WQ0028552_Modification_1_20210401

Initial Review
Reviewer Thornburg, Nathaniel
Is this submittal an application? (Excluding additional information.)*
r Yes r No
Permit Number (IR)* WQ0028552
Applicant/Permittee Old North State Water Company, LLC
Applicant/Permittee Address 3212 6th Ave. South, Birmingham, AL 35222
Is the owner in BIMS? r Yes r No Is the facility in BIMS? r Yes r No
Owner Type Organization
Facility Name Briar Chapel WWTP
County Chatham
Fee Category Major
Is this a complete
application?*
c Yes r No
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if non -application)
Email Notifications
Does this need review bythe hydrogeologist?* r Yes r No
Regional Office
CO Reviewer
Admin Reviewer
Fee Amount $0
Complete App Date 04/01/2021
Below list any additional email address that need notification about a new project.
Email Address
Comments to be added to email notfication
Comments for Kendall
Comments for RO

Comments for Reviewer
Comments for Applicant

Submittal Form
Project Contact Information
Rease provide information on the person to be contacted by N B Staff
Name * John F. Phillips
Email Address*
[e-mail]
electronic subnittal, confirmation of receipt, and other correspondence.
Project Information
........ ......... ....................................................................................................................................... .
Application/Document Type* r New (Fee Req ui red)
r Modification - Major (Fee Required)
r Renewal with Major Modification (Fee
Required)
r Annual Report
r Additional Information
r Other
Phone Number*
919-467-9972 x 5
O Modification - Minor
C Renewal
C GW-59, NDMR, NDMLR, NDAR-1,
NDAR-2
r Residual Annual Report
r Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edocs.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:* r Wastewater Irrigation r High -Rate Infiltration
r Other Wastewater r Reclaimed Water
r Closed -Loop Recycle r Residuals
r Single -Family Residence Wastewater r Other
Irrigation
Permit Number:* W00028552
Fbs Current Existing permit number
Applicant/Permittee * Old North State Water Company, LLC
Applicant/Permittee Address* 3212 6th Ave. South, Birmingham, AL 35222
Facility Name * Briar Chapel WWTP
Please provide comments/notes on your current submittal below.
The existing permit is written for a total average daily flow of 750,000 gallons per day, to be
constructed in three 250,000 gpd phases. The first phase was constructed 2007. Old North
State Water Co., LLC (ONSWC) is ready to construct the next 250,000 gpd phase, in
response to the existing and planned but not yet tributary wastewater flows.
This submittal is requesting permit modifications to (1) add a new mechanical fine screen
rather than continuing to use the permitted static screen, (2) to use diffused aeration in the
new phase, and to replace the existing floating aerators with diffused aeration systems, (3) to
use submersible mixers for the new anoxic zones, rather than using floating mixers as is used
in the existing anoxic zones, and (4) to utilize chlorination only for effluent disinfection - the
first phase has both chlorination and LIV systems, but the preferred mode moving forward
would be to use chlorination only. The proposed project also includes a two stage odor
control system that will capture and treat the air from the covered equalization basins, the
new screen enclosure, and the new dumpster enclsosure.
These modifications are requested in large part to respond to the odor issues and
complaints that the plant has experienced, and in part to improve the operations and
efficiency of the plant as a part of the plant expansion.
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.*
(Application Form Engineering Rans, Specifications, Calculations, Etc.)
Briar Chapel WWTP Permit Modification Request Submittal
31.52M6
Package 3-31-21 WQ0028552.pdf
Upload only 1 FLFdocurrent (less than 250 M3). Miltiple docurrents must be combined into one PDF file unless file is larger than
upload limit.

* V By checking this box, I acknowledge that I understand the application will not be
accepted for pre -review until the fee (if required) has been received by the Non -
Discharge Branch. Application fees must be submitted by check or money order
and made payable to the North Carolina Department of Environmental Quality
(NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Signature
,Tod14 F P .11PS
Submission Date 3/31/2021

DIEHL & PHILLIPS, P.A.
CONSULTING ENGINEERS
1500 Piney Plains Rd., Suite 200
Cary, North Carolina 27518
Telephone [phone] — Fax [phone]
March 31, 2021
Mr. Nathaniel Thornburg
Environmental Program Manager II
Division of Water Resources - Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Request for Permit Minor Modification
Briar Chapel Wastewater Treatment Plant
Chatham County
WQ0028552
Dear Mr. Thornburg:
WILLIAM C. DIEHL, P.E.
JOHN F. PHILLIPS, P.E.
ALAN R. KEITH, P.E.
On behalf of Old North State Water Co., LLC, we request the referenced permit be
modified as described herein. The modifications will not increase the volume or pollutant
load of the effluent from the quantities previously permitted. For these reasons it is our
understanding the requested changes would be considered a Minor Modification, and
therefore no modification fee is required. Please let me know if this is not correct, and
we will submit a fee check.
The existing permit is written for a total average daily flow of 750,000 gallons per day,
to be constructed in three 250,000 gpd phases. The first phase was constructed 2007.
Old North State Water Co., LLC (ONSWC) is ready to construct the next 250,000 gpd
phase, in response to the existing and planned but not yet tributary wastewater flows.
The specific permit modifications we are requesting are:
1. Install a new mechanical fine screen with auger conveyor/compactor and
screenings wash nozzles, to replace the existing static screen. The
screenings from the static screen do not have the organic matter thoroughly
washed off, and they are poorly dewatered. We believe this to be a major
contributor to the odor issues the plant has experienced. The new screen
will be enclosed, and the washed and dewatered screenings will be dropped
into an "endless" plastic bag that will be collected in a dumpster (located in
an enclosed room below the screen). The air from the screen and dumpster
enclosures will be collected at a rate of 6 air changes an hour and put
through the proposed two stage odor control system. The new screen has a
bypass channel with a manually cleaned bar rack, located in the same tank

Nathaniel Thornburg
March 31, 2021
Page 2of3
as the screen, for the times when the new screen is undergoing routine
maintenance. The existing static screen will be left in place as a second back-
up system.
2. The two existing anoxic zones are each mixed with two 3 HP mixers, as
described in the Permit. Rather than using this style of mixer in the two new
anoxic zones, we propose to instead use one submersible mixer in each of
the two new anoxic zones. The submersible mixers are more efficient and will
provide some energy savings.
3. The existing Flow Equalization, Sludge Holding, and Aeration Zones are all
aerated with floating aerators. It is our opinion that these aerators may be
contributing to the periodic odor issues, and that they are not particularly
efficient at mixing all of the tank contents. Therefore, ONSWC proposes to
replace the floating aerators with fine bubble diffused aeration in the existing
and new aeration zones, and with coarse bubble diffused aeration in the
existing and new FE and sludge holding basins. This will obviously require
new blowers to be installed; the proposed project is planned to have a total
of eight blowers to meet the aeration needs described above, plus providing
the required redundancy.
4. The final requested permit modification is for the disinfection system. As
stated in the permit, the existing and proposed phases each have a chlorine
contact chamber with a one -hour detention time at the permitted average
daily flow rate, and dual chlorine solution feed pumps. The permit also
describes a UV system and a dechlorination chamber in the initially
constructed plant. ONSWC wishes to utilize chlorination as the sole
disinfection method for the plant. Chlorination can consistently meet the
permitted disinfection limits, and can provide a residual in the effluent that
may also reduce any odor potential from the effluent storage pond. Although
the permit describes a dechlorination chamber, the permit does not have a
residual chlorine limit. Therefore, we request the permit be modified to reflect
the second phase of the treatment plant will not have a UV disinfection
system or a dechlorination chamber. As a part of that modification, we also
request that the UV system be taken out of the permit, to relieve ONSWC of
the burden of having to maintain a system that will not be utilized.
A two -stage odor control system is proposed for the expanded plant. It will treat the air
pulled from the headspaces of the flow equalization basins (both covered), the
mechanical fine screen enclosure, and the dumpster enclosure. The odor control system
will have a biofilter first stage, followed by a carbon filter to remove any odors that remain
after treatment by the biofilter. The system is designed and manufactured by Evoqua.
This system does not affect the treatment process or effluent quality, so it may not be

Nathaniel Thornburg
March 31, 2021
Page 3of3
necessary to include it as a part of the permit modifications. Whether it is or is not in the
modified permit, it will be a key part of the improvements to the Briar Chapel WWTP.
The paragraphs above describe the requested modifications to the current permit. A
listing of what is not proposed to change includes:
• The volumes in each of the unit process tanks/chambers will remain as
permitted, and will duplicate the existing plant dimensions (other than the
deleted dechlorination chamber described in 4. above).
The permitted extended aeration treatment process is unchanged.
• The initial construction included a standby power generator and automatic
transfer switch that were sized to serve all three phases, as described in the
permit; there are no changes proposed to the standby power system.
Because this is a permit modification request that involves an existing facility rather than
an application for a new permit, there are certain portions of the Application and
Application Instructions that do not appear relevant to the modification request. Also,
since the modification request is limited to the treatment plant only, I have not completed
the portions of the application that are related to the effluent storage or irrigation.
Buoyancy calculations are not included because the plant expansion will utilize the same
structural footprint area and foundation depth as the existing plant.
This submittal includes the following items:
1. Reclaimed Water Systems — Generation (Form RWG 06-16)
2. Engineering Calculations
3. Engineering Specifications
4. Engineering Plans
Please advise if you or your staff have any questions regarding this permit modification
request, or if you require any additional information.
Attachments
Yours very truly,
Diehl & Phillips, P.A.
Cc: Mr. John McDonald, ONSWC John F. Phillips, P.E.

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
15A NCAC 02U — RECLAIMED WATER SYSTEMS — GENERATION
Division of Water Resources INSTRUCTIONS FOR FORM: RWG 06-16 & SUPPORTING DOCUMENTATION
Please use the following instructions as a checklist in order to ensure all required items are submitted. Adherence to these
instructions and checking the provided boxes will help produce a quicker review time and reduce the amount of additional
information requested. Failure to submit all of the required items will lead to additional processing and review time for the
permit application.
For more information, visit the Water Quality Permitting Section's Non -Discharge Permitting Unit website.
General — This application shall be used for projects involving the generation of reclaimed water that is to be utilized in either a
conjunctive or non -conjunctive manner. Non -conjunctive use means that the reclaimed water utilization activity is required
to meet the wastewater disposal needs of the generating facility. Conjunctive use means that the proposed utilization option
is not required to meet the wastewater disposal needs of the generating facility, and that other permitted utilization/disposal
alternatives are also available. Unless otherwise noted, the Applicant shall submit one original and two copies of the
application and supporting documentation.
Do not submit this application without an associated Reclaimed Water Project Information form (FORM: RWPI .
A. Reclaimed Water Generation Application (FORM: RWG 06-16) (All application packages):
® Submit the completed and appropriately executed Reclaimed Water Generation (FORM: RWG 06-16) application. Please do
not make any unauthorized content changes to this form. If necessary for clarity or due to space restrictions, attachments to
the application may be made, as long as the attachments are numbered to correspond to the section and item to which they
refer.
® The facility name in Item II.1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
® The Professional Engineer's Certification on Page 9 of this form shall be signed, sealed and dated by a North Carolina licensed
Professional En ineer.
® The Applicant's Certification on Page 9 of this form shall be signed in accordance with 15A NCAC 02T .4106(b). The
application must be signed by a principal executive officer of at least the level of vice-president or his authorized representative
for a corporation; by a general partner for a partnership or limited partnership; by the proprietor for a sole proprietorship;
and by either an executive officer, an elected official in the highest level of elected office, or other authorized employee for a
municipal, state, or other public entity. An alternate person may be designated as the signing official if a delegation letter is
provided from a person who meets the criteria in 15A NCAC 02T .0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal (FORM: NDSR) application.
B. Property Ownership Documentation (All Application Packages involving new or expanding generation systems):
❑ Per 15A NCAC 02U .0201(e) or 15A NCAC 02U .0202(f), the Applicant shall provide written documentation of ownership
for all property containing the reclaimed water generation equipment, reclaimed water storage units, and 5-day upset units.
Documentation shall consist of one (or more) of the following:
❑ Legal documentation of ownership (i.e., GIS, deed or article of incorporation), or
❑ Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
❑ An easement running with the land specifically indicating the intended use of the property and meeting the requirements
of 15A NCAC 02L .0107(f), or
❑ A written notarized lease agreement signed by both parties, indicating the intended use of the property, as well as a plat or
survey map.
C. Wastewater Chemical Analysis (For new or expanding generation systems treating Industrial Waste):
❑ Per 15A NCAC 02U .0201(0 or .0202 h provide a complete Division certified laboratory chemical analysis of the effluent
to be irrigated for the following parameters (For new facilities, an analysis from a similar facility's effluent is acceptable):
❑ Ammonia Nitrogen (NH3-N) ❑ 5-day BOD (BOD5) ❑ Total Dissolved Solids
❑ Calcium ❑ Magnesium ❑ Total Kjeldahl Nitrogen (TKN)
❑ Chemical Oxygen Demand (COD) ❑ Nitrate Nitrogen (NOs-N) ❑ Total Organic Carbon
❑ Chloride ❑ pH ❑ Total Phosphorus
❑ Coliphage (Type 2 reclaimed water only) ❑ Phenol ❑ Total Trihalomethanes
❑ Clostridium perfringens (Type 2 reclaimed water) ❑ Sodium ❑ Total Volatile Organic Compounds
❑ Fecal Coliform or E. coli ❑ Sodium Adsorption Ratio (SAR) ❑ Toxicity Test Parameters
INSTRUCTIONS FOR FORM: RWG 06-16 & SUPPORTING DOCUMENTATION Page 1 of 4

D. Engineering Plans (All Application Packages):
® Per 15A NCAC 02U .0201(c) or .0202(c), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and
dated by a North Carolina licensed Professional Engineer.
® The engineering plans shall include the following items:
® Table of contents with each sheet numbered.
® A general location map with at least two geographic references, a vicinity map, fencing around treatment and storage
facilities.
® A process flow diagram showing all flow, recycle/return, aeration, chemical, and wasting paths. (For conjunctive facilities,
include only those treatment units, in addition to existing units, that are needed to produce reclaimed water.)
® Plan and profile views of all treatment and storage units, including their piping, valves, and equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), as well as their dimensions and elevations. (For conjunctive facilities,
include only those treatment units, in addition to existing units, that are needed to produce reclaimed water.
® Auxiliary power supply. (Non -conjunctive systems only.)
® A hydraulic profile from the treatment plant headworks to the point where reclaimed water is released to the distribution
system. (Non -conjunctive systems only.)
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be
labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
E. Specifications (All Application Packages):
® Per 15A NCAC 02U .0201(c) or .0202 c , submit specifications that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer.
® At a minimum, the specifications shall include the following items:
® Table of contents with each section/page numbered.
® Detailed specifications for each treatment and storage unit, as well as all piping, valves, equipment (i.e., pumps, blowers,
mixers, diffusers, flow meters, etc.), audible/visual high water alarms, liner material, etc. (For conjunctive facilities,
include only those treatment units, in addition to existing units, that are needed in order to produce reclaimed water.)
® Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
® Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
® Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
® Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY,
NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the specifications
may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
F. Engineering Calculations (All Application Packages):
❑ Per 15A NCAC 02U .0201(c) or .0202(c), submit engineering calculations that have been signed, sealed and dated by a North
Carolina licensed Professional En ineer.
® At a minimum, the engineering calculations shall include the following items:
❑ Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.1. were determined (NOTE: "black box" calculations are unacceptable). (For
conjunctive facilities, include only those treatment units, in addition to existing units, that are needed to produce reclaimed
water.)
® Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.). (For
conjunctive facilities, include only those treatment units, in addition to existing units, that are needed in order to produce
reclaimed water.)
❑ Total and effective storage calculations for each storage unit.
® Friction/total dynamic head calculations and system curve analysis for each pump used.
❑ Manufacturer's information for all treatment units, pumps, blowers, mixers, diffusers, flow meters, etc.
❑ Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
INSTRUCTIONS FOR FORM: RWG 06-16 & SUPPORTING DOCUMENTATION Page 2 of 4

G. Water Balance (For Non -Conjunctive application packages that include new or modified reclaimed water storage units to be
located on the property of the reclaimed water generator):
❑ Per 15A NCAC 02U .0202(k), submit a water balance that has been signed, sealed and dated by a qualified professional and
includes at a minimum:
❑ The water balance should be run over at least a two year iteration, should consider precipitation into and evaporation from
all open atmosphere storage impoundments, and should use variable number of days per month and include:
❑ Precipitation based on the 801 percentile and a minimum of 30 years of observed data.
❑ Potential Evapotranspiration (PET) using the Thornthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
❑ Soil drainage based on the geometric mean of the in -situ KsnT tests in the most restrictive horizon and a drainage coefficient
ranging from 4 to 10% (unless otherwise technically documented).
❑ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
❑ Depth to the SHWT and lateral groundwater movement.
❑ Nutrient limitations and seasonal application times to ensure reclaimed water is applied at appropriate agronomic rates.
❑ Note: Guidance on completing a water balance for non -conjunctive systems is available in the Water Balance Calculation
Policy.
H. Residuals Management Plan (All Application Packages with new, expanding or replacement wastewater treatment systems):
❑ Per 15A NCAC 02U .0802, submit a Residuals Management Plan that shall include, at a minimum:
❑ A detailed explanation of how generated residuals (including trash, sediment and grit) will be collected, handled, processed,
stored, 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. NOTE: Per 15A NCAC 02U .0402(n), a minimum of 30 days of residual
storage shall be provided for non -conjunctive reclaimed water systems.
❑ 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. NOTE: Per 15A NCAC 02U .0202(i), a written commitment is not required at
the time of this application; however, it shall be provided prior to operation of any permitted facilities herein.
❑ If oil/grease removal and collection are a designed unit process, submit an oil/grease disposal plan detailing how the
oil/grease will be collected, handled, processed, stored and disposed. NOTE: If an on -site restaurant or other business with
food preparation is contributing wastewater to this system, an oil/grease disposal plan shall be submitted.
I. Distribution System Monitoring Plan (All application packages):
❑ Include a distribution system monitoring plan for verifying that reclaimed water standards (15A NCAC 02U .0301) will be met
at the utilization site(s). At a minimum, the following items shall be included:
❑ Specify the sampling locations within the distribution system that will provide data representative of the reclaimed water
delivered to users.
❑ The number of sampling locations should be equivalent to approximately 25 percent of the service connections to the
reclaimed water distribution system; or 5 locations, whichever is fewer. In no case shall fewer than two locations be
sampled.
❑ Monitoring shall include samples of: fecal coliform, pH, and total residual chlorine.
INSTRUCTIONS FOR FORM: RWG 06-16 & SUPPORTING DOCUMENTATION Page 3 of 4

Site Map (All Application Packages):
❑ Non -Conjunctive Systems
❑ Per 15A NCAC 02U .0202(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by
a North Carolina licensed Professional Engineer and/or Professional Land Surveyor.
❑ For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
❑ At a minimum, the site map shall include the following:
❑ A scaled map of the site with topographic contour intervals not exceeding 10 feet or 25 percent of total site relief
and showing all facility -related structures and fences within the wastewater treatment and storage areas.
❑ The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent,
and perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all treatment and storage
sites.
❑ Setbacks as required by 15A NCAC 02U .0701(a) and (b).
❑ Site property boundaries within 500 feet of all treatment and storage units.
❑ All habitable residences or places of public assembly within 500 feet of all treatment and storage units.
❑ Conjunctive Systems
❑ Per 15A NCAC 02U .0201(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by
a North Carolina licensed Professional Engineer and/or Professional Land Survey.
❑ For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
❑ At a minimum, the site map shall include the following:
❑ A scaled map of the site showing all facility -related structures and fences within the wastewater treatment and
storage areas.
❑ Location of features in 15A NCAC 02U .0701(a) and (b), to the extent needed to determine compliance with
setbacks.
K. Education Program (All New Generators)
❑ Per 15A NCAC 02U .0501, provide documentation of a program of education and approval for all reclaimed water users. At a
minimum this material shall include:
❑ Definition of reclaimed water.
❑ Information on the proper use of reclaimed water.
❑ Examples of improper uses of reclaimed water.
❑ Clarification that reclaimed water is not for drinking.
❑ Clarification that reclaimed water cannot be discharged to surface waters and should not be allowed to runoff from the
utilization areas.
❑ Address any other environmental and/or public health protection measures.
❑ Methods to be used to provide employees educational material in a language they can understand.
ONE ORIGINAL AND TWO COPIES OF THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION
SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: RWG 06-16 & SUPPORTING DOCUMENTATION Page 4 of 4

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
15A NCAC 02U — RECLAIMED WATER SYSTEMS — GENERATION
Division of Water Resources FORM: RWG 06-16
1. Applicant's name: Old North State Water Co., LLC
2. Signature authority's name: John McDonald (per 15A NCAC 02T .0106) Title: Managing Member
3. Applicant's mailing address: 3212 6' ave. South, Suite 200
City: Birmingham State: AL Zip: 35222-
Telephone number: [phone] Email Address:
4. Consulting Engineer's name: John F. Phillips License Number: 10130 Firm: Diehl & Phillips, P.A.
Mailing address: 1500 Piney Plains Road, Suite 200
City: CqU State: NC Zip: 27518-
Telephone number: [phone] Email Address: jfphillips(c-r�,bellsouth.net
II. FACILITY INFORMATION
1. Reclaimed water generating facility name: Briar Chapel WWTP
Facility's physical address: 178 Boulder Point Drive
City: Chapel Hill State: NC Zip: 27312- County: Chatham
2. Facility Coordinates: Latitude: 35' 49' 32" Longitude: -79' 07' 22"
Datum: NAD83 Level of Accuracy Nearest 10 seconds Method of Measurement Navigation quality GPS
3. USGS Map Name: Farrington
4. Information for nearest waterbody a:
Stream Index No.: 16-37 Stream Classification: WSIV; NSW
a To determine the waterbody stream index number and its associated classification, download the current classifications list
at the following web address: https://ncdenr.s3.amazonaws.com/s3fs-
public/Water%200uality/Aquifer%20Protection/LAU/Agreements/WSCA%2008-13.pdf.
5. Facility status: Existing
6. Reclaimed water utilization will be:
® Non -Conjunctive —reclaimed water utilization is required to meet the wastewater disposal needs of the facility.
Conjunctive — reclaimed water option is not necessary to meet the wastewater disposal needs of the facility and other
wastewater utilization or disposal methods are available at all times (15A NCAC 02U .0103(3)).
For Conjunctive, what is the alternate wastewater disposal method?
❑ NPDES Permit No.
® Other (specify): Irri ag tion
FORM: RWG 06-16 Page 1 of 9

III. INFORMATION ON RECLAIMED WATER GENERATION:
1. What is the origin of the influent (i.e., school, residential, hospital, municipality, industry, etc.)? Residential & Commercial
2. Reclaimed water generating capacity for this project: 0.25 MGD Exist. and proposed 250,000 gallons per day (GPD)
3. What is the wastewater type? ® Domestic or Industrial (See 15A NCAC 02T .0103(20))
Is there a Pretreatment Program in effect? ❑ Yes or ❑ No
Has a wastewater chemical analysis been submitted in accordance with
Instruction C? ❑ Yes or ❑ No
4. How was the influent flow rate determined? ❑ 15A NCAC 02T .0114 or ❑ Representative Data
5. Hasa flow reduction been approved under 15A NCAC 02T .0114(f)? ❑ Yes or ❑ No
6. Provide the required information in the table below to document design flow pursuant to 15A NCAC 02T .0114:
Establishment Type
Daily Design Flow'
No. of Units
Flow
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
GPD
IV. TREATMENT AND STORAGE UNIT SETBACKS (15A NCAC 02U .0701)
1. Provide the actual minimum distance in feet from the treatment units, storage units, and utilization areas to each item listed
(distances greater than 500 feet may be marked N/A):
Setback Parameter
Treatment Units/
Final Effluent Storage
5-dayUpset Storage
Units
Required
Actual
Required
T Actual
Any habitable residence or place of assembly under separate
ownership or not to be maintained as part of the project site
100
210
Any private or public water supply source
100
>>100
100
>>100
Surface waters (streams — intermittent and perennial,
perennial waterbodies, and wetlands
50
>>50
50
>>50
Any well with exception of monitoring wells
100
>>100
100
>>100
Any property line
50
120
50
70
2. Do the treatment and storage units comply with all setbacks found in the river basin rules (15A NCAC 2B .0200)?
® Yes or ❑ No If no, list non -compliant setbacks:
3. Are any setback waivers required in order to comply with 15A NCAC 02U .0701? ❑ Yes or ®No
✓ If yes, have these waivers been written, notarized signed by all parties involved and recorded with the County Register
of Deeds? ❑ Yes or ❑ No
✓ If yes, has the required Non -Discharge Wastewater System Waiver (FORM: NDWSW) been included with this
application package? ❑ Yes or ❑ No
FORM: RWG 06-16 Page 2 of 9

V. RECLAIMED WATER CHARACTERISTICS:
1. Complete the table below by filling in the estimated influent concentrations and design effluent characteristics (15A NCAC 2U .0301):
Design Effluent
Design Effluent
Design Effluent
Estimated
Monthly Average
Geometric Mean
Daily Maximum
Parameter
Influent
Concentration
Actual
Required
Actual
Required
Actual
Required
BOD5
250 mg/1
<10 mg/1
10 mg/1(Type 1)
<15 mg/1
15 mg/1(Type 1)
5m /1 (Type 2
10m /1 (Type 2
TSS
225 mg/1
<5 mg/1
5 mg/1(Type 1)
<10 mg/1
10 mg/1(Type 1)
5m /1 (Type 2
10m /1 (Type 2
NH3-N
45 mg/1
<4 mg/1
4 mg/1(Type 1)AL
<6 mg/1
6 mg/1(Type 1)
2 mg/1 (Type l
NO3-N
<1 mg/1
<20 mg/1
11M tTe
NO2-N
<1 mg/1
<1 mg/1
]p
Total Nitrogen
50 mg/1
<25 mg/1
4 mg/1(wetland
augmentation only)
Total Phosphorus
8 mg/1
6 mg/1
1 mg/1(wetland
augmentation only)
TKN
<5 mg/1
Turbidity
<10 NTU
10 NTU (Type 1)
5 NTU (Type 2
Fecal Coliforms
OR
/100 ml
<14/100 ml
14/100 ml (Type 1)
<25/100 ml
25/100 ml (Type 1)
E. Coli ❑
3/100 ml (Type 2)
25/100 ml (Type 2)
choose one
Coliphage - (Type 2 only)
/100 ml
/100 ml
51100 ml (Type 2)
/100 ml
25/100 ml (Type 2)
Clostridium perfingen - (Type 2 only)
/100 ml
/100 ml
51100 ml (Type 2)
/100 ml
25/100 ml (Type 2)
2. Have calculations or historical data been provided to justify the design effluent values shown in Item V.I. above? (See Application Instruction F)? ® Yes ❑ No
✓ If No, please explain:
FORM: RWG 06-16 Page 3 of 9

VI. RECLAIMED WATER SYSTEM DESIGN CRITERIA (15A NCAC 02U .0401 or .0402)
1. Plan sheet number where instrumentation for continuous monitoring/recording for turbidity/particle count is shown: Existing
Turbidimeter
2. Plan sheet number where instrumentation for continuous flow recording is shown: Existing Effluent Flowmeter
3. What is the method of preventing public access to the treatment facility and five day upset basin? Sites are fenced
✓ Plan sheet number where restricted access method is shown: 1
4. Is there an automatically activated standby power supply onsite? ® Yes ❑ No
✓ If Yes, plan sheet number where standby power supply is shown: Existing; sheet 1, 3, and others
✓ If No, what other means will be used to prevent improperly treated wastewater from entering the storage, distribution, or
utilization system?
5. Will a certified operator of a grade equal or greater than the facility classification be on call 24 hrs/day? ® Yes or ❑ No
6. What classification of reclaimed water does the generator intend to provide per (15A NCAC 02U .0341)?
® Type 1 — 15A NCAC 02U .0301(b); or
Type 2 - 15A NCAC 02U .0301(a) -(Note: Type 2 required for indirect contact irrigation of food chain crops where the
food product will not be peeled, skinned, cooked or thermally processed prior to human consumption.)
Are the following design criteria met for Type 2?
✓ Dual disinfection systems containing both UV disinfection and chlorination (or equivalent dual disinfection processes)
provided pursuant to 15A NCAC 02U .0401(h) or .0402 ? ❑ Yes ❑ No
✓ Has documentation been provided to show that the combined treatment and disinfection processes are capable of the
following pathogen reductions pursuant to 15A NCAC 02U .0401(i) or .0402 r ?
➢ log 6 or greater reduction of E. coli ❑ Yes ❑ No
➢ log 5 or greater reduction of Coliphage ❑ Yes ❑ No
➢ log 4 or greater reduction of Clostridium perfringens ❑ Yes ❑ No
❑ Other — 15A NCAC 02U .0301(c) — reclaimed water will be produced by an industrial facility, will be used at the facility
in the industry's process, use area has no public access, and the use will not result in employee exposure.
Items VI.7.—VI.15. are for NON CONJUNCTIVE SYSTEMS — If you checked "Conjunctive" in Item II.6., skip to Section VII:
7. Is aerated flow equalization provided with a capacity of at least 25% of daily system design flow? ® Yes or ❑ No
✓ If no, how does the Applicant intend on complying with 15A NCAC 02U .0402(b)?
8. Are dual facilities provided for all essential treatment units? ® Yes or ❑ No
Note: This refers to any unit process whose loss would likely render the facility incapable of meeting require performance
criteria including aeration, clarification, filtration, disinfection, pumps, blowers, etc. (See 15A NCAC 02T .0103(16))
✓ If no, how does the Applicant intend on complying with 15A NCAC 02U .0402(c)?
9. Is automatic flow diversion to a 5-day upset pond provided in the event of plant upset? ❑ Yes or ® No
10. Does the treatment facility include any bypass or overflow lines? ® Yes or ❑ No
If yes, describe what treatment units are bypassed, why this is necessary, and where the bypass discharges: Bypass from
Chlorine Contact Chambers to Post -aeration. Would only be needed filters become blinded due to plant upset or similar
event.
11. Are multiple pumps provided wherever pumps are used? ® Yes or ❑ No
✓ If no, how does the Applicant intend on complying with 15A NCAC 02U .0402(k)?
FORM: RWG 06-16 Page 4 of 9

VI. RECLAIMED WATER SYSTEM DESIGN CRITERIA (Continued)
12. Are any treatment or storage units located within the 100-year flood plain? ❑ Yes or ® No
✓ If Yes, which units are affected? (Note that water tight seals or a minimum of two feet protection from the 100-year
floodplain is required.)
✓ If No, then provide the distance to the nearest flood zone: 2500 (feet); and provide the typical elevation at the edge of the
flood zone: 462 (feet)
13. How many days of residuals storage are provided? >30 (Note: 30 days required per 15A NCAC 02U .0402(n))
14. If an influent pump station is part of the proposed facility (i.e., within the wastewater treatment plant boundary), does the
influent pump station meet the design criteria in 15A NCAC 02T .0305(h)?
❑ Yes, ❑ No, ❑ N/A — To be permitted separately, or ❑ N/A — Gravity fed
VILDESIGN INFORMATION FOR NEW OR MODIFIED PORTIONS OF THE TREATMENT FACILITY
1. Type of treatment system (extended aeration, MBR, SBR, etc): Extended aeration with tertiary filtration
2. Provide the requested treatment unit and mechanical equipment information (For conjunctive facilities, include only those
treatment units, in addition to existing units, that are needed to produce reclaimed water):
a. PRELIMINARY/PRIMARY TREATMENT: ® New Units, ® Modified Units ❑ N/A
Number
Manufacturer
Dimensions (ft)
Volume
Plan Sheet
Specification
Treatment Unit
of Units
or Material
/ Spacings (in)
(gallons)
Number
Page Number
Mechanical Bar Screen
1
Huber (New)
Fine screen with
12,18,30,31
11-D
6 mm openings
Exist. Static
Mechanical Bar Screen
1
Screen (for
12,18,30,31
backup)
Flow Equalization
2
Each
Each 75,000
6,12,30
29'x29'xl3.92'
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT ❑ New Units, ❑ Modified Units ❑ N/A
Number
Manufacturer
Volume
Plan Sheet
Specification
Treatment Unit
of Units
or Material
Dimensions (ft)
(gallons)
Number
Page
Number
Anoxic Basin
4
Each
Each
8,14,30,31
32Lx1 Wxl3.92D
31,500
Aeration Basin
4
Aquarius or
Each
Each
9 15,29,31
11-1
EDI
57Lx37Wxl3.92D
189,000
Clarifier
4
Evoqua
Each
Each
8,14,19,27,30,31
11-B & 11-C
32Lx1 W 13.92D
34 0 0
Tertiary Filters
4
Each 9Lx 1OW
10,16,20,30
Other
2
Each
Each
10,16,20,30
11.75Lx2 wx10D
16,800
Select
2
Each
Each
10,16,20,30,31
Clearwells
13Lx21Wx8D
13,800
Other
1 Post-
11Lx21Wx8D
6,850
10,16,28
aeration
FORM: RWG 06-16 Page 5 of 9

VII. DESIGN INFORMATION FOR NEW OR MODIFIED PORTIONS OF THE TREATMENT FACILITY (Continued)
C. DISINFECTION ® New Units, ® Modified Units ❑ N/A
Number
Manufacturer
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
of Units
or Material(gallons)
Number
Page Number
Each
Chlorination Tank
2
Each 10,700
10,16,30,31
7Lx21 Wxl3.92D
Select
Select
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: 60 minutes (NOTE: 30 minutes
minimum required), and indicate at what treatment unit chlorine contact occurs: Chlorine Contact Chamber
➢ If ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: , number of lamps per
bank: and maximum disinfection capacity: GPM.
d. RESIDUALS TREATMENT ® New Units, ® Modified Units ❑ N/A
Number
Manufacturer
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
of Units
or Material
(gallons)
Number
Page Number
Each
Aerobic Digester
2
75,000
10,16,30,31
29x29xl3.92D
Select
Select
e. PUMPS ® New Units, ® Modified Units ❑ N/A
Manufacturer /
Capacity
Plan Sheet
Specification
Location
FNumber
Pumps
purpose
Type
Number
Page Number
GPM
TDH
Deliver flow
into the
Flow Eq. Basins
4
plant at an
HOMA or Sulzer
400
22.4
6,12,30
11-F
equalized
rate
Clarifier
Return
(RAS/WAS
4
sludge to
HOMA or Sulzer
140
17.4
8,14,19,29,
11-F
pimps)
anox .zone
31
or digester
Mudwell
4
Return filter
HOMA or Sulzer
140
17.4
10,16,20,30
11-F
BW to FE
Return scum
Scum Pump
1
to EQ or
HOMA or Sulzer
45
10
8,14,19,31
11-F
waste to
digester
f. BLOWERS ® New Units, ❑ Modified Units ❑ N/A
Location
No. of
Units Served
Manufacturer /
Capacity
Plan Sheet
Specification
Blowers
Type
(CFM)
Number
Page Number
Aeration Zones - 2
Atlas Copco or
At grade
3
regd, 3' is
Universal Blower Pac
700
11,17
11-0
redundant
At grade
2
Digesters
Atlas Copco or
300
11,17
11-0
Universal Blower Pac
At grade
1
Flow Eq.
Atlas Copco or
300
10,16,30
11-0
Universal Blower Pac
FORM: RWG 06-16 Page 6 of 9

At grade
1
Filter Cells
Atlas Copco or
300
10,16,30
11-0
Universal Blower Pac
Redundant for
Atlas Copco or
At grade
1
other 300 cfin
Universal Blower Pac
300
11,17
11-0
blowers
FORM: RWG 06-16 Page 7 of 9

VII. DESIGN INFORMATION FOR NEW OR MODIFIED PORTIONS OF THE TREATMENT FACILITY (Continued)
g. MIXERS ® New Units, ® Modified Units ❑ N/A
Location
No. of
Mixers
Units Served
Manufacturer /
T e
Power
h
Plan Sheet
Number
Specification
Page Number
Anoxic Zones 1 &2
4
Anoxic Zones
1 &2
Existing floating
mixers
3
8,14
Exsting
Anoxic Zones 3&4
2
Anoxic Zones
3&4
Sulzer
Submersible
2.5
8,14
l l-E
h. FLOW METERS, OTHER RECORDING DEVICES & RELIABILITY ❑ New Units, ❑ Modified Units ❑ N/A
Number
Maximum
Plan
Specification
Device
of Units
Capacity
Manufacturer
Location
Sheet
Page
Number
Number
Auxiliary Generator
1
400 KW
Existing Kohler
1,3
SDMO
Effluent Flow Measuring Device
1
Existing
Post
10,16,28
aeration
Turbidimeter
1
Existing Hach
Post
10,16,28
aeration
Select
Select
Select
DISTRIBUION PUMP / DOSING TANK (IF APPLICABLE): ❑ New Units, ❑ Modified Units ® N/A
Plan Sheet
Reference
Specification
Reference
Internal dimensions (L x W x H or (p x H)
ft
ft
ft
Total volume
ft3 gallons
Dosing volume
ft3 gallons
Audible & visual alarms
Equipment to prevent irrigation during rain events
FORM: RWG 06-16 Page 8 of 9

VIII. DESIGN INFORMATION FOR EARTHEN STORAGE IMPOUNDMENTS: 15A NCAC 02U .0402
IF MORE THAN ONE IMPOUNDMENT, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. Are there any earthen reclaimed water storage impoundments located at the generator site? ❑ Yes or ® No
✓ If no, then skip the remaining items in Section VIII.
2. What is the storage impoundment type? Select
3. Storage Impoundment Coordinates (degrees, minutes, seconds): Latitude: _° Longitude:
Datum: Select Level of accuracy: Select Method of measurement: Select
4. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ❑ No
✓ If Yes, has the required NPDES permit been obtained to authorize the discharge of reclaimed water? ❑ Yes or ❑ No
➢ Provide the NPDES permit number ; or the date when NPDES application was submitted:
5. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? ❑ Yes or ❑ No
6. Is the impoundment designed to receive surface runoff? ❑ Yes or ❑ No
✓ If yes, what is the drainage area? ft', and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
7. Will the reclaimed water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ❑ No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? ft
✓ If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater
than 1 x 10-7 cm/s? Yes, ElNo or ❑ N/A
Has the Applicant provided predictive calculations or modeling demonstrating that surface water
or groundwater standards will not be contravened? ❑ Yes or ❑ No
✓ If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom elevation,
how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)?
10. If applicable, provide the specification page references for the liner installation and testing requirements:
11. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No or ❑N/A
12. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
Liner type:
❑ Cla
❑ Synthetic
Top of embankment elevation:
ft
❑ Other
I ❑ Unlined
Liner hydraulic conductivity:
cm/s
Freeboard elevation:
ft
Hazard class:
Select
Toe of slope elevation:
ft
Designed freeboard:
ft
Impoundment bottom elevation:
ft
Total volume:
ft3
gallons
Mean seasonal high water table depth:
ft
Effective volume:
ft3
gallons
Embankment slope:
Effective storage time:
days
Top of dam water surface area:
ftZ
Plan Sheet Reference:
Freeboard elevation water surface area:
ftZ
Specification Section:
Bottom of impoundment surface area:
ftZ
FORM: RWG 06-16 Page 9 of 9

professional Beppinaer's CecNlicatlon:
that this application for
Engineer's name from Application Item M.I.)
c F7a* a 11 " 1 2 '��,.aanaarwlsrac
t �1 R3iT:r�lTa l PAi 7.T.j.i ✓.I M,IU l,1.Rn
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications*
angmeeriag osicuWions, and aU other supporting documaAanon to the best of my knowledge. I further attest that to ibe best of my
knowledge the proposed design has been prepared in accordance with this application package and its instructions, as well as all
applicable regulations and statutes. Although other pro*monais may have developed certain portions of this submittal package,
inclusion of these materials under my signature and seal signifies that I have reviewed this material and have judged it to be consistent
with fire proposed design.
NOTE — In accordance with General Statutes 143-2154A and 4 - i .6B arty person who knowingly makes any false ststaneat,
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. step
North Carolina professional Engmooes sea(, signature, and date:
Applikast's Certification per 15A NC 02T.0106(bi:
name & title from Application Item 1.3.)
1
this application for
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
peoaldes, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a
condition of this permit be violated. I also understand that if all required parts of this application package are not completed and that
if all required supporting infi mation and attechments are not included, iris application package will be returned to me as incomplete.
I finther certify that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater
facility without proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are
compliant with any active compliance schedule, and do not have any overdue annual fors per I SA NCAC 02T .0I05(e).
NOTE — In accordance with General Statutes 143-215,6A and 143-215.613. any person who knowingly makes any false statement
representation. or certification in any application package Mall be guilty of a Claw 2 misdemeanor, which may include a fine not to
exceed $1 DAN as vil Renalties up to S25,000 per violation.
Date: March 31 2d21
FORM: W WIS 06.16 Page 12 of 12

ENGINEERING CALCULATIONS AND SPECIFICATIONS
FOR THE
EXPANSION AND MODIFICATION OF THE
BRIAR CHAPEL WASTEWATER TREATMENT PLANT
CHATHAM COUNTY, NORTH CAROLINA
OWNER/OPERATOR:
OLD NORTH STATE WATER CO., LLC
3212 6T" AVENUE SOUTH, SUITE 200
BIRMINGHAM, ALABAMA 35222
FINAL DESIGN — NOT RELEASED FOR CONSTRUCTION
PREPARED BY
DIEHL & PHILLIPS, P.A.
1500 PINEY PLAINS ROAD, SUITE 200
CARY, NORTH CAROLINA 27518
TELEPHONE [phone]
LICENSE NO. C-0465
STRUCTURAL DESIGNER
DIXON ASSOCIATES
CONSULTING ENGINEERS, INC.
6101 CRESCENT KNOLL DRIVE
RALEIGH, NORTH CAROLINA 27614
LICENSE NO. C-1796
loij
I NEF:•'Q`'c''

EXPANSION AND MODIFICATION OF THE BRIAR CHAPEL
WASTEWATER TREATMENT PLANT
ENGINEERING CALCULATIONS AND SPECIFICATIONS
TABLE OF CONTENTS
ENGINEERING CALCULATIONS
AERATION SYSTEM CALCULATIONS
1-4
PUMP CALCULATIONS
1-16
HYDRAULIC CALCULATIONS
1-9
SPECIFICATIONS
Section
1-B
CONSTRUCTION SEQUENCE
1-B-1 TO 1-B-4
Section
2-B
SITE EXCAVATION AND GRADING
2-B-1 TO 2-B-3
Section
2-C
TRENCHING, BACKFILLING, AND COMPACTING
2-C-1 TO 2-C-3
Section
2-D
PIPE LAYING AND INSTALLATION — PRESSURE PIPE
2-D-1 TO 2-D-5
Section
2-M
EROSION CONTROL AND GRASSING
2-M-1 TO 2-M-7
Section
2-R
DUCTILE IRON PIPE AND FITTINGS
2-R-1 TO 2-R-3
Section
3100
STRUCTURAL CONCRETE FORMWORK
3100-1 TO 3100-3
Section
3150
EXPANSION JOINTS, CONTRACTION JOINTS, & WATERSTOPS
3150-1 TO 3150-6
Section
3200
CONCRETE REINFORCEMENT
3200-1 TO 3200-3
Section
3300
CAST -IN -PLACE STRUCTURAL CONCRETE
3300-1 TO 3300-35
Section
4200
UNIT MASONRY
4200-1 TO 4200-10
Section
5-A
STRUCTURAL STEEL
5-A-1 TO 5-A-6
Section
5-B
MISCELLANEOUS METALS
5-B-1 TO 5-B-8
Section
5-D
GRATING AND FRAMES
5-D-1 TO 5-D-2
Section
9-G
PAINTING
9-G-1 TO 9-G-10
Section
11-A
ODOR CONTROL SYSTEM
11-A-1 TO 11-A-12
Section
11-B
REVOLVING SKIMMER PIPES W/ MANUAL LEVER OPERATORS
11-B-1 TO 11-B-5
Section
11-C
CHAIN AND SCRAPER SLUDGE COLLECTORS
11-C-1 TO 11-C-9
Section
11-D
FINE SCREEN WITH SCREENINGS AUGER AND WASHER
11-D-1 TO 11-D-10
Section
11-E
SUBMERSIBLE MIXERS FOR ANOXIC ZONES
11-E-1 TO 11-E-5
Section
11-F
SUBMERSIBLE PUMPS
11-F-1 TO 11-F-5
Section
11-G
EQUIPMENT CONTROL PANELS
11-G-1 TO 11-G-24
Section
11-3
AERATION SYSTEMS
11-1-1 TO 11-J-8
Section
11-0
BLOWERS
11-0-1 TO 11-0-17
Section
11-X
SUMP PUMPS AND BASINS
11-X-1 TO 11-X-2
Section
15-Y
VALVES
15-Y-1 TO 15-Y-8
Section
16-A
ELECTRICAL: GENERAL REQUIREMENTS
16-A-1 TO 16-A-8
Section
16-B
WIRING MATERIALS AND METHODS
16-B-1 TO 16-B-14
Section
16-C
ELECTRICAL DISTRIBUTION EQUIPMENT
16-C-1 TO 16-C-6
Section
16-L
WIRE AND CABLE
16-L-1 TO 16-L-3

Briar Chapel Aeration Systems
Aeration Basins
Design Influent characteristics:
BOD5 250 mg/I
TKN 50 mg/I (completely nitrified)
Organic Peaking Factor/supernatant recycle 15%
Design Average Daily Flow = 0.50 MGD
Actual Oxygen Requirements = (BOD5*1.5 + TKN*4.6)*1.15*8.33*0.50
AOR = 2897.8 pounds of oxygen per day, use
AOR = 2900 pounds of oxygen per day
From Sanitaire information:
AOR = SOR (alpha){[[(beta)(Pf/PMsL)(CsatT)] - DOfie1d]/Csat20} (theta)^(T-20)
AOR = actual oxygen requirement (field conditions)
SOR = standard oxygen requirements (standard conditions)
standard conditions = zero elevation (29.92 barometric pressure), 20 deg. C, zero DO
Alpha = KLa wastewater/KLa tap water
Beta = saturation factor
Pf = barometric pressure at plant
PMSL = barometric pressure at mean sea level (MSL)
DOfield = working DO concentration in wastewater
T = operating temperature of wastewater
Csat20 = Surface DO saturation concentration at 20 deg. C and standard conditions for the
particular aeration equipment at the design submergence Figure 6
Csat-r = Surface DO saturation concentration at design temperature T and 14.7 PSIA for the
particular aeration equipment at the design submergence
Alpha =0.5 to 0.6 for domestic wastewater and fine bubble aeration, use:
Beta = 0.95 to 0.99, use:
Theta = correction factor for temperature, accepted to be 1.024 with exponent T-20
Pf = barometric pressure at jobsite, in inches of mercury =
PMSL = barometric pressure at mean sea level = 29.92 inches of mercury
Dofield = typically 2.0 mg/I at average conditions, 1.0 mg/I at peak conditions
T = operating temperature of wastewater - check with summer high temperature of:
and also check with a winter low wastewater temperature of:
Csatr = Csat20 x (Surface Csatr/Surface Csat20)
By Sanitaire Figure 6, Csat20 measured for fine bubble diffusers at 11.0 feet
submergence is approximately 10.2 mg/1
Aeration Systems Calculations
Page 1 of 4 Briar Chapel WWTP Expansion

AOR = SOR (alpha){[[(beta)(Pf/PMsL)(CsatT)] - D0field]/Csat20} (theta)^(T-20)
Project Variables:
Alpha=
0.55
Beta =
0.98
Pf=
29.39
PMSL=
29.92
DOfield=
2.0
T(deg Q =
27.0
Check for Summer Wastewater Temperatures
Csat20 =
10.1
from figure 6
Surface Csatr =
7.97
(lookup in Fig. 5 based on T selected)
Surface Csat20 =
9.09
Csatr = Csat20 x (Surface Csatr/Surface
Csat20) = 8.86
AOR = SOR (alpha){[[(beta)(Pf/PMSL)(CsatT)] - D0field]/Csat20} (theta)^(T-20)
AOR/SOR = (alpha){[[(beta)(Pf/PMSL)(CsatT)] - D0field]/Csat20} (theta )A(T-20)
AOR/SOR = 0.4195
Standard Oxygen Req'ment =
SOR = AOR/0.421 = 2,900/0.421
6913.5 Pounds of Oxygen/per day at ADF
for wastewater temperature of 27 deg. C
Alpha=
0.55
Beta =
0.98
Pf=
29.39
PMSL=
29.92
DOfield=
2.0
T(deg Q =
10.0
Check for Winter Wastewater Temperatures
Csat20 =
10.1
from figure 6
Surface Csatr =
11.29
(lookup in Fig. 5 based on T selected)
Surface Csat20 =
9.09
Csatr = Csat20 x (Surface Csatr/Surface
Csat20) = 12.54
AOR = SOR (alpha){[[(beta)(Pf/PMSL)(CsatT)] - D0field]/Csat20} (theta)^(T-20)
AOR/SOR = (alpha){[[(beta)(Pf/PMsL)(CsatT)] - DOfield]/Csat2o} (theta )A(T-20)
AOR/SOR = 0.4328 SOR = AOR/0.421 = 2,900/0.421
Standard Oxygen Req'ment = 6700 Pounds of Oxygen/per day at ADF
for wastewater temperature of 10 deg. C
From the calculations above, 6913 pounds > 6700 pounds of 02/day, summer
temperature conditions control.
Aeration Systems Calculations
Page 2 of 4 Briar Chapel WWTP Expansion

Amount of air required to provide the 6,913 pounds/day of SOR is calculated below.
Air weight is = 0.071 pounds per cubic foot at ambient temp. of 100 deg. F
Oxygen content= 23.15% of air by weight
6,913 pounds of 02/day/0.2315/0.071 = 420,616 Standard CF per day
Oxygen Transfer Efficiency is assumed to be 2% per foot of diffuser submergence.
Diffusers will have 11 foot submergence, yielding an OTE of 22%.
420,616 SCFM = 22% _
1,911,892 Standard CF per day
1,328 SCF per minute
Note- this value includes the oxygen required for a 15% organic peaking factor
The air supply for the aeration zones will also be used for the air lifts on the
telescoping valves in the sludge holding tanks and the T-valves in the aeration zones.
To ensure an adequate supply, set air requirements to 1,400 SCFM.
Size aeration blowers at 700 SCFM each, with two blowers combining to provide
1,400 SCFM. A total of three blowers will be required - two in service, one redundant.
Sludae Holdina Tanks
Volume when filled is 29'x29'x12' = 10,092 cubic feet
300 SCFM will provide approximately 29.73 SCFM/1,000 CF
This is adequate for mixing the tank contents, and also for the oxygen requirements.
(Ten States Standards recommends 30 SCFM/1000 CF)
Provide one 300 SCFM blower for each sludge holding tank.
Flow Eaualization Tanks
Volume is the same as the SHT = 10,092 cubic feet
75,498 gallons
Minimum aeration capacity recommended by Ten States Standards is
1.25 SCFM per 1,000 gallons = 94.4 SCFM
Use a 300 SCFM blower to aerate both FE basins. This will provide 14.9 SCFM per
1,000 cubic feet of wastewater, or 1.99 SCFM/1,000 gallons
Aeration Systems Calculations
Page 3 of 4 Briar Chapel WWTP Expansion

Filter Air Scour
Each filter cell is 10' x 9', or 90 SF surface area. The air scour rate listed in the
specifications for the original filters was 180 SCFM, or 2 SCFM/SF. In order to get
minimize the number of blowers required, utilize one of the 300 SUM blowers to
air scour the filters. The blower for filter air scouring will normally be aerating the
selector and reactor chambers, plus the scum airlifts in the existing clarifiers. When an
air scour is required, motorized valves will re -direct the flow to the filter to be scoured.
The controls will also adjust the blower speed to provide the desired air scour
airflow (300 SUM will provide 3.33 SCFM/SF, which is more vigorous than likely
needed).
Miscellaneous Air Requirements
Diffused air is to be supplied to the "reactor" and "selector" chambers in the existng and
new plants. Each chamber is 4' x 23' x 12', with a volume of 1,104 cubic feet. There
are a total of four chambers.
Diffused air will also be used to mix the chlorine solution at each chlorine contact zone.
The effective volume to be mixed in each CCC is 4' x 5' x 12' = 240 cubic feet.
Total vol. mixed = (4*1,104)+(2*240) = 4,896 Cubic feet
At 30 SCFM/1,000 CF 147 SUM required
plus 4 airlifts at 5 SUM each = 20 SUM required
plus existing post aeration (16'x5'x5')*.03= 12 SUM required
Total Miscellaneous air requirement 179 SUM required
Aeration Systems Calculations
Page 4 of 4 Briar Chapel WWTP Expansion

Pump Selections for Briar Chapel WWTP Expansion
Flow Equalization Pumps
Floor elevation in FE basin = 559.0
Pump off elev. = 560.5
HWL elev. in FE basin = 571.0
Elevation of splitter tee = 576.5
Design flows: ADF = 500,000 gpd = 347 gpm
Peak flow = 1,250,000 gpd = 868 gpm
There are two FE basins, and each one will have duplex pumps in order to deliver flow to the
anoxic zones. Controls will start and operate one pump in each FE Basin simultaneously. There-
fore, the peak output for each pump must be 434 gpm, although that capacity is not needed
when the FE basin level is low. ADF for each lead pump is 347/2, or 174 gpm. Initial ADF will
be 210,000 gpd, or 150 gpm +/- (75 gpm/pump). If initial constant flow setting is 200 gpm
(100 gpm/pump), that is 216,000 gallons over 18 hours.
Check of 4-inch force main and puma capacities:
4" pipe = 30.0 feet 4"
4" Check valve = 1*26 = 26.0 Eq. feet 4"
4" x 90 deg bend = 4*10.2 = 40.8 Eq. feet 4"
4" tee side outlet = 2*20.3 = 40.6 Eq. feet 4"
4" gate valve = 2*2.1 = 4.2 Eq. feet 4"
Total Equivalent Length of 4" pipe = 137.4 Eq. feet 4"
Maximum Static head = 16.0 feet
Minimum Static head = 5.5 feet
Calculation of System Head Curve Data Points:
Check C=100
4" HL
in feet
Max Max Min
Static TDH Static,
in feet in feet in feet,
Min.
TDH
in feet
Q, in
GPM
4" hL/100
in ft/100'
0
0.00
0.00
16.0
16.00
5.5
5.50
50
0.34
0.47
16.0
16.47
5.5
5.97
100
1.23
1.69
16.0
17.69
5.5
7.19
150
2.60
3.57
16.0
19.57
5.5
9.07
174
3.42
4.70
16.0
20.70
5.5
10.20
200
4.43
6.08
16.0
22.08
5.5
11.58
250
6.69
9.19
16.0
25.19
5.5
14.69
300
9.38
12.88
16.0
28.88
5.5
18.38
350
12.47
17.13
16.0
33.13
5.5
22.63
400
15.97
21.94
16.0
37.94
5.5
27.44
434
18.57
25.51
16.0
41.51
5.5
31.01
450
19.85
27.28
16.0
43.28
5.5
32.78
500
24.12
33.15
16.0
49.15
5.5
38.65
550
28.78
39.54
16.0
55.54
5.5
45.04
HOMA AMS 334-170/4, 3TC pump - one FE pump wil pump approximately 75 to 300 gpm at
low water level (max static head), operating from 40-60 HZ, and 120 to 370 gpm at high water
level (min static head), operating from 30 to 60 Hz. 2*370 = 740 gpm, or 1.06 MGD. If flow
is any greater, one lag pump can get total to 1.17 MGD (Design Peak = 1.25 MGD). A second
lag pump would increase the total flow to 1.26 MGD, or flow could go through the overflow
ports.
Briar Chapel WWTP Pump Calculations
Page 1 of 16

If
5
4
4
4
3
3
2
2
2
1
1
1Head
too
A
plication r
ing
i
I
1
I
i
I
i
I
24.9 ft
1-J6O
9;�L�
Hz
i
59.9
5 FL
9.9°o
Hz
i
tic
Sta-40
Hz
FZ
4
5 Hz
I
. , ter: �����■■���i
[h
3
2
1
0
BM����iil��■■���11
U SU -IUU 75U LUU LSU JUU 3SU 4UU 4SU 5UU [u5 g.p.rr
System Head Curves at Maximum & Minimum Static Head, C = 100
Flow Equalization Pump
Briar Chapel WWTP Pump Calculations
Page 2of16

Check C=120
4" HL
in feet
Max Max Min
Static TDH Static,
in feet in feet in feet,
Min.
TDH
in feet
Q, in
GPM
4" hL/100
in ft/100'
0
0.00
0.00
16.0
16.00
5.5
5.50
50
0.24
0.33
16.0
16.33
5.5
5.83
100
0.88
1.20
16.0
17.20
5.5
6.70
150
1.86
2.55
16.0
18.55
5.5
8.05
174
2.44
3.36
16.0
19.36
5.5
8.86
200
3.16
4.34
16.0
20.34
5.5
9.84
250
4.78
6.56
16.0
22.56
5.5
12.06
300
6.69
9.19
16.0
25.19
5.5
14.69
350
8.90
12.23
16.0
28.23
5.5
17.73
400
11.39
15.66
16.0
31.66
5.5
21.16
434
13.25
18.21
16.0
34.21
5.5
23.71
450
14.17
19.47
16.0
35.47
5.5
24.97
500
17.22
23.66
16.0
39.66
5.5
29.16
550
20.54
28.22
16.0
44.22
5.5
33.72
Examining the C=120 system head curves plotted on the pump curve, one FE pump will pump
approximately 75 - 330 gpm at LWL (max static), operating from 40-60 Hz, and 130-410 gpm
at HWL (min static head), operating from 30 to 60 Hz. 2*410 = 820 gpm = 1.18 MGD. If flow
is any greater, one lag pump can get total flow to 1.31 MGD (design peak is 1.25 MGD).
Briar Chapel WWTP Pump Calculations
Page 3of16

If
5
4
4
4
3
3
2
2
2
1
1
ft]
)5
)0
15
10
S
l
Efficiency 57.4 %
5
4
30,7
2
1
1Head
to
range
----Application
I
I
�S3
I
I
I
Elf.
I
'jo
22.7 ft
9
5
Kvalu
tic
0 FK
35Fz
U&M34
0 ft
0 50 100 150 200 250 300 350 400 450 500 M g.p.m
System Head Curves at Maximum & Minimum Static Head, C = 120
Flow Equalization Pump
Briar Chapel WWTP Pump Calculations
Page 4 of 16

Check C=140
4" HL
in feet
Max Max Min
Static TDH Static,
in feet in feet in feet,
Min.
TDH
in feet
Q, in
GPM
4" hL/100
in ft/100'
0
0.00
0.00
16.0
16.00
5.5
5.50
50
0.18
0.25
16.0
16.25
5.5
5.75
100
0.66
0.91
16.0
16.91
5.5
6.41
150
1.40
1.92
16.0
17.92
5.5
7.42
174
1.84
2.52
16.0
18.52
5.5
8.02
200
2.38
3.27
16.0
19.27
5.5
8.77
250
3.59
4.93
16.0
20.93
5.5
10.43
300
5.03
6.91
16.0
22.91
5.5
12.41
350
6.69
9.19
16.0
25.19
5.5
14.69
400
8.57
11.77
16.0
27.77
5.5
17.27
434
9.96
13.69
16.0
29.69
5.5
19.19
450
10.65
14.64
16.0
30.64
5.5
20.14
500
12.95
17.79
16.0
33.79
5.5
23.29
550
15.44
21.22
16.0
37.22
5.5
26.72
Examining the C=140 system head curves plotted on the pump curve, one FE pump will pump
approximately 75 - 352 gpm at LWL (max static), operating from 38-60 Hz, and 150-450 gpm
at HWL (min static head), operating from 30 to 60 Hz. 2*450 = 900 gpm = 1.30 MGD. If flow
is any greater, one lag pump can get total flow rate to 1.45 MGD (design peak is 1.25 MGD).
Briar Chapel WWTP Pump Calculations
Page 5of16

Ift]
52
48
44
40
36
32-
28
24
20
16
12
8.
4
0
A
plication r
ng
I
I
4''S3
I
I
I
I
Eff.
59.9
I
20.8 ft
- 4
-mpqo
5
N
Fpvalu
9 9°
50
Utz
D Hz
5F
34170
0 ft
[ft]
25
20
15
10
5
0
o/] Efficient 55.9 %
50
40
30
20
10
0
0 50 100 150 200 250 300 350 400 450 50D [Ul5 g.p.m:
System Head Curves at Maximum & Minimum Static Head, C = 140
Flow Equalization Pump
Briar Chapel WWTP Pump Calculations
Page 6of16

Return Sludge Pumps
Water level in clarifier 571.0
Pump off elev. = 570.0
Elevation of splitter tee = 576.5
Design flows: ADF = 500,000 gpd = 347 gpm = 87 per clarifer
RAS Pumps can pump up to 150% of ADF= 521 gpm = 130 per clarifier pump
Check using the HOMA AMS334-140/2 9T/C pump, with 3 HP motor rated for 460V, 3 phase
power supply. Pump has a single vane impeller, will pass a 3" solid.
Check of 3-inch force main and puma caaacities:
3" pipe = 72.0 feet 3"
3" Check valve = 1*19.8= 19.8 Eq. feet 3"
3" x 90 deg bend = 5*7.7 = 38.5 Eq. feet 3"
3" x 45 deg bend = 2*3.6 = 7.2 Eq. feet 3"
3" tee side outlet = 2*15.5 = 31.0 Eq. feet 3"
3" gate valve = 1*1.6 = 1.6 Eq. feet 3"
Total Equivalent Length of 3" pipe = 170.1 Eq. feet 3"
Normal Static head = 5.5 feet
Briar Chapel WWTP Pump Calculations
Page 7 of 16

Calculation of System Head Curve Data Points:
Check C=100
3" HL
in feet
Static
in feet
TDH
in feet
Q, in
GPM
3" hL/100
in ft/100'
0
0.00
0.00
5.5
5.50
25
0.38
0.65
5.5
6.15
50
1.38
2.35
5.5
7.85
75
2.92
4.98
5.5
10.48
100
4.98
8.47
5.5
13.97
125
7.53
12.80
5.5
18.30
150
10.54
17.94
5.5
23.44
175
14.02
23.86
5.5
29.36
200
17.95
30.54
5.5
36.04
Examining the C=100 system head curve plotted on the pump curve, one RAS pump will
pump approximately 50 gpm at minimum speed and 123 gpm at maximum speed.
Head I
Ift11-
I kppimcatnn
2 1
2
2
I 1
2z
2 1
1 1 18.3ft
1
1 1
12
3fi 1
1 6 .
3fi°. 1
3fi. I
36a 5Iz
2 60a 0 Hz ;Hz.
0 Hz
System Head Curves at Maximum & Minimum Static Head, C = 100
Return Sludge Pump
Briar Chapel WWTP Pump Calculations
Page 8 of 16

Check C=120
3" HL
in feet
Static TDH
in feet in feet
Q, in
GPM
3" hL/100
in ft/100'
0
0.00
0.00
5.5
5.50
25
0.27
0.47
5.5
5.97
50
0.99
1.68
5.5
7.18
75
2.09
3.55
5.5
9.05
100
3.55
6.05
5.5
11.55
125
5.37
9.14
5.5
14.64
150
7.53
12.80
5.5
18.30
175
10.01
17.03
5.5
22.53
200
12.81
21.80
5.5
27.30
Examining the C=120 system head curve plotted on the pump curve, one RAS pump will
pump approximately 50 gpm at minimum speed and 140 gpm at maximum speed.
If
2
2
2
2
2
Head
1
I
I
5`3
I
I
I
I
I
ft
I
A17.4
36
I
6 0
36°°
I
36
I
6 0
5 Hi
6 °
0 Hz
5 Hz
1
0 U11
0 50 100 150 200 250 300 350 400 [US g_p_m_1
System Head Curves at Maximum & Minimum Static Head, C = 120
Return Sludge Pump
Briar Chapel WWTP Pump Calculations
Page 9 of 16

Check C=140
3" HL
in feet
Static
in feet
TDH
in feet
Q, in
GPM
3" hL/100
in ft/100'
0
0.00
0.00
5.5
5.50
25
0.21
0.35
5.5
5.85
50
0.74
1.26
5.5
6.76
75
1.57
2.67
5.5
8.17
100
2.67
4.55
5.5
10.05
125
4.04
6.87
5.5
12.37
150
5.66
9.62
5.5
15.12
175
7.53
12.80
5.5
18.30
200
1 9.63
1 16.39
1 5.5
21.89
Examining the C=140 system head curve plotted on the pump curve, one RAS pump will
pump approximately 50 gpm at minimum speed and 157 gpm at maximum speed.
0 50 100 150 200 250 300 350 400 [US g_P_m_]
System Head Curves at Maximum & Minimum Static Head, C = 140
Return Sludge Pump
Briar Chapel WWTP Pump Calculations
Page 10 of 16

Scum Pumps
Water level in clarifier 571.0
Pump off elev. = 569.0
Elevation of high point in piping at discharge= 574.0
Check using the HOMA Barracuda GRP 12/3 grinder pump, with 1.2 HP motor rated for
460V, 3 phase power supply.
Check of 2-inch force main and DumD capacities:
2"
pipe =
2"
Check valve = 1*13.4 =
2"
x 90 deg bend = 4*5.2 =
2"
x 45 deg bend = 2*2.4 =
2"
tee side outlet = 1*10.4 =
2"
gate valve = 1*1.1 =
Total Equivalent Length of 2" pipe =
Maximum Static head =
Minimum Static head =
Calculation of System Head Curve Data Points:
55.0 feet 2"
13.4 Eq. feet 2"
20.8 Eq. feet 2"
4.8 Eq. feet 2"
10.4 Eq. feet 2"
1.1 Eq. feet 2"
105.5 Eq. feet 2"
5.0 feet
3.0 feet
Check C=100
2" HL
in feet
Max Max Min
Static TDH Static,
in feet in feet in feet,
Min.
TDH
in feet
Q, in
GPM
2" head-
loss-ft/iool
0
0.00
0.00
5.0
5.00
3.0
3.00
10
0.51
0.53
5.0
5.53
3.0
3.53
20
1.82
1.92
5.0
6.92
3.0
4.92
30
3.86
4.07
5.0
9.07
3.0
7.07
40
6.57
6.94
5.0
11.94
3.0
9.94
50
9.93
10.48
5.0
15.48
3.0
13.48
Check C=120
2" HL
in feet
Max Max Min
Static TDH Static,
in feet in feet in feet,
Min.
TDH
in feet
Q, in
GPM
2" head-
loss-ft/iool
0
0.00
0.00
5.0
5.00
3.0
3.00
10
0.36
0.38
5.0
5.38
3.0
3.38
20
1.30
1.37
5.0
6.37
3.0
4.37
30
2.76
2.91
5.0
7.91
3.0
5.91
40
4.69
4.95
5.0
9.95
3.0
7.95
50
7.09
7.48
5.0
12.48
3.0
10.48
Check C=140
2" HL
in feet
Max Max Min
Static TDH Static,
in feet in feet in feet,
Min.
TDH
in feet
Q, in
GPM
2" head-
loss-ft/iool
0
0.00
0.00
5.0
5.00
3.0
3.00
10
0.27
0.29
5.0
5.29
3.0
3.29
20
0.98
1.03
5.0
6.03
3.0
4.03
30
2.07
2.19
5.0
7.19
3.0
5.19
40
3.53
3.72
5.0
8.72
3.0
6.72
50
5.33
5.62
5.0
10.62
3.0
8.62
Briar Chapel WWTP Pump Calculations
Page 11of16

Head
�f t]
64
6
5
52
7?�
4
44
4a
3
32
2
2fl_7
2
2
1
12
9.76 ft
4
Scum Pump
Examining the system head curves for C=100, 120, and 140 plotted on the pump curve, the
scum pump will pump approximately 43-45 gpm.
Briar Chapel WWTP Pump Calculations
Page 12 of 16

Mudwell Pumps
High Water elev. in Mudwell = 568.0
Pump off elev. In Mudwell = 560.0
Controlling Elevation of dishcharge pipe = 572.0
Check using the pump curve for the HOMA AMS334-140/2 9T/C (same as RAS pump).
Check of 3-inch force main and puma caaacities:
3" pipe = 100.0 feet 3"
3" Check valve = 1*19.8 = 19.8 Eq. feet 3"
3" x 90 deg bend = 4*7.7 = 30.8 Eq. feet 3"
3" tee side outlet = 1*15.5 = 15.5 Eq. feet 3"
3" gate valve = 1*1.6 = 1.6 Eq. feet 3"
Total Equivalent Length of 3" pipe = 167.7 Eq. feet 3"
Maximum Static Head = 12.0
Minimum Static Head = 4.0 feet
Briar Chapel WWTP Pump Calculations
Page 13 of 16

Calculation of System Head Curve Data Points:
Check C=100
3" HL
in feet
Max Max Min
Static TDH Static,
in feet in feet in feet,
Min.
TDH
in feet
Q, in
GPM
3" hL/100
in ft/100'
0
0.00
0.00
12.0
12.00
4.0
4.00
25
0.38
0.64
12.0
12.64
4.0
4.64
50
1.38
2.32
12.0
14.32
4.0
6.32
75
2.92
4.91
12.0
16.91
4.0
8.91
100
4.98
8.35
12.0
20.35
4.0
12.35
125
7.53
12.62
12.0
24.62
4.0
16.62
150
10.54
17.68
12.0
29.68
4.0
21.68
175
14.02
23.52
12.0
35.52
4.0
27.52
200
17.95
30.11
12.0
42.11
4.0
34.11
Examining the C=100 system head curve plotted on the pump curve, one Mudwell
pump will pump approximately 96 GPM at low water level and approximately 130
gpm at high water level.
Mudwell Pump
Briar Chapel WWTP Pump Calculations
Page 14 of 16

Check C=120
3" HL
in feet
Max Max Min
Static TDH Static,
in feet in feet in feet,
Min.
TDH
in feet
Q, in
GPM
3" hL/100
in ft/100'
0
0.00
0.00
12.0
12.00
4.0
4.00
25
0.27
0.46
12.0
12.46
4.0
4.46
50
0.99
1.65
12.0
13.65
4.0
5.65
75
2.09
3.50
12.0
15.50
4.0
7.50
100
3.55
5.96
12.0
17.96
4.0
9.96
125
5.37
9.01
12.0
21.01
4.0
13.01
150
7.53
12.62
12.0
24.62
4.0
16.62
175
10.01
16.79
12.0
28.79
4.0
20.79
200
12.81
21.49
12.0
1 33.49
4.0
25.49
Examining the C=120 system head curve plotted on the pump curve, one Mudwell
pump will pump approximately 108 GPM at low water level and approximately 148
gpm at high water level.
0 50 100 150 200 250 300 350 400 [US g.P- 1
Mudwell Pump
Briar Chapel WWTP Pump Calculations
Page 15 of 16

Check C=140
3" HL
in feet
Max Max Min
Static TDH Static,
in feet in feet in feet,
Min.
TDH
in feet
Q, in
GPM
3" hL/100
in ft/100'
0
0.00
0.00
12.0
12.00
4.0
4.00
25
0.21
0.34
12.0
12.34
4.0
4.34
50
0.74
1.24
12.0
13.24
4.0
5.24
75
1.57
2.63
12.0
14.63
4.0
6.63
100
2.67
4.48
12.0
16.48
4.0
8.48
125
4.04
6.77
12.0
18.77
4.0
10.77
150
5.66
9.49
12.0
21.49
4.0
13.49
175
7.53
12.62
12.0
24.62
4.0
16.62
200
9.63
16.16
12.0
28.16
4.0
20.16
Examining the C=140 system head curve plotted on the pump curve, one Mudwell
pump will pump approximately 120 GPM at low water level and approximately 165
gpm at high water level.
Mudwell Pump
Briar Chapel WWTP Pump Calculations
Page 16 of 16

Hydraulic Calculations for Briar Chapel WWTP Modifications
Check of New Process Train
Plant Design Flows:
Plant Average Daily Flowrate: 5001000 GPD
347 GPM
0.77 CFS
1/2 Plant Ave. Daily Flowrate: 2501000 GPD
174 GPM
0.39 CFS
1/4 Plant Ave. Daily Flowrate: 1251000
GPD
87
GPM
0.19
CFS
RAS Flow to be assumed to be 100% of ADF in all cases
Plant ADF + RAS = 694 GPM
1/2 Plant ADF + RAS = 347 GPM
1/4 Plant ADF + RAS = 174 GPM
Plant Peak Flowrate: 11250,000 GPD
868 GPM
1.93 CFS
1/2 Peak Flowrate: 625,000 GPD
434 GPM
0.97 CFS
1/3 Peak Flowrate: 416,667 GPD
289 GPM
0.64 CFS
1/4 Peak Flowrate: 312,500 GPD
217 GPM
0.48 CFS
Plant Peak flow + RAS =
11215
GPM
1/2 Plant Peak flow + RAS =
608
GPM
1/3 Plant Peak flow + RAS =
405
GPM
1/4 Plant Peak flow + RAS =
304
GPM
Hydraulic Profile Calculations
Page 1 of 9

Clearwell to the Existing Post Aeration Basin:
Effluent weir is 90 deg. V-notch - Elevation of V-notch: 563.18
Head with Peak flow of 868 gpm = 0.90 feet
Head with ADF of 174 gpm = 0.48 feet
WSEL in Ex. Post Aer. Peak Flow = 564.08
WSEL in Ex. Post Aeration at ADF = 563.66
Losses from new Clearwell to Existing Post Aeration:
Area of 10" pipe = 0.545 Sq. Ft.
15 feet of 10" pipe 15.0 feet of 10"
10" x90 deg. El x 3 = 75.9 feet of 10"
Total Equiv. Length= 90.9 feet of 10"
hL/100 feet = 0.2083*Q^1.85/dA4.8655, Q in gpm, d in inches
hL/100 feet = 0.2083*(868A1.85)/(10^4.8655) = 0.78 ft/100 ft. Peak
hL/100 feet = 0.2083*(174A1.85)/(10^4.8655) = 0.04 ft/100 ft. ADF
Total Equivalent Pipe Length = 90.9 feet of 10"
Pipe friction losses:
At Peak Q = 0.70 feet - Peak
At ADF = 0.04 feet - ADF
Exit losses = K *VA 2/2g, K = 1.0 (sharp edge)
=1.0*((868/7.481/60)/0.545)A2/(2*32.2) = 0.20 feet - Peak
=1.0%174/7.481/60)/0.545)^2/(2*32.2) = 0.01 feet - ADF
Entrance losses = K *VA 2/2g, K = 0.5 (sharp edge) = 0.10 feet - Peak
0.00 feet - ADF
Sum of Headlosses for Clearwell to Ex. Post Aeration = 1.00 feet - Peak
0.05 feet - ADF
Water surface elevation (WSEL) at pipe entrance 565.08 feet -Peak
for the pipe from clearwell to post aeration 563.71 feet - ADF
The effluent weir in the new clearwell is at elevation 566.25 (same as existing plant);
therefore, the peak headwater required to deliver 868 gpm from the new clearwell to the
existing post -aeration chamber will be not surcharge the clearwell weir.
Clearwell Weir El. = 566.25 Weir length= 7.5 feet
Head at 868 gpm = 0.19 feet
Head at 174 gpm = 0.06 feet
Hydraulic Profile Calculations
Page 2 of 9

Water surface elevation (WSEL) in clearwell: 566.44 Peak
566.31 ADF
566.25 Static
Filter Water Surface level varies from 566.25 to 567.75
Losses from Chlorine Contact Chamber to Filter:
Area of 10" pipe =
0.545 Sq. Ft.
45 feet of 10" pipe
45.0 feet of 10"
10" x90 deg. El x 6 =
151.8 feet of 10"
Tee side outlet =
51.0 feet of 10"
Gate valve =
5.3 feet of 10"
Total Equiv. Length=
196.8 feet of 10"
Pipe is on wall, invert elevation
= 569.15
hL/100 feet = 0.2083*Q^1.85/dA4.8655, Q in gpm, d in inches
hL/100 feet = 0.2083*(868A1.85)/(10^4.8655) = 0.78 ft/100 ft. Peak
hL/100 feet = 0.2083*(174A1.85)/(10^4.8655) = 0.04 ft/100 ft. ADF
Total Equivalent Pipe Length = 196.8 feet of 10"
Pipe friction losses:
At Peak Q = 1.53 feet - Peak
At ADF = 0.08 feet - ADF
Exit losses = K *VA 2/2g, K = 1.0 (sharp edge)
=1.0*((868/7.481/60)/0.545)^2/(2*32.2) = 0.20 feet - Peak
=1.0*((174/7.481/60)/0.545)A2/(2*32.2) = 0.01 feet - ADF
Entrance losses = K *VA 2/2g, K = 0.5 (sharp edge) = 0.10 feet - Peak
0.00 feet - ADF
Sum of Headlosses from CCC to Cross at Filter = 1.82 feet - Peak
0.09 feet - ADF
Water surface elevation (WSEL) at pipe entrance
for the pipe from Chlorine CC to filter
570.97 Peak
569.24 ADF
569.15 Static
Hydraulic Profile Calculations
Page 3 of 9

