selected for not more than AGMA class I service.
D. The drive sprockets are manufactured of carbon steel driven by a steel chain. The drive chain
must not operate in submerged or wetted environment.
2.8 FLOW BYPASS
A. An external bypass shall be supplied integral to the filter unit to allow for diversion of unexpected
high inlet water level without contamination of the filtered effluent. The bypass shall be at the
inlet side of the filter unit. The bypass connection shall be a 8 inch ANSI loose flange.
2.9 ACCESS PLATFORM AND STEPS
A. Section not used.
2.10 DISC FILTER SPARE PARTS
A. The following spare parts will be supplied: 5 Backwash Spray Nozzles, 2 Filter Panels. Parts
inventory shall be based in the United States.
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2.11 CONTROL PANEL AND OPERATION
A. The Discfilter operation shall be managed by an automated control system. The automatic
control will be designed around an Allen Bradley Micro850 Programmable Logic Controller.
B. The control system is an integral part of the Discfilter system and shall be provided in a UL
labeled, NEMA 4X 304 Stainless Steel enclosure. Each Discfilter unit shall include a control
system which shall consist of a programmable controller, fused main disconnect, control
transformer, branch circuit breakers, IEC motor starter/protector, hand -off -automatic switches,
and liquid level sensor relay for initiating backwash. The power feed to the control panel shall
be 230VAC 60Hz 3 phase, control voltage shall be 120VAC 60 Hz 1 phase.
C. The control panel enclosure shall meet the following criteria, 304 Stainless Steel, seams
continuously welded and ground smooth, seamless foam -in -place gasket for watertight dust -
tight seal, door opens 180°, quarter turn latches opened or closed using a screw driver, and
NEMA Type 4X, UL Listed 4X. Saginaw SCE42EL3612SSLP or approved equal.
D. The main disconnect shall be enclosed in the control panel, with a handle mechanism extending
through the door. The main disconnect shall be a fused disconnect rated for 30 Amps 3-Pole.The
main disconnect shall be composed of three primary components; 30A fused disconnect,
extension shaft, NEMA 4X operating handle. Square D 9421 NC3 fused disconnect, 9421 NW2
disconnect handle and 9421 NS36 disconnect shaft or approved equal.
E. Each filter shall be equipped with an adjustable water level sensor located in the influent
chamber for the purpose of backwash initiation. The high level sensor shall be a height
adjustable PVC encapsulated 316 SS Rod with a diameter of 5/16" and length of 12", and shall
include a PVC encapsulated copper conductor with control wire connected at top of probe. The
installing Contractor is to provide wiring and conduit to connect the level sensor to a liquid level
relay located in the Discfilter Control Panel. The liquid level relay is activated when the level
sensor comes in contact with water in the influent chamber. The liquid level relay for backwash
shall be SSAC LLC44A5A with relay base or approved equal.
F. Each filter unit will be supplied with a high high level sensor. The device used for the high high
level sensor will be the same part(s) and number used for the high level sensor. The high high
level sensor will be mounted in such a way as to insure that the device indicates when the water
reaches a height above the backwash level sensor and has entered a high level scenario. When
the high high level sensor is activated, it will activate a relay inside the control cabinet and a
pilot light on the front of the control panel will illuminate. The pilot light will be labeled
"Discfilter High High Level". The high high level relay will have a spare set of normally open
dry contacts available for monitoring. The liquid level relay shall be SSAC LLC44A5A with
relay base or approved equal.
G. Each filter unit will be supplied with a BW pump dry run protection pressure switch. The BW
pump dry run protection sensor shall be a Nautilus XMLA fixed differential single threshold
pressure and vacuum switch. The sensor will be mounted in such a way as to ensure that the
device indicates when the water reaches a height below the effluent weir that would risk pump
dry run. When the sensor is activated, it will activate a relay inside the control cabinet to prevent
running the pump.
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H. Field wiring terminal blocks for the Discfilter Control Panel will be din rail mountable,
individually numbered, rated for 600 Volts 30 Amps. The field wiring terminal blocks shall be
Phoenix UTT134 3044814 or approved equal.
I. Motor wiring terminal blocks for the Discfilter Control Panel will be din rail mountable,
individually numbered, rated for 600 Volts 65 Amps. The field wiring terminal blocks shall be
Phoenix UT10 3044160 or approved equal.