Clarifier Weirs:
V-notch weirs - bottom of V is to be at elevation: 571.0
V-notches are 1.5 inches in height, spaced 6 inches center to center
V-notches are 90-degree weirs
One clarifier is IV-0" wide. 22 V-notches per weir plate
Total of four weir plates per clarifier
Total of 88 V-notches per clarifier
Peak flow with one clarifier out o 289 GPM with three in use
289 gpm/88 =
3.29
GPM per weir
0.097
feet of head
571.10
WSEL clarifier - Peak/3
Peak Flow per clarifier =
217
GPM with four in use
217 gpm/88 =
2.47
GPM per weir
0.086
feet of head
571.09
WSEL clarifier - Peak/4
Average Daily Flow = 87 GPM with four in use
87 gpm/88 = 0.99 GPM per weir
0.060 feet of head
571.06 WSEL in clarifier
Entrance into Clarifiers from "Selector" Chambers
These flows will also include PAS flow
10-inch telescoping valve and piping
Area of 10" pipe = 0.545 Sq. Ft.
8 feet of 10" pipe 8.0 feet of 10"
10" x 90 deg. El = 25.3 feet of 10"
Total Equiv. Length= 33.3 feet of 10"
hL/100 feet = 0.2083*Q^1.85/dA4.8655, Q in gpm, d in inches
hL/100 feet = 0.2083*(405A1.85)/(10^4.8655) = 0.19 ft/100 ft. Peak Q/3
hL/100 feet = 0.2083*(304A1.85)/(10^4.8655) = 0.11 ft/100 ft. Peak Q/4
hL/100 feet = 0.2083*(174A1.85)/(10^4.8655) = 0.04 ft/100 ft. ADF/4
Total Equivalent Pipe Length = 33.3 feet of 10"
Pipe friction losses:
At Peak Q/3 = 0.06 feet - Peak Q/3
At Peak Q/4 = 0.04 feet - Peak Q/4
At ADF/4 = 0.01 feet - ADF/4
Hydraulic Profile Calculations
Page 4 of 9

Exit losses = K *VA 2/2g, K = 1.0 (sharp edge)
=1.0*((405/7.481/60)/0.545)A2/(2*32.2) =
0.04
feet
- Peak Q/3
=1.0*((304/7.481/60)/0.545)A2/(2*32.2) =
0.02
feet
- Peak Q/4
=1.0*((174/7.481/60)/0.545)A2/(2*32.2) =
0.01
feet
- ADF/4
Entrance losses = K *VA 2/2g, K = 0.5 (sharp edge) =
0.02
feet
- Peak Q/3
0.01
feet - Peak Q/4
0.00
feet
- ADF/4
Sum of Headlosses for Clarifier Entrance = 0.13 feet - Peak Q/3
0.07 feet - Peak Q/4
0.02 feet - ADF/4
Water surface elevation (WSEL) in "Selector": 571.22 at Peak Q/3
571.16 at Peak Q/4
571.08 at ADF/4
Entrance Losses into "Selector" Chambers from Aeration Basins
These flows will also include PAS flow
16-inch telescoping valve and piping
Area of 16" pipe = 1.396 Sq. Ft.
10 feet of 16" pipe 10.0 feet of 16"
16" x 90 deg. El = 40.0 feet of 16"
16" tee side outlet = 81.0 feet of 16"
Total Equiv. Length= 131.0 feet of 16"
hL/100 feet = 0.2083*Q^1.85/dA4.8655, Q in gpm, d in inches
hL/100 feet = 0.2083*(1215A1.85)/(16^4.8655) =
0.15
ft/100 ft. Full Peak
hL/100 feet = 0.2083*(608A1.85)/(16A4.8655) =
0.04
ft/100 ft. Peak Q/2
hL/100 feet = 0.2083*(347A1.85)/(16A4.8655) =
0.01
ft/100 ft. ADF/2
Total Equivalent Pipe Length =
131
feet of 16"
Pipe friction losses:
At Full Peak Q =
0.19
feet - Full Peak
At Peak Q/2 =
0.05
feet - Peak Q/2
At ADF/2 =
0.02
feet - ADF/2
Exit losses = K *VA 2/2g, K = 1.0 (sharp edge)
=1.0*((1215/7.481/60)/1.396)^2/(2*32.2) = 0.06 feet - Full Peak
=1.0*((608/7.481/60)/1.396)^2/(2*32.2) = 0.01 feet - Peak Q/2
=1.0*((347/7.481/60)/1.396)^2/(2*32.2) = 0.00 feet - ADF/2
Entrance losses = K *VA 2/2g, K = 0.5 (sharp edge) = 0.03 feet - Full Peak
0.01 feet - Peak Q/2
0.00 feet - ADF/2
Hydraulic Profile Calculations
Page 5 of 9

Sum of Headlosses for Selector Chamber Entrance = 0.28
feet - Full Peak
0.08
feet - Peak Q/2
0.03
feet - ADF/2
Water surface elevation (WSEL) in Aeration Basins 1 or 2:
571.50
at Full Peak
571.23
at Peak Q/2
571.11
at ADF/2
The losses through the 16" wall pipe between Zones 3 and 1 (or 4 and 2):
Exit losses = K *VA 2/2g, K = 1.0 (sharp edge)
=1.0*((1215/7.481/60)/1.396)^2/(2*32.2) = 0.06 feet - Full Peak
=1.0*((608/7.481/60)/1.396)^2/(2*32.2) = 0.01 feet - Peak Q/2
=1.0*((347/7.481/60)/1.396)^2/(2*32.2) = 0.005 feet - ADF/2
Entrance losses = K*VA2/2g, K = 0.5 (sharp edge) = 0.03 feet - Full Peak
0.01 feet - Peak Q/2
0.002 feet - ADF/2
Sum of Headlosses for Selector Chamber Entrance = 0.09
feet - Full Peak
0.02
feet - Peak Q/2
0.01
feet - ADF/2
Water surface elevation (WSEL) in Aeration Basins 3 or 4:
571.59
at Full Peak
571.26
at Peak Q/2
571.12
at ADF/2
Entrance Losses into Aeration Basins from "Reactor" Chambers
These flows will also include RAS flow
The inlets in the Reactor chambers are 16" diameter pipes
Area of 16" pipe = 1.396 Sq. Ft.
Hydraulic Profile Calculations
Page 6 of 9

From new Reactor chamber to existing Reactor chamber
7.5 feet of 16" pipe 7.5 feet of 16"
Total Equiv. Length= 7.5 feet of 16"
Assume 2/3 of Peak flow + RAS from new Reactor Chamber
810
GPM
Assume 1/3 of Peak flow + RAS from existing Reactor Chamber
405
GPM
Use 1/2 of ADF + RAS from new Reactor Chamber for ADF
347
GPM
hL/100 feet = 0.2083*Q^1.85/dA4.8655, Q in gpm, d in inches
hL/100 feet = 0.2083*(810^1.85)/(16A4.8655) = 0.07 ft/100 ft. Full Peak
hL/100 feet = 0.2083*(608A1.85)/(16A4.8655) = 0.04 ft/100 ft. Peak Q/2
hL/100 feet = 0.2083*(347A1.85)/(16A4.8655) = 0.01 ft/100 ft. ADF/2
Total Equivalent Pipe Length = 7.5 feet of 16"
Pipe friction losses:
At Full Peak (2/3*Q) = 0.01 feet - Full Peak (2/3Q:
At Peak Q/2 = 0.00 feet - Peak Q/2
At ADF/2 = 0.00 feet - ADF/2
Entrance losses = K *VA 2/2g, K = 0.5 (sharp edge)
=0.5*((810/7.481/60)/1.396)^2/(2*32.2) = 0.04 feet - Full Peak (2/3Q;
=0.5%608/7.481/60)/1.396)^2/(2*32.2) = 0.02 feet - Peak Q/2
=0.5%347/7.481/60)/1.396)^2/(2*32.2) = 0.01 feet - ADF/2
Exit losses = K *VA 2/2g, K = 1.0 (sharp edge)
=1.0%810/7.481/60)/1.396)^2/(2*32.2) = 0.06 feet - Full Peak
=0.5%608/7.481/60)/1.396)^2/(2*32.2) = 0.01 feet - Peak Q/2
=0.5%347/7.481/60)/1.396)^2/(2*32.2) = 0.005 feet - ADF/2
Sum of Headlosses - New to Existing Reactors= 0.05 feet - Full Peak (2/3Q
0.03 feet - Peak Q/2
0.01 feet - ADF/2
From existing Reactor chamber to Telescoping Valve in new Aeration Chambers
130 feet of 16" pipe
130.0 feet of 16"
16"
run of tee =
26.9 feet of 16"
16"
tee side outlet =
81.0 feet of 16"
16"
x 90 deg. El. =
40.0 feet of 16"
16"
x 12" Increaser =
16.2 feet of 16"
12"
x 10' vert. pipe=
40.5 feet of 16"
Total Equiv. Length=
334.6 feet of 16"
Hydraulic Profile Calculations
Page 7 of 9

Full Peak flow + RAS from new Reactor to one Aeration Basin =
Full Peak flow + RAS from new Reactor to both Aeration Basins =
note - it is full peak flow until split at the A.B. tele. Valves, then
Plant ADF + RAS from new Reactor to both Aeration Basins =
note - it is full ADF flow until split at the A.B. tele. Valves, then
hL/100 feet = 0.2083*Q^1.85/dA4.8655, Q in gpm, d in inches
hL/100 feet = 0.2083*(1,215A1.85)/(16A4.8655) _
hL/100 feet = 0.2083*(608A1.85)/(16A4.8655) =
hL/100 feet = 0.2083*(694A1.85)/(16A4.8655) =
hL/100 feet = 0.2083*(347A1.85)/(16A4.8655) =
Total Equivalent Pipe Length =
Pipe friction losses:
At Full Peak Flow to one Aeration Basin =
At Full Peak Flow to both Aeration Basins =
At Full ADF Flow to one Aeration Basin =
At Full ADF Flow to both Aeration Basins =
1,215 GPM
608 GPM
694 GPM
347 GPM
0.15 ft/ 100 ft. Full Peak
0.04 ft/100 ft. Peak Q/2
0.05 ft/100 ft. Full ADF
0.01 ft/100 ft. ADF/2
334.6 feet of 16"
0.49
feet - Full Peak
0.30
feet - Peak to 2 AB
0.17
feet - Full ADF
0.11
feet - ADF to 2 AB
Exit losses = K *VA 2/2g, K = 1.0 (sharp edge) 12-inch telescoping valve
=1.0*((1,215/7.481/60)/0.785)^2/(2*32.2) = 0.18 feet - Full Peak
=1.0*((608/7.481/60)/0.785)^2/(2*32.2) = 0.05 feet - Peak to 2 AB
=1.0*((694/7.481/60)/0.785)^2/(2*32.2) = 0.06 feet - Full ADF
=1.0*((347/7.481/60)/0.785)^2/(2*32.2) = 0.02 feet - ADF to 2 AB
Sum of Headlosses-New Reactor to Exist. Reactor to new Aeration Basins
At Full Peak Flow to one Aeration Basin =
0.72
feet - Full Peak
At Full Peak Flow to both Aeration Basins =
0.40
feet - Peak to 2 AB
At Full ADF Flow to one Aeration Basin =
0.24
feet - Full ADF
At Full ADF Flow to both Aeration Basins =
0.13
feet - ADF to 2 AB
Water surface Elev. (WSEL) in Reactor Chambers:
572.31
at Full Peak
571.65
at Peak to 2 AB
571.36
at - Full ADF
571.24
at - ADF to 2 AB
Hydraulic Profile Calculations
Page 8 of 9

Headlosses from Anoxic Zones to "Reactor" Chambers
These flows will also include RAS flow
10-inch telescoping valve and piping
Area of 10" pipe = 0.545 Sq. Ft.
8 feet of 10" pipe 8.0 feet of 10"
10" x 90 deg. El = 25.3 feet of 10"
Total Equiv. Length= 33.3 feet of 10"
hL/100 feet = 0.2083*Q^1.85/dA4.8655, Q in gpm, d in inches
hL/100 feet = 0.2083*(405A1.85)/(10^4.8655) =
0.19
ft/100 ft. Peak Q/3
hL/100 feet = 0.2083*(304A1.85)/(10^4.8655) =
0.11
ft/100 ft. Peak Q/4
hL/100 feet = 0.2083*(174A1.85)/(10^4.8655) =
0.04
ft/100 ft. ADF/4
Total Equivalent Pipe Length =
33.3
feet of 10"
Pipe friction losses:
At Peak Q/3 =
0.06
feet - Peak Q/3
At Peak Q/4 =
0.04
feet - Peak Q/4
At ADF/4 =
0.01
feet - ADF/4
Exit losses = K *VA 2/2g, K = 1.0 (sharp edge)
=1.0*((405/7.481/60)/0.545)^2/(2*32.2) =
0.04
feet - Peak Q/3
=1.0*((304/7.481/60)/0.545)A2/(2*32.2) =
0.02
feet - Peak Q/4
=1.0*((174/7.481/60)/0.545)^2/(2*32.2) =
0.01
feet - ADF/4
Entrance losses = K*VA2/2g, K = 0.5 (sharp edge) = 0.02
feet
- Peak Q/3
0.01
feet - Peak Q/4
0.00
feet
- ADF/4
Sum of Headlosses for Anoxic to Reactor Zone = 0.13
feet
- Peak Q/3
0.07
feet
- Peak Q/4
0.02
feet
- ADF/4
Water surface elevation (WSEL) in "Anoxic": 572.44 Peak Q to 3 Anoxic.,
571.72 Peak Q to 4 Anoxic.,
571.27 ADF to 4 Anoxics
Note that should there ever be a need for the peak flow plus the 100% ADF RAS
flow to pass through the plant with one of every unit process out of service, the
WSEL in the Anoxic Zone can be lowered by using the air lift feature of the inlet
telescoping valve in the aeration basin.
Hydraulic Profile Calculations
Page 9 of 9

DIVISION 1 - GENERAL
1-13: CONSTRUCTION SEQUENCE
A C;anarA-
The Contractor shall submit a proposed Construction Sequence for review and
approval by the Engineer and Owner prior to commencing work on the site. The
Sequence shall list the order of the tasks the Contractor proposes, with the Sequence
showing the required coordination points, the deployment of portable pumps and
piping, and the continued operation of the treatment plant and related pump stations.
This specification presents a construction sequence that the Contractor may review
and use as a basis for the submittal.
B. Possible Construction Sequence:
Refer to the project Construction Plans, in reviewing the sequence listed below:
1. The Contractor shall perform the Phase 1 work, which generally consists of
constructing all new concrete tankage, all mechanical construction and equipment
installation in and on the new tanks, installation of all new control panels, all new
conduit and wiring to the new control panels, and all conduit and wiring from the
control panels to the new equipment.
2. The power supply for the existing plant extends from the Automatic Transfer
Switch to the existing Main Distribution Panel. A new feeder must be installed from
the ATS to the new distribution panel "H-1". The Contractor shall have conduits in
place and conductors ready to pull, as the power to the plant must be temporarily
interrupted (at the Main circuit breaker and the generator breaker). This
interruption must be limited to one hour, and shall be done during a low flow
period. The new conductors shall be installed between the ATS and H-1.
3. At the same time that Step 2 is underway, the Contractor shall be installing the
conduit and conductors from H-1 to the existing MDP, to re -feed the MDP.
4. When Steps 2 and 3 are completed, power can be restored to the Plant.
5. All of the new equipment can now be energized and tested. The Contractor shall
provide portable pumps (diesel or gas engine driven) to transfer treated effluent
to the new tanks for leak and equipment testing.
6. After successfully testing the new tanks and equipment, the Contractor shall install
the indicated tapping sleeve and valve and the insertion valve in the influent force
main, to allow the influent flow to be directed to the new fine screen.
in,01

7. The Contractor shall provide and maintain four portable pumps, to be deployed as
follows: (a) one pump will be used to pump from the new Reactor zone to the
west end of new Aeration Zone No. 3; (b) one pump will be used to pump from
the west end of new Aeration Zone No. 4 to the new Selector Zone; (c) one pump
will be used to pump from the new Clearwell to the existing manhole located
between the existing Post -Aeration basin and the effluent storage pond, and (d)
the fourth pump shall be on site for redundancy should there be a problem with
one of the other pumps.
8. The flow from the influent force main can then be directed to the new fine screen.
The flow pattern through the plant will then be new Screen, new FE basin, new
Anoxic zones, new Reactor zone, pumped (by portable pump) to the west end of
Aeration Zone No. 3, flow through the two telescoping valves and piping at the
east ends of Zones No. 3 and 4, to the west end of Aeration Zone No. 4, pumped
(by portable pump) to the new Selector zone, new Clarifiers, new Chlorine Contact
Chamber, new Filters, new Clearwell, and then pumped (by portable pump) to the
existing manhole described in Step 7.
9. The Contractor shall then dewater the existing Post -Aeration basin, core drill the
two indicated pipe openings, and complete the piping from the new Clearwell to
the existing Post -Aeration basin.
10. Upon completion of Step 9, the flow from the new Clearwell will pass into the
existing Post -Aeration Basin, through the existing turbidimeter and flowmeter, and
on to the effluent storage pond. The portable pump that was pumping the effluent
from the new Clearwell can then be used to start transferring the contents of the
existing plant to the new Flow Equalization basin, at a rate not to exceed 50,000
gallons per day.
11.After the existing plant tankage is dewatered, power washed, and cleaned to the
extent possible, the Contractor shall begin the Phase 2 improvements. The core
drills for the interconnecting pipes can be made in the west walls of the existing
plant, and all piping into the indicated zones completed. The floating aerators can
be removed from the existing FE, sludge, and Aeration Basins No. 1 and 2, and
the new diffused aeration systems installed and connected to the new air piping.
The new FE pumps, piping, and flow meters can be installed in the existing FE and
Anoxic zones, and all wiring connected to the new Plant Control Panel No. 2. The
existing Surge Control panel can be modified to supply power to the new Odor
Control system, and that system can be activated.
lia1.9)

12.The existing Sludge Holding Tank Phase 2 improvements can be made. When
completed, the new Sludge Holding Tank (which will be in use) will be pumped as
empty as possible by the sludge hauler, to enable the Contractor to core drill the
common wall between the two sludge tanks and install the indicated piping.
13.The indicated pipe openings in the existing Reactor, Selector, and Aeration Zone
No. 1 and 2 walls shall be made, and the piping and telescoping valves installed in
Aeration Zones 1 and 2. The existing flow trough shall be removed, and the
indicated wall openings shall be closed or partially closed as shown in the plans.
14.The flow pattern through the plant must now be changed. All of the
interconnecting pipes between the new structure and the west side of the existing
plant shall be opened. Both FIE basins shall be put into operation, delivering flow
to all four Anoxic Zones. The temporary pump that is pumping from the new
Reactor Zone shall now have its discharge point changed to the east end of
Aeration Zone No. 4. The portable pump pumping from the west end of Aeration
Zone No. 4 shall have its discharge re -directed to the east end of Aeration Zone
No. 2. Flow will exit the zone through the new 16-inch telescoping valve and enter
the Selector Zone, flow through all four Clarifiers, both Contact Chambers, all
filters, both Clearwells, the Post -Aeration Basin, and to the effluent storage pond.
15. With Aeration Zones 1 and 3 out of service, they can be de -watered, the core drills
through their common wall can be made, and the 16-inch piping in the two Zones
joined. The indicated slide gate and associated wall penetration can be installed.
16. With the completion of Step 15, the flow pattern through the aeration zones must
be altered again. The discharge of the portable pump that is pumping from the
Reactor zone shall be re -located to the east end of Aeration Zone No. 3. Flow shall
pass through Zone No. 3, through the installed slide gate and wall opening into
Aeration Zone No. 1, through Aeration Zone No. 1, and through the 16-inch
telescoping valve and into the Selector Zone. The flow will continue from the
Selector Zone as previously described.
17. With Aeration Zones 2 and 4 out of service, they can be de -watered, the core drill
through their common wall can be made, and the indicated slide gate and
associated wall penetration can be installed.
18. With the completion of Step 17, the flow through the plant can be altered to its
final pattern. The flow from the Reactor Zones will flow through the 16-inch pipe
to the east end of Aeration Zone No. 3, where it will be split and exit through the
two 12-inch telescoping valves into Aeration Zones 3 and 4. The flow will pass
1-B-3

from Zone 3 to Zone 1 (through the common wall slide gate opening) and from
Zone 4 to Zone 2 (through the common wall slide gate opening). The flow will exit
Zones 1 and 2 through the two 16-inch telescoping valves and enter the Selector
Zones. Flow will continue from the Selector Zones as previously described.
19. With the completion of Step 19, all portable pumps and temporary piping can be
removed.
End Section 1-13
MM"I

DIVISION 2 - SITE WORK
2-13: SITE EXCAVATION AND GRADING
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of all
operations in connection with excavation, construction of fills, borrow, rough grading,
finish site grading, and disposal of excess material as shown in the drawings and as
specified in accordance with provisions of the contract documents.
Work included within the project consists of but is not limited to the following:
Prepare site for construction of proposed structures
Construction of driveways
Drainage provisions
Topsoiling
Finish grading of site to proposed contours
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of
this work.
B. Unclassified Excavation:
Remove and dispose of rock excavation, clay, silt, gravel, hard pan, loose shale, loose
stone, and excessively wet soils as directed by the Engineer. All excavation on this project
shall be considered as unclassified.
C. Site Grading:
Plans indicate both existing grade and finished grade required for construction of project.
The Contractor shall stake out all structures, piping, driveways, and concrete slabs,
establish their elevations, and perform all other layout work required. Replace property
corner markers to original location if disturbed or destroyed.
It shall be the Contractor's responsibility to maintain existing utility lines (either overhead
or underground), and pavement designated on drawings, and/or mentioned in the
specifications, free of damage. Any item unknown or not properly located that is
inadvertently damaged shall be repaired to original condition. Notify the Engineer and
Owner of said utility at once so that emergency repair may be made.
2-B-1

Before fill is started, scarify to a minimum depth of 6" all proposed embankment and fill
areas under structures or pavement. Proof roll as required by Geotechnical Engineer; if
subgrade is soft or yielding, repair as directed by the Geotechnical Engineer. Repair may
consist of removing, discing, and drying material, possibly undercutting to firm bearing,
or undercutting and backfilling with select materials to bridge over the soft area. In areas
where ground surface is steeper than one vertical to four horizontal, plow surface in a
manner to bench and break up surface so that fill material will blend with existing surface.
During construction, shape and drain embankment and excavations. Maintain ditches and
excavations to provide drainage at all times. Protect graded areas against action of
elements prior to acceptance of work. Reestablish elevations and slopes where settlement
or washing may have occurred.
D. Construction of Embankments and Fills:
Construct embankments and fills at locations shown on plans to lines of grade indicated
on drawings. Completed fill shall correspond to shape of typical cross section, or contour
shown on plans, whichever method is used to show shape, size, and extent of line and
grade of completed work.
Provide only fill materials which are free from roots, organic matter, trash, frozen
material, and stones having a maximum dimension greater than 6". Ensure that stones
larger than 4", maximum dimension are not placed in upper 6" of fill or embankment. Do
not place materials in layers greater than 8" of loose thickness, unless directed otherwise
by the Engineer. Place layers in horizontally and compact each layer prior to placing
additional fill.
Compact by sheepsfoot rollers, pneumatic rollers, vibrators or other equipment approved
by Engineer. Add moisture to or dry by aeration each layer as necessary to meet
requirements of compaction. Do not place materials in embankments or fills which
exceed optimum moisture content by 5% or is 3% below optimum moisture content for
the material.
Under structures roadways, and parking areas, compact to density not less than 95%
maximum dry density as measured by AASHO Method T99, except in the final foot
beneath subgrade elevation of paved areas, where the compaction requirement shall be
not less than 98% maximum dry density as measured by AASHO Method T99. (ASTM
D698). Compaction values shall not be less than 90% in nonstructural areas.
In place moisture -density tests will be ordered to ensure that all work complies with this
specification. Tests will be taken at locations determined by the Engineer. Compaction
will be tested by the standard cone method, nuclear density test, or drive shoe method
as required or approved by the Engineer. Tests shall be performed by the geotechnical
engineering firm selected by the Owner. All testing costs are to be paid through the
Contractor's testing allowance. The Contractor shall not be allowed any mark-up or profit
on these testing costs. Copies of test results will be furnished to Contractor and Engineer.
2-B-2

Materials not meeting specified moisture -density test requirements shall be re -compacted
and re -tested at Contractor's expense.
E. Topsoiling:
Reuse existing topsoil to extent available in the areas indicated on the plans. Provide, as
required, additional topsoil to provide a minimum of 6" of topsoil over all disturbed areas
not covered by structures or driveways. Hold graded surfaces down a distance sufficient
to accept topsoil blanket.
Spread topsoil to a uniform compacted, raked, smooth surface for proposed lawn areas.
Compact firmly. Grade and reroll surface free of humps, ruts, or depressions until a
smooth satisfactory grade is obtained. Rock shall be removed to a point 12" below
finished grade. Rock outcroppings in lawn areas will not be accepted. Rock fragments
greater than 2" in any dimension shall be removed from the upper 6 inches of all lawn
areas.
End Section 2-B
r:

DIVISION 2 - SITE WORK
2-C: TRENCHING, BACKFILLING, AND COMPACTING
A. General:
The Contractor shall furnish all labor, materials, tools, equipment and perform all work and
services necessary for or incidental to the furnishing and installation complete of all
excavations, trenching, backfilling, and compaction required for underground utility
construction as shown on drawings and as specified in accordance with provisions of the
contract documents and completely coordinated with that of all other trades.
Work included in the project consists of but is not limited to installation of the following utility
items:
Wastewater Force Mains
Wastewater Treatment Process and Effluent Piping
Water Service Piping
Air Piping
Chemical Feed Tubing Conduits
Electrical - Power and Control Wiring Conduits
Related Utility Appurtenances
Although such work is not specifically shown or specified, all supplementary or miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete,
and compatible installation shall be furnished and installed as part of this work.
B. Protection of Existing Utilities:
Verify location and existence of all underground utilities. Omission from or inclusion of located
utility items does not constitute non-existence or definite location. Secure and examine local
utility records for available location data.
Take necessary precautions to protect existing utilities from damage due to any construction
activity. Repair all damages to utility items at sole expense. Assess no cost to owner,
Engineer, or auxiliary party for any damages. Any existing utility services damaged by the
Contractor must be repaired or replaced on the same day the service was damaged.
Avoid surcharging ditch banks by placing excavated material a sufficient distance back from
edge of excavation to prevent slides or caving. Maintain and trim excavated materials in
such a manner to be as little inconvenience as possible to public and adjoining property
owners.
2-C-1

Provide full access to the existing treatment plant and blower building, and other points as
designated by the Engineer to prevent interruption of the treatment plant operations.
C. Unclassified Excavation:
Remove and dispose of rock excavation, clay, silt, gravel, hard pan, loose shale, loose
stone, and excessively wet soils as directed by the Engineer. All excavation on this project
shall be considered as unclassified.
D. Trench Excavation:
Unless given permission to do otherwise, excavate trenches by open cut method to depth
shown on plans and necessary to accommodate the work. Open only the length of trench
at one time allowed by the Engineer. Limit the amount of trench opened at one time to only
the amount of trench necessary for the day's work. All trenches shall be backfilled at the end
of each workday.
Observe the following trenching criteria:
1. Trench Size: Excavate only sufficient width to accommodate free working space.
In no case shall trench width at the top of pipe or conduit exceed outside diameter of
utility service by following dimensions:
Overall Diameter
of Utility Service Excess Dimension
33" and less 24"
more than 33" 36"
Cut trench walls vertically from bottom of trench to 1' above the top of pipe, conduit,
or utility service.
2. Dewatering: Keep trenches free of water. Include cost of dewatering in original
bid. No additional remuneration for this item is permitted.
3. Sheeting and Bracing: Brace and sheet trenches as soil conditions dictate and in
full observation of OSHA requirements. Do not remove sheeting until backfilling has
progressed to a stage that no damage to piping, utility service, or conduit will result
due to removal.
E. Preparation of Foundation for Pipe Laying_
Exercise care to avoid excavations below established grade where firm earth conditions exist.
If over -excavation occurs, backfill in 6" lifts and thoroughly compact with pneumatic tampers.
Trench stabilization stone (No. 57) shall be used to backfill trench bottom areas that must
be undercut due to soft, wet, or yielding conditions. Trench stabilization stone may only be
2-C-2

used after the Engineer's or Owner's representative has approved the amount of
undercutting.
In case of rock excavation, carry excavation 12" below established grade and backfill with
Trench Stabilization stone. Form bell holes in trench such that only the barrel of pipe is firmly
supported by bedding material.
F. Backfilling:
Use only backfill material for trenches which are free from boulders, large roots, sod, other
vegetative or organic matter, and frozen material. Hand or pneumatic tamp backfill under
and around pipe up to 24" above top of pipe in lifts not exceeding 8" loose thickness. Backfill
and compact remainder of trench in 12" lifts to density specified.
Perform pneumatic tamping evenly on both sides of pipe to top of excavation or to a depth
such that pipe will not be injured by subsequent method of compaction used to achieve
required density.
Exercise extreme care in backfilling operations to avoid displacing pipe joints either
horizontally or vertically and avoid breaking the pipe.
Water ponding for backfill consolidation is not permitted.
G. Compaction:
Compact all trench backfill in areas under structures, buildings, roads, concrete slabs on
grade, parking areas, and sidewalks to a density of 95% of maximum dry density (STANDARD
PROCTOR) as determined by AASHTO Method T99 (ASTM D-698), except for the uppermost
foot under paved areas, which shall be compacted to 98% maximum dry density (STANDARD
PROCTOR). In all nonstructural areas not covered above, compact trench backfill to a
minimum 90% of maximum dry density (STANDARD PROCTOR), as determined by AASHTO
Method T99 (ASTM D-698).
H. Testing:
Perform in -place moisture -density tests as ordered by Engineer to ensure trench backfill
complies with requirements. Tests shall be performed by the geotechnical engineering firm
(designated by the Engineer), with all costs paid by the Owner through the Contractor's
testing allowance. The Contractor shall not be allowed any profit or mark-up on these testing
costs. Copies of test results will be furnished to Contractor and Engineer.
Where backfill compaction does not pass moisture -density test requirements., the backfill
shall be removed as directed by Engineer and the situation corrected. Additional tests will be
directed until compaction meets or exceeds requirements. The Contractor shall pay the cost
of any additional testing required as a result of his failure to meet minimum compaction
requirements.
End Section 2-C
2-C-3

DIVISION 2 - SITE WORK
2-D: PIPE LAYING AND INSTALLATION - PRESSURE PIPE
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of all
pressure pipe construction as shown on drawings and as specified in accordance with
provisions of the contract documents and completely coordinated with that of all other
trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete and compatible installation shall be furnished and installed as part of
this work.
B. Quality Standards:
Procedures for handling, laying, protection, and use of pipe shall be in accordance with
the pipe manufacturer's recommendations and these specifications.
C. Submittals:
The Contractor is to submit to the Engineer the manufacturer's data, catalog cut sheets,
submittal drawings, pipe certifications, and similar information for all pressure pipe materials
and all related appurtenances and accessory items. Such materials shall meet with the approval
of the Engineer. If the materials submitted do not meet the requirements of these
specifications, the Contractor is to submit other types and makes that may be approved.
D. Product DeliveU, Storage, and Handling:
Units shall be delivered, handled, and maintained in a manner to avoid damage to the
pipe.
E. Materials:
In general, the following material schedule will be required for the pressure piping for
this project:
1. Buried Ductile Iron Piping (DIP), shall be mechanical joint, pressure class 350 for pipes
12 inches and less in diameter, and Pressure Class 250 for pipes greater than 12 inches
in diameter. These lines shall be installed in a Type 2 standard laying condition, as
defined by AWWA C-150. Fittings shall be compact mechanical joint fittings. All
mechanical joint fittings and pipe shall utilize EBAA Iron, Inc. Megalug Series 1100
Restrained Joint glands with DIP. Push -on restrained joint pipe, such as Flex -Ring or
equal, may be utilized. Exposed ductile iron pipe and fittings shall be flanged, as shown
on the plans, unless otherwise noted. The flanged piping shall be class 53 ductile iron
pipe. Flanged fittings shall have an equivalent pressure rating and shall be furnished
2-D-1

with 125 pound flanges. Gaskets for flanged air piping shall be EPDM, and shall be
Plain Rubber (Styrene Butadene Copolymer - SBR) for all wastewater piping.
2. All above ground fittings shall utilize stainless steel bolts, washers, and nuts. All
buried piping shall be DIP, unless otherwise noted.
3. PVC piping, where noted for buried use on this project, shall be Class 200 (SDR
21) gasketed PVC pipe (ASTM D-2241), with compact ductile iron mechanical joint
fittings (with transition gaskets), for all pipes 3 inches and greater. All mechanical
joint fittings shall utilize EBAA Iron, Inc. Series 2000PV Restrained Joint glands
with PVC. PVC piping, for sizes less than 3 inches, shall be schedule 80 solvent
weld PVC pipe with pressure rated solvent weld fittings of the same schedule as
the piping (unless specifically noted to be Schedule 40 PVC).
4. Above ground and above floor water piping shall be Type K rigid copper pipe and
fittings.
5. Process air piping shall be flanged, unlined Ductile Iron piping from the blowers to
the points noted on the plans where the piping changes to Schedule 10 stainless
steel piping. Air piping and fittings within the aerated tanks shall be as supplied by
the diffused aeration system manufacturer. Flanges and/or threaded couplings
shall be provided as required for the piping system to accept valves and other
appurtenances. Air piping shall have unions, flanges, or other fittings as required
to permit removal of each valve without disassembling the adjoining piping.
The listing of materials above does not preclude the use of other materials or a different
application of the listed materials, if other materials/applications are listed on the
drawings or are approved by the Engineer.
F. Clearing Rights -Of -Ways:
Not applicable to this project.
G. Installation:
The work included under this article consists of but is not limited to, furnishing and
installing piping systems used for the purposes of carrying fluids under pressure and shall
include pressure testing. Disinfection shall be included for potable water lines.
Materials at all times shall be handled in such a manner as to protect them from damage.
Pipe and fittings should be handled with mechanical equipment at all times that the work
site will permit. At no time shall pipe and fittings be dropped or pushed into ditches.
Pipe and fitting interiors shall be protected from foreign matter and shall be inspected for
damage and defects prior to installation. In the event foreign matter is present in pipe
and fittings, it shall be removed before installation.
All buried pipe shall have at least 36" of cover, unless otherwise indicated on the plans.
Pipe shall be laid on true lines as directed by the Engineer. Ditches are to be dug of
2-D-2

sufficient width to adjust the alignment. Bell holes shall be dug at each joint to permit
proper making of the joints. The pipe shall be laid and adjusted so that the alignment
with the next succeeding joint will be centered in the joint and the entire pipeline will be
in continuous alignment both horizontally and vertically. Pipe joints shall be fitted so that
a thoroughly watertight joint will result. All joints will be made in conformance with the
manufacturer's recommendations for the type of joint selected. All transition joints
between different types of pipe shall be made with transition couplings approved on shop
drawings showing the complete assembly to scale.
All non-metallic pressure pipes and conduits shall have a detectable metallic underground
tape installed over the pipes, within the upper 12" of the backfill. The tape shall be 2"
width, labeled "Caution - Buried Force Main Below", or "Caution - Buried Waterline
Below", or other, as applicable.
PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR WILL CONTACT LOCAL
UTILITY COMPANIES AND VERIFY THE LOCATION OF UTILITIES. WHEN EXISTING
UTILITIES ARE IN CLOSE PROXIMITY WITH PROPOSED CONSTRUCTION, THEY SHALL
BE EXPOSED PRIOR TO CONSTRUCTION IN THAT AREA TO PREVENT DAMAGE TO THE
UTILITIES.
Valves and specials are to be placed as specified by the Engineer and as shown on the
plans. An iron valve extension box and cover shall be furnished with each valve and shall
be placed by the contractor. All valves with an operating nut greater than 3' below grade
shall have an extended operator to bring the nut to 6" of finished grade.
The Contractor shall schedule his work to cause the least inconvenience to the public and
will maintain traffic at all times. He will be responsible for properly safeguarding the
public against accidents and shall save harmless the Owner and shall assume
responsibility for any suits or actions for damages of other lawsuits which may be
instituted against the Owner because of any incident arising from the construction.
Excavated materials shall be placed on one side of the trench, and when backfilling is
completed, all excess materials will be hauled off and the work shall be left in an
acceptable manner. Attention is called to the fact that under no conditions will the work
be accepted until completed and finished in a workmanlike manner.
H. Pressure Testing:
Before applying the specified test pressure, all piping shall be thoroughly flushed and all
air shall be expelled from the pipe. If outlets are not available at high places, the
Contractor shall make the necessary taps at points of highest elevations before the test
is made.
After installation and backfilling of the pressure mains, each section (as required by the
Engineer) of the pipeline system shall be subject to a hydrostatic pressure test as
scheduled below.
2-D-3

Pipe Description
Force Mains and Water Lines
Low Pressure Plant Piping (less than 20 feet of pressure
under normal operating conditions)
Air Piping
Test Pressure
150 psi - Hydrostatic
25 psi — Hydrostatic
15 psi — Air Pressure
Do not test against closed valves at pressures higher than the allowable seating pressure
for individual valves. Contractor may test open valves at pressures up to that specified
for the valve bodies. In sections of the line where the test pressure is greater than the
allowable seating pressures for the valves, the contractor shall provide temporary plugs
to test against. The Contractor shall provide temporary plugs or caps on all lines that do
not have valves on the ends of the lines.
Tests may be made of isolated portions of the piping (valve to valve) unless directed
otherwise by the Engineer. Any revisions made in the piping systems will subsequently
necessitate retesting of the affected portions of the system.
The hydrostatic test pressure shall be maintained in the section tested for a period of 3
hours. Allowable leakage in the 3-hour period shall not exceed the volumes listed in the
Table below.
PIPE DIAMETER
(INCHES)
LEAKAGE PER 1000 FEET
(GALLONS PER HOUR)
2 and less
.16
3
.24
4
.32
6
.47
8
.63
10
.80
12
.94
14
1.10
16
1.26
The hydrostatic test shall be conducted by the Contractor under the Engineer's
observation. Any defective material causing excessive leakage shall be repaired or
replaced and the test repeated until successful.
Air test pressure shall be maintained for a period of 3 minutes with no detectable loss of
pressure at the end of the test period.
I. Protecting Open Pipelines:
All buried pressure pipes installed under this contract shall be thoroughly blocked against
access to the pipe of any water from extraneous sources, any vermin, animals, mud, silt
2-D-4

or other deleterious materials by installation of plugs designed for that purpose at every
pipe end at all times when the pipe ending is not attended by contractor personnel.
1. Disinfection (Potable water line only)
After pressure testing, the new water lines are to be disinfected in accordance with AWWA
specifications C601, as specified herein. The water lines are to be flushed thoroughly to
remove all dirt and debris, which may have collected in the line. After flushing has been
completed, the pipelines shall be tapped on top at a point furthest from the point that
the lines are to be filled with water. The valve at the end of the line shall then be closed,
and the valve between the new water line and the existing system opened slightly to
allow the water to enter the new pipe slowly. Chlorine is then to be applied under
pressure by an ejector pump (or equal) to the water entering the new pipeline. Chlorine
will be added in sufficient quantities to give an overall chlorine residual to the water of at
least 50 parts per million. The pipeline is to be valved off and the chlorinated water
allowed to remain in the line for 24 hours. At the end of this period, the pipeline is to be
thoroughly flushed until no evidence of chlorine exists as determined by the Ortho-
Toluidine Test.
End Section 2-D
2-D-5

DIVISION 2 - SITE WORK
2-M: EROSION CONTROL AND GRASSING
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation, complete, of all
Erosion Control and Grassing as shown on drawings and as specified, in accordance with
provisions of the contract documents and completely coordinated with that of all other
trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of
this work.
B. Quality Standards:
The Contractor shall utilize the best materials available and shall complete all work in
accordance with Sedimentation and Pollution Control Act, and these specifications.
C. Approvals:
The disturbed area for The Briar Chapel Wastewater Treatment Plant Project will exceed
the threshold area to require an erosion control permit. Therefore a permit has been
obtained from Chatham County. The Contractor will be bound by the conditions of that
permit. The project construction plans include erosion control measures that the
Contractor will be required to install to prevent silt and mud from leaving the project site.
The plans and these specifications delineate the disturbed areas, show general erosion
control methods to be utilized by the Contractor to prevent sedimentation, and describe
the seeding requirements. The Construction plans show temporary and permanent
erosion control devices in locations where it is anticipated they will be required. The
devices shown on the plans and specified must be provided as a minimum. However, in
bidding this project, the Bidder acknowledges that he has inspected the site and proposed
disturbed areas, has reviewed the erosion control plan and specifications, has determined
if any additional measures will be required due to the requirements of his proposed
construction, and has included those in the bid.
Further, the Bidder acknowledges and agrees that his construction will be inspected by
representatives of Chatham County and the Engineer periodically, and that any
inadequate measures will be corrected to the satisfaction of the County and Engineer at
the Contractor's expense.
The Bidder shall include in his bid the cost of the measures shown on the plans, and the
cost of all additional measures that he determines will be necessary to maintain sediment
and erosion control throughout the construction of the project. In summary, the Bidder
will be responsible for the provision and maintenance of all erosion control measures as
2-M-1

required throughout the construction period, and the Bidder will be compensated for all
erosion control measures by his original bid.
D. Submittals:
The Contractor shall submit data on the suppliers of all materials to be used in this project,
germination results, seed content, etc.
Submit written approval of erosion control plan prior to beginning construction.
E. Product Delivery, Storage, and Handling:
Units shall be delivered and stored in a manner to provide full protection to all materials
until ready for use.
F. Job Conditions:
Verify suitability and condition of all areas to receive grassing.
G. Erosion Control - General:
Contractor to take all precautions to avoid excessive siltation of nearby watercourses
during the construction of this project. The erosion control used shall comply with the
rules and regulations set forth in the latest editions of the North Carolina Administrative
Code, Title 15, Chapter 4, "Sedimentation Control", and the "Erosion and Sediment
Control Planning and Design Manual", available through the NC Division of Energy,
Mineral, and Land Resources. Contractor to refer to notes on plans regarding erosion
control. Temporary measures will be required as shown and described on the plans.
Temporary measures shall remain in place until further possibility of stream siltation has
passed at which time all temporary measures will be removed by the Contractor.
Permanent measures will be required as shown and described on the plans. The
Contractor shall be responsible for maintenance of the permanent measures until the
completion and acceptance of the project.
H. Methods and Measures:
The following list of methods and measures for sediment controls should be considered
and implemented by the Contractor:
1. Plan buffer zone erosion control measures in advance.
2. Install preliminary controls in advance or concurrent with clearing and
grubbing.
3. Prohibit pumping of ditches directly into any stream or lake. Provide settling
basins.
4. Require excavated materials to be piled uphill from ditch - NOT on stream
side of ditch.
5. Protect backfill material against accelerated erosion.
2-M-2

6. Tamp, seed and mulch as rapidly as possible after line is installed and/or
grading is finished.
7. Maintain buffer zone protection until area is stabilized.
I. Grassing:
All unpaved areas disturbed by cause of construction under this project shall be seeded,
fertilized and mulched under this contract. Preparation of seedbed and application of
fertilizer, seed and mulch shall be performed in accordance with N. C. Board of
Transportation Standard Specifications. Type of seed to be used as well as application
rates per 100 square yards of seed, fertilizer, and limestone shall vary seasonally
according to the following table:
August 15 to February 15
2.5lbs. Fescue
25 lbs. Fertilizer (5-10-10)
80lbs. Limestone
1 Bale Per 400 S.F. Mulch
2 Gallons Emulsified Asphalt to anchor 400 S.F. Mulch
February 15 to Mav 15
2lbs. Fescue
1 lb. Korean or Kobe Lespedeza
25 lbs. Fertilizer (5-10-10)
80lbs. Limestone
1 Bale Per 400 S.F. Mulch
2 Gallons Emulsified Asphalt to anchor 400 S.F. Mulch
Mav 15 to September 1
11b.
Fescue
1-1/2 lbs.
Korean or Kobe Lespedeza
1/2 lb.
Sudan Grass
25 lbs.
Fertilizer (5-10-10)
80lbs.
Limestone
1 Bale Per 400 S.F. Mulch
1 Gallon Emulsified Asphalt to anchor 400 S.F. Mulch
On slopes 2:1 or steeper, add 1/2 lb. Sericea Lespedeza/100 S.Y.
If Contractor seeds outside the planting season, Contractor retains responsibility to obtain
coverage. Plant temporary cover, if necessary, and reseed during planting season after
discing under the temporary cover.
2-M-3

Contractor may submit an alternative permanent seed mixture for consideration by the
Engineer, if the Contractor believes the alternative mix will provide a more viable
permanent stand of grass for this specific project.
Mulch shall be uniformly spread by hand or by approved mechanical spreaders or blowers
which will provide an acceptable application. An acceptable application will be that which
will allow some sunlight to penetrate and air to circulate, but also partially shade the
ground, reduce erosion and conserve soil moisture.
Contractors should include in their bid amounts repair seed to repair those areas which
fail to stabilize after initial seeding.
1. Silt Fences:
Post: Steel posts shall be 5' in height and be of the self -fastener angle steel type.
Post shall be spaced at 10' maximum or as required by the Engineer.
Woven Wire: Woven wire fencing shall conform to ASTM A116 for Class 3
galvanizing. Fabric shall be a minimum of 32" in width and shall have a minimum
of 6 line wires with 12" stay spacing. The top and bottom wires shall be 10 gage
while the intermediate wires shall be 12-1/2 gage. Wire fabric shall be fastened
to wood posts with not less than #9 wire staples 1-1/2" long.
Silt Fence Fabric: Silt fence fabric shall be synthetic fabric a minimum of 48" in
width. Install silt fences as shown on the detailed drawings and at locations
necessary to control siltation of adjacent areas.
K. Drainage Stone (Check) Dams:
Washed uniformly graded mixture of crushed stone or uncrushed gravel with 100%
passing a 1-1/2" sieve and not more than 5% passing a No. 4 sieve. NCDOT Standard
Size #5 or as acceptable to the Engineer. Back stone with rip rap as shown on the plans.
Use drainage stone dams as a temporary erosion control measure in ditches to limit or
reduce erosion. These dams shall be placed at intervals and heights such that flow is
restricted but flooding is avoided.
L. Mattina for Erosion Control:
Materials - General: Matting for erosion control shall be jute matting or excelsior
matting. Other acceptable material manufactured especially for erosion control,
such as products provided by North American Green or equal may be used when
approved by the Engineer in writing before being used or when listed on the
project plans. Matting for erosion control shall not be dyed, bleached, or otherwise
treated in a manner that will result in toxicity to vegetation.
2-M-4

Jute Matting: Jute Matting shall be of a uniform open plain weave of single jute
yarn, 48" in width plus or minus 1". The yarn shall be of a loosely twisted
construction and shall not vary in thickness by more than one-half its normal
diameter. There shall be 78 warp ends, plus or minus 2, per width of the matting;
41 weft ends, plus or minus 1, per linear yard; and the weight shall average 1.22
pounds per linear yard of the matting with a tolerance of plus or minus 5%.
Excelsior Matting: Excelsior matting shall be wood excelsior 48" in width plus or
minus 1", shall have a minimum thickness of 1/4", and the weight shall average
1.07 pounds per linear yard of the matting with a tolerance of plus or minus 5%.
The excelsior matting shall be covered on one side with a woven fabric consisting
of either twisted paper cord or cotton cord having a minimum mesh size of 1" x
1", and a maximum mesh size of 1-1/2" x 3".
Staples: Staples shall be machine made of No. 11 gage new steel wire formed in
a "U" shape. The size when formed shall not be less than 6" in length with a throat
of not less than 1" in width.
Matting Installation - General: Use matting on seeded areas where the slope is
steeper than 2 horizontal to 1 vertical (2:1 slope) and in ditches where the slope
is greater than 2% not otherwise protected by rip rap, etc., or on other areas as
requested by the Engineer.
Place matting immediately following seeding. The earth surface shall be smooth
and free from stones, clods, or debris which will prevent the contact of the matting
with the soil. Take care to preserve the required line, grade and cross section of
the area treated.
Unroll matting in the direction of the flow of water and without stretching so that
it will lie smoothly but loosely on the soil surface. Bury the up -channel or top of
slope end of each piece of matting in a narrow row trench at least 5" deep. Close
and firmly tamp the trench after the end of the matting is buried. Where one roll
of matting ends and a second roll begins, the end of the upper roll shall be brought
over the buried end of the second roll so that there will be a 4" to 6" overlap.
Construct check slots at each 50' longitudinally in the matting or as directed by the
Engineer. These slots shall be narrow trenches at least 5" deep. Fold over and
bury matting to the full depth of the trench, then close and firmly tamp trench.
Where 2 or more widths of matting are laid side by side, the overlap shall be at
least 4".
Place staples across matting ends, junctions, and check slots, placing same
approximately 10" apart.
Place staples 3' apart along the outer edges and down the center of each strip of
matting. Staple along lapped edges every 24" to 36".
2-M-5

When excelsior matting is used, the matting shall be installed with the fabric on
the top side.
After matting has been placed and stapling completed, the matting shall be rolled
with an approved roller to assure that it is in proper contact with the soil.
In the installation of erosion control matting on cut or fill slopes, the Engineer may
require adjustments in the trenching or stapling requirements to fit individual slope
conditions.
Maintain all matting until all work has been completed and accepted.
M. Plain Rip Rap:
Materials: Stone for plain rip rap shall conform to the NC DOT Standard
Specifications for Road and Structures, Section 942-1.
The stone shall be graded to meet the following requirements:
For Class 1 Rip Rap: Stone shall vary in weight from 5 to 200 pounds. At least
30% of the total weight of the rip rap shall be in individual pieces weighing a
minimum of 60 pounds each. Not more than 10% of the total weight of the rip
rap may be in individual pieces weighing less than 15 pounds each.
For Class 2 Rip Rap: Stone shall vary in weight from 25 to 250 pounds. At least
60% of the total weight of the rip rap shall be in individual pieces weighing a
minimum of 100 pounds each. Not more than 5% of the total weight of the rip rap
may be in individual pieces weighing less than 50 pounds each.
The use of broken concrete will not be permitted.
Preparation: Prepare subgrade to the required lines and grades as shown or
indicated on the drawings. Place any fill required in the subgrade to a density
equal to that of the surrounding area.
Filter: A filter blanket shall be placed on the subgrade or filter cloth to prevent soil
movement into or through the rip rap.
The filter blanket shall consist of properly graded sand, gravel, and stone, such as
drainage stone NCDOT #5, placed between the subgrade and rip rap. The filter
blanket shall be placed to a depth as shown on the drawings, but not less than 6"
deep. A filter cloth also shall be used when shown on the drawings, in addition to
the filter blanket.
Filter Cloth: The filter cloth shall be composed of strong rot -proof synthetic fibers
formed into a fabric of either the woven or nonwoven type. Either type of fabric
2-M-6

shall be free of any treatment or coating which might significantly alter its physical
properties after installation.
During all period of shipment and storage, the cloth shall be maintained, wrapped
in a heavy-duty protective covering to protect the fabric from direct sunlight
ultraviolet rays, mud, dirt, dust and debris.
The filter cloth shall have a puncture strength to withstand a minimum force of 80
lbs., in accordance with ASTM D751.
End Section 2-M
2-M-7

DIVISION 2 - SITE WORK
2-R: DUCTILE IRON PIPE AND FITTINGS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of all
ductile iron piping with all fittings, jointing materials, pipe hangers and supports, anchors,
rodding, blocking, encasement and other necessary appurtenances as shown on drawings
and as specified in accordance with provisions of the contract documents and completely
coordinated with that of all other trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances and devices incidental to or necessary for a sound,
secure, complete and compatible installation shall be furnished and installed as part of
this work.
B. Quality Standards:
Refer to the following standard references, which are incorporated into these standards
by reference, with respect to materials, tests, and physical parameters:
ANSI A21.4 (AWWA C104) Cement Mortar Lining for Ductile Iron Pipe and
Fittings for Water
ANSI A21.5 (AWWA C105) Polyethylene Encasement for Ductile Iron Pipe
Systems
ANSI A21.10 (AWWA C110) Ductile Iron and Gray Iron Fittings
ANSI A21.11 (AWWA C111) Rubber -Gasket Joints for Ductile Iron Pressure
Pipe and Fittings
ANSI A21.15 (AWWA C115) Flanged Gray -Iron and Ductile -Iron Pipe with
Threaded Flanges
ANSI A21.50 (AWWA C150) Thickness Design of Ductile Iron Pipe
ANSI A21.51 (AWWA C151) Ductile Iron Pipe, Centrifugally Cast, for Water
ANSI A21.53 (AWWA C153) Ductile Iron Compact Fittings
2-R-1

Provide all ductile iron pipe and fittings in full compliance with the above listed, applicable
standards.
C. Project Requirements for All Ductile Iron Pipe and Fittings:
Install all materials in accordance with these specifications and:
AWWA C600 Installation of Ductile Iron Water Mains and Their
Appurtenances
DIPRA Standards and Installation Recommendations
Provide class of pipe required for depth of bury and operating conditions.
All buried piping and fittings shall have an exterior asphaltic coating in accordance with
the above standards, unless otherwise noted.
All exterior abrasion marks shall be adequately patched and repaired.
All types of pipe joints shall be assembled in the field in accordance with the above
standards and the manufacturer's instructions.
Each length of pipe shall have, at minimum, the pipe class or designation, manufacturer's
name, nominal pipe size plainly and permanently printed on the exterior of the pipe.
All piping and fittings that will be exposed after installation shall be furnished with a rust
inhibitive shop primer unless otherwise noted. Contractor shall furnish information on the
primer to the Engineer, and shall be responsible for insuring compatibility of primer with
finish coating material. Refer to Division 9 of these specifications for the required coating
system for exposed ductile iron pipe and fittings.
D. Ductile Iron Fittings:
Ductile iron mechanical joint and flange fittings shall be manufactured in accordance with
the applicable AWWA standards previously listed. The mechanical joint fittings shall be
restrained with Ebba Iron Megalug restrained joint follower glands.
E. Ductile Iron Water Mains and Fittings:
Not Applicable to this Project.
F. Testing:
The Owner reserves the right to sample and test any pipe after delivery and to reject all
pipe represented by any sample that fails to comply with the specified requirements.
G. Cutting Procedures:
Cut pipe in a neat workmanlike manner that will not damage the pipe or interior liner
material. Use abrasive wheel cutters or saws to cut ductile iron. Make cuts square to
2-R-2

the centerline of pipe and then thoroughly clean and swab off all foreign matter. The cut
ends shall be beveled and freed of sharp edges after cutting.
H. Couplings.
Flanged Coupling Adaptor: Install flange adapters equal to Smith -Blair No. 913 or Dresser
Style 128. Use follower constructed of malleable iron conforming to ASTM A47-61, Grade
35018 or 32510 or ductile iron ASTM A536 through 12" with rolled steel used on larger
sizes. Gasket shall be specially compounded natural or GRS rubber with no reclaimed
materials. Use Buna-N gaskets.
Mechanical Joint Ductile Iron Sleeve: Furnish and install ductile iron mechanical joint
sleeves as required to join two plain end pipe sections. Fittings shall be in compliance
with AWWA C110 or C153, and C111, and shall be as manufactured by American Cast
Iron Pipe Co., US Pipe, or approved equal.
Compression Sleeve Coupling_ For joining pipes 3-inches in diameter and smaller, furnish
and install cast coupling compression sleeve type. Units shall be equal to Smith -Blair
Quantum Coupling 461, or approved equal.
Provide sleeves constructed of high-grade ductile iron ASTM A536. Ensure ends are
smooth inside tapered for uniform gasket seating. Provide flanges made of Ductile Iron
ASTM A536. Provide nitrile gaskets. Finish coating shall be fusion bonded epoxy. Nuts
and bolts shall be stainless steel.
I. Wall Pipes:
Wall pipes shall be manufactured of ductile iron, grade 60-42-10, in accordance with
AWWA C151. Flanges and Mechanical Joint bells shall be tapped for studs where noted
on the drawings. All wall pipes shall be furnished with a fabricated thrust/water stop collar
with 3600 fillet welds on both sides of the collar. All flanges shall be in conformance with
AWWA C110, C153, or C115. All mechanical joints shall comply with AWWA C111.
J. Submittals:
The Contractor shall submit manufacturer's data and certifications as required to
demonstrate compliance with the standards and specifications listed above.
End Section 2-R
2-R-3

Briar Chapel WWTP Expansion and Modifications
Chatham County, NC
SECTION 03100 - STRUCTURAL CONCRETE FORMWORK
PART GENERAL
1.1 DESCRIPTION
This section provides information regarding structural concrete formwork to be used for this project.
1.2 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SD-02 Shop Drawings
Formwork;
Drawings showing details of formwork, including dimensions of fiber voids, joints, supports, studding and shoring,
and sequence of form and shoring removal.
SD-03 Product Data
Design;
Design analysis and calculations for form design and methodology used in the design.
Form Materials;
Manufacturer's data including literature describing form materials, accessories, and form releasing agents.
Form Releasing Agents;
Manufacturer's recommendation on method and rate of application of form releasing agents.
SD-04 Samples
Fiber Voids;
One sample unit of fiber voids prior to installation of the voids.
1.3 DESIGN
Formwork shall be designed in accordance with methodology of ACI 347 for anticipated loads, lateral pressures,
and stresses. Forms shall be capable of producing a surface which meets the requirements of the class of finish
specified in Section 03300. Forms shall be capable of withstanding the pressures resulting from placement and
vibration of concrete.
1.4 STORAGE AND HANDLING
Fiber voids shall be stored above ground level in a dry location. Fiber voids shall be kept dry until installed and
overlaid with concrete.
STRUCTURAL CONCRETE FORMWORK 03100 - 1

Briar Chapel WWTP Expansion and Modifications
Chatham County, NC
PART2 PRODUCTS
2.1 FORM MATERIALS
2.1.1 Forms for Class A and Class B Finish
Forms for Class A and Class B finished surfaces shall be plywood panels conforming to DOC PS 1, Grade B-B
concrete form panels, Class I or 11. Other form materials or liners may be used provided the smoothness and
appearance of concrete produced will be equivalent to that produced by the plywood concrete form panels. Forms
for round columns shall be the prefabricated seamless type.
2.1.2 Forms for Class C Finish
Forms for Class C finished surfaces shall be shiplap lumber; plywood conforming to DOC PS 1, Grade B-B
concrete form panels, Class I or 11; tempered concrete form hardboard conforming to AHA Al35.4; other approved
concrete form material; or steel, except that steel lining on wood sheathing shall not be used. Forms for round
columns may have one vertical seam.
2.1.3 Forms for Class D Finish
Forms for Class D finished surfaces, except where concrete is placed against earth, shall be wood or steel or other
approved concrete form material.
2.1.4 Form Ties
Form ties shall be factory -fabricated metal ties, shall be of the removable or internal disconnecting or snap -off type,
and shall be of a design that will not permit form deflection and will not spall concrete upon removal. Solid backing
shall be provided for each tie. Except where removable tie rods are used, ties shall not leave holes in the concrete
surface less than 1/4 inch nor more than 1 inch deep and not more than 1 inch in diameter. Removable tie rods
shall be not more than 1/2 inches in diameter.
2.1.6 Form Releasing Agents
Form releasing agents shall be commercial formulations that will not bond with, stain or adversely affect concrete
surfaces. Agents shall not impair subsequent treatment of concrete surfaces depending upon bond or adhesion nor
impede the wetting of surfaces to be cured with water or curing compounds.
PART 3 EXECUTION
3.1 INSTALLATION
3.1.1 Formwork
Forms shall be mortar tight, properly aligned and adequately supported to produce concrete surfaces meeting the
surface requirements specified in Section 03300 and conforming to construction tolerance given in ACI 117
'Tolerance for Concrete Construction and Materials, unless noted otherwise. Where concrete surfaces are to have
a Class A or Class B finish, joints in form panels shall be arranged as approved. Where forms for continuous
surfaces are placed in successive units, the forms shall fit over the completed surface to obtain accurate alignment
of the surface and to prevent leakage of mortar. Forms shall not be reused if there is any evidence of surface wear
and tear or defects which would impair the quality of the surface. Surfaces of forms to be reused shall be cleaned
STRUCTURAL CONCRETE FORMWORK 03100 - 2

Briar Chapel WWTP Expansion and Modifications
Chatham County, NC
of mortar from previous concreting and of all other foreign material before reuse. Form ties that are to be
completely withdrawn shall be coated with a nonstaining bond breaker.
3.2 CHAMFERING
Except as otherwise shown, external corners that will be exposed shall be chamfered, beveled, or rounded by
moldings placed in the forms.
3.3 COATING
Forms for Class A and Class B finished surfaces shall be coated with a form releasing agent before the form or
reinforcement is placed in final position. The coating shall be used as recommended in the manufacturer's printed
or written instructions. Forms for Class C and D finished surfaces may be wet with water in lieu of coating
immediately before placing concrete, except that in cold weather with probable freezing temperatures, coating shall
be mandatory. Surplus coating on form surfaces and coating on reinforcing steel and construction joints shall be
removed before placing concrete.
3.4 REMOVAL OF FORMS
Forms shall be removed preventing injury to the concrete and ensuring the complete safety of the structure.
Formwork for columns, walls, side of beams and other parts not supporting the weight of concrete may be
removed when the concrete has attained sufficient strength to resist damage from the removal operation but not
before at least 24 hours has elapsed since concrete placement. Supporting forms and shores shall not be
removed from beams, floors and walls until the structural units are strong enough to carry their own weight and
any other construction or natural loads. Supporting forms or shores shall not be removed before the concrete
strength has reached 90 percent of design strength, as determined by field cured cylinders or other approved
methods. This strength shall be demonstrated by job -cured test specimens, and by a structural analysis
considering the proposed loads in relation to these test strengths and the strength of forming and shoring system.
The job -cured test specimens for form removal purposes shall be provided in numbers as directed and shall be in
addition to those required for concrete quality control. The specimens shall be removed from molds at the age of
24 hours and shall receive, insofar as possible, the same curing and protection as the structures they represent.
END OF SECTION 03100
STRUCTURAL CONCRETE FORMWORK 03100 - 3

Briar Chapel WWTP Expansion and Modifications
Chatham County, NC
SECTION 03150 - EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS
PART GENERAL
1.1 DESCRIPTION
This section provides information regarding expansion joints, contraction joints, and waterstops to be used for this
project.
1.2 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SD-02 Shop Drawings
Waterstops;
Shop drawings and fabrication drawings provided by the manufacturer or prepared by the Contractor.
SD-03 Product Data
Preformed Expansion Joint Filler;
Sealant;
Waterstops;
Manufacturer's literature, including safety data sheets, for preformed fillers and the lubricants used in their
installation; field -molded sealants and primers (when required by sealant manufacturer); preformed compression
seals; and waterstops.
Manufacturer's recommended instructions for installing preformed fillers, field -molded sealants; preformed
compression seals; and waterstops; and for splicing non-metallic waterstops.
SD-04 Samples
Lubricant for Preformed Compression Seals;
Specimens identified to indicate the manufacturer, type of material, size and quantity of material, and shipment or
lot represented. Each sample shall be a piece not less than 9 ft of 1-inch nominal width or wider seal or a piece
not less than 12 ft of compression seal less than 1-inch nominal width. One quart of lubricant shall be provided.
Field -Molded Type;
One gallon of field -molded sealant and one quart of primer (when primer is recommended by the sealant
manufacturer) identified to indicate manufacturer, type of material, quantity, and shipment or lot represented.
Non-metallic Materials;
Specimens identified to indicate manufacturer, type of material, size, quantity of material, and shipment or lot
represented. Each sample shall be a piece not less than 12-inch-long cut from each 200 ft of finished waterstop
furnished, but not less than a total of 4 ft of each type, size, and lot furnished. One splice sample of each size and
type for every 50 splices made in the factory and every 10 splices made at the job site. The splice samples shall be
EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS 03150 -1

Briar Chapel WWTP Expansion and Modifications
Chatham County, NC
made using straight run pieces with the splice located at the mid -length of the sample and finished as required for
the installed waterstop. The total length of each splice shall be not less than 12 inches long.
SD-07 Certificates
Preformed Expansion Joint Filler;
Sealant;
Waterstops;
Certificates of compliance stating that the joint filler and sealant materials and waterstops conform to the
requirements specified.
1.3 DELIVERY AND STORAGE
Material delivered and placed in storage shall be stored off the ground and protected from moisture, dirt, and other
contaminants. Sealants shall be delivered in the manufacturer's original unopened containers. Sealants whose
shelf life has expired shall be removed from the site.
PART2 PRODUCTS
2.1 CONTRACTION JOINT STRIPS
Contraction joint strips shall be 1/8-inch-thick tempered hardboard conforming to AHA A135.4, Class 1. In lieu of
hardboard strips, rigid polyvinylchloride (PVC) or high impact polystyrene (HIPS) insert strips specifically designed
to induce controlled cracking in slabs on grade may be used. Such insert strips shall have removable top section.
2.2 PREFORMED EXPANSION JOINT FILLER
Expansion joint filler shall be preformed material conforming to ASTM D 1751or ASTM D 1752. Unless otherwise
indicated, filler material shall be 3/8-inch-thick and of a width applicable for the joint formed. Backer material, when
required, shall conform to ASTM D 5249.
2.3 SEALANT
Joint sealant shall conform to the following:
2.3.1 Preformed Polychloroprene Elastomeric Type
ASTM D 2628.
2.3.2 Lubricant for Preformed Compression Seals
ASTM D 2835.
2.3.3 Hot -Poured Type
ASTM D 6690 tested in accordance with ASTM D 1191.
2.3.4 Field -Molded Type
EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS 03150 - 2

Briar Chapel WWTP Expansion and Modifications
Chatham County, NC
ASTM C 920, Type M for horizontal joints or Grade NS for vertical joints, Class 25, and Use NT. Bond breaker
material shall be polyethylene tape, coated paper, metal foil or similar type materials. The back-up material shall be
compressible, non -shrink, nonreactive with sealant, and non -absorptive material type such as extruded butyl or
polychloroprene rubber.
2.4 WATERSTOPS
Intersection and change of direction waterstops shall be shop fabricated.
2.4.1 Non -Metallic Materials
Non-metallic waterstops shall be manufactured from a prime virgin resin; reclaimed material is not acceptable. The
compound shall contain plasticizers, stabilizers, and other additives to meet specified requirements. Rubber
waterstops shall conform to COE CRD-C 513. Polyvinylchloride waterstops shall conform to COE CRD-C 572.
Thermoplastic elastomeric rubber waterstops shall conform to ASTM D 471.
2.4.2 Non -Metallic Hydrophilic
Swellable strip type compound of polymer modified chloroprene rubber that swells upon contact with water shall
conform to ASTM D 412 as follows: Tensile strength 420 psi minimum; ultimate elongation 600 percent minimum.
Hardness shall be 50 minimum on the type A durometer and the volumetric expansion ratio in distilled water at 70
degrees F shall be 3 to 1 minimum.
2.4.3 Preformed Plastic Adhesive
Preformed plastic adhesive waterstops shall be produced from blends of refined hydrocarbon resins and
plasticizing compounds reinforced with inert mineral filler, and shall contain no solvents, asbestos, irritating fumes
or obnoxious odors. The compound shall not depend on oxidizing, evaporating, or chemical action for its adhesive
or cohesive strength.
2.4.3.1 Chemical Composition
The chemical composition of the sealing compound shall meet the requirements shown below:
PERCENT BY WEIGHT
COMPONENT MIN. MAX. TEST
Bitumen (Hydrocarbon plastic) 50 70 ASTM D 4
Inert Mineral Filler 30 50 AASHTO T 111
Volatile Matter 2 ASTM D 6
2.4.3.2 Adhesion Under Hydrostatic Pressure
The sealing compound shall not leak at the joints for a period of 24 hours under a vertical 6-foot head pressure. In
a separate test, the sealing compound shall not leak under a horizontal pressure of 10 psi which is reached by
slowly applying increments of 2 psi every minute.
EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS 03150 - 3

Briar Chapel WWTP Expansion and Modifications
Chatham County, NC
2.4.3.3 Sag of Flow Resistance
Sagging shall not be detected when tested as follows: Fill a wooden form 1 inch wide and 6 inches long flush with
sealing compound and place in an oven at 135 degrees F in a vertical position for 5 days.
2.4.3.4 Chemical Resistance
The sealing compound when immersed separately in a 5% solution of caustic potash, a 5% solution of hydrochloric
acid, 5% solution of sulfuric acid and a saturated hydrogen sulfide solution for 30 days at ambient room
temperature shall show no visible deterioration.
PART 3 EXECUTION
3.1 JOINTS
Joints shall be installed at locations indicated and as authorized.
3.1.1 Contraction Joints
Contraction joints may be constructed by inserting tempered hardboard strips or rigid PVC or HIPS insert strips into
the plastic concrete using a steel parting bar, when necessary, or by cutting the concrete with a saw after concrete
has set. Joints shall be approximately 1/8-inch-wide and shall extend into the slab one-fourth the slab thickness,
minimum, but not less than 1 inch.
3.1.1.1 Joint Strips
Strips shall be of the required dimensions and as long as practicable. After the first floating, the concrete shall be
grooved with a tool at the joint locations. The strips shall be inserted in the groove and depressed until the top
edge of the vertical surface is flush with the surface of the slab. The slab shall be floated and finished as specified.
Working of the concrete adjacent to the joint shall be the minimum necessary to fill voids and consolidate the
concrete. Where indicated, the top portion of the strip shall be sawed out after the curing period to form a recess
for sealer. The removable section of PVC or HIPS strips shall be discarded and the insert left in place. True
alignment of the strips shall be maintained during insertion.
3.1.1.2 Sawed Joints
Joint sawing shall be early enough to prevent uncontrolled cracking in the slab, but late enough that this can be
accomplished without appreciable spalling. Concrete sawing machines shall be adequate in number and power,
and with sufficient replacement blades to complete the sawing at the required rate. Joints shall be cut to true
alignment and shall be cut in sequence of concrete placement. Sludge and cutting debris shall be removed.
3.1.2 Expansion Joints
Preformed expansion joint filler shall be used in expansion and isolation joints in slabs around columns and
between slabs on grade and vertical surfaces where indicated. The filler shall extend the full slab depth, unless
otherwise indicated. The edges of the joint shall be neatly finished with an edging tool of 1/8 inch radius, except
where a resilient floor surface will be applied. Where the joint is to receive a sealant, the filler strips shall be
installed at the proper level below the finished floor with a slightly tapered, dressed and oiled wood strip temporarily
secured to the top to form a recess to the size shown on the drawings. The wood strip shall be removed after the
concrete has set. Contractor may opt to use a removable expansion filler cap designed and fabricated for this
purpose in lieu of the wood strip. The groove shall be thoroughly cleaned of laitance, curing compound, foreign
EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS 03150 - 4

Briar Chapel WWTP Expansion and Modifications
Chatham County, NC
materials, protrusions of hardened concrete, and any dust which shall be blown out of the groove with oil -free
compressed air.
3.1.3 Joint Sealant
Sawed contraction joints and expansion joints in slabs shall be filled with joint sealant, unless otherwise shown.
Joint surfaces shall be clean, dry, and free of oil or other foreign material which would adversely affect the bond
between sealant and concrete. Joint sealant shall be applied as recommended by the manufacturer of the sealant.
3.1.3.1 Joints with Preformed Compression Seals
Compression seals shall be installed with equipment capable of installing joint seals to the prescribed depth
without cutting, nicking, twisting, or otherwise distorting or damaging the seal or concrete and with no more than 5
percent stretching of the seal. The sides of the joint and, if necessary, the sides of the compression seal shall be
covered with a coating of lubricant. Buttjoints shall be coated with liberal applications of lubricant.
3.1.3.2 Joints with Field -Molded Sealant
Joints shall not be sealed when the sealant material, ambient air, or concrete temperature is less than 40 degrees
F. When the sealants are meant to reduce the sound transmission characteristics of interior walls, ceilings, and
floors the guidance provided in ASTM C 919 shall be followed. Joints requiring a bond breaker shall be coated with
curing compound or with bituminous paint. Bond breaker and back-up material shall be installed where required.
Joints shall be primed and filled flush with joint sealant in accordance with the manufacturer's recommendations.
3.2 WATERSTOPS, INSTALLATION AND SPLICES
Waterstops shall be installed at the locations shown to form a continuous water -tight diaphragm. Adequate
provision shall be made to support and completely protect the waterstops during the progress of the work. Any
waterstop punctured or damaged shall be repaired or replaced. Exposed waterstops shall be protected during
application of form release agents to avoid being coated. Suitable guards shall be provided to protect exposed
projecting edges and ends of partially embedded waterstops from damage when concrete placement has been
discontinued. Splices shall be made by certified trained personnel using approved equipment and procedures.
3.2.1 Non -Metallic
Fittings shall be shop made using a machine specifically designed to mechanically weld the waterstop. A miter
guide, proper fixturing (profile dependant), and portable power saw shall be used to miter cut the ends to be joined
to ensure good alignment and contact between joined surfaces. The splicing of straight lengths shall be done by
squaring the ends to be joined. Continuity of the characteristic features of the cross section of the waterstop (ribs,
tabular center axis, protrusions, etc.) shall be maintained across the splice.
3.2.1.1 Rubber Waterstop
Splices shall be vulcanized or shall be made using cold bond adhesive as recommended by the manufacturer.
Splices for TPE-R shall be as specified for PVC.
3.2.1.2 Polyvinyl Chloride Waterstop
Splices shall be made by heat sealing the adjacent waterstop edges together using a thermoplastic splicing iron
utilizing a non-stick surface specifically designed for waterstop welding. The correct temperature shall be used to
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sufficiently melt without charring the plastic. The spliced area, when cooled, shall show no signs of separation,
holes, or other imperfections when bent by hand in as sharp an angle as possible.
3.2.1.3 Quality Assurance
Edge welding will not be permitted. Centerbulbs shall be compressed or closed when welding to non-centerbulb
type. Waterstop splicing defects which are unacceptable include, but are not limited to the following: 1) Tensile
strength less than 80 percent of parent section. 2) Free lap joints. 3) Misalignment of centerbulb, ribs, and end
bulbs greater than 1/16 inch. 4) Misalignment which reduces waterstop cross section more than 15 percent. 5)
Bond failure at joint deeper than 1/16 inch or 15 percent of material thickness. 6) Misalignment of waterstop splice
resulting in misalignment of waterstop in excess of 1/2 inch in 10 feet. 7) Visible porosity in the weld area, including
pin holes. 8) Charred or burnt material. 9) Bubbles or inadequate bonding. 10) Visible signs of splice separation
when cooled splice is bent by hand at a sharp angle.
3.2.2 Non -Metallic Hydrophilic Waterstop Installation
Ends to be joined shall be miter cut with sharp knife or shears. The ends shall be adhered with cyanoacrylate
(super glue) adhesive. When joining hydrophilic type waterstop to PVC waterstop, the hydrophilic waterstop shall
be positioned as shown on the drawings. A liberal amount of a single component hydrophilic sealant shall be
applied to the junction to complete the transition.
3.2.3 Preformed Plastic Adhesive Installation
The installation of preformed plastic adhesive waterstops shall be a prime, peel, place and pour procedure. Joint
surfaces shall be clean and dry before priming and just prior to placing the sealing strips. The end of each strip
shall be spliced to the next strip with a 1-inch overlap; the overlap shall be pressed firmly to release trapped air.
During damp or cold conditions, the joint surface shall be flashed with a safe, direct flame to warm and dry the
surface adequately; the sealing strips shall be dipped in warm water to soften the material to achieve maximum
bond to the concrete surface.
3.3 CONSTRUCTION JOINTS
Construction joints are specified in Section 03300 except that construction joints coinciding with expansion and
contraction joints shall be treated as expansion or contraction joints as applicable.
END OF SECTION 03150
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SECTION 03200 - CONCRETE REINFORCEMENT
PART GENERAL
1.1 DESCRIPTION
This section provides information regarding concrete reinforcement to be used for this project.
1.2 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SD-02 Shop Drawings
Reinforcement;
Detail drawings showing reinforcing steel placement, schedules, sizes, grades, and splicing and bending details.
Drawings shall show support details including types, sizes and spacing.
SD-03 Product Data
Welding;
A list of qualified welder's names.
SD-07 Certificates
Reinforcing Steel;
Certified copies of mill reports attesting that the reinforcing steel furnished contains no less than 25 percent
recycled scrap steel and meets the requirements specified herein, prior to the installation of reinforcing steel.
1.3 WELDING
Welders shall be qualified in accordance with AWS D1.4. Qualification test shall be performed at the worksite and
the Contractor shall notify the Engineer 24 hours prior to conducting tests. Special welding procedures and welders
qualified by others may be accepted as permitted by AWS D1.4.
1.4 DELIVERY AND STORAGE
Reinforcement and accessories shall be stored off the ground on platforms, skids, or other supports.
PART2 PRODUCTS
2.1 DOWELS
Dowels shall conform to ASTM A 675/A 675M, Grade 80. Steel pipe conforming to ASTM A 53, Type E or S,
Grade B, may be used as dowels provided the ends are closed with metal or plastic inserts or with mortar.
2.2 FABRICATED BAR MATS
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Fabricated bar mats shall conform to ASTM A 184/A 184M.
2.3 REINFORCING STEEL
Reinforcing steel shall be deformed bars conforming to ASTM A 615/A 615M or ASTM A 706/A 706M, grades and
sizes as indicated. Cold drawn wire used for spiral reinforcement shall conform to ASTM A 82. In highly corrosive
environments or when directed by the Engineer, reinforcing steel shall conform to ASTM A 767/A 767M or ASTM A
775/A 775M as appropriate.
2.4 WELDED WIRE FABRIC
Welded wire fabric shall conform to ASTM A 185 or ASTM A 497. When directed by the Engineer for special
applications, welded wire fabric shall conform to ASTM A 884/A 884M.
2.5 WIRE TIES
Wire ties shall be 16 gauge or heavier black annealed steel wire.
2.6 SUPPORTS
Bar supports for formed surfaces shall be designed and fabricated in accordance with CRSI MSP-1 and shall be
steel or precast concrete blocks. Precast concrete blocks shall have wire ties and shall be not less than 4 inches
square when supporting reinforcement on ground. Precast concrete block shall have compressive strength equal
to that of the surrounding concrete. Where concrete formed surfaces will be exposed to weather or where surfaces
are to be painted, steel supports within 1/2 inch of concrete surface shall be galvanized, plastic protected or of
stainless steel. Concrete supports used in concrete exposed to view shall have the same color and texture as the
finish surface. For slabs on grade, supports shall be precast concrete blocks, plastic coated steel fabricated with
bearing plates, or specifically designed wire -fabric supports fabricated of plastic.
2.7 SYNTHETIC FIBER REINFORCEMENT
Synthetic fiber shall be polypropylene with a denier less than 100 and a nominal fiber length of 2 inches.
PART 3 EXECUTION
3.1 REINFORCEMENT
Reinforcement shall be fabricated to shapes and dimensions shown and shall conform to the requirements of ACI
318/318R. Reinforcement shall be cold bent unless otherwise authorized. Bending may be accomplished in the
field or at the mill. Bars shall not be bent after embedment in concrete. Safety caps shall be placed on all exposed
ends of vertical concrete reinforcement bars that pose a danger to life safety. Wire tie ends shall face away from
the forms.
3.1.1 Placement
Reinforcement shall be free from loose rust and scale, dirt, oil, or other deleterious coating that could reduce bond
with the concrete. Reinforcement shall be placed in accordance with ACI 318/318R at locations shown plus or
minus one bar diameter. Reinforcement shall not be continuous through expansion joints and shall be as indicated
through construction or contraction joints. Concrete coverage shall be as indicated or as required by ACI
318/318R. If bars are moved more than one bar diameter to avoid interference with other reinforcement, conduits
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or embedded items, the resulting arrangement of bars, including additional bars required to meet structural
requirements, shall be approved before concrete is placed.
3.1.2 Splicing
Splices of reinforcement shall conform to ACI 318/318R and shall be made only as required or indicated. Splicing
shall be by lapping or by mechanical or welded butt connection; except that lap splices shall not be used for bars
larger than No. 11 unless otherwise indicated. Welding shall conform to AWS D1.4. Welded butt splices shall be
full penetration butt welds. Lapped bars shall be placed in contact and securely tied or spaced transversely apart to
permit the embedment of the entire surface of each bar in concrete. Lapped bars shall not be spaced farther apart
than one -fifth the required length of lap or 6 inches. Mechanical butt splices shall be in accordance with the
recommendation of the manufacturer of the mechanical splicing device. Butt splices shall develop 125 percent of
the specified minimum yield tensile strength of the spliced bars or of the smaller bar in transition splices. Bars shall
be flame dried before butt splicing. Adequate jigs and clamps or other devices shall be provided to support, align,
and hold the longitudinal centerline of the bars to be butt spliced in a straight line.
3.2 WELDED -WIRE FABRIC PLACEMENT
Welded -wire fabric shall be placed in slabs as indicated. Fabric placed in slabs on grade shall be continuous
between expansion, construction, and contraction joints. Fabric placement at joints shall be as indicated. Lap
splices shall be made in such a way that the overlapped area equals the distance between the outermost
crosswires plus 2 inches. Laps shall be staggered to avoid continuous laps in either direction. Fabric shall be wired
or clipped together at laps at intervals not to exceed 4 feet. Fabric shall be positioned by the use of supports.
3.3 DOWEL INSTALLATION
Dowels shall be installed in slabs on grade at locations indicated and at right angles to joint being doweled. Dowels
shall be accurately positioned and aligned parallel to the finished concrete surface before concrete placement.
Dowels shall be rigidly supported during concrete placement. One end of dowels shall be coated with a bond
breaker.
3.4 SYNTHETIC FIBER REINFORCED CONCRETE
Fiber reinforcement shall be added to the concrete mix in accordance with the applicable sections of ASTM C 1116
and the recommendations of the manufacturer, and in an amount of 0.1 percent by volume.
3.5 SPECIAL INSPECTION AND TESTING FOR SEISMIC -RESISTING SYSTEMS
Special inspections and testing for seismic -resisting systems and components shall be done in accordance with
the specifications.
END OF SECTION 03200
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SECTION 03300 - CAST -IN -PLACE STRUCTURAL CONCRETE
PART GENERAL
1.1 DESCRIPTION
This section provides information regarding cast -in -place structural concrete to be used for this project.
1.2 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SD-03 Product Data
Mixture Proportions;
The results of trial mixture design studies along with a statement giving the maximum nominal coarse aggregate
size and the proportions of ingredients that will be used in the manufacture of each strength or class of concrete, at
least 14 days prior to commencing concrete placing operations. Aggregate weights shall be based on the saturated
surface dry condition. The statement shall be accompanied by test results from an approved independent
commercial testing laboratory, showing that mixture design studies have been made with materials proposed for
the project and that the proportions selected will produce concrete of the qualities indicated. No substitutions shall
be made in the materials used in the mixture design studies without additional tests to show that the quality of the
concrete is satisfactory.
Dry Shake Finish;
Manufacturer's written instructions on application of dry shake material 15 days prior to start of construction.
SD-04 Samples
Surface Retarder;
Sample of surface retarder material with manufacturer's instructions for application in conjunction with air -water
cutting.
SD-06 Test Reports
Testing and Inspection for Contractor Quality Control;
Certified copies of laboratory test reports, including mill tests and all other test data, for portland cement, blended
cement, pozzolan, ground granulated blast furnace slag, silica fume, aggregate, admixtures, and curing compound
proposed for use on this project.
SD-07 Certificates
Qualifications;
Written documentation for Contractor Quality Control personnel. Certification of cement and/or aggregate alkalinity.
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1.3 QUALIFICATIONS
Contractor Quality Control personnel assigned to concrete construction shall be American Concrete Institute (ACI)
Certified Workmen in one of the following grades or shall have written evidence of having completed similar
qualification programs:
Concrete Field -Testing Technician, Grade I
Concrete Laboratory Testing Technician, Grade I or II
Concrete Construction Inspector, Level 11
Concrete Transportation Construction Inspector or Reinforced Concrete Special Inspector, Jointly certified by
American Concrete Institute (ACI), Building Official and Code Administrators International (BOCA), International
Conference of Building Officials (ICBO), and Southern Building Code Congress International (SBCCI).
The foreman or lead journeyman of the flatwork finishing crew shall have similar qualification for ACI Concrete
Flatwork Technician/Finisher or equal, with written documentation.
1.4 FIELD TEST PANELS
Field test panels shall be constructed prior to beginning of work using the materials and procedures proposed for
use on the job, to demonstrate the results to be attained. The quality and appearance of each panel shall be
subject to the approval of the Engineer, and, if not judged satisfactory, additional panels shall be constructed until
approval is attained. Formed or finished surfaces in the completed structure shall match the quality and
appearance of the approved field example.
1.4.1 Sample Wall Panels
One sample panel at least 4 feet by 5 feet and 6 inches thick shall be constructed to demonstrate Class A formed
finish and a similar one for Class B formed finish. Panels shall be located on site. Each panel shall include a full
length and full width joint line and shall have at least two voids each at least 12 inches by 12 inches by 3 inches
deep either impressed in the concrete as placed or chipped in the hardened concrete. After the concrete is 7 days
old, the voids shall be patched to demonstrate the effectiveness and the appearance of the Contractor's repair
procedures.
1.4.2 Slab Panels
A slab panel at least 4 feet by 5 feet and 4 inches thick shall be constructed to demonstrate exposed aggregate
slab finish and a similar panel for extra high-class slab finish. Panels shall be located on site. Each panel shall
have a full-length joint line.
1.5 SPECIAL REQUIREMENTS
A pre -installation meeting with the Engineer will be required at least 10 days prior to start of construction on the
water containment structures. The Contractor shall be responsible for calling the meeting; the Project
Superintendent and active installation personnel shall be present.
1.6 GENERAL REQUIREMENTS
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1.6.1 Tolerances
Except as otherwise specified herein, tolerances for concrete batching, mixture properties, and construction as well
as definition of terms and application practices shall be in accordance with ACI 117/117R. Level and grade
tolerance measurements of slabs shall be made as soon as possible after finishing; when forms or shoring are
used, the measurements shall be made prior to removal.
1.6.2 Strength Requirements and w/c Ratio
1.6.2.1 Strength Requirements
Specified compressive strength (fc) shall be as follows:
COMPRESSIVE STRENGTH STRUCTURE OR PORTION OF STRUCTURE
4500 psi at 28 days Water Containment Structures; Pile Caps; Pavements;
Building Floor Slabs, Beams, Columns, Walls
3000 psi at 28 days Pipe Encasements, Sidewalks
Concrete slabs on -grade shall have a 28-day flexural strength of 475 psi. Concrete made with high -early strength
cement shall have a 7-day strength equal to the specified 28-day strength for concrete made with Type I or II
portland cement. Compressive strength shall be determined in accordance with ASTM C 39/C 39M. Flexural
strength shall be determined in accordance with ASTM C 78.
Evaluation of Concrete Compressive Strength. Compressive strength specimens (6 by 12-inch cylinders)
shall be fabricated by the Contractor and laboratory cured in accordance with ASTM C 31/C 31M and
tested in accordance with ASTM C 39/C 39M. The strength of the concrete will be considered satisfactory
so long as the average of all sets of three consecutive test results equals or exceeds the specified
compressive strength fc and no individual test result falls below the specified strength fc by more than
500 psi. A "test" is defined as the average of two companion cylinders, or if only one cylinder is tested, the
results of the single cylinder test. Additional analysis or testing, including taking cores and/or load tests
may be required at the Contractor's expense when the strength of the concrete in the structure is
considered potentially deficient.
Investigation of Low -Strength Compressive Test Results. When any strength test of standard -cured test
cylinders falls below the specified strength requirement by more than 500 psi or if tests of field -cured
cylinders indicate deficiencies in protection and curing, steps shall be taken to assure that the load -
carrying capacity of the structure is not jeopardized. When the strength of concrete in place is considered
potentially deficient, cores shall be obtained and tested in accordance with ASTM C 42/C 42M. At least
three representative cores shall be taken from each member or area of concrete in place that is
considered potentially deficient. The location of cores will be determined by the Engineer to least impair
the strength of the structure. Concrete in the area represented by the core testing will be considered
adequate if the average strength of the cores is equal to at least 85 percent of the specified strength
requirement and if no single core is less than 75 percent of the specified strength requirement. Non-
destructive tests (tests other than test cylinders or cores) shall not be used as a basis for acceptance or
rejection. The Contractor shall perform the coring and repair the holes. Cores will be tested by the Owner.
Load Tests. If the core tests are inconclusive or impractical to obtain or if structural analysis does not
confirm the safety of the structure, load tests may be directed by the Engineer in accordance with the
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requirements of ACI 318/318R. Concrete work evaluated by structural analysis or by results of a load test
as being understrength shall be corrected in a manner satisfactory to the Engineer. All investigations,
testing, load tests, and correction of deficiencies shall be performed by and at the expense of the
Contractor and must be approved by the Engineer, except that if all concrete is found to be in compliance
with the drawings and specifications, the cost of investigations, testing, and load tests will be at the
expense of the Owner.
Evaluation of Concrete Flexural Strength. Flexural strength specimens (beams) shall be fabricated by the
Contractor and laboratory cured in accordance with ASTM C 31/C 31M and tested in accordance with
ASTM C 78. The strength of the concrete will be considered satisfactory so long as the average of all sets
of three consecutive test results equals or exceeds the specified flexural strength and no individual test
result falls below the specified flexural strength by more than 50 psi. A "test" is defined as the average of
two companion beams. Additional analysis or testing, including taking cores and/or load tests may be
required at the Contractor's expense when the strength of the concrete in the slab is considered
potentially deficient.
1.6.2.2 Water -Cement Ratio
Maximum water -cement ratio (w/c) for normal weight concrete shall be as follows:
WATER -CEMENT RATIO, BY WEIGHT STRUCTURE OR PORTION OF STRUCTURE
0.45 All Water Containment Structures; All Exposed Concrete
These w/c's may cause higher strengths than that required above for compressive or flexural strength. The
maximum w/c required will be the equivalent w/c as determined by conversion from the weight ratio of water to
cement plus pozzolan, silica fume, and ground granulated blast furnace slag (GGBF slag) by the weight
equivalency method as described in ACI 211.1. In the case where silica fume or GGBF slag is used, the weight of
the silica fume and GGBF slag shall be included in the equations of ACI 211.1 for the term P which is used to
denote the weight of pozzolan.
1.6.3 Air Entrainment
Except as otherwise specified all normal weight concrete shall be air entrained to contain between 3 and 6 percent
total air, except that when the nominal maximum size coarse aggregate is 3/4 inch or smaller it shall be between
3.5 and 7 percent. Specified air content shall be attained at point of placement into the forms. Air content for
normal weight concrete shall be determined in accordance with ASTM C 231.
1.6.4 Slump
Slump of the concrete, as delivered to the point of placement into the forms, shall be within the following limits.
Slump shall be determined in accordance with ASTM C 143/C 143M.
Slump
Structural Element Minimum Maximum
Walls, columns and beams 2 in. 4 in.
Foundation walls, substructure
walls, footings, slabs 2 in. 5 in.
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Any structural concrete approved
for placement by pumping:
At pump 2 in. 6 in.
At discharge of line 1 in. 4 in.
When use of a plasticizing admixture conforming to ASTM C 1017/C 1017M or when a Type F or G high range
water reducing admixture conforming to ASTM C 494/C 494M is permitted to increase the slump of concrete,
concrete shall have a slump of 2 to 4 inches before the admixture is added and a maximum slump of 8 inches at
the point of delivery after the admixture is added.
1.6.5 Concrete Temperature
The temperature of the concrete as delivered shall not exceed 90 degrees F. When the ambient temperature
during placing is 40 degrees F or less, or is expected to be at any time within 6 hours after placing, the temperature
of the concrete as delivered shall be between 55- and 75-degrees F.
1.6.6 Size of Coarse Aggregate
The largest feasible nominal maximum size aggregate (NMSA) specified in paragraph AGGREGATES shall be
used in each placement. However, nominal maximum size of aggregate shall not exceed any of the following:
three -fourths of the minimum cover for reinforcing bars, three -fourths of the minimum clear spacing between
reinforcing bars, one -fifth of the narrowest dimension between sides of forms, or one-third of the thickness of slabs
or toppings.
1.6.7 Special Properties and Products
Concrete may contain admixtures other than air entraining agents, such as water reducers, superplasticizers, or
set retarding agents to provide special properties to the concrete, if specified or approved. Any of these materials
to be used on the project shall be used in the mix design studies.
1.6.8 Technical Service for Specialized Concrete
The services of a factory trained technical representative shall be obtained to oversee proportioning, batching,
mixing, placing, consolidating, and finishing of specialized structural concrete, such as shrinkage reducing
concrete. The technical representative shall be on the job full time until the Engineer is satisfied that field controls
indicate concrete of specified quality is furnished and that the Contractor's crews are capable of continued
satisfactory work. The technical representative shall be available for consultation with, and advice to, Owner
forces.
1.7 MIXTURE PROPORTIONS
Concrete shall be composed of portland cement, other cementitious and pozzolanic materials as specified,
aggregates, water and admixtures as specified.
1.7.1 Proportioning Studies for Normal Weight Concrete
Trial design batches, mixture proportioning studies, and testing requirements for various classes and types of
concrete specified shall be the responsibility of the Contractor. Except as specified for flexural strength concrete,
mixture proportions shall be based on compressive strength as determined by test specimens fabricated in
accordance with ASTM C 192/C 192M and tested in accordance with ASTM C 39/C 39M. Samples of all materials
used in mixture proportioning studies shall be representative of those proposed for use in the project and shall be
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accompanied by the manufacturer's or producer's test reports indicating compliance with these specifications. Trial
mixtures having proportions, consistencies, and air content suitable for the work shall be made based on
methodology described in ACI 211.1, using at least three different water -cement ratios for each type of mixture,
which will produce a range of strength encompassing those required for each class and type of concrete required
on the project. The maximum water -cement ratios required in subparagraph Water -Cement Ratio will be the
equivalent water -cement ratio as determined by conversion from the weight ratio of water to cement plus pozzolan,
silica fume, and ground granulated blast furnace slag (GGBF slag) by the weight equivalency method as described
in ACI 211.1. In the case where silica fume or GGBF slag is used, the weight of the silica fume and GGBF slag
shall be included in the equations in ACI 211.1 for the term P, which is used to denote the weight of pozzolan. If
pozzolan is used in the concrete mixture, the minimum pozzolan content shall be 15 percent by weight of the total
cementitious material, and the maximum shall be 35 percent. Laboratory trial mixtures shall be designed for
maximum permitted slump and air content. Separate sets of trial mixture studies shall be made for each
combination of cementitious materials and each combination of admixtures proposed for use. No combination of
either shall be used until proven by such studies, except that, if approved in writing and otherwise permitted by
these specifications, an accelerator or a retarder may be used without separate trial mixture study. Separate trial
mixture studies shall also be made for concrete for any conveying or placing method proposed which requires
special properties and for concrete to be placed in unusually difficult placing locations. The temperature of concrete
in each trial batch shall be reported. For each water -cement ratio, at least three test cylinders for each test age
shall be made and cured in accordance with ASTM C 192/C 192M. They shall be tested at 7 and 28 days in
accordance with ASTM C 39/C 39M. From these test results, a curve shall be plotted showing the relationship
between water -cement ratio and strength for each set of trial mix studies. In addition, a curve shall be plotted
showing the relationship between 7-day and 28-day strengths. Each mixture shall be designed to promote easy
and suitable concrete placement, consolidation and finishing, and to prevent segregation and excessive bleeding.
1.7.2 Proportioning Studies for Flexural Strength Concrete
Trial design batches, mixture proportioning studies, and testing requirements shall conform to the requirements
specified in paragraph Proportioning Studies for Normal Weight Concrete, except that proportions shall be based
on flexural strength as determined by test specimens (beams) fabricated in accordance with ASTM C 192/C 192M
and tested in accordance with ASTM C 78. Procedures given in ACI 211.1 shall be modified as necessary to
accommodate flexural strength.
1.7.3 Average Compressive Strength Required for Mixtures
The mixture proportions selected during mixture design studies shall produce a required average compressive
strength (fcr) exceeding the specified compressive strength (fc) by the amount indicated below. This required
average compressive strength, fcr, will not be a required acceptance criterion during concrete production.
However, whenever the daily average compressive strength at 28 days drops below fcr during concrete
production, or daily average 7-day strength drops below a strength correlated with the 28-day fcr, the mixture shall
be adjusted, as approved, to bring the daily average back up to fcr. During production, the required fcr shall be
adjusted, as appropriate, based on the standard deviation being attained on the job.
1.7.3.1 Computations from Test Records
Where a concrete production facility has test records, a standard deviation shall be established in accordance with
the applicable provisions of ACI 214.3R. Test records from which a standard deviation is calculated shall represent
materials, quality control procedures, and conditions similar to those expected; shall represent concrete produced
to meet a specified strength or strengths (fc) within 1,000 psi of that specified for proposed work; and shall consist
of at least 30 consecutive tests. A strength test shall be the average of the strengths of two cylinders made from
the same sample of concrete and tested at 28 days. Required average compressive strength fcr used as the basis
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for selection of concrete proportions shall be the larger of the equations that follow using the standard deviation as
determined above:
fcr = fc + 1.34S where units are in psi
fcr = fc + 2.33S - 500 where units are in psi
Where S = standard deviation
Where a concrete production facility does not have test records meeting the requirements above but does have a
record based on 15 to 29 consecutive tests, a standard deviation shall be established as the product of the
calculated standard deviation and a modification factor from the following table:
MODIFICATION FACTOR
NUMBER OF TESTS FOR STANDARD DEVIATION
15
1.16
20
1.08
25
1.03
30 or more
1.00
1.7.3.2 Computations without Previous Test Records
When a concrete production facility does not have sufficient field strength test records for calculation of the
standard deviation, the required average strength fcr shall be determined as follows:
a. If the specified compressive strength fc is less than 3,000 psi,
fcr = fc + 1000 psi
b. If the specified compressive strength fc is 3,000 to 5,000 psi,
fcr = f c + 1,200 psi
c. If the specified compressive strength fc is over 5,000 psi,
fcr = fc + 1,400 psi
1.7.4 Average Flexural Strength Required for Mixtures
The mixture proportions selected during mixture design studies for flexural strength mixtures and the mixture used
during concrete production shall be designed and adjusted during concrete production as approved, except that
the overdesign for average flexural strength shall simply be 15 percent greater than the specified flexural strength
at all times.
1.8 STORAGE OF MATERIALS
Cement and other cementitious materials shall be stored in weathertight buildings, bins, or silos which will exclude
moisture and contaminants and keep each material completely separated. Aggregate stockpiles shall be arranged
and used in a manner to avoid excessive segregation and to prevent contamination with other materials or with
other sizes of aggregates. Aggregate shall not be stored directly on ground unless a sacrificial layer is left
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undisturbed. Reinforcing bars and accessories shall be stored above the ground on platforms, skids or other
supports. Other materials shall be stored in such a manner as to avoid contamination and deterioration.
Admixtures which have been in storage at the project site for longer than 6 months or which have been subjected
to freezing shall not be used unless retested and proven to meet the specified requirements. Materials shall be
capable of being accurately identified after bundles or containers are opened.
1.9 OWNER ASSURANCE INSPECTION AND TESTING
Day -to day inspection and testing shall be the responsibility of the Engineer. Owner inspection or testing will not
relieve the Contractor of any of his CQC responsibilities.
1.9.1 Materials
The Owner will sample and test aggregates, cementitious materials, other materials, and concrete to determine
compliance with the specifications as considered appropriate. The Contractor shall provide facilities and labor as
may be necessary for procurement of representative test samples. Samples of aggregates will be obtained at the
point of batching in accordance with ASTM D 75. Other materials will be sampled from storage at the jobsite or
from other locations as considered appropriate. Samples may be placed in storage for later testing when
appropriate.
1.9.2 Fresh Concrete
Fresh concrete will be sampled as delivered in accordance with ASTM C 172 and tested in accordance with these
specifications, as considered necessary.
1.9.3 Hardened Concrete
Tests on hardened concrete will be performed by the Owner when such tests are considered necessary.
1.9.4 Inspection
Concrete operations may be tested and inspected by the Owner as the project progresses. Failure to detect
defective work or material will not prevent rejection later when a defect is discovered nor will it obligate the Owner
for final acceptance.
PART2 PRODUCTS
2.1 CEMENTITIOUS MATERIALS
Cementitious Materials shall be portland cement, portland-pozzolan cement, portland blast -furnace slag cement, or
portland cement in combination with pozzolan or ground granulated blast furnace slag or silica fume and shall
conform to appropriate specifications listed below. Use of cementitious materials in concrete which will have
surfaces exposed in the completed structure shall be restricted so there is no change in color, source, or type of
cementitious material.
2.1.1 Portland Cement
ASTM C 150, Type I low alkali with a maximum 15 percent amount of tricalcium aluminate, or Type II low alkali or
Type V. White portland cement shall meet the above requirements except that it may be Type I, Type II or Type III
low alkali. White Type III shall be used only in specific areas of the structure, when approved in writing.
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For concrete mixed with Portland Cement and an appropriate amount of fly ash or ground granulated blast furnace
slag (as stated below), the total alkalis in the Portland Cement (calculated as the percentage of NA2O plus 0.658
times the percentage of K2O) shall not exceed 0.85% unless aggregates to be used meet the requirements for
non -reactivity with alkalis stated below.
For concrete mixed with only Portland Cement, the total alkalis in the cement (calculated as the percentage of
K2O) shall not exceed 0.40% unless aggregates to be used meet the requirements for non -reactivity with alkalis
stated below.
Use one brand of cement throughout the project, unless otherwise acceptable to Engineer.
2.1.2 High -Early -Strength Portland Cement
ASTM C 150, Type III with tricalcium aluminate limited to 8 percent, low alkali. Type III cement shall be used only
in isolated instances and only when approved in writing.
2.1.3 Blended Cements
ASTM C 595, Type IP or IP (MS).
2.1.4 Pozzolan (Fly Ash)
ASTM C 618, Class C or F with the optional requirements for multiple factor, drying shrinkage, and uniformity from
Table 3 of ASTM C 618. Requirement for maximum alkalies from Table 1 of ASTM C 618 shall apply. If pozzolan
is used, it shall never be less than 15 percent nor more than 25 percent by weight of the total cementitious
material. Fly ash shall conform to EPA requirements in accordance with Section 01670.
Where fly ash is included in the concrete mix to waive the 0.4% alkali requirement of the Portland Cement, the fly
ash shall be set between 15% and 25% of the total weight of the combined Portland Cement and fly ash. The
percentage of fly ash shall be set so that the mean mortar bar expansion of the cement -fly ash mix shall be 0.08%
or less when tested at 16 days in accordance with ASTM C 1260. The Portland Cement and aggregates used in
the mix for this test shall be the Portland Cement and aggregates submitted for use on the job
Only 70% of the fly ash by weight may be counted as cement in computing W/C ratio. Fly ash shall not be used
with expansive cement.
2.1.5 Ground Granulated Blast -Furnace (GGBF) Slag
ASTM C 989, Grade 100 or 120.
Where ground granulated blast furnace slag is included in the concrete mix to waive the 0.4% alkali requirement of
the Portland Cement, the ground granulated blast furnace slag constituent shall be between 35% and 50% of the
total weight of the combined Portland Cement and slag. For concrete placed when the ambient temperature is 50
degrees F or less, the maximum slag content shall be limited to 40%. The percentage of ground granulated blast
furnace slag shall be set so that the mean mortar bar expansion of the cement -slag mix shall be 0.08% or less
when tested at 16 days in accordance with ASTM C 1260. The Portland Cement and aggregates used in the mix
for this test shall be the Portland Cement and aggregates submitted for use on the job. 100% of slag cement may
be counted as cement in computing the W/C ratio.
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2.1.6 Silica Fume
Silica fume shall conform to ASTM C 1240. Available alkalies shall conform to the optimal limit given in Table 2 of
ASTM C 1240. Silica fume may be furnished as a dry, densified material or as a slurry. In accordance with
paragraph Technical Service for Specialized Concrete, the Contractor shall provide at no cost to the Owner the
services of a manufacturer's technical representative experienced in mixing, proportioning, placement procedures,
and curing of concrete containing silica fume.
2.2 AGGREGATES
Aggregates shall conform to the following.
2.2.1 Fine Aggregate
Fine aggregate shall conform to the quality and gradation requirements of ASTM C 33.
2.2.2 Coarse Aggregate
Coarse aggregate shall conform to ASTM C 33, Class 5S.
When aggregates which are non -reactive with alkalis are desired in order to waive the alkali content requirement of
cement as stated above, the following test shall be performed:
a. A petrographic analysis in accordance with ASTM C 295 shall be performed to identify the constituents of
the fine and coarse aggregates. Aggregates containing more than the following quantities of constituents
shall be considered potentially reactive:
1. Optically strained, microfractured, or microcrystalline quartz exceeding 5.0%.
2. Chert or chalcedony exceeding 3.0%.
3. Tridymite or cristobalite exceeding 1.0%.
4. Opal exceeding 0.5%.
5. Natural volcanic glass in volcanic rocks exceeding 3.0%.
b. Aggregate shall be evaluated by ASTM C 1260. Aggregate sources that exhibit mean mortar bar
expansions at 16 days greater than 0.08% shall be considered potentially reactive. Tests shall be made
with cement proposed for use on the job.
Aggregates having a lithology which is essentially similar to that of sources in the same region that have been
found to be reactive in service shall be considered potentially reactive, and the alkali content requirement of
cement stated above shall apply regardless of the results of the tests above.
The Contractor shall submit a new trial mix to the Engineer for approval whenever a different aggregate or
gradation is proposed.
2.3 CHEMICAL ADMIXTURES
Chemical admixtures, when required or permitted, shall conform to the appropriate specification listed. Admixtures
shall be furnished in liquid form and of suitable concentration for easy, accurate control of dispensing.
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2.3.1 Air -Entraining Admixture
ASTM C 260 and shall consistently entrain the air content in the specified ranges under field conditions.
2.3.2 Accelerating Admixture
ASTM C 494/C 494M, Type C or E, except that calcium chloride or admixtures containing calcium chloride shall
not be used.
2.3.3 Water -Reducing or Retarding Admixture
ASTM C 494/C 494M, Type A, B, or D, except that the 6-month and 1-year compressive and flexural strength tests
are waived.
2.3.4 High -Range Water Reducer
ASTM C 494/C 494M, Type F or G, except that the 6-month and 1-year strength requirements are waived. The
admixture shall be used only when approved in writing, such approval being contingent upon particular mixture
control as described in the Contractor's Quality Control Plan and upon performance of separate mixture design
studies.
2.3.5 Surface Retarder
COE CRD-C 94.
2.3.6 Expanding Admixture
Aluminum powder type expanding admixture conforming to ASTM C 937.
2.3.7 Other Chemical Admixtures
Chemical admixtures for use in producing flowing concrete shall comply with ASTM C 1017/C 1017M, Type I or II.
These admixtures shall be used only when approved in writing, such approval being contingent upon particular
mixture control as described in the Contractor's Quality Control Plan and upon performance of separate mixture
design studies.
2.4 CURING MATERIALS
2.4.1 Impervious -Sheet
Impervious -sheet materials shall conform to ASTM C 171, type optional, except, that polyethylene sheet shall not
be used.
2.4.2 Membrane -Forming Compound
Membrane -Forming curing compound shall conform to ASTM C 309, Type 1-D or 2, except that only a styrene
acrylate or chlorinated rubber compound meeting Class B requirements shall be used for surfaces that are to be
painted or are to receive bituminous roofing, or waterproofing, or floors that are to receive adhesive applications of
resilient flooring. The curing compound selected shall be compatible with any subsequent paint, roofing,
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waterproofing, or flooring specified. Nonpigmented compound shall contain a fugitive dye, and shall have the
reflective requirements in ASTM C 309 waived.
2.4.3 Burlap and Cotton Mat
Burlap and cotton mat used for curing shall conform to AASHTO M 182.
2.5 WATER
Water for mixing and curing shall be fresh, clean, potable, and free of injurious amounts of oil, acid, salt, or alkali,
except that non -potable water may be used if it meets the requirements of COE CRD-C 400.
2.6 NONSHRINK GROUT
Nonshrink grout shall conform to ASTM C 1107, and shall be a commercial formulation suitable for the proposed
application.
2.7 NONSLIP SURFACING MATERIAL
Nonslip surfacing material shall consist of 55 percent, minimum, aluminum oxide or silicon -dioxide abrasive
ceramically bonded together to form a homogeneous material sufficiently porous to provide a good bond with
portland cement paste; or factory -graded emery aggregate consisting of not less than 45 percent aluminum oxide
and 25 percent ferric oxide. The aggregate shall be well graded from particles retained on the No. 30 sieve to
particles passing the No. 8 sieve.
2.8 LATEX BONDING AGENT
Latex agents for bonding fresh to hardened concrete shall conform to ASTM C 1059.
2.9 EPDXY RESIN
Epoxy resins for use in repairs shall conform to ASTM C 881, Type V, Grade 2. Class as appropriate to the existing
ambient and surface temperatures.
2.10 EMBEDDED ITEMS
Embedded items shall be of the size and type indicated or as needed for the application. Dovetail slots shall be
galvanized steel. Hangers for suspended ceilings shall be as specified in Section 09510. Inserts for shelf angles
and bolt hangers shall be of malleable iron or cast or wrought steel.
2.11 FLOOR HARDENER
Floor hardener shall be a colorless aqueous solution containing zinc silicofluoride, magnesium silicofluoride, or
sodium silicofluoride. These silicofluorides can be used individually or in combination. Proprietary hardeners may
be used if approved in writing by the Engineer.
2.12 PERIMETER INSULATION
Perimeter insulation shall be polystyrene conforming to ASTM C 578, Type II; polyurethane conforming to ASTM C
591, Type II; or cellular glass conforming to ASTM C 552, Type I or IV. Insulation shall conform to EPA
requirements in accordance with Section 01670.
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2.13 VAPOR BARRIER
Vapor barrier shall conform to ASTM E1745, Class C or better, not less than 10 mils thickness. Include
Manufacturer's recommended adhesive or pressure -sensitive joint tape.
2.14 JOINT MATERIALS
2.14.1 Joint Fillers, Sealers, and Waterstops
Expansion joint fillers shall be preformed materials conforming to ASTM D 1751. Materials for waterstops shall be
in accordance with Section 03150. Materials for and sealing of joints shall conform to the requirements of Section
07900.
2.14.2 Contraction Joints in Slabs
Sawable type contraction joint inserts shall conform to COE CRD-C 540. Nonsawable joint inserts shall have
sufficient stiffness to permit placement in plastic concrete without undue deviation from a straight line and shall
conform to the physical requirements of COE CRD-C 540, with the exception of Section 3.4 "Resistance to
Sawing". Plastic inserts shall be polyvinyl chloride conforming to the materials requirements of COE CRD-C 572.
2.15 DRY SHAKE FLOOR TOPPING MATERIAL
Dry shake floor topping material shall be a premixed ready -to -use dry shake. It shall be proportioned, mixed and
packaged at the factory, and delivered to the jobsite in sealed, moisture resistant bags, ready to apply, finish and
cure. The manufacturer of the dry shake material shall have at least 10 years experience in the manufacture of
such material. Any material from a manufacturer who makes any disclaimer of the materials performance shall not
be used.
PART 3 EXECUTION
3.1 PREPARATION FOR PLACING
Before commencing concrete placement, the following shall be performed. Surfaces to receive concrete shall be
clean and free from frost, ice, mud, and water. Forms shall be in place, cleaned, coated, and adequately
supported, in accordance with Section 03100. Reinforcing steel shall be in place, cleaned, tied, and adequately
supported, in accordance with Section 03200. Transporting and conveying equipment shall be in -place, ready for
use, clean, and free of hardened concrete and foreign material. Equipment for consolidating concrete shall be at
the placing site and in proper working order. Equipment and material for curing and for protecting concrete from
weather or mechanical damage shall be at the placing site, in proper working condition and in sufficient amount for
the entire placement. When hot, windy conditions during concreting appear probable, equipment and material shall
be at the placing site to provide windbreaks, shading, fogging, or other action to prevent plastic shrinkage cracking
or other damaging drying of the concrete.
3.1.1 Foundations
3.1.1.1 Concrete on Earth Foundations
Earth (subgrade, base, or subbase courses) surfaces upon which concrete is to be placed shall be clean, damp,
and free from debris, frost, ice, and standing or running water. Prior to placement of concrete, the foundation shall
be well drained and shall be satisfactorily graded and uniformly compacted.
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3.1.1.2 Preparation of Rock
Rock surfaces upon which concrete is to be placed shall be free from oil, standing or running water, ice, mud,
drummy rock, coating, debris, and loose, semidetached or unsound fragments. Joints in rock shall be cleaned to a
satisfactory depth, as determined by the Engineer, and to firm rock on the sides. Immediately before the concrete
is placed, rock surfaces shall be cleaned thoroughly by the use of air -water jets or sandblasting as specified below
for Previously Placed Concrete. Rock surfaces shall be kept continuously moist for at least 24 hours immediately
prior to placing concrete thereon. All horizontal and approximately horizontal surfaces shall be covered,
immediately before the concrete is placed, with a layer of mortar proportioned similar to that in the concrete
mixture. Concrete shall be placed before the mortar stiffens.
3.1.1.3 Excavated Surfaces in Lieu of Forms
Concrete for footings and walls may be placed directly against the soil provided the earth or rock has been
carefully trimmed, is uniform and stable, and meets the compaction requirements of Section 02315. The concrete
shall be placed without becoming contaminated by loose material, and the outline of the concrete shall be within
the specified tolerances.
3.1.2 Previously Placed Concrete
Concrete surfaces to which additional concrete is to be bonded shall be prepared for receiving the next horizontal
lift by cleaning the construction joint surface with either air -water cutting, sandblasting, high-pressure water jet, or
other approved method. Concrete at the side of vertical construction joints shall be prepared as approved by the
Engineer. Air -water cutting shall not be used on formed surfaces or surfaces congested with reinforcing steel.
Regardless of the method used, the resulting surfaces shall be free from all laitance and inferior concrete so that
clean surfaces of well bonded coarse aggregate are exposed and make up at least 10-percent of the surface area,
distributed uniformly throughout the surface. The edges of the coarse aggregate shall not be undercut. The surface
of horizontal construction joints shall be kept continuously wet for the first 12 hours during the 24-hour period prior
to placing fresh concrete. The surface shall be washed completely clean as the last operation prior to placing the
next lift. For heavy duty floors and two -course floors a thin coat of neat cement grout of about the consistency of
thick cream shall be thoroughly scrubbed into the existing surface immediately ahead of the topping placing. The
grout shall be a 1:1 mixture of portland cement and sand passing the No. 8 sieve. The topping concrete shall be
deposited before the grout coat has had time to stiffen.
3.1.2.1 Air -Water Cutting
Air -water cutting of a fresh concrete surface shall be performed at the proper time and only on horizontal
construction joints. The air pressure used in the jet shall be 100 psi plus or minus, 10 psi, and the water pressure
shall be just sufficient to bring the water into effective influence of the air pressure. When approved by the
Engineer, a surface retarder complying with the requirements of COE CRD-C 94 may be applied to the surface of
the lift in order to prolong the period of time during which air -water cutting is effective. After cutting, the surface
shall be washed and rinsed as long as there is any trace of cloudiness of the wash water. Where necessary to
remove accumulated laitance, coatings, stains, debris, and other foreign material, high-pressure waterjet or
sandblasting shall be used as the last operation before placing the next lift.
3.1.2.2 High -Pressure Water Jet
A stream of water under a pressure of not less than 3,000 psi shall be used for cutting and cleaning. Its use shall
be delayed until the concrete is sufficiently hard so that only the surface skin or mortar is removed and there is no
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undercutting of coarse -aggregate particles. If the waterjet is incapable of a satisfactory cleaning, the surface shall
be cleaned by sandblasting.
3.1.2.3 Wet Sandblasting
Wet sandblasting shall be used after the concrete has reached sufficient strength to prevent undercutting of the
coarse aggregate particles. After wet sandblasting, the surface of the concrete shall then be washed thoroughly to
remove all loose materials.
3.1.2.4 Waste Disposal
The method used in disposing of waste water employed in cutting, washing, and rinsing of concrete surfaces shall
be such that the waste water does not stain, discolor, or affect exposed surfaces of the structures, or damage the
environment of the project area. The method of disposal shall be subject to approval.
3.1.2.5 Preparation of Previously Placed Concrete
Concrete surfaces to which other concrete is to be bonded shall be abraded in an approved manner that will
expose sound aggregate uniformly without damaging the concrete. Laitance and loose particles shall be removed.
Surfaces shall be thoroughly washed and shall be moist but without free water when concrete is placed.
3.1.3 Vapor Barrier
Vapor barrier shall be provided beneath the interior on -grade concrete floor slabs. The greatest widths and lengths
practicable shall be used to eliminate joints wherever possible. Joints shall be lapped a minimum of 12 inches.
Torn, punctured, or damaged vapor barrier material shall be removed and new vapor barrier shall be provided prior
to placing concrete. For minor repairs, patches may be made using laps of at least 12 inches. Lapped joints shall
be sealed and edges patched with pressure -sensitive adhesive or tape not less than 2 inches wide and compatible
with the membrane. Vapor barrier shall be placed directly on underlying subgrade, base course, or capillary water
barrier, unless it consists of crushed material or large granular material which could puncture the vapor barrier. In
this case, the surface shall be choked with a light layer of sand, as approved, before placing the vapor barrier. A 2-
inch layer of compacted, clean concrete sand (fine aggregate) shall be placed on top of the vapor barrier before
placing concrete. Concrete placement shall be controlled so as to prevent damage to the vapor barrier, or any
covering sand.
3.1.4 Perimeter Insulation
Perimeter insulation shall be installed at locations indicated. Adhesive shall be used where insulation is applied to
the interior surface of foundation walls and may be used for exterior application.
3.1.5 Embedded Items
Before placement of concrete, care shall be taken to determine that all embedded items are firmly and securely
fastened in place as indicated on the drawings, or required. Conduit and other embedded items shall be clean and
free of oil and other foreign matter such as loose coatings or rust, paint, and scale. The embedding of wood in
concrete will be permitted only when specifically authorized or directed. Voids in sleeves, inserts, and anchor slots
shall be filled temporarily with readily removable materials to prevent the entry of concrete into voids. Welding shall
not be performed on embedded metals within 1 feet of the surface of the concrete. Tack welding shall not be
performed on or to embedded items.
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3.2 CONCRETE PRODUCTION
3.2.1 Batching, Mixing, and Transporting Concrete
Concrete shall either be batched and mixed onsite or shall be furnished from a ready -mixed concrete plant. Ready -
mixed concrete shall be batched, mixed, and transported in accordance with ASTM C 94/C 94M, except as
otherwise specified. Truck mixers, agitators, and nonagitating transporting units shall comply with NRMCA TMMB
100. Ready -mix plant equipment and facilities shall be certified in accordance with NRMCA QC 3. Approved batch
tickets shall be furnished for each load of ready -mixed concrete. Site -mixed concrete shall conform to the following
subparagraphs. Concrete shall be batched and mixed onsite, or close to onsite, and shall conform to the following
subparagraphs.
3.2.1.1 General
The batching plant shall be located off site close to the project. The batching plant shall conform to the
requirements of NRMCA CPMB 100 and as specified; however, rating plates attached to batch plant equipment
are not required.
3.2.1.2 Batching Equipment
The batching controls shall be semiautomatic or automatic, as defined in NRMCA CPMB 100. A semiautomatic
batching system shall be provided with interlocks such that the discharge device cannot be actuated until the
indicated material is within the applicable tolerance. The batching system shall be equipped with accurate recorder
or recorders that meet the requirements of NRMCA CPMB 100. The weight of water and admixtures shall be
recorded if batched by weight. Separate bins or compartments shall be provided for each size group of aggregate
and type of cementitious material, to prevent intermingling at any time. Aggregates shall be weighed either in
separate weigh batchers with individual scales or, provided the smallest size is batched first, cumulatively in one
weigh batcher on one scale. Aggregate shall not be weighed in the same batcher with cementitious material. If
both portland cement and other cementitious material are used, they may be batched cumulatively, provided that
the portland cement is batched first, except that silica fume shall always be batched separately. Water may be
measured by weight or volume. Water shall not be weighed or measured cumulatively with another ingredient.
Filling and discharging valves for the water metering or batching system shall be so interlocked that the discharge
valve cannot be opened before the filling valve is fully closed. Piping for water and for admixtures shall be free
from leaks and shall be properly valved to prevent backflow or siphoning. Admixtures shall be furnished as a liquid
of suitable concentration for easy control of dispensing. An adjustable, accurate, mechanical device for measuring
and dispensing each admixture shall be provided. Each admixture dispenser shall be interlocked with the batching
and discharging operation of the water so that each admixture is separately batched and individually discharged
automatically in a manner to obtain uniform distribution throughout the water as it is added to the batch in the
specified mixing period. When use of truck mixers makes this requirement impractical, the admixture dispensers
shall be interlocked with the sand batchers. Different admixtures shall not be combined prior to introduction in
water and shall not be allowed to intermingle until in contact with the cement. Admixture dispensers shall have
suitable devices to detect and indicate flow during dispensing or have a means for visual observation. The plant
shall be arranged so as to facilitate the inspection of all operations at all times. Suitable facilities shall be provided
for obtaining representative samples of aggregates from each bin or compartment, and for sampling and calibrating
the dispensing of cementitious material, water, and admixtures. Filling ports for cementitious materials bins or silos
shall be clearly marked with a permanent sign stating the contents.
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3.2.1.3 Scales
The weighing equipment shall conform to the applicable requirements of CPMB Concrete Plant Standard, and of
NIST HB 44, except that the accuracy shall be plus or minus 0.2 percent of scale capacity. The Contractor shall
provide standard test weights and any other auxiliary equipment required for checking the operating performance
of each scale or other measuring devices. The tests shall be made at the specified frequency in the presence of an
Owner inspector. The weighing equipment shall be arranged so that the plant operator can conveniently observe
all dials or indicators.
3.2.1.4 Batching Tolerances
(A) Tolerances with Weighing Equipment
PERCENT OF REQUIRED
MATERIAL WEIGHT
Cementitious materials 0 to plus 2
Aggregate plus or minus 2
Water plus or minus 1
Chemical admixture 0 to plus 6
(B) Tolerances with Volumetric Equipment
For volumetric batching equipment used for water and admixtures, the following tolerances shall apply to the
required volume of material being batched:
PERCENT OF REQUIRED
MATERIAL MATERIAL
Water: plus or minus 1 percent
Chemical admixtures: 0 to plus 6 percent
3.2.1.5 Moisture Control
The plant shall be capable of ready adjustment to compensate for the varying moisture content of the aggregates
and to change the weights of the materials being batched.
3.2.1.6 Concrete Mixers
Mixers shall be stationary mixers or truck mixers. Mixers shall be capable of combining the materials into a uniform
mixture and of discharging this mixture without segregation. The mixers shall not be charged in excess of the
capacity recommended by the manufacturer. The mixers shall be operated at the drum or mixing blade speed
designated by the manufacturer. The mixers shall be maintained in satisfactory operating condition, and the mixer
drums shall be kept free of hardened concrete. Should any mixer at any time produce unsatisfactory results, its
use shall be promptly discontinued until it is repaired.
3.2.1.7 Stationary Mixers
Concrete plant mixers shall be drum -type mixers of tilting, nontilting, horizontal -shaft, or vertical -shaft type, or shall
be pug mill type and shall be provided with an acceptable device to lock the discharge mechanism until the
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required mixing time has elapsed. The mixing time and uniformity shall conform to all the requirements in ASTM C
94/C 94M applicable to central -mixed concrete.
3.2.1.8 Truck Mixers
Truck mixers, the mixing of concrete therein, and concrete uniformity shall conform to the requirements of ASTM C
94/C 94M. A truck mixer may be used either for complete mixing (transit -mixed) or to finish the partial mixing done
in a stationary mixer (shrink -mixed). Each truck shall be equipped with two counters from which it is possible to
determine the number of revolutions at mixing speed and the number of revolutions at agitating speed. Or, if
approved in lieu of this, the number of revolutions shall be marked on the batch tickets. Water shall not be added at
the placing site unless specifically approved; and in no case shall it exceed the specified w/c. Any such water shall
be injected at the base of the mixer, not at the discharge end.
3.3 CONCRETE PRODUCTION, SMALL PROJECTS
Batch -type equipment shall be used for producing concrete. Ready -mixed concrete shall be batched, mixed, and
transported in accordance with ASTM C 94/C 94M, except as otherwise specified. Truck mixers, agitators, and
nonagitating transporting units shall comply with NRMCA TMMB 100. Ready -mix plant equipment and facilities
shall be certified in accordance with NRMCA QC 3. Approved batch tickets shall be furnished for each load of
ready -mixed concrete. Site -mixed concrete shall be produced in accordance with ACI 301, and plant shall conform
to NRMCA CPMB 100. In lieu of batch -type equipment, concrete may be produced by volumetric batching and
continuous mixing, which shall conform to ASTM C 685.
3.4 TRANSPORTING CONCRETE TO PROJECT SITE
Concrete shall be transported to the placing site in truck mixers, or by approved pumping equipment.
3.5 CONVEYING CONCRETE ON SITE
Concrete shall be conveyed from mixer or transporting unit to forms as rapidly as possible and within the time
interval specified by methods which will prevent segregation or loss of ingredients using following equipment.
Conveying equipment shall be cleaned before each placement.
3.5.1 Buckets
The interior hopper slope shall be not less than 58 degrees from the horizontal, the minimum dimension of the
clear gate opening shall be at least 5 times the nominal maximum -size aggregate, and the area of the gate
opening shall not be less than 2 square feet. The maximum dimension of the gate opening shall not be greater
than twice the minimum dimension. The bucket gates shall be essentially grout tight when closed and may be
manually, pneumatically, or hydraulically operated except that buckets larger than 2 cubic yards shall not be
manually operated. The design of the bucket shall provide means for positive regulation of the amount and rate of
deposit of concrete in each dumping position.
3.5.2 Transfer Hoppers
Concrete may be charged into nonagitating hoppers for transfer to other conveying devices. Transfer hoppers shall
be capable of receiving concrete directly from delivery vehicles and shall have conical -shaped discharge features.
The transfer hopper shall be equipped with a hydraulically operated gate and with a means of external vibration to
effect complete discharge. Concrete shall not be held in nonagitating transfer hoppers more than 30 minutes.
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3.5.3 Trucks
Truck mixers operating at agitating speed or truck agitators used for transporting plant -mixed concrete shall
conform to the requirements of ASTM C 94/C 94M. Nonagitating equipment shall be used only for transporting
plant -mixed concrete over a smooth road and when the hauling time is less than 15 minutes. Bodies of
nonagitating equipment shall be smooth, watertight, metal containers specifically designed to transport concrete,
shaped with rounded corners to minimize segregation, and equipped with gates that will permit positive control of
the discharge of the concrete.
3.5.4 Chutes
When concrete can be placed directly from a truck mixer, agitator, or nonagitating equipment, the chutes normally
attached to this equipment by the manufacturer may be used. A discharge deflector shall be used when required
by the Engineer. Separate chutes and other similar equipment will not be permitted for conveying concrete.
3.5.5 Belt Conveyors
Belt conveyors shall be designed and operated to assure a uniform flow of concrete from mixer to final place of
deposit without segregation of ingredients or loss of mortar and shall be provided with positive means, such as
discharge baffle or hopper, for preventing segregation of the concrete at the transfer points and the point of
placing. Belt conveyors shall be constructed such that the idler spacing shall not exceed 36 inches. The belt speed
shall be a minimum of 300 feet per minute and a maximum of 750 feet per minute. If concrete is to be placed
through installed horizontal or sloping reinforcing bars, the conveyor shall discharge concrete into a pipe or
elephant truck that is long enough to extend through the reinforcing bars.
3.5.6 Concrete Pumps
Concrete may be conveyed by positive displacement pump when approved. The pumping equipment shall be
piston or squeeze pressure type; pneumatic placing equipment shall not be used. The pipeline shall be rigid steel
pipe or heavy-duty flexible hose. The inside diameter of the pipe shall be at least 3 times the nominal maximum -
size coarse aggregate in the concrete mixture to be pumped but not less than 4 inches. Aluminum pipe shall not be
used.
3.6 PLACING CONCRETE
Mixed concrete shall be discharged within 1-1/2 hours or before the mixer drum has revolved 300 revolutions,
whichever comes first after the introduction of the mixing water to the cement and aggregates. When the concrete
temperature exceeds 85 degrees F, the time shall be reduced to 45 minutes. Concrete shall be placed within 15
minutes after it has been discharged from the transporting unit. Concrete shall be handled from mixer or
transporting unit to forms in a continuous manner until the approved unit of operation is completed. Adequate
scaffolding, ramps and walkways shall be provided so that personnel and equipment are not supported by in -place
reinforcement. Placing will not be permitted when the sun, heat, wind, or limitations of facilities furnished by the
Contractor prevent proper consolidation, finishing and curing. Sufficient placing capacity shall be provided so that
concrete can be kept free of cold joints.
3.6.1 Depositing Concrete
Concrete shall be deposited as close as possible to its final position in the forms, and there shall be no vertical
drop greater than 5 feet except where suitable equipment is provided to prevent segregation and where specifically
authorized. Depositing of the concrete shall be so regulated that it will be effectively consolidated in horizontal
layers not more than 12 inches thick, except that all slabs shall be placed in a single layer. Concrete to receive
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other construction shall be screeded to the proper level. Concrete shall be deposited continuously in one layer or
in layers so that fresh concrete is deposited on in -place concrete that is still plastic. Fresh concrete shall not be
deposited on concrete that has hardened sufficiently to cause formation of seams or planes of weakness within the
section. Concrete that has surface dried, partially hardened, or contains foreign material shall not be used. When
temporary spreaders are used in the forms, the spreaders shall be removed as their service becomes
unnecessary. Concrete shall not be placed in slabs over columns and walls until concrete in columns and walls has
been in -place at least two hours or until the concrete begins to lose its plasticity. Concrete for beams, girders,
brackets, column capitals, haunches, and drop panels shall be placed at the same time as concrete for adjoining
slabs.
3.6.2 Consolidation
Immediately after placing, each layer of concrete shall be consolidated by internal vibrators, except for slabs 4
inches thick or less. The vibrators shall at all times be adequate in effectiveness and number to properly
consolidate the concrete; a spare vibrator shall be kept at the jobsite during all concrete placing operations. The
vibrators shall have a frequency of not less than 10,000 vibrations per minute, an amplitude of at least 0.025 inch,
and the head diameter shall be appropriate for the structural member and the concrete mixture being placed.
Vibrators shall be inserted vertically at uniform spacing over the area of placement. The distance between
insertions shall be approximately 1-1/2 times the radius of action of the vibrator so that the area being vibrated will
overlap the adjacent just -vibrated area by a reasonable amount. The vibrator shall penetrate rapidly to the bottom
of the layer and at least 6 inches into the preceding layer if there is such. Vibrator shall be held stationary until the
concrete is consolidated and then vertically withdrawn slowly while operating. Form vibrators shall not be used
unless specifically approved and unless forms are constructed to withstand their use. Vibrators shall not be used
to move concrete within the forms. Slabs 4 inches and less in thickness shall be consolidated by properly designed
vibrating screeds or other approved technique. Excessive vibration of lightweight concrete resulting in segration or
flotation of coarse aggregate shall be prevented. Frequency and amplitude of vibrators shall be determined in
accordance with COE CRD-C 521. Grate tampers ("jitterbugs") shall not be used.
3.6.3 Cold Weather Requirements
Special protection measures, approved by the Engineer, shall be used if freezing temperatures are anticipated
before the expiration of the specified curing period. The ambient temperature of the air where concrete is to be
placed and the temperature of surfaces to receive concrete shall be not less than 40 degrees F. The temperature
of the concrete when placed shall be not less than 50 degrees F nor more than 75 degrees F. Heating of the
mixing water or aggregates will be required to regulate the concrete placing temperature. Materials entering the
mixer shall be free from ice, snow, or frozen lumps. Salt, chemicals or other materials shall not be incorporated in
the concrete to prevent freezing. Upon written approval, an accelerating admixture conforming to ASTM C 494/C
494M, Type C or E may be used, provided it contains no calcium chloride. Calcium chloride shall not be used.
3.6.4 Hot Weather Requirements
When the ambient temperature during concrete placing is expected to exceed 85 degrees F, the concrete shall be
placed and finished with procedures previously submitted and as specified herein. The concrete temperature at
time of delivery to the forms shall not exceed the temperature shown in the table below when measured in
accordance with ASTM C 1064/C 1064M. Cooling of the mixing water or aggregates or placing concrete in the
cooler part of the day may be required to obtain an adequate placing temperature. A retarder may be used, as
approved, to facilitate placing and finishing. Steel forms and reinforcements shall be cooled as approved prior to
concrete placement when steel temperatures are greater than 120 degrees F. Conveying and placing equipment
shall be cooled if necessary to maintain proper concrete -placing temperature.
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Maximum Allowable Concrete Placing Temperature
Relative Humidity, Percent,
During Time of
Concrete Placement
Maximum Allowable Concrete
Temperature
Degrees
Greater than 60 90 F
40-60 85 F
Less than 40 80 F
3.6.5 Prevention of Plastic Shrinkage Cracking
During hot weather with low humidity, and particularly with appreciable wind, as well as interior placements when
space heaters produce low humidity, the Contractor shall be alert to the tendency for plastic shrinkage cracks to
develop and shall institute measures to prevent this. Particular care shall be taken if plastic shrinkage cracking is
potentially imminent and especially if it has developed during a previous placement. Periods of high potential for
plastic shrinkage cracking can be anticipated by use of Fig. 2.1.5 of ACI 305R. In addition, the concrete placement
shall be further protected by erecting shades and windbreaks and by applying fog sprays of water, sprinkling,
ponding or wet covering. Plastic shrinkage cracks that occur shall be filled by injection of epoxy resin as directed,
after the concrete hardens. Plastic shrinkage cracks shall never be troweled over or filled with slurry.
3.6.6 Placing Concrete Underwater
Concrete shall be deposited in water by a tremie or concrete pump. The methods and equipment used shall be
subject to approval. Concrete buckets shall not be used for underwater placement of concrete except to deliver
concrete to the tremie. The tremie shall be watertight and sufficiently large to permit a free flow of concrete. The
concrete shall be deposited so that it enters the mass of the previously placed concrete from within, displacing
water with a minimum disturbance to the surface of the concrete. The discharge end of the pump line or tremie
shaft shall be kept continuously submerged in the concrete. The underwater seal at start of placing shall not
produce undue turbulence in the water. The tremie shaft shall be kept full of concrete to a point well above the
water surface. Placement shall proceed without interruption until the concrete has been brought to the required
height. The tremie shall not be moved horizontally during a placing operation, and a sufficient number of tremies
shall be provided so that the maximum horizontal flow of concrete will be limited to 15 feet. Concrete shall not be
deposited in running water or in water with a temperature below 35 degrees F.
3.6.7 Placing Concrete in Congested Areas
Special care shall be used to ensure complete filling of the forms, elimination of all voids, and complete
consolidation of the concrete when placing concrete in areas congested with reinforcing bars, embedded items,
waterstops and other tight spacing. An appropriate concrete mixture shall be used, and the nominal maximum size
of aggregate (NMSA) shall meet the specified criteria when evaluated for the congested area. Vibrators with heads
of a size appropriate for the clearances available shall be used, and the consolidation operation shall be closely
supervised to ensure complete and thorough consolidation at all points. Where necessary, splices of reinforcing
bars shall be alternated to reduce congestion. Where two mats of closely spaced reinforcing are required, the bars
in each mat shall be placed in matching alignment to reduce congestion. Reinforcing bars may be temporarily
crowded to one side during concrete placement provided they are returned to exact required location before
concrete placement and consolidation are completed.
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3.6.8 Placing Flowable Concrete
If a plasticizing admixture conforming to ASTM C 1017/C 1017M is used or if an ASTM C494/C494 M, Type F or G
high range water reducing admixture is permitted to increase the slump, the concrete shall meet all requirements of
paragraph GENERAL REQUIREMENTS in PART 1. Extreme care shall be used in conveying and placing the
concrete to avoid segregation. Consolidation and finishing shall meet all requirements of paragraphs Placing
Concrete, Finishing Formed Surfaces, and Finishing Unformed Surfaces. No relaxation of requirements to
accommodate flowable concrete will be permitted.
3.7 JOINTS
Joints shall be located and constructed as indicated or approved. Joints not indicated on the drawings shall be
located and constructed to minimize the impact on the strength of the structure. In general, such joints shall be
located near the middle of the spans of supported slabs, beams, and girders unless a beam intersects a girder at
this point, in which case the joint in the girder shall be offset a distance equal to twice the width of the beam. Joints
in walls and columns shall be at the underside of floors, slabs, beams, or girders and at the tops of footings or floor
slabs, unless otherwise approved. Joints shall be perpendicular to the main reinforcement. All reinforcement shall
be continued across joints; except that reinforcement or other fixed metal items shall not be continuous through
expansion joints, or through construction or contraction joints in slabs on grade. Reinforcement shall be 2 inches
clear from each joint. Except where otherwise indicated, construction joints between interior slabs on grade and
vertical surfaces shall consist of 30-pound asphalt -saturated felt, extending for the full depth of the slab. The
perimeters of the slabs shall be free of fins, rough edges, spalling, or other unsightly appearance. Reservoir for
sealant for construction and contraction joints in slabs shall be formed to the dimensions shown on the drawings by
removing snap -out joint -forming inserts, by sawing sawable inserts, or by sawing to widen the top portion of sawed
joints. Joints to be sealed shall be cleaned and sealed as indicated and in accordance with Section 07900.
3.7.1 Construction Joints
For concrete other than slabs on grade, construction joints shall be located so that the unit of operation does not
exceed 30 feet. Concrete shall be placed continuously so that each unit is monolithic in construction. Fresh
concrete shall not be placed against adjacent hardened concrete until it is at least 72 hours old. Construction joints
shall be located as indicated or approved. Where concrete work is interrupted by weather, end of work shift or
other similar type of delay, location and type of construction joint shall be subject to approval of the Engineer.
Unless otherwise indicated and except for slabs on grade, reinforcing steel shall extend through construction joints.
Construction joints in slabs on grade shall be keyed or doweled as shown. Concrete columns, walls, or piers shall
be in place at least 2 hours, or until the concrete begins to lose its plasticity, before placing concrete for beams,
girders, or slabs thereon. In walls having door or window openings, lifts shall terminate at the top and bottom of the
opening. Other lifts shall terminate at such levels as to conform to structural requirements or architectural details.
Where horizontal construction joints in walls or columns are required, a strip of 1-inch square -edge lumber,
beveled and oiled to facilitate removal, shall be tacked to the inside of the forms at the construction joint. Concrete
shall be placed to a point 1 inch above the underside of the strip. The strip shall be removed 1 hour after the
concrete has been placed, and any irregularities in the joint line shall be leveled off with a wood float, and all
laitance shall be removed. Prior to placing additional concrete, horizontal construction joints shall be prepared as
specified in paragraph Previously Placed Concrete.
3.7.2 Contraction Joints in Slabs on Grade
Contraction joints shall be located and detailed as shown on the drawings. Contraction Joints shall be produced by
forming a weakened plane in the concrete slab by use of rigid inserts impressed in the concrete during placing
operations, use of snap -out plastic joint forming inserts, or sawing a continuous slot with a concrete saw.
Regardless of method used to produce the weakened plane, it shall be 1/4 the depth of the slab thickness and
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between 1/8 and 3/16 inch wide. For saw -cut joints, cutting shall be timed properly with the set of the concrete.
Cutting shall be started as soon as the concrete has hardened sufficiently to prevent raveling of the edges of the
saw cut. Cutting shall be completed before shrinkage stresses become sufficient to produce cracking. Reservoir for
joint sealant shall be formed as previously specified.
3.7.3 Expansion Joints
Installation of expansion joints and sealing of these joints shall conform to the requirements of Section 03150 and
Section 07900.
3.7.4 Waterstops
Waterstops shall be installed in conformance with the locations and details shown on the drawings using materials
and procedures specified in Section 03150.
3.7.5 Dowels and Tie Bars
Dowels and tie bars shall be installed at the locations shown on the drawings and to the details shown, using
materials and procedures specified in Section 03200 and herein. Conventional smooth "paving" dowels shall be
installed in slabs using approved methods to hold the dowel in place during concreting within a maximum
alignment tolerance of 1/8 inch in 12 inches. Structural type deformed bar dowels, or tie bars, shall be installed to
meet the specified tolerances. Care shall be taken during placing adjacent to and around dowels and tie bars to
ensure there is no displacement of the dowel or tie bar and that the concrete completely embeds the dowel or tie
bar and is thoroughly consolidated.
3.8 FINISHING FORMED SURFACES
Forms, form materials, and form construction are specified in Section 03100. Finishing of formed surfaces shall be
as specified herein. Unless another type of architectural or special finish is specified, surfaces shall be left with the
texture imparted by the forms except that defective surfaces shall be repaired. Unless painting of surfaces is
required, uniform color of the concrete shall be maintained by use of only one mixture without changes in materials
or proportions for any structure or portion of structure that requires a Class A or B finish. Except for major defects,
as defined hereinafter, surface defects shall be repaired as specified herein within 24 hours after forms are
removed. Repairs of the so-called "plaster -type" will not be permitted in any location. Tolerances of formed
surfaces shall conform to the requirements of ACI 117/117R. These tolerances apply to the finished concrete
surface, not to the forms themselves; forms shall be set true to line and grade. Form tie holes requiring repair and
other defects whose depth is at least as great as their surface diameter shall be repaired as specified in paragraph
Damp -Pack Mortar Repair. Defects whose surface diameter is greater than their depth shall be repaired as
specified in paragraph Repair of Major Defects. Repairs shall be finished flush with adjacent surfaces and with the
same surface texture. The cement used for all repairs shall be a blend of job cement with white cement
proportioned so that the final color after curing and aging will be the same as the adjacent concrete. Concrete with
excessive honeycomb, or other defects which affect the strength of the member, will be rejected. Repairs shall be
demonstrated to be acceptable and free from cracks or loose or drummy areas at the completion of the contract
and, for Class A and B Finishes, shall be inconspicuous. Repairs not meeting these requirements will be rejected
and shall be replaced.
3.8.1 Class B Finish
All finished formed surfaces on the project will require a Class B finish. Fins, ravelings, and loose material shall be
removed, all surface defects over 1/2 inch in diameter or more than 1/2 inch deep, shall be repaired and, except as
otherwise indicated or as specified in Section 03100, holes left by removal of form ties shall be reamed and filled.
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Defects more than 1/2 inch in diameter shall be cut back to sound concrete, but in all cases at least 1 inch deep.
The Contractor shall prepare a sample panel for approval (as specified in PART 1) before commencing repair,
showing that the surface texture and color match will be attained.
3.8.2 Architectural and Special Finishes
Architectural concrete finishes are specified in Section 03330. Special finishes shall conform to the requirements
specified herein.
3.8.2.1 Smooth Finish
After other concrete construction is complete in each overall separate contiguous area of the structure, smooth
finish shall be applied to all exposed concrete surfaces. A mortar mix consisting of one -part portland cement and
two parts well -graded sand passing a No. 30 sieve, with water added to give the consistency of thick paint, shall be
used. Where the finished surface will not receive other applied surface, white cement shall be used to replace part
of the job cement to produce an approved color, which shall be uniform throughout the surfaces of the structure.
After the surface has been thoroughly wetted and allowed to approach surface dryness, the mortar shall be
vigorously applied to the area by clean burlap pads or by cork or wood -floating, to completely fill all surface voids.
Excess grout shall be scraped off with a trowel. As soon as it can be accomplished without pulling the mortar from
the voids, the area shall be rubbed with burlap pads having on their surface the same sand -cement mix specified
above but without any mixing water, until all of the visible grout film is removed. The burlap pads used for this
operation shall be stretched tightly around a board to prevent dishing the mortar in the voids. The finish of any
area shall be completed in the same day, and the limits of a finished area shall be made at natural breaks in the
surface. The surface shall be continuously moist cured for 48 hours commencing immediately after finishing
operations in each area. The temperature of the air adjacent to the surface shall be not less than 50 degrees F for
24 hours prior to, and 48 hours after, the application. In hot, dry weather the smooth finish shall be applied in
shaded areas or at night, and shall never be applied when there is significant hot, dry wind.
3.9 REPAIRS
3.9.1 Damp -Pack Mortar Repair
Form tie holes requiring repair and other defects whose depth is at least as great as their surface diameter but not
over 4 inches shall be repaired by the damp -pack mortar method. Form tie holes shall be reamed and other similar
defects shall be cut out to sound concrete. The void shall then be thoroughly cleaned, thoroughly wetted, brush -
coated with a thin coat of neat cement grout and filled with mortar. Mortar shall be a stiff mix of 1-part portland
cement to 2 parts fine aggregate passing the No. 16 mesh sieve, and minimum amount of water. Only sufficient
water shall be used to produce a mortar which, when used, will stick together on being molded into a ball by a
slight pressure of the hands and will not exude water but will leave the hands damp. Mortar shall be mixed and
allowed to stand for 30 to 45 minutes before use with remixing performed immediately prior to use. Mortar shall be
thoroughly tamped in place in thin layers using a hammer and hardwood block. Holes passing entirely through
walls shall be completely filled from the inside face by forcing mortar through to the outside face. All holes shall be
packed full. Damp -pack repairs shall be moist cured for at least 48 hours.
3.9.2 Repair of Major Defects
Major defects will be considered to be those more than 1/2-inch-deep or, for Class A and B finishes, more than 1/2
inch in diameter and, for Class C and D finishes, more than 2 inches in diameter. Also included are any defects of
any kind whose depth is over 4 inches or whose surface diameter is greater than their depth. Major defects shall
be repaired as specified below.
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3.9.2.1 Surface Application of Mortar Repair
Defective concrete shall be removed, and removal shall extend into completely sound concrete. Approved
equipment and procedures which will not cause cracking or microcracking of the sound concrete shall be used. If
reinforcement is encountered, concrete shall be removed so as to expose the reinforcement for at least 2 inches
on all sides. All such defective areas greater than 12 square inches shall be outlined by saw cuts at least 1 inch
deep. Defective areas less than 12 square inches shall be outlined by a 1-inch deep cut with a core drill in lieu of
sawing. All saw cuts shall be straight lines in a rectangular pattern in line with the formwork panels. After concrete
removal, the surface shall be thoroughly cleaned by high pressure washing to remove all loose material. Surfaces
shall be kept continually saturated for the first 12 of the 24 hours immediately before placing mortar and shall be
damp but not wet at the time of commencing mortar placement. The Contractor, at his option, may use either hand -
placed mortar or mortar placed with a mortar gun. If hand -placed mortar is used, the edges of the cut shall be
perpendicular to the surface of the concrete. The prepared area shall be brush -coated with a thin coat of neat
cement grout. The repair shall then be made using a stiff mortar, preshrunk by allowing the mixed mortar to stand
for 30 to 45 minutes and then remixed, thoroughly tamped into place in thin layers. If hand -placed mortar is used,
the Contractor shall test each repair area for drumminess by firm tapping with a hammer and shall inspect for
cracks, both in the presence of the Engineer's representative, immediately before completion of the contract, and
shall replace any showing drumminess or cracking. If mortar placed with a mortar gun is used, the gun shall be a
small compressed air -operated gun to which the mortar is slowly hand fed and which applies the mortar to the
surface as a high-pressure stream, as approved. Repairs made using shotcrete equipment will not be accepted.
The mortar used shall be the same mortar as specified for damp -pack mortar repair. If gun -placed mortar is used,
the edges of the cut shall be beveled toward the center at a slope of 1:1. All surface applied mortar repairs shall
be continuously moist cured for at least 7 days. Moist curing shall consist of several layers of saturated burlap
applied to the surface immediately after placement is complete and covered with polyethylene sheeting, all held
closely in place by a sheet of plywood or similar material rigidly braced against it. Burlap shall be kept continually
wet.
3.9.2.2 Repair of Deep and Large Defects
Deep and large defects will be those that are more than 6 inches deep and also have an average diameter at the
surface more than 18 inches or that are otherwise so identified by the Project Office. Such defects shall be
repaired as specified herein or directed, except that defects which affect the strength of the structure shall not be
repaired and that portion of the structure shall be completely removed and replaced. Deep and large defects shall
be repaired by procedures approved in advance including forming and placing special concrete using applied
pressure during hardening. Preparation of the repair area shall be as specified for surface application of mortar. In
addition, the top edge (surface) of the repair area shall be sloped at approximately 20 degrees from the horizontal,
upward toward the side from which concrete will be placed. The special concrete shall be a concrete mixture with
low water content and low slump, and shall be allowed to age 30 to 60 minutes before use. Concrete containing a
specified expanding admixture may be used in lieu of the above mixture; the paste portion of such concrete
mixture shall be designed to have an expansion between 2.0 and 4.0 percent when tested in accordance with
ASTM C 940. A full width "chimney" shall be provided at the top of the form on the placing side to ensure filling to
the top of the opening. A pressure cap shall be used on the concrete in the chimney with simultaneous tightening
and revibrating the form during hardening to ensure a tight fit for the repair. The form shall be removed after 24
hours and immediately the chimney shall be carefully chipped away to avoid breaking concrete out of the repair;
the surface of the repair concrete shall be dressed as required.
3.9.3 Resinous and Latex Material Repair
In lieu of the portland cement bonding coats specified above, an epoxy resin or a latex bonding agent may be
used.
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3.10 FINISHING UNFORMED SURFACES
The finish of all unformed surfaces shall meet the requirements of paragraph Tolerances in PART 1, when tested
as specified herein.
3.10.1 General
The ambient temperature of spaces adjacent to unformed surfaces being finished and of the base on which
concrete will be placed shall be not less than 50 degrees F. In hot weather all requirements of paragraphs Hot
Weather Requirements and Prevention of Plastic Shrinkage Cracking shall be met. Unformed surfaces that are
not to be covered by additional concrete or backfill shall have a float finish, with additional finishing as specified
below, and shall be true to the elevation shown on the drawings. Surfaces to receive additional concrete or backfill
shall be brought to the elevation shown on the drawings, properly consolidated, and left true and regular. Unless
otherwise shown on the drawings, exterior surfaces shall be sloped for drainage, as directed. Where drains are
provided, interior floors shall be evenly sloped to the drains. Joints shall be carefully made with a jointing or edging
tool. The finished surfaces shall be protected from stains or abrasions. Grate tampers or "jitterbugs" shall not be
used for any surfaces. The dusting of surfaces with dry cement or other materials or the addition of any water
during finishing shall not be permitted. If bleedwater is present prior to finishing, the excess water shall be carefully
dragged off or removed by absorption with porous materials such as burlap. During finishing operations, extreme
care shall be taken to prevent over finishing or working water into the surface; this can cause "crazing" (surface
shrinkage cracks which appear after hardening) of the surface. Any slabs with surfaces which exhibit significant
crazing shall be removed and replaced. During finishing operations, surfaces shall be checked with a 10-foot
straightedge, applied in both directions at regular intervals while the concrete is still plastic, to detect high or low
areas.
3.10.2 Rough Slab Finish
As a first finishing operation for unformed surfaces and as final finish for slabs to receive mortar setting beds, the
surface shall receive a rough slab finish prepared as follows. All non-accesible surfaces will receive a rough slab
finish. The concrete shall be uniformly placed across the slab area, consolidated as previously specified, and then
screeded with straightedge strikeoffs immediately after consolidation to bring the surface to the required finish level
with no coarse aggregate visible. Side forms and screed rails shall be provided, rigidly supported, and set to exact
line and grade. Allowable tolerances for finished surfaces apply only to the hardened concrete, not to forms or
screed rails. Forms and screed rails shall be set true to line and grade. "Wet screeds" shall not be used.
3.10.3 Troweled Finish
The floors of all water containment structures will receive a trowelled finish. After floating is complete and after the
surface moisture has disappeared, unformed surfaces shall be steel -trowelled to a smooth, even, dense finish, free
from blemishes including trowel marks. In lieu of hand finishing, an approved power finishing machine may be
used in accordance with the directions of the machine manufacturer. Additional trowelings shall be performed,
either by hand or machine until the surface has been troweled 2 times, with waiting period between each. Care
shall be taken to prevent blistering and if such occurs, troweling shall immediately be stopped and operations and
surfaces corrected. A final hard steel troweling shall be done by hand, with the trowel tipped, and using hard
pressure, when the surface is at a point that the trowel will produce a ringing sound. The finished surface shall be
thoroughly consolidated and shall be essentially free of trowel marks and be uniform in texture and appearance.
The concrete mixture used for troweled finished areas shall be adjusted, if necessary, in order to provide sufficient
fines (cementitious material and fine sand) to finish properly.
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3.11 FLOOR HARDENER
All exposed areas receiving a troweled finish will receive a floor hardener. Floor hardener shall be applied after the
concrete has been cured and then air dried for 28 days. Three coats shall be applied, each the day after the
preceding coat was applied. For the first application, one pound of the silocofluoride shall be dissolved in one
gallon of water. For subsequent applications, the solution shall be two pounds of silicofluoride to each gallon of
water. Floor should be mopped with clear water shortly after the preceding application has dried to remove
encrusted salts. Proprietary hardeners shall be applied in accordance with the manufacturer's instructions. During
application, area should be well ventilated. Precautions shall be taken when applying silicofluorides due to the
toxicity of the salts. Any compound that contacts glass or aluminum should be immediately removed with clear
water.
3.12 EXTERIOR SLAB AND RELATED ITEMS
3.12.1 Pavements
Pavements shall be constructed where shown on the drawings. After forms are set and underlying material
prepared as specified, the concrete shall be placed uniformly throughout the area and thoroughly vibrated. As soon
as placed and vibrated, the concrete shall be struck off and screeded to the crown and cross section and to such
elevation above grade that when consolidated and finished, the surface of the pavement will be at the required
elevation. The entire surface shall be tamped with the strike off, or consolidated with a vibrating screed, and this
operation continued until the required compaction and reduction of internal and surface voids are accomplished.
Care shall be taken to prevent bringing excess paste to the surface. Immediately following the final consolidation of
the surface, the pavement shall be floated longitudinally from bridges resting on the side forms and spanning but
not touching the concrete. If necessary, additional concrete shall be placed and screeded, and the float operated
until a satisfactory surface has been produced. The floating operation shall be advanced not more than half the
length of the float and then continued over the new and previously floated surfaces. After finishing is completed but
while the concrete is still plastic, minor irregularities and score marks in the pavement surface shall be eliminated
by means of long -handled cutting straightedges. Straightedges shall be 12 feet in length and shall be operated
from the sides of the pavement and from bridges. A straightedge operated from the side of the pavement shall be
equipped with a handle 3 feet longer than one-half the width of the pavement. The surface shall then be tested for
trueness with a 12-foot straightedge held in successive positions parallel and at right angles to the center line of
the pavement, and the whole area covered as necessary to detect variations. The straightedge shall be advanced
along the pavement in successive stages of not more than one-half the length of the straightedge. Depressions
shall be immediately filled with freshly mixed concrete, struck off, consolidated, and refinished. Projections above
the required elevation shall also be struck off and refinished. The straightedge testing and finishing shall continue
until the entire surface of the concrete is true. Before the surface sheen has disappeared and well before the
concrete becomes nonplastic, the surface of the pavement shall be given a nonslip sandy surface texture by
belting with approved "belt" and procedures or use of a burlap drag. A strip of clean, wet burlap from 3 to 5 feet
wide and 2 feet longer than the pavement width shall be carefully pulled across the surface. Edges and joints shall
be rounded with an edger having a radius of 1/8 inch. Curing shall be as specified.
3.12.2 Sidewalks
Concrete shall be 4 inches minimum thickness. Contraction joints shall be provided at 5 feet spaces unless
otherwise indicated. Contraction joints shall be cut 1 inch deep with a jointing tool after the surface has been
finished. Transverse expansion joints 1/2-inch-thick shall be provided at changes in direction and where sidewalk
abuts curbs, steps, rigid pavement, or other similar structures. Sidewalks shall be given a lightly broomed finish. A
transverse slope of 1/4 inch per foot shall be provided, unless otherwise indicated. Variations in cross section shall
be limited to 1/4 inch in 5 feet.
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3.12.3 Curbs and Gutters
Concrete shall be formed, placed, and finished by hand using a properly shaped "mule" or constructed using a
slipform machine specially designed for this work. Contraction joints shall be cut 3 inches deep with a jointing tool
after the surface has been finished. Expansion joints (1/2-inch-wide) shall be provided at 100 feet maximum
spacing unless otherwise indicated. Exposed surfaces shall be finished using a stiff bristled brush.
3.12.4 Pits and Trenches
Pits and trenches shall be constructed as indicated on the drawings. Bottoms and walls shall be placed
monolithically or waterstops and keys, shall be provided as approved.
3.13 CURING AND PROTECTION
3.13.1 General
Concrete shall be cured by an approved method for the period of time given below:
Concrete with Type III cement 3 days
All other concrete 7 days
Immediately after placement, concrete shall be protected from premature drying, extremes in temperatures, rapid
temperature change, mechanical injury and damage from rain and flowing water for the duration of the curing
period. Air and forms in contact with concrete shall be maintained at a temperature above 50 degrees F for the first
3 days and at a temperature above 32 degrees F for the remainder of the specified curing period. Exhaust fumes
from combustion heating units shall be vented to the outside of the enclosure, and heaters and ducts shall be
placed and directed so as not to cause areas of overheating and drying of concrete surfaces or to create fire
hazards. Materials and equipment needed for adequate curing and protection shall be available and at the site
prior to placing concrete. No fire or excessive heat, including welding, shall be permitted near or in direct contact
with the concrete at any time. Except as otherwise permitted by paragraph Membrane Forming Curing
Compounds, moist curing shall be provided for any areas to receive floor hardener, any paint or other applied
coating, or to which other concrete is to be bonded. Concrete containing silica fume shall be initially cured by fog
misting during finishing, followed immediately by continuous moist curing. Except for plastic coated burlap,
impervious sheeting alone shall not be used for curing.
3.13.2 Moist Curing
Concrete to be moist -cured shall be maintained continuously wet for the entire curing period, commencing
immediately after finishing. If water or curing materials used stain or discolor concrete surfaces which are to be
permanently exposed, the concrete surfaces shall be cleaned as approved. When wooden forms are left in place
during curing, they shall be kept wet at all times. If steel forms are used in hot weather, nonsupporting vertical
forms shall be broken loose from the concrete soon after the concrete hardens and curing water continually applied
in this void. If the forms are removed before the end of the curing period, curing shall be carried out as on
unformed surfaces, using suitable materials. Surfaces shall be cured by ponding, by continuous sprinkling, by
continuously saturated burlap or cotton mats, or by continuously saturated plastic -coated burlap. Burlap and mats
shall be clean and free from any contamination and shall be completely saturated before being placed on the
concrete. The Contractor shall have an approved work system to ensure that moist curing is continuous 24 hours
per day.
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3.13.3 Membrane Forming Curing Compounds
Membrane forming curing compounds shall be used only on surfaces not in contact with water. Concrete in the
following areas may be cured with a pigmented curing compound in lieu of moist curing or may be cured with a
nonpigmented curing compound containing a fugitive dye in lieu of moist curing. Membrane curing shall not be
used on surfaces that are to receive any subsequent treatment depending on adhesion or bonding to the concrete,
including surfaces to which a smooth finish is to be applied or other concrete to be bonded. However, a styrene
acrylate or chlorinated rubber compound meeting ASTM C 309, Class B requirements, may be used for surfaces
which are to be painted or are to receive bituminous roofing or waterproofing, or floors that are to receive adhesive
applications of resilient flooring. The curing compound selected shall be compatible with any subsequent paint,
roofing, waterproofing or flooring specified. Membrane curing compound shall not be used on surfaces that are
maintained at curing temperatures with free steam. Curing compound shall be applied to formed surfaces
immediately after the forms are removed and prior to any patching or other surface treatment except the cleaning
of loose sand, mortar, and debris from the surface. All surfaces shall be thoroughly moistened with water. Curing
compound shall be applied to slab surfaces as soon as the bleeding water has disappeared, with the tops of joints
being temporarily sealed to prevent entry of the compound and to prevent moisture loss during the curing period.
The curing compound shall be applied in a two -coat continuous operation by approved motorized power -spraying
equipment operating at a minimum pressure of 75 psi, at a uniform coverage of not more than 400 square feet per
gallon for each coat, and the second coat shall be applied perpendicular to the first coat. Concrete surfaces which
have been subjected to rainfall within 3 hours after curing compound has been applied shall be resprayed by the
method and at the coverage specified. Surfaces on which clear compound is used shall be shaded from direct
rays of the sun for the first 3 days. Surfaces coated with curing compound shall be kept free of foot and vehicular
traffic, and from other sources of abrasion and contamination during the curing period.
3.13.4 Impervious Sheeting
All of the concrete surfaces may be cured using impervious sheets. However, except for plastic coated burlap,
impervious sheeting alone shall not be used for curing. Impervious -sheet curing shall only be used on horizontal or
nearly horizontal surfaces. Surfaces shall be thoroughly wetted and be completely covered with the sheeting.
Sheeting shall be at least 18 inches wider than the concrete surface to be covered. Covering shall be laid with
light-colored side up. Covering shall be lapped not less than 12 inches and securely weighted down or shall be
lapped not less than 4 inches and taped to form a continuous cover with completely closed joints. The sheet shall
be weighted to prevent displacement so that it remains in contact with the concrete during the specified length of
curing. Coverings shall be folded down over exposed edges of slabs and secured by approved means. Sheets
shall be immediately repaired or replaced if tears or holes appear during the curing period.
3.13.5 Ponding or Immersion
Concrete shall be continually immersed throughout the curing period. Water shall not be more than 20 degrees F
less than the temperature of the concrete.
3.13.6 Cold Weather Curing and Protection
When the daily ambient low temperature is less than 32 degrees F the temperature of the concrete shall be
maintained above 40 degrees F for the first seven days after placing. During the period of protection removal, the
air temperature adjacent to the concrete surfaces shall be controlled so that concrete near the surface will not be
subjected to a temperature differential of more than 25 degrees F as determined by suitable temperature
measuring devices furnished by the Contractor, as required, and installed adjacent to the concrete surface and 2
inches inside the surface of the concrete. The installation of the thermometers shall be made by the Contractor as
directed.
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3.14 SETTING BASE PLATES AND BEARING PLATES
After being properly positioned, column base plates, bearing plates for beams and similar structural members, and
machinery and equipment base plates shall be set to the proper line and elevation with damp -pack bedding mortar,
except where nonshrink grout is indicated. The thickness of the mortar or grout shall be approximately 1/24 the
width of the plate, but not less than 3/4 inch. Concrete and metal surfaces in contact with grout shall be clean and
free of oil and grease, and concrete surfaces in contact with grout shall be damp and free of laitance when grout is
placed. Nonshrink grout shall be used for equipment bases.
3.14.1 Damp -Pack Bedding Mortar
Damp -pack bedding mortar shall consist of 1-part cement and 2-1/2 parts fine aggregate having water content
such that a mass of mortar tightly squeezed in the hand will retain its shape but will crumble when disturbed. The
space between the top of the concrete and bottom of the bearing plate or base shall be packed with the bedding
mortar by tamping or ramming with a bar or rod until it is completely filled.
3.14.2 Nonshrink Grout
Nonshrink grout shall be a ready -mixed material requiring only the addition of water. Water content shall be the
minimum that will provide a flowable mixture and completely fill the space to be grouted without segregation,
bleeding, or reduction of strength.
3.14.2.1 Mixing and Placing of Nonshrink Grout
Mixing and placing shall be in conformance with the material manufacturer's instructions and as specified therein.
Ingredients shall be thoroughly dry -mixed before adding water. After adding water, the batch shall be mixed for 3
minutes. Batches shall be of size to allow continuous placement of freshly mixed grout. Grout not used within 30
minutes after mixing shall be discarded. The space between the top of the concrete or machinery -bearing surface
and the plate shall be filled solid with the grout. Forms shall be of wood or other equally suitable material for
completely retaining the grout on all sides and on top and shall be removed after the grout has set. The placed
grout shall be carefully worked by rodding or other means to eliminate voids; however, overworking and breakdown
of the initial set shall be avoided. Grout shall not be retempered or subjected to vibration from any source. Where
clearances are unusually small, placement shall be under pressure with a grout pump. Temperature of the grout,
and of surfaces receiving the grout, shall be maintained at 65 to 85 degrees F until after setting.
3.14.2.2 Treatment of Exposed Surfaces
For metal -oxidizing nonshrink grout, exposed surfaces shall be cut back 1 inch and immediately covered with a
parge coat of mortar consisting of 1-part portland cement and 2-1/2 parts fine aggregate by weight, with sufficient
water to make a plastic mixture. The parge coat shall have a smooth finish. For other mortars or grouts, exposed
surfaces shall have a smooth -dense finish and be left untreated. Curing shall comply with paragraph CURING
AND PROTECTION.
3.15 TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL
The Contractor shall perform the inspection and tests described below and, based upon the results of these
inspections and tests, shall take the action required and shall submit specified reports. When, in the opinion of the
Engineer, the concreting operation is out of control, concrete placement shall cease and the operation shall be
corrected. The laboratory performing the tests shall be onsite and shall conform with ASTM C 1077. Materials may
be subjected to check testing by the Owner from samples obtained at the manufacturer, at transfer points, or at the
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project site. The Owner will inspect the laboratory, equipment, and test procedures prior to start of concreting
operations and at least once per month thereafter for conformance with ASTM C 1077.
3.15.1 Grading and Corrective Action
3.15.1.1 Fine Aggregate
At least once during each shift when the concrete plant is operating, there shall be one sieve analysis and fineness
modulus determination in accordance with ASTM C 136 and COE CRD-C 104 for the fine aggregate or for each
fine aggregate if it is batched in more than one size or classification. The location at which samples are taken may
be selected by the Contractor as the most advantageous for control. However, the Contractor is responsible for
delivering fine aggregate to the mixer within specification limits. When the amount passing on any sieve is outside
the specification limits, the fine aggregate shall be immediately resampled and retested. If there is another failure
on any sieve, the fact shall be immediately reported to the Engineer, concreting shall be stopped, and immediate
steps taken to correct the grading.
3.15.1.2 Coarse Aggregate
At least once during each shift in which the concrete plant is operating, there shall be a sieve analysis in
accordance with ASTM C 136 for each size of coarse aggregate. The location at which samples are taken may be
selected by the Contractor as the most advantageous for production control. However, the Contractor shall be
responsible for delivering the aggregate to the mixer within specification limits. A test record of samples of
aggregate taken at the same locations shall show the results of the current test as well as the average results of
the five most recent tests including the current test. The Contractor may adopt limits for control coarser than the
specification limits for samples taken other than as delivered to the mixer to allow for degradation during handling.
When the amount passing any sieve is outside the specification limits, the coarse aggregate shall be immediately
resampled and retested. If the second sample fails on any sieve, that fact shall be reported to the Engineer. Where
two consecutive averages of 5 tests are outside specification limits, the operation shall be considered out of control
and shall be reported to the Engineer. Concreting shall be stopped and immediate steps shall be taken to correct
the grading.
3.15.2 Quality of Aggregates
Thirty days prior to the start of concrete placement, the Contractor shall perform all tests for aggregate quality
required by ASTM C 33. In addition, after the start of concrete placement, the Contractor shall perform tests for
aggregate quality at least every three months, and when the source of aggregate or aggregate quality changes.
Samples tested after the start of concrete placement shall be taken immediately prior to entering the concrete
mixer.
3.15.3 Scales, Batching and Recording
The accuracy of the scales shall be checked by test weights prior to start of concrete operations and at least once
every three months. Such tests shall also be made as directed whenever there are variations in properties of the
fresh concrete that could result from batching errors. Once a week the accuracy of each batching and recording
device shall be checked during a weighing operation by noting and recording the required weight, recorded weight,
and the actual weight batched. At the same time, the Contractor shall test and ensure that the devices for
dispensing admixtures are operating properly and accurately. When either the weighing accuracy or batching
accuracy does not comply with specification requirements, the plant shall not be operated until necessary
adjustments or repairs have been made. Discrepancies in recording accuracies shall be corrected immediately.
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3.15.4 Batch -Plant Control
The measurement of concrete materials including cementitious materials, each size of aggregate, water, and
admixtures shall be continuously controlled. The aggregate weights and amount of added water shall be adjusted
as necessary to compensate for free moisture in the aggregates. The amount of air -entraining agent shall be
adjusted to control air content within specified limits. A report shall be prepared indicating type and source of
cement used, type and source of pozzolan or slag used, amount and source of admixtures used, aggregate
source, the required aggregate and water weights per cubic yard, amount of water as free moisture in each size of
aggregate, and the batch aggregate and water weights per cubic yard for each class of concrete batched during
each day's plant operation.
3.15.5 Concrete Mixture
Air Content Testing. Air content tests shall be made when test specimens are fabricated. In addition, at
least two tests for air content shall be made on randomly selected batches of each separate concrete
mixture produced during each 8-hour period of concrete production. Additional tests shall be made when
excessive variation in workability is reported by the placing foreman or Owner inspector. Tests shall be
made in accordance with ASTM C 231 for normal weight concrete and ASTM C 173 for lightweight
concrete. Test results shall be plotted on control charts which shall at all times be readily available to the
Owner and shall be submitted weekly. Copies of the current control charts shall be kept in the field by
testing crews and results plotted as tests are made. When a single test result reaches either the upper or
lower action limit, a second test shall immediately be made. The results of the two tests shall be averaged
and this average used as the air content of the batch to plot on both the air content and the control chart
for range, and for determining need for any remedial action. The result of each test, or average as noted
in the previous sentence, shall be plotted on a separate control chart for each mixture on which an
"average line" is set at the midpoint of the specified air content range from paragraph Air Entrainment. An
upper warning limit and a lower warning limit line shall be set 1.0 percentage point above and below the
average line, respectively. An upper action limit and a lower action limit line shall be set 1.5 percentage
points above and below the average line, respectively. The range between each two consecutive tests
shall be plotted on a secondary control chart for range where an upper warning limit is set at 2.0
percentage points and an upper action limit is set at 3.0 percentage points. Samples for air content may
be taken at the mixer, however, the Contractor is responsible for delivering the concrete to the placement
site at the stipulated air content. If the Contractor's materials or transportation methods cause air content
loss between the mixer and the placement, correlation samples shall be taken at the placement site as
required by the Engineer, and the air content at the mixer controlled as directed.
Air Content Corrective Action. Whenever points on the control chart for percent air reach either warning
limit, an adjustment shall immediately be made in the amount of air -entraining admixture batched. As
soon as practical after each adjustment, another test shall be made to verify the result of the adjustment.
Whenever a point on the secondary control chart for range reaches the warning limit, the admixture
dispenser shall be recalibrated to ensure that it is operating accurately and with good reproducibility.
Whenever a point on either control chart reaches an action limit line, the air content shall be considered
out of control and the concreting operation shall immediately be halted until the air content is under
control. Additional air content tests shall be made when concreting is restarted.
Slump Testing. In addition to slump tests which shall be made when test specimens are fabricated, at
least four slump tests shall be made on randomly selected batches in accordance with ASTM C 143/C
143M for each separate concrete mixture produced during each 8-hour or less period of concrete
production each day. Also, additional tests shall be made when excessive variation in workability is
reported by the placing foreman or Owner inspector. Test results shall be plotted on control charts which
shall at all times be readily available to the Owner and shall be submitted weekly. Copies of the current
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control charts shall be kept in the field by testing crews and results plotted as tests are made. When a
single slump test reaches or goes beyond either the upper or lower action limit, a second test shall
immediately be made. The results of the two tests shall be averaged and this average used as the slump
of the batch to plot on both the control charts for slump and the chart for range, and for determining need
for any remedial action. Limits shall be set on separate control charts for slump for each type of mixture.
The upper warning limit shall be set at 1/2 inch below the maximum allowable slump specified in
paragraph Slump in PART 1 for each type of concrete and an upper action limit line and lower action limit
line shall be set at the maximum and minimum allowable slumps, respectively, as specified in the same
paragraph. The range between each consecutive slump test for each type of mixture shall be plotted on a
single control chart for range on which an upper action limit is set at 2 inches. Samples for slump shall be
taken at the mixer. However, the Contractor is responsible for delivering the concrete to the placement
site at the stipulated slump. If the Contractor's materials or transportation methods cause slump loss
between the mixer and the placement, correlation samples shall be taken at the placement site as
required by the Engineer, and the slump at the mixer controlled as directed.
Slump Corrective Action. Whenever points on the control charts for slump reach the upper warning limit,
an adjustment shall immediately be made in the batch weights of water and fine aggregate. The
adjustments are to be made so that the total water content does not exceed that amount allowed by the
maximum w/c ratio specified, based on aggregates which are in a saturated surface dry condition. When
a single slump reaches the upper or lower action limit, no further concrete shall be delivered to the placing
site until proper adjustments have been made. Immediately after each adjustment, another test shall be
made to verify the correctness of the adjustment. Whenever two consecutive individual slump tests, made
during a period when there was no adjustment of batch weights, produce a point on the control chart for
range at or above the upper action limit, the concreting operation shall immediately be halted, and the
Contractor shall take appropriate steps to bring the slump under control. Additional slump tests shall be
made as directed.
e. Temperature. The temperature of the concrete shall be measured when compressive strength specimens
are fabricated. Measurement shall be in accordance with ASTM C 1064/C 1064M. The temperature shall
be reported along with the compressive strength data.
Strength Specimens. At least one set of test specimens shall be made, for compressive or flexural
strength as appropriate, on each different concrete mixture placed during the day for each 150 cubic
yards or portion thereof of that concrete mixture placed each day. Additional sets of test specimens shall
be made, as directed by the Engineer, when the mixture proportions are changed or when low strengths
have been detected. A truly random (not haphazard) sampling plan shall be developed by the Contractor
and approved by the Engineer prior to the start of construction. The plan shall assure that sampling is
done in a completely random and unbiased manner. A set of 6"x12" test specimens for concrete with a
28-day specified strength per paragraph Strength Requirements in PART 1 shall consist of five
specimens, two to be tested at 7 days and two at 28 days with one reserve (additional cylinders shall be
provided as required by ASTM if 4"x8" cylinders are used for testing).. Test specimens shall be molded
and cured in accordance with ASTM C 31/C 31M and tested in accordance with ASTM C 39/C 39M for
test cylinders and ASTM C 78 for test beams. Results of all strength tests shall be reported immediately
to the Engineer. Quality control charts shall be kept for individual strength "tests", ("test" as defined in
paragraph Strength Requirements in PART 1) moving average of last 3 "tests" for strength, and moving
average for range for the last 3 "tests" for each mixture. The charts shall be similar to those found in ACI
214.3R.
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3.15.6 Inspection Before Placing
Foundations, construction joints, forms, and embedded items shall be inspected by the Contractor in sufficient time
prior to each concrete placement in order to certify to the Engineer that they are ready to receive concrete. The
results of each inspection shall be reported in writing.
3.15.7 Placing
The placing foreman shall supervise placing operations, shall determine that the correct quality of concrete or grout
is placed in each location as specified and as directed by the Engineer, and shall be responsible for measuring and
recording concrete temperatures and ambient temperature hourly during placing operations, weather conditions,
time of placement, volume placed, and method of placement. The placing foreman shall not permit batching and
placing to begin until it has been verified that an adequate number of vibrators in working order and with competent
operators are available. Placing shall not be continued if any pile of concrete is inadequately consolidated. If any
batch of concrete fails to meet the temperature requirements, immediate steps shall be taken to improve
temperature controls.
3.15.8 Vibrators
The frequency and amplitude of each vibrator shall be determined in accordance with COE CRD-C 521 prior to
initial use and at least once a month when concrete is being placed. Additional tests shall be made as directed
when a vibrator does not appear to be adequately consolidating the concrete. The frequency shall be determined
while the vibrator is operating in concrete with the tachometer being held against the upper end of the vibrator
head while almost submerged and just before the vibrator is withdrawn from the concrete. The amplitude shall be
determined with the head vibrating in air. Two measurements shall be taken, one near the tip and another near the
upper end of the vibrator head, and these results averaged. The make, model, type, and size of the vibrator and
frequency and amplitude results shall be reported in writing. Any vibrator not meeting the requirements of
paragraph Consolidation, shall be immediately removed from service and repaired or replaced.
3.15.9 Curing Inspection
a. Moist Curing Inspections. At least once each shift, and not less than twice per day on work and non -work
days, an inspection shall be made of all areas subject to moist curing. The surface moisture condition
shall be noted and recorded.
b. Moist Curing Corrective Action. When a daily inspection report lists an area of inadequate curing,
immediate corrective action shall be taken, and the required curing period for those areas shall be
extended by 1 day.
c. Membrane Curing Inspection. No curing compound shall be applied until the Contractor has verified that
the compound is properly mixed and ready for spraying. At the end of each operation, the Contractor shall
estimate the quantity of compound used by measurement of the container and the area of concrete
surface covered, shall compute the rate of coverage in square feet per gallon, and shall note whether or
not coverage is uniform.
d. Membrane Curing Corrective Action. When the coverage rate of the curing compound is less than that
specified or when the coverage is not uniform, the entire surface shall be sprayed again.
e. Sheet Curing Inspection. At least once each shift and once per day on non -work days, an inspection shall
be made of all areas being cured using impervious sheets. The condition of the covering and the tightness
of the laps and tapes shall be noted and recorded.
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f. Sheet Curing Corrective Action. When a daily inspection report lists any tears, holes, or laps or joints that
are not completely closed, the tears and holes shall promptly be repaired or the sheets replaced, the
joints closed, and the required curing period for those areas shall be extended by 1 day.
3.15.10 Cold -Weather Protection
At least once each shift and once per day on non -work days, an inspection shall be made of all areas subject to
cold -weather protection. Any deficiencies shall be noted, corrected, and reported.
3.15.11 Mixer Uniformity
a. Stationary Mixers. Prior to the start of concrete placing and once every 6 months when concrete is being
placed, or once for every 75,000 cubic yards of concrete placed, whichever results in the shortest time
interval, uniformity of concrete mixing shall be determined in accordance with ASTM C 94/C 94M.
b. Truck Mixers. Prior to the start of concrete placing and at least once every 6 months when concrete is
being placed, uniformity of concrete mixing shall be determined in accordance with ASTM C 94/C 94M.
The truck mixers shall be selected randomly for testing. When satisfactory performance is found in one
truck mixer, the performance of mixers of substantially the same design and condition of the blades may
be regarded as satisfactory.
c. Mixer Uniformity Corrective Action. When a mixer fails to meet mixer uniformity requirements, either the
mixing time shall be increased, batching sequence changed, batch size reduced, or adjustments shall be
made to the mixer until compliance is achieved.
3.15.12 Reports
All results of tests or inspections conducted shall be reported informally as they are completed and in writing daily.
A weekly report shall be prepared for the updating of control charts covering the entire period from the start of the
construction season through the current week. During periods of cold -weather protection, reports of pertinent
temperatures shall be made daily. These requirements do not relieve the Contractor of the obligation to report
certain failures immediately as required in preceding paragraphs. Such reports of failures and the action taken
shall be confirmed in writing in the routine reports. The Engineer has the right to examine all contractor quality
control records.
3.15.13 Leakage Test
All cast -in -place water bearing structures shall be tested for leakage as follows: Prior to backfilling, the structure
shall be filled to the maximum water elevation, and remain filled for 48 hours. No visible leaks shall be apparent.
Repair imperfections and leaks to make structure watertight. Each chamber of compartmentalized structures shall
be tested individually to ensure interior walls, gates, pipe connections, etc. are watertight. Leakage shall be no
more than 0.1 % of the water volume in 24 hours in accordance with ACI 350.1 /350.1 R.
END OF SECTION 03300
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SECTION 04200 - UNIT MASONRY
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Concrete masonry units.
1.2 DEFINITIONS
A. CMU(s): Concrete masonry unit(s).
B. Reinforced Masonry: Masonry containing reinforcing steel in grouted cells.
1.3 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Shop Drawings: For reinforcing steel. Detail bending, lap lengths, and placement of unit masonry
reinforcing bars. Comply with ACI 315. Show elevations of reinforced walls.
1.4 INFORMATIONAL SUBMITTALS
A. Material Certificates: For each type and size of product. For masonry units, include data on material
properties and material test reports substantiating compliance with requirements.
B. Mix Designs: For each type of mortar and grout. Include description of type and proportions of ingredients.
1. Include test reports for mortar mixes required to comply with property specification. Test according
to ASTM C109/C109M for compressive strength, ASTM C1506 for water retention, and
ASTM C91/C91 M for air content.
2. Include test reports, according to ASTM C1019, for grout mixes required to comply with
compressive strength requirement.
1.5 FIELD CONDITIONS
A. Cold -Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost.
Do not build on frozen substrates. Remove and replace unit masonry damaged by frost or by freezing
conditions. Comply with cold -weather construction requirements contained in
TMS 602/ACI 530.1/ASCE 6.
B. Hot -Weather Requirements: Comply with hot -weather construction requirements contained in
TMS 602/ACI 530.1/ASCE 6.
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PART 2-PRODUCTS
2.1 UNIT MASONRY, GENERAL
A. Masonry Standard: Comply with TMS 602/ACI 530.1/ASCE 6, except as modified by requirements in the
Contract Documents.
B. Defective Units: Referenced masonry unit standards may allow a certain percentage of units to contain
chips, cracks, or other defects exceeding limits stated. Do not use units where such defects are exposed
in the completed Work.
C. Fire -Resistance Ratings: Comply with requirements for fire -resistance -rated assembly designs indicated.
Where fire -resistance -rated construction is indicated, units shall be listed and labeled by a qualified
testing agency acceptable to authorities having jurisdiction.
2.2 CONCRETE MASONRY UNITS
A. Shapes: Provide shapes indicated and as follows, with exposed surfaces matching exposed faces of
adjacent units unless otherwise indicated.
Provide special shapes for lintels, corners, jambs, sashes, movement joints, headers, bonding, and
other special conditions.
B. Integral Water Repellent: Provide units made with integral water repellent for exposed units.
C. CMUs: ASTM C90.
1. Unit Compressive Strength: Provide units with minimum average net -area compressive strength of
1900 psi.
2. Density Classification: Normal weight, unless otherwise indicated.
2.3 CONCRETE LINTELS
A. Concrete Lintels: ASTM C1623, matching CMUs in color, texture, and density classification; and with
reinforcing bars indicated. Provide lintels with net -area compressive strength not less than that of CMUs.
2.4 MORTAR AND GROUT MATERIALS
A. Portland Cement: ASTM C150/C150M, Type I or II, except Type III may be used for cold -weather
construction. Provide natural color or white cement as required to produce mortar color indicated.
B. Hydrated Lime: ASTM C207, Type S.
C. Portland Cement -Lime Mix: Packaged blend of portland cement and hydrated lime containing no other
ingredients.
D. Masonry Cement: ASTM C91/C91 M.
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E. Aggregate for Mortar: ASTM C144.
1. For joints less than 1/4-inch (6 mm) thick, use aggregate graded with 100 percent passing the
No. 16 (1.18-mm) sieve.
2. White -Mortar Aggregates: Natural white sand or crushed white stone.
F. Aggregate for Grout: ASTM C404.
G. Cold -Weather Admixture: Nonchloride, noncorrosive, accelerating admixture complying with
ASTM C494/C494M, Type C, and recommended by manufacturer for use in masonry mortar of
composition indicated.
H. Water -Repellent Admixture: Liquid water-repellent mortar admixture intended for use with CMUs
containing integral water repellent from same manufacturer.
Water: Potable.
2.5 REINFORCEMENT
A. Uncoated -Steel Reinforcing Bars: ASTM A615/A615M or ASTM A996/A996M, Grade 60 (Grade 420).
B. Masonry -Joint Reinforcement, General: ASTM A951/A951 M.
1. Interior Walls: Hot -dip galvanized carbon steel.
2. Exterior Walls: Hot -dip galvanized carbon steel.
3. Wire Size for Side Rods: 0.187-inch (4.76-mm) diameter.
4. Wire Size for Cross Rods: 0.148-inch (3.77-mm) diameter.
5. Spacing of Cross Rods, Tabs, and Cross Ties: Not more than 16 inches (407 mm) o.c.
6. Provide in lengths of not less than 10 feet (3 m), with prefabricated corner and tee units.
C. Masonry -Joint Reinforcement for Single-Wythe Masonry: Ladder or truss type with single pair of side rods.
2.6 TIES AND ANCHORS
A. Materials: Provide ties and anchors specified in this article that are made from materials that comply with
the following unless otherwise indicated:
1. Hot -Dip Galvanized, Carbon -Steel Wire: ASTM A82/A82M, with ASTM Al53/A153M, Class B-2
coating.
2. Steel Sheet, Galvanized after Fabrication: ASTM A1008/A1008M, Commercial Steel, with
ASTM All 53/A153M, Class B coating.
3. Steel Plates, Shapes, and Bars: ASTM A36/A36M.
B. Individual Wire Ties: Rectangular units with closed ends and not less than 4 inches (100 mm) wide.
1. Wire: Fabricate from 1/4-inch- (6.35-mm-) diameter, hot -dip galvanized -steel wire.
C. Adjustable Anchors for Connecting to Concrete: Provide anchors that allow vertical or horizontal
adjustment but resist tension and compression forces perpendicular to plane of wall.
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Connector Section: Dovetail tabs for inserting into dovetail slots in concrete and attached to tie
section; formed from 0.105-inch- (2.66-mm-) thick steel sheet, galvanized after fabrication.
Tie Section: Triangular -shaped wire tie made from 0.25-inch- (6.35-mm-) diameter, hot -dip
galvanized -steel wire.
Corrugated -Metal Ties: Metal strips not less than 7/8 inch (22 mm) wide with corrugations having a
wavelength of 0.3 to 0.5 inch (7.6 to 12.7 mm) and an amplitude of 0.06 to 0.10 inch (1.5 to 2.5
mm) made from 0.075-inch- (1.90 mm-) thick steel sheet, galvanized after fabrication with dovetail
tabs for inserting into dovetail slots in concrete.
D. Partition Top Anchors: 0.105-inch- (2.66-mm-) thick metal plate with a 3/8-inch- (9.5-mm-) diameter metal
rod 6 inches (152 mm) long welded to plate and with closed -end plastic tube fitted over rod that allows rod
to move in and out of tube. Fabricate from steel, hot -dip galvanized after fabrication.
2.7 EMBEDDED FLASHING MATERIALS
A. Metal Flashing: Provide metal flashing complying with SMACNA's "Architectural Sheet Metal Manual" and
as follows:
Stainless Steel: ASTM A240/A240M or ASTM A666, Type 304, 0.016 inch (0.40 mm) thick.
Fabricate continuous flashings in sections 96 inches (2400 mm) long minimum, but not exceeding
12 feet (3.7 m). Provide splice plates at joints of formed, smooth metal flashing.
Fabricate metal drip edges from stainless steel. Extend at least 3 inches (76 mm) into wall and 1/2
inch (13 mm) out from wall, with outer edge bent down 30 degrees.
Fabricate metal sealant stops from stainless steel. Extend at least 3 inches (76 mm) into wall and
out to exterior face of wall. At exterior face of wall, bend metal back on itself for 3/4 inch (19 mm)
and down into joint 1/4 inch (6 mm) to form a stop for retaining sealant backer rod.
2.8 MISCELLANEOUS MASONRY ACCESSORIES
A. Compressible Filler: Premolded filler strips complying with ASTM D1056, Grade 2A1; compressible up to
35 percent; of width and thickness indicated; formulated from neoprene, urethane or PVC.
B. Preformed Control -Joint Gaskets: Made from styrene-butadiene-rubber compound, complying with
ASTM D2000, Designation M2AA-805 and designed to fit standard sash block and to maintain lateral
stability in masonry wall; size and configuration as indicated.
C. Bond -Breaker Strips: Asphalt -saturated felt complying with ASTM D226/D226M, Type I (No. 15 asphalt
felt).
D. Weep/Cavity Vent Products: Use one of the following unless otherwise indicated:
Cellular Plastic Weep/Vent: One-piece, flexible extrusion made from UV -resistant polypropylene
copolymer, full height and width of head joint and depth 1/8 inch (3 mm) less than depth of outer
wythe, in color selected from manufacturer's standard.
Mesh Weep/Vent: Free -draining mesh; made from polyethylene strands, full height and width of
head joint and depth 1/8 inch (3 mm) less than depth of outer wythe; in color selected from
manufacturer's standard.
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Vinyl Weep Hole/Vent: Units made from flexible PVC, designed to fit into a head joint and
consisting of a louvered vertical leg, flexible wings to seal against ends of masonry units, and a top
flap to keep mortar out of the head joint; in color selected by Architect.
2.9 MASONRY -CELL FILL
A. Loose -Fill Insulation: Perlite complying with ASTM C549, Type II (surface treated for water repellency and
limited moisture absorption) or Type IV (surface treated for water repellency and to limit dust generation).
Lightweight -Aggregate Fill: ASTM C331/C331M.
2.10 MASONRY CLEANERS
A. Proprietary Acidic Cleaner: Manufacturer's standard -strength cleaner designed for removing mortar/grout
stains, efflorescence, and other new construction stains from new masonry without discoloring or
damaging masonry surfaces. Use product expressly approved for intended use by cleaner manufacturer
and manufacturer of masonry units being cleaned.
2.11 MORTAR AND GROUT MIXES
A. General: Do not use admixtures, including pigments, air -entraining agents, accelerators, retarders, water-
repellent agents, antifreeze compounds, or other admixtures unless otherwise indicated.
Do not use calcium chloride in mortar or grout.
Use portland cement -lime mortar unless otherwise indicated.
Add cold -weather admixture (if used) at same rate for all mortar that will be exposed to view,
regardless of weather conditions, to ensure that mortar color is consistent.
B. Preblended, Dry Mortar Mix: Furnish dry mortar ingredients in form of a preblended mix. Measure
quantities by weight to ensure accurate proportions, and thoroughly blend ingredients before delivering to
Project site.
C. Mortar for Unit Masonry: Comply with ASTM C270, Proportion Specification. Provide the following types of
mortar for applications stated unless another type is indicated.
For masonry below grade or in contact with earth, use Type M.
For reinforced masonry, use Type M.
For exterior, above -grade, load -bearing and nonload-bearing walls and parapet walls; for interior
load -bearing walls; for interior nonload-bearing partitions; and for other applications where another
type is not indicated, use Type N.
D. Grout for Unit Masonry: Comply with ASTM C476.
Use grout of type indicated or, if not otherwise indicated, of type (fine or coarse) that will comply
with TMS 602/ACI 530.1/ASCE 6 for dimensions of grout spaces and pour height.
Proportion grout in accordance with ASTM C476, Table 1 or paragraph 4.2.2 for specified 28-day
compressive strength indicated, but not less than 2000 psi (14 MPa)].
Provide grout with a slump of 8 to 11 inches (200 to 280 mm) as measured according to
ASTM C143/C143M.
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PART 3 - EXECUTION
3.1 INSTALLATION, GENERAL
A. Use full-size units without cutting if possible. If cutting is required to provide a continuous pattern or to fit
adjoining construction, cut units with motor -driven saws; provide clean, sharp, unchipped edges. Allow
units to dry before laying unless wetting of units is specified. Install cut units with cut surfaces and, where
possible, cut edges concealed.
B. Select and arrange units for exposed unit masonry to produce a uniform blend of colors and textures. Mix
units from several pallets or cubes as they are placed.
3.2 TOLERANCES
A. Dimensions and Locations of Elements:
For dimensions in cross section or elevation, do not vary by more than plus 1/2 inch (12 mm) or
minus 1/4 inch (6 mm).
For location of elements in plan, do not vary from that indicated by more than plus or minus 1/2
inch (12 mm).
For location of elements in elevation, do not vary from that indicated by more than plus or minus
1/4-inch (6 mm) in a story height or 1/2-inch (12 mm) total.
B. Lines and Levels:
C. Joints:
For bed joints and top surfaces of bearing walls, do not vary from level by more than 1/4 inch in 10
feet (6 mm in 3 m), or 1/2-inch (12-mm) maximum.
For conspicuous horizontal lines, such as lintels, sills, parapets, and reveals, do not vary from level
by more than 1/8 inch in 10 feet (3 mm in 3 m), 1/4 inch in 20 feet (6 mm in 6 m), or 1/2-inch (12-
mm) maximum.
For vertical lines and surfaces, do not vary from plumb by more than 1/4 inch in 10 feet (6 mm in 3
m), 3/8 inch in 20 feet (9 mm in 6 m), or 1/2-inch (12-mm) maximum.
For conspicuous vertical lines, such as external corners, door jambs, reveals, and expansion and
control joints, do not vary from plumb by more than 1/8 inch in 10 feet (3 mm in 3 m), 1/4 inch in 20
feet (6 mm in 6 m), or 1/2-inch (12-mm) maximum.
For lines and surfaces, do not vary from straight by more than 1/4 inch in 10 feet (6 mm in 3 m), 3/8
inch in 20 feet (9 mm in 6 m), or 1/2-inch (12-mm) maximum.
For bed joints, do not vary from thickness indicated by more than plus or minus 1/8 inch (3 mm),
with a maximum thickness limited to 1/2 inch (12 mm).
For head and collar joints, do not vary from thickness indicated by more than plus 3/8 inch (9 mm)
or minus 1/4 inch (6 mm).
For exposed head joints, do not vary from thickness indicated by more than plus or minus 1/8 inch
(3 mm).
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3.3 LAYING MASONRY WALLS
A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint thicknesses and
for accurate location of openings, movement -type joints, returns, and offsets. Avoid using less -than -half-
size units, particularly at corners, jambs, and, where possible, at other locations.
Bond Pattern for Exposed Masonry: Unless otherwise indicated, lay exposed masonry in running bond; do
not use units with less -than -nominal 4-inch (100-mm) horizontal face dimensions at corners or jambs.
C. Built-in Work: As construction progresses, build in items specified in this and other Sections. Fill in solidly
with masonry around built-in items.
D. Fill space between steel frames and masonry solidly with mortar unless otherwise indicated.
Fill cores in hollow CMUs with grout 24 inches (600 mm) under bearing plates, beams, lintels, posts, and
similar items unless otherwise indicated.
3.4 MORTAR BEDDING AND JOINTING
A. Lay CMUs as follows:
Bed face shells in mortar and make head joints of depth equal to bed joints.
Bed webs in mortar in all courses of piers, columns, and pilasters.
Bed webs in mortar in grouted masonry, including starting course on footings.
Fully bed entire units, including areas under cells, at starting course on footings where cells are not
grouted.
Lay solid masonry units with completely filled bed and head joints; butter ends with sufficient mortar to fill
head joints and shove into place. Do not deeply furrow bed joints or slush head joints.
C. Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint thickness
unless otherwise indicated.
3.5 MASONRY -JOINT REINFORCEMENT
A. General: Install entire length of longitudinal side rods in mortar with a minimum cover of 5/8 inch (16 mm)
on exterior side of walls, 1/2 inch (13 mm) elsewhere. Lap reinforcement a minimum of 6 inches (150 mm).
Space reinforcement not more than 16 inches (406 mm) o.c.
Space reinforcement not more than 8 inches (203 mm) o.c. in foundation walls and parapet walls.
Provide reinforcement not more than 8 inches (203 mm) above and below wall openings and
extending 12 inches (305 mm) beyond openings in addition to continuous reinforcement.
B. Interrupt joint reinforcement at control and expansion joints unless otherwise indicated.
C. Provide continuity at wall intersections by using prefabricated T-shaped units.
D. Provide continuity at corners by using prefabricated L-shaped units.
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3.6 ANCHORING MASONRY TO STRUCTURAL STEEL AND CONCRETE
A. Anchor masonry to concrete, where masonry abuts or faces concrete, to comply with the following:
Provide an open space not less than 1/2 inch (13 mm) wide between masonry and structural steel
or concrete unless otherwise indicated. Keep open space free of mortar and other rigid materials.
Anchor masonry with anchors embedded in masonry joints and attached to structure.
Space anchors as indicated, but not more than 24 inches (610 mm) o.c. vertically and 36 inches
(915 mm) o.c. horizontally.
3.7 FLASHING, WEEP HOLES, AND CAVITY VENTS
A. General: Install embedded flashing and weep holes in masonry at shelf angles, lintels, ledges, other
obstructions to downward flow of water in wall, and where indicated.
B. Install flashing as follows unless otherwise indicated:
Prepare masonry surfaces so they are smooth and free from projections that could puncture
flashing. Where flashing is within mortar joint, place through -wall flashing on sloping bed of mortar
and cover with mortar. Before covering with mortar, seal penetrations in flashing with adhesive,
sealant, or tape as recommended by flashing manufacturer.
At multiwythe masonry walls, including cavity walls, extend flashing through outer wythe, turned up
a minimum of 8 inches (200 mm), and through inner wythe to within 1/2 inch (13 mm) of the interior
face of wall in exposed masonry. Where interior face of wall is to receive furring or framing, carry
flashing completely through inner wythe and turn flashing up approximately 2 inches (50 mm) on
interior face.
At lintels and shelf angles, extend flashing a minimum of 6 inches (150 mm) into masonry at each
end. At heads and sills, extend flashing 6 inches (150 mm) at ends and turn up not less than 2
inches (50 mm) to form end dams.
C. Install weep holes in exterior wythes and veneers in head joints of first course of masonry immediately
above embedded flashing.
Use specified weep/cavity vent products to form weep holes.
Space weep holes 24 inches (600 mm) o.c. unless otherwise indicated.
3.8 REINFORCED UNIT MASONRY
A. Temporary Formwork and Shores: Construct formwork and shores as needed to support reinforced
masonry elements during construction.
Construct formwork to provide shape, line, and dimensions of completed masonry as indicated.
Make forms sufficiently tight to prevent leakage of mortar and grout. Brace, tie, and support forms
to maintain position and shape during construction and curing of reinforced masonry.
Do not remove forms and shores until reinforced masonry members have hardened sufficiently to
carry their own weight and that of other loads that may be placed on them during construction.
B. Placing Reinforcement: Comply with requirements in TMS 602/ACI 530.1/ASCE 6.
UNIT MASONRY 04200 - 8