A motor starter located in the Discfilter Control Panel will manage the start/stop of the Backwash
Pump motor. The motor starter will be sized appropriately to match the requirements of the
Backwash Pump motor. The motor starter will be an IEC starter, rated 0.1 — 25Amps @ 460VAC
3 phase, 2 HP @ 460VAC 3 phase, rotary handle operator, visible trip indication, protection by
overload, short circuit, undervoltage and shunt. The motor starter will be equipped with auxiliary
contacts for monitoring and control. The IEC motor starter shall be Square D TeSys U or
approved equal.
K. A VFD located in the Discfilter Control Panel will manage the start/stop of the Filter Drum
motor. The VFD will be sized appropriately to match the requirements of the Filter Drum motor.
The VFD will be equipped with an integral keypad display for VFD interface and configuration,
use sensorless flux vector technology, use with 3-phase asynchronous motors, monitoring and
control inputs and outputs, motor and drive protection. The VFD will not require input/output
filters or harmonic testing. The VFD will be hardwired for control and monitoring and will not
require any communication protocols such as Ethernet, DeviceNet, and Modbus. The VFD shall
be Square D Altivar 312 or approved equal.
L. The control panel shall have external pilot lights mounted on the door indicating run status of
the filter unit and backwash pump. The pilot lights will be NEMA 4X, 120VAC, standard (no
push to test) and 30mm. The pilot lights shall be Square D 9001 SKPlx31 or approved equal.
M. The control panel shall have external selector switches (Hand -Off -Automatic). The selector
switches will be NEMA 4X, 30mm, non -illuminated, manual return and equipped with contact
blocks. The selector switches shall be Square D 9001 SKS43BH2 or approved equal. The
control panel selector switches will allow the drum drive and backwash motor to be operated in
Hand mode.
N. The completed control panel shall be UL labeled per UL508A. The completed control panel will
be factory tested and configured.
O. The Programmable Controller will perform logic, timing, counting and real time clock
operations. The Programmable Controller will be programmed using software to allow
configuration of a downloadable program featuring input instructions, output instructions, timer
instructions, counter instructions and counter instructions. The Programmable Controller will be
equipped with a embedded 10/100 Base —T EtherNet/IP Port as well as USB programming port.
The Programmable Controller will be equipped with aminimum fourteen 14 Digital Inputs
(I20VAC) and ten (10) Relay Outputs, additional I/O can be added via I/O expansion modules.
The Controller shall be an Allen Bradley Micro850 2080-LC50-24AWB or approved equal.
P. The Control System will be supplied with one Operator Interface. The Operator Interface will
be capable of communicating with the Programmable Controller. The Operator Interface will be
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capable of displaying text and graphics, allow operator setpoint entry, and provide system status
display. The Operator Interface will be a color touchscreen display, minimum four (4) inch
diagonal, 10/100 Base-T Ethernet Port and mount to the panel front. The Operator Interface will
be Allen Bradley 2711R-TxT or approved equal.
Q. Control system will also allow for continuous back washing in HAND mode.
R. The Contractor is responsible for providing Interconnecting wiring and/or conduit between the
supplied control panel and Discfilter equipment. The Contractor shall provide any junction or
pull boxes or any other like device needed to supply the interconnecting wiring.
S. All field connections/terminations to the supplied control panels, the Discfilter equipment and
between the Discfilter and supplied control panels shall be the responsibility of the Contractor.
PART 3 EXECUTION
3.1 GENERAL
A. Contractor shall install the Disc filter system per the Equipment Manufacturer's directions and
the drawings. The Contractor will provide all supports and anchoring required to install the Disc
filter unit. The plumbing/interconnecting piping, electrical connections, grating and handrails
shall be provided by the Contractor as detailed on the drawings and specifications. The
Equipment Manufacturer shall provide adequate protection of the equipment for shipment to the
project site. Installation instructions will be provided that specifically outline installation of the
Disc filter. Lifting instructions shall be provided to assist the Contractor.
3.2 FIELD SERVICES
A. The Equipment Manufacturer shall furnish the services of a factory -trained representative based
in the United States and employed by the manufacturer, for a minimum of four (4) working days
and two (2) separate trips. These two trips shall consist of one (1) trip to monitor the installation
and one (1) trip for start-up and instruction of plant operating personnel.
PART 4 WARRANTY
4.1 GENERAL
A. The Equipment shall materially conform to the description in this Specification and the Contract
Documentation and shall be free from defects in material and workmanship. Warranty periods
are 18 months from delivery or 1 year from beneficial use, whichever occurs first.
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