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C. Grouting: Do not place grout until entire height of masonry to be grouted has attained enough strength to
resist grout pressure.
1. Comply with requirements in TMS 602/ACI 530.1/ASCE 6 for cleanouts and for grout placement,
including minimum grout space and maximum pour height.
2. Limit height of vertical grout pours to not more than 60 inches (1520 mm).
3.9 FIELD QUALITY CONTROL
A. Testing and Inspecting: Owner will engage special inspectors to perform tests and inspections and
prepare reports. Allow inspectors access to scaffolding and work areas as needed to perform tests and
inspections. Retesting of materials that fail to comply with specified requirements shall be done at
Contractor's expense.
B. Inspections: Special inspections according to Level B in TMS 402/ACI 530/ASCE 5.
1. Begin masonry construction only after inspectors have verified proportions of site -prepared mortar.
2. Place grout only after inspectors have verified compliance of grout spaces and of grades, sizes,
and locations of reinforcement.
3. Place grout only after inspectors have verified proportions of site -prepared grout.
C. Testing Prior to Construction: One set of tests.
D. Testing Frequency: One set of tests for each 5000 sq. ft. (464 sq. m) of wall area or portion thereof.
E. Concrete Masonry Unit Test: For each type of unit provided, according to ASTM C140 for compressive
strength.
F. Mortar Aggregate Ratio Test (Proportion Specification): For each mix provided, according to ASTM C780.
G. Grout Test (Compressive Strength): For each mix provided, according to ASTM C1019.
3.10 REPAIRING, POINTING, AND CLEANING
A. In -Progress Cleaning: Clean unit masonry as work progresses by dry brushing to remove mortar fins and
smears before tooling joints.
B. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows:
1. Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or
chisels.
2. Test cleaning methods on sample wall panel; leave one-half of panel uncleaned for comparison
purposes.
3. Protect adjacent surfaces from contact with cleaner.
4. Wet wall surfaces with water before applying cleaners; remove cleaners promptly by rinsing
surfaces thoroughly with clear water.
5. Clean masonry with a proprietary acidic cleaner applied according to manufacturer's written
instructions.
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3.11 MASONRY WASTE DISPOSAL
A. Waste Disposal as Fill Material: Dispose of clean masonry waste, including excess or soil -contaminated
sand, waste mortar, and broken masonry units, by crushing and mixing with fill material as fill is placed.
Do not dispose of masonry waste as fill within 18 inches (450 mm) of finished grade.
B. Masonry Waste Recycling: Return broken CMUs not used as fill to manufacturer for recycling.
C. Excess Masonry Waste: Remove excess clean masonry waste that cannot be used as fill, as described
above or recycled, and other masonry waste, and legally dispose of off Owner's property.
END OF SECTION 04200
UNIT MASONRY 04200 - 10

DIVISION 5 - METALS
5-A: STRUCTURAL STEEL
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and erecting, complete with
accessories, of all structural steel as shown on drawings and as specified, in accordance
with provisions of the contract documents and completely coordinated with that of all other
trades.
Although such work is not specifically shown or specified, all supplementary or miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete,
and compatible installation shall be furnished and installed as part of this work.
B. Quality Standards:
Contractor shall comply with all provisions of the following codes, standards, and
specifications except as otherwise shown or specified. Where a conflict occurs, the more
stringent requirement shall govern. Code editions prevailing at the time of bid advertising
along with any revisions shall govern.
1. American Institute of Steel Construction (AISC)
Specifications for Design, Fabrication, and Erection of Structural Steel for Buildings
(referred to herein as AISC specification).
Code of Standard Practice for Steel Buildings and Bridges (referred to herein as AISC
Code of Standard Practice). Only those sections referred to shall become a part of
these specifications.
2. American Welding Society (AWS)
Code for Welding in Building Construction, AWS D1.0 (referred to herein as AWS
code).
Specifications for Mild Steel Covered Arc Welding Electrodes, AWS A5.1.
Specifications for Low Alloy Steel Covered Arc Welding Electrodes, AWS A5.5.
Specifications for Bare Mild Steel Electrodes and Fluxes for Submerged Arc Welding,
AWS A5.17.
Specifications for Mild Steel Electrodes for Gas Metal Arc Welding, AWS A5.18.
Specifications for Mild Steel Electrodes for Flux Cored Arc Welding, AWS A5.20.
5-A-1

Specification for Structural Joints using ASTM A325 or A490 bolts as approved by the
Research Council on Riveted and Bolted Structural Joints (referred to herein as
Specification for Structural Joints).
3. American Society for Testing Materials Standards (ASTM)
Structural Steel Plates and Shapes, ASTM A36
Welded and Seamless Steel Pipe, ASTM A53, Types E or S, Grade B
Stainless and Heat Resisting Chromium and Chromium -Nickel steel plate, sheet, and
strip for fusion -welded unfired pressure vessels, ASTM A240
High -Strength Bolts for Structural Steel Joints, including suitable nuts and plain
hardened washers, ASTM A325
Specification for Low Carbon Steel externally and internally threaded standard
fasteners, ASTM A307
Hot -formed welded and seamless carbon steel structural tubing, ASTM A501
4. American National Standards Institute (ANSI)
Plain Washers: ANSI B27.2, Type B
Beveled Washers: ANSI B27.4
Square and hexagon bolts and nuts: ANSI B18.2
C. Inspection and Testing_
The Engineer and Owner shall have the right to make shop and field inspections of all
materials. The Contractor shall provide access and facilities for such inspections. The
fabrication of any rejected work shall be discontinued until defects in material or
workmanship have been corrected and approval given to proceed. Shop and field
inspections do not relieve Contractor of responsibility for furnishing satisfactory materials.
The Engineer reserves the right to reject any material at any time before final acceptance
of work when, in his judgment, materials or workmanship do not comply with specifications.
The Contractor shall provide correctly calibrated torque wrench for use by Engineer to check
installation of high strength bolts.
D. Submittals:
The Contractor shall make submittals in compliance with the contract documents.
5-A-2

The Contractor shall submit shop and erection drawings for approval. All drawings shall
show shop and erection details, including cuts, codes, connections, holes and welds.
Drawings will indicate all shop and field welds using AWS symbols. Drawings to indicate
connections where high strength bolts are required.
E. Storage:
The Contractor shall handle and store steel members above ground on platforms, skids, or
other supports. Members shall be free of dirt, grease, and other foreign material and
protected against corrosion. Store other materials in a weathertight, dry place until ready
for use. Store package materials in their original unbroken packages or containers.
F. Materials:
Materials shall conform to the following:
All structural steel:
Unfinished bolts and nuts:
Plain washers:
Beveled washers:
Anchor bolts:
High strength bolts, nuts, and
washers, except anchor bolts;
ASTM A36
ASTM A307, Grade A
ANSI B27.2, Type B
ANSI B27.4
Section 1(C) of ASTM A307
ASTM A325
Welding electrodes shall conform to the following:
Shielded metal -arc: AWS A5.1 or AWS 5.5, E70XX
Submerged arc: AWS A5.17, F7X-EXXX
Gas metal arc: AWS A5.18, E7OS-X or E7OU-1
Flux cored arc: AWS A5.20, E7OT-X (except 2 and 3)
Stainless steel plate: ASTM A240 type 304 with minimum yield
strength of 30,000 psi
G. Welding:
A re -statement herein of certain portions of the AWS Code shall not serve to de-emphasize
any other parts of the code.
All welding techniques employed, appearance, and quality of welds, and methods used to
correct defective work shall comply with AWS Code.
Contractor shall provide certifications on all welding operators and tackers, in compliance
with AWS Code, for position and type of welding to which they will be assigned.
Workmanship, techniques, and welding sequence shall comply with AWS Code to minimize
shrinkage and distortion stress.
Before starting welding, check the following items:
5-A-3

Carefully plumb and align structure in compliance with AISC Code of Standard Practice.
Preheat base metal to temperature state in Table 1.23.6 of AISC specification. When no
preheat temperature is given in Table 1.23.6 and base metal is below 320 F, preheat
base metal to at least 700 F and maintain temperature during welding.
Preheating shall bring the surface of all base metal within a distance from the point of
welding equal to the thickness of the thicker part being welded or 3 inches, whichever
is greater, to the specified preheat temperature; and this temperature shall be
maintained during the progress of the welding.
Bolts shall be fully tightened.
Assembly and surface preparation shall comply with AWS Code.
Each welder shall be required to use some identifying mark at welds where he has worked.
Weld stainless steel with an electrode material which is compatible with Type 304 stainless,
is corrosive resistant, and possesses the same tensile and yield strength as AWS A5.1 E60
electrodes.
H. Fabrication of Structural Steel:
Fabrication shall comply with requirements of AISC specifications and with modifications
and additional requirements specified herein. Fabricate and assemble material in shop to
greatest extent possible. The Contractor and his fabricator shall be responsible for
correctness of fit in shop and in field.
All connections shall be as indicated on the plans. Weld all shop connections where possible
and bolt field connections. Use 3/4" round unfinished bolts for all field connections unless
ASTM A325 bolts are required on the drawings. A325 bolts required shall be of the friction
type and shall conform to requirements of the Specification for Structural Joints.
One-sided or other types of eccentric connections not shown on drawings will not be
permitted without prior approval.
Cut, drill, or punch holes at right angles to surface of metal. Do not make or enlarge holes
by burning. Holes shall be clean cut, without torn or ragged edges. Outside burrs resulting
from drilling or reaming operations shall be removed with a tool making a 1/16" bevel.
Provide holes in members to permit connection of work of other trades.
Make allowance for draw -in of all tension bracing.
Splices will be permitted only where indicated.
Headed studs and deformed bar anchors shown or specified shall be manufactured by
Gregory Industries, Inc., KSM Division of Omark Industries, Inc., or equal. Headed studs
shall conform to ASTM A108 with a minimum tensile strength of 60,000 psi and a minimum
5-A-4

yield strength of 52,000 psi. Deformed bar anchors shall conform to ASTM A496 with a
minimum tensile strength of 80,000 psi and a minimum yield strength of 70,000 psi.
Automatically weld headed studs and deformed bar anchors to members in accordance with
AWS code to provide full penetration weld.
I. Erection of Structural Steel:
The Contractor shall erect structural steel in compliance with AISC specifications. Erection
equipment shall be suitable and safe for workman.
Temporary bracing shall be installed to take care of all loads to which the structure may be
subjected, including erection equipment and its operation. Keep all bracing in place as long
as it may be required for safety. As erection progresses, securely fasten work to take care
of all dead load, wind, and erection stresses. Bracing shall be finally removed by Contractor
as a part of his equipment.
After assembly and before welding or final tightening, adjust individual pieces of complete
frame so that deviation from plumb, level, and alignment does not exceed 1:500 and
displacement of centerlines of columns from established centerline shall not exceed one
inch. The displacement of centerline of exterior columns and columns adjacent to elevator
shafts from established centerlines shall not exceed 1/2 inch.
Tighten A325 bolts in accordance with Section 5 of Specification for Structural Joints. Nuts
and circular washers, if washers are required by installation method, which are used in
conjunction with A325 bolts, shall conform to requirements of Specification for Structural
Joints.
The use of gas cutting torch to correct fabrication errors will not be permitted on any major
members. Gas cutting on minor members may be permitted when members are not loaded
and only after approval by Engineer.
Tighten and leave in place erection bolts used in welded construction.
Provide beveled washers to give full bearing to bolt head or nut where bolts are to be used
on beveled surfaces having slopes greater than 1 in 20 with a plane normal to bolt axis.
Column base plates and bearing plates for beams and similar structural members shall be
fully bedded on wedges, shims, or leveling screws and Embeco non -shrink grout.
Finish top of concrete or masonry or other bearing surfaces. Finish to an elevation that is
lower than the elevation of bottom of base or bearing plate by dimension shown. Set and
anchor base or bearing plate to proper line and elevation. Use metal wedges, shims, and/or
setting nuts to level and plumb structural members, including columns. Using bedding
mortar, pack space between top of finished concrete or masonry bearing surfaces and
bottom of bearing or base plate; pack solid by tamping or ramming with bar or rod until
voids are completely filled. Do not remove wedges or shims; where they protrude, cut off
wedges or shims flush with edge of base or bearing plate.
5-A-5

1. Painting Structural Steel:
Shop paint all structural steel except as follows:
Surfaces to be welded.
Contact surfaces for high -strength friction bolt connections.
Top surfaces of crane rails.
Steel encased in concrete.
Clean all steel work to be painted and comply with SSPC SP-2 "Hand Tool Cleaning, or SSPC
SP-3 "Power Tool Cleaning", or SSPC SP-6 "Commercial Blast Cleaning". All submerged
metals shall be cleaned in accordance with SSPC SP-10 "Near White Blast".
Where shop painting, use one of the following coatings or another proprietary coating
approved in writing by the Engineer. Primer selected shall be compatible with finish coat
selected. (See Division 9.)
Apply paint in compliance with SSPC-PA1-64. If one coat is used, coating shall not be less
than 2 mils, dry film thickness. When two coats are applied, first coat shall be 1.5 mils dry
film thickness and second coat 1.0 mil dry film thickness.
After installation, touch-up all damaged or abraded areas of painted steel using same
materials.
End Section 5-A
5-A-6

DIVISION 5 - METALS
5-13: MISCELLANEOUS METALS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation, complete, of all
miscellaneous metals as shown on drawings and as specified in accordance with provisions
of the contract documents, and completely coordinated with that of all other trades.
Although such work is not specifically shown or specified, all supplementary or miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete,
and compatible installation shall be furnished and installed as part of this work.
Custom fabricated metal items and certain manufactured units not otherwise indicated to
be supplied under work of other sections may be included within this specification. A general
reference guide is included for Contractor's convenience below; it is not intended to be a
complete listing of all miscellaneous metal items. It is Contractor's responsibility to verify
all field conditions prior to fabrication.
B. Quality Standards:
Materials and operations to comply with latest edition of codes and standards listed:
A.A.M.A. Architectural Aluminum Manufacturer's Association
A.S.T.M. American Society for Testing and Materials
A.W.S. American Welding Society
F.S. Federal Specifications
C. Submittals:
Submit shop drawings for fabrication and erection of assemblies. Include plans and
elevations at not less than 1" to 12" scale, and include details of sections and connections
at not less than 3" to 12" scale. Show all anchorage and accessory items.
The Contractor shall provide finish samples when requested by Engineer.
D. Product Delivery, Storage, and Handling
Protect stored items from damage by the elements. Schedule delivery to avoid unnecessary
on -site storage.
E. Job Conditions:
Verify suitability of substrate to accept installation. Provide sleeves, embedded anchors,
and other built-in items in time for installation.
5-B-1

F. Materials -General:
Following references provide minimum standards as they apply to specific items:
Ductile Iron:
Grey Iron:
Structural Steel:
Steel Forgings:
Bolts:
Filler Metal:
Cast Iron:
Wrought Iron Bars:
Wrought Iron Plates
Malleable Iron:
Steel Pipe:
Galvanizing:
Brass:
Aluminum:
Stainless Steel:
Stainless Steel Bolts:
ASTM 536.
ASTM 48.
ASTM A-36, A-440, A-501, A-575 or A-108.
ASTM A-235, and A-237.
ASTM A-307, A-3251 A-354.
ASTM A-233, E-60 or E-70 series.
ASTM A-48, Class 30, Min. 30,000 psi tensile.
ASTM A-189, Grade A.
ASTM A-42, Standard Plate.
ASTM A-47, and A-197.
ASTM A-53.
ASTM A-123, A-386, or A-525.
ASTM B-36.
ASTM B-308 or B-221 for particular alloy in standard
shapes and extrusions, B-26 for castings.
ASTM A-484, A-276, Type 302.
ASTM A-320.
Masonry Anchorage Devices: Expansion shields shall comply with FF-S-325, as follows:
Lead expansion shields for machine screws and bolts 1/4" and smaller shall be head -
out embedded nut type, single unit class, Group I, Type 1, Class 1.
Larger than 1/4" shall be Group I, Type 1, Class 2.
Bolt anchor expansion shields for lag bolts shall be zinc -alloy, long shield anchors
class, Group II, Type 1, Class 1.
Bolt anchor expansion shields for bolts shall be closed -end bottom bearing class,
Group II, Type 2, Class 1.
Fasteners: Provide stainless steel or aluminum fasteners as noted for exterior use where
built into exterior walls or into concrete walls. Select fasteners for type, grade, and class
required.
Metal primer paint: Primer selected must be compatible with finish coats of paint.
Coordinate selection of metal primer with finish paint requirements specified in specification
Division 9-G: "Painting".
5-B-2

G. Fabrication:
Form materials to shapes indicated with straight lines, sharp angles, and smooth curves.
Drill or punch holes and then smooth edges. Weld permanent shop connections. All welds
continuous fillet type. Grind smooth, welds that will be exposed. Conceal fastenings where
practicable. Punch or drill for temporary field connections and for attachment of work by
other trades. Fabricate work in shop in as large assemblies as is practicable. Meet
requirements specified under Division 5-A: "Structural Steel" for fabricating items of
structural nature or use. Quality welding processes and welding operators in accordance
with AWS "Standard Qualification Procedure".
The miscellaneous metals indicated on the plans show the general dimensions and intended
function of the indicated item. The size and shape of the structural member, where
indicated, are intended to convey approximate dimensions. The fabricator shall design the
structural member based on the N.C. Building Code, AISC specifications, and all other
applicable standards. The minimum applied live loads shall be as stated in these codes, or
as indicated in the plans and specifications.
H. Shop Painting_
Remove scale, rust, and other deleterious materials before applying shop coat. Clean off
heavy rust and loose mill scale in accordance with SSPC SP-2 "Hand Tool Cleaning", or SSPC
SP-3 "Power Tool Cleaning", or SSPC SP-7 "Brush -Off Blast Cleaning". Remove oil, grease,
and similar contaminants in accordance with SSPC SP-1 "Solvent Cleaning".
Immediately after surface preparation, brush or spray on primer in accordance with
manufacturer's instructions, at rate to provide the uniform dry film thickness of specified by
the manufacturer for each coat. Use painting methods which will result in full coverage of
joints, corners, edges, and exposed surfaces.
Apply one shop applied coat of asphaltic paint to all metal indicated to be set in or receive
concrete. Thoroughly clean off foreign matter prior to shop painting.
Aluminum to Dissimilar Metals: Where aluminum surfaces come in contact with metals other
than stainless steel, zinc, or white bronze of small area, or other metals compatible with
aluminum, keep aluminum surfaces from direct contact with such parts by (1) painting
dissimilar metal with a coating of heavy -bodied bituminous paint, (2) a good quality caulking
placed between aluminum and dissimilar metal, or (3) a non -absorptive tape or gasket.
Steel anchors and connecting members may be hot -dip galvanized or zinc plated after
fabrication, unless otherwise noted.
Drainage from Dissimilar Metals: Paint dissimilar metals if used in locations where drainage
from them passes over aluminum.
5-B-3

Aluminum to Masonry: Paint aluminum surfaces in contact with lime mortar, concrete, or
other masonry materials with alkaline -resistant coatings, heavy -bodied bituminous paint or
as specified in Division 9-G of these specifications.
Aluminum to Wood: Paint aluminum in contact with wood or other absorptive materials,
which may become repeatedly wet, with two coats of aluminum metal -and -masonry paint
or a coat of heavy -bodied bituminous paint. Alternate: Paint the wood or other absorptive
material with two coats of aluminum house paint and calk joints.
Retouch in field, any scraped, abraded, and unpainted surfaces. Painting as specified for
shop coats. Painting specified here does not count as a coat for finish painting.
I. Installation:
Set metal work level, true to line, plumb.
Shim and grout as necessary. Weld field connections and grind smooth. Where practicable,
conceal fastenings.
Secure metal to wood with lag screws, of adequate size, with appropriate washers.
Secure metal to concrete with embedded anchors, setting compounds, caulking and sleeves,
or setting grout. Expansion bolts, toggle bolts, and screws permitted for light duty service
only.
Meet requirements specified for structural steel for erecting items of structural nature or
use.
Field splicing of fabricated items is not allowed unless said items exceed standard shipping
length or change of direction requires splicing. Mechanical splicing by means of wedges
without full welding not allowed.
Furnish all handrails complete with brackets. Wherever pickets or posts are indicated to be
set in sleeves, provide sleeves having a minimum wall thickness of 1/8". Set pickets or
posts in sleeves with epoxy compound.
Provide each fabricated item complete with attachment devices as shown or as required to
completely install.
Design aluminum work and anchor so that work will not be distorted nor fasteners over-
stressed from expansion and contraction of metal.
Suitably protect aluminum surfaces requiring protection against lime mortar stains,
discoloration, surface abrasion, and other construction abuses.

Aluminum shall be mill finished unless otherwise specified or, if approved, finished as
standard with manufacturer.
Apply two sprayed coats of water -white methacrylate lacquer having a total minimum
thickness of 0.006" to all aluminum components that will be exposed. Apply coating in the
fabrication plant. Before application of lacquer, remove all fabrication compounds, moisture,
dirt accumulations, and other foreign materials to insure proper lacquer adhesion.
Upon completion of installation in the field, clean all stainless steel and aluminum work in
accordance with manufacturer's recommendations. Leave in satisfactory condition approved
by Engineer.
J. Schedule of Miscellaneous Metal Items:
The following is a general listing of miscellaneous metal items that may be furnished for this
Project. Contractor shall verify which items apply to this Project, and if there are other
miscellaneous metal items required that are not included below. Supply all items as required
to complete the construction and installation.
Structural Steel Shapes and Plates: Structural steel shapes and plates shall conform to ASTM
A36 (also refer to specification Division 5-A Structural Steel). Unfinished bolts and anchor
bolts used in conjunction with structural steel shall conform to ASTM A307, unless otherwise
noted. Weld structural steel in accordance with AWS Standard D1.0. Welding electrodes,
series E70 conforming to AWS A5.1. All structural items exposed inside or outside shall be
hot -dip galvanized.
Miscellaneous Aluminum Items: Provide and install aluminum items as indicated. In general,
fabricate from alloys 6063-T6 or 6061-T6 as required and recommended by manufacturer.
Fabricate all aluminum angles, beams, and channels from alloy 6061-T6.
Galvanized Steel Safety Chain with Yellow PVC Coating_
Galvanized steel chain with aluminum swivel snaps and ring connectors, installed where
indicated. Minimum diameter of links: 13/64". Chain shall be fully coated with a yellow PVC
coating, Chain and connectors, and supporting posts, shall be capable of resisting a 200-
pound force applied to each chain. The chain length shall be such that the maximum sag in
the center of the chain's length shall be 6 inches below the ends of the chain. Chains shall
be connected to railing posts at the same elevations as the centerlines of the adjacent safety
railings (42" and 21" above the floor).
Aluminum Ladders:
Construct ladders of 6063T6 Alloy, in accordance with OSHA industrial standards, details
indicated on the plans, and the following minimum requirements. Stringers 1-1/2" diameter
and rungs 1" dia.; secure ladders at each end and at intermediate points not over 5' on
center. Rungs shall have a minimum length of 16 inches. Mount to provide minimum
5-B-5

distance, from centerline of rungs to supporting wall, of 7". Installed ladder to support
minimum of 200-pound concentrated load.
If noted on the plans, attach to the ladder a 304 stainless steel safety climbing system
consisting of a two piece 304 stainless steel, notched carrier rail slotted to accept ladder
rungs, 304 stainless steel ladder rung clamps, and removable 304 stainless steel extension
kit with quick release feature. The system shall be furnished with all required mounting
hardware and shall include a safety belt and sleeve device for securing a climber to the rail
and preventing free fall. The system shall be Saf-T-Climb as manufactured by Miller Fall
Protection.
Aluminum Weir Plates and Baffles: Furnish and install aluminum weir plates and baffles as
indicated on the plans.
Aluminum and Stainless Steel Bolts:
steel bolts conforming to ASTM A320.
Use aluminum bolts of Alloy 2024-T4. Use stainless
Aluminum Grating and Frames: Refer to Division 5-D of these specifications.
Access Hatches (Aluminum) Aluminum access hatches of the size and type shown on
the plans shall be installed at locations indicated on the plans. Hatches shall be by
Halliday Products, or approved equal by Bilco.
Access frames and covers shall have a 1/4" thick one-piece, mill finish, extruded
aluminum frame incorporating a continuous concrete anchor. A bituminous coating shall
be applied to the frame exterior where it will come in contact with concrete. Door panel(s)
shall be 1/4" aluminum diamond plate, reinforced to withstand a live load of 300 PSF
(pounds per square foot). Door(s) shall open to 900 and automatically lock with T-316
stainless steel hold open arm(s) with aluminum release handle(s) and shall close flush
with the frame. For ease of operation, the hold open arm shall incorporate an enclosed
stainless steel compression spring assist. Hinges and all fastening hardware shall be T-
316 stainless steel. Unit shall lock with a stainless steel slam lock with removable key
and have a non -corrosive handle. Unit shall carry a lifetime guarantee against defects in
material and/or workmanship.
Each access hatch shall be provided with a secondary protective grating panel, as
manufactured by Halliday Products. Panel shall be 1-inch thick aluminum "I" bar grating
with Safety Orange powder -coated finish. Grating shall be hinged with tamper -proof
stainless -steel bolts and shall be supplied with a positive latch to maintain unit in an
upright position. Grating shall have a 6-in. viewing area on each lateral unhinged side for
visual observation and limited maintenance. Grating shall be capable of supporting a live
load of 300 PSF. The grating support ledges shall incorporate a built-in nut rail, equipped
with four (4) stainless steel spring nuts. A padlock hasp for owner -supplied padlock shall
be provided.

Bollards: Fabricate bollards (guard posts) where required of nominal 6" extra strength,
galvanized, steel pipe. Length as required to permit minimum setting in ground, in concrete,
of 42" and above ground projection of 42" unless otherwise indicated. Fill with 3000 psi
concrete and form rounded top. Bollards shall be furnished with Safety Yellow smooth plastic
bollard sleeves by Uline, Eagle, Innoplast, or approved equal.
Aluminum Railing: Railing shall be 1 1/2" I.D. schedule 40 aluminum pipe, furnished as the
Interna-Rail system as manufactured by The Wagner Companies, or approved equal. Non -
welded connections shall be made using internal pipe sleeve locks and Allen screw fasteners.
All connections shall be smooth, rigid, hairline joints. Provide brackets and flanges made of
cast aluminum, with stainless steel anchors, unless otherwise indicated. Railing and fittings
shall have an anodized satin finish and shall be made of 6063-T6 aluminum. Provide a
standard toeboard with the railing, unless otherwise noted. Railing system shall meet the
industrial safety rail system requirements of OSHA in every respect, including the maximum
post spacing, resisting the design loading on the rails and posts, etc. Deliver to the job site
with a protective wrapping to prevent scratching during shipment. Remove protective wrap
at the end of the project construction.
Aluminum Stairs: Aluminum stairs shall be furnished and installed where indicated on the
plans. The stairs shall be constructed on a 450 angle from horizontal. Stringers shall be
constructed of structural aluminum channel sections (8" x 2.29" x 1/4" minimum), with
welded clip angles provided to allow the stairs to be secured to the concrete base slab and
structure wall. The stair treads shall be constructed of 13/4 inch (minimum) depth aluminum
I -bar grating with corrugated nosing. Tread width shall be 30 inches, unless otherwise
shown on the plans. Railing system shall be 11/2 inch OD aluminum pipe with internal
aluminum fittings to create smooth joints, shall have a top rail and bottom rail, and shall be
provided on both sides of the stairs. The stair systems shall be designed and furnished to
meet the fixed industrial stair requirements of OSHA in every respect, including stair strength
adequate to carry safely a moving concentrated load of 1,000 pounds, and railing and post
system as required to resist the forces described in the OSHA regulations. Aluminum
members shall be designed per Aluminum Association "Aluminum Design Manual". All
fasteners shall be 304 stainless steel.
Steel Doors and Frames: Shall comply with Steel Door Institute "Recommended
Specifications for Standard Steel Doors and Frames" (SDI-100) and as herein specified.
The rooms shall be equipped with single doors (width on plans) by 6-8" x 13/4", hot dip
galvanized, 18-gauge, insulated full flush metal doors with 16-gauge, hot dip galvanized
frames. Doors and frames shall be factory bonderized and painted one coat of rust
inhibitive primer. Doors shall be "Mesker Swingerdoor", and frames shall be "Inter-lok".
The finish coat of enamel paint shall be field applied after touching up any scarred primer.
Door and frames to be top coated with one coat of Sherwin #SW4001 "Bolt Brown"
Industrial and Marine Coating. See Division 9 for painting requirements.
5-B-7

The door hardware shall be as follows, or approved equal:
Hinges: Stanley, FBB179-USP-NRP, Five Knuckle Full Mortise,
ANSI A8133, primed with a non -removable pin. (3 per
door or equal)
Lock Set: Falcon cylinder lever type, B511D626SC, ANSI A156.2,
Dane design, 626 finish.
Flush Bolt: Ives FB458B26D-12"
Astragal: National Guard #158NA Clear Anodized Aluminum,
Vinyl seal, UL #10B, on active leaf and a factory applied
astragal to inactive leaf, or approved equal.
Panic Threshold: National Guard #892VA x 72", Mill Finish Aluminum,
Vinyl seal, UL #10B.
Drip Cap: National Guard #16AD x 76", Clear Anodized
Aluminum, UL #10B.
Door Stop: Ives #445, Stop/hold open, US 26D, or approved
equal.
End Section 5-B

DIVISION 5 - METALS
5-D: GRATING AND FRAMES
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation, complete, of all grating
and frames as shown on drawings and as specified in accordance with provisions of the
contract documents, and completely coordinated with that of all other trades.
Although such work is not specifically shown or specified, all supplementary or miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete,
and compatible installation shall be furnished and installed as part of this work.
B. Materials:
The grating furnished by the Contractor shall be aluminum I -bar grating, as manufactured
by Borden Metal Products, McNichols Co., Ohio Gratings, Inc., or approved equal. Grating
shall be furnished with a natural aluminum finish.
Provide full frames for each opening using an extrusion containing a continuous frame
anchor and a continuous recess for anchoring the grating to the frame. Miter and weld all
frame corners. All aluminum surfaces in contact with concrete shall receive a protective
bitumastic coating at the source of fabrication.
Provide removable grating sections with end -banding bars for each panel and clip anchors.
Provide full banding for all openings in grating of same material and size as bearing bars,
unless otherwise indicated. Individual grating sections shall not exceed 50 pounds without
approval of the Engineer.
Adjacent grating panels shall be fabricated and laid out as required to maintain patterns or
designs in a satisfactorily aesthetic manner. Notch gratings for penetrations as indicated.
Layout units to allow grating removal without disturbing items penetrating grating.
Notching of bearing bars at supports to maintain elevations will not be permitted.
The grating shall have a minimum depth of 13/4 inches, shall have a safe uniform load
capacity of 300 pounds per square foot, and shall have a safe concentrated mid -span load
capacity of 700 pounds per foot of grating width. The grating shall have a deflection less
than 1/4 inch with a uniform load of 150 pounds per square foot, or with a concentrated
mid -span load of 300 pounds. Provide a deeper section at no additional cost if required by
the span requirements for the project.
5-D-1

C. Installation:
1. Fastening to In -Place Construction:
Provide anchorage devices and fasteners where required for securing grating to supporting
members or prepared openings.
2. Cutting, Fitting and Placement:
Perform all cutting, drilling, and fitting required for installation. Set the work accurately in
location, alignment, and elevation, plumb, level, true and free of rack.
Wherever gratings are pierced by pipes, ducts, and structural members, cut openings neatly
and accurately to size and weld a strap collar not less than 1/8" thick to the cut ends of the
bars. Cut openings neatly.
End Section 5-D
5-D-2

DIVISION 9 - FINISHES
9-G: PAINTING
A. General:
Furnish all labor, materials, tools, equipment, and perform all work and services necessary
for or incidental to the furnishing and application, complete, of all painting as shown on
drawings and as specified in accordance with provisions of the contract documents and
completely coordinated with that of all other trades.
Although such work is not specifically shown or specified, all supplementary or miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete,
and compatible installation shall be furnished and installed as part of this work.
The terms "paint" and "painting" generally refer to fillers, primers, sealers, emulsions, oils,
alkyds, latex, enamels, thinners, stains, and other applied coatings whether used as prime,
intermediate or finish coats, and their application.
Examine other sections of specifications and become familiar with provisions regarding
paints and finishes.
B. Work Included:
The work to be performed under this section includes but is not limited to the following:
1. Painting of all exposed woodwork, interior and exterior, and of all millwork except
that specified under "Cabinet Work", or other sections, which are factory finished.
2. Field painting of all exposed surfaces of all ferrous metal work, including galvanized,
exterior and interior, in whatever location found, which is not finished painted under
other sections of the specifications.
3. Painting of all exposed surfaces of concrete on the interior where noted.
4. Painting of all exposed pipe and piping, ducts, pipe hangers and supports, all metal
mechanical and electrical items, metal surfaces of equipment installed under general
construction, plumbing, heating, air conditioning, ventilation, and electrical work.
Color code piping, ducts, valves and associated items. Color code and paint all above
items except where subject to submergence in water or sewage.
C. Acceptable Manufacturers:
Paint systems as specified herein are first line systems by Tnemec, Sherwin Williams, or
approved equals.
For all unspecified materials such as shellac, turpentine, or linseed oil, the Contractor shall
provide the "best grade" or "first line" made by reputable, recognized manufacturers.
9-G-1

D. Submittals:
The Contractor shall submit detailed information for proposed paint systems and color charts
to the Engineer for approval not less than four weeks before any painting will start.
Contractor to obtain approval in writing before delivering materials.
The Engineer reserves the option to require samples of paint, oil, shellac, varnish, lacquer,
or other materials, if required amounts would not exceed one pint each.
E. Product Delivery, Storage and Handling_
All materials shall be delivered to the job site in original, new and unopened containers
bearing manufacturer's name on the label.
Labels shall be provided on each container with the following information:
Name or title of material, manufacturer's stock number, manufacturer's name,
contents by volume for major pigment and vehicle constituents, thinning instructions
and application instructions.
The Contractor shall protect all material from freezing or damage and shall store all materials
used on the job in a single place designated by the Owner or Engineer. Storage place shall
be kept neat and clean and make good all damage thereto or to its surroundings. Remove
any soiled or used rags, waste and trash from building every night. Take every precaution
to avoid the danger of fire.
F. Job Conditions:
The Contractor shall maintain a temperature in buildings at or above 650 Fahrenheit during
drying of paint, and shall provide adequate ventilation for escape of moisture from building,
in order to prevent mildew, damage to other work or improper drying of paint. Once
painting has commenced, the Contractor shall provide minimum temperature of 650
Fahrenheit and prevent wide variation in temperature which might result in condensation
on freshly painted surfaces.
Before painting is started in any area, broom clean and remove excessive dust. After
painting operations begin in a given area, broom cleaning will not be allowed. Only cleaning
with commercial vacuum cleaning equipment will be allowed.
The Contractor shall provide adequate illumination in all areas where painting operations
are in progress.
Before starting any work, the Contractor shall examine surfaces to receive paint finishes
carefully for defects that cannot be corrected by procedures specified herein and which
might prevent satisfactory painting results. Do not proceed until such defects are corrected.
Commencing of work in a specific area constitutes acceptance of surfaces, and responsibility
for satisfactory work.
9-G-2

G. Materials:
1. Paint Materials:
Solvents (for cleaning and product reducing) shall be pure and of highest quality,
approved by the Engineer.
Paint shall be well ground, not subject to settling, caking or thickening in container,
readily broken with a paddle to a smooth consistency and having easy brushing
properties.
Paint shall be furnished to the job ready -mixed, except for tinting of undercoats and
possible thinning.
All thinning and tinting materials as recommended for particular material shall be
furnished.
ALL PAINT PRIMERS AND FINISH COATS SHALL BE FREE OF LEAD, CADMIUM,
CHROMIUM, MERCURY, and other toxic metals.
2. Application Equipment and Accessories:
Application equipment is not required to be new, but adequate and commensurate
for work and workmanship.
The Contractor shall provide all ladders, scaffolding, drop cloths, masking, scrapers,
tools, sandpaper, dusters, cleaning solvents and waste, required to perform the work
and obtain results herein specified.
H. Application and Workmanship:
The Contractor shall employ only skilled mechanics. Application may be by brush, roller or
spray, upon approval from the Engineer.
Equipment shall be kept clean and in proper condition to provide a job commensurate with
the intent of this specification. Do not use the same tools for application of paint on smooth
surfaces that were originally used to paint rough materials.
Mix, thin, modify and apply materials only as specified by manufacturer. Tint all priming
coats and undercoats to approximate shade of final coat.
The Contractor shall furnish to the Engineer a schedule showing where painter expects to
complete respective coats of paint for various areas and surfaces. Keep schedule current as
job progress dictates. If the Engineer so directs, do not apply succeeding coats until he has
inspected previous coat.
Suitable covering shall protect all work areas and all adjacent work and materials during
progress of painting.
9-G-3

The Contractor shall remove and protect hardware, accessories, device plates, lighting
fixtures, factory finished work, and similar items; or provide ample in -place protection. Upon
completion of each space, carefully replace all removed items.
Electrical panel box covers and doors shall be removed before painting wall, and shall be
painted separately and reinstalled.
All materials shall be applied under adequate illumination and shall be evenly spread and
smoothly flowed on to avoid runs, sags, holidays, brush marks, air bubbles or excessive
roller stipple.
Complete coverage and hide shall be provided. When color or undercoats show through
final coat of paint, cover surfaces by additional coats until paint film is of uniform finish,
color, appearance and coverage, at no additional cost to the Owner.
The Contractor shall assure that all coats are thoroughly dry before applying succeeding
coats.
All suction spots or "hot spots" in plaster and/or cement shall be touched -up after application
of first coat before applying succeeding coats.
Surfaces to be stained shall be covered with a uniform coat of stain and wiped off, unless
otherwise required.
Painting shall be scheduled and coordinated with work of other trades. The Contractor shall
paint or finish all surfaces requiring paint that are left unfinished by requirements of other
sections, as part of this work.
Do not field prime items furnished with shop applied prime coat. Items so furnished shall
have all abraded, damaged to marred areas touched up by field painting before subsequent
coats are applied.
Unless otherwise indicated, do not paint items that have a complete factory finish.
Do not paint metal surfaces of anodized aluminum, stainless steel, chromium plate, copper,
bronze or similar finished materials. Do not paint any moving parts of valves, operating
units, mechanical and electrical parts, such as valve and damper operators, linkages,
sending devices, motor and fan shafts, unless otherwise indicated.
Do not paint over any code -required labels, such as Underwriters' Laboratories and Factory
Mutual, or any equipment identification, performance rating or name plates, etc.
Where spray painting is specified, finish 100 square feet by spraying as a sample of finish.
Finish with materials specified or approved. Approved sample will constitute standard for
subsequent work.
9-G-4

I. Workmanship:
Do not perform exterior painting when the surface temperature is below 500 Fahrenheit,
while surface is damp, or during cold, rainy or frosty weather. Avoid painting surfaces while
they are exposed to hot sun.
Tops, bottoms, side edges, and interior face of exterior doors shall be finished the same as
exterior faces of these doors.
1. Color:
The Contractor shall paint all surfaces requiring paint with color as selected by the Owner.
The Engineer will furnish a schedule showing where various colors are to be used, as
selected from Contractor's color sample charts.
Before proceeding with painting the Contractor shall finish one area or item of each color
required using selected colors, finish texture, materials, and workmanship. After approval,
by the Engineer these areas or items will serve as a standard for similar work throughout
project.
K. Preparation of Surfaces:
The Contractor shall assure that surfaces are clean, dry and adequately protected from
dampness.
Specific surface preparation shall include:
1. Cementitious Material:
Prepare cementitious surfaces of concrete, and concrete block to be painted by
removing efflorescence, chalk, dust, dirt, grease, oils, and by roughening as required
to remove glaze.
Determine alkalinity and moisture content of surfaces to be painted by performing
appropriate tests. If surfaces are found to be sufficiently alkaline to cause blistering
and burning of finish paint, correct this condition before application of paint.
Do not paint over surfaces where moisture content exceeds that permitted in
manufacturer's printed directions.
7 \Nnnri
Clean wood surfaces to be painted of dirt, oil, or other foreign substances with
scrapers, mineral spirits, and sandpaper, as required. Sandpaper smooth those
finished surfaces exposed to view and dust off. Scrape and clean small, dry seasoned
knots and apply a thin coat of white shellac or other recommended known sealer,
before application of priming coat. After priming, fill holes and imperfections in finish
surfaces with putty or plastic wood -filler. Sandpaper smooth when dried.
Prime, stain, or seal wood required to be job -painted immediately upon delivery to
job. Prime edges, ends, faces, undersides, and backsides of such wood, including
9-G-5

cabinet interiors, counters including bottoms, and shelving. Provide 1 less finish coat
than otherwise specified at cabinet interiors and counter bottoms.
When transparent finish is required, use spar varnish for back -priming.
Back -prime paneling on interior partitions only where masonry, plaster, or other wet
wall construction occurs on backside.
Seal tops, bottoms and cut-outs of unprimed wood doors with a heavy coat of varnish
or equivalent sealer immediately upon delivery to job.
3. Ferrous Metal:
Surface preparation requirements, as outlined below, correspond to the
requirements that are included under Metal in the Painting Systems Schedule. These
requirements have been adopted for the SSPC Surface Preparation Specifications
published by the Steel Structures Painting Council.
a. SSPC-SP1 Solvent Cleaning: Remove oil, dirt, grease, and foreign matter with
solvents or commercial cleaners using various method of cleaning such as wiping,
dipping, steam cleaning or vapor degreasing.
The removal of oil and grease by solvent cleaning is included in all other SSPC Surface
Preparation Specifications.
b. SSPC-SP2 Hand Tool Cleaning: Remove loose rust and mill scale by hand wire
brushing, scraping, chipping, or sanding. Hand tool cleaning will not remove all rust
residue or intact, firmly adhering mill scale.
c. SSPC-SP3 Power Tool Cleaning: In conjunction with hand tool cleaning, remove
loose rust and mill scale by mechanical means such as power sanders, wire brushes,
chipping hammers, abrasive grinding wheels, or needle gums. Use each type of
cleaning to the extent required to obtain an approved surface ready for painting.
Perform commercial blast cleaning, as specified below, in the shop on surfaces which
receive shop coating prior to delivery to the job site.
d. SSPC-SP6 Commercial Blast Cleaning: Remove all mill scale and foreign matter
and at least 2/3 of all mill scale oxides (streaking and staining).
Blasting shall be done with centrifugal wheel or compressed air blast nozzles using
either steel grit or flint silica sand. Abrasive should provide a 1.5 mil maximum profile
with a maximum depth of 2 mils. Steel grit #g-80 or flint silica sand 16-36 mesh is
recommended to obtain proper profile depth. Remove all dust and sand by
vacuuming.
The blast cleaned surface shall be primed before any rust bloom forms and no longer
than 8 hours after cleaning.
9-G-6

e. SSPC-SP10 Near -White Metal Blast Cleaning: Remove 100% of all mill scales and
foreign matter and 95% of all mill scale oxides from each square inch of surface by
compressed air nozzle blasting, centrifugal wheels or other method recommended
by Steel Structures Painting Council SP10. Use for all surfaces subject to immersion.
4. Shop -applied prime coats:
Touch-up shop -applied prime coats wherever damaged or bare, where required by
other sections of these specifications. Clean and touch up with the same type shop
primer.
5. Galvanized Surfaces:
Clean free of oil and surface contaminants with non -petroleum based solvent.
Perform preparation and cleaning procedures in accordance with paint manufacturer's
instructions and as herein specified, for each particular substrate condition.
Remove hardware, hardware accessories, machined surfaces, plates, lighting fixtures, and
similar items in place and not to be finish -painted, or provide surface -applied protection
prior to surface preparation and painting operations. Remove, if necessary, for complete
painting of items and adjacent surfaces. Following completion of painting of each space or
area, reinstall removed items. Clean surfaces to be painted before applying paint or surface
treatments. Remove oil and grease prior to mechanical cleaning. Program cleaning and
painting so that contaminants from cleaning process will not fall onto wet, newly painted
surfaces.
L. Mechanical and Electrical Painting Requirements:
The Contractor shall paint all exposed piping (except PVC and copper pipe), conduit, ducts,
hangers, supports and accessories. Colors shall be as selected by the Owner.
The Contractor shall apply additional coats as necessary to obtain complete coverage and
prevent bleed -through, or suction spots, as necessary. Do not paint valve stems, motor
shafts, sheaves and other moving parts of equipment and machinery, where paint coating
will interfere or impede normal operation of part in question. Contact the Engineer for
instructions before painting any questionable parts of equipment or machinery.
M. Paint Systems:
The following is not intended as a listing of surfaces to be painted; it only indicates type of
paint to be applied to surfaces that are listed in schedule to be painted.
Color to be selected by Owner during submittal process for each Finish, as applicable.
Approved manufacturers are Tnemec, Sherwin-Williams, or approved equal. Tnemec paint
numbers used below as a quality standard for cross-referencing.
9-G-7

FINISH NO. 1
For all structural steel, steel pipe, and steel equipment
Exterior exposed:
Surface preparation: SSPC-SP6, NACE 3 (shop)
Primer: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils (shop)
Intermediate Coat: Series N69 Hi -Build Epoxoline II, DFT 2.0 to 3.0 mils
Finish Coat: Series 73 Endura-Shield, DFT 2.0 to 5.0 mils
Total DFT: 7.0 to 13.0 mils
Interior exposed:
Surface preparation: SSPC-SP6, NACE 3 (shop)
Primer: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils (shop)
Finish Coat: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils
Total DFT: 6.0 to 10.0 mils
Immersion:
Surface preparation: SSPC-SP10, NACE 2
Primer: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils (shop)
Finish Coat: Series 46H-413 Hi -Build Tneme-Tar, DFT 14.0 to 20.0
Total DFT: 17.0 to 25.0 mils
FINISH NO. 2
For field painting of all factory primed steel - doors, frames, & miscellaneous equipment
Exterior exposed:
Surface preparation: Clean and dry
Primer: Factory primed
Intermediate Coat: Series 27 F.C. Typoxy, DFT 2.0 to 3.0 mils
Finish Coat: Series 73, 1074, or 1075 Endura-Shield, DFT 2.0 to 3.0 mils
Total DFT: 4.0 to 6.0 mils
Interior exposed:
Surface preparation: Clean and dry
Primer: Factory primed
Intermediate Coat: Series 27 F.C. Typoxy, DFT 2.0 to 3.0 mils
Finish Coat: Series N69 Hi -Build Epoxoline II, DFT 2.0 to 3.0 mils
Total DFT: 4.0 to 6.0 mils
FINISH NO. 3
For ductile iron pipe and fittings
Exterior exposed:
Surface preparation: In Factory - Uniformly abrasive blast the entire surface using angular
abrasive to an NAPF 500-03-04 Exterior Pipe Surface Condition
Primer: In Factory - Series N140 Pota-Pox Plus, DFT 4.0 to 6.0 mils
Field Intermediate Coat: Series N69 Hi -Build Epoxoline II, DFT 4.0 to 6.0 mils
Field Finish Coat: Series 73 Endura-Shield, DFT 3.0 to 5.0 mils
Total DFT: 11.0 to 17.0 mils

Interior exposed:
Surface preparation: In Factory - Uniformly abrasive blast the entire surface using angular
abrasive to an NAPF 500-03-04 Exterior Pipe Surface Condition
Primer: In Factory - Series N140 Pota-Pox Plus, DFT 4.0 to 6.0 mils
Field Intermediate Coat: Series N69 Hi -Build Epoxoline II, DFT 4.0 to 6.0 mils
Field Finish Coat: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils
Total DFT: 11.0 to 17.0 mils
Immersion:
Surface preparation: In Factory - Uniformly abrasive blast the entire surface using angular
abrasive to an NAPF 500-03-04 Exterior Pipe Surface Condition
Primer: In Factory - Series N140 Pota-Pox Plus, DFT 4.0 to 6.0 mils
Field Intermediate Coat: Series N69 Hi -Build Epoxoline II, DFT 4.0 to 6.0 mils
Field Finish Coat: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils
Total DFT: 11.0 to 17.0 mils
FINISH NO. 4
For PVC pipe, where noted on the drawings to be painted.
Exterior exposed:
Surface preparation: Scarify
Primer: Series N69 Hi -Build Epoxoline II, DFT 2.0 to 3.0 mils
Finish Coat: Series 73, 1074, or 1075 Endura-Shield, DFT 2.0 to 3.0 mils
Total DFT: 4.0 to 6.0 mils
Interior exposed:
Surface preparation: Scarify
Primer: Series N69 Hi -Build Epoxoline II, DFT 2.0 to 3.0 mils
Finish Coat: Series N69 Hi -Build Epoxoline II, DFT 2.0 to 3.0 mils
Total DFT: 4.0 to 6.0 mils
FINISH NO. 5
For interior concrete floors, light traffic, low impact
Surface preparation: SSPC-SP13/NACE 6
Primer: Series 287 Enviro-Pox, DFT 3.0 to 4.0 mils
Finish Coat: Series 287 Enviro-Pox, DFT 3.0 to 4.0 mils
Total DFT: 6.0 to 8.0 mils
FINISH NO. 6
For all aluminum surfaces in direct contact with concrete or dissimilar metals:
Coat aluminum surfaces with Series 46H-413 Hi -Build Tneme-Tar, DFT 12.0 to 15.0
9-G-9

FINISH NO. 7:
For painting of concrete masonry units (CMU) used for the walls below the influent screen
platform. Allow mortar to cure for 28 days before coating. Level protrusions and remove
any mortar splatter.
Exterior wall surfaces:
Block Filler: Series 1254 Epoxoblock WB. Maintain a coverage rate between 75 to
100 square feet per gallon
Intermediate Coat: Series N69 Hi -Build Epoxoline II. Maintain a coverage rate between 75
to 100 square feet per gallon
Finish Coat: Series 73 Endura-Shield. Maintain a coverage rate between 300 and
400 square feet per gallon (approximately 3.8 to 5.0 wet mils)
Interior wall surfaces:
Block Filler: Series 1254 Epoxoblock WB. Maintain a coverage rate between 75 to
100 square feet per gallon
Intermediate Coat: Series N69 Hi -Build Epoxoline II. Maintain a coverage rate between 75
to 100 square feet per gallon
Finish Coat: Series N69 Hi -Build Epoxoline II. Maintain a coverage rate between 75
to 100 square feet per gallon
N. Protection and Cleanup:
The Contractor shall protect work of other trades, whether to be painted or not, against
damage by painting and finishing work. Leave all such work undamaged. Clean, repair or
replace, and repaint any damaged areas as directed by Engineer.
Provide "Wet Paint" signs as required.
Remove temporary protective wrappings provided by others for protection of their work
after completion of painting operations. Upon completion of work, clean all window glass
and other paint -spattered surfaces. Remove spattered paint by proper methods of washing
and scraping, using care not to scratch or otherwise damage finished surfaces.
Remove all surplus materials, scaffolding and debris. No waste materials (paints, solvents,
or other chemicals) are to be poured onto the ground or into any drains. The Contractor
must carry all such waste materials off -site for legal disposal, and for disposal as a hazardous
waste as applicable.
End Section 9-G
9-G-10

DIVISION 11 - EQUIPMENT
11-A: ODOR CONTROL SYSTEM
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of the
Odor Control System, as shown on drawings and as specified in accordance with
provisions of the contract documents.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of
this work.
B. Scope:
The work specified herein shall include designing, furnishing, and installing all equipment
and materials necessary to provide the Owner with a completely operational Odor Control
System. The system shall consist of two separate odor treatment vessels that shall
operate in series. The first vessel shall be a completely packed single stage, biological
absorption system of unitary construction. The second vessel shall be an activated carbon
adsorber of helically wound construction. A single Manufacturer shall be responsible for
providing a complete Odor Control System that shall include, but not be limited to, the
odor control vessels, nozzles, biological and carbon medias, moisture controls, nutrient
supply system, air supply fan, interconnecting ducting, dampers, control panel, and all
necessary accessories.
C. Description:
The Manufacturer shall furnish and install a complete 'once -through", two -vessel, pre -
piped, and wired, odor control system including integral treatment stages, exhaust fan,
valves, fittings, ductwork, and all other equipment and accessories as specified to provide
a complete and functioning system. The biological treatment stage shall utilize a
randomly packed inorganic synthetic media to facilitate growth of autotrophic sulfur -
oxidizing bacteria. The second vessel shall utilize a virgin activated coconut shell carbon.
The biological first vessel shall operate with an independently controlled irrigation system
to maintain optimum wetted conditions to support unique microbial growth. Systems
using any type of organic media shall not be acceptable.
The mechanical, structural, process and electrical design has been based on the
ZABOCS° and RJC odor control systems manufactured by Evoqua Water Technologies
LLC.
The specified manufacturer shall be Evoqua Water Technologies LLC, or approved equal.
11-A-1

D. Reference Standards:
1. PS 15-69: National Bureau of standards Voluntary Product Standard "Custom
contact molded Reinforced Polyester Chemical Resistant Process Equipment".
2. ASTM D-883: "Definition of Terms Relating to Plastics"
3. ASTM D-2583: "Test for Indentation Hardness of Rigid Plastics by Means of Barcol
Impressor."
4. ASTM D-2563: "Recommended Practice for Classifying Visual Defects in Glass
Reinforced Plastic Laminate Parts."
5. ASTM D-4097-82: "Standard Specifications for Contact Molded Glass Fiber
Reinforced Thermoset Resin Chemical Resistant Tanks."
E. Quality Assurance:
The products furnished under this section shall be by a manufacturer who has been
regularly engaged in the design and manufacture of the equipment and who has a
minimum of 10 years' experience in design, fabrication and testing of biological AND
activated carbon odor control systems. The odor control Manufacturer shall show
evidence of at least ten multi -stage design installations in satisfactory operation in
wastewater treatment plant facilities for at least 5 years. The odor control Manufacturer
shall have used proposed biofiltration media for a minimum of 10 years. Any proposed
non -specified manufacturers shall demonstrate to the satisfaction of the ENGINEER that
the quality of their equipment is equal to that made by those manufacturers specifically
named herein. Any manufacturer whose main business is FRP manufacturing shall not be
accepted as a supplier of the complete system.
Inspection and Testing Requirements: The ENGINEER reserves the right to reject
delivery of any or all pieces of equipment found, upon inspection, to have any or all of
the following: blisters, chips, crazing, exposed glass, cracks burned areas, dry spots,
foreign matter, surface porosity, sharp discontinuity, or entrapped air at the surface of
the laminate. Any item that does not satisfy the tolerances as below shall be rejected:
11-A-2

Defect
Inside Surface
Outside Surface
Blister
None
Max. dimensions: 6mm
diameter by 3mm high;
Max density: 9 per m2;
Min. separation: 50mm
apart
Chips
None
Max. dimension of break:
6mm and thickness no
greater than 10% of wall
thickness; Max. density: 9
per m2
Crazing
None
Max. length: 12mm; Max.
density: 45 per m2; Min.
separation: 50mm
Cracks
None
None
Exposed Glass
None
None
Scratches
None
Max. length: 25mm; Max.
depth: 2mm
Burned Areas
None
None
Surface Porosity
None
None
Foreign Matter
None
None
Sharp Discontinuity
None
None
Pits
Max. 3mm dia. by 1mm
Max. 3mm dia. by 2mm
deep; Max: 90 per m2
deep; Max: 90 per m2.
Dry Spot
None
1.2% of area
Entrapped Air
None at the surface 1/16
3mm and 27 per m2 or
inches and 10 per square
2mm and 90 per m2 within
in. max
laminate
The Engineer reserves the right to be present at the fabricator's facility for visual
inspection of equipment to be supplied. D. Upon completion of the installation, each
piece of equipment and each system shall be tested for satisfactory operation without
excessive noise, vibration, overheating, etc. Compliance shall be based on the equipment
manufacturer's specifications and all applicable costs and standards. All equipment must
be adjusted and checked for misalignment, clearances, supports, and adherence to safety
standards. The Manufacturer shall be responsible for the successful startup and testing of
the odor control system. The Manufacturer shall provide all necessary facilities,
manpower, tools, instrumentation, and laboratory testing services required during this
phase of the work.
11-A-3

F. Submittals:
The Manufacturer shall submit complete Shop Drawings for the System, together with all
piping, ductwork, valves, and control for review by the Engineer.
Shop Drawings: The Manufacturer shall submit the following information for approval
before equipment is fabricated:
1. Drawings of system showing assemblies, arrangements, piping, electrical,
mounting details, equipment outline dimensions, fitting size and location,
motor data, operating weights of all equipment and sufficient information to
allow the Engineer to check clearances, connections, and conformance with the
specifications.
2. Materials of construction of all equipment.
3. Manufacturer's catalog data, operating literature. Specifications, performance
data, and calibration curves for exhaust fan and auxiliary components.
4. Complete instrumentation, control logic, and power wiring diagrams with
sufficient detail to allow installation of the instrumentation, controls, and
electrical components.
5. Furnish manufacturer's installation, operation and maintenance manuals,
bulletins, and spare parts lists.
6. Reference list demonstrating minimum qualifications as required in paragraph
E. above.
G. Manufacturer's Services:
The system manufacturer's representative shall be present at the job site for the
following time: travel time excluded: Provide two (2) trips for a total of three (3) days
for installation support, system inspection, start-up, and training of owner's personnel.
H. Equipment:
The Manufacturer shall provide the odor control system specified, which shall treat in a
single pass the odorous air from the contaminated areas. The system shall be designed
for continuous, automatic operation and be capable of manual operation. Access
manways shall be provided to allow access to the internals of the system. The system
shall be designed to withstand a temperature up to 49 °C. The module and all accessories
shall be factory mounted, piped, and wired to the maximum extent possible.
1. Design and Performance Criteria:
A. Criteria: The system shall be capable of removing foul air at a rate no lower
than the rate shown on the following table.
11-A-4

B. Foul air removed from the facility will have an average and peak concentration
of hydrogen sulfide (H2S) and design air flow rate as listed in the following
table:
System I.D.
Air Flow Rate, cfm
Ave. Inlet H2S
Peak H2S Conc.
Conc.
ZB-7015-B
2,500
50 ppm
100 ppm
RJC-0800
C. System Performance: The odor control system shall demonstrate following
performance:
INLET OUTLET
0-10 ppm H2S < 0.1 ppm
10 to 100 ppm H2S 0.5% of Inlet
D. Maximum Pressure Drop: The pressure drop across the odor control system
shall not exceed 10.0 in. W.C. at the maximum air flow rate specified above.
E. Minimum empty bed residence time: The minimum empty bed residence time
shall be 11.0 sec for the first biological stage (ZB-7015-B) and 3.0 sec for the
carbon stage (RJC-0800).
2. Multi -Stage FRP Packaged Biological Absorption/Adsorption System:
A. General: The system shall consist of a biological gas conditioning/treatment
stage and a gas polishing stage in series. The first stage shall facilitate
biological destruction of odor compounds absorbed by the liquid in the system
and adsorbed on the inorganic media. The biological sections shall include a
spray header to distribute liquid evenly over the media. The complete
treatment vessels shall be fabricated of premium grade FRP.
1. The first treatment vessel shall contain only inorganic synthetic media,
Evoqua BIOGLAS°, specifically designed to support biological growth for
degradation of odor compounds.
2. The second treatment vessel shall contain a stage of granular activated
carbon -based media. Media shall be VOCarb® 36C or approved equal. This
stage shall provide final removal of odors to the specified level.
3. Overall media depth shall be a minimum of 54 inches in Vessel 1
(Biological), 30 inches in vessel 2 (Carbon).
4. The stage of biological media shall be wetted with fresh potable water, and
dosed with suitable nutrient.
11-A-5

5. The overall system size, including the fan, controls, and appurtenances
shall not exceed the dimensions shown on the contract drawings. Access
manways shall be provided to allow access to the system internals. As a
minimum, access manways shall be provided between the treatment
stages. A portion of the system top shall be removable for access to the top
of the vessels.
6. The system shall be included with all piping, valves, and internals. The
material of construction of internals shall be as follows:
Packing Media Support: HDPE and FRP
Liquid Distributor: PVC
Spray Nozzles: PVC
7. The system shall have all components pre -mounted and piped on the
system. The system shall be completely factory assembled, tested, and
shipped as a single piece, with media pre -loaded.
8. All interconnecting FRP duct work and dampers shall be provided by the
odor control system manufacturer. Duct supports shall be provided by the
contractor.
B. Material of Construction:
1. The vessel and accessories shall be contact molded manufactured in
accordance with NBS PS 15-69, ASTM D 4097 for contact molding. Any
material of construction other than FRP with premium grade resin will not
be allowed.
2. Resin used in the system liner shall be a premium vinyl ester type such as
Hetron 922 or Derakane 411 by Ashland Chemicals, Vipel F010 by AOC, or
approved equal. The resin shall be reinforced with an inner veil of a
suitable synthetic organic fiber such as Nexus 111-00010.
3. Reinforcement: Glass fiber reinforcement used shall be commercial grade
corrosion resistance borosilicate glass.
• All glass fiber reinforcement shall be Type C, chemical grade, Type E
electrical grade.
• Surfacing veil shall be 10 mil Nexus 111-00010 or equal.
• Mat shall be Type "E" (electrical grade) glass, 1 1/2 oz. per sq. ft with a
nominal fiber length of 1.25 + 0.25 inches, with a silane finish and styrene
soluble binder.
• Continuous glass roving used in chopper gun spray -up applications shall be
type "E" grade with chrome or silane coupling agent.
• Alternate layers of mat and woven roving used for reinforcement.
4. Miscellaneous:
• Stainless Steel: Unless otherwise specified, all exposed fasteners, and metal
attachments, such as anchors, brackets etc shall be ANSI 316SS.
• Gaskets: Unless otherwise specified, all gaskets shall be EPDM.
11-A-6

C. Fabrication:
1. General: Fabrication shall be in accordance with NBS PS 15-69, ASTM D
3299 and ASTM D-4097. All non molded surfaces shall be coated with resin
incorporating paraffin to facilitate a full cure of the surface. All cut edges,
bolt holes, secondary bonds shall be sealed with a resin coat prior to the
final paraffinated resin coat. All voids to be filled with a resin paste.
2. Corrosion Liner: The inner surface of all laminates shall be resin rich and
reinforced with one NEXUS 111-00010 with a minimum thickness of 10
mils. The interior corrosion layer shall consist of two layers of 1 1/2 oz. per
sq. ft. chopped strand mat. If the application is by chopper gun spray up
the glass fiber shall be 1/2 to 2 in length. The total corrosion liner
thickness shall be a minimum of 100 mils and have a resin to glass ratio of
80/20. All edges of reinforcement to be lapped a minimum of one inch.
3. Structural Laminate: Structural laminates shall consist of alternating layers
of 1-1/2 oz per sq. ft mat or chopped glass and 24 oz per sq. yard woven
roving applied to reach a designed thickness. Actual laminate sequences
shall be per the laminate tables shown on fabrication drawings. The
exterior surface shall be relatively smooth and shall have no glass fibers
exposed. The exterior shall be surface coated with gel coat containing
ultraviolet light inhibitors.
D. Accessories: Air inlet, air outlet with transition to ductwork, spray headers,
baffles, media support, drain and all connections shown on the drawings shall
be provided by the manufacturer. Tie down lugs shall be integrally molded
into the walls of the vessel. All external bolts shall be 316SS and designed for
the specified loads. Interior fasteners shall be of corrosion resistant materials
such as PVC or FRP.
E. Neoprene Pad: A 1/4" thick, 60 durometer neoprene rubber sheet shall be
provided and placed underneath the vessel during installation.
3. Carbon Adsorber Vessel
A. Design Criteria:
1. The carbon adsorber vessel shall be designed for the following design
criteria:
Vessel Diameter, ft
8.0
Wall Thickness, in
0.25 (minimum)
Wind Load, mph
100
Seismic Zone
4
Internal Positive Pressure, in. WC
+10
Maximum Operating Temperature, OF
140
11-A-7

B. Material of Construction:
1. The vessel shall be fabricated from premium grade vinyl ester resin FRP
construction.
2. Resin used in fabrication shall be a premium vinyl ester resin such as
Hetron 922, Derakane 411, or AOC Vipel F010. The resin shall be
reinforced with an inner veil of a suitable synthetic organic fiber such as
Nexus 111-00010.
3. Reinforcement: Glass fiber reinforcement used shall be commercial grade
corrosion resistant borosilicate glass.
4. Fabrication:
a. General: Fabrication shall be in accordance with NBS PS 15-69, ASTM D
3299 and ASTM D-4097. All non -molded surfaces shall be coated with resin
incorporating paraffin to facilitate a full cure of the surface. All cut edges,
bolt holes, secondary bonds shall be sealed with a resin coat prior to the
final paraffinated resin coat.
b. Corrosion Liner: The inner surface of all laminates shall be resin rich
and reinforced with one NEXUS 111-00010 with a minimum thickness of 10
mils. The interior corrosion layer shall consist of two layers of 1 1/2 oz. per
sq. ft. chopped strand mat. The total corrosion liner thickness shall be a
minimum of 100 mils.
c. Structural Laminate: Structural laminates shall consist of alternating
layers of 1-1/2 oz per sq. ft mat or chopped glass and 24 oz per sq. yard
woven roving applied to reach a designed thickness. The exterior shall be
surface coated with white gel coat containing ultraviolet light inhibitors.
5. Fittings: The vessel shall be fitted with the following fittings: flanged inlet,
flanged outlet and transition to ductwork system, drain, grounding rod,
differential pressure gauge taps, carbon sample ports and air sample ports.
C. Carbon Adsorber Vessel Accessories
1. Differential Pressure Gauge - A Dwyer Series 2000 Magnehelic differential
pressure gauge with 0-8" W.C. scale shall be provided to monitor the
pressure drop across the carbon bed. The differential pressure gauge shall
be isolated with PVC ball valves and shall be mounted on the vessel.
2. Carbon Sample Probes - Vessel shall have three (3) 1" diameter sample
probes per bed which shall extend into the bed a minimum of twelve
inches. The sample probes shall be blocked off with a ball valve
constructed of PVC.
3. Grounding Rod - A stainless steel rod shall be provided to adequately
ground the carbon bed. Rod shall be grounded via a 10-gauge wire by the
Contractor.
11-A-8

4. Drain - Vessel shall have 1" diameter drain connection with a ball valve
constructed of PVC. The Contractor shall provide drain piping from drain
valve to nearby plant drain with an adequately sized P-trap.
5. Carbon Support Grating and Screen - Each adsorber vessel shall be
furnished to accommodate a single bed of activated carbon having an
average depth of three feet. The carbon bed shall be supported on a
polypropylene screen through an FRP support grating system. The screen
and the support system shall be removable through the top bolted cover.
The support system shall consist of removable grating. Pall rings or other
dumped packing media as a means of carbon support will not be
acceptable. The support system shall be designed to withstand a load of at
least 150 lbs./ft2 with a maximum deflection of 1/4" under all conditions.
6. Access Manways or Removable Top - The vessel shall have a completely
removable top or a 20" diameter access manway.
7. Exhaust Stack - The adsorber shall be provided with an exhaust stack as
shown on the drawings to prevent rainwater from entering into the system.
8. The Carbon Adsorber shall be provided with properly sized epoxy HILTI
anchor system.
9. Equipment Tags - The vessel shall be provided with an I.D. Tag with the
following minimum information: Carbon Type, Vessel Dimensions, Date of
Manufacture, and Design Conditions.
D. Activated Carbon Media:
1. The activated carbon shall be non -impregnated, granular, derived from
coconut shell, vapor phase type, suitable for the control of sewage odors.
The carbon shall be VOCarb° 36C by Evoqua Water Technologies. The
carbon shall have the following specifications:
2. Specifications:
Carbon Type
Coconut Shell
Apparent Density, g/cc
0.45-0.51
Hardness No.
98 min
Butane Activity
23.5 min
11-A-9

4. Exhaust Fan, Ductwork, and Dampers:
Fan shall be radial design manufactured of FRP with a radial blade wheel. The wheel
shall be statically and dynamically balanced. The fan inlet shall be slip type and the fan
outlet shall have a flanged nozzle. The fan will be provided with a double lip type shaft
seal.
Fan shall be supplied with a TEFC motor with 1.15 service factor suitable for three-
phase, 60Hz, 460-volt service. The fan shall be direct driven. The motor shall be rated
for inverter -duty with variable speed drive. Constant speed fan will not be allowed.
The fan shall be tested and rated in accordance with AMCA and shall bear the AMCA
seal. The fan shall be designed for the following specifications:
Exhaust Fan Design Requirements
Air Flow Rate, cfm
2,500
S.P. up to System Inlet, in WC
< 2 in. WC
Total Pressure Drop, in WC
12 in. WC
Motor, HP
10
Fan shall be manufactured by New York Blower, Hartzell, or equal.
Provide ductwork and dampers from biological system outlet to carbon system inlet as
shown on drawings. Dampers to be Belco model 203 or equal. Ductwork to be fabricated
of the same resin and to the same fabrication standard as the activated carbon vessel.
I. Instrumentation and System Controls:
1. The electrical control panel shall provide electrical control for the exhaust fans and
water addition system. A 460 VAC, 3-phase power supply shall be supplied to the
panel to power the system.
2. The control panel enclosure shall be of fiberglass construction and rated NEMA 3R
with ventilation fan. The panel shall be mounted to the system assembly and
factory tested to full operation with all other components prior to shipment.
3. The panel shall have the following components or capabilities:
A. Fan switch for each fan (ON -OFF).
B. Fan Variable Frequency Drive (VFD).
C. Push -to -test button for each water valve.
D. Timer relay for on/off control of each water valve.
E. Each Nutrient Pump (HAND -OFF -AUTO)
11-A-10

4. The water control cabinets shall be constructed from a NEMA 12 rated FRP cabinet
with all internal piping SCH 80 PVC. The cabinet shall be mounted to the system
assembly. The cabinet shall contain the following components:
A. Pressure reducing valve.
B. Nutrient Pump
C. Irrigation solenoid valve.
D. Irrigation system pressure gauge.
5. Water pressure regulator, solenoid valve, and rotameter shall be provided for
control of water application rates. These components shall be mounted in the
water control cabinet.
1. Accessories:
1. Water Flow Control: The direct reading rotameter shall be a variable area type
with a Teflon float, EPR "O" rings, and PVC fittings. The rotameter shall have a
direct reading scale.
2 Water Distribution System. The first media stage shall be equipped with an
independent water distribution system. The system shall be designed to irrigate
the top of the first media bed with complete and even coverage via spray
nozzles.
3. Nutrient Addition. A nutrient containment and metering system shall be provided
with the system. Nutrients supplied as a coating to the support media shall not
be allowed. A 3-montth supply of nutrients shall be included with the system in
addition to nutrient needed for initial acclimation.
4. All required make-up water and drain piping.
5. The Nutrient Reservoir shall be integrated into the system sump. Loose external
tanks shall not be allowed.
K. Execution:
1. Site and Utilities:
A. The system shall be located on a foundation as shown on the drawing. The
following utilities shall be provided at the site and located as shown on the
drawing. Site preparation, utility service, and installation are not provided by the
Manufacturer under these specifications.
1. Electrical — 460 VAC, 3-phase service is required.
11-A-11

2. Water Supply — a 3/4-inch water supply with backflow preventer is required.
Water supply must provide for a minimum of 30 psi continuous pressure at
22 GPM and a hardness not to exceed 200 mg/L as calcium carbonate.
3. Drain — a minimum 2-inch P.V.C. gravity drain to sewer with a barometric
trap is required.
4. The system shall be placed on a sloped concrete pad such that the
drain end is 2" lower in elevation than the inlet end.
L. Start -Up and Training
The services of a factory representative shall be provided as specified above to ensure
proper installation and start-up of the system. The Manufacturer shall make any changes
to the system that may be necessary to meet the specified performance under inlet
conditions as specified.
M. Operation and Maintenance Manuals:
One hard copy and one electronic copy of the operation and maintenance manual shall
be submitted prior to final acceptance of the equipment.
N. Warranty:
Manufacturer shall warrantee the whole system, both in material and workmanship for a
period of one year from the day of beneficial occupancy. This period shall not extend
beyond 18 months after delivery of equipment to job site.
11-A-12

DIVISION 11 - EQUIPMENT
11-13: REVOLVING SKIMMER PIPES WITH MANUAL LEVER OPERATORS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation complete of all the
revolving skimmer pipes with manual lever operators, as shown on drawings and as
specified in accordance with provisions of the contract documents.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
B. Scope:
Provide all labor, materials, and equipment to furnish and install four revolving skimmer
pipes with manual lever operators in two settling tanks. Each pipe shall have an 8-inch
diameter and shall span one 11 ft. wide settling tank. Each skimmer pipe shall be
independently operated manually, and shall be capable of a minimum 30-degree rotation
in either direction.
A total of four (4) revolving skimmer pipes with manual lever operators shall be furnished
and installed. In addition to the skimmer pipes, the Manufacturer shall furnish two
fabricated steel boxes to collect the discharged scum from the four skimmer pipes. He
collected scum will be removed from the boxes by pumping and gravity piping, as described
herein and on the project plans.
The Manufacturer shall furnish the items listed below:
1. Pipe
2. End supports
3. Set Collars
4. Seals
5. Lever
6. Associated attachment bolts and anchor bolts
7. The scum collection boxes shown on the project plans and specified in
paragraph F. below.
Like items of equipment specified herein shall be the end products of one manufacturer in
order to achieve standardization for operation, maintenance, spare parts, and
Manufacturer's service.
11-B-1

C. Quality Assurance:
The revolving skimmer pipes with manual lever operators shall be as manufactured by
Evoqua Water Technologies, LLC of Waukesha, Wisconsin, or approved equal. Equipment
named and specified herein is intended to establish the type, function and quality
required. Equipment of other manufacturers may be accepted if sufficient information
is submitted by the Contractor to allow the Engineer to determine that the equipment
proposed is equivalent to that named.
The following standards apply to the work and products specified herein.
1. American Society for Testing and Materials (ASTM)
a. ASTM A36 — Standard Specification for Carbon Structural Steel
b. ASTM A53 — Standard Specification for Pipe (Black)
c. ASTM A312 — Standard Specification for Pipe (Stainless Steel)
2. American National Standards Institute (ANSI)
a. ANSI B15 — Ball Bearing, Load Ratings and Fatigue Life
3. The Society of Protective Coatings (SSPC)
a. SSPC-SP-10 — Surface Preparation Specification No. 10 Near White Blast
Cleaning
4. American Welding Society (AWS)
5. American Society of Mechanical Engineers (ASME)
6. American Bearing Manufacturers Association (ABMA)
7. Where reference is made to one of the above standards, the revision in effect at
the time of bid opening shall apply.
D. Design Criteria:
1. The Manufacturer shall select the collector components based up design
calculations incorporating the following criteria:
a. Operation under wet tank conditions
b. Wear strip friction factors:
i. 0.20 to 0.30 (UHMW-PE on UHMW-PE)
11-B-2

ii. 0.05 to 0.10 (UHMW-PE on stainless steel)
c. Bearing friction: 0.05 per shaft assembly
d. Shaft deflection:
i. Not to exceed 0.033 inch per foot of shaft length
ii. Fiberglass: Not to exceed 0.008 inch per foot of shaft length
i. Sludge load — longitudinal collectors: 2 Ibs/ft of flight length — 8-inch-tall
flight
2. In no event shall the collector components be less than specified herein.
Alternate manufactures shall submit complete design calculations in accordance
with the Substitute Equipment Section of this specification.
E. Submittals:
Shop Drawings: Submit drawings and data for approval by the Engineer. Review of shop
drawings will be general and will not relieve the Contractor from the responsibility of proper
fitting and construction of the work, nor from the furnishing of materials and work required
by the Contract that may not be specifically indicated on the drawings. Manufacturer's
drawings and information shall be furnished for the Engineer's review and approval for
each equipment item specified herein. Submittals shall generally include information on
equipment materials, dimensions, performance, detailed material specifications,
dimensions of proposed equipment, and other information as may be requested by the
Engineer. All electrical information shall be provided.
F. Equipment:
Pipe: Pipe shall carbon steel and be 8-inch diameter with nominal 1/4-inch wall thickness.
A 60-degree wide slotted opening shall be cut symmetrical about the vertical axis to provide
a weir over which scum can flow into the pipe when rotated. Edges of the slot shall be
parallel to the longitudinal axis of the pipe. Full periphery bands not less than 2 inch wide
shall be left in the pipe at intervals not exceeding 2 ft. to act as stiffeners.
End Supports: The revolving pipe shall be supported at each end in such a manner that a
slight vertical or horizontal misalignment will not interfere with the smooth operation of the
pipe. The pipe shall be supported by and revolve in a rolled carbon steel collar which shall
be welded to an adjustable carbon steel plate. The end supports shall have a replaceable
UHMW-polyethylene bearing liner securely fitted within the internal periphery of the collar
to provide ample bearing surface for the pipe without crushing the seal.
11-B-3

Seals: A suitable watertight seal shall be provided for the open ends of the pipe. These
seals shall be so constructed that it will remain effective even with a slight misalignment of
the pipe and collar. The seal shall not be affected by grease, mild acids, or alkalis. The
seal shall be readily renewable without removing the pipe from the supporting brackets
and shall not bind or impede the smooth action of the revolving pipe. Plywood fillers shall
be furnished with the open end supports to provide a watertight connection to the tank
walls without grouting.
Set Collars: A formed 1/4-inch steel set collar shall be provided at each end support to retain
the skimmer pipe end seals.
Operating Mechanism: The skimmer pipe shall be manually operated by means of a 1-1/2-
inch diameter standard carbon steel pipe lever.
Shop Painting and Finish Field Painting: All iron and steel surfaces shall be blast -cleaned in
accordance with SSPC-SP10 and shop primed in accordance with Division 9. Finish field
painting shall be in accordance with Division 9. All pre -painted purchased equipment such
as motors, reducers shall be furnished with original factory finish. Shafting, machined, and
or polished surfaces shall be provided with a temporary protective coating of a nondrying
oily -type rust preventative compound. Fiberglass, plastic, aluminum, stainless steel, and
galvanized surfaces need not be coated.
Anchors and Fasteners: All anchor bolts shall be Type 316 stainless steel furnished by the
Manufacturer, of ample size and strength for the purpose intended. All anchor bolts shall
be set by the Contractor in accordance with the Manufacturer's instructions. All fasteners
shall be Type 316 stainless steel, unless otherwise specified. All field installed stainless steel
fastener connections shall be made with an anti -seize lubricant, designed to further reduce
the possibility of galling.
Special Conditions for the Briar Chapel WWTP revolving skimmer pipes: As
indicated on the project drawings, the revolving skimmer pipes at the scum baffle at the
influent ends of the two clarifiers shall discharge the collected scum into a fabricated steel
box. This box shall be provided by the manufacturer of the revolving skimmer pipes, to
ensure a compatible and complete installation. The box shall be located in clarifier no. 3,
and shall house a submersible grinder pump to return the collected scum to the flow
equalization basin or to the sludge holding tank. The influent end skimmer for clarifier no.
4 shall discharge through the common wall between the two clarifiers and into the collection
box.
The revolving skimmer pipes at the scum baffle at the effluent ends of the two clarifiers
shall similarly discharge into a shared collection box locate on the clarifier no. 3 side of the
common wall. This box shall have a flanged connection for an outlet pipe that shall convey
the collected scum to the filter mudwell no. 2, where the mudwell pumps will return the
11-B-4

scum to the flow equalization basin.
G. Warranty:
Equipment Manufacturer shall furnish its standard warranty against defects in material and
workmanship for all Equipment provided by Equipment Manufacturer under this Section.
The Equipment Manufacturer shall warrant the Equipment, or any components thereof,
through the earlier of eighteen (18) months from delivery of the Equipment or twelve (12)
months from initial operation of the Equipment.
H. Installation:
The skimmer pipes shall be installed level within 1/16 inch from end to end as measured
on the lip of the openings when the pipe is in the tipped position. The skimmer pipes shall
be erected and installed in strict conformance with the approved shop drawings and
Manufacturer's installation instructions. Provide Manufacturer service technician for start-
up, field testing, verification of any final adjustments necessary for the contractor to
complete and operator training. The minimum service requirements shall include one trip
for one full day for field testing, start-up, and operator training. A written report covering
the technician's findings and installation approval shall be submitted to the Engineer
covering all inspections and outlining in detail any deficiencies noted.
End Section 11-C
11-B-5

DIVISION 11 - EQUIPMENT
11-C: CHAIN AND SCRAPER SLUDGE COLLECTORS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation complete of all chain
and scraper sludge collectors as shown on drawings and as specified in accordance with
provisions of the contract documents.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
B. Scope:
Provide all labor, materials, and equipment to furnish and install sludge collection
equipment in two settling tanks. Each settling tank shall have a 12 ft maximum side water
depth and contains two (2) settling tanks. Each settling tank shall have one (1) collector
mechanism to fit inside bays that are each 11 ft wide by 32 ft long, including sludge hopper.
A total of two (2) longitudinal collector mechanisms shall be furnished and installed.
Collector chains shall run over four (4) pairs of sprocket wheels at a speed of approximately
2 ft per minute so that the flights will clean the sludge from the tank bottom into sludge
hoppers and skim the water surface on the return run, concentrating the floating material
in front of the scum removal mechanism.
The Manufacturer shall furnish the items listed below:
1. Collector chain
2. Flights
3. Wear shoes
4. Collector chain sprockets
5. Shafting, keys and set collars
6. Wall bearings
7. Return tracks and support brackets
8. Deflector track angles and supports
9. Floor and track wear strips
10. Speed reducer and motor
11. Drive base
12. Drive sprocket, torque overload device and appropriate guards
13. Driven sprocket
14. Drive chain and drive chain tightener
15. Sprocket bearing sleeves
11-C-1

16. Associated attachment bolts and anchor bolts
Like items of equipment specified herein shall be the end products of one manufacturer in
order to achieve standardization for operation, maintenance, spare parts, and
Manufacturer's service.
C. Quality Assurance:
The chain and scraper sludge collectors shall be as manufactured by Evoqua Water
Technologies, LLC of Waukesha, Wisconsin, or approved equal.
Collector Chain Quality Control: The collector chain manufacturer shall submit previously
certified design documentation stating that the collector chain has been tested on an
endurance testing apparatus at a minimum load of 1800 Ibf and that the attachment link
has been tested to a minimum 15 degrees of twist. Collector chain that does not meet
these requirements shall not be allowed.
Certified documentation shall be submitted at drawing submittal stating that the
Manufacturer of the collector chain has an established quality control program for materials
and manufacture. The program consists of proof load and ultimate tensile strength tests.
The following standards apply to the work and products specified herein.
1. American Society for Testing and Materials (ASTM)
a.
ASTM A36 —
Standard Specification for Carbon Structural Steel
b.
ASTM A48 —
Standard Specification for Gray Iron Castings
c.
ASTM D570 —
Standard Test Method for Water Absorption of Plastics
d.
ASTM D638
— Test Method for Testing Properties of Plastics
e.
ASTM D785 —
Standard Test Method for Rockwell Hardness of Plastics and
Electrical
Insulating Materials
f.
ASTM D2584
— Standard Test Method for Ignition Loss of Cured Reinforced
Resins
g.
ASTM D4020
— Standard Specification for Ultra -High -Molecular Weight -
Polyethylene Molding and Extrusion Materials
h.
ASTM A351
— Standard Specification for Stainless Steel Castings
2. American National Standards Institute (ANSI)
a. ANSI B15 — Ball Bearing, Load Ratings and Fatigue Life
b. ASME B29.21M-2013 — 700 Class Welded Steel and Cast Chains,
Attachments and Sprockets for Water and Sewage Treatment Plants
3. The Society of Protective Coatings (SSPC)
11-C-2

a. SSPC-SP-10 — Surface Preparation Specification No. 10 Near White Blast
Cleaning
4. National Electrical Manufacturers Association (NEMA)
5. American Welding Society (AWS)
6. American Gear Manufacturers Association (ALMA)
7. American Society of Mechanical Engineers (ASME)
8. American Bearing Manufacturers Association (ABMA)
9. Where reference is made to one of the above standards, the revision in effect at
the time of bid opening shall apply.
D. Design Criteria:
1. The Manufacturer shall select the collector components based up design
calculations incorporating the following criteria:
a. Operation under wet tank conditions
b. Wear strip friction factors:
i. 0.20 to 0.30 (UHMW-PE on UHMW-PE)
ii. 0.05 to 0.10 (UHMW-PE on stainless steel)
c. Bearing friction: 0.05 per shaft assembly
d. Shaft deflection:
i. Not to exceed 0.033 inch per foot of shaft length
ii. Fiberglass: Not to exceed 0.008 inch per foot of shaft length
i. Sludge load — longitudinal collectors: 2 Ibs/ft of flight length — 8-inch-tall
flight
2. In no event shall the collector components be less than specified herein.
Alternate manufactures shall submit complete design calculations in accordance
with the Substitute Equipment Section of this specification.
E. Submittals:
11-C-3

Shop Drawings: Submit drawings and data for approval by the Engineer. Review of shop
drawings will be general and will not relieve the Contractor from the responsibility of proper
fitting and construction of the work, nor from the furnishing of materials and work required
by the Contract that may not be specifically indicated on the drawings. Manufacturer's
drawings and information shall be furnished for the Engineer's review and approval for
each equipment item specified herein. Submittals shall generally include information on
equipment materials, dimensions, performance, detailed material specifications,
dimensions of proposed equipment, and other information as may be requested by the
Engineer. All electrical information shall be provided.
F. Equipment:
Collector Chain: Collector chain shall be NCS720S non-metallic type having 6-inch pitch
links with an average weight of 1.3 lbs. / ft. The chain shall have a published working load
not less than 3100 Lbf and a minimum ultimate tensile strength of 6000 Ibf. The chain
shall be manufactured of unfilled acetal resin and molded with the barrel and side bars as
an integral assembly. The chain shall be assembled with pins not less than 15/16-inch
diameter, manufactured of reinforced nylon resin and designed to provide full dead load
bearing capacity throughout the full length of the link side bar hubs. The pins shall have a
T-head to engage retainer lugs molded integrally with one link side bar hub as a positive
means to prevent pin rotation. The pins shall be locked in position by a retainer ring molded
integrally with the opposite side bar hub and provide a positive locking contact around the
full periphery of the pin. The pins shall be pressed into the link side bar hubs to exclude
abrasives using a tool supplied by the Manufacturer. Pins having dual purpose retainer and
anti -rotational lugs will not be acceptable.
The attachment links shall be of similar construction to the plain chain links, with the flight
pusher plate extending the full depth of the flight and molded integrally with the link
sidebars. The attachment mounting hole spacing shall conform to ASME B29.21M-2013
and shall accommodate four (4) 15/16-inch diameter Type 316 stainless steel hex head
attachment bolts. Bolts shall be fastened with Type 316 stainless steel "Nylock" hex
locknuts and Type 316 stainless steel flat washers. The attachment link shall be capable
of twisting a minimum of 15 degrees across the face of the attachment without failure.
Collector chain shall be tested and manufactured per the minimum quality assurance
program specified under the Collector Chain Testing Section of this specification.
Flights: Flight shall be 3-inch x 8-inch nominal size fiberglass construction, essentially
rectangular in cross section. The member shall have a product of the modulus of elasticity
(E, psi) and the moment of inertia (I, in4) of not less than 6.83 x 106 lb-inch2 about its
minor axis (parallel to the direction of flow). The flight shall be of pultruded isopthalic
composite construction with a minimum fiberglass content of 55%, to ensure member
strength and total encapsulation of the glass fibers to prevent wicking. The use of extenders
in the resin is prohibited.
11-C-4

Maximum water absorption shall be no greater than 0.6% after immersion for 48 hours at
73-degree F (23 degree C) in accordance with ASTM D570. The flight section shall include
a scraper lip on the leading edge of the flight to optimize cleaning of the tank floor.
Polypropylene filler blocks shall be furnished to allow the flight to be securely bolted to the
chain attachment. The blocks shall provide an interference fit with the flight to maintain
proper positioning during assembly. Flight spacing shall be approximately 10 ft (3 m) for
longitudinal collectors. Flights shall be accurately drilled and notched at the factory and
banded together for shipment.
Wearing Shoes: Each flight shall be provided with 1/2-inch thick wearing shoes to run on
floor wear strips and on support tracks of the return run. The shoes shall be molded of
UHMW-polyethylene per ASTM D4020 with a minimum tensile strength of 6,000 psi at 73
degrees F (23-degree C) per ASTM D638. Wearing shoes running on the floor wear strips
shall be located central to the chain attachment.
The return run wearing shoes shall include a guide lug to ensure proper tracking of the
flight while travelling on the return track. All UHMW-PE wearing shoes shall be reversible
providing two (2) usable wearing surfaces.
Collector Chain Sprockets: Sprockets for the collector chains shall be molded totally of
polyurethane. Sprockets shall be of split construction and have double life tooth profile
compatible with non-metallic chain. Sprocket halves shall be assembled on the shafting
with Type 316 stainless steel clamping bands or bolts which exert compressive force around
the full periphery of the hub. The clamping bands shall include provisions to restrict lateral
movement. Type 316 stainless steel bolts shall be located along the split line near the
periphery and so designed to draw the sprocket halves together in lateral alignment.
Head shaft sprockets shall have chain saver rims. Head shaft sprockets shall have a keyway
machined into the hub in such a way as to restrict lateral movement of the key or contain
two (2) set screws to insure chain alignment. Head shaft sprockets shall not be less than
22.24-inch pitch diameter and have 23 teeth. Idler shaft sprockets shall not be less than
16.61-inch pitch diameter and have 17 teeth. Longitudinal idler shaft sprockets shall rotate
freely on bearing sleeves clamped to the static shaft. Shaft, bearings, and sprockets shall
be shipped unassembled to prevent damage to bearings and sprockets during shipping and
handling.
Head Shaft: Shafting shall be solid cold -finished steel. Steel head shaft shall turn in bearings
mounted on the tank walls. Fiberglass head shaft shall be fitted with integral polymeric
bearings that shall turn over stainless steel stub shaft supports mounted on the tank walls.
Head shafts shall contain keyways with fitted keys and shall be sized to transmit the power
required. The shaft assembly shall be held in alignment with split set collar; and the driven
sprocket or set collar for the driven end of the shaft.
11-C-5

Idler Shafts: The longitudinal collector idler shaft sprockets shall be mounted on static
shafts with sprocket bearing sleeves. Stub shafts shall not be acceptable. Shafting shall be
solid, cold -finished steel straight and true. Shafts shall be supported by minimum 3/8-inch-
thick fabricated steel support brackets. Each bracket shall be secured with minimum of two
(2) 5/8-inch dia. anchors.
Shafting Set Collars: Shafting set collars shall be molded of UHMW-polyethylene. The
collars shall be of split construction and shall include a shoulder at each end to contain the
clamping band; or bolted and set screwed.
Collector Shaft Bearings: Head shaft bearings shall be of cast steel per ASTM A216, Grade
WCB, water lubricated, self -aligning type, having an all -polyurethane hub ball sleeve. The
housing shall be of split construction and specially designed to prevent the accumulation
of settled solids on its surface. The housing shall have provisions for greasing when the
tank is drained. These bearings shall be anchored directly to the concrete wall in a manner
that shall permit their easy alignment.
Idler Sprocket Bearing Sleeves: Idler sprocket bearing sleeves for split sprockets shall be
molded of UHMW-polyethylene. UHMW-polyethylene shall be of 100% virgin. The sleeves
shall be of split construction and shall include a shoulder at each end to restrict lateral
movement of the sprocket. The two (2) sleeve halves shall be secured to the shaft by two
(2) Type 316 stainless steel clamping bands which exert compressive force around the full
periphery of each shoulder. The shoulders shall include retainer rings to contain the
clamping bands.
Return Tracks: Return tracks shall be 3 x 3 x 3/8-inch fiberglass angles with non-metallic
supporting brackets fastened by minimum two (2) 1/2-inch dia. anchor bolts to the channel
walls. Each bracket shall be designed to cantilever the return track approximately 9 inches
off the channel wall. UHMW-polyethylene wear strips and mounting hardware shall be
provided. Support brackets shall be spaced approximately 10 ft. apart.
Deflector Track Angles: Deflector track angles shall be provided, if determined by the
Manufacturer to be required, to prevent flights from contacting other components within
the collector tanks. Angles shall be 3 x 3 x 3/8-inch fiberglass or steel angles attached to
the channel wall with non-metallic or steel brackets and fastened with minimum two (2)
anchor bolts per bracket. UHMW-polyethylene wear strips and stainless -steel mounting
hardware shall be provided.
Wear Strips. Removable wear strips shall be provided for the return tracks and deflector
angles (if required) consisting of 5/8-inch thick UHMW-polyethylene material in 10 ft
sections with each section having five (5) countersunk holes. UHMW-polyethylene shall be
of 100% virgin material. Wear strips shall be field fastened with Type 316 stainless steel
convex washers, self -drilling and tapping 1/4-inch dia. stainless steel fasteners. All splices
11-C-6

shall be beveled at 45 degrees to allow for a smooth transition of the wear shoes in the
direction of flight travel to prevent the shoes from hanging up on an uneven edge.
Removable wear strips shall be provided for the floor and deflector angles (if required)
consisting of 5/8-inch thick UHMW-polyethylene material in 10 ft sections with each section
having five (5) countersunk holes. The floor shall have two (2) lines of wear strips and are
secured with Type 316 stainless steel convex washers, 1/4-inch dia. Type 316 stainless
steel pan head screws and vinyl anchors. Anchors shall be set in pre -drilled holes.
Drive Units: Each collector mechanism shall be operated by its own drive unit. The motor
shall be rated at 1/2 HP and 1.15 Service Factor, totally enclosed, fan cooled, ball bearing,
constant speed of ample power for starting and continuously operating the mechanism
under normal operating conditions without overloading. The motor shall conform to NEMA
or IEC standards and be suitable for operation on 230/460 volts, 3 phase, 60 Hertz. The
speed reducer shall be of the helical gear type, fully housed, running in oil, with anti -friction
bearings throughout. The speed reducer shall be designed and manufactured to AGMA or
ISO / DIN standards and sized based on calculated average sludge load, stated under
Design Criteria of this Specification, and have a 1.25 Service Factor. The motor shall be
directly connected to the speed reducer.
Drive Base: Each drive unit shall be supported by a stainless -steel drive base. The drive
base shall be designed to support the complete drive unit including forces encountered at
the design torque overload protection setting.
Drive Sprocket and Torque Overload Protection: The drive sprocket shall consist of a
polymeric plate section bolted to a cast iron driving hub. The sprocket plate section shall
be molded of polyurethane. The sprocket shall be not less than 9.26-inch pitch diameter
and have 11 teeth. The drive sprocket shall be provided with a shear pin device to provide
for protection of the drive equipment in the event of excessive loading. Aluminum shear
pins shall be provided to transmit torque from the driving hub to the sprocket shear plate
with a polymeric gasket located between the shear faces to prevent seizing. The driver
sprocket hub shall be provided with a trip lug that, upon torque overload, shall contact the
actuator arm of the double throw limit switch which, in turn, shall shut-off the motor and
energize the alarm circuit. The limit switch shall be a combination NEMA 4X (IP67) / 7
enclosure and shall be provided with a stainless -steel support bracket for positioning
adjacent to the overload device. Electrical controls for alarms shall be furnished by the
Electrical Contractor as detailed in Division 16.
Driven Sprocket: The driven sprocket body shall be molded of high-performance
polyurethane. The body shall be molded concentric and perpendicular to the bore with the
rim mounting holes accurately located to insure concentricity of the sprocket assembly.
The body halves shall be assembled on the Head shaft with four (4) stainless steel studs
with hex nut, flat washer, and lock washers to exert compressive force at the hub, thereby
securing the sprocket assembly to the shaft. The body shall have a machined keyway
11-C-7

designed to restrict the lateral movement of the key. The sprocket hub shall be of the offset
design. The tooth segments shall allow replacement without removal of the sprocket hub
or having to replace the entire sprocket assembly. Driven sprockets containing non -
replaceable integral tooth segments will not be allowed.
Drive Chain: The collector drive chain shall be NH78 non-metallic, having 2.61-inch pitch
links with an average weight of 1.4 lbs. /ft. The chain shall have a published working load
not less than 1750 Ibf, based upon strength and fatigue considerations. The chain links
shall be manufactured of acetal resin and connected with 7/16-inch diameter stainless steel
pins. The pins shall be constructed to prevent rotation. Chains made of glass reinforced
resins that require an abrasion resisting bushing to insulate the pin from the link barrel
shall not be acceptable.
Drive Chain Tightener: The drive chain arrangement shall include a chain tightener to take-
up excessive slack in the drive chain. The tightener assembly shall include a non-metallic
or stainless -steel slide base with a self -centering polyurethane idler sprocket.
Chain Guard: The drive chain and sprockets located above the operating platform shall be
covered with a removable metal guard of No. 14 gauge Type 304 stainless steel.
Shop Painting and Finish Field Painting: All iron and steel surfaces shall be blast -cleaned in
accordance with SSPC-SP10 and shop primed in accordance with Division 9. Finish field
painting shall be in accordance with Division 9. All pre -painted purchased equipment such
as motors, reducers shall be furnished with original factory finish. Shafting, machined, and
or polished surfaces shall be provided with a temporary protective coating of a nondrying
oily -type rust preventative compound. Fiberglass, plastic, aluminum, stainless steel, and
galvanized surfaces need not be coated.
Anchors and Fasteners: All anchor bolts shall be Type 316 stainless steel furnished by the
Manufacturer, of ample size and strength for the purpose intended. All anchor bolts shall
be set by the Contractor in accordance with the Manufacturer's instructions. All fasteners
shall be Type 316 stainless steel, unless otherwise specified. All field installed stainless steel
fastener connections shall be made with an anti -seize lubricant, designed to further reduce
the possibility of galling.
Electrical Controls: The motor starters for the drive units shall be provided in the Plant
Control Panel.
E. Warranty:
Equipment Manufacturer shall furnish its standard warranty against defects in material and
workmanship for all Equipment provided by Equipment Manufacturer under this Section.
The Equipment Manufacturer shall warrant the Equipment, or any components thereof,
through the earlier of eighteen (18) months from delivery of the Equipment or twelve (12)
11-C-8

months from initial operation of the Equipment.
F. Installation:
The collector mechanism shall be erected and installed in strict conformance with the
approved shop drawings and Manufacturer's installation instructions. Provide Manufacturer
service technician for start-up, field testing, verification of any final adjustments necessary
for the contractor to complete and operator training. The minimum service requirements
shall include one trip for two full days for field testing, start-up, and operator training. A
written report covering the technician's findings and installation approval shall be submitted
to the Engineer covering all inspections and outlining in detail any deficiencies noted.
End Section 11-C
11-C-9

DIVISION 11 - EQUIPMENT
11-D: FINE SCREEN WITH SCREENINGS AUGER AND WASHER
A. General:
The Owner shall provide to the Contractor one wastewater fine screening unit with a
screenings auger and washer, for installation by the Contractor at the Briar Chapel
Wastewater Treatment Plant. The unit shall have a semi -cylindrical screen for removal of
floating, particulate, and fibrous materials, and an inclined auger and spray heads for
conveying, washing, dewatering, and compacting the screenings. The unit shall discharge
the compacted screenings into "endless" bags which fall into a dumpster, as shown on
the project drawings and as described herein.
The system shall be a Rotamat® Model Ro9-500-6 tank mounted unit, from Huber
Technology, Inc.
B. Submittals:
The following Submittal information shall be submitted to the Engineer to establish
compliance with this specification.
1. Product Data: Include the following:
a. Descriptive literature, brochures, catalogs, cut -sheets
descriptive material of the equipment.
b. Motor characteristics and performance information.
c. Gear reducer data including service factor, efficiency,
materials.
d. Parts list including a list of recommended spare parts.
2. Shop Drawings: Include the following:
a. Manufacturer's installation drawings.
b. Wiring and schematic diagrams.
3. Operations and maintenance manual
4. Equipment weights and lifting points
5. Recommendations for short and long term storage.
6. A copy of the manufacturer's warranty
and other detailed
torque rating, and
11-D-1

C. Quality Assurance:
The entire unit shall be manufactured from AISI 304L stainless steel shapes.
Electric motors, gear reducers, and other self-contained or enclosed components shall
have an acrylic enamel finish.
All stainless -steel parts of the unit shall be fully submerged into a pickling bath for at least
8 hours to remove welding spots and to protect the stainless steel against corrosion.
Fabrication shall be done in compliance with all applicable ASTM standards or equivalent
international standards. All welding in the factory shall use shielded arc, inert gas, MIG
or TIG method. Filler wire shall be added to all welds to provide for a cross section equal
to or greater than the parent metal. Butt welds shall fully penetrate to the interior surface
and gas shielding to interior and exterior of the joint shall be provided.
Bolts, nuts and washers shall be selected from AISI 304L Stainless Steel such that they
are anti -seizing.
Manufacturer shall have established an ISO 9001 certified quality management system.
Manufacturer shall have established an ISO 14001 certified environmental protection
management system.
All welding is performed in accordance with American Welding Society (AWS) D1.1
Structural Welding Code, or equivalent.
Manufacturer shall provide screen, auger, motor, gear reducer, controls, control panel,
and lifting attachments as a complete integrated package to ensure proper coordination,
compatibility, and operation of the system. The manufacturer shall test -run the fully
assembled machine in his factory before shipment.
Manufacturer shall provide services by a factory -trained service engineer, specifically
trained on the type of equipment specified. The service engineer requirements include,
but are not limited to the following:
1. The service engineer shall be present during initial energizing of equipment to
determine directional testing as described in the Installation portion of these
specifications.
2. The service engineer shall inspect and verify location of anchor bolts,
placement, leveling, alignment and field erection of equipment, as well as
control panel operation and electrical connections.
ilabira

3. The service engineer shall provide classroom and/or field training on the
Operation and Maintenance of the equipment to operator personnel. These
instructions may include the use of slides, videos, literature, and/or oral
presentations.
D. Equipment - General:
The unit shall consist of an AISI 304L stainless steel tank including a semi -cylindrical
screen with a concentric screenings conveyor -washer -compactor auger with endless
bagger and drive unit. The unit shall have hinged or removable covers, spray wash
system, and sufficiently sized inflow and outflow connections. The unit shall also have a
The screen shall use a single drive for screening, conveying, dewatering and compressing
the screening material. The semi -cylindrical screen basket shall be provided with
perforations. The screen basket shall be cleaned with a brush that is attached to the tail
end of screw flights. The screw flights shall be capable of picking up, removing and
discharging objects with a diameter of 3-1/8 inch.
The maximum flow velocity within the perforations shall not exceed 3.3 fps at peak flow.
Operation of the screen and its screenings wash system shall be automatically initiated
at a preset high liquid level. Screens which operate continuously or via timer only will
not be acceptable. The control system shall include a PLC permitting changing the control
characteristics of the screen, the grit screws, and of the aeration system. Electrical
connections shall be flexible and of sufficient length to allow servicing of all components.
E. Design Data:
1.
Number of Screens
1
2.
Nominal Screen Basket Diameter
20" (500 mm)
3.
Average Design Wastewater Flow, MGD
0.50 MGD
4.
Peak Design Wastewater Flow, MGD
1.50 MGD
5.
Max. Clean Water Flow, MGD
2.97
6.
Screen and Bypass Channel Width, mm
310
7.
Tank Depth, mm
11245
8.
Inclination, degrees
35
9.
Perforation Diameter, mm
6mm
F. Semi -Cylindrical Screen:
F.1 Materials:
a. Unless otherwise specified in these specifications, the entire equipment shall
be manufactured from AISI 304L austenitic stainless -steel shapes (rods,
11-D-3

angles, and channels), pipes, and sheets. All mechanical parts shall be
designed to handle the forces that may be exerted on the unit during
fabrication, shipping, erection, and proper operation according to the 0&M
manual.
b. The entire equipment shall be manufactured in a stainless steel only factory to
prevent contamination of the stainless steel with foreign debris which can cause
corrosion.
c. The equipment, after its fabrication, shall undergo a passivation (pickling)
process to ensure maximum resistance to corrosion. All stainless steel
components and structures shall be submersed in a chemical bath of nitric acid
and hydrofluoric acid to remove any residues that may be present on the
material as a result of forming, manufacture, or handling. After removal from
the pickling bath, the equipment must be washed with a high-pressure wash
of cold water to remove any remaining surface debris and promote the
formation of an oxidized passive layer which is critical to the long life of the
stainless steel.
d. Brush shall be made of Nylon and shall be provided with a stainless steel clamp.
F.2 Screen:
a. The semi -cylindrical fine screen shall be designed and built to withstand all static
and hydraulic forces exerted by the liquid to the screen. All structural and
functional parts shall be sized for the loads encountered during screening,
conveying and pressing operations.
b. The perforated screen basket shall have a semi -cylindrical shape, which shall be
open at the front and top. The perforations shall be 1/4" (6mm) in diameter. It
shall be installed parallel to the wastewater flow direction. The screen basket
shall be provided with a bottom plate lying flat on the tank floor. The screen
shall be provided with an upper support flange and a conical transition piece
between the screen basket and auger tube.
c. The screen shall be provided with a pivoting support stand allowing for easy
removal of the screen basket from the channel for maintenance purposes. The
support stand shall be fabricated from stainless steel double C-channels having
minimum dimensions of 0.12 inches.
F.3 Screenings Conveyor and Screenings Wash -Press:
a. The screen shall be cleaned with a stainless steel screw with helicoid-shaped
flights designed to transport screenings at a 45 degree angle. This 45 degree
iiCOal

angle shall promote the creation of a self -renewing layer of screenings to reduce
brush wear. Straight helical flights in the basket area that not capable of creating
this screening layer shall not be acceptable.
b. The flights of the screw in the basket shall be provided with a 1/4 inch thick
hardened stainless steel strip having the same thickness as the flights of the
screw. The strip shall be welded to the face of the flight, on both sides, over
the full length of the screen basket. The flights of the screw shall be machined
to match the screen basket such that the face of the strip is parallel to the
screen basket's inner surface.
c. A stainless steel backed nylon brush shall be attached to the trailing edge of the
screw flight over the entire length of the screen basket designed to reduce brush
wear. This trailing edge brush design shall promote proper cleaning of basket
perforations and shall prevent brush bristles from wedging between the screw
and basket. The brush shall be attached by means of holding clips and fasteners
made of stainless steel.
d. The screenings screw conveyor's tube diameter shall be 10.75" and shall have
a wall thickness of 0.1". Two (2) anti -rotation bars shall be welded to the inside
of the transport tube along its longitudinal axis for continuous and controlled
screenings transport. The screenings screw conveyor shall not be in contact with
the anti -rotation bars during normal operation. Screens which utilize wear bars
that require replacement as part of a normal maintenance program shall not be
acceptable.
e. A flange shall be welded to the conical transition piece to support the screen
basket. A gear box support flange shall be welded to the upper end of the
auger tube for support of the drive assembly. The flange thickness shall be a
minimum of 0.31".
f. A shafted stainless steel screw with helical flight shall be installed in the auger
tube for consistent conveying and proper compaction of the screened material.
A shafted screw design shall have a rigid structure to prevent screw flexing and
shall distribute the drive load uniformly. The shaft shall have a minimum
diameter of 3 1/2" and shall have flights with a thickness of 1/4" in the auger tube
and a minimum thickness of 0.4" in the press zone. A shaft -less screw in the
auger tube shall not be acceptable.
g. A replaceable auger wear strip shall be installed on the flight edge for screw
and brush wear protection.
h. The upper end of the screw conveyor shaft shall be fitted with a solid stub
having a diameter of 1.77". The stub and the screw conveyor shaft shall be
11-D-5

accurately machined and shrink -fitted with each other. The entire screw shall
be balanced and machined to ensure perfect alignment, screw conveyors with
bolted on stub shafts shall be unacceptable due to lack of improper alignment.
i. After all flanges are welded to the auger tube, the faces of the flanges shall be
machined on a lathe such that they are exactly rectangular to the tube axis.
j. A compaction zone shall be provided as an integral part of the screw conveyor
and tube. The compaction zone shall be designed to form a plug of screenings
material and to return water released from the screened material back to the
tank through 13/64" diameter perforations that are machined into the
screenings transport tube in a square configuration.
k. The compaction zone shall be provided with split glass fiber reinforced housing,
furnished with gaskets and bolts, and shall be easily removable for 3601 access
to the compaction zone. The housing shall be provided with a drain connection
at its lowest point and a clamped flexible PVC hose for drain water whose other
end directed directly back into the influent tank. The plastic housing shall also
be provided with a 1" flush connection to allow periodic cleaning of the
compaction zone.
F.4 Screen and Screenings Wash System:
a. The screen and screenings wash systems shall be designed for a water supply
of 16 gpm at a pressure of 60 psi. A booster pump shall be furnished as a part
of the Huber equipment package, to provide the required flow and pressure.
The pump shall be a Grundfos model CR3-4 inline booster pump. The pump
shall be coupled with a 0.75 HP motor suitable for operation in an outdoor non-
classified location, and shall be powered and controlled from the Screen Control
Panel. The Contractor shall be responsible for installation of interconnecting
water lines between the remotely installed booster pump and the connection
points on the screen/grit removal unit.
b. An automatic screen wash system shall be provided. The screenings wash zone
of the conveyor tube shall be provided with a minimum of three nozzles at its
circumference. A spray bar shall be provided above the screw in the screen
basket. The compaction zone housing shall be provided with a ring flush system
to ensure complete flushing of the compaction zone housing. All water access
points shall be provided with solenoid valves, piping and flexible reinforced PVC
hoses.
c. The common water connection shall be provided with a brass body Y-strainer.
The strainer shall include a removable and washable stainless steel 20-mesh
(800 micron) filter element. A water manifold with one input and three output
11-D-6

water connections shall be provided. The water input connection shall have a
diameter of 1-1/4".
d. The wash systems shall be operated on an intermittent basis only. Wash
systems which operate continuously will not be acceptable.
e. The solenoid valves shall be operated by the programmable logical controller.
Individual manual operation of each solenoid shall also be possible from the
control panel.
f. Solenoid valves shall be brass body, 2-way, and designed for 120 VAC operation
with an explosion -proof rating. Solenoid valves shall be normally closed and
rated for up to 100 psig.
F.5 Gear Motor Drive:
a. The screen screw shall be driven by a shaft mounted gearbox and motor. The
gearbox shall have a minimum service factor of 1.0 equivalent to an AGMA
Class I rating.
b. The gear reducer shall be bolted to a machined flange welded to the upper end
of the auger tube.
c. The gear box shall be driven by a 3-phase, 60 Hertz, 230/460-volt, Class 1,
Division 1, continuous -duty motor with leads to a conduit box for outdoor
operation. The motor power shall be a minimum of 1.5 HP.
F.6 Bagger Screenings:
a. A Paxxo Longofill continuous bagging system shall be provided to abate odors
and to seal dewatered screenings to prevent any direct contact. The discharge
bagging system shall provide a clean, odor -free means of collecting and
containing the material discharged from the screenings equipment.
b. The bagging system components shall be attached to the screenings discharge.
An accordion -folded plastic Paxxo Longopac cassette bag shall be fitted to the
end of the bagging system and will collect any discharged material. The end
of the cassette bag will be tied in a knot. When the operator decides that the
cassette bag is full, the cassette bag shall be cut and the exposed ends tied in
knots.
c. A Longofill stainless steel adapter flange and a Paxxo Longofill ABS plastic
cassette bag holder shall be utilized to mount for the screenings discharge.
The adapter flange shall be fitted to the discharge chute such that it is
MOOM/

positioned as close to horizontal as possible. The plastic holder shall be
attached to the stainless steel adapter and shall hold the continuous cassette
bag.
d. The adapter flange shall be stainless steel. The holder shall be of ABS plastic
and shall consist of two parts, a tube and brim, which shall be held together
by a stainless steel ring. The cassette bag shall be 230 ft. long, non -porous,
three-ply, co -extruded polyethylene with a thickness not to exceed 1.5 mils and
a dart drop of not less than 1.65 lbs. (750 g).
a. The screen housing shall be provided with a spray wash system. This system
shall be completely enclosed to prevent spray water, aerosols and leakage
contaminating the operating floor level. It shall be automatically operated by
a timer.
b. This wash system shall be constructed of stainless steel piping, flexible
reinforced PVC hose and spray nozzle. The nozzle shall rotate, driven by the
water flow, in such a way that all interior surfaces of the housing are covered
by the water spray. A solenoid valve, of the same type as the ones for the
screen wash system and a ball valve shall be provided for the spray wash
system.
G. Control System:
All controls necessary for the fully automatic operation of the complete screen shall be
provided. The electrical control system shall provide for automatic control of the screen
via a high liquid level using a pressure transducer (or level float switches) in combination
with an adjustable timer.
Control panel shall be suitable for outdoor mounting on a rack provided by the Contractor.
Enclosure shall be NEMA 4X stainless steel with continuous hinge and lockable 3-point
latch, and shall include the following:
1. Main Disconnect, Non -Fused Type, w/Through Door Disconnect Handle
2. 600 VAC terminal block
3. Motor Starter, Reversing IEC, w/Overload Relay and CB Branch Circuit
Protection (1.5 HP)
4. Current monitor
3. Control power transformer with 120 VAC transient voltage surge
compressor (TVSC) and fused primary and secondary
4. Programmable logic controller (PLC), Allen Bradley Micrologix 1400, or
approved equal
11-D-8

5. Operator Interface Unit, AB PanelView 800, 4" Color Touchscreen, with
elapsed time meter, or approved equal
6. 24 VDC Power Supply
7. Panel heater with thermostat
8. Three-way selector switches for the following:
a) Screen drive hand -off -automatic
b) Screen forward -off -reverse
c) Screenings washing system hand -off -automatic
d) Screen press zone flushing hand -off -automatic
e) Screen housing spray nozzle hand -off -automatic
9. Pilot lights (LED push to test) for
a) Control power on (white)
b) Screen running (green)
c) Screen high level (amber)
d) Screen fault (red)
e) Water booster pump running (green)
10.E-stop push button (red)
11. Reset push button (black)
12.Analog inputs for the following:
a) Start water level
b) High water level
13. Remote dry contact outputs for the following:
a) Screen running
b) Malfunction alarm
c) High water level
d) Two spare outputs
14. Flashing alarm light and alarm horn with silencer -reset button (with switch
to disable the alarm horn)
15. Plastic Nameplates
16. Control relays (as required)
17.Terminal Blocks (as required)
18.Intrinsically Safe Barrier (as required)
H. Spare Parts:
The following Spare Parts shall be included and supplied together with the equipment:
1. One (1) Solenoid valve rebuild kit for each size
2. Five (5) Boxes with 295 ft endless bags each
3. Two (2) sets of screen cleaning brushes
11-D-9

I. Delivery, Storage, and Handling of Equipment:
All equipment shall be shipped and delivered fully assembled, except where partial
disassembly is required in order to conform to transportation regulations or for the
protection of components. The Contractor shall be responsible for unloading of the
machinery and shall have equipment on -site available at the time of delivery permitting
proper hoisting of the equipment.
1. Field Preparation:
Contractor shall coat all stainless steel bolts and nut threads with a non -seizing compound
prior to final assembly.
K. Installation, Start -Up, and Operator Training:
Manufacturer shall supply anchor bolts for the equipment. Contractor shall install the
anchor bolts in accordance with the manufacturer's recommendations.
Manufacturer shall furnish the services of a factory -trained service engineer for one trip
including two (2) days to inspect the installation, observe start up, and provide operator
training. Equipment shall not be energized, or "bumped" to check the electrical connection
for motor rotation without the service engineer present. The service engineer shall make
all necessary adjustments and settings to the controls. In particular, Service Engineer
shall verify the measurement relay setting and the initial water level setting for the screen.
The service engineer shall demonstrate proper and sequential operation of the entire
equipment. The screen shall operate automatically based on the water level.
End Section 11-D
11-D-10

DIVISION 11 - EQUIPMENT
11-E: SUBMERSIBLE MIXERS FOR ANOXIC ZONES
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation complete of all
submersible mixers as shown on drawings and as specified in accordance with provisions
of the contract documents.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
B. Quality Standards:
This specification covers submersible direct drive mixers with premium efficiency electric
motors. The mixers shall be as manufactured by Sulzer, or approved equal.
C. Submittals:
Shop Drawings: Submit drawings and data for approval by the Engineer. Review of shop
drawings will be general and will not relieve the Contractor from the responsibility of proper
fitting and construction of the work, nor from the furnishing of materials and work required
by the Contract that may not be specifically indicated on the drawings. Manufacturer's
drawings and information shall be furnished for the Engineer's review and approval for
each equipment item specified herein. Submittals shall generally include information on
equipment materials, dimensions, performance, detailed material specifications,
dimensions of proposed equipment, and other information as may be requested by the
Engineer. All electrical information shall be provided.
D. Equipment:
Furnish two submersible direct drive mixers. Each mixer shall be equipped with a
submersible premium efficiency electric motor that is an integral part of the mixing unit.
The mixer motor shall be equipped with a power/control cable sized in accordance with
NEC standards. Each mixer shall be furnished with the accessories necessary for a
complete installation.
Typical accessories shall include a lifting cable, a hoist of sufficient capacity to permit
raising and lowering of the mixer, a power cable support system with a stainless steel
Kellem grip strain relief and sway clamps every 5 feet to relieve power cable strain, and
a mounting system specifically designed for the mixer that supports all loads produced
by the mixer with 1501 horizontal adjustment in 150 increments for performance
optimization while providing easy installation and removal without emptying the tank
contents or entering the tank.
11-E-1

The mixers shall be able to be easily raised, lowered and removed for inspection or
service without the need for personnel to enter the mixing vessel. Mounting of the mixer
shall be a 2-inch guide rail mounting assembly. The mixer unit shall be guided by a single
cast slide bracket that is an integral part of the unit and must be able to handle all forces
created by the mixer.
Each mixer shall be of the close -coupled, submersible type design. All components of
the mixer, including the motor shall be capable of continuous operation under water
without loss of watertight integrity to a depth of 65 feet. In addition, all components of
the mixer shall be capable of operation in air, completely un-submerged for two (2)
hours. All exposed hardware shall be 1.4401 stainless steel (AISI 316). All surfaces
coming into contact with the mixing liquid other than stainless steel shall be protected
with a two-part epoxy paint. When used in conjunction to a mast assembly, the mixer
shall be equipped with a lifting bracket and shall be completely isolated from external
metal parts by plastic liners and grommets to prevent galvanic corrosion.
The propeller shall be a one-piece precision cast 1.4460 duplex stainless steel (AISI 329)
for superior abrasion resistance. The propeller shall be of self-cleaning backward curved
design preventing material buildup on the blades that decreases mixer performance and
increases vibration. The propeller shall be dynamically balanced to ISO 1940 G6.3
tolerances to prevent excessive vibration or other unsatisfactory characteristics when the
mixer is operating. The back of the propeller hub shall have castellations that cover and
protect the outboard mechanical seal. The propeller shall have a slip fit onto the motor
shaft and drive key, and shall be securely fastened to the shaft by a stainless -steel bolt
which is mechanically prevented from loosening by a positively engaged ratcheting
washer assembly. The head of the propeller bolt shall be effectively recessed within the
propeller bore to prevent disruption of the flow stream and loss of hydraulic efficiency.
The propeller shall be capable of handling solids, fibrous materials, sludge and other
matter normally found in screened sewage, water, wastewater, etc. applications.
The mixer shall incorporate a 360-degree flow ring around the propeller. A close
clearance shall be maintained between the propeller tip and the flow ring in order to
maintain high hydraulic efficiency and low power consumption.
The mixer shall be provided with a triple seal system consisting of one (1) mechanical
seal on the outer side and one (1) mechanical seal and one (1) radial shaft seal in tandem
on the inner side, each working independently of the other in its own separate oil
chamber. The outer seal faces shall be industrial duty silicon carbide and the inner seal
carbon/high chrome steel. Each seal interface shall be held in contact by its own spring
system. The seals shall not require routine maintenance, or adjustment, and shall not
be dependent on the direction of rotation for proper sealing. The seal system shall not
rely upon the mixed media for lubrication and shall not be damaged when the mixer is
run dry. Lubricant in the chamber shall be environmentally safe non -toxic material.
11-E-2

The primary mechanical seal shall be protected from interference by particles in the
wastewater, including fibrous materials, by an active Seal Protection System integrated
into the propeller. The backside of the propeller shall be equipped with a sinusoidal
cutting ring, forming a close clearance cutting system with the lower submersible motor
front cover. This sinusoidal cutting ring shall spin with the propeller, providing a minimum
of 72 shearing actions per revolution. Particles or fibrous material which attempt to lodge
behind the propeller, or wrap around the mechanical seal shall be effectively sheared by
the active cutting system into particles small enough to prevent interference with the
mechanical seal. The Seal Protection System shall operate whenever the pump operates,
and shall not require adjustment or maintenance in order to function. Submersible mixer
designs which do not incorporate an active cutting system to protect the primary
mechanical seal shall not be considered acceptable for wastewater service. In addition,
each mixer shall be equipped with a solids deflection ring to prevent seal failure due to
interference from fibrous material contained in the mixed liquid and to minimize solids
contact with the seals.
The mixer shall have two separate oil chambers located between the outer and inner
mechanical seals and between the inner mechanical seal and inner lip seal. Each oil
chamber shall hold a sufficient quantity of oil to provide lubrication and cooling for the
shaft seals. The oil shall also act as a sensing medium for the seal monitoring system to
detect the presence of moisture.
The propeller and motor shaft shall be an integral unit. The shaft shall be 1.4021 stainless
steel (AISI 420) or 1.4401 (AISI 316 SS) and designed to resist the maximum forces
generated by the mixer. The mixer shaft shall have machined shoulders to permit exact
bearing, seals and propeller placement. Carbon steel, chrome plated shafts shall not be
considered adequate or equal.
The mixer shall rotate on two (2) high quality permanently lubricated bearings. Bearings
shall be of single row, deep grooved design and sized to transfer all radial and axial loads
to the mixer housing and minimize shaft deflection for increased bearing and seal life.
The rear bearing shall be preloaded with a wave spring washer. Bearings shall be
maintenance free with a minimum L-10 bearing life of 100,000 hours at design
conditions. The bearings shall be manufactured by a major, internationally known
manufacturer of high -quality bearings, and shall be stamped with the manufacturer's
name and size designation on the race. Generic or unbranded bearings from other than
major bearing manufacturers shall not be considered acceptable.
All mating part surfaces of the mixer shall be machined and fitted with static 0-rings
providing watertight sealing. Mating surfaces shall be designed to provide watertight
seals when metal to metal contact is made resulting in controlled compression of the 0-
rings without special torque requirements. No secondary sealing compounds, rectangular
gaskets, elliptical 0-rings, grease or other devices shall be used.
11-E-3

The cable entry shall be an integral part of the upper lid. The cable entry sealing system
shall be comprised of a single elastomer compression grommet with both cylindrical and
conical sealing surfaces, flanked by a stainless -steel washer and an integrated strain
relief. It shall be designed with a close tolerance fit against the cable outside diameter
and the entry inside diameter. The cable gland assembly shall be supported by a shoulder
in the upper lid and be compressed by two (2) socket head screws threaded into the
upper lid. This will provide a leak proof, watertight seal at the cable entrance without
the need for specific torque requirements. The cable gland shall incorporate an external
hearth clamp strap. The connection chamber and motor compartment shall be isolated
from each other in order to prevent liquid ingress to the stator cavity. Isolation and
sealing of each individual stator lead shall be accomplished through the use of
compression glands and rubber grommet seals, providing a positive and watertight seal.
Epoxies, silicones, or other secondary sealing materials or systems using split grommets
shall not be considered acceptable. A terminal block shall be installed in the upper lid to
facilitate the connection of the stator leads to power leads without the need to splice
them, so they can easily be disconnected in the field. An electrical probe shall be provided
in the connection chamber positioned for detecting the presence of water ingress before
it can reach the stator cavity.
The Premium Efficiency motor shall meet efficiency standards in accordance with IEC
60034-30, level IE3. Motor rating tests shall be conducted in accordance with IEC 60034-
2-1 requirements and shall be certified accurate and correct by a third -party certifying
agency. A certificate shall be available upon request.
The motor shall be of the squirrel -cage induction design, NEMA type B, Premium
Efficiency with a NEMA Class A temperature rise and shall have an IP68 protection rating
for continuous submerged operation underwater to a depth of 65 feet. The copper stator
windings shall be insulated with moisture resistant Class H insulation materials, rated for
1800C (3560F). The stator shall be press fitted into the stator housing. The rotor bars
and short circuit rings shall be made of cast aluminum. The motor shall be designed for
continuous duty and be capable of handling up to 15 evenly spaced starts per hour
without overheating. The maximum continuous temperature of the mixed liquid shall be
40°C (1041F), and intermittently up to 50°C (1221F). The service factor (as defined by
the NEMA MG1 standard) shall be 1.3. The motor shall have a voltage tolerance of +/-
10% from nominal, and a phase -to -phase voltage imbalance tolerance of 1%. The motor
shall meet the requirements of NEMA MG1 Part 30 and 31 for operation on PWM type
Variable Frequency Drives.
Each phase of the motor shall contain a normally closed bi-metallic temperature monitor
switch imbedded in the motor windings. These thermal switches shall be connected in
series and set to open at 1400C +/- 50C (2840F). They shall be connected to the control
panel, and used in conjunction with, and supplemental to, external motor overload
protection.
11-E-4

The integrity of the mechanical seal system shall be continuously monitored during
mixing operation and standby time. An electrical probe shall be provided in a sensing
chamber positioned between the primary and secondary mechanical seals for detecting
the presence of water contamination within the chamber. The sensing chamber shall be
filled with environmentally safe non -toxic oil. A solid-state relay mounted in the mixer
control panel or in a separate enclosure shall send a low voltage, low amperage signal
to the probe, continuously monitoring the conductivity of the liquid in the sensing
chamber. If sufficient water enters the sensing chamber through the primary mechanical
seal, the probe shall sense the increase in conductivity and signal the solid-state relay in
the control panel. The relay shall then energize a warning light on the control panel, or
optionally, cause the mixer shut down. This system shall provide an early warning of
mechanical seal leakage, thereby preventing damage to the submersible mixer, and
allowing scheduled rather than emergency maintenance. Systems utilizing float switches
or any other monitoring devices located in the stator housing rather than in a sensing
chamber between the mechanical seals are not considered to be early warning systems,
and shall not be considered equal.
The complete unit shall be continuously monitored for water ingress in the mechanical
seal oil chamber, the motor cavity and in the rear junction chamber by mean of three
separate DI probes as standard. Each monitored section shall be isolated from the others
by use of compression glands and rubber grommet seals, providing a positive and
watertight seal. Monitoring systems with less than three probes and using epoxies,
silicones, or other secondary sealing materials shall not be considered equal.
The following inspections shall be performed as a routine quality check on each mixer
prior to shipment from the factory:
1. Propeller size, motor rating, voltage, phase and frequency will be checked for
compliance with customer purchase order and specifications.
2. Motor and power cable shall be checked before submergence for insulation
defects and moisture content.
3. Pressurize the motor with dry air and check for leaks at all joints and seals.
4. Before submergence run the mixer to check for correct rotation and ensure
mechanical integrity.
5. The mixer shall be submerged in a tank containing water on a guide tube
assembly and run completely submerged to check amp readings under load.
6. Motor and power cable shall be checked after submergence for insulation
defects and moisture content after the mixer is removed from the tank.
A quality control check sheet showing that the above has been accomplished shall be
completed and kept on file for each mixer.
End Section 11-E
11-E-5

DIVISION 11 - EQUIPMENT
11-F: SUBMERSIBLE PUMPS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of the
Submersible Pumps as shown on drawings and as specified in accordance with provisions
of the contract documents and completely coordinated with that of all other trades.
The equipment supplier shall furnish to the Contractor the pumps, discharge elbows, base
plates, guide rails and supports, power cables, control cables, float switches and cables,
and other incidental items as specified herein to form a complete pumping system. The
Contractor shall be responsible for constructing a complete and functioning pumping
system.
The items covered under this specification include the installation of the following
submersible pumps for the Briar Creek Wastewater Treatment Plant Expansion and
Modifications Project:
Two submersible pumps in the new Flow Equalization Basin
Two submersible pumps in the new Filter Mudwell
Two submersible pumps in the new Clarifiers (one pump per clarifier)
Two submersible pumps in the existing Flow Equalization Basin, replacing the
existing pumps
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of
this work.
B: Materials:
The Contractor shall furnish materials which meet or exceed the following detail
specifications. The pumps shall be as manufactured by HOMA, Sulzer, or approved equal.
C. Submittal Data:
The Contractor shall submit the following data to the Engineer for review.
1. Pump characteristic curve for the design conditions specified.
2. Nearest manufacturer -approved repair service center for the proposed pump/motor
units.
3. Motor data, to include information on:
a. Cooling system
b. Bearing system
11-F-1

c. Rated motor size (Nameplate HP)
d. Motor curves charting speed, current, power input, power factor, motor efficiency,
starting current, starting power factor, no load current, no load power factor, locked
rotor current, locked rotor power factor, and torque characteristics.
e. Manufacturer of motor
4. Pump data, to include:
a. Approximate dimensions
b. Number and size of power and control cables required
c. Description of pump seals and moisture detection system.
d. Detail drawing and explanation of pump mounting base and guide rail system
e. Pump weights, power cable size and weight, lifting requirements, and "grip eye"
details
5. Controls data to include:
a. Logic diagram showing all electrical components and sequence of operation
b. Enclosure details
c. Details of all panel components
d. A scale drawing of the panel inner door showing the proposed arrangement of pilot
lights, switches, nameplates, and other specified components.
D. Pump Data and Requirements:
Flow Equalization Pumps
Number of pumps required:
4
Design point capacity — one pump, operating at 60 Hz:
400 GPM
Total dynamic head at Design Point:
22.7 feet
Shut-off head:
47.5 feet
Discharge connection
3" minimum
Minimum solids capacity
3"
Minimum pump efficiency at Design Point:
58%
Maximum Submersible motor size: (Motor shall be non-
4.3 HP
overloading to a flow of 460 gpm, minimum)
Submersible 3-phase
Motor Type
induction, explosion -
proof, inverter duty
rated
Motor voltage, frequency, and nominal speed:
VAC,
460 C, 60 Hz,
1RPM
Minimum motor efficiency at ratedpower:
85%
11-F-2

Return Sludge Pumps and Mudwell Pumps
Number of pumps required:
4
Design point capacity — one pump, operating at 60 Hz:
140 GPM
Total dynamic head at Design Point:
17.4 feet
Shut-off head:
47.5 feet
Discharge connection
3" minimum
Minimum solids capacity
3"
Minimum pump efficiency at Design Point:
58%
Maximum Submersible motor size: (Motor shall be non-
overloading to a flow of 460 gpm, minimum
3.0 HP
Submersible 3-phase
induction, explosion -
Motor Type
proof, inverter duty
rated
Motor voltage, frequency, and nominal speed:
460 VAC, 60 Hz,
1750 RPM
Minimum motor efficiency at ratedpower:
81%
Scum Pump
Number of pumps required:
1
Design point capacity — one pump, operating at 60 Hz:
45 GPM
Total dynamic head at Design Point:
10 feet
Shut-off head:
59 feet
Discharge connection
1.25"
Minimum pump efficiency at Design Point:
16%
Maximum Submersible motor size: (Motor shall be non-
overloading to a flow of 460 gpm, minimum)
1.2 HP
Motor Type
Submersible 3-phase
induction, explosion -
proof
Motor voltage, frequency, and nominal speed.
460 VAC, 60 Hz,
1750 RPM
Minimum motor efficiency at ratedpower:
74%
E. Pump Description:
The Contractor shall furnish and install the listed submersible pumps for the Briar Chapel
Wastewater Treatment Plant. The design conditions, motor size, voltage, and other
specific data for the pumps are listed in the table above.
The pumps, motors, power cables, and sensor cables shall be suitable for submersible
applications and shall be of explosion proof construction. The cables shall be sized in
accordance with NEC and ICEA standards. The cables shall have sufficient length to reach
the indicated junction box or disconnect switch, plus an excess length of 6 feet.
11-F-3

The discharge connection elbow shall be permanently installed in the tanks along with the
discharge piping, except for the Scum pump with shall rest of legs attached to the pump
volute. The pumps shall be automatically connected to the discharge connection elbow
when lowered into place, and shall be easily removed for inspection or service. Each pump
shall be furnished with a stainless steel lifting bail sized to lift the pump and motor. There
shall be no need for personnel to enter tanks. Fitting the pumping unit to the discharge
connection elbow shall be accomplished by a simple linear, downward motion of the pump.
Leakage or blow -by will not be accepted.
A sliding guide bracket shall be an integral part of each pump unit. The pumps shall be
automatically and firmly connected to the discharge connection, guided by stainless steel
guide rails extending from the top of the station to the discharge connection. The weight
of the pump unit shall press tightly against the discharge connection elbow, creating a
watertight connection. No portion of the pump shall bear directly on the floor of the wet
well, except for the Scum pump. The Scum pump shall have a union in its discharge piping
to allow the pump to be separated from the discharge piping and removed from the scum
selection box.
All pumps, with the appurtenances and cables, shall be capable of continuous
submergence underwater without loss of watertight integrity to a depth of 65 feet.
The motor housing, pump volute, and impeller shall be cast iron, ASTM A48, Class 4013,
and shall have an epoxy coating for corrosion resistance. The pump shall have a
replaceable volute wear ring. The mechanical seals shall be silicon carbide vs. silicon
carbide for on the impeller side, and silicon carbide vs. silicon carbide for the shaft seal on
the motor side. Upper bearings shall be deep groove ball bearings, and the lower bearings
shall be double row angular ball bearings.
Each pump shall have an oil filled seal chamber with a seal leakage probe installed.
Each pump motor shall have auto reset thermal switches embedded in the motor windings,
to interrupt the motor operation if the winding temperatures exceed the switch
temperature rating.
F. Miscellaneous:
A chain grip device shall be provided that can be lowered to the bottom of the pump lifting
chain, engage a chain link, and then be used to hoist the guiderail mounted pump out of
the tank without re -positioning the hoist hook. A stainless steel chain, rated for a minimum
of 4 times the weight of one pump and motor unit shall be provided with each pump, to
guide and engage the chain grip device. The length of each chain shall be equal to the
depth of the wetwell, plus 5 feet.
11-F-4

G. Installation:
The Contractor shall install all equipment and materials in accordance with the plans and
specifications, and the manufacturer's recommendations. Pumps shall be set at the proper
elevation and shall be plumb and level. The Contractor shall install the pumps, piping,
supports, etc. as shown on the plans and specified herein. The Contractor shall be
responsible for bringing the pump power and motor protection cables, float switch cables,
and transducer cable into the indicated junction box/disconnect switch.
The pump supplier shall furnish a factory representative for 8 hours at the station during
the start-up of station. Pump -motor units shall be thoroughly inspected by the
representative prior to starting, and shall be checked for proper operation after starting.
A written report for the station shall be furnished to the Engineer, stating the
representative's findings, noting any deficiencies, and how they are to be corrected. A
follow up inspection and report by the representative will be furnished, at the Contractor's
expense, if there were any deficiencies noted that required a second inspection.
I. Operations and Maintenance Manuals:
Two bound copies of an Operations and Maintenance Manual shall be provided for the
pump equipment. Manuals shall address all components furnished under this specification
system. Supplier shall also submit 1 copy of the Manual on a CD in a commonly used
format (Word, Adobe, etc.).
End Section 11-F
11-F-5

DIVISION 11 - EQUIPMENT
11-G: EQUIPMENT CONTROL PANELS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation, complete, of the
specified equipment control panels as shown on drawings and as specified in accordance
with provisions of the contract documents and completely coordinated with that of all
other trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of
this work.
B. Scope:
The Contractor shall furnish and install three new equipment control panels, in addition to
the equipment panels specified in other sections of these specifications. The three control
panels are:
Blower Control Panel (BCP)
Plant Control Panel No. 2 (PCP2)
Filter Control Panel (FCP)
The Contractor and the panel manufacturer shall make all final connections, calibrations,
and record drawings, and coordinate start-up, training, and demonstration of panel
operations. The three panels shall be built by one panel manufacturer.
C. Submittals:
Submit the following shop drawings for approval:
1. Electrical schematic control diagrams, which shall include:
a. Terminal identification
b. Unique identification of all control devices and contacts
C. Wire identification
d. Equipment identification
f. Indication of remote and local devices and wiring
g. Overcurrent protection indication
h. Voltage
i. All control logic
11-G-1

2. Panel fabrication drawings
3. Nameplate layout drawings
D. Instrumentation and Monitoring Systems Start -Up and Test:
The instrumentation and monitoring systems shall be checked by the equipment suppliers
and vendors for proper operation, prior to start-up and testing. Each system shall be
determined to be fully operational, and all defects corrected, prior to start-up testing by
the Engineer. Each system shall be tested, and all inputs and alarm conditions shall be
simulated under the Engineer's supervision and direction. Testing activities shall include
the simulation of both normal and abnormal operating conditions.
E. Blower Control Panel:
E.1. General:
The Contractor shall furnish and install a new Blower Control Panel (BCP) for the Briar
Chapel Wastewater Treatment Plant. The panel shall control the operation of three 40 HP
blowers and five 15 HP blowers. The Blower Control Panel shall allow manual operation of
each of the eight blowers, and shall also provide automatic modes of operation as
described herein.
The BCP shall utilize a Programmable Logic Controller (PLC) to accomplish the specified
control functions. The PLC shall be manufactured by Allen-Bradley, Siemens, or approved
equal. The controls shall be designed to permit manual operation of all of the motors in
the event of a PLC failure. The PLC shall have an input that monitors utility power, and
must be programmed to have variable time delays to stagger the re -starting of each of
the motors upon power restoration, to minimize the inrush current requirements for the
standby power generator. These time delays would only occur upon power restoration
following a loss of utility power. An uninterruptible power supply (UPS) shall be provided
to continuously maintain power for the PLC.
The BCP shall be installed adjacent to the new blowers and aeration tank, as indicated
on the plans. The panel enclosure shall be NEMA 4X Stainless Steel, with double front
doors, and floor stand legs. The BCP shall be UL labeled for a single 350A, 460V, 3-
phase, 3-wire feeder, and shall have a main circuit breaker with an operating handle
through the door. The BCP shall have an adequately sized transformer to provide 120 V,
single phase control power, with single pole circuit breakers provided for the control
power circuit, for the light fixtures under the weathershield over the BCP, and for the
receptacle under the weathershield. The BCP shall have an enclosure air conditioner,
sized by the panel builder to maintain the required temperature in the panel for the
VFDs. The air conditioner shall be sized based on an ambient temperature of 100°F and
40% relative humidity.
11-G-2

Variable Frequency Drives (VFDs) shall be used to start, control, and vary the operating
speeds of the blowers controlled by this panel.
E.2 Panel Components:
The BCP shall have labeled terminal strips for all incoming and outgoing field wiring. The
AC wiring in the BCP shall be 12-gauge black; control wiring shall be 14-gauge red;
neutral wiring shall be white. All wires shall be MTW with 600-volt 900 C rating and shall
have machine printed self -laminated labels to correspond with the approved wiring
diagram.
All control switches, reset buttons, indicating lights, and Operator Interface Screen shall
be located through the panel door. A red flashing alarm light on top of the panel and an
audible buzzer shall be provided with the panel, to provide local notification of an alarm
condition. The panel shall also have dry contacts to provide notification to the SCADA
system of any alarm condition.
Other features of the Blower Control Panel shall include:
• PLC shall be manufactured by Allen-Bradley, Siemens, or approved equal.
• Allen Bradley PanelView Plus Color Operator HMI Screen combination analog
touchscreen and keypad, or equal by Siemens
• Uninterruptible Power Supply (UPS) for the PLC
• VFD's as manufactured by Allen Bradley, Square D, Siemens, or approved
equal. Each VFD shall have a circuit breaker and line reactor with a minimum
of 5% impedance, and the panel shall have a Joslyn or Psytronics transient
suppressor.
• Motor contactors and overload relays for blower enclosure cooling fans.
• Terminal block with properly sized lugs to accept all required load side wiring
requirements, with shielding of exposed, energized components
• Terminals for control wiring from the Filter Control Panel
• H-O-A switches for each blower. The H-O-A switches shall have internal lights
within the switches to indicate when the controlled device is operating. Five
spare bulbs shall be provided.
• A 4-position selector switch for Blower No. 3.
• A continuous sounding buzzer for alarm indication, mounted on the side of
the panel
• Pushbutton to silence audible alarm
• Two 20A, 1P circuit breakers and terminals for circuits to power the light
fixtures and the receptacle under the weathershield.
• Panel air conditioner
• Plastic wiring troughs (Panduit or equal) for neat and orderly containment of
panel wiring
11-G-3

• Engraved phenolic plastic nameplates for the panel and all indicator lights,
switches, pushbuttons, and other control components. Nameplates shall be
secured using countersunk screws
• A laminated wiring/control diagram and parts lists for all panel components
• Lightning arrester/surge protection device
Wire gauge shall be determined according to the ampacity tables in the National Electric
Code applicable to the appropriate conditions of use and type of insulation. Wire bundles
shall be secured in slotted wiring duct and be filled to a maximum of 60% capacity.
Properly fitting wire duct covers shall be provided. Circuits requiring shielded wires shall
be routed away from conductors carrying large or noisy currents. When routing in the
same wire way is required, proper electromagnetic shielding shall be provided. Shielded
cable shall be grounded according to the requirements of the electrical devices or
instruments connected. Signal and power wiring shall not be run in the same conduit,
tray, or junction box. Labels shall be applied to identify all panel -mounted components.
Identifying labels shall correspond to the device labels on the supplied control panel
schematics. Panel shall be labeled with the source or sources of power to the BCP.
Identifying labels shall be of embossed metal, engraved plastic, or plastic labels and
either fastened mechanically or with adhesive. Terminals shall be of modular type, DIN
rail mountable and of adequate capacity for current and wire size as required. Terminals
shall be marked with factory molded snap in markers. When terminals must have jumper
connections, jumpers shall be center screw type with jumper bars. Spare terminal blocks
of no less than 10% shall be provided. Grounding lugs shall be provided for bonding the
panel to the enclosures and enclosure doors when the enclosures and doors are made of
conductive material.
E.3 — Description of Operating Modes and HMI Screens:
The BCP shall have the following blower control functions:
a. Stopping and starting the Blowers No. 1 through 8, and controlling their operating
speeds.
b. Stopping and starting the cooling fans for the blower enclosures, in accordance
with the blower manufacturer's standard operating procedures
Each blower shall run continuously when its H-O-A switch is in the "Hand" position. There
shall be an HMI screen that shall allow the operator to select the independent operating
speed for each blower that it will operate at when it is switched in the "Hand" position.
Aeration Blowers (Blowers 6, 7, and 8): There shall be one mode of Automatic Operation
for the Aeration Blowers. In this mode the operator shall select (1) adjustable "On" and
"Off" periods for the blowers, and (2) the operating speed for the blowers. The blowers
switched in the 'Auto" position will continuously repeat the "On" and "Off" operations at
the selected blower speed. There shall be an HMI screen or screens developed for the
operator to enter the desired "On" and "Off" periods, and to present countdown timers to
11-G-4

indicate the time remaining in each "On" or "Off" period. The programming shall allow a
'zero" Off period to be entered in the HMI screen, should the operator want the blower
to operate continuously.
Note that two of the three blowers are required to operate simultaneously to properly mix
and aerate the four aeration zones, with the third aeration blower being the installed
spare. It is intended for the operator to rotate the two blowers that are in operation, in
order to evenly distribute the run time between the three blowers. When the PLC issues
the start signal (at the beginning of an "On" period) to the blowers that switched in the
"Auto" position, the programming shall have a short time delay to prevent simultaneous
starts of the aeration blowers.
Plant Blowers (Blowers 1, 2, 3, 4, and 5) These blowers have various functions, as listed
below:
• Blower 1 — Provides air for the diffusers in the Reactors, Selectors, Post -Aeration,
and Chlorine Contact Chambers (for chlorine solution mixing), and for the air lifts
in Clarifiers No. 1 and No. 2. When a filter cell requires an air scour, this blower
will have its discharge automatically re -directed to that filter cell.
• Blower 2 — Provides air for the two Flow Equalization basins.
• Blower 3 — Redundant blower. By manual operation of valves, this blower can
provide the service normally provided by Blowers 1, 2, 4, or 5. This feature will
allow the operator to evenly distribute the run times between the five blowers, and
to take one out of service for maintenance while continuing the normal plant
operations.
• Blower 4 — Provides air for the existing Sludge Holding Tank 1.
• Blower 5 — Provides air for the new Sludge Holding Tank 2.
In addition to the H-O-A switches for each blower, Blower No. 3 shall have a 4-position
selector switch located below its H-O-A switch. The selector switch positions shall be
labeled "Blower 1", "Blower 2", Blower 4", and "Blower 5". If Blower 3 is switched to
"Auto", the PLC will then operate Blower 3 with the programmed operations for the
blower indicated by the selector switch. The PLC shall also recognize that the blower
indicated by the selector switch should not be started/operated (if its H-O-A switch is in
"Auto") because Blower 3 has taken over the selected blower's function.
Blower 1 shall have two operating speeds when in "Auto", and both speeds shall be
selected by the operator and entered through the HMI. One speed setting will be for the
aeration of the various chambers and air lifts described above, and the other setting will
be for the desired air flow when air scouring a filter cell. The PLC shall receive a signal
from the Filter Control Panel (FCP) when an air scour is required, and the PLC will change
the speed signal to the VFD accordingly. When the air scour is completed, the FCP will
11-G-5

notify the PLC, and the speed signal to the VFD will be changed back to the plant air
setpoint.
Blowers 2, 4, and 5 will have an operator selected speed setting that will be maintained
when that blower is switched in "Auto". Each of these blowers will have independently
adjustable "On" and "Off" periods that will allow the blower to be cycled on and off, if
desired by the operator. The programming shall allow a "zero" Off period to be entered in
the HMI screen, should the operator want the blower to operate continuously.
Blower 3 will not have any programming options. As described above, when it is switched
in "Auto" it will follow the programmed operations for the blower designated by the 4-
position selector switch. If Blowers 1, 2, 4, and 5 are in service and Blower 3 is being
rested, the H-O-A switch for Blower 3 would be switched to the Off position.
E.4 Status and Alarm Indications for the Operator:
Run Indication: Status screens shall be developed for the Interface that shall clearly
indicate which blowers are currently operating.
Elapsed Time Meter: One or more screens shall be developed for the Operator Interface
that will display the cumulative run time for each of the blowers.
Alarm: Any active alarm condition shall be displayed on a flashing alarm screen, shall be
logged and date -time stamped on an alarm log page, and shall close dry contacts for the
SCADA system to notify the operator. The alarm log page shall retain alarms that have
occurred in the past 30 days. The Operator may acknowledge the alarms through the
touchscreen and keypad of the Operator Interface. The alarm conditions shall include:
• VFD Fault — The dry contacts for Blower VFD faults shall be inputs for the plant
SCADA system.
• Blower Fault — The panel builder/systems integrator shall be responsible for
obtaining wiring diagrams and related information for the selected blowers from
the Contractor, and for incorporating those alarms into the BCP. The blowers shall
be provided with accessories as necessary to cause an alarm condition and shut
down the blower if there is a high motor temperature, a high discharge air
temperature, a high discharge pressure, or any other alarm inputs as included in
the blower manufacturer's approved submittal.
The Blower Control Panel shall be pre -wired such that all field connections are limited to
the incoming power lugs and a terminal strip for the blower motors and other external
wiring connections. The Blower Control Panel shall be as manufactured by Control
Interface Inc., or approved equal
11-G-6

F. Plant Control Panel No. 2:
F.1 General:
The Contractor shall furnish and install a new Plant Control Panel No. 2 (PCP2) for the
Briar Chapel Wastewater Treatment Plant. The panel shall control the operation of the
four Flow Equalization Pumps, the four return sludge pumps, one scum pump, two anoxic
mixers, and two clarifier drives. The Plant Control Panel No. 2 shall allow manual
operation of each of the controlled motors, and shall also provide automatic modes of
operation as described herein.
The PCP2 shall utilize a Programmable Logic Controller (PLC) to accomplish the specified
control functions. The PLC shall be manufactured by Allen-Bradley, Siemens, or approved
equal. The controls shall be designed to permit manual operation of all of the motors in
the event of a PLC failure. The PLC shall have an input that monitors utility power, and
must be programmed to have variable time delays to stagger the re -starting of each of
the motors upon power restoration, to minimize the inrush current requirements for the
standby power generator. These time delays would only occur upon power restoration
following a loss of utility power. An uninterruptible power supply (UPS) shall be provided
to continuously maintain power for the PLC.
The PCP2 shall be installed on the platform adjacent to the new Flow Equalization basin,
as indicated on the plans. The panel enclosure shall be NEMA 4X Stainless Steel, with
double front doors, and floor stand legs. The PCP2 shall be UL labeled for a single 100A,
460V, 3-phase, 3-wire feeder, and shall have a main circuit breaker with an operating
handle through the door. The PCP2 shall have an adequately sized transformer to
provide 120 V, single phase control power, with single pole circuit breakers provided for
the control power circuit, for the light fixtures under the weathershield over the PCP2,
and for the receptacle under the weathershield. The PCP2 shall have an enclosure air
conditioner, sized by the panel builder to maintain the required temperature in the panel
for the VFDs. The air conditioner shall be sized based on an ambient temperature of
100°F and 40% relative humidity.
Variable Frequency Drives (VFDs) shall be used to start, control, and vary the operating
speeds of the flow equalization and return sludge pumps. The PCP2 shall have an
operator interface screen (also referred to as an "HMI" in this specification) that shall be
installed in the panel door face.
F.2 Panel Components:
The PCP2 shall have labeled terminal strips for all incoming and outgoing field wiring. The
AC wiring in the PCP2 shall be 12-gauge black; control wiring shall be 14-gauge red;
neutral wiring shall be white. All wires shall be MTW with 600-volt 901 C rating and shall
have machine printed self -laminated labels to correspond with the approved wiring
diagram.
11-G-7

All control switches, reset buttons, indicating lights, and Operator Interface Screen shall
be located through the panel door. A red flashing alarm light on top of the panel and an
audible buzzer shall be provided with the panel, to provide local notification of an alarm
condition. The panel shall also have dry contacts to provide notification to the SCADA
system of any alarm condition.
Other features of the Plant Control Panel No. 2 shall include:
• PLC shall be manufactured by Allen-Bradley, Siemens, or approved equal.
• Allen Bradley PanelView Plus Color Operator HMI Screen combination analog
touchscreen and keypad, or equal by Siemens
• Uninterruptible Power Supply (UPS) for the PLC
• VFD's as manufactured by Allen Bradley, Square D, Siemens, or approved
equal. Each VFD shall have a circuit breaker and line reactor with a minimum
of 5% impedance, and the panel shall have a Joslyn or Psytronics transient
suppressor.
• Motor starters (IEC starters acceptable), circuit breakers, and overload relays
for the anoxic mixers, the clarifier drive motors, and the scum pump.
• Terminal block with properly sized lugs to accept all required load side wiring
requirements, with shielding of exposed, energized components
• H-O-A switches for each pump. The H-O-A switches shall have internal lights
within the switches to indicate when the controlled device is operating. Five
spare bulbs shall be provided.
• On -Off switches for the anoxic mixers and clarifier drive motors.
• A continuous sounding buzzer for alarm indication, mounted on the side of
the panel
• Pushbutton to silence audible alarm
• Flashing Red Alarm Light
• Single pole circuit breakers and terminals for circuits to power the six
magnetic flow meters
• Two 20A, 1P circuit breakers and terminals for circuits to power the light
fixtures and the receptacle under the weathershield.
• Panel air conditioner
• Plastic wiring troughs (Panduit or equal) for neat and orderly containment of
panel wiring
• Engraved phenolic plastic nameplates for the panel and all indicator lights,
switches, pushbuttons, and other control components. Nameplates shall be
secured using countersunk screws
• A laminated wiring/control diagram and parts lists for all panel components
• Lightning arrester/surge protection device
11-G-8

Wire gauge shall be determined according to the ampacity tables in the National Electric
Code applicable to the appropriate conditions of use and type of insulation. Wire bundles
shall be secured in slotted wiring duct and be filled to a maximum of 60% capacity.
Properly fitting wire duct covers shall be provided. Circuits requiring shielded wires shall
be routed away from conductors carrying large or noisy currents. When routing in the
same wire way is required, proper electromagnetic shielding shall be provided. Shielded
cable shall be grounded according to the requirements of the electrical devices or
instruments connected. Signal and power wiring shall not be run in the same conduit,
tray, or junction box. Labels shall be applied to identify all panel -mounted components.
Identifying labels shall correspond to the device labels on the supplied control panel
schematics. Panel shall be labeled with the source or sources of power to the PCP2.
Identifying labels shall be of embossed metal, engraved plastic, or plastic labels and
either fastened mechanically or with adhesive. Terminals shall be of modular type, DIN
rail mountable and of adequate capacity for current and wire size as required. Terminals
shall be marked with factory molded snap in markers. When terminals must have jumper
connections, jumpers shall be center screw type with jumper bars. Spare terminal blocks
of no less than 10% shall be provided. Grounding lugs shall be provided for bonding the
panel to the enclosures and enclosure doors when the enclosures and doors are made of
conductive material.
F.3 — Description of Operating Modes and HMI Screens:
The PCP2 shall have the following control functions:
a. Starting and stopping the flow equalization pumps in the two flow
equalization basins, and controlling their operating speeds.
b. Starting and stopping the return sludge pumps in each clarifier, and
controlling their operating speeds.
c. Stopping and starting the drive motors for Clarifiers 3 and 4 (the new
clarifiers).
d. Stopping and starting the submersible mixers for Anoxic Zones 3 and 4 (the
new zones).
e. Starting and stopping the scum pump.
The Contractor shall review all control panel submittals, and shall determine the wiring,
conduit size, and conduit routing to bring all of the control and alarm inputs listed above
to the PCP2.
Each of the pumps listed above shall run continuously when its H-O-A switch is in the
"Hand" position. There shall be an HMI screen that shall allow the operator to select the
independent operating speed that each VFD-controlled pump will operate at when it is
switched in the "Hand" position.
11-G-9

Flow Equalization Pump Operations:
The PCP2 will allow the Operator to select the desired flow rate to be pumped from the
FE Basins to the anoxic zones, based on the Operator's knowledge of the plant's typical
daily flows, seasonal variations, etc. The control panel will compare the setpoint flow rate
to the pumped flow rate, as measured by the magnetic flowmeters installed in the new
pump discharge piping. The PLC in the PCP2 will increase or decrease the speed signal to
the pumps' Variable Frequency Drives (VFD) as required to maintain the pump rate within
close tolerance of the setpoint flow rate.
Due to the plant's initial design, it is necessary to divide the pumped flow from the FE
basins evenly between the four anoxic zones. In order to accomplish this, and to provide
operational flexibility, each flow equalization basin will have two submersible pumps.
Normal operation of this system will have one pump in each FE basin operating
simultaneously. The discharge from each operating pump will pass through a 4-inch
magnetic flow meter and then be divided evenly between two anoxic zones.
Should the inflow to the Flow Equalization basin exceed the setpoint flowrate for an
extended period of time, the water level in the normally interconnected FE basins will rise
to a level where the controller will cease maintaining the setpoint flow rate, and change
the mode of operation. At the designated high level in the FE tank, as sensed by the level
transducer, the PLC will bring on the second FE pump in each basin, and will take both
pumps to a speed that corresponds to a frequency of 50 Hz (initial setting, can be
adjusted by the Operator). The water level that causes this change in operating modes
shall be located at the mid -depth point of a 12-inch (vertical) pump speed control zone.
At the bottom of this zone, the two pumps will operate at 40 Hz (adjustable by the
Operator); at the top of this zone, the two pumps will operate at 60 Hz (adjustable by the
Operator). Between these two levels, the pump speeds will be varied linearly between 40
and 60 Hz.
With the water level within the speed control zone, the PLC will adjust the pump speed as
the water level fluctuates; if the inflow rate is a constant rate that is within the flow rate
range of the two operating pumps, the PLC will adjust the pump speed until it matches
the inflow rate, and the water level and pump speed would then remain constant. As the
inflow rate declines, the water level would begin to drop, and the pumps would be
slowed accordingly. As the inflow rate further declines, the pumps would continue to be
slowed, until the pumps are operating at 40 Hz and the water level has reached the
bottom of the speed control zone. If the inflow rate further declines, the pumps will
remain on the minimum speed setting of 40 Hz, as the water level falls. When the water
level declines to another setpoint level, the PLC will stop the second pump and will return
to the original operating mode of matching the pump rate to the flow setpoint established
by the Operator.
11-G-10

If the inflow rate continues to increase after the second pump is started and both pumps
are brought to an operating speed represented by 50 Hz, the PLC would continue to
increase the pump speed. It the inflow rate continues to increase, the pump speed would
be accelerated until the water level was at the top of the speed zone, and the pumps
were operating at full speed (60 Hz frequency). If the water level reaches the top of the
speed zone, it may be an indication of a failed level transducer and will cause the PLC to
(1) close a set of dry contacts for the SCADA system to notify the operator, (2) continue
the four pump operation at 60 Hz until the water level declines to the Emergency Mode
"DOFF" float switch, and (3) continue to cycle the four pumps between the Emergency
Mode 'SON" and "OFF" float switches, operating at 60 Hz. The system will be returned to
the "normal" operating mode when the Operator performs a manual reset at the
Operator Interface screen.
The FE pumps shall be staged on and off and operated as indicated in the following
Tables No. 1 and 2.
Return Sludge Pump Operations:
Each return sludge pump discharge is directed to the influent end of the Anoxic Zone that
corresponds to the sludge pump's clarifier. When switched in the "Hand" position, the
pump will operate continuously at the speed setting determined by the operator and
entered through the HMI. The flow rate for each return sludge pump will be displayed on
the HMI. When switched in the 'Auto" position, sludge pumps shall operate at the speed
setting determined by the operator, but will cycle "On" and 'Off" in accordance with the
adjustable time periods set by the operator. Each return sludge pump will have
independent time settings for the "On" and "Off" periods.
Clarifier Drive Motors (No. 3 and No. 4):
These motors shall have On -Off switches in the PCP2.
Submersible Mixer Motors for Anoxic Zones No. 3 and No. 4:
These motors shall have On -Off switches in the PCP2.
Scum Pump (for Clarifiers No. 3 and 4):
This pump shall have an H-O-A switch. When switched in "Auto", the pump starts and
stops shall be controlled by a wide-angle float switch in the scum collection box.
As a part of the start-up and testing process, the minimum speed setting for the "Normal"
mode will also be established in the field, to ensure the pumps will continue to discharge
flow as the basin water level approaches the normal Pump Off level. The panel will
provide an indication of which pump is operating, will record the cumulative run time of
each pump, and will provide audible and visual alarm notifications to the operator as
applicable. A dry contact shall also be provided for each alarm condition, for connection
to the plant SCADA system. This panel will include, at minimum a variable frequency
11-G-11

TABLE NO. 1 NORMAL CONTROL MODE FOR FE PUMPS - PLANT CONTROL PANEL NO. 2
Rising Water Level
Control Action
Falling Water Level
Control Action
Ft. Above Floor
Ft. Above Floor
2.5 feet
Lead Pum started
Lead Pump on & operating at
2.5 to 11.0 feet
varying speeds to maintain setpoint
flow rate
Controller starts Lag Pump in each
11.0 feet
FE basin and takes both pumps to
50 Hz adjustable
11.0 to 11.5 feet
Controller increases pump speed for
two pumps linearly from 50 to 60 Hz
11.5 to 10.5 feet
Controller decreases pump speed for
two pum s linearly from 60 to 40 Hz
10.5 to 10.0 feet
Both pumps operate at 40 Hz
10.0 feet
Lag pump stopped
10.0 to 2.0 feet
Lead Pump operates at varying
speeds to maintain setpoint flowrate
2.0 feet
Lead Pump Off
Redundant Off float switch stops any
1.5 feet
pumps still operating, alarm is
logged
11-G-12

TABLE NO. 2 EMERGENCY CONTROL MODE FOR FE PUMPS - PLANT CONTROL PANEL NO. 2
Rising Water Level
Control Action
Falling Water Level
Control Action
Ft. Above Floor
Ft. Above Floor
Emergency Mode initiated by
Emergency "ON" float switch, pumps
12.0 feet
started/maintained at 60 Hz. PLC no
longer uses level transducer input or
Normal Mode programming.
Operator notified by SCADA.
12.0 to 9.0 feet
All pumps operating at 60 Hz.
9.0 feet
All pumps stopped by Emergency
"Off" float
9.0 to 12.0 feet
FE basin filling, no pumps operating
12.0 feet
All pumps started, operated at 60 Hz
The water level and pump speed setpoints listed above shall be the initial settings, & all shall be adjustable at the HMI.
11-G-13

drive (VFD) with line reactor for each of the FE and return sludge pumps, circuit breakers
for each VFD, motor starter, and control circuit, properly sized lugs for the power supply
wiring, and labeled terminal strips for all external wiring from the panel.
As a part of the start-up and testing process, the minimum speed setting for the "Normal"
mode will also be established in the field, to ensure the pumps will continue to discharge
flow as the basin water level approaches the normal Pump Off level. The panel will
provide an indication of which pump is operating, will record the cumulative run time of
each pump, and will provide audible and visual alarm notifications to the operator as
applicable. A dry contact shall also be provided for each alarm condition, for connection to
the plant SCADA system. This panel will include, at minimum a variable frequency drive
(VFD) with line reactor for each of the FE and return sludge pumps, circuit breakers for
each pump and for the control circuits, properly sized lugs for the power supply wiring,
and labeled terminal strips for all external wiring from the panel. The panel enclosure shall
have a NEMA 12 rating and forced air ventilation.
The PCP2 shall have screens for the Flow Equalization control system as described herein:
Each of the four flow equalization pumps shall have an H-O-A switch in the PCP2 door.
Each pump shall run continuously when its switch is in the "Hand" position. In this mode,
the desired operating speed setpoint for the pump is manually entered on the Interface
Screen for the pumps, in a window labeled "Hand" for that pump. The pumps will operate
at that setpoint speed whenever switched in the "Hand" position, until such time when the
speed setpoint is changed by the Operator. Setpoint speed shall be represented and
displayed in Hz, which varies linearly with the pump speed.
When the selector switches are in the "Automatic" mode, the pumps will operate at
varying speeds as required to deliver flow into the plant at a rate equal to a set point flow
rate established by the Operator through the Operator Interface screen. A digital display
on one of the Interface panel screens will indicate both the set point flow rate and actual
flow rate in gallons per minute (GPM). The PLC shall compare the actual and set point
flow rates, and then output a control signal to the VFD units to vary the pump speed as
required to maintain the actual flow within 3% of the set point value. Due to the dual FE
basins, the PLC shall divide the operator's set point flow rate by 2, and maintain that flow
rate for the pumped discharge from each FE basin.
The Operator Interface screens shall also allow the Operator to set the minimum pump
speed that the pumps will operate when in the Automatic mode, to set the high and low
speeds for the speed control zone described earlier, and to set the control level setpoints.
The PLC shall alternate the lead pump in each FE basin in a duplex rotation each time the
water level in the FE basin falls to the Lead Pump Off level, as long as the control switches
for all four pumps are in the "Automatic" position. If one pump is switched to the 'Off" or
"Hand" position, the controller shall recognize this condition and operate the remaining
pump in that FE basin in a simplex mode.
11-G-14

If one of the VFD units experiences a Fault condition, the VFD will stop the pump
operation and take itself out of service. A "VFD No. X Fault" indication shall be given on
the Interface alarm screen, a dry contact shall be closed, and the PLC will automatically
take the faulted pump out of the alternating rotation, until the fault condition is cleared
and the VFD is reset.
The Operator Interface shall have a screen to indicate the "Water Rising" and "Water
Falling" level setpoints, and to allow adjustment of those setpoints. The Interface shall
also have screen(s) to display the accumulated run time of each pump, the current FE
basin level measurement, alarm conditions, and fault conditions.
The panel shall include a simulator mode, to simulate the entire range of water levels in
the FE basin. This will allow the Operator to confirm the control system's operation over
the entire range of water levels in the FE basin, without actually having to fill the basin.
The simulator mode shall be password protected.
The various control descriptions that follow set forth the minimum alarm and status
conditions that are to be indicated for the operator. These are summarized below:
Run Indication: Status screens shall be developed for the Operator Interface
that shall clearly indicate which motors are operating.
Elapsed Time Meters: One or more screens shall be developed for the
Operator Interface that will display the cumulative run time for each of the
motors controlled by the PLC.
FE Tank Water Levels: One or more screens shall be developed for the
Operator Interface that will display depth of water in the FE tank, as
measured by the submersible level transducer. The screens shall also display
the open/closed status of the specified float switches. These screens shall
also indicate the current control mode: (1) pumped flow rate matching the
Operator's flow setpoint, (2) controller varying the speed of the pumps to
match a higher inflow rates, or (3) system in Emergency Mode) based on
the rising or falling water levels in the FE tank.
FE Pump Flow Settings: One or more screens shall be developed for the
Operator Interface that will allow the operator to enter the desired flow
setpoint, and to enter the starting, minimum, and maximum pump speeds
for the speed control zone. The setpoint flow rate shall be displayed on the
same screen as the flow rate value measured by the magnetic flow meter,
to allow the Operator to confirm the controller is maintaining the pumped
flow rate within the specified tolerance of the setpoint flow rate.
Seal Leakage: If seal leakage is detected for one of the submersible motors
with a seal leakage probe, the Status Screen shall display this information to
notify the operator of this condition.
11-G-15

Motor High Temp: If the motor thermal sensors on a submersible motor
detect a high motor temperature and opens, the Alarm Screen shall be
displayed on the Interface to notify the operator of this condition. The PLC
will also take the affected motor out of service until this condition clears.
High Water Alarm: If a high-water alarm is detected, the Alarm Screen shall
be displayed on the Interface to notify the operator of this condition, and
the local audible/visual alarms shall be activated.
VFD Fault: If a VFD Fault occurs, the Alarm Screen shall be displayed on the
Interface to notify the operator of this condition.
The Contractor's systems integrator/panel builder shall arrange the screens and sub -
screens in a logical order, and present a written description of the proposed screens and
their order as a part of the panel submittal information.
The panel shall be pre -wired such that all field connections are limited to the incoming
power lugs and a terminal strip for the float switches, pumps, valves, and other external
wiring connections. The Plant Control Panel No. 2 shall be as manufactured by Control
Interface Inc. or approved equal.
F.4 Magnetic Flow Meter:
A total of six magnetic flowmeters shall be furnished by the Contractor and installed as
follows:
One 4-inch flowmeter in the FE pump discharge line from each FE basin
(two tota I )
One 3-inch flowmeter in the return sludge pump discharge line from each
clarifier (four total)
Each flowmeter system shall be a complete system, and shall be a Badger M2000 flanged
magnetic meter with a junction box for a remote -mounted amplifier, the
amplifier/transmitter, 50 feet of cable, and compatible grounding rings.
Each 4-inch FE flowmeter's amplifier shall be mounted adjacent to the Plant Control Panel
2. The cable shall be pulled through a conduit between the meter and amplifier (conduit
installed by Contractor, sized to accommodate the cable and any connector plugs on the
factory supplied cable). The digital display shall be programmed to indicate flow in gallons
per minute.
The 3-inch return sludge flowmeters shall be mounted on the handrail adjacent to the
flowmeter.
11-G-16

Each magnetic flowmeter shall have the following features:
1. Utilize characterized field principle of electromagnetic induction to produce signal
directly proportional to flow rate.
2. High input impedance pre -amplifiers with minimum impedance of 1010 ohms.
3. Provide flanged end connections per ANSI B16.5.
4. NEMA 4 rating for the junction box on the flow meter tube.
5. Operating pressure is 50 psig maximum.
6. Operating temperature is 100° F maximum.
7. Grounding requirements include lined pipe with inlet and outlet grounding rings of
same material as electrode.
8. Provide cable between magnetic flow meter and transmitter.
9. Pulsed DC magnetic field excitation.
10. Automatic zero.
11. Adjustable low flow cutoff.
12. Minimum signal lock (empty tube zero) to prevent false measurement when tube is
empty.
13. Accuracy shall be f 1.0% of rate above 1 fps and f0.01% of scale below 1 fps.
14.4-20 mAdc isolated output into maximum 800 ohms.
15. Power supply shall be 117V ±10%, 60 HZ
16. Flow indication and totalization at transmitter.
17. Meter operable as specified in liquids with 5.0 micro mho/cm or more conductivity.
18. Lining material shall be polyurethane or approved equal.
Each flowmeter shall have an amplifier/transmitter with digital flow rate and flow total
indicators. Amplifier/transmitter shall have 4-20 mA output proportional to flow. The
Contractor shall provide conduit and wiring as required to carry the 4-20 mA output from
the amplifier/transmitter to the PLC in the PCP2.
Initial programming of the Flow Equalization flowmeters shall utilize 1,000 gallons per
minute for full scale value. Initial programming of the Return Sludge flowmeters shall
utilize 500 gallons per minute for full scale value.
F.S. Submersible Level Transducer:
There shall be a level transducer supplied with the PCP2, to measure the water depth in
the FE basin and to output a corresponding 4-20mA signal to the PCP2. The transducer
shall be a stainless steel, submersible level transducer with a pressure range of 0-23.1 (0-
10 psi) feet of water. The transducer shall be suspended just above the bottom of the FE
basin. The transducer shall be supported by a removable stainless -steel pipe secured to
the concrete walkway edge at the new FE basin. a weighted stainless -steel cable with the
level switches. The transducer shall have a 4-20 mA output, a regulated DC power source,
aneroid bellows for moisture protection, and full lightning protection. The Contractor shall
provide a handrail mounted, gasketed PVC junction box to house the bellows and
transducer cable splices. The PCP2 shall power the transducer.
11-G-17

The level transducer signal shall be an input to the PLC. The PLC shall display the water
depth above the transducer, in '0.00 Feet', on a screen in the Interface panel. The level
transducer shall be a Mercoid model PBLT2-10-100-PU, 0-23.1 feet of water (0-10 psig),
stainless steel transducer with 4-20mA output.
G. Filter Control Panel:
G.1 General: The Contractor shall furnish and install a new Filter Control Panel (FCP) for
the Briar Chapel Wastewater Treatment Plant. The panel shall control the operation of the
two pumps in the new mudwell, the existing four backwash pumps, and the air scour
blower (Blower No. 1). The Filter Control Panel shall allow manual operation of each of the
pumps controlled by the FCP, and shall also provide the automatic modes of operation as
described herein.
The FCP shall utilize a Programmable Logic Controller (PLC) to accomplish the specified
control functions. The PLC shall be manufactured by Allen-Bradley, Siemens, or approved
equal. The controls shall be designed to permit manual operation of all of the motors in
the event of a PLC failure. The PLC shall have an input that monitors utility power, and
must be programmed to have variable time delays to stagger the re -starting of each of
the motors upon power restoration, to minimize the inrush current requirements for the
standby power generator. These time delays would only occur upon power restoration
following a loss of utility power. An uninterruptible power supply (UPS) shall be provided
to continuously maintain power for the PLC.
The FCP shall be installed adjacent to the new filter clearwell, as indicated on the plans.
The panel enclosure shall be NEMA 4X Stainless Steel, and shall be mounted on the
weathershield rack shown on the plans. The FCP shall be UL labeled for a single 20A,
460V, 3-phase, 3-wire feeder, and shall have a main circuit breaker with an operating
handle through the door. The FCP shall have an adequately sized transformer to provide
120 V, single phase control power, with single pole circuit breakers provided for the
control power circuit, for the light fixtures under the weathershield over the FCP, and for
the receptacle under the weathershield. The panel shall include motor circuit breakers
and magnetic starters for the mudwell pumps, and all selector switches, relays, timers,
and all additional secondary circuit controls required for manual and/or automatic control
of the filter system and motors described herein.
The FCP shall have an operator interface screen (also referred to as an "HMI" in this
specification) that shall be installed in the panel door face. The motor starters, overload
relays, and circuit breakers for the motors described in this specification shall be located
in the FCP. The mudwell pump motors shall each have three thermal sensors. The FCP
shall be designed to stop the motor if one or more thermal sensors open, to illuminate a
"Motor High Temp" indication on the Alarm Screen, and to take the motor out of
operation until the condition clears and the problem is diagnosed. Overload relays shall
be provided to protect the mudwell pump motors.
11-G-18

The mudwell pumps shall each have a seal moisture probe in the oil chamber. The
controls shall be designed to illuminate a "Seal Leakage" warning indication on the Status
Screen when moisture is detected.
The PLC shall maintain an elapsed time meter to record the run time for each motor
controlled by the FCP. An Interface screen shall be available to display the cumulative run
time for each motor.
The FCP shall have labeled terminal strips for all incoming and outgoing field wiring. The
AC wiring in the BCP shall be 12-gauge black; control wiring shall be 14-gauge red;
neutral wiring shall be white. All wires shall be MTW with 600-volt 901 C rating and shall
have machine printed self -laminated labels to correspond with the approved wiring
diagram.
The FCP shall have descriptive nameplates attached to the door to identify all switches,
lights, etc. The H-O-A switches shall have internal lights within the switches to indicate
when the controlled device is operating. Five spare bulbs shall be provided.
G.2. Panel Components: The Filter Control Panel shall include the following major
components:
• PLC shall be manufactured by Allen-Bradley, Siemens, or approved equal.
• Allen Bradley PanelView Plus Color Operator HMI Screen with combination analog
touchscreen and keypad, or equal by Siemens
• Uninterruptible Power Supply (UPS) for the PLC
• Motor Starters (IEC starters acceptable), circuit breakers, and overload relays for
two (2) Mudwell Submersible Pumps
• Terminal block with properly sized lugs to accept all required load side wiring
requirements, with shielding of exposed, energized components
• Terminals for control wiring to the Blower Control Panel and existing Filter Motor
Panel
• H-O-A switches for each pump and motor actuated valves. The H-O-A switches
shall have internal lights within the switches to indicate when the controlled device
is operating. Five spare bulbs shall be provided.
• A continuous sounding buzzer for alarm indication, mounted on the side of the
panel
• Pushbutton to silence audible alarm
• Flashing Red Alarm Light
• Single pole circuit breakers and terminals for circuits to power the motor -actuated
valves for air supply piping for filter air scours and the motor actuated valve for the
plant air supply piping.
• Two 20A, 1P circuit breakers and terminals for circuits to power the light
fixtures and the receptacle under the weathershield.
• Plastic wiring troughs (Panduit or equal) for neat and orderly containment of panel
wiring
11-G-19

• Engraved phenolic plastic nameplates for the panel and all indicator lights,
switches, pushbuttons, and other control components. Nameplates shall be secured
using countersunk screws
• A laminated wiring/control diagram and parts lists for all panel components
• Lightning arrester/surge protection device
Wire gauge shall be determined according to the ampacity tables in the National Electric
Code applicable to the appropriate conditions of use and type of insulation. Wire bundles
shall be secured in slotted wiring duct and be filled to a maximum of 60% capacity.
Properly fitting wire duct covers shall be provided. Circuits requiring shielded wires shall be
routed away from conductors carrying large or noisy currents. When routing in the same
wire way is required, proper electromagnetic shielding shall be provided. Shielded cable
shall be grounded according to the requirements of the electrical devices or instruments
connected. Signal and power wiring shall not be run in the same conduit, tray, or junction
box. Labels shall be applied to identify all panel -mounted components. Identifying labels
shall correspond to the device labels on the supplied control panel schematics. Panel shall
be labeled with the source or sources of power to the FCP. Identifying labels shall be of
embossed metal, engraved plastic, or plastic labels and either fastened mechanically or
with adhesive. Terminals shall be of modular type, DIN rail mountable and of adequate
capacity for current and wire size as required. Terminals shall be marked with factory
molded snap in markers. When terminals must have jumper connections, jumpers shall
be center screw type with jumper bars. Spare terminal blocks of no less than 10% shall be
provided. Grounding lugs shall be provided for bonding the panel to the enclosures and
enclosure doors when the enclosures and doors are made of conductive material.
G.3 — Description of Operating Modes and HMI Screens:
The FCP shall have the following control functions:
a. Stopping and starting the two constant speed new mudwell pumps.
b. Stopping and starting the four existing, constant speed filter backwash pumps.
c. Initiating backwashes for the 2 new and 2 existing filter cells.
d. Opening and closing the motor actuated ball valves, to direct air to a filter cell for
scouring.
e. Signaling the Blower Control Panel that a filter cell air scour has been initiated, to
cause the BCP to change the operating speed of the blower that will provide the air
to the filter cell.
The Contractor shall review all control panel submittals, and shall determine the wiring,
conduit size, and conduit routing to bring all of the alarm inputs listed above to the FCP.
Filter Backwash Operations:
A filter cell backwash can be initiated in one of three ways:
1. Automatic Backwash: When the resistance of the flow through the filter
media allows the water level to rise in the filter chamber to a predetermined
level, the liquid level switch in the filter cell shall initiate the automatic
11-G-20

backwash cycle. This system will activate only if the Backwash Hand -Off -
Auto switch is in the Automatic position.
2. Programmed Backwash: The PLC shall be capable of being programmed to
initiate a backwash sequence for each filter cell at a specified clock time. If
the operator selects this mode of operation, the PLC shall attempt to
backwash each filter at its (operator selected) time of day. However, the
Automatic Backwash Mode, triggered by the closure of the Backwash Initiate
float switch, will always be operating in the background, and will initiate a
backwash if the float switch is closed prior to selected time of day for that
cell's backwash. If there is insufficient water in the clearwell at the time
when a filter backwash is scheduled, the PLC shall not backwash that filter
and will backwash the next filter in the rotation when its selected time of
day occurs. Once a time of day programmed backwash is initiated by the
PLC, the backwash sequence will proceed as described below.
3. Manual Backwash: A "pushbutton" shall be provided on an HMI screen to
allow the operator to initiate a filter backwash sequence for any of the four
filter cells. If there is insufficient water in the clearwell to enable a
backwash, the screen shall then provide notice to the operator and not
initiate the backwash.
Filter Backwash Pump Operation: There are four existing Filter Backwash Pumps that will
be utilized to backwash the two new and two existing filter cells. The backwash pumps are
sized to require two pumps to operate simultaneously to produce the flow required to
adequately backwash one filter cell. There shall be two float switches provided in the
normally interconnected clearwells; the Backwash Enable float switch shall confirm to the
PLC that there is sufficient water stored in the clearwell to accomplish a filter backwash,
and the second float switch shall be a low water cut-off. The Filter Backwash Pumps shall
be controlled by the PLC in the FCP as described herein.
When the automatic backwash system has been initiated by the liquid level switch, the
following sequences shall occur in the FCP: The FCP shall simultaneously open the motor
actuated ball valve on the air scour piping for the filter cell to be backwashed, close the
motor actuated ball valve for the air piping to the plant air uses, and close the motor
actuated valve on the filter outlet. The FCP shall also close a contact to notify the Blower
Control Panel that a filter cell requires air scouring. The Blower Control Panel shall then
adjust the speed of the air -scour blower motor to its filter air scour setpoint. The FCP will
have an adjustable timer (30-120 seconds) that will control the duration of the filter air
scour. When the air scour timer period has ended, the FCP will open the plant air ball
valve and close the filter air scour valve. The end of the air scour period shall also notify
the BCP to reset the air scour blower speed to its plant air speed setting, and shall cause
two of the Filter Backwash Pumps to be started. The starters for the filter backwash
pumps are located in the existing Filter Pump Panel; the FCP shall have control wiring
extended to the Filter Pump Panel, to start the backwash pumps. The FCP shall operate
backwash pumps 1 and 2 together, and shall alternate backwashes with backwash pumps
11-G-21

3 and 4 operating together. The filter backwash pump pair shall continue to operate for
the adjustable Backwash time period (60 to 600 seconds). If the Backwash Initiate float
switch remains closed for an adjustable time period after the backwash has been
completed, a timer in the PLC will cause the FCP to indicate an alarm condition (Backwash
Failure), and will attempt to initiate another backwash.
If the clearwell is pumped down to the "Pump Off" level during a backwash, PLC will then
perform the functions that it normally does when the backwash pump time expires.
Under any mode of operation, the filter controls shall only allow one filter backwash to
occur at one time, and only one air supply motorized ball valve to be closed at one time. If
a second filter attempts to initiate a backwash sequence while another backwash
sequence is in progress, the second filter's backwash shall be delayed until the initial
filter's backwash sequence is completed.
Each Filter Backwash Pump shall have an H-O-A switch. Each pump shall run continuously
when its switch is in the "Hand" position. When switched in 'Automatic", it shall respond
to the PLC start and stop commands.
Filter Mudwell Pump Operation: There are two existing Filter Mudwell Pumps in the
existing mudwell, and two new mudwell pumps in the new mudwell. The two mudwells
are normally interconnected through a valved piping connection. There are four existing
float switches in the existing mudwell, that are connected to the existing Filter Pump
Panel. The wiring for these float switches is to be extended from the existing panel to the
new FCP. The four float switches are: Pump Off, Timer Enable, Timer Override, and High -
Water Alarm. There shall be a screen available on the HMI that will allow the operator to
select "On" and "Off" time periods (each adjustable from 1 to 60 minutes) for the normal
operation of the mudwell pumps. The PLC shall also provide quadruplex rotation for these
four pumps. Under normal operations the water level in the interconnected mudwells will
rise to close the Pump Off and Timer Enable float switches; the PLC shall then start the
next pump in the rotation and operate it for the programmed "On" period. The pump will
then be stopped, the programmed 'Off" period will time out, and the next pump in the
rotation will be started and run for the "On" period. If the water level is lowered
sufficiently to open the Pump Off float switch, the operating pump shall be stopped. When
the water level again reaches the Timer Enable float switch, the next pump in the rotation
will start and operate for the programmed "On" period.
Should the water level in the mudwells rise sufficiently to close the Timer Override float
switch, the next pump in the rotation shall be started and shall operate for the
programmed Timer Override Period (adjustable from 1-60 minutes). The normal On -Off
repeat cycle timer shall continue to operate in the background, and will start and operate
the next pump in the rotation, even if one of the other pumps is operating in the Timer
Override mode.
11-G-22

If one of the filter cells tries to initiate a backwash while the mudwell pump is operating in
the Timer Override mode, the PLC shall hold off the backwash until the Timer Override
Period has expired.
Each Mudwell Pump shall have an H-O-A switch. Each pump shall run continuously when
its switch is in the "Hand" position. When switched in "Automatic", it shall respond to the
PLC start and stop commands.
G.6. Operator Interface Screens: The FCP shall provide status and alarm information to
the operator via the Interface screen, and the operator shall be able to control motors,
adjust timer settings, adjust pump speed settings, adjust blower speed settings, see active
alarms, retrieve run time data for all motors, and acknowledge alarms through the
touchscreen and keypad of the Operator Interface. The final selection of screens, the
information to be presented, and the control functions to be provided shall be determined
during the panel submittal review process. The screens listed below will be required,
although additional screens may be added during the submittal review.
Home Screen — graphics to show which pumps are operating, motor actuated valve
status, countdown timers for each phase of a backwash when a filter cell backwash is in
progress.
Alarm Screen — Flashing screen that will show alarms in active state, and will have an
alarm acknowledgement button on the touchscreen. Will also have a sub -screen that will
display alarm history with time/date stamps. Alarm history shall contain the previous 30
days, at minimum.
Float Switch Screen — Graphics will indicate the current status (Open or Closed) for each
float switch in each clearwell, filter cells, and mudwell.
Filter Backwash Settings Screen — Screen shall have windows for the operator to enter the
desired time periods for (1) Inlet Valve Close Delay — the time delay after the inlet valve is
closed and before the air scour starts, to allow the water level in the filter to decline, (2)
Air Scour Operation — the time period the filter is air scoured, (3) Backwash Pump
Operation — the time period the filter media is backwashed, (4) Backwash Pump Speed —
the desired operating speed of the backwash pumps, expressed in Hertz, and (5) Inlet
Valve Open Delay.
Elapsed Time Meters and BW Count Screen: A screen shall be developed for the Operator
Interface that will display the cumulative run time for each of the motors controlled by the
PLC, and will display a count of the cumulative number of backwashes for each filter cell.
Programmed Backwash Settings Screen — Screen shall show the programmed time of day
and day of the week for the next scheduled filter backwash for each of the four filter cells.
This screen shall also have a prominent On and Off selection, to allow the operator to
enable (or disable) the programmed backwash mode of operation. There shall sub -screens
11-G-23

behind this screen, for the operator to enter the days of the week and the time of day for
scheduled backwashes for each filter.
Pump Status Screens — graphics shall indicate the status of seal leakage relays and motor
thermal sensors for the mudwell pumps. Should a pump motor have a high temperature,
it will be an alarm input and will also cause the PLC to take that pump out of the active
rotation until it is manually reset. If seal leakage is detected, the alarm screen shall notify
the operator, but it shall not cause the pump to be taken out of the rotation. The operator
can acknowledge the seal leakage notification through the HMI; if the seal leakage
persists, the alarm notification will return every 72 hours after acknowledgement by the
operator. If a high-water alarm is detected in the mudwell, the alarm screen shall notify
the operator of this condition.
The Filter Control Panel shall be pre -wired such that all field connections are limited to the
incoming power lugs and a terminal strip for the float switches, pumps, valves, and other
external wiring connections. Terminal strip shall have at least 10% excess capacity. The
Filter Control Panel shall be as manufactured by Control Interface Inc., or approved equal.
H. Service:
The Contractor shall provide the services of the panel manufacturer's representatives to
supervise start-up and provide general operational adjustments as required for the Control
Panels and their ancillary items, perform any programming adjustments as may be
indicated by the equipment and control testing, and thoroughly train the owner's
operators in the operation of all the furnished Control Panels. A total of at least 4 days
shall be allotted for the preceding services.
The Control Panels manufacturer's representative(s) shall test each panel with the
manufacturer's representative(s) for the connected equipment, to ensure the completed
systems function as intended. The representatives shall present the Engineer with copies
of the start-up report and a service manual outlining all operation instructions and
maintenance procedures, and one PDF version of those documents.
I. Warranty:
The manufacturer of the Control Panels shall guarantee for one year from the date of
start-up and acceptance that the Panels and all component and ancillary equipment shall
be free from defective materials and workmanship. The manufacturer shall furnish
replacement parts for any component considered in the opinion of the Engineer to be
defective (during the warranty period).
The Contractor shall guarantee that all items furnished and installed by him will be
warranted against defects in material and workmanship for a period of 12 months after
start-up.
End of Section 11-G
11-G-24

DIVISION 11 - EQUIPMENT
11-1: AERATION SYSTEMS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation complete of all fine
bubble and coarse bubble aeration systems for the Briar Chapel Wastewater Treatment
Plant, as shown on drawings and as specified in accordance with provisions of the contract
documents.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
B. Scope:
Contractor shall furnish all materials, equipment, and services required for the fine
bubble and coarse bubble aeration systems as shown on the contract drawings and
contained herein. Contractor to furnish the fine bubble aeration systems for the for the
Aeration Zones 1-4 (two existing tanks and two new tanks - total of 4 aeration zones).
The coarse bubble aeration systems shall be furnished for the two Flow Equalization
Tanks (one existing and one new), and the two Sludge Storage Tanks (one existing and
one new). 'Systems" shall refer to all piping, diffusers, diffuser connections, pipe
supports, fasteners, and other miscellaneous hardware and components located below
the contractor's connection to the System drop pipe in each tank.
C. Acceptable Manufacturers:
The aeration system shall be supplied by Aquarius Technologies, LLC, Environmental
Dynamics International, or approved equal.
D. Submittals:
Submittal Requirements:
1. Drawings showing general arrangement of the aeration system.
2. Drawings showing details of the diffusers, diffuser holders, piping, pipe supports,
pipe joints and condensate evacuation system.
3. Materials and manufacturing specifications.
4. Oxygen transfer and system headloss calculations.
5. Installation, operation, and maintenance instructions.
6. List of any exceptions taken to the plans and specifications including written
justification.
11-J-1

E. Performance Standards:
Design the aeration systems for installation in the following tanks.
Fine Bubble
Aeration Systems
Tank Dimensions
Aeration Zone
1 Exist.
Aeration Zone
2 Exist.
Aeration Zone
3 New
Aeration Zone
4 (New)
Length ft.
57
57
58.42
58.42
Width ft.
37
37
37
37
Water Depth (ft.)
12
12
12*
12*
*Note the new aeration zones 3 & 4 have a 4' length of floor (west end, next to the
existing aeration zones) that will have an 11-foot water depth, due to the new tank floor
being placed over the existing tank footing. The Aeration system designer shall provide
separate diffuser drops from the main air piping to aerate and mix these areas if the
main diffused aeration system cannot provide adequate mixing energy for these areas.
Coarse Bubble Aeration S stems
Tank Dimensions
Flow Eq. 1
(Existing)
Flow Eq. 2
New
Sludge Tank 1
Ex.
Sludge Tank 2
(New.)
Length (ft.)
29
29
29
30.42
Width (ft.)
29
29
29
28
Water Depth (ft.)
12
12
12
12*
*Note the new sludge holding tank will have a 4' length of floor (west side and south
side), next to the existing sludge tank and aeration zone 1) that will have an 11-foot
water depth, due to the new tank floor being placed over the existing tank footing. The
Aeration system designer shall provide separate diffuser drops from the main air piping
to aerate and mix these areas if the main diffused aeration system cannot provide
adequate mixing energy for these areas.
Design the aeration system to evenly distribute 350 SUM in each of the four aeration
zones (total air flow of 1,400 SUM to the fine bubble Aeration System). Design the
coarse bubble aeration system to evenly distribute 300 SUM in each Sludge Holding
Tank. Design the coarse bubble aeration system to evenly distribute 150 SUM in each
Flow Equalization Tank.
Design the fine bubble aeration system with a diffuser centerline spacing not to exceed
4 feet from any adjacent diffuser, wall or obstruction to maximize the oxygen transfer
efficiency and minimize solids deposition.
11-J-2

E. Materials and Eauipment for Fine Bubble Aeration Svstems:
E.1. Stainless Steel
1. Fabricate all welded parts and assemblies from sheets, plates, or bars of 304L
stainless steel with a 2D finish conforming to ASTM A240, A554, A774 and A778.
2. Fabricate all non -welded parts and assemblies from sheets, plates, or bars of 304
stainless steel conforming to ASTM A240, or ASTM A276.
3. Furnish all nuts, bolts, washers, and anchors bolts from 18-8 series stainless steel.
4. Weld in the factory with ER 316L filler wire using MIG, TIG or plasma -arc inert
gas welding processes. Provide a cross section equal to or greater than the parent
metal.
5. Clean all welded stainless -steel surfaces and welds after fabrication to remove
weld splatter and finish clean all interior and exterior welds by full immersion
pickling and rinse with water to remove all carbon deposits and contaminants to
regenerate a uniform corrosion resistant chromium oxide film per ASTM A380
Section 6.2.11, Table A2.1 Annex A2 and Section 8.3.
E.2. PVC
1. Fabricate 4-inch diameter manifolds and air distribution headers of SDR 33.5 PVC
(minimum) conforming to ASTM D1784 and D3034.
2. Fabricate manifolds 6-inch diameter and larger of Schedule 40 PVC conforming to
ASTM D1784, D1785 and D2466.
3. Fabricate diffuser holders, retainer rings and subplates of PVC material
conforming to ASTM D1784.
4. PVC components shall contain a minimum 1.5 percent titanium dioxide to
minimize ultraviolet light degradation.
E.3 Equipment Components
Drop Pipes — Provide a minimum 12-gauge stainless steel drop pipe from the air main
connection to a point 3 feet above the manifold.
1. Provide a stainless -steel flange with a 150-pound drilling at the top connection.
2. Provide a stainless -steel EPDM gasketed coupling for connection to the manifold.
Manifolds — Provide a PVC manifold for connection to the air distribution headers.
1. Fabricate manifolds in sections up to 25 feet in length.
2. Connections between separate manifold sections and between the manifold and
air distribution headers shall be threaded union or flanged joints to prevent
rotation and blow apart. All joints shall be factory solvent welded.
3. Design manifolds to withstand a 1301 F mean wall temperature.
Air Distribution Headers and Diffuser Holders
1. Fabricate air distribution headers in sections up to 24 feet in length.
11-J-3

2. Connections between air distribution header sections shall be threaded union or
flanged joints to prevent blow apart and rotation. All joints shall be factory solvent
welded.
3. Design air distribution headers to withstand a 1300 F mean wall temperature.
4. Design threaded union joints with spigot and socket ends joined with a threaded
ring and sealed with an 0-ring gasket.
5. Threaded unions will provide an uninterrupted 3600 rotation to provide for
leveling adjacent distributors. Unions with spline locks or ratchets will not be
acceptable.
6. To prevent damage to the joint, the union will provide the anti -rotation feature
through the 0-ring, spigot and socket.
7. Threads on union joints shall be a minimum of 0.013 square inches to provide
adequate strength of the socket and retainer ring.
8. Flange joints shall be Van Stone style follower flanges with 1501b drilling and
stainless -steel hardware.
9. Diffuser holders shall incorporate diffuser holder and membrane support plate as
a single unit. Multiple piece assemblies will not be acceptable.
10. Diffuser holders shall be factory bonded to the crown of the distributor with one
continuous contact area of 13 square inches minimum to ensure structural
integrity and strength.
11. Diffuser holders will be factory solvent welded to the pipe to maximize adhesion.
12. Diffuser holder must be ultrasonically staked to the pipe to maximize a positive
air seal.
13.The diffuser holders shall be attached to the distributor piping following
application of primer along the crown of the pipe, mechanically scrubbed and
allowing sufficient activation time. Solvent shall be applied to the pod to insure
full coverage without voids at the pod to pipe interface.
14.The holder shall be applied to the pipe immediately followed by an ultra -sonic
weld to create a hermetic seal and securely hold the holder in place while the
solvent sets and cures.
15. Diffuser holders shall be attached to the pipe with no more than +/- 1-degree
angular variation from top dead center, and no greater than +/- 1/8" lateral
spacing variation to insure diffuser uniformity within the grid piping.
16.Air distribution headers and diffuser holders shall be able to resist a dead load of
200 Ibs applied vertically to the outer edge of the diffuser holder.
17. Provide end caps at the end of each air distribution header.
Pipe Supports — Provide each section of manifold and air distribution header with a
minimum of two supports.
1. Design all supports to allow for thermal expansion and contraction forces over a
temperature range of 1250 F and to minimize stress build up in the piping system.
2. Design supports to be adjustable without removing the manifold or air distribution
header from the support.
3. Manifold Support — 6-inch diameter and larger
11-1-4

a. Support spacing shall be limited to a maximum of 8 feet.
b. Design supports to include guide straps, support structure and two anchor
bolts.
c. Guide straps shall be fabricated from minimum 2 inch wide, 12-gauge stainless
steel to eliminate point load on manifold and minimize binding.
d. Design support to allow +/- 2 inches of vertical adjustment for leveling of
manifold within 1/4 inch of a common plane.
e. Attach supports to tank floor with stainless steel anchor bolts.
4. Air Distributor and Manifold Supports — 4-inch diameter
a. Support spacing shall be limited to a maximum of 7.5 feet.
b. Design supports to include guide straps, support structure, locating plate and
a single anchor bolt.
c. To prevent improper installation, the locating plate shall be able to be installed
in either of two directions relative to the support.
d. Guide straps shall be fabricated from minimum 1 1/2-inch wide, 18-gauge
stainless steel and have contoured bearing surfaces with chamfered edges to
minimize binding and resistance to movement of air distributor under full
buoyant uplift load.
e. Design guide straps with 1/8-inch clearance around distributor so strap is self-
limiting and cannot be over tightened.
f. Design support to allow +/- 1 1/2 inches of vertical adjustment for leveling air
distribution headers within 1/4 inch of a common plane.
g. Attach supports to tank floor with stainless steel anchor bolts designed for
installation in 4,000 psi concrete.
Diffuser Assemblies — Furnish diffuser assemblies including diffuser, holder, retaining
ring and air flow control orifice.
1. Membrane Diffuser
a. Incorporate an integral check valve into the membrane diffuser.
b. Design and test diffusers at point of manufacture for a dynamic wet pressure
(DWP) of 6 inches +/- 20% water column @ 1.0 SCFM/diffuser and 2 inches
submergence.
c. Visual Uniformity — Observe diffusers for uniform air distribution across the
active surface of the diffuser at 1.0 SCFM/diffuser and 2 inches submergence.
Active surface is defined as the perforated horizontal projected area of the
diffuser.
d. Quality Control — Test diffuser using primary sampling criteria outlined in
Military Standard 105E.
e. Manufacture the circular membrane diffuser with an integral O-ring of EPDM
synthetic rubber compound with precision die formed slits.
f. Add carbon black to the material for resistance to ultraviolet light.
g. Design diffuser as one-piece injection molded part with a minimum thickness
of 0.080 inches for 9-inch diameter unit.
11-J-5

h. Limit the maximum tensile strength of the diffuser to 10 psi when operating
at 2.4 SCFM/sq. ft. of material.
i. EPDM membranes shall conform to the following physical properties:
Membrane Material: EPDM
Tensile Stress: 1200 PSI Min.
Durometer: 58 +/- 5 Shore A
Elong - % Ret 70 Hrs: 75% Max
Elong - % Min at Break: 350% Min
2. Diffuser Holders
a. Design holder with air flow control orifice, integral diffuser support plate and
removable retainer ring. Holder to provide support for the diffuser and seal
the diffuser in the holder to prevent air leakage around the 0-ring.
b. Design retainer ring threads with minimum cross section of 1/8 inch to allow
for one complete turn to engage threads.
Anchor Bolts - Design a mechanical or adhesive anchor bolt system for embedment in
41000 psi concrete with a pullout safety factor of 10.
Condensate Evacuation System - Provide a condensate evacuation system to
substantially drain the submerged aeration piping system for each aeration grid.
F. Materials and Equipment for Coarse Bubble Aeration Systems:
F.1 Stainless Steel
1. Fabricate all welded parts and assemblies from sheets, plates, or bars of 304L
stainless steel with a 2D finish conforming to ASTM A240, A554, A774 and A778.
2. Fabricate all non -welded parts and assemblies from sheets, plates, or bars of 304
stainless steel conforming to ASTM A240, or ASTM A276.
3. Furnish all nuts, bolts, washers, and anchors bolts from 18-8 series stainless steel.
4. Furnish 304L stainless steel diffusers with a 20-gauge stainless steel body and a
cast 316L schedule 80 - 3/4 inch NPT threaded nozzle.
5. Furnish diffuser connectors cast from 316L stainless steel.
6. Weld in the factory with ER 316L filler wire using MIG, TIG or plasma -arc inert
gas welding processes. Provide a cross section equal to or greater than the parent
metal.
7. Clean all welded stainless -steel surfaces and welds after fabrication to remove
weld splatter and finish clean all interior and exterior welds by full immersion
pickling and rinse with water to remove all carbon deposits and contaminants to
regenerate a uniform corrosion resistant chromium oxide film per ASTM A380
Section 6.2.11, Table A2.1 Annex A2 and Section 8.3.
11-1-6

F.2 Equipment Components
Drop Pipes — Provide a minimum 12-gauge stainless steel drop pipe from the air main
connection to the manifold or air distribution header.
1. Provide a stainless -steel flange with a 150-pound drilling at the top connection.
2. Provide a stainless -steel EPDM gasketed coupling for connection to the manifold
or air distribution header.
Manifolds and Air Distribution Headers — Provide a minimum 12-gauge stainless steel
manifold and/or air distribution headers for connection to the drop pipe.
1. Fabricate manifolds and air distribution headers in sections up to 45 feet in length
and join sections using flanged or expansion joints.
2. Design piping with eccentric reducers for changes in diameter to maintain
constant invert elevation.
3. Provide piping with removable or welded end caps.
4. Design piping, pipe joints and supports to resist expansion/contraction thrust
forces of the air distribution headers over a temperature range of 1250 F.
5. Provide piping fabricated of stainless -steel material per section 2.02 A.
Pipe Supports — Provide each section of manifold and/or air distribution header with a
minimum of two supports.
1. Support spacing shall be limited to a maximum of 17.5 feet.
2. Design all supports to allow for thermal expansion and contraction forces over a
temperature range of 1250 F and to minimize stress build up in the piping system.
3. Design supports to be adjustable without removing the air distribution header
from the support.
4. Design supports to include hold down guide straps, support structure and two
anchor bolts.
5. Guide straps shall be fabricated from minimum 2-inch-wide, 12-gauge stainless
steel to eliminate point load on piping and minimize binding.
6. Design support for a total of 1-inch lateral adjustment and 4-inch vertical
adjustment for leveling within +/-3/8 inch of a common plane.
7. Attach supports to tank floor with stainless steel anchor bolts designed for
installation in 4,000 psi concrete.
8. Provide supports fabricated from stainless steel material per section 2.02A.
Diffuser Assemblies — Furnish diffuser assemblies including diffuser, diffuser connector
and air flow control orifice.
1. Air Diffuser
a. Provide diffuser fabricated of stainless -steel material per section 2.02 A.
b. Design diffuser to include a 3/4 inch NPT threaded nozzle, air reservoir, air exit
ports and bottom deflector.
c. Design diffuser with a minimum air release perimeter of 48 inches.
d. Locate exit ports discharging air into liquid on horizontal planes at two levels.
e. Provide deflector below each diffuser for its full length and width.
11-1-7

f. Design deflector to direct the liquid being aerated along the diffuser reservoir
walls so that the air exits through the ports and is sheared into small bubbles
and distributed into the liquid.
2. Diffuser Connectors
a. Provide diffuser connector fabricated of stainless -steel material per section
2.02.A.
b. Diffuser connector shall be designed to accommodate two diffusers.
c. Furnish PVC plugs for all unused diffuser connectors.
d. Factory weld connector to the invert centerline of the air distribution header
with a full penetration butt weld.
e. Reinforce the connector header weld joint by providing and continuously
welding gussets between the vertical side wall of the header and the connector
ends to limit long term flexure failure. Minimum gusset thickness shall be 1/8
inch.
f. Design connector to resist a vertical dead load applied to the threaded end of
the connector that results in a bending moment of 1,000 inch-lbs without
exceeding 24,000 psi design stress in any part of the air distribution header wall
or connector.
Anchor Bolts - Design a mechanical or adhesive anchor bolt system for embedment in
4,000 psi concrete with a pullout safety factor of 10.
G. Execution:
Inspection services to be provided for 2 days to verify the proper installation of the
aeration systems. Training services to be provided for 1 day to instruct owner's personnel
on aeration system operation and maintenance.
H. Equipment Warranty
Equipment shall be warranted free from defects in materials and workmanship under
normal conditions for a period of one (1) year after installation or eighteen (18) months
after shipment of equipment, whichever occurs first. Contactor to repair or replace any
items found to be defective within the warranty period.
End Section 11-1
11-1-8

DIVISION 11 - EQUIPMENT
11-0: BLOWERS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation complete of all positive
displacement blowers, as shown on drawings and as specified in accordance with provisions
of the contract documents.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
B. Quality Standards:
This specification covers rotary lobe blower packages that are to be installed in exterior
locations and are to provide low pressure air for various uses in a wastewater treatment
plant. Blowers shall be as manufactured the following companies, with the stipulation that
their products must meet the requirements of these specifications or they have the
Engineer's acceptance of any deviations from the specifications: Atlas Copco, Universal
Blower Pac, Aerzen USA, or approved equal.
C. Submittals:
Shop Drawings: Submit drawings and data for approval by the Engineer before proceeding
with work. Review of shop drawings will be general and will not relieve the Contractor
from the responsibility of proper fitting and construction of the work, nor from the
furnishing of materials and work required by the Contract that may not be specifically
indicated on the drawings. Manufacturer's drawings and information shall be furnished for
the Engineer's review and approval for each equipment item specified herein. No
equipment item may be furnished without an approved submittal package. Submittals shall
generally include information on equipment materials, dimensions, performance, detailed
material specifications, dimensions of proposed equipment, blower performance curves,
and other information as may be requested by the Engineer. Electronic submittals may be
made initially, or one paper copy plus the number of additional copies the Contractor wishes
to have returned. Upon approval of the submittal, the Contractor shall submit three paper
copies of the approved submittal for the Engineer's and Owner's files. The Contractor must
first review, approve, and sign the submittal before presenting it to the Engineer for review.
Record Drawings: As the work progresses, the Contractor shall record in red on a set of
the Contract drawings the "as built" locations, sizes, elevations, identifications, etc., of all
piping, services, trenches, equipment, etc. The prints are to be kept in good condition at
all times. Record dimensions and elevations shall relate to datum references established
for the project.
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0&M Manuals: Three paper sets of Operations & Maintenance Manuals and one digital file
(as a PDF) shall be submitted before the construction is 90% completed. The 0&M manual
shall include the equipment manufacturer's directions and guidance regarding the proper
maintenance of each equipment item. The manual shall include lubrication materials and
schedules, parts lists, and service contact information.
D. Equipment:
D.1 Summary:
A. Section includes:
1. Positive displacement rotary lobe blower package including accessories as
specified herein.
a. Quantity: Eight
b. Blower Applications: Wastewater Aeration, Sludge Aeration, Flow
Equalization Aeration, Filter Air Scour, and Post -Aeration
3. All equipment specified in this section shall be designed and furnished by the
blower manufacturer, who shall be responsible for the suitability and
compatibility of all included equipment per this section.
D.2 Scope:
A. Contractor:
1. Furnish, unload, store and install blower equipment with accessories necessary
to provide a complete operational system as shown on the plans and as
specified.
2. Shall be responsible for startup and training activities under the direction of
the qualified manufacturer's representative.
D.3 Quality Assurance:
A. Manufacturers' Qualifications:
1. All equipment furnished under this section shall be manufactured in a plant
whose quality management system is certified / registered as being in
conformity with ISO 9001 and who shall assume complete responsibility for
the design and performance of the blower package.
2. All equipment furnished under this section shall be new, unused, and shall be
the standard product of the manufacturer, who shall have a minimum of 10
years' experience in producing blower packages.
B. Factory Tests:
1. All cast parts to be manufactured in a plant whose quality management system
is certified / registered as being in conformity with ISO 9001.
2. All critical dimensions of the blower components provided by the manufacturer
shall be verified and documented prior to assembly.
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3. Each blower provided by the manufacturer shall be tested before shipmen
4. Each rotary lobe blower provided by the manufacturer shall be operated at its
maximum rated speed and differential pressure for fifteen (15) minutes.
5. On completion of final assembly of the packaged rotary lobe blower and prior
to shipment, each packaged rotary lobe blower shall be mechanically run for
a minimum of thirty (30) minutes.
C. Reference Standard:
1. American Society of Testing and Materials (ASTM)
2. National Electrical Manufacturers Association (NEMA)
3. Occupational Safety and Health Act (OSHA)
4. National Electrical Code (NEC)
5. American Gear Manufacturers Association (AGMA)
6. Anti -Friction Bearing Manufacturers Association (AFBMA)
7. International Organization of Standardization (ISO)
8. International Electrotechnical Commission (IEC)
9. German Institute for Standardization (DIN)
D.4 Submittals:
A. Manufacturer's standard submittal for establishing compliance to this Section shall
include the following items, following submittal procedures in accordance with
Division 1 of the specifications.
1. Table of contents
2. A complete and detailed list of any and all variations to the specification
3. Descriptive literature, bulletins, and/or catalog cut sheets of the equipment.
4. Scope of supply
5. Blower package performance data sheets showing at least the following:
a. Package model name
b. Bare blower model name
c. Design conditions as listed in this section
d. Air flow in ICFM and SUM for design conditions listed
e. Discharge pressure
f. Blower Motor size
g. Brake horsepower required for rotary lobe blowers.
h. Bare blower speed with percentage of its maximum speed
i. Process air connection size.
j. Operating Voltage required for the blower package
k. Sound pressure and power levels
I. Dimensions
m. Package weight
n. Discharge temperature
o. Accessories being supplied
p. Ventilation fan motor size
6. Installation data sheets
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7. Manufacturer's standard performance curve showing blower RPM, pressure
differential, capacity in ICFM, blower shaft horsepower at standard conditions.
8. Blower package drawing showing all important details required for installation
including dimensions, anchor bolt locations, size and location of connections
to other works and weight of equipment.
9. Motor manufacturer's data sheet showing at least the following:
a. Motor manufacturer's name and model number
b. Efficiency class and %
c. Efficiency at 1/2, 3/4, and full load
d. Amp draw
e. Motor RPM
f. Code letter
g. Motor frame
10. Electrical connection diagram for motor, enclosure ventilation fan, and any
blower accessory requiring an electrical connection.
11.Inlet filter documentation
12. Data sheets for supplied components and accessories
13. Spare parts overview drawing
14. Recommend spare parts list
15. Paint specification for blower package
16. Maintenance overview
17. Blower startup check list
18. Lubrication requirements
19. MSDS sheet (oil)
20. Warranty information
21. Manufacturer's standard for equipment standards
22. Compliance with Machinery Standards for sound and performance certificate
B. Manufacturer's standard Operation and Maintenance Manual shall include the
following sections, following submittal procedures in accordance with Division 1
of these specifications.
1. Regarding this Document
2. Technical Data for the blower package
3. Safety and Responsibility
4. Design and Function
5. Installation and Operating Conditions
6. Installation
7. Initial Start-up
8. Operation
9. Fault Recognition and Rectification
10. Maintenance
11. Spare parts, Operating Materials, Service
12. Decommissioning, Storage and Transport
13.Annex with Drawings and Diagrams
11-0-4

D.5 Product Deliverv. Handlina and Storaae:
A. Delivery and Handling of Equipment:
1. Manufacturer and Contractor shall coordinate the delivery schedule with the
Contractor.
2. Contractor shall unload and inspect all equipment and materials against
reviewed shop drawings at the time of delivery. Any damage shall be reported
to the freight company immediately upon receipt.
3. Equipment and materials damaged or not meeting the requirements of the
reviewed shop drawings shall be immediately returned for replacement or
repair.
4. Each box or shipping crate shall be properly marked to show its net weight
and its contents.
B. Storage:
1. Contractor shall prepare for storage and label all equipment and materials
after they have been inspected. The Contractor shall be responsible for the
equipment and materials while in storage.
2. Store materials to permit easy access for inspection and identification. Support
all material off of the ground while protecting steel members and packaged
material from corrosion and deterioration as per manufacturers' instructions.
D.6 Spare Parts:
A. Furnish the following manufacturer's recommended routine maintenance spare
parts for each rotary lobe blower package provided:
1. Two (2) integral inlet silencer filter elements
2. Lubrication for first year of operation
3. One (1) belt set
B. All parts shall be furnished in clearly identified packaging.
D.7 Warranty:
A. The manufacturer shall warrant the bare rotary lobe blower being supplied against
all defects in workmanship and materials for a period of sixty (60) months from
date of startup, not to exceed sixty-six (66) months from date of shipment from
the manufacturer of the blowers. All other package components shall be
warranted for a period of twelve (12) months from date of startup, not to exceed
eighteen (18) months from the date of shipment.
B. The Contractor shall be responsible for proper storage of the equipment so as to
remain in "as shipped" condition. If the equipment remains in storage at the job
site for longer than six (6) months before installation, the Contractor shall provide
factory service personnel for a complete inspection of the equipment. Any work
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necessary to restore the equipment to "as shipped" condition shall be the
responsibility of the Contractor.
D.8 Manufacturer:
A. The equipment specified herein is intended to be standard equipment for use in
low pressure air systems and be supplied by a single manufacturer or authorized
sales representative to assure uniform quality, ease of maintenance, and minimal
parts storage.
B. Manufacturer List:
1. Atlas Copco
2. Universal Blower Pac
3. Aerzen USA
4. Approved Equal
Note that being listed above does not guarantee acceptance of the
manufacturer's equipment for use on this project. Refer to paragraph B. Quality
Standards in this specification.
D.9 Design Criteria:
A. Standard Conditions for SCFM:
1. Elevation: 14.7 PSIA (0' elevation)
2. Temperature: 68 deg F.
3. Relative Humidity: 36%
B. Design (site) Conditions for ICFM:
1. Elevation: 14.37 PSIA (600' elevation)
2. Blower Inlet Temperature Maximum: 100 deg F.
3. Blower Inlet Temperature Minimum: 20 deg F.
4. Relative Humidity at maximum blower inlet temperature: 40%
5. Blower Package Ambient Temperature Maximum: 100 deg F.
6. Blower Package Ambient Temperature Minimum: 20 deg F.
C. Performance Data:
1. Application: Wastewater Aeration
2. Quantity: 3
3. Blower Package Controlled by a VFD: Yes
4. Flow required: 700 SCFM
5. Blower Package Discharge Pressure: 6.5 PSIG
6. Motor Horsepower: 40 HP
a. Motor shaft power shall account for belt losses in addition to internal
package losses.
b. The motor shall not operate in its service factor at design conditions.
c. VFD efficiency loss shall be accounted for.
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7. Power supply voltage: 460v/3ph/60 Hz for blower motor, 115V/iph/60 Hz
for fan motor
8. % of Maximum Blower Speed at 60 hz: <= 100%
9. Blower Package Sound Level: 72 dB(A) at 3 feet
D. Performance Data:
1. Application: Flow Equalization, Sludge Holding, Post Aeration, and Filter Air
Scour
2. Quantity: 5
3. Blower Package Controlled by a VFD: Yes
4. Flow required: 300 SUM
5. Blower Package Discharge Pressure: 6.5 PSIG
6. Motor Horsepower: 15 HP
a. Motor shaft power shall account for belt losses in addition to internal
package losses.
b. The motor shall not operate in its service factor at design conditions.
c. VFD efficiency loss shall be accounted for.
7. Power supply voltage: 460v/3ph/60 Hz for blower motor, 115V/1ph/60 Hz
for fan motor
8. % of Maximum Blower Speed at 60 hz: <= 91%
9. Blower Package Sound Level: 70 dB(A) at 3 feet
D.10 Blower Package Configuration:
A. Installation Location: Outside
B. Inlet Configuration: Ambient
C. All components and instrumentation are to be mounted and pre -piped; no field
installation shall be required by the Contractor. The manufacturer shall be
responsible for all aspects of the engineering, from the blower package's air inlet
to its discharge connection
D.11 Bare Blower Construction:
A. Blower type:
1. The bare rotary lobe blower shall be mounted for vertical air flow, be of the
oil -free, positive displacement, rotary three lobe type, designed for air or other
inert gas service, and belt driven via electric motor.
2. The bare blower assembly must operate at the effective value for vibration
velocity in frequency range A and B, according to VDI 3836.
B. Material:
1. AISI, ASTM, GJL, GLS, DIN, etc., numbers, types, and grades specified are
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typical of material composition and quality, equivalent materials will be
considered.
C. Rotary Lobe Blower Housing:
1. The casing shall be made of high strength, close grained, cast iron, and shall
be adequately ribbed to prevent casing deflection and facilitate cooling. Casing
shall be of EN GG 20 material.
2. The casing shall be precision machined to allow for minimum clearances.
3. The casing shall include channels integrated on the discharge to reduce blower
pulsation and dampen noise.
4. The casing shall include threaded atmospheric vent ports between its air -side
and oil -side labyrinth seals for safe separation of the conveying and oil
chamber.
5. Inlet and discharge ports shall be drilled and tapped for studs to allow solid
connection of mating surfaces. Through bolting shall not be allowed. Flange
style blower ports, which may be subject to loading, causing cylinder
distortion, shall not be allowed.
6. Bearing fits shall be precision machined to ensure accurate positioning of the
rotors in the casing.
D. Rotary Lobe Blower Rotors:
1. The rotors shall be precision machined out of a one-piece casting made of EN
GGG 50 material. Stub shafts or two-piece impellers shall not be allowed.
2. The rotor assemblies shall be statically and dynamically balanced to ISO
standard 1940/1- Q2.5 (turbine rotor). Modifications to the face of the rotors
for balancing purposes are not acceptable.
3. The rotors shall be designed to minimize pulsation and noise.
4. The rotor must be solid or closed -end to prevent build-up of contaminants
inside the rotor causing imbalance.
5. Cored rotors must be closed using threaded iron plugs which are permanently
fixed. Impeller end caps of stamped sheet metal shall not be allowed.
6. The rotors shall have an integral sealing strip for improved efficiency.
7. The rotors shall operate without rubbing, liquid seals or lubrication in the air
chamber.
E. Cover Plates:
1. The drive and gear -end cover plates shall be high strength, close grained, cast
iron material. Aluminum end plates shall not be allowed.
2. The cover plates shall have a precision machined sealing face.
3. The drive end plate shall include at least two precision machined holes to allow
for the use of fitting bolts to accurately align the opening for the input shaft
seal.
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F. Timing Gears:
1. The rotor timing gears shall be precision machined and ground from alloy steel
made from case hardened 16 MnCr5 material.
2. Each timing gear shall be straight cut and beveled to quality standard 5f 21,
which will eliminate axial bearing loads and ensure long life as well as quiet
operation. Helical gears, which cause axial loading, shall not be allowed.
3. Each timing gear shall be manufactured in accordance with:
a. DIN 3960, Specifications for Spur Gear Sets
b. DIN 3961 & DIN 3962, Tolerances for Spur Gear Mesh
c. DIN 3964, Specifications for Shaft Centering
4. The timing gear set shall be taper -mounted on the rotors. Keyed, hub
mounted, taper -pinned, or splined shaft timing gear mounting designs are not
acceptable.
G. Rotary Lobe Blower Bearings:
1. All four rotor shaft support locations shall incorporate large, heavy-duty, full
complement, cylindrical roller bearings with PEEK cages, designed with at least
5-times the dynamic capacity of ball bearings. Ball bearings shall not be
allowed.
2. The bearing maximum speeds must be at least two times the maximum
recommended blower speed.
3. The bearings minimum acceptable L10 design life shall be as follows;
a. At least 40,000 hours at blower's maximum rated speed and maximum
rated differential pressure.
b. At least 100,000 hours at design conditions.
H. Lubrication:
1. Both the gear end and the drive end of the blowers shall be oil splash
lubricated via a disc slinger for minimal maintenance and long service life.
Grease lubricated bearings in the blower are not acceptable.
2. The lubrication design shall ensure adequate lubrication of the timing gears
and bearings.
3. The drive -end and gear -end oil chambers in the rotary screw blowers shall not
be interconnected. Each oil chamber shall have x1 drive -end and x2 gear -end
domed designed sight glasses which will allow visual inspection of oil level and
oil condition, viewable from the front of the blower.
4. The drive -end and gear -end oil chambers in the rotary lobe blowers must not
be interconnected and each oil chamber shall have a domed design sight glass
to allow visual inspection of oil level and oil condition, viewable from the front
of the blower.
5. Blower to be factory filled with a synthetic lubricating fluid that is rated for the
design conditions specified.
I. Rotary Lobe Blower Rotor Seal Assembly:
1. Each rotor shall include one labyrinth seal assembly on each end, four
11-0-9

assemblies in total per blower. Each seal assembly shall consists of the
following;
a. Oil splash guard ring.
b. Shaft guide wear sleeve with vent holes located between the dual air and
oil ring seals. Wear sleeve shall protect the blower casing.
c. Four piston ring type labyrinth seals made from heat treated GG/42CrMo4
material. Two seals located on the air side and two seals located on the oil
side of the grooved rotor sleeve. The use of rubber lip seals shall not be
allowed.
d. Grooved rotor sleeve which will protect the rotor shaft and be used to hold
the four piston ring seals.
1. Rotary Lobe Blower Input Shaft Seal Assembly:
1. The input drive shaft seal shall be a high temperature radial lip type seal made
from Viton elastomer. The seal shall prevent oil leakage from where the input
shaft goes thru the drive end cover.
2. The seal design shall incorporate a replaceable wear sleeve on the input drive
shaft.
a. The sleeve exterior to be tungsten carbide coated to reduce friction and
wear.
3. The input shaft seal design must allow for the lip seal and the shaft sleeve to
be replaced without removing the drive end cover plate.
D.12. Motors:
A. Drive Motor:
1. Motor shall be designed, manufactured, and tested in accordance with the
latest revised editions of NEMA MG-1, IEC, DIN, ISO, IEEE, ANSI, and AFBMMA
standards as applicable and shall be capable of continuous operation.
2. Motor must meet or exceed Energy Independence and Security Act (EISA
2007) standards for NEMA Premium efficiency. It shall also be marked with a
Department of Energy Certification Compliance Number to assure compliance.
3. Motor shall comply with Low Voltage Directive 2006/95/EC or equivalent and
be UL listed.
4. Motor must be inverter rated with impulse peak resistance in accordance with
IEC 60034-17 or equivalent for operation with an IGBT frequency converter or
equivalent.
5. The temperature rise of the motor windings shall not exceed IEC and NEMA
standards when the motor is operated continuously at the rated horsepower,
rated voltage, and frequency in ambient conditions at 1040F / 40°C.
6. Motor shall be suitable for Full Load/Direct On-line starting, Solid State Ramp
starting, VFD, and/or Wye -Delta reduced current starting.
7. Motor to be supplied, mounted and aligned by the blower package
manufacturer.
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8. Motor horsepower nameplate rating shall not be exceeded at the design
discharge pressure when operating at 60hz.
9. Motor shall confirm to the following:
a. Motor voltage: 460v/ 3ph/ 60hz
b. Type: Squirrel cage induction
c. Speed: Single
d. Torque: Constant
e. Service factor: 1.15
f. Enclosure: TEFC
g. Mounting: Horizontal
h. Speed: 3,600 rpm @ 60 hz (maximum)
i. Design: A
j. Duty cycle: continuous (24 hours a day)
k. Winding insulation: F
I. Temperature rise: B
m. Thermal motor protection: Rotary Lobe Blowers: Positive Temperature
Coefficient (PTC) thermistors (one per winding) wired in series. The use of
thermostats is not allowed
n. Conduit box location: Rotary Lobe Blowers: Top
o. Wiring Connection: Terminal strip inside conduit box. Use of wire nuts for
connection of motor wiring to power source shall not be allowed.
p. Bearing L10 life: >40,000 hours
q. Bearing lubrication: Grease
r. Rotary Lobe Bearing type: Permanently Greased
s. Bearing design: Cantilever forces
t. Condensation winding 110v heater: No
10. Motor shall be as manufactured by Siemens or approved equal.
B. Sound enclosure ventilation fan motor:
1. Motor voltage: 115V
2. Motor shall be UL listed
3. Motor starter/ overload protection is the responsibility of the control system
provider.
4. The fan motor should turn "on" and "off" in accordance with the blower
manufacturer's standard design and requirements.
D.13: Rotary Lobe Blower Package:
A. Drive:
1. The blower shall be driven by the drive motor through a V-belt drive assembly
designed to meet the blower conditions specified with a 1.2 or larger service
factor.
a. V-belts shall have a XPZ/XPB profile with embedded low -stretch polyester
tension cords. The v-belts shall be designed for high rotational speeds and
be heat and oil resistance. Ribbed, banded, or multi groove belts shall not
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be allowed.
b. Sheaves shall have a SPZ/SPB profile and be balanced to G16 for below
30m/s and G6.3 for sheaves above 30m/s.
c. Keyed taper bushing shall be used for easy installation and removal. QD
type bushings shall not be allowed.
2. The blower drive must have a fully enclosed guard which protects the operator
when the blower package enclosure is open while in operation.
a. Belt guard shall be OSHA approved.
b. The belt guard made from the manufacturer's standard sheet metal, shall
be designed to duct the cooling air flow from the drive motor fan across
the front of the blower to supplement blower input shaft seal cooling.
c. The mounting fasteners for the belt guard shall be retained on the housing
to prevent loss during maintenance.
3. Belt tension shall be accomplished by the use of a motor swing base and
automatic tensioning assembly.
a. The drive motor shall be mounted on a pivoting swing base with an axial
adjustment for proper alignment of the v-belts. The weight of the drive
motor shall provide the primary belt tension. The use of a sliding motor
mount shall not be allowed.
b. A tensioning assembly consisting of a threaded rod with spring shall be
used to adjust the v-belt tension to prevent belt slippage and efficiently
transmit power to the blower. It shall include a visual indication showing
whether or not the v-belt tension is within the correct belt tension range.
c. Adjustment of the tensioning assembly shall be accomplished without
removal of the guard or loosening of the motor mounting bolts.
d. The design of the swing base with tensioning assembly shall prevent the
swing base from falling and creating a personnel hazard in the event of a
belt failure. The tensioning assembly adjusting nut shall raise the motor
swing base facilitating v-belt changes without the use of pry bars or jacks.
B. Inlet Silencer:
1. An inlet silencer designed for the frequency range of the blower, shall be
provided to reduce the noise of the blower package as specified.
a. The inlet silencer shall be of carbon steel construction and be of the wear -
free absorptive type, directly connection to the inlet port of the blower,
and shall be mounted horizontally.
b. The inlet silencer shall be lined with replaceable polyether absorptive
material.
c. The inlet silencer shall have an integral filter designed to protect the blower
from particulates. It shall be located between the absorptive material and
the blower inlet.
1) The filter element shall be a washable and reusable polyester element
for minimal pressure drop.
2) The filter efficiency shall meet ASHRAE 52.2 MERV7 50-70%% @ 3-10
microns corresponding to EN779 G4.
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3) The filter element integral to the silencer shall be supplied no matter if
the inlet configuration of the silencer is ambient or piped. If required
on piped inlet configuration, any additional filtration or screening at the
inlet location of the piped inlet air source is not the responsibility of the
blower manufacturer.
4) Filter element shall be removable without disconnecting the inlet duct.
d. The filter maintenance cover and element must be removable by hand
(without the use of tools).
e. The pressure loss thru the inlet silencer assembly shall be accounted for in
the motor horsepower selection of the blower package.
C. Base frame with integrated discharge silencer:
1. The blower base frame with integrated discharge silencer shall be designed
for the frequency range of the blower, shall be provided to reduce the noise
of the blower package as specified.
a. The blower base frame shall be of formed steel construction and designed
for horizontal mounting of blower with vertical air flow. Flange -mounting
only of the bare blower to the blower base frame shall not be allowed,
additional support by use of the base frame shall be required; preventing
the loading of the blower casing and discharge silencer shell.
b. The blower base shall incorporate the pivoting motor swing base and
tensioning assembly to insure proper alignment of the drive assembly.
c. The discharge silencer shall be an integral part of the base frame.
d. The discharge silencer type shall be a combination of absorption,
reflection and diffusion.
1) The design of the discharge silencer shall incorporate a solid outer and
perforated inner cylinder with absorptive material in between the
cylinders.
a) Absorptive material shall be long, flexible, knotted polyester fibers
to allow for lowering the noise and heat emissions inside the sound
enclosure. The use of mineral wool shall not be allowed.
2) The discharge silencer shall have connections ports for pressure relief,
discharge pressure, and discharge temperature. Unused ports shall be
capped or plugged.
e. The pressure loss thru the discharge silencer assembly shall be accounted
for in the motor horsepower selection of the blower package.
D. Blower Sound Enclosure:
1. A sound enclosure shall be provided which fully covers the blower, motor,
drive assembly, inlet silencer, and blower base frame with integrated
discharge silencer, and be shipped fully assembled.
a. The sound enclosure shall be the product of the blower manufacturer to
insure proper integration of blower package components.
b. The sound enclosure shall meet the sound level specified.
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c. The sound enclosure acoustic material shall comply to FMVSS 302 with a
burning rate B or lower than 100 mm/min.
d. The sound enclosure assembly shall be of self-supporting bolted steel panel
construction on a fabricated steel skid.
1) All maintenance removable panels or doors shall be located in the front
of the sound enclosure and must have a slotted key lock. A door key
shall be provided. All maintenance panels shall meet OSHA weight
requirements.
2) The enclosure base shall be designed to enclose the full bottom of the
sound enclosure and include fork lift guides for easy transportation and
installation.
e. The sound enclosure ventilation cooling air circuit shall be separate from
the process air circuit. Mixing of the two air circuits within the enclosure
shall not be allowed.
f. The sound enclosure shall have a set of inlet louvers positioned on the
blower -side of the enclosure to allow for the flow of ambient cooling air
across the blower oil sumps.
g. A screened inlet louver shall be located on the back of the enclosure and
designed to provide a laminar flow of ambient cooling air across the blower
drive motor.
h. The sound enclosure ventilation air exhaust and the ventilation fan shall
be located at the top of the sound enclosure.
1) The ventilation fan shall be sized to provide adequate cooling of the
blower package at all blower speeds.
2) The ventilation fan voltage shall be as specified and run concurrent with
the main motor. The ventilation fan shall not be controlled by a
thermostat.
i. The back of the sound enclosure shall have predrilled holes with grommets
for easy pass-thru of electrical wiring.
j. When installed outdoor, reference Blower Package Configuration Part 2.3.
An outdoor stainless steel weather hood shall be installed on top of the
enclosure to protect the unit from the elements. The weather hood shall
be designed to allow access to the sound enclosure and panel mounted
instruments.
E. Blower Package Accessories:
1. Pressure Relief Valve
a. The relief valve(s) shall be factory installed within sound enclosure. Relief
valve may not be shipped loose for field installation in the discharge piping.
b. The relief valve(s) shall be spring type and must be sized for 100% of the
design flow specified. Weighted relief valves shall not be used.
c. The relief valve(s) shall be set to protect the blower from excessive
differential pressure based on the design conditions specified. A seal shall
be affixed that must be broken if set point is changed.
d. The relief valve(s) exhaust shall be vented out of the sound enclosure.
11-0-14

Exhaust vented into the sound enclosure shall not be allowed.
e. The relief valve shall be ASME Section IIIV, UV, CE, and PED certified.
f. The relief valve shall be manufactured by Kunkle.
2. Check Valve
a. A check valve to prevent back flow through the blower shall be factory
installed and not shipped loose for field installation in the discharge piping.
b. The check valve flapper shall be swing type made from a steel disc
embedded in a high temperature silicone elastomer. The valve shall be
designed so that, in the event of failure, the valve element is retained in
the valve housing. Split disc or center hinged designs shall not be used.
c. The check valve capacity shall exceed the blower package's maximum
discharge pressure and temperature.
3. Flexible Connector
a. An elastomeric compensator/flex connector shall be provided to isolate the
connection of the blower package to the self-supporting system piping.
Restraining rods shall not be used. Flex connectors located between the
bare blower and silencers shall not be allowed.
b. The flexible connector capacity shall exceed the blower package's
maximum discharge pressure and temperature.
c. Discharge connection - 4" and smaller connection, a web reinforced silicone
rubber sleeve with corrosion resistant clamps shall be provided.
4. Blower instrumentation gauges
a. The following gauges shall be pre -piped and panel mounted on the front
of the sound enclosure. Gauges shall not be shipped loose for field
installation.
b. Discharge pressure gauge
1) The discharge pressure gauge shall measure the pressure at the
discharge of the blower.
2) The discharge pressure gauge shall be dual unit (English — PSI / Metric
— Bar) with a range of 0 — 23 psi (0 — 1.6 bar). Minimum dial diameter
shall be 2 1/2", made with a stainless steel case and be glycerin filled
for pulsation dampening.
c. Discharge temperature gauge with adjustable switch
1) The discharge temperature gauge shall measure the temperature at the
discharge of the blower package.
2) The discharge temperature gauge shall be dual unit (English - OF /
Metric - OC) with a range from 32 — 3920F (0 — 200°C) and include an
adjustable set point dial. Minimal dial diameter shall be 2 1/2", made
with a black plastic case and have a liquid filled measuring system that
is converted by a Bourdon tube into a rotary movement of the pointer.
The rotary movement of the pointer spindle shall operate a SPDT
microswitch through a lever system. Voltage rating up 220v, 5amps.
3) The high temperature set point shall be as recommended by the blower
manufacturer.
4) Connection of the switch to the control system is not part of the blower
11-0-15

F
G.
H
manufacturer's scope of supply. The switch shall be wired to shut down
the blower package when actuated.
d. Filter differential pressure gauge
1) The filter differential pressure gauge shall measure the pressure
difference from ambient to the back side of the filter that is integral to
the blower package's inlet silencer. When the filter starts to become
dirty, the resistance shall be shown on a resettable red dial indicating
when the filter shall be changed.
5. Oil Drains
a. An oil drain from the blower drive -end and gear -end lubricating oil sumps
shall be separately piped to the front of the blower base with flexible
tubing. Common fill and drain shall not be allowed.
b. Each oil drain shall include a drain valve installed for ease of maintenance.
The drain valves shall be 901 stainless steel ball valves and include a fully
retained gasketed threaded cap to prevent accidental discharge of the
blower lubricant.
6. Vibration isolators
a. Vibration isolators shall be provided between the base frame with
integrated discharge silencer and sound enclosure skid to prevent
transmission of vibration to the foundation.
b. A ground wire shall be installed between the blower base and the sound
enclosure base to allow for grounding of the complete blower package.
Nameplates:
1. The blower package shall have at least two weatherproof corrosion resistant
type nameplates which includes the manufacturer name, model number, year,
max pressure difference, equipment number, part number, serial number,
voltage, phase, HP, motor rpm, rated temperature, and FLA attached on the
outside and inside of the blower package.
Anchor bolts and hardware:
1. Anchor bolts, washers, hex nuts, and all other fastening hardware shall be
stainless steel and be supplied by the Contractor.
Paint Specification:
1. The blower manufacturer is responsible for surface preparation, priming and
finish coating of the blower package and components requiring paint in
accordance with the manufacture's standard procedures. Field painting of
blower equipment or supplying components that are only prime painted is not
acceptable.
a. Cast parts are to be painted with a two-part gray epoxy primer and two-
part topcoat.
b. Fabricated parts are to be painted with a two-part gray epoxy primer and
two-part topcoat.
c. Sound enclosure parts are to be powder coated.
1) Panels and base paint finish shall be pretreated by de -greasing and
phosphate cleaning, then powder coated to a thickness of 70 pm -100 pm
on both sides.
11-0-16

2. The blower package to be painted the blower manufacturer's standard colors.
E. Execution:
E.1 Installation
A. The blower package shall be handled and installed in accordance with the
manufacturer's recommendations and instructions as shown in the location on the
drawings.
B. Contractor shall field verify all dimensions and elevations. The Engineer shall be
notified of any specific differences.
C. The blower package shall arrive on site ready for installation. Aligning, adjusting,
and filling the blower with lubrication shall not be required by the Contractor.
D. The Contractor shall be responsible for providing all conduit and wiring between
the blower enclosures and the Blower Control Panel as required by the blower
package's motors, temperature sensors, pressure sensors, and any other
accessory items.
E.2 Field Quality Control
A. Furnish the services of a manufacturer's authorized representative for proper
installation to inspect and approve the installation, and to supervise a test run of
the blower package.
B. After the installation and test run has been completed; the blower package shall
be given a field test in the presence of the Engineer to verify that operation is
satisfactory and in compliance with the Specification. If the blower package does
not meet the Specification, corrective measures shall be taken or the package
shall be removed and replaced with a package which satisfies the conditions of
the Specifications.
E.3 Training
A. Furnish the services of a manufacturer's authorized representative, who will
instruct plant personnel in the operation and maintenance of the blower package.
All procedures shall be covered including preventive maintenance, method of
controlling the blower package and troubleshooting.
End Section 11-0
11-0-17

DIVISION 11 - EQUIPMENT
11-X: SUMP PUMPS AND BASINS
A. General:
The contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation complete of the two
simplex sump pump basins as shown on drawings and as specified in accordance with
provisions of the contract documents and completely coordinated with that of all other trades.
The items covered under this specification include:
Furnishing and Installing two simplex sump pumps in fiberglass basins, with two high
water alarm systems
All related electrical construction
Although such work is not specifically shown or specified, all supplementary or miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete,
and compatible installation shall be furnished and installed as part of this work.
B: Materials:
The contractor shall furnish materials which meet or exceed the following detail specifications.
1. Fiberglass Sump Basin:
Furnish two complete factory -built, fiberglass sump basins with a 24-inch diameter and a 48-
inch depth, as manufactured by Zoeller Pump Company. One basin shall be installed near the
Odor Control system, and shall have a solid fiberglass cover secured with bolts and an anti -
flotation ring (Zoeller Item No. 31-0866). The cover shall have a 2-inch tank vent (Zoeller Item
No. 10-1461). The second basin shall be the same model, and shall be installed in the
indicated room under the influent fine screen. The cover for this basin shall have discharge
and vent flanges, and a cord seal. Both basins shall be furnished with hubs for inlet pipes
(shipped loose, to be positioned and installed in the field). The outdoor basin shall also have a
hub for the 2-inch discharge pipe.
2. Sump Pump:
One Zoeller Model 98 sump pump (or approved equal) shall be installed in each basin. Pump
shall be of cast iron construction with a 100% baked on powder coated epoxy finish. All
fasteners and external metal parts shall be stainless steel. Impeller shall be of the vortex non -
clog design. Pump shall have a 1.5-inch NPT (vertical) discharge connection. Motor shall be '/z
HP, rated for 115 V. single phase power supply, and shall be provided with a 15-foot-long UL
listed power cord.
11-X-1

Pump shall have the capacity to pass a 1/2-inch spherical solid, and to pump 25 gallons per
minute against 20 feet total dynamic head.
Each pump shall be supplied with a Zoeller Switch -Mate piggyback wide-angle float switch with
a 15-foot-long SJOWA cord and molded plug. The float switch shall be tethered to the
discharge pipe, and shall provide automatic operation of the pump. The switch shall be Zoeller
item no. 10-0034.
Each pump shall have a 1.5-inch check valve in the discharge piping in the basin, and union to
allow the pump to be separated from the discharge piping and removed from the basin. The
1.5-inch discharge piping shall transition to 2-inch pipe as it exits the basins. Piping shall be
schedule 40 PVC pipe.
C. Installation:
The Contractor shall install all equipment and materials in accordance with the plans and
specifications, the manufacturer's recommendations.
Each basin shall be installed in an excavation that has a diameter of approximately 48 inches,
and a depth of 60-inches. The basin shall have a minimum thickness of pea gravel (#78 stone)
placed under and around the basin.
Connect the inlet pipe and force main to each basin. The outdoor basin shall require a buried
PVC conduit to carry the pump and float switch cords to the receptacle mounted on the
concrete tank wall. The indoor basin will have the cords pass through the basin lid to the
receptacle on the adjacent wall.
D. Submittals:
The contractor shall submit manufacturer's standard information for the basins, pumps, and
float switches, for review and approval by the Engineer.
End Section 11-X
11-X-2

DIVISION 15 - MECHANICAL
15-Y: VALVES
A. General:
The contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of
all types of valves on drawings and as specified in accordance with provisions of the
contract documents.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a
sound, secure, complete, and compatible installation shall be furnished and installed
as part of this work.
B. Quality Standards:
Verify plan drawings for valve designations and descriptions contained. Furnish valves
with end connections as shown upon the drawings and ensure the types comply with
the following specifications.
American Society for Testing Materials (ASTM)
American Water Works Association (AWWA)
End Type Specification Reference:
Screwed ANSI 132-1
Flanged ANSI B16.1;Class 125 unless otherwise noted
Push -On AWWA C-111
Mechanical (Gland) Type AWWA C-111
Ensure manufacture of all valves contained in this and referenced sections are
produced in full compliance to specified items and any references to codes and
standards.
Provide face-to-face and end -to -end dimensions of valves in accordance with ANSI
B16.10.
C. Submittals:
Submit to the engineer shop drawings in compliance to General Conditions, General
Requirements, and Special Conditions.
Verify material selections in compliance to the specification. Information contained in
submittals shall include but is necessarily limited to the following:
15-Y-1

1. Valve pressure, temperature, and specific service rating
2. Valve body material
3. Valve trim material
4. Operator and actuator
5. Indicator attachments
6. Valve dimensions
7. Joint details
8. Maximum non -shock shutoff pressure
D. Delivery, Storage and Handling_
Inspect materials thoroughly upon arrival.
damaged material immediately. Secure
immediately.
Examine all materials for damage. Report
and pay for replacement material items
Store all valves in a sheltered location approved by the engineer. Ensure that the site
is accessible in all types of weather.
Observe manufacturer's directions regarding storage, handling and incorporating in the
work.
E. Specifications Reference:
Refer to the following sections for complete specifications for the listed valves and
valve accessories:
Description
General Statement
Gate Valves
Plug Valves
Butterfly Valves
Ball Valves
Check Valves
Reduced Pressure Zone Back Flow Preventer
Air Release Valves
Telescoping Valves
Valve Boxes and Extensions
Rubber Duckbill Check Valves
Solenoid Valves
Motor Actuators
Specification Section
Paragraphs A-E
Paragraph F
Paragraph G
Paragraph H
Paragraph I
Paragraph J
Paragraph K
Paragraph L
Paragraph M
Paragraph N
Paragraph 0
Paragraph P
Paragraph Q
Provide end types in accordance with drawing schedules and notations or as directed
in appropriate pipe application of services.
15-Y-2

F. Gate Valves:
Furnish gate valves, on potable and non -potable water lines 3" and smaller, with rising
stem brass body and brass trim. Provide all brass parts except handwheel and stem.
Use packing of graphite impregnated asbestos. Arrange stuffing box gland so that
valve may be repacked under pressure.
In general, 2-1/2" gate valves or smaller shall be screwed end valves. Valves larger
than 2-1/2" in indoor locations shall be flanged unless otherwise noted. Buried gate
valves in general are mechanical gland joint.
Gate valves for wastewater piping systems shall meet all requirements of AWWA C509
and be resilient wedge type. Valves shall be NRS for buried service and OS&Y for
above ground service and have "0" ring packing. Provide resilient wedge valves with
full epoxy interior coating. Resilient wedge valves shall be American, Kennedy, Mueller,
or Clow. Provide buried valves with 2" AWWA Standard operating nut.
Size
Working
Hydrostatic Test Pressure
Service Application
Pressure
2" to 12"
200 psi
400 psi
Water and Wastewater
G. Plug Valves:
Provide all plug valves of the non -lubricated eccentric design with resilient faced plugs
and flanged ends (interior service) or mechanical joint (buried service). Valves shall
be drop tight at 150 psi. Port areas of 4" - 20" valves shall be at least 80% of full pipe
area. Provide valve bodies of semi -steel with raised seats. For valve seats 3" and
larger, provide a welded -in overlay of 90% pure nickel on all surfaces contacting plug
face. Provide valves through 20" with stainless steel permanently lubricated upper and
lower plug stem bushings. Furnish all valves 4" and larger with bolted bonnet design.
Provide adjustable packing on all valves. Provide zinc plated exposed nuts, bolts,
springs, and washers. Provide actuation by lever, gear actuator, tee wrench, extension
stem, floor stand, or other operation methods indicated on drawings. Face and drill
flanged valves to ANSI B16.1 standards.
Furnish valves 6" and larger equipped with bevel or worm gear actuators. Design
gearing in enclosure suitable for running in oil with seals provided on all shafts to
prevent entry of dirt and water into actuator. Furnish shaft bearings with permanently
lubricated bronze bearing bushings. Provide positive identification on actuator that
clearly indicates valve position complete with an adjustable stop to set closing torque.
Ensure valve packing adjustment on non -submerged valves is accessible without
removing the actuator from valve. Construct actuator housing of semi -steel with zinc
plated exposed nuts, bolts, and washers. Plug shall be cast iron ASTM A126, Class B.
The portion of the plug in the valve body cavity shall be coated with Buna-N rubber.
15-Y-3

Buried valves shall have AWWA 2" operating nut. Install eccentric plug valves with the
shaft horizontal and plug at top of valve body when open unless otherwise shown on
drawings or directed by the engineer. Additionally, on applications where the liquid
contains suspended solids, the seat end of the valve shall be on the high-pressure side
when the valve is closed. On applications where solids are not present, the seat end
of the valve shall face the low-pressure side when the valve is closed.
Plug valves shall be as manufactured by Clow Valve Company, Kennedy, Dezurik, or
approved equal.
H. Butterfly Valves:
Provide rubber seated butterfly valves in compliance with latest revision of AWWA
C504. Provide valve bodies of cast iron. Provide buried valves with integrally cast
mechanical joint ends in compliance with AWWA C111-79. Provide above ground
valves with ANSI B16.1 standard flanges unless shown otherwise. Design valve discs
to rotate 90 degrees from full open to tight shut position. Provide valve shaft sizes as
required in AWWA C504. Provide Buna-N or Buna-S valve seats. Furnish shaft bearings
of self-lubricating sleeve type. Shaft seals shall be of the "0" ring or self-adjusting
Chevron type.
Furnish valves for potable water systems and plant water of AWWA Class 150B unless
otherwise noted. Provide valves of short body type or wafer style where shown.
Furnish above ground valves with manual traveling nut operators in conformance with
AWWA C504 with handwheels unless otherwise shown. Provide buried valves with a
non -rising stem, traveling nut operator (AWWA C504) with 2" operating nut and valve
box. Furnish extension stem in order to set operating nut 2 feet below finished grade.
Butterfly valves shall be manufactured by Mueller, Pratt, or American.
I. Ball Valves:
Provide brass ball valves where noted on the project plans. Ball valves shall be two-
piece, full port with NPT threaded end connections. The ball shall be chromium plated
brass, and the ball seat shall be PTFE. The stem packing shall be PTFE or RPTFE. Lever
operator shall be zinc plated steel with vinyl grip. Lock washer and handle nut shall be
stainless steel. Valves shall have a minimum pressure rating of 400 psi WOG. Ball
valves shall be manufactured by Apollo, Nibco, Flow-Tek, or approved equal.
J. Check Valves:
2" and smaller: Provide valves that have NPT ends with all interior parts of bronze or
copper construction. Provide a composition swing disc. Provide minimum 125-psi
service water pressure and 200-psi test ratings.
2-1/2" and larger: Provide cast iron body, bronze mounted full opening swing check
valves in conformance with AWWA C508. Valves shall have renewable bronze or
stainless steel seat ring and resilient faced clapper. Provide valve with outside weight
and lever unless noted otherwise. Provide valve body constructed with a solid bronze
15-Y-4

or stainless steel shaft extending through bronze brushed bearings and " O" ring seals
or adjustable graphite/composition packing. Provide valves with minimum of 175 psi
working pressure rating and 350 psi hydrostatic pressure rating for all valve sizes up
to and including 12"; for valves larger than 12" provide minimum 150 psi working
pressure rating with 300 psi hydrostatic pressure rating. AWWA valves shall be
manufactured by American, Mueller, Clow, Kennedy or equal.
K. Reduced Pressure Zone Backflow Prevention Valves:
Where indicated on drawings, provide low head loss type utilizing a reduced pressure
principal backflow preventer as a complete assembly consisting of two independently
acting spring -loaded check valves together with an automatically operating pressure
differential relief valve located between the two check valves. Operation shall be
completely automatic. Check valves shall be constructed of bronze bodies with bronze
trim and stainless steel spring mechanism. Furnish differential pressure relief valve
constructed of bronze with stainless steel trim. Ensure operator rated for 175 lb.
service pressure and a hydrostatic test pressure of 350 psi. Provide RPZ backflow
preventer as manufactured by Febco model 860 or approved equal. RPZ to be housed
in an above ground, heated fiberglass enclosure with flip -top hinged lid. Enclosure
and accessories shall be HF Series, as manufactured by Hot -Box.
L. Combination Air/Vacuum and Air Release Valves:
Wastewater combination air valves shall be fully automated float operated valves
designed to exhaust large volumes of air during filling of the piping system and close
upon liquid entry. The valve shall re -open during draining or if a negative pressure
occurs. The valve shall also release accumulated air from a piping system while the
system is in operation and under pressure. The valve shall perform the functions of
both wastewater air release and wastewater air/vacuum valves, and shall be furnished
as a single body valve. Valves shall be manufactured in accordance with AWWA C512
Air Release, Air/Vacuum, and Combination Air Valves for Waterworks Service.
Valves shall have full size NPT inlets and outlets equal to the nominal valve size. The
valve body shall have a 2" NPT cleanout and 1" NPT drain connections on the side of
the casting. The valve shall have three additional NPT connections for the specified of
backwash accessories.
The floats shall be unconditionally guaranteed against failures, including pressure
surges. The wastewater air release valve shall have an extended leverage mechanism
with sufficient mechanical advantage so that the valve will open under full operating
pressure. An adjustable threaded resilient orifice button shall be used to seal the
precision discharge orifice in the cover. The resilient seat shall provide drop tight shut
off to the full valve pressure rating.
The valve body and cover shall be constructed of ASTM A351 grade CFBM stainless
steel. The valve internals shall be constructed of Type 316 stainless steel. Resilient
seats shall be Buna N.
15-Y-5

The valves shall have a Regulated Exhaust Device (RED) installed in the threaded outlet
of the valve. The RED shall allow free air flow in and out of the valve, shall close upon
rapid air exhaust, and control the air exhaust rate to reduce pressure surges.
M. Telescoping Valves:
The telescoping valve shall be sized to fit riser pipe and penetrate the riser pipe a
minimum of 9" in the up position. The unit shall have a floor stand of 4" square
stainless -steel tube with 1/8" thick wall, mounted to a 1/2" thick offset stainless steel
base plate. The base plate shall be anchored to the concrete floor with stainless steel
expansion shields and nuts, or similar fasteners. The operator shall be the rising stem,
rack and pinion type. The handwheel shall be 16" diameter cast aluminum and work
in conjunction with a 1-inch square stainless -steel rack, 2-inch stainless steel spur gear,
and oil -impregnated sintered bronze bushings, requiring a maximum of 2 turns for one
foot of travel.
The slip tube shall be a minimum of 16 gage 304 stainless steel and incorporate a 125
lbs. stainless steel companion flange and 1/4" thick neoprene wipe gasket. The gasket
shall be 1/8 inch smaller that the outside diameter of the slip tube, to provide a friction
seal. Slip tubes shall have a stainless steel flared, or "cone" top — without a V-notch
weir.
The stainless -steel lifting bail shall be fastened to the tube with stainless steel attaching
bolts. The bail shall include a half moon shaped top opening that shall interface with
the stem to prevent valve body rotation.
Stems shall be manufactured from solid type 304 stainless steel rounds. The top end
of each stem is to include threads and a keyway to engage the operator lift nut and to
provide valve travel. The bottom of each stem shall include a half moon shaped cross
section to engage the lifting bail. Each stem shall be locked to the bail using two hex
nuts and a cotter pin. The stem shall have intermediate supports/guides as
recommended by the valve manufacturer.
The handwheel operators shall have a cast bronze lift nut machined to accurately mate
with the stem. The handwheel shall be marked with the direction of opening, and shall
be sized to require a handwheel pull of less than 40 pounds. Protective stem covers
shall be transparent plastic pipe with a mylar strip type position indicator, calibrated in
1/4-inch increments.
The Briar Chapel Wastewater Treatment Plant Expansion Project shall require
two 16", four 12", four 10", and two 4" telescoping valves. The travel ranges for these
valves are indicated on the project plans.
Unit shall be guaranteed against defects in material and/or workmanship for a period
of 3 years. The telescoping valve assemblies shall be manufactured by Halliday
Products, Inc., Troy Valve, Waterman Industries, or approved equal.
15-Y-6

N. Valve Boxes and Extensions:
For all buried valves, provide cast iron valve boxes of proper dimensions to fit it over
valve bonnets and to extend to such elevation, at or slightly above the finished ground
surface. Provide tops complete with covers that are fully adjustable. Set valve boxes
vertical and concentric with valve stem. In event valve box has to be moved from its
original position to allow application of valve key, reset complete box at no cost to the
owner. Secure valve box with concrete collar as noted on the plans.
Valve boxes shall be marked "SEWER" or "WATER", as applicable.
For all valves with the operating nut more than 4 feet below ground, provide shaft
extensions as required to provide an operating nut that is within 24 inches of finished
grade.
O. Rubber Duckbill Check Valves:
Not Applicable to this project.
P. Solenoid Valves:
Solenoid valves shall be direct acting, normally closed valves unless noted otherwise.
Valves shall have a coil rated for a nominal 120 V, single phase power supply, unless
otherwise indicated on the plans. Provide solenoid valves with a NEMA 4 rating for all
valves located in exterior locations. General purpose solenoid valves (NEMA 1) may be
provided for interior locations. Provide explosion proof solenoid valves rated for Class
1, Division 1 & 2 areas.
Q. Motor Actuators:
The motor actuators for the indicated valves shall be as manufactured by Bray International,
Inc.; Rotork Controls, Inc.; Limitorque, a division of Flowserve Corporation, or approved
equal. Operators shall be 115-VAC, sized for each valve and service and shall be housed in
a NEMA 4 weatherproof enclosure. The actuator shall provide adjustable operation up to
900. The enclosure shall be die-cast aluminum with two conduit connections (one for power
wiring and one for control signal wiring). The actuator enclosure shall be provided with a
high visibility valve position display labeled and color coded to indicate the valve position
throughout the full range of travel. The motor shall be a single-phase motor, rated for 115-
VAC, 60Hz power supply. The actuator shall have a self-locking gear train system consisting
of a worm and worm gear output drive mechanism, which will hold the valve in the desired
position without the need for an electro-mechanical braking system. Mechanical stainless
steel travel stops shall be provided and located outside the actuator enclosure for ease of
adjustment. The travel stops shall limit the travel of the actuator in either direction to the
full travel range of the valve. The actuator shall be equipped with a manual override
handwheel to rotate the valve without electrical power. A motor cutout switch shall be
provided to cut power to the motor when the actuator manual override is engaged. The
manufacturer shall verify and confirm full compatibility of the actuator, valve style, and
service requirements.
15-Y-7

The Briar Chapel Wastewater Treatment Plant Expansion requires five motor
actuators, four for the 2-inch ball valves in the air scour pipes to each filter cell, and one for
the 3-inch ball valve to isolate a portion of the air piping when a filter cell is being air
scoured. The valve operations shall be Open -Close only, no modulating operations required.
End Section 15-Y
15-Y-8

DIVISION 16 - ELECTRICAL
16-A ELECTRICAL: GENERAL REQUIREMENTS
A. General:
The Contractor shall comply with, and all work under this contract shall be in accordance
with the Contract Documents, including the conditions of the Contract (General, Special,
Supplemental and other conditions as they may be titled). The word "provide" shall mean
"furnish and install". Plans, drawings, and specifications are cooperative and supplementary.
Portions of the work which can best be illustrated by the plans or drawings may not be
included in the specifications, and portions best described by the specifications may not be
depicted on the plans or drawings. All items necessary or incidental to complete the work
shall be provided, whether called for in the specifications or shown on the plans or drawings.
The word "Contractor" when used in the Electrical Specifications or on the Electrical
Drawings shall mean the General Contractor or the G.C.'s electrical subcontractor, unless
otherwise indicated. The word "Engineer" shall mean Diehl & Phillips, P. A.
Execute work using methods, techniques, connections, and tie-ins which will cause the least
interference with and least possible interruption of existing utilities and services; make all
arrangements for work which will cause interferences and interruptions; schedule in
advance with the Engineer all other affected trades and authorities having jurisdiction.
The drawings show the general location of feeders, transformers, outlets, conduits, and
circuit arrangements. Because of the small scale of the drawings, it is not possible to indicate
all of the details involved. The Contractor shall carefully investigate the structural and finish
conditions affecting all his work and shall arrange such work accordingly, furnishing such
fittings, junction boxes, and accessories as may be required to meet such conditions. The
Contractor shall refer to Engineer's drawings to verify door swings, special surfaces, such
as tile, and location of any equipment, wall cases or other special equipment prior to
roughing in for switches and other outlets. Contractor shall verify all equipment dimensions
to insure that proposed equipment will fit properly in spaces indicated.
B. Scope of Work:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation, complete, of all
electrical work as shown on the drawings and as specified in accordance with the provisions
of the Contract Documents and completely coordinated with that of all other trades.
Although such work is not specifically shown or specified, all supplementary of miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, and
complete installation shall be furnished and installed as part of this work.
16-A-1

The Electrical work includes but is not necessarily limited to:
Furnishing and installing all electrical, controls, and instrumentation
equipment, wiring, conduit, panelboards, and related materials for the Briar
Chapel Wastewater Treatment Plant
All electrical work shall be complete and left in operating condition in accordance with the
intent of the Drawings and Specifications for electrical work.
C. Local Conditions:
The Contractor shall examine the site and become familiar with conditions affecting work.
Investigate, determine, and verify locations of any overhead or buried utilities on or near
site. Determine such locations in conjunction with all public and/or private utility companies
and with all authorities having jurisdiction.
D. Permits, Fees, Licenses, and Inspections:
The Contractor shall make arrangements, obtain, and pay for all necessary permits, licenses,
and inspections; pay all necessary fees in conjunction with all electrical work.
E. Rules, Regulations, and Codes:
The Contractor shall perform all work in strict accordance with all rules, regulations, codes,
ordinances, or laws of local, state, and federal governments or of other authorities having
lawful jurisdiction. Such rules, regulations, codes, ordinances, or laws shall include but are
not necessarily limited to the following:
1. State building, fire, and electrical codes.
2. City/County building, fire, and electrical codes.
3. National Electrical Code (NEC).
4. National Electric Safety Code (NESC).
5. National Fire Protection Association (NFPA).
6. Occupational Safety and Health Act.
F. Applicable Specifications and Standards:
Where referred to in Division 16 of the specifications, the applicable standards of the
organizations below form a part of these specifications.
1. American National Standards Institute (ANSI).
2. National Electric Manufacturers Association (NEMA).
3. Institute of Electrical and Electronic Engineers (IEEE).
4. American Society for Testing and Materials (ASTM).
The Contractor shall provide all materials bearing UL labels of approval when the
Underwriters Laboratories has established a standard for the particular type of the material
to be installed.
16-A-2

G. Substitutions:
Notwithstanding any reference in the specifications or on drawings to any article, device,
product, material, fixture, or item of equipment by name, make or catalog number, such
references shall be interpreted as establishing the type, function, and standard of quality
and shall not be construed as limiting competition; and Contractor, in such cases, may at
his option use any article, device, product, material, fixture, or item of equipment which in
the judgment of the Engineer expressed in writing is equal to that specified.
The Contractor shall be responsible for providing properly sized circuit breakers to serve
equipment and motors furnished which differ from those specified or indicated. This shall
be further understood to include branch circuit wiring, conduit, disconnect switches, etc., in
accordance with the appropriate codes and specifications. The cost of providing this
increased electrical service and related work shall be included under the applicable section
under which the equipment and motors are being furnished.
H. Product Requirements:
Unless otherwise indicated, the materials to be provided under this specification shall be the
products of manufacturers regularly engaged in the production of such items and shall be
the manufacturer's latest design. The products shall conform to the applicable standards of
UL and NEMA, unless specified otherwise. All items of the same type or ratings shall be
identical. This shall be further understood to include products with the accessories indicated.
All equipment and materials shall be new, unless indicated or specified otherwise. The
Contractor shall submit proof if requested by the Engineer that the materials, appliances,
equipment, or devices that he provides under this contract meet the requirements of the
Underwriters Laboratories, Inc., as regards fire and casualty hazards. The label of or listing
by the Underwriters Laboratories, Inc., will be accepted as conforming to this requirement.
Notice is hereby given that equipment space is limited. It is the intent of this specification
to purchase as compact an arrangement as possible for each class of equipment. Any
equipment design which makes poor use of available space or which otherwise requires
substantially larger space than contemplated by the design will not be acceptable.
I. Material Handling:
Materials arriving on the job site shall be stored in such a manner as to keep material free
of rust and dirt and so as to keep material properly aligned and true to shape. Rusty, dirty,
or misaligned material shall be rejected. Electrical conduit shall be stored to provide
protection from the weather and accidental damage. Plastic conduit shall be stored on even
supports and in locations not subject to direct sun rays or excessive heat. Cables shall be
sealed, stored, and handled carefully to avoid damage to the outer covering or insulation
and damage from moisture and weather. Adequate protection shall be required at all times
for electrical equipment and accessories until installed and accepted. Materials damaged
during shipment, storage, installation or test shall be replaced or repaired in a manner
meeting with the approval of the Engineer.
16-A-3

1. Sleeves, Cutting and Patching
Avoid cutting insofar as possible by setting sleeves, frames, etc., and by requesting openings
in advance. Assist other trades in securing the correct location and placement of rough -
frames, sleeves, openings, etc. Use only approved cutting and drilling methods. Lay out
holes in advance, locating so as not to affect structural sections. Perform cutting in a manner
which will not weaken walls, partitions, or floors. Neatly cut all holes, including locations
where sleeves have been omitted. Cut holes as small as possible to admit work. Drill holes
in floors without breaking out around the holes. Cut holes through reinforced concrete using
rotary type drill. Do not use pneumatic hammer type drills, impact type electric drills, and
hand or manual hammer type drills.
Prepare accurate drawings locating all inserts, sleeves, etc., installed in or passing through
reinforced concrete. Select locations to permit neat installation of work. Arrange locations
to avoid interferences and misalignment. Prepare drawings for own use at earliest
practicable date.
Where alterations are necessary or where new or old work join, cut, remove, patch, repair,
and restore all cut surfaces which are disturbed to permit installation of new work. Leave
work in as good a condition as existed before the start of work.
Sleeves through floors and walls shall be of proper size to accommodate the raceway, shall
be flush with walls, ceiling or finished floors, and shall be black iron pipe or styrene plastic
conduit. Caulk sleeves through exterior walls with approved compound above grade and
with oakum and lead wool below grade. Caulk underground conduits entering building
through sleeves.
K. Mounting of Electrical Equipment:
1. Pad Mounted Equipment:
The Electrical Contractor shall provide concrete foundations for electrical apparatus
and equipment and shall furnish exact location and dimensions for these foundations.
Furnish for installation, all necessary anchor bolts, channel iron sills, etc. This
information and material shall be provided well in advance of the scheduled placing
of these slabs and other concrete work in the area of the foundations pad and/or
curb. Equipment foundations shall be 4" high (unless otherwise called for on the
drawings) with top edges chamfered 3/4" and all exposed surfaces rubbed smooth
with a carborundum block after stripping of forms. Pads shall be reinforced (unless
otherwise called for on the drawings) with steel wire mesh and shall have dowel rods
inserted into the floor for anchorage. Carefully level, shim, and align the equipment
on the foundations.
2. Pole Mounted Equipment:
The Electrical Contractor shall use 3/8" diameter by 4" long or larger galvanized lag
bolts or machine bolts extending through the diameter of the pole to mount
equipment to electrical poles. If the equipment is designed for surface mount with
more than two mounting holes, the Contractor shall first mount horizontal "U" shaped
16-A-4

metal channel using lag bolts as above. The equipment shall then be mounted to the
channel using neoprene bushings and plated or galvanized machine bolts, such that
the equipment is rain proof.
3. Wall Mounted Equipment:
All wall mounted panels and/or electrical equipment enclosures shall be separated
from the wall with PVC spacers in order to create a 1/4" air space between the
equipment and the wall.
L. Excavation and Backfilling:
This Contractor shall perform all excavation and backfill required for the installation of all
electrical work. Particular care shall be taken not to disturb or damage work of other trades
or existing buried piping or other equipment.
In backfilling trenches, approved fill shall first be compacted firmly and evenly in 6" layers
to a depth of 12" over the top of the pipe or duct bank. Remainder of trench shall be
backfilled to establish grade in 6" layers. Compact between each layer with high -frequency
vibratory tamper. Where compaction requirements are not established for an area, compact
fill to 95% maximum density at optimum moisture content. Excess earth shall be distributed
on premises as directed.
Where ditches occur outside of building, the surface shall be finished to match existing
surfaces. Any existing work or work of other trades which is damaged or disturbed shall be
repaired or replaced and left in good order.
M. Concrete:
This section shall conform in every respect to the requirements of Division 3 for 4,000 psi
concrete.
N. Painting:
Panels, switchboards, switch gear, safety switches, motor starter equipment, and busways
shall be painted standard colors of the manufacturer furnishing the equipment. This
Contractor shall touch up all scratches and abrasions after installation with the
manufacturer's finish paint.
0. Access to Equipment:
The Electrical Contractor shall locate starters, switches, receptacles, pull boxes, etc., for
easy access for operation, maintenance, and repair. Provide access doors where such items
are concealed.
P. Labeling of Equipment:
Each electrical panel or enclosure shall be provided with a 1" x 2" black laminated plastic
nameplate engraved with 1/4" high letters indicating equipment served, attached with
countersunk screws.
16-A-5

The Contractor shall label all separately mounted safety switches, etc., indicating the item
served or system controlled, i.e., "Air Handling Unit No. 2", etc. Abbreviated references,
such as "AHU-2", will not be acceptable.
Q. Existing Electrical Systems:
All work shall conform to applicable requirements of this division of the specifications.
Existing electrical equipment, conduit, wire, etc., not in use after reworking the existing
system shall be removed or de -energized. All equipment not scheduled for replacement shall
be kept in operation at all times. All work to be renovated, changed, or modified shall be
scheduled so as not to interfere with normal operation.
R. Control, Alarm, and Instrumentation Wiring:
Control wiring diagrams, if included on the drawings, or control descriptions, if included in
the specifications or on the drawings, are intended to indicate the scope and requirements
of controls, instrumentation, and alarms. The Contractor shall provide wiring and electrical
components in accordance with these diagrams and descriptions and with the equipment
manufacturer's printed instructions for the equipment to be wired. Where a conflict exists
between the contract drawings and the requirements for the equipment to be wired, the
Contractor shall provide complete wiring in accordance with the actual requirements as set
forth by the manufacturer of the equipment.
Unless otherwise indicated or specified, this Contractor shall provide all control, alarm, and
instrumentation wiring and conduit for all equipment for the project.
S. Materials and Equipment Lists:
Within ten days after date of Notice to Proceed and before any materials or equipment are
purchased, Contractor shall submit to the Engineer for approval a complete list in
quadruplicate of materials and equipment to be incorporated in the work. List shall include
catalog numbers, cuts, diagrams, drawings, and other descriptive data as may be required
by the Engineer. All data shall be submitted at one time. No consideration will be given to
partial lists submitted from time to time. Any materials and/or equipment listed which are
not in accordance with specifications may be rejected.
If the Contractor fails to submit the aforementioned list for approval within specified time,
the Engineer may select a complete list of materials and equipment. Selection made by the
Engineer shall be final and binding, and items shall be furnished by Contractor without
change in contract price or time of completion.
T. Additional Shop Drawing Requirements:
The Contractor shall submit to the Engineer shop drawings of all electrical materials
apparatus, appliances, equipment, and miscellaneous devices shown or specified.
Shop Drawings shall be sufficiently complete in detail to enable the Engineer to determine
compliance with contract requirements. Details and information shown shall include but are
not necessarily limited to the following:
16-A-6

1. Performance characteristics.
2. Physical Sizes.
3. Material specifications and construction details.
4. Compliance with rules, regulations, and codes.
5. Accessories.
6. Wiring Diagrams, complete.
7. Voltage, current, KVA, phase ratings.
An item, component, material, or portion of equipment which differs from contract
requirements shall be noted and specifically called to attention of the Engineer to permit
evaluation of substitute item. Shop drawings will be approved only to the extent of the
information shown. Approval of an item of equipment shall not be construed to mean
approval for components of that item for which Contractor has provided no information.
Approval of shop drawings by the Engineer shall not relieve Contractor of complying with
requirements of drawings and specifications.
U. Tests:
Upon completion of installation, the Electrical Contractor shall perform tests for operation,
panel load balance, short circuits and ground. Tests shall be made with and to the
satisfaction of Owner and Engineer.
The Contractor shall perform all field tests and shall provide all labor, equipment, and
incidentals required for testing and shall pay for electric power required for the tests. All
defective material and workmanship disclosed shall be corrected by the Contractor at no
cost to the Owner. The Contractor shall show by demonstration in service that all circuits
and devices are in good operating condition. Tests shall be such that each item of control
equipment will function not less than five times.
After all wiring is completed and connected ready for operation but prior to placing systems
in service and before any branch circuit breakers are closed, insulation resistance tests shall
be made in all feeder and subfeeder circuits for systems 600 volts and less. The insulation
resistance between conductors and between such conductor and ground shall be measured.
Measurements shall be made with an instrument capable of making measurements at an
applied potential of 500 volts. Readings shall be taken after the voltage has been applied
for a minimum of one minute. The minimum insulation resistance for circuits of No. 12 AWG
conductors shall be 1,000,000 ohms. For circuits of No. 10 AWG or larger conductors, a
resistance based on the allowable capacity of the conductor shall be as follows:
Capacity
Resistance
25 through 50 amperes
250,000 ohms
51 through 100 amperes
100,000 ohms
101 through 200 amperes
100,000 ohms
201 through 400 amperes
25,000 ohms
401 through 800 amperes
12,000 ohms
Over 800 amperes
5,000 ohms
16-A-7

The grounding system shall be tested to assure continuity and compliance with the
requirement that ground resistances not exceed 25 ohms. Ground resistance measurements
of each ground rod shall be taken and certified by the Contractor. Upon completion of the
project, the Contractor shall submit to the Engineer the measured ground resistance of each
ground rod and grounding system, indicating the location of the rod and grounding system
as well as the resistance and soil conditions at the time the measurements were made.
Ground resistance measurements shall be made in normally dry weather not less than 48
hours after rainfall and with the ground under test isolated from other grounds. Ground
resistance shall also be measured from each piece of equipment to the ground electrode.
V. Cleanup:
At the end of the each work day, the Contractor shall remove from the structure all rubbish
and debris resulting from the electrical work.
At the completion of the work and before final acceptance, the Contractor shall clean all
spaces occupied by electrical equipment, clean all electrical equipment, apparatus,
appliances, and devices; and leave all such items in perfect working order ready for use.
W. Guarantee:
Before final acceptance of the work, the Contractor shall deliver three copies of a written
and signed guarantee to the Engineer. Guarantee shall cover all material, workmanship, and
the successful operation of all apparatus for a period of one year from date of final
acceptance. Guarantee shall agree to repair, or remove and replace, at no additional
expense to Owner, any part of the work, material, or apparatus which may show a defect
during the life of the guarantee provided such defect is, in the opinion of the Engineer, due
to imperfect material, apparatus or workmanship and not due to carelessness or improper
use. Guarantee shall be signed by Contractor and electrical installer.
X. Operating and Maintenance Instructions:
The Contractor shall compile and bind three sets of all manufacturer's instructions and
descriptive literature on all items of equipment furnished under this work. These instructions
shall be delivered to the Engineer for approval before plant construction is 50% complete.
Instruction shall include operating and testing procedures and a parts list of all equipment.
The Contractor shall instruct the Owner's personnel in the proper operation of all systems
and equipment. The front of the binder shall be titled "Electrical Operating and Maintenance
Instructions", with the name of the job and the firm name of the Contractor under the title.
The operating and maintenance instructions shall contain complete elementary wiring
diagrams for all equipment and installations provided by this Contractor. These elementary
diagrams shall have all connections identified with the same numbers that are required to
be on wire markers on the ends of all wires at terminations.
End Division 16-A

DIVISION 16 - ELECTRICAL
16-B: WIRING MATERIALS AND METHODS
A. General:
All wiring materials and methods shall be in accordance with the National Electrical Code.
B. Conduit - General:
PVC coated rigid galvanized steel conduit (RGS) shall be standard weight mild steel,
conforming to the requirements of UL6.. Conduits shall be "hot -dipped" galvanized inside
and out with hot dipped galvanized threads. The threads shall be coated with urethane. The
zinc coating shall be intact and undisturbed. The exterior of the conduits shall have a PVC
coating of a minimum thickness of 40 mils (0.040�. The interior of the conduits shall have
a urethane coating with a nominal thickness of 2 mils (0.002'�. Conduit shall conform to
NEMA Standard No. RN-1. Conduit bodies, cast device boxes, fittings, etc. shall have the
same exterior and interior coatings as described above for the conduit. Conduits shall be
Perma-Cote by Rob -Roy Industries, Ocal by Thomas & Betts Corp., or approved equal.
Plastic conduit (PC) 2" or larger shall be polyvinyl chloride (PVC) and shall conform to NEMA
TC-8. PVC conduit for direct burial in earth shall be type DB. PVC conduit for concrete
encasement shall be type EB. Plastic conduit smaller than 2" shall be in accordance with
UL-651 "heavy -wall" for direct burial and "thin -wall" for concrete encasement. All plastic
conduit runs shall contain a green TW insulated copper grounding conductor sized in
accordance with the National Electrical Code.
Rigid Aluminum Conduit (RAC) shall be manufactured of 6063 alloy in temper designation
T-1. It shall be listed to UL 6A "Standard for Electrical Rigid Metal Conduit — Aluminum, Red
Brass, and Stainless Steel", and manufactured to ANSI C80.5.
Rigid steel conduit (RGS) shall be standard weight, mild steel pipe, hot dipped galvanized,
sherardized or zinc -coated conforming to the requirements of ANSI C 80.1 and listed to UL
6. PVC conduit shall be installed where routed in poured concrete. Exposed conduit shall
be PVC coated rigid steel (Rob Roy or Ocal), or aluminum.
Liquidtight flexible conduit (LFC) shall be galvanized steel, single strip, with a copper strip
interwoven and shall conform to UL-1. LFC shall have an extruded moisture and oil proof
PVC jacket. Watertight connectors shall be used with liquidtight flexible conduit.
Intermediate metal conduit (IMC) shall be galvanized and UL listed. Installation of
intermediate metal conduit shall be in accordance with Article 345 of the National Electrical
Code and UL General Information Card #DYBY. IMC shall not be installed in hazardous
areas.
Flexible conduit (FC) shall be galvanized steel, single strip, with a copper strip interwoven
and shall conform to UL-1.
16-B-1

Each length of conduit shall be stamped with the name and trademark of the manufacturer
and shall bear the Underwriter's label.
C. Conduit Installations — Project Specific:
For this project, all buried conduit shall be heavy duty PVC conduit with a minimum bury
depth of 24 inches below grade. All above ground and exterior exposed conduit shall be
PVC coated rigid galvanized steel conduit. The transition from PVC conduit to PVC coated
RGS (from conduits buried or embedded in concrete to exposed conduits) shall be made
below the ground surface or within the concrete encasement. All conduits to equipment and
other items located on concrete slabs or pedestals shall be embedded in the concrete, as
noted on the plans and to the extent possible. The embedded conduit shall be PVC.
Liquidtight flexible conduit shall be used for connections to motors and other equipment
subject to vibration. Flexible conduit shall be used for connections to recessed or semi -
recessed fixtures. Liquidtight flexible metal conduit shall be installed for final conduit
connections to dry type transformers, motors, and other equipment with rotating or
moving parts. Length of installed flexible conduit shall be a maximum of 48 inches. No
flexible metal conduit without the outer covering shall be used on the project. Refer to
the drawings for use of non-metallic flexible conduit.
Conduit shall be installed concealed unless otherwise indicated or specified. Conduit may
be run exposed on walls of equipment rooms and wire closets. Conduits may be installed
on the walls of the existing treatment plant, as noted.
Maintain a minimum distance of 6" from parallel runs of hot water pipes. For floor mounted
equipment, conduit may be run overhead and dropped down, where underfloor installation
is not practicable. Groups of conduit shall be uniformly spaced, where straight and at turns.
Conduit shall be cut with a hacksaw or an approved conduit -cutting machine and reamed
after threading to remove all burrs. Securely fasten conduit to outlets, junction and pull
boxes to effect firm electrical contact. Join conduit with approved couplings. Expansion
fittings shall be installed in conduit where it passes through structural expansion joints.
Trapped conduits shall be avoided. Plaster, dirt or trash shall be prevented from lodging in
conduits, boxes, fittings and equipment during construction. Clogged conduits shall be freed
of all obstructions.
Empty conduit system shall be provided as indicated and shall have pull wires installed. The
pull wire shall be No. 14 AWG zinc -coated steel, or of plastic having not less than 200 pound
tensile strength. No less than 12" of slack shall be left at each end of the pull wire.
All bends shall be made with standard conduit elbows or conduit bent to not less than the
same radius than a standard conduit elbow. Bends with kinks shall not be acceptable.
Conduit shall be supported every 8' and shall be installed parallel with or perpendicular to
walls, structural members, or intersections of vertical plans and ceilings with right angle
16-B-2

turns consisting of fittings or symmetrical bends. Conduits shall be supported within V of
all changes in direction. Supports shall be approved pipe straps, wall brackets, hangers or
ceiling trapeze. Perforated strap hangers will not be accepted. In no case shall conduit be
supported or fastened to other pipe or installed to prevent the ready removal of other pipe
for repairs. Fastenings shall be by wood screws to wood; by toggle bolts on hollow masonry
units; by expansion bolts on concrete or brick; by machine screws, welded threaded studs,
or spring tension clamps on steel work. Explosive -drive equipment may be used to make
connections where the use of this equipment complies with safety regulations. Wooden
plugs inserted in masonry and the use of nails as fastening media are prohibited. Threaded
C-clamps may be used on rigid steel conduit only.
Conduits or pipe straps shall not be welded to steel structures. The load applied to fasteners
shall not exceed 1/4 of the proof test load. Fasteners attached to concrete ceiling shall be
vibration and shock resistant. Holes cut to a depth of more than 1-1/2" in reinforced
concrete beams or to a depth of more than 3/4" in concrete joints shall not cut the main
reinforcing bars. Holes not used shall be filled. In partitions of light steel construction,
sheet -metal screws shall be used. Spring steel fasteners may only be used to support
lighting branch circuit conduits to structural steel members. Conduits shall be fastened to
all sheet -metal boxes and cabinets with two locknuts where required by the National
Electrical Code, where insulated bushings are used, and where bushings cannot be brought
into firm contact with the box. Locknuts shall be the type with sharp edges for digging into
the wall of metal enclosures. Bushings shall be installed on the ends of all conduits and
shall be of the insulating type where required by the National Electrical Code.
Conduit installed in concrete floor slabs or walls shall be located so as not to affect the
designed structural strength of the slabs. Conduit shall be installed within the middle one-
third of the concrete slab except where necessary to not disturb the reinforcement. Outside
diameter of conduit shall not exceed one-third of the concrete slab except where necessary
to keep from disturbing the reinforcement. Outside diameter of conduit shall not exceed
one-third of the slab thickness, and conduits shall be spaced not closer than three diameters
except at cabinet locations. Curved portions of bends shall not be visible above the finish
slab. Where embedded conduits cross expansion joints, suitable watertight expansion
fittings and bonding jumpers shall be provided. Conduit larger than one inch trade size shall
be parallel with or at right angles to the main reinforcement; when at right angles to the
reinforcement, the conduit shall be close to one of the supports of the slab. Conduits shall
not be stacked more than 2 diameters high in floor slabs. Where plastic conduit is installed
in or below floor slabs, or the concrete walls, bridges, or other structures of concrete basins
at water and waste treatment plants, a transformation from plastic conduit to steel conduit
shall be provided for each conduit using approved couplings. This transformation shall be
embedded in the concrete, and all stub -ups out of the concrete shall be rigid galvanized
steel conduit.
All conduits buried in the earth outside of the building shall have a minimum of 24" of cover
above the top of the conduit, or conduit encasement, if the conduit is noted to be encased
in concrete. Encasement shall be 3" thick all around the conduit. Concrete encasement shall
be reinforced where called for on the drawings. Joints in conduit shall be staggered so as
16-B-3

not to occur side by side. PVC shall be changed to metal conduit at the point where it leaves
the ground, with the transition to metal conduit occurring inside the concrete encasement.
No more than three 90 degree bends will be allowed in any one conduit run. Where more
bends are necessary, a conduit or pull box shall be installed. All bends in 1/2" and 3/4"
conduit shall be made with a conduit bender, and all larger sizes shall have machine bends.
Joints in threaded conduit shall be made up watertight with compound applied to male
threads only; and all field joints shall be cut square, reamed smooth, and properly threaded
to receive couplings. No running threads will be permitted. All conduit ends at switch and
outlet boxes shall be fitted with an approved lock nut and bushing forming an approved
tight bond with box when screwed up tightly in place.
D. Conduit Fittings:
Fittings for rigid metal conduit, nonmetallic conduit, and flexible metal conduit shall conform
to UL 467 and UL 514, as applicable. Fittings for electrical metallic tubing shall be raintight
and concrete tight and shall conform to UL 467 and UL 514, as applicable and be plated
steel hexagonal threaded compression type. Set screw or indenter type connectors shall
not be used. Fittings shall be of the same material and manufacture as the conduit. Fittings
for conduit installed in wet locations and underground shall provide a watertight joint.
Fittings for rigid conduit and intermediate metal conduit shall be threaded.
Sealing fittings or bushings of appropriate type shall be used where conduits pass from cold
areas, such as refrigerated rooms, into areas of normal atmosphere, or from hazardous
areas to areas of normal atmosphere. Fittings or bushings shall be installed in easily
accessible locations. Fittings and outlets shall be designed for Class I, Division 1 or 2
explosion -proof installations, where called for on the drawings and in hazardous areas unless
otherwise indicated.
Where conduits pass through building expansion joints, approved waterproof telescopic type
expansion fittings shall be used. Fittings shall be OZ type AX watertight and permit a
movement up to 4" and shall be equipped with approved bonding jumpers around or
through each fitting.
Bonding jumpers shall be by Appleton, Crouse -Hinds, or equal.
Conduit fittings, "condulets" shall be used on exposed conduit work for lighting and power
outlets, convenience outlets, telephone or signal outlets, changes in direction of conduit
runs and breaking around beams. "Condulets" shall be cast ferrous alloy, galvanized or
cadmium plated, as manufactured by Crouse -Hinds, Pyle, National, Killark, Appleton
Company, or equal. Covers and gaskets shall be furnished with the condulets, which shall
be of a design suitable for the purpose intended. In damp areas, the outside, condulets
shall be made watertight. Install all condulets with the covers accessible.
E. Outlet Boxes, Switch Boxes, and Small Junction and Pull Boxes:
Boxes shall conform to UL 514, except that boxes for hazardous locations shall conform to
16-B-4

UL requirements for the class and group indicated or specified. Boxes shall be provided in
the wiring or raceway systems wherever required for pulling of wires, making connections,
and mounting of devices or fixtures. Boxes for metallic raceways shall be of the cast metal
hub type when located in normally wet locations, when surface mounted on outside of
exterior surfaces, in hazardous areas, and when installed exposed up to 7' above interior
floors and walkways. Boxes in other locations shall be sheet steel. Boxes shall be sized and
installed according to the National Electrical Code. Boxes for use with raceway systems
shall not be less than 1-1/2" deep except where shallower boxes, required by structural
conditions, are approved. Boxes for other than lighting -fixture outlets shall be not less than
4" square except that 4" by 2" boxes may be used where only one raceway enters the
outlet. Boxes less than 4" for mounting lighting fixtures may be installed as required by
fixture configuration, as approved.
All lighting outlet boxes shall be hot dipped galvanized 4" octagon boxes as manufactured
by Appleton Electric Company, Steel City, Raco, or equal. Extension and plaster rings shall
be installed where required. Switch boxes for concealed wiring shall be hot dipped
galvanized standard steel switch boxes as manufactured by Appleton Electric Company,
Steel City, Raco, or equal. Where fixtures are to be mounted on the box, they shall have
suitable studs and supports for carrying the weight of the fixture. Boxes in finished walls
shall be flush mounted and have flush cover plates.
Where outlets occur in exposed masonry or tile construction, they shall be adjusted where
practical to occur in the nearest joint to the height specified or indicated.
In concrete, boxes shall be 4" concrete type.
Gang -switch and junction boxes not dimensioned, for concealed wiring, shall be hot dipped
galvanized 4" square boxes as manufactured by Appleton Electric Company, Steel City,
Raco, or equal.
Boxes for outlets, switches, receptacles, and for junction boxes used in the following
locations shall be cadmium -plated cast malleable iron type with threaded hubs and cover
gasket, Crouse -Hinds, Appleton, or equal.
1. Any exterior location.
2. Where exposed to rain.
3. In all surface mounted, exposed, conduit systems.
4. Where exposed to moisture laden atmosphere.
5. Where shown on the drawings.
Exposed boxes for use in Chlorine rooms and other chemical storage or pump rooms at
water and waste treatment plants shall be polyvinyl chloride coated cast iron as
manufactured by Appleton, Crouse -Hinds, or equal. No damage to the covering shall be
permitted.
Boxes with unused punched -out openings shall have the openings filled with proper
16-B-5

closures. Outlet boxes in lay -in acoustical tile ceilings shall be supported by bar hangers
anchored to the ceiling construction members without interference with adjacent tile
removal.
Where sizes of boxes are not shown on the drawings, the Contractor shall provide box sizes
in accordance with the National Electrical Code.
F. Large Junction and Pull Boxes:
Where junction or pull box size exceeds the standard box sizes or where shown on the
drawings, boxes shall be provided as specified for large junction and pull boxes. Where box
size is not shown on the drawings, the Contractor shall provide box sizes in accordance with
the National Electrical Code.
Provide pull boxes or junction boxes in conduit runs where indicated or where required to
facilitate the pulling of wires or the making of connections. All pull boxes and junction boxes
except where cast iron boxes are specified or indicated shall be code size galvanized steel
and shall be provided with plain blank removable covers held in place with screws unless
otherwise shown; and covers of all boxes shall be accessible. Boxes shall be constructed of
12-gauge minimum hot rolled sheet steel and shall be hot dipped galvanized inside and
outside.
In damp and wet locations and where indicated on the drawings, cast iron junction boxes
shall be provided. Cast iron junction boxes shall be galvanized finish, OZ Russell & Stoll,
Crouse -Hinds, or equal. Gaskets shall be used where required.
Where large junction and pull boxes are recessed, the box covers shall be installed flush
with the surface.
Where large junction and pull boxes are surface mounted, install stainless steel standoffs to
provide a 1/4" air space between the back of the box and the mounting surface.
G. Other Outlets:
Floor outlets shall be adjustable concrete -tight, and each outlet shall consist of a cast metal
body with threaded openings for conduits, adjustable ring, brass flange ring, and cover plate
with 3/4" threaded plug. Each telephone outlet shall consist of a horizontal cast brass
housing with a one inch bushed side opening.
Outlets shall have provision to accommodate a ten wire telephone terminal block. Each
receptacle outlet shall consist of a horizontal cast brass housing with a duplex receptacle as
specified hereinafter. Gaskets shall be used where necessary to insure watertight
installation.
Conduits stubbed up through concrete floors for connections to free-standing equipment
shall be provided with an adjustable top or coupling threaded inside for plugs, set flush with
the finished floor. Wiring shall be extended in rigid threaded conduit to equipment, except
that where required, flexible conduit may be used 6" above the floor. Screwdriver operated
threaded flush plugs shall be installed in conduits from which no equipment connections are
.:.

made.
Where shown on drawings, provide 15 amp, 125 V duplex GFI receptacle with NEMA 5-15R
configuration, test and reset buttons. Provide feed -through type to protect additional outlets
installed on load side of device, Leviton No. 6195-I, General Electric No. TGTR115F, or
approved equal. Provide indoor or weatherproof wall plate as required, of stainless steel or
other approved material, to suit shape of GFI receptacle.
Pedestal -type floor -mounted or counter -mounted duplex receptacles; back and side wired,
rated 15 amp, 125 V, 3 W, grounding type, ivory, NEMA 5-15R complete with horizontal
design housing with threaded conduit fittings in base, with brushed aluminum finish
protected with clear enamel, and installed on suitable adjustable 4 in. flush floor or under
counter box. National Electric No. 830GC with National Electric No. 800 series or similar
box, Hubbell No. SC-3091 or SC-3092 with No. B-88 series or B-5501 series or similar box,
or approved equal.
Where outlets are shown near identified equipment furnished by this or other contractors,
it is the intent of the specifications and drawings that the outlet be located at the equipment
to be served. This Contractor shall coordinate the location of these outlets to be near the
final location of the equipment served whether placed correctly or incorrectly on the
drawings.
H. Wiring Troughs:
Rigid steel wiring troughs shall be square in shape, constructed of stainless steel, totally
enclosed with hinged cover or cover fastened with screws, and sized as indicated or as
required by NFPA 70. The wireway shall be provided complete with all necessary accessories
and fittings.
Where wiring troughs are indicated in damp or wet locations, provide NEMA 3R construction.
I. Surface Metal Raceway:
Surface metal raceway and fittings shall conform to UL 5 and shall be the two-piece painted
steel, totally -enclosed snap -cover type complete with all fittings and other items to make a
complete installation. Alternate receptacles shall be wired on different circuits. Receptacles
shall be spaced a minimum of one every 18", except where indicated otherwise. Surface
metal raceway and plug strips shall be complete with connectors, covers, entrance boxes,
end caps, grounding clips, and connectors and accessories as required to make a complete
installation.
1. Light Switches:
Lighting switches shall be Leviton, Hubbell, Pass, and Seymour or equal, and shall conform
to UL 20 and shall be "Specification Grade" quiet -operating flush toggle type for back and
side wiring, 15 amperes, 120-277, volts, AC only.
16-B-7

Leviton No. Hubbell No. Pass & Seymour No.
1201
1201
15AC1
Single Pole Brown
1201-I
1201-I
15AC1-I
Single Pole Ivory
1203
1203
15AC3
Three Way Brown
1203-I
1203-I
15AC3-I
Three Way Ivory
1204
1204
15AC4
Four Way Brown
1204-I
1204-I
15AC4-I
Four Way Ivory
Where indicated, provide switches identical to above except rated 20 amperes. Where
switches are to have pilot lights, the unit shall be Hubbell Unit 1277, Leviton 5226 or equal.
Switches for use in wet locations shall be installed in type "FS" boxes, fitted with a
weatherproof cover with gasket and with external operating handle integral with the cover.
K. Receptacle Outlets:
Convenience outlets shall be "Specification Grade" flush duplex ivory 0-wire grounding type,
for side and back wiring for #12 and #10 wire, rated 15 amp., 125 volts, NEMA 5-15R,
Leviton, 5262-I, Hubbell 5262-I, or equal, with screw -type terminals. Screwless pressure -
type terminals are not acceptable. Receptacles on emergency circuits shall be red color.
Where indicated or required by NFPA 70 for individual branch circuits, provide convenience
outlets identical to above except rated 20 amperes, NEMA configuration 5-20R.
Convenience outlets installed in wet locations shall be 15A, 125V duplex 3-wire grounding
type complete with cast metal double lift cover plate for Type "FS" cast metal boxes,
including gasket.
20A, 250V receptacles shall be duplex, 3-wire grounding type, side and back wired, NEMA
6-20R, Leviton No. 5462, Pass & Seymour, 6800, or Hubbell 5462, or equal.
30A, 125V receptacles shall 1-phase, single, 3-wire grounding type, black, NEMA 5-30R,
Leviton 5371, Hubbell 9308, or Pass & Seymour 5920, or equal.
30A, 125/250V receptacles shall be 1-phase, single, 4-wire grounding type, black, NEMA
14-30R, Leviton 278, Hubbell 9430, or Pass & Seymour 5744, or equal.
50A, 125/250V receptacles shall be 1 phase, single, 4-wire grounding type, black, NEMA
14-50-R, Leviton 279, Hubbell 9450, or Pass & Seymour 5754, or equal.
Ground fault circuit interrupter receptacle shall conform to UL 943, as applicable and shall
be the duplex receptacle feed -through type for mounting in a standard outlet box. The
device shall be capable of detecting a current leak of 5 milli -amperes.
Where receptacle is mounted in a wet location, provide single -gang, self -closing, corrosion -
resistant metal, weatherproof cover and gasket.

Some portable equipment is shown on the drawings with a cord and plug indicated. For
this equipment, the Contractor shall provide a plug -cap to match the receptacle and the
necessary heavy duty rubber covered 3, 4, or 5 wire cord of the required size and install the
plug caps thereon and attach to the equipment.
L. Device Plates:
All wiring devices in boxes shall be equipped with a steel plate of the required configuration.
Flush plates shall be brushed -finish type 430 stainless steel to suit the device to be covered
and shall be single or ganged in one piece where indicated and as shown on the plans,
Leviton, Hubbell, Bryant, Arrow -Hart, Pass & Seymour, General Electric, or equal. Beveled
edges of all flush plates shall be finish brushed to match the faces of plates. All flush plates
shall be of one manufacturer. All screws for fastening shall be stainless steel countersunk
machine screws. Plates shall be installed with all four edges in continuous contact with
finished wall surfaces without the use of mats or similar devices. Plaster fillings will not be
permitted. Plates shall be installed with an alignment tolerance of 1/16". The use of
sectional type device plates will not be permitted. Plates installed in wet locations shall be
gasketed.
Device plates for surface -type boxes shall be galvanized sheet steel designed for the
application.
Device plates for wet locations shall be cast metal with spring loaded covers as specified.
Device plates for single 30 Amp, 50 Amp, and 60 Amp receptacles shall be stainless steel
designed to fit the application.
M. Conductors:
Conductor sizes are expressed in American Wire Gage (AWG) or in circular mils. Minimum
conductor size shall be No. 12 AWG except control wires and cables shall be minimum No.
14 AWG. Wires No. 8 and larger shall be stranded. All secondary service, feeder, and
branch circuit wire and cable shall be single conductor, soft drawn copper wire with 600 volt
insulation, type THW or THWN. Wire and cable shall be as manufactured by Anaconda,
Paranite, General Cable, U. S. Rubber, Okonite, Phelps -Dodge, or equal.
All secondary service, feeder, branch and control circuit conductors shall be color -coded.
Conductor identification shall be provided within each enclosure where a tap,
splice, or termination is made. Conductor identification shall be by color coded
insulated conductors, plastic coated self -sticking printed markers, colored nylon
cable ties and plates, or heat -shrink type sleeves. Control circuit terminations
shall be properly identified. Colors to be used in coding shall be:
-I

240 or 208 Volt, 3-Phase
Neutral -
White
Phase A
- Black
Phase B
- Red
Phase C
- Blue
Grounding Conductor - Green
120/240 Volt, 1-Phase System:
Neutral - White
X1 - Black
X2 - Red
Grounding Conductor — Green
480 Volt, 3 Phase System:
Neutral -
White
Phase A
- Brown
Phase B
- Orange
Phase C
- Yellow
Grounding Conductor -Green
Control circuit conductors shall be AWG #14 unless otherwise indicated,
stranded copper, red THWN insulation.
Conductors for grounding, bonding, and other uses requiring bare copper wire shall be solid
bare copper wire conforming to ASTM B1 for sizes No. 8 AWG and smaller and shall be
stranded bare copper wire conforming to ASTM B8, Class B, for sizes No. 6 AWG and larger.
Nonmetallic -sheathed cable shall be provided only where called for on the drawings.
Nonmetallic -sheathed cable shall be type NM or type OF conforming to UL 719. Nonmetallic -
sheathed cable shall be installed concealed behind ceiling or wall finish where practicable.
Cables shall be threaded through holes bored on the approximate centerline of wood
members; notching of end surfaces will not be permitted. Sleeves shall be provided through
concrete or masonry for threading cables. Exposed cables shall be installed parallel or at
right angles to walls or structural members. Exposed nonmetallic -sheathed cables less than
4' above floors shall be protected from mechanical injury by installation in conduit or tubing.
When nonmetallic -sheathed cable is used with metal stud construction, plastic stud
grommets shall be inserted in the studs at each point through which the cable passes.
Flexible cable for connection to movable equipment shall be heavy-duty type SO cord. The
cable shall have a green equipment ground conductor, in addition to the current carrying
conductors.
All branch circuit conductors run through fluorescent fixtures shall be type RHH or THHN
rated 900 C.
Splices and Terminations shall conform to UL 486. Tapes for splices and terminations shall
conform to UL 510. Connections in wires No. 10 AWG and smaller shall be made with
insulated pressure type connectors or wirenut type connectors. Splices for wires No. 8 AWG
and larger shall be made with a solderless connector. Splices and terminations shall be
made in outlet or junction boxes and shall be mechanically and electrically secure, using
proper thickness of tape. Mechanical connectors of every kind shall be taped. Splices and
16-B-10

terminations shall be covered with an insulation material equivalent to the conductor
insulation. Connections involving aluminum conductors shall utilize approved type fittings
and joint compound. Flashover or insulation value of joints shall be at least 100% in excess
of wire insulation. Terminal strips shall be used for interconnecting or splicing control cables,
communication cables and other conductors where called for on the drawings. These
terminal strips shall be of the proper voltage, properly labeled and mounted in a cabinet.
Make splices and taps for smaller than No. 6 AWG wire with Minnesota Mining Co.,
"Scotchlok" or "Hyflex" or Ideal "Wingnut" Insulated conical spring -type connectors. Make
splices and taps for No. 6 AWG wire and larger cable with approved solderless lugs and
screw -type connectors as manufactured by Penn Union, Thomas & Betts, or approved equal.
1. Use premium grade heat, cold, moisture and sunlight resistant vinyl electrical tape
for insulating connections. For connections of No. 8 AWG wire and smaller, use 7
mil vinyl electrical tape, 3M Scotch No. 33, Permacel No. 29, or approved equal. For
splices and taps of No. 66 AWG wire and larger, use 10 mil vinyl electrical tape, 3M
Scotch No. 22, Permacel No. 30, or approved equal. For connections made in cold
weather or in outdoor locations, use all-weather 8.5 mil thick vinyl electrical tape, 3M
Scotch No. 88, Permacel No. 295, or approved equal.
2. Do not make splices and taps with crimp or indenter -type connectors, except as
specified for control circuits landed on terminal strips.
Tape of proper color may be used to identify the phase conductors of the larger feeders
(larger than No. 6 AWG). Painting or taping will not be acceptable on conductors No. 6
AWG or smaller. All feeders, subfeeds to panels, motors, etc., shall be completely phased
out as to sequence and rotation. Phase sequence shall be A-B-C from rear to front, top to
bottom, or left to right when facing equipment.
N. Outlet and Equipment Locations:
Outlets must be centered with regard to paneling, furring, trim, etc. Where several outlets
occur in a room, they shall be symmetrically arranged. Any outlet which is improperly
located must be corrected at Contractor's expense. Outlets must be set plumb or horizontal
and shall extend to the finished surface of the wall, ceiling or floor as the case may be
without projecting beyond same. Receptacles, switches, etc., shown on wood trim, cases
or other fixtures shall be installed symmetrically on such trim or fixture and where necessary,
shall be set with the long dimension of the plate horizontal or shall be ganged in tandem.
Mounting heights above finished floor, or finished grade if applicable, for the below -named
items, to center, shall be as follows unless otherwise shown or indicated in these
specifications or on the drawings.
Single -pole and 3-way light switches, unless
otherwise noted 48"
16-B-11

Duplex receptacles in offices and corridors 14"
Duplex receptacles in mechanical equipment rooms 48"
Telephone outlets in offices 14"
Push button motor control stations 48"
Bracket lights above lavatories 6'-6"
Safety switches to center 54"
Panelboards to top 72"
Motor starters to center 54"
0. Installation:
Unless otherwise indicated, the wiring method shall be insulated conductors and cables
installed in conduit.
All power wiring for the connection of motors and control equipment as indicated on the
electrical drawings shall be provided under this section of the specification.
Suitable equipment shall be used to pull conductors through conduit, exercising due care to
avoid damage to insulation. Wires shall not be pulled through conduits before the conduit
system is complete and has been carefully freed from obstruction of any kind. Soapstone
or an approved compound may be employed to facilitate pulling wires. If aluminum
conductors are provided, care shall be used in making up joints and terminations. Surface
oxides shall be removed by cleaning with a wire brush or emery cloth. Joint compound shall
be used for connecting aluminum to aluminum. For connecting aluminum to copper,
connectors shall be the circumferentially compressed, metallurgically -bonded type.
Cable -pulling lubrication compound shall not contain petroleum or other products which will
have a deteriorating effect on cable insulation.
Conduit for roof exhaust fans shall be installed through the fan housing with no conduit
showing exposed. Where weatherproof safety switches are shown on the drawings, they
shall be mounted on the outside of the housing of the fan. Enclosure shall be NEMA 4-
watertight cast metal or stainless steel type.
Neoprene -jacketed flexible galvanized steel conduit shall be used for all motor connections
and equipment. The connections shall be a maximum of 24" in length and used with proper
liquidtite connectors on both ends.
Obtain approved shop drawings showing wiring diagrams, connection diagrams, roughing -
in and hook-up details, for all equipment and comply therewith.
16-B-12

Conduit and wire installation in hazardous locations shall conform to the National Electrical
Code for Class 1, Division 2, Group D hazardous location unless indicated on the drawings
for another class, division, and group.
Home runs may be combined in one conduit, provided all connections are in accordance
with National Electrical Code requirements and the maximum unbalanced current in the
neutral does not exceed the capacity of the conductor; and the conductors are not required
to be derated to below circuit capacity.
Wire connections to terminals of disconnecting switches, starters, motors, panelboards and
similar connections shall be effected with mechanical connections.
Connections to the elevator shall include providing a circuit to the line terminals of the
elevator controller, a disconnect switch ahead of this controller in the circuit to it, an outlet
for control power, an outlet receptacle and work light at the mid height of the elevator shaft
and a work light and outlet receptacle in the elevator pit.
P. Grounding and Bonding_
Grounding and bonding equipment shall be in accordance with UL 467.
Ground rods shall be rolled to a commercially round shape from a welded copper -clad steel
manufactured by the molten -welding process or by the electro-formed process (molecularly
bonded). They shall have an ultimate tensile strength of 75,000 pounds per square inch
(psi) and an elastic limit of 49,000 psi. The rods shall be not less than 3/4" in diameter by
10' in length and shall have a hard, clean, smooth, continuous copper surface; and the
proportion of copper shall be uniform throughout the length of the rod. The copper shall
have a minimum wall thickness of 0.013" at any point on the rod.
ALL GROUND RODS WILL BE MEGGERED IN THE PRESENCE OF THE ENGINEER, AND THE
MAXIMUM RESISTANCE TO GROUND OF A DRIVEN GROUND ROD SHALL NOT EXCEED 25
OHMS UNDER NORMALLY DRY CONDITIONS WHEN CHECKED WITH A GROUND ROD
MEGGER. WHERE THE RESISTANCE OBTAINED WITH ONE GROUND ROD EXCEEDS 25
OHMS, ADDITIONAL GROUND RODS SHALL BE INSTALLED NOT LESS THAN 6' ON
CENTERS, OR THE GROUND ROD SHALL BE DRIVEN DEEPER UNTIL THE MAXIMUM
RESISTANCE IS LESS THAN 25 OHMS.
All exposed non -current -carrying metallic parts of electrical equipment, metallic raceway
systems, grounding conductor of nonmetallic -sheathed cables, grounding conductor in
nonmetallic raceways and neutral conductor of wiring systems shall be grounded. The
ground connection shall be made at the main service equipment and shall be extended to
the point of entrance of the metallic water service. Connection to the water pipe shall be
made by a suitable ground clamp or lug connection to a plugged tee. If flanged pipes are
encountered, connection shall be made with the lug bolted to the street side of the flanged
connection. If there is no metallic water service to the building, ground connection shall be
made to driven ground rods on the exterior of the building. Where ground fault protection
16-B-13

is employed, care shall be taken so that the connection of ground and neutral does not
interfere with the correct operation of the fault protection.
A green -colored equipment grounding conductor, which shall be separate from the electrical
system neutral conductor shall be provided in all conduits. Provide green equipment
grounding conductor in all nonmetallic conduits whether indicated or not indicated. A main
telephone service equipment ground shall be provided. Each telephone ground shall consist
of a separate #6 AWG ground wire in conduit between the equipment and a readily
accessible grounding connection. The equipment end of the ground wire shall consist of a
coiled length at least twice as long as the terminal cabinet or backboard height.
Equipment grounds shall be solid and continuous from a connection at earth to all
distribution panelboards. Ground connections at panelboards, outlets, equipment, and
apparatus shall be made in an approved and permanent manner.
Each outside lighting standard shall be provided with a driven ground rod and shall be
grounded to the ground rod and also through or a separate grounding conductor to the
ground bus in the panelboard to which the lighting circuit is routed.
End Section 16-B
16-B-14

DIVISION 16 - ELECTRICAL
16-C: ELECTRICAL DISTRIBUTION EQUIPMENT
A. General:
All electrical distribution equipment shall conform to the applicable NEMA specification and
shall bear the Underwriters Label where the class of equipment is listed by UL.
B. Circuit Breaker Panelboards:
Panelboards shall be of the dead -front safety type suitable for operation on the voltage and
phase shown on the drawings. The panels shall have main lugs or main breaker and branch
circuits as scheduled. Branch circuits and mains shall be protected by thermal magnetic
ambient compensated quick make, quick break automatic, trip free air circuit breakers.
Bus withstand rating and circuit breaker interrupting rating shall be 10,000 symmetrical RMS
amperes minimum and greater where indicated.
Circuit breaker handles shall have three positions, "OFF", "ON", and "TRIPPED". When a
circuit breaker opens on overload or short circuit, the operating handle shall automatically
assume the "TRIPPED" position and shall thus clearly indicate the abnormal condition of the
circuit.
Panelboards shall conform to UL 67 and UL 50, as applicable. Special features such as
subfeed lugs, feed -through lugs, split bus, lighting contactors, extra -width gutters, etc., shall
be furnished when indicated or required.
An insulated neutral bus for each panel for connection of both feeder and branch circuit
neutral wires shall be provided. A separate ground bus, bonded to the steel cabinet, shall
be provided for each panel connection of all ground wires and shall be marked with a green
stripe along the front of the bus. Bus bars shall be copper and shall be securely fastened
to bases and shall not depend upon breakers for support. All main buses and back pans
shall be so designed that branch circuits may be changed without additional machining,
drilling, or tapping.
All breakers shall be designed to accept copper, copper -clad, and aluminum conductors.
Multipole circuit breakers shall be of the common -trip type having a single operating handle.
All multipole breakers shall be so designed that an overload in one pole automatically causes
all poles to open. Any three adjacent breaker poles shall be connected to Phases A, B, and
C, respectively and that same relationship of phase sequence shall be maintained. Complete
panelboard assembly shall be so designed that any individual breaker can be removed
without disturbing adjacent units or without loosening or removing supplemental insulation
supplied as a means of obtaining clearances and other requirements of the Underwriters'
Laboratories.
16-C-1

Circuit breaker units shall be operable in any position and removable from the front of the
panelboard without disturbing adjacent units. The panelboard shall be of such design that
a combination of one, two and three pole circuit breakers can be readily assembled in the
same panel. Tandem or half-size circuit breakers will not be accepted.
Where indicated, provide circuit breakers listed by UL for manual switching duty.
Bus bars shall be constructed of rectangular solid copper bars of the size required by latest
NEMA and UL standards, securely mounted and braced to give adequate short circuit
protection or to withstand short circuit current shown on the drawings. All connections to
bus bars shall be made through high conductive metal and shall be securely bolted.
Plug-in circuit breaker shall be provided only where indicated.
Ground fault circuit interrupting breaker shall be sized as indicated, shall conform to NEC,
shall be UL listed, and shall have a "Push -to -test" button and visible indication of a tripped
condition, and shall detect a current imbalance of approximately 5 milli -amperes.
Panelboards shall be mounted in enclosed cabinets consisting of a code gauge, sheet steel
box with trim and door. Box shall be manufactured from commercial galvanized sheet steel.
The trim shall be manufactured from one piece of full -finish sheet steel, not galvanized,
painted with two coats of paint, the first being a prime coat and the second a finish coat of
neutral gray lacquer.
Cabinets shall be 5-3/4" deep minimum unless otherwise indicated and of sufficient size to
allow gutter space of at least 4" on all sides around lighting panelboards and greater for
power panels. Trim shall be fastened to cabinet by means of approved adjustable clamps.
Trim shall have door equipped with chrome -plated combination lock and catch; two milled
keys being supplied with each lock. Locks shall be keyed alike, and directory frame shall be
provided on inside of door.
The Contractor shall identify all circuit locations in each respective panel as indicated and
shown on the drawings. Panels are identified on the drawings by alphabetical letters and
numerals with branch circuit breaker sizes and type indicated in the panel schedules or one -
line -diagram or electrical equipment schedules on the plans. The Contractor shall prepare a
typed circuit directory correctly identifying the destination and the item served by the circuit
breaker. This identification shall be typed on the directory beside the circuit breaker number
as it appears on the panelboard. Circuit numbers on the drawings shall not be accepted for
circuit breaker numbers. For lights and receptacles, the directory shall list all room numbers
served by the breaker. For individual branch circuits, the item name as it appears on the
electrical or mechanical drawings shall be listed. The completed directory shall be mounted
behind a protective plastic cover on the inside of the panelboard door. Any circuit mislabeled
shall be corrected by the Contractor before final acceptance.
16-C-2

Engraved non-metallic nameplates of phenolic materials shall be provided for each
panelboard, engraved with the panelboard designation as indicated. Panels shown exposed
to the weather shall be provided in NEMA 3R weatherproof enclosures supplied only by the
manufacturer of the panelboards. Where indicated, the weatherproof enclosure shall be
separate from the door and trim of the panelboard enclosed within.
Where conduits terminate in the top or sides of weatherproof enclosures, such terminations
shall be made with Myers type hubs or universal interchangeable hubs installed to prevent
the entry of water into the enclosure.
Main distribution panelboards shall be General Electric Co., type "CCB", Square D type "I"
Line, or approved equal.
Panelboards for 480 volt, 3 phase, 3 wire service or 277/480 volt, 3 phase, 4 wire service
shall be Square D type "I -Line", General Electric "Spectra Series", or approved equal.
Panelboards for 240 volt, 3 phase, 3 wire, 120/240 volt, 3 phase, 4 wire, 120/208 volt, 3
phase, 4 wire, or 120/240 volt, 1 phase, 3 wire service shall be Square D type "NQ", General
Electric type "A Series", or equal.
Provide light duty plug-in type load center panelboards only where indicated. Panel shall
be General Electric "Power Mark" series, Square D type "QO", or equal, and shall be supplied
in NEMA 3R weatherproof enclosure where exposed to the weather.
C. Safety Disconnect Switches:
Safety switches shall be type "HY heavy duty fusible, or non -fusible, single throw, or double
throw, quick make quick break, 2, 3, or 4 pole, 250 or 600 volt as required, NEMA Type 1
enclosure, and shall be as manufactured by Square D, General Electric, Westinghouse, or
equal. The switches shall be fused or non -fused as indicated on the drawings.
Weatherproof NEMA Class 3R safety switches shall be installed at all outside locations or
where indicated on the drawings, unless shown otherwise on the drawings.
Miscellaneous accessories for mounting the switches, including steel angles where required,
shall be furnished and installed.
Fused safety switches shall be complete with appropriately sized fuses for circuits controlled.
Switches serving as service disconnecting means shall be UL labeled as service entrance
switches.
Where switches are mounted outdoors and serve well pumps, sewage lift stations, sewage
monitoring stations, and elevated water tanks, provide a heavy machined brass padlock to
lock the switch cover closed. The Contractor shall keep the switch locked except when work
is being done in the switch. Turn over the padlock keys to the Owner when the project is
16-C-3

complete.
Switches serving motor loads shall be horsepower rated and provided in accordance with
N EC.
D. Fuses:
Fuses shall conform to NEMA FU-1 and UL 198. A complete set of fuses for all switches,
panels, bus plugs, control centers and switchgear shall be provided. Time current
characteristic curves of fuses serving motors or connected in series with circuit breakers
shall be coordinated for proper operation. Fuses shall have voltage rating not less than the
circuit voltage.
Cartridge fuses, dual -element time-lag type, shall be non-renewable with an interrupting
rating no less than 200,000 amperes. At 500 percent current, time-lag fuses shall not blow
in less than 10 seconds. Dual -element time-lag fuses shall be used for circuits rated in
excess of 30 amperes or 125 volts, except where current -limiting fuses are indicated.
Cartridge fuses, current -limiting type shall be non-renewable with a tested interrupting
capacity not less than 100,000 amperes. Fuse holders shall be of the type that will reject
all class H fuses.
Contractor shall furnish and install fuses of the various types as required with the continuous
ampere ratings as shown on the drawings.
Fuses shall be manufactured by Federal Pacific Electric, Buss, Chase Shawmut, or equal.
E. Motor Control Centers:
Not Applicable to this Project.
F. Separately Mounted Motor Starters:
Separately mounted magnetic motor starters shall be combination type with circuit breaker.
Starters shall be rated 480 volts, 3 pole, NEMA size 1 unless otherwise indicated. Provide
starters mounted indoors in NEMA 1 enclosure, and starters mounted outside NEMA 4,
stainless steel enclosures.
Provide manual reset overload relay in each phase sized in accordance with NEC. Provide
cover mounted control components as indicated. Starters shall be Cutler Hammer Type
A40, Westinghouse A206, Square D Class 8539, or equal, with all coils and controls for 120
volt operation.
Control transformers shall be provided in accordance with the specifications for control
transformers for motor control centers.
Provide ambient compensated overload relays where starter is located outdoors.
16-C-4

The Contractor is responsible for the provision of correct size overload heaters based on the
rating of the motor installed.
Unless otherwise indicated, the controls shown for the separately mounted motor starters
shall be mounted in the covers of the respective enclosures. Pushbuttons, selector switches,
and pilot lights shall be heavy duty, oil tight type with provisions to maintain the NEMA 4
ratings of starter enclosures. Nameplates indicating switch positions shall be provided for
each control switch. Pilot lights shall be incandescent type with integral voltage dropping
resistor.
G. Manual Motor Starters:
Manual motor starters shall be the toggle type, 120 volt, 1 phase, NEMA Size 1, General
Electric Company Type CR 101, Square D class 2510, or equal. Provide starters in NEMA 1
enclosures where mounted separately. Where starters are panel mounted provide a
stainless steel flush plate. The Contractor is responsible for the provision of correct size
overload heaters.
H. Individual Circuit Breakers:
Circuit breakers shall be the molded case type of the frame and trip rating noted on the
drawings in NEMA 1 enclosure unless noted otherwise. Circuit breakers shall be General
Electric, Square D, Westinghouse, or equal. All circuit breakers shall be calibrated for an
ambient temperature of 40 degrees centigrade, or ambient compensated where indicated.
I. Dry -Type Transformers:
Dry -type transformers shall be quiet design, air cooled, three phase, two winding type.
Three phase units 15-KVA size and above shall have one coil per phase.
Voltage rating shall be 480/208/120 volts wye, 60 cycle, unless otherwise indicated. The
KVA rating shall be as shown on the drawings. The transformers for 30-KVA and above
shall have four 2-1/2% FCBN taps and 2-above, shall be suitable for indoor service and
arranged for floor or wall mounting as shown on the drawings. Insulation for 30-KVA and
above shall be Class H with an average temperature rise not to exceed 150 degrees
centigrade based on forty degrees centigrade ambient at full load. Below 30-KVA, Class B,
F or H insulation and two 5% FCBN taps.
Transformer core -and -coil assemblies shall be mounted on rubber in shear vibration
dampeners. Rated sound level shall be not less than 5% below NEMA maximums.
All external wiring connections to units shall be made with flexible steel conduit having
connectors on each end.
Transformers shall meet the requirements of ANSI, NEMA, and IEEE standards, and shall
be General Electric, Square D, Westinghouse, or equal. Transformers shall be complete with
necessary mounting brackets or hangers and an enclosure shall be furnished suitable for
indoor or outdoor use, where indicated on the drawings.
16-C-5

1. Power Centers:
Provide Square D type MPZ packaged assembly consisting of 480 V, 2 pole main circuit
breaker, 480-120/240 V transformer, and 120/240 V, 1 phase panelboard all in
weatherproof enclosure, where noted on the plans.
End Section 16-C
16-C-6

DIVISION 16 - ELECTRICAL
16-L: WIRE AND CABLE
A. General
Although such work is not specifically shown or specified, all supplementary or miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete,
and compatible installation shall be furnished and installed as part of this work.
All conductors except as otherwise noted on drawings shall be in copper and shall conform
to Underwriters' standards, marked in accordance with NEC requirements and the ICEA
where applicable. All conductors (cables, including conductor identifications) and other
components (copper, coating, stranding, insulation, jacket, and, where applicable, tape and
filler) shall meet the requirements specified and also the requirements of the latest revisions
of Insulated Cable Engineers Association (ICEA) Spec. No. S-66-524. The size of
conductors shall be based on American Wire Gauge (AWG) or circular mils.
Each insulated conductor shall be marked on the outer covering, giving voltage, type, and
size so that it can be readily identified after installation.
B. Materials:
600 Volt Power and Control Cable:
All conductors are to be made of stranded soft annealed bare copper per ASTM B3.
Stranding shall be Class B.
The insulation shall be 900 C polyvinyl chloride (PVC) to the thickness required by UL for
Type THHN and THWN. A nylon sheath jacket shall be placed over the PVC insulation.
Control wire shall be number 14 AWG stranded unless otherwise noted.
All cable shall be UL listed Type TC for installation in conduit duct, tray, rack, or direct burial.
Cable for VFD output to motors shall be Belden, or approved equal, Cat. No. 29502, 29503,
29504, or 29505 as noted on the plans.
Instrumentation Cable:
Cable used in the instrumentation system shall be AWG #18, twisted shredded pair, with
overall outer covering.
16-L-1

C. Inspection:
Installer must examine the areas and conditions under which cable, wire, and connectors
are to be installed and notify the Contractor in writing of the conditions detrimental to the
proper and timely completion of the work. Do not proceed with the work until unsatisfactory
conditions have been corrected in a manner acceptable to the installer.
D. Installation:
Install electrical cable, wire, and connectors as indicated, in accordance with the
manufacturer's written instructions, the applicable requirements of NEC and the National
Electrical Contractors Association's "Standard of Installation", and in accordance with
recognized industry practices to insure that products serve the intended functions.
Pull conductors together where more than one is being installed in a raceway.
Use pulling compound or lubricant, when necessary; compound must not deteriorate
conductor and insulation.
Do not use a pulling means, including fish tape, cable, or rope which can damage the
raceway.
Install exposed cable, parallel and perpendicular to surface or exposed structural members
and follow the surface contours, where possible.
Conductor splices must be approved by Engineer before making.
Install splices and taps which have equivalent -or -better mechanical strength and insulation
as the conductor.
Use splice and tap connectors which are compatible with the conductor material.
E. Field Quality Control:
Prior to energization, check cable and wire for continuity of circuitry and for short circuits.
Correct malfunction when detected.
Subsequent to wire and cable hook-ups, energize circuitry and demonstrate functioning in
accordance with requirements.
F. Acceptance Tests:
Upon completion of any electrical installation by the Contractor and prior to acceptance by
the Engineer, the installation will be tested to insure its reliability and corrections will be
made where deficiencies are found.
These tests will be carried out by the Contractor in the presence of the Engineer and the
equipment manufacturer's engineers if applicable.
16-L-2

The Contractor will furnish skilled personnel who are familiar with the installation to perform
the tests and record the results.
Wire and cable rated 600 volt and of size 250 MCM and larger shall be tested for insulation
between conductors and ground with a 1000 volt megger. All other 600 V wire and cable
need to be tested only where damage is suspected.
All cables shall be disconnected from bus and equipment at each end before being tested.
All necessary safety precautions must be exercised during the tests.
A record shall be made of all tests and provided to the Engineer.
End Section 16-L
16-L-3

INDEX OF DRAWINGS I MODIFICATIONS
BCS1 BUILDING CODE SUMMARY
BCS2 BUILDING CODE SUMMARY (CONT.)
1 SITE PLAN - EXISTING CONDITIONS 0.25 MGD TREATMENT PLANT
2 SITE PLAN - PROPOSED EXPANSION 0.50 MGD TREATMENT PLANT CHATHAM COUNTY, NORTH CAROLINA
3 EXISTING PLANT LAYOUT AND PROPOSED EXPANSION
4 PROCESS FLOW AND AIR FLOW SCHEMATICS
5 HYDRAULIC PROFILE
•
6 PHASE 1- NEW PLANT CONSTRUCTION SECTIONAL PLAN 1 @ ELEV. 572.25 OWN Re
7 PHASE 1- NEW PLANT CONSTRUCTION SECTIONAL PLAN 2 @ ELEV. 572.25
8 PHASE 1- NEW PLANT CONSTRUCTION SECTIONAL PLAN 3 @ ELEV. 572.25 OLD NORTH STATE WATER CO., LLC
9 PHASE 1- NEW PLANT CONSTRUCTION SECTIONAL PLAN 4 @ ELEV. 572.25
10 PHASE 1- NEW PLANT CONSTRUCTION SECTIONAL PLAN 5 @ ELEV. 572.25 P.O. BOX 10127
11 PHASE 1 NEW PLANT CONSTRUCTION SECTIONAL PLAN 6 @ ELEV. 572.25
12 PHASE 1- NEW PLANT CONSTRUCTION TOP PLAN 1 BIRMINGHAM, AL 35202
13 PHASE 1 NEW PLANT CONSTRUCTION TOP PLAN 2
14 PHASE 1- NEW PLANT CONSTRUCTION TOP PLAN 3
15 PHASE 1- NEW PLANT CONSTRUCTION TOP PLAN 4
16 PHASE 1- NEW PLANT CONSTRUCTION TOP PLAN 5
17 PHASE 1- NEW PLANT CONSTRUCTION TOP PLAN 6 •
18 PHASE 1- NEW PLANT CONSTRUCTION - SCREENING PLATFORM - TOP PLAN, DESIGNERS.
SECTIONAL PLAN, SECTIONS, AND DETAILS
19 PHASE 1- NEW PLANT CONSTRUCTION - CLARIFIERS - ENLARGED PLAN, SECTIONS,
AND DETAILS
20 PHASE 1-NEW PLANT CONSTRUCTION -MEDIA FILTERS -SECTIONAL PLAN, SECTIONS DIEHLAND DETAILS & PHILLIPS, P.A. DIXON ASSOCIATES
21 PHASE 1- NEW PLANT CONSTRUCTION - WALL ELEVATION KEY PLAN CONSULTING ENGINEERS, INC.
22 PHASE 1- NEW PLANT CONSTRUCTION - WALL ELEVATIONS CONSULTING ENGINEERS - LIC. NO. C-0465
23 PHASE 2 - MODIFICATIONS TO EXISTING PLANT SECTIONAL PLAN 1 @ ELEV. 572.25 6101 Crescent KnoH Drive
24 PHASE 2-MODIFICATIONS TO EXISTING PLANT SECTIONAL PLAN 2 @ELEV. 572.25 1500 PINEY PLAINS RD., SUITE 200 Raleigh, North Carolina 27614
(919) 8 7 0— 7 0 0 5, NC License N o. C —17 9 6
25 PHASE 2 - MODIFICATIONS TO EXISTING PLANT SECTIONAL PLAN 3 @ ELEV. 572.25 [phone] • CARY, N.C. 27518
26 PHASE 2 - MODIFICATIONS TO EXISTING PLANT TOP PLAN 1
27 PHASE 2 - MODIFICATIONS TO EXISTING PLANT TOP PLAN 2
28 PHASE 2 - MODIFICATIONS TO EXISTING PLANT TOP PLAN 3
29 SECTIONS 'A' THROUGH 'G' - lit
30 PHASE 1- NEW PLANT CONSTRUCTION - SECTIONS 'H' THROUGH 'L', AND DETAILS
ENCORE AT BRIAR CHAPEL PROJECT',L•
31 SECTIONS 'M' THROUGH 'Q', AND DETAILS HOMEOWNERSPALAIID ASSOCIATION INC BRIAR AS CHAPELINCCOMMUNITY * _ +
PARCEL ID:92371 SITE h1iJv �# ik ]s -i ' ``•�°�,i� flg'
i �r't �� �. �• {:�. � � .� Ktiti�i�ew f<n � � �-� i?�
32 CHEMICAL FEED SCHEMATICS, ODOR CONTROL AND MISCELLANEOUS DETAILS _ -
PROPERIY
33 ALUMINUM STAIRS AND MISCELLANEOUS DETAILS ,±-
34 EROSION CONTROL PLAN I NMI
35 EROSION CONTROL DETAILS f f $'`4 F '
In
'� Wlydrlmd� �'
E1 POWER DISTRIBUTION PLAN OLD NORTH STATE WATERe;d� �''� �, r► '
COMPANY LLC ;
PARCEL ID: 87080 *' Lr
�� PIN: 9765 00 451313
E2 ONE LINE DIAGRAM , .
E3 ENLARGED ELECTRICAL PLAN 1 EXIST. WET WEATHER STORAGE POND
E4 ENLARGED ELECTRICAL PLAN 2 #meµ ' °`�$ ; mil. V.;
E5 ENLARGED ELECTRICAL PLAN 3
NNP BRIAR CHAPEL LLC
PARCEL ID: 87024
F I r v Margaret C. „��.3G.r+. Ridge
E6 ENLARGED ELECTRICAL PLAN 4 _ MiddeS I�,q'..- ' `
O BRIAR CHAPEL COMMUNITY
E7 ENLARGED ELECTRICAL PLAN 5 ASSOCIATION INC w AndT"izi Sr ,,�
PARCEL ID: 82826 7 , " ' ' 1 N #,�,{{
—Wet/
E8 SCREENING PLATFORM - ELECTRICAL AND PANEL SCHEDULES a T diol%
E9 ELECTRICAL DETAILS
S1 FOUNDATION/LOWER LEVEL PLAN ParR w � *°
• i► 6rizI
BOULDER POINT DR a
S2 TOP PLAN "' Chapin'
S3 SECTIONS _ .x•
S4 SECTIONS -- /yek
4
Fncr• .. _—
S5 SECTIONS ------ VICINITY MAP
S6 SCREENING STRUCTURE PLANS, GENERAL NOTES AND DETAILS SITE MAP NO SCALE
S7 DETAILS NO SCALE

2018 APPENDIX B
BUILDING CODE SUMMARY FOR ALL COMMERCIAL PROJECTS
(EXCEPT 1 AND 2-FAMILY DWELLINGS AND TOWNHOUSES
(Reproduce the following data on the building plans sheet 1 or 2)
Name of Project: Briar Chapel WWTP Expansion and Modifications
Address: 178 Boulder Point Drive, Chapel Hill, NC Zip Code 27516
Owner/Authorized Agent: John McDonald Phone # ( 205 ) 326 - 3355 E-Mail imcdonald&integrawater.com
Owned By: ❑ City/County ® Private ❑ State
Code Enforcement Jurisdiction: ❑ City ❑X CountyChatham ❑ State
CONTACT:
DESIGNER FIRM
NAME LICENSE # TELEPHONE # E-MAIL
Architectural
�)
Civil Diehl & Phillips, P.A. John F. Phillips 10130 919 467-9972 ifphillipsl7a,bellsouthmet
Electrical
(_)
Fire Alarm
�)
Plumbing
()
Mechanical
�)
Sprinkler -Standpipe
(_)
Structural Dixon Associates Consulting Engineers, Inc. William P. Dixon 10958 919 870-7005 [e-mail]
Retaining Walls >5' High
(�
Other
�)
("Other" should include firms and individuals such as truss, precast, pre-engineered, interior designers, etc.)
2018 NC BUILDING CODE:
❑ New Building 0 Addition ❑ Renovation
❑ I` Time Interior Completion
❑ Shell/Core - Contact the local inspection jurisdiction for possible additional
procedures and requirements
❑ Phased Construction - Shell/Core- Contact the local inspection jurisdiction for
possible additional procedures and requirements
2018 NC EXISTING BUILDING CODE: EXISTING: ❑ Prescriptive ❑ Repair ❑ Chapter 14
Alteration: ❑ Level I ❑ Level II ❑ Level III
❑ Historic Property ❑ Change of Use
CONSTRUCTED: (date)
CURRENT OCCUPANCY(S) (Ch. 3):
RENOVATED: (date)
PROPOSED OCCUPANCY(S) (Ch. 3):
RISK CATEGORY (Table 1604.5): Current: ❑ I ❑ II ❑X III ❑ IV
Proposed: ❑ I ❑ II ❑X III ❑ IV
BASIC BUILDING DATA
Construction Type: ❑ I -A ❑ II -A ❑ III -A ❑ IV ❑ V-A
(check all that apply) ❑ I-B X❑ II-B ❑ III-B ❑ V-B
Sprinklers: X❑ No ❑ Partial ❑ Yes ❑ NFPA 13 ❑ NFPA 13R ❑ NFPA 13D
Standpipes: X❑ No ❑ Yes Class ❑ I ❑ II ❑ III ❑ Wet ❑ Dry
Fire District: ❑ No ❑ Yes Flood Hazard Area: X❑ No ❑ Yes
Special Inspections Required: ❑ No X❑ Yes (Contact the local inspection jurisdiction for additional
procedures and requirements.)
2018 NC Administrative Code and Policies Revised 6/15/2020
FIRE PRQTECT1QN AQ; TS
BUILDING ELEMENT
FIRE
SEPARATION
DISTANCE
(FEET)
REJD
T
RO ED
(W7
REDUCTION)
DE IL #
D
SHEET #
DESIGN #
FOR
RATED
ASSEMBLY
DESIGN #FOR
RATED
PENETRATION
DESIGN #
FOR
RATED
JOINTS
Stru oral Frame,
include columns, gird s,
trusses
PPT
T
A
R1
- _P
Z
Bearing Wa
Exterior
North
East
West
South
Interior
Nonbearing Walls and
Partitions
Exterior walls
North
East
West
South
Interior walls and partitions
Floor Construction
Including supporting beams
and joists
Floor Ceiling Assembly
Column Supporting Floors
Roof Construction, including
supporting beams and joists
Roof Ceiling Assembly
Column Supporting Roof
Shaft Enclosures - Exit
Shaft Enclosures - Other
Corridor Separation
Occupancy/Fire Barrier
Separation
Party/Fire Wall Separation
Smoke Barrier Separation
Smoke Partition
Tenant/Dwelling Unit/
Sleeping Unit Separation
Incidental Use Separation
* Indicate section number pfrmitting reduction
PERCENTAGE OF WALL OPENING CALCULATIONS
FIRE PARATION
DIST CE (FEET FROM
P PERTY LINES
DEGREES OF OPENINGS
PROTECTION
(TABLE 705.8)
ALLOWABLE AREA
(%)
ACTUAL SHOW N
PLANS (%)
2018 NC Administrative Code and Policies
Appendix B for Building
FOR EXISTING (SQ NEW (SQ FT) RENO/ALTER SUB -TOTAL
AFloor
3Floor
2ad Floor
Mezzanine
I" Floor
Basement
TOTAL
ALLOWABLE AREA
Primary Occupancy Classificat n: SELECT ONE
Assembly ❑ A-1 ❑ A-2 ❑ -3 ❑ A-4 ❑ A-5
Business ❑
Educational ❑
Factory ❑ F-1 Moderate ❑
Hazardous ❑ H-1 Detonate ❑ H-2
Institutional ❑ I-1 Condition ❑ 1
❑ 1-2 Condition ❑ 1
❑ 1-3 Condition ❑ 1
❑ 1-4
Mercantile ❑
Residential ❑ R-1 ❑ R-2 ❑ R-3 ❑ R-4
Storage ❑ S-1 Moderate
❑ Parking Garage ❑ Open
Utility and Miscellaneous ❑
Accessory Occupancy Classification(s):
Incidental Uses (Table 509):
Special Uses (Chapter 4 — List Code Secti s)
F-2 Low
flagrate ❑/3[[::]
ust ❑ H-4 Health ❑ H-5 HPM
2
2 ❑5
' S-2 Lo ❑ High -piled
Enclosed ❑ Repair Garage
Special Provisions: (Chapter 5 — List C e Sections):
Mixed Occupancy: ❑ No ❑ Yes Separation: Hr
❑ Non-Se/(8.4)
se (508.
The requof co traction for the building shall be determined by applyi\heh area limitations
for eachplic le occupancies to the entire building. The most restrictiction, so
determil a ly to the entire building.
❑ Separate8.4) -
See beloea calculations for each story, the area of the occupancy shall bm of the
ratios ofal floor area of each use divided by the allowable floor area forof exceed 1.
Actu Occu anc A + Actual Area of Occupancy B <
AllovXble Area of Occupancy A Allowable Area of Occupancy B
e:
2018 NC Administrative Code and Policies
'W (SFCTI 10��
+ ...... = < 1
Appendix B for Building
LOT OR PARKING
TOTAL # OF PARKING SPACES OF ACC IBL
PACES PROVIDED TOTAL #
AREA
REQUIRED
PROVIDED RE R ITH
5 CES
AISLE
VAN SPACES WITH ACCESSIBLE
13 CESS 8' ACCESS PROVIDED
AISLE AISLE
T-3
TOTAL
11-4 11-
1— 1
1 1
A -A
I E-1
l i � � J� � �� Z � i/ J� i
PLUMBING FIXTURE REQUIREMENTS
(TABLE 2902.1)
USE
ATERCLOSETS
URINALS
LAVATORIES
SHO S
S
DRINKING FOUNTAINS
MALE
MALE
UNISEX
MALE
FEMALE
UNISEX
REGULAR
ACCESSIBLE
SPACE
EXIST IG
NEW
REQ'D
STORY
NO.
DESCRIPTION AND
USE
(A)
BLDG AREA
STORY (ACTU L)
A E 506.
REA
(C)
R A FOR FRONTAGE
INCREASEJ5
(D)
ALLOWABLE AREA PER
STORY OR UNLIMITED2,3
PA I
V
L
A�C
AdiL
Ali
I Frontage area in eases from Section 506.3 are computed thus:
a. Perimeter w 'ch fronts a public way or open space having 20 feet minim/ries)(506.2).
)
b. Total Buildin\total
r = (P)
c. Ratio (F/P) _(F/I
d. W = Minimupublic way = (W)
e. Percent of froease If = 100 [ F/P - 0.251 x W/30 = 2 Unlimited area applie conditions of Section 507.
Maximum Building al mber of stories in the building x D (maximu
a The maximum area rking arages must comply with Table 406.5.4
Frontage increase isthe uns 'nklered area value in Table 506.2.
ABLE
AL OWABLE
(TA E 503)
SHOWN ON PLANS
CODE REFERENCE
Building Height in Feet (Table 504.3)
Building Height in Stories (Table 504.4)
ENERGY SUMMARY
ENE GY REQUIRE EN
The fol wing data sh e co 'de ini and an sp ial at ibut quire to eLtheo h /infoation
Conserva 'on Code Is o rovi ac Desig r . 11 furnis qui tth p 'eor
the plan dat beet. a me stat e or st e y
cost for the pr osed design.
Existing building a elope complies with code: ❑ No ❑ Yes (The remainder of this section is not a icable)
Exempt Building: ❑ O ❑ Yes (Provide Code or Statutory reference):
Climate Zone: 3A ❑ 4A ❑ 5A
Method of Complianc • Energy Code ❑ Performance ❑ Presc ' tive
SHRAE 90.1 ❑ Performance ❑ Pre iptive
( "Other" specify source here)
THERMAL ENVELOPE (Prescriptive thod only)
Roof/ceiling Assembly (each assemb )
Description of assembly:
U-Value of total assembly:
R-Value of insulation:
Skylights in each assembly:
U-Value of skylight:
Total square footage of skylights in each a!
Exterior Walls (each assembly)
Description of assembly:
U-Val/ndd
tal assembly:
R-Valsulation:
Openindows or door ith glazing)
lue of asse ly:
r heat gal oefficient:
ction f tor: _
R-V ues:Walls below gassembly)Descrif assembly:U-Valtal assembly:R-Valsulation:
Floors
v�escription
unconditioned space (each assembly)
of assembly:
U-Value of total assembly:
R-Value of insulation:
loors slab on grade
Description of assembly: _
U-Value of total assembly:
R-Value of insulation: _
Horizontal/Vertical requirement:
Slab Heated: _
2018 NC Administrative Code and Policies
mbly:
Appendix B for Building
FIRE PRCTLQN REQUIREMENTS
BUILDING ELEMENT
FIRE
SEPARATION
DISTANCE
(FEET)
RE D
T
O ED
(V
REDUCTION)
IL #
DJD
S #
DESIGN #
FOR
RATED
ASSEMBLY
DESIGN # FOR
RATED
PENETRATION
DESIGN #
FOR
RATED
JOINTS
Stru Ural Frame,
include columns, gird
I_
russes
T
A
RT
T7
BearingAPP
Wa
Exterior
North
East
West
South
Interior
Nonbearing Walls and
Partitions
Exterior walls
North
East
West
South
00,
Interior walls and partitions
Floor Construction
Including supporting beams
and joists
Floor CeilingAssembly
Column Supporting Floors
Roof Construction, including
su ortin beams and joists
Roof CeilingAssembly
Column Supporting Roof
Shaft Enclosures - Exit
Shaft Enclosures - Other
Corridor Separation
Occupancy/Fire Barrier
Separation
Party/Fire Wall Separation
Smoke Barrier Separation
Smoke Partition
004
Tenant/Dwelling Unit/
Sleeping Unit Separation
Incidental Use Separation
* Indicate section number a6mittine reduction
PERCENTAGE OF WALL OPENING CALCULATIONS
FIRE PARATION
DIST CE (FEET FROM
P PERTY LINES
DEGREES OF OPENINGS
PROTECTION
(TABLE 705.8)
ALLOWABLE AREA
(%)
ACTUAL SHO N
PLANS (%)
2018 NC Administrative Code and Policies
Appendix B for Building
2018 APPENDIX B
BUILDING CODE SUMMARY FOR ALL COMMERCIAL PROJECTS
STRUCTURAL DESIGN
(PROVIDE ON THE STRUCTURAL SHEETS IF APPLICABLE)
DESIGN LOADS:
Importance Factors:
Snow (Is)
1.10
Seismic
Live Loads:
Roof
20
psf
Mezzanine
------
psf
Floor
300
psf
Ground Snow Load:
15 psf
Wind Load:
Ultimate Wind Speed
120 mph (ASCE-7)
Exposure Category C
SEISMIC DESIGN CATEGORY:
❑ A N B ❑ C ❑ D
Provide the following Seismic Design Parameters:
Occupancy Category (Table 1604.5) ❑ I ❑ II N III ❑ IV
Spectral Response Acceleration
Ss 16.4 %g St 8.0 %g
Site Classification (ASCE 7)
❑ A ❑ B N C ❑ D ❑ E ❑ F
Data Source:
N Field Test ❑ Presumptive ❑ Historical Data
Basic structural system
® Bearing Wall ❑ Dual w/Special Moment Frame
❑ Building Frame ❑ Dual w/Intermediate R/C or Special Steel
❑ Moment Frame ❑ Inverted Pendulum
Analysis Procedure:
❑ Simplified N Equivalent Lateral Force ❑ Dynamic
Architectural, Mechanical, Components anchored? N Yes ❑ No
LATERAL DESIGN CONTROL:
Earthquake ❑ Wind N
SOIL BEARING CAPACITIES:
Field Test (provide copy of test report) 3,000 psf
Presumptive Bearing capacity
psf
Pile size, type, and capacity
2018 NC Administrative Code and Policies
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
NONE
FILE
TP—Exnan
ILca
U )
O
NUo
w
z
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NU
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FOR U
CONSTRUCTION U
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.%�,� CARO % Q
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53

\ BUILDING CODE SUMMARY FOR ALL COMMERCIAL PROJECTS /
Thermal
MECHANICA ESIG
A]RPM1:jC:
AABLE
C)
SERVICE SYSTEMS AND EQUIPMENT
bulb:
y bulb:
Interior design con on;
winter dry bulb.
summer dry bulb:
relative humidity:
Building heating load:
Building cooling load:
Mechanical Spacing Conditioning Sys
Unitary
description of unit:
heating efficiency:
cooling efficiency:
size category of unit:
Boiler
Size category. If oversized,
Chiller
Size category. If oversized,
List equipment efficiencies: Z
2018 NC Administrative Code and Policies
reason.:
Appendix B for Building
BUILDING CODE SUMMARY FOR ALL COMMERCIAL PROJECTS
ELECTRICAL ESIGN
APPEL
I-C:A
P C BLE)
ELECTRICAL YSTEM AND EQUIPMENT
Method ofmpliance: Energy Code: ❑ Prescriptive ❑ Performance
\ ASHRAE 90.1: ❑ Prescriptive ❑ Performance
Lighting schedule ach fixture type)
lamp type re ired in fixture
number of lam in fixture
ballast type used i the fixture
number of ballasts i ixture
total wattage per fixtur
total interior wattage spe ' ied vs. allowed (whole building o pace by space)
total exterior wattage speci d vs. allowed
Additional Efficiency Package Options
(When using the 2018 NCECC; not requi d for ASHRA 90.1)
❑ C406.2 More Efficient Mechanic a Equipme
❑ C406.3 Reduced Lighting Power De city
ElC406.4 Enhanced Digital Lighting Co s
ElC406.5 On -Site Renewable Energy
ElC406.6 Dedicated Outdoor Air Syst
❑ C406.7 Reduced Energy Use in S vice Wate eating
2018 NC Administrative Code and Policies
Appendix B for Building
DI SIGN)
�J�E
DRAWN
JLB
CHECKED
J Fr=
SCAT F
NONE
FILL
TPExoansion
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n •
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10130
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BCS2
53

ENCORE AT BRIAR CHAPEL
HOMEOWNERS ASSOCIATION INC
PARCEL ID: 92072 BRIAR CHAPEL COMMUNITY
ASSOCIATION INC
PARCEL ID: 92371
OLD NORTH STATE WATER
COMPANY LLC
PARCEL ID: 87080
PIN: 9765 00 451313
I J I \\
EXIST. YARD INLET
\ TOP-560.46
OUT-558.60
\�1
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II EXIST. YARD INLET
TOP-561.38
OUT-559.67
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\ TOP-560.99 ���—
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\ / IN2-560.07
\ �a \ / OUT-559.82
— — — — — — — — — — — — — — — — — — — — — — ---
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*(USE ASSUMED ELEV. OF 561.00 FOR ALL /
STRUCTURE DRAWINGS)*
IX
1
NNP BRIAR CHAPEL LLC
PARCEL ID: 87024
N
MAIN CIRCUIT RRFAKFR
6' HIGH CHAIN
LINK FENCE
FINAL DESIGN -
NOT RELEASED
FOR
CONSTRUCTION
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
I" = 20'
FILE
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ENCORE AT BRIAR CHAPEL
HOMEOWNERS ASSOCIATION INC
PARCEL ID: 92072 BRIAR CHAPEL COMMUNITY
ASSOCIATION INC
PARCEL ID: 92371
— -- -- -- — -- — -- -- -- -- -- -- ---
EXIST. YARD INLET II
TOP-561.38
OUT-559.67
EXIST. YARD INLET
TOP-560.46
OUT-558.60
CKD
EXIST. YARD INLET
NNP BRIAR CHAPEL LLC
PARCEL ID: 87024
OLD NORTH STATE WATER
COMPANY LLC
PARCEL ID: 87080
PIN: 9765 00 451313
MAIN I,IK( UII btKL9KLK
TRANSFORMER i
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i
6' HIGH CHAIN
LINK FENCE
4
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53

DESIGN
JFP
DRAWN
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CHECKED
JFP
SCALE
1 "
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FILE
TP-Expansion
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XI TING AERATIO EXIST INGAERATION
ZONE #1 ZONE #1 AERATION ZONE
ANOXIC IC EXIST. EXIST.
NOXI OXIEXIST. V O
OXI NOXI #4 #3 yz�a�zwzarrOUO�NV�H�1I^�^Fw--V
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UO O - EXIST. EXIST. EXISTING AERATION EXIST. EXIST. I E IST G A RATI N z
CLARIFIER CLARIFIER ZONE#2CLARIFIERCLARIFIERZONE#2 CLARIFIER CLARIFIER
#2 #1 #2 AERATION ZONE #4#s #1 U#4I
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a?_______L_____� 4- - -.--
E IST. 12 E IST. 12
C CNT T EX STCHE IC EX STCHE ILCDIRA ILDE I
EXIST.
BLOWERS MUDWELL � EXIST. EXIST.
MUDWELL MUDWELL
F R4Fi F R F R
Hill
EXISTINEXISTING
GENERATOR GENERATOREXIST.
EXIST. BACKWASH EXIST. BACKWASHCLEARWELL CLEARWELL PUMPSCLEARWELL PUMPS
z ER
-----------_ � __ .v. u.v.&PosT POST W `
SAMPLER SAMPLER O
U:z
OFFICE OFFICE
BUILDING BUILDING ZU
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EXISTING PLANT LAYOUT PROPOSED EXPANSION z0
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NOT RELEASED
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SHEETODORROL 1 13
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53
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SUPERNATANT DECANT SLUDGE
AIRLIFT (TYP. OF TWO) HOLDING 2
EXISTING
EXISTING
STATIC
SLUDGE
SCREEN
HOLDING 1
(BACK-UP FOR
FINE SCREEN)
F_
EX. AERATION
AERATION
BASIN No. 1
BASIN No. 3
r
EX. AERATION
AERATION
BASIN No. 2
BASIN No. 4
EXISTING
BACI� 11ASII
PUMPS
RPR
EXIST.
IRRIG.
EXIST. PUMPS
RETURN FLOW EXISTING P EX. ANOXIC 1 EXISTING EXISTING R1R EXIST. EXIST. P EX. FILTER 1 EXISTING UV
FROM FIVE CLARIFER 1 CHLORINE EXISTING
DAY POND FLOW EQ. REACTORL SELECTOR CLEARWELL
BASIN 1 p Lm"w EX. ANOXIC 2 ZONE ZONE p EXIST. CONTACT P MUDWELL EX. FILTER 2
CLARIFER 2 CHAMBER
NF' OF N' HOW FINE SCREEN
FROM F3RIAR
�;HAPT' HUMP W�INTERNALIF
STAIIONS VALVE (TYP.)
BYPASS & BAR
RACK Ur
WASHED �P P CLARIFER 3 CHLORINE OPFILTER 3
SCREENINGS FLOW EQ. ANOXIC 1 REACTOR SELECTOR
To LANDFILL BASIN 2 FLOCONTACT MUDWELL CLEARWELL
p METER ANOXIC 2 ZONE ZONE P CLARIFER 4 CHAMBER
(TYP.) � P \ FILTER 4
REACTOR TANK
DIFFUSED AERATION
SELECTOR TANK
DIFFUSED AERATION
CHLORINE CONTACT
CHAMBER DIFFUSED
AIR -MIXER
MOTORIZED
VALVE (IYP.)
FILTER #3 AIR M
SCOUR
EX. REACTOR TANK
DIFFUSED AERATION
EX. SELECTOR TANK
DIFFUSED AERATION
CLARIFIERS #1 & #2
SCUM AIRLIFTS
EX. CHLORINE
CONTACT CHAMBER
DIFFUSED AIR -MIXER
POST AERATION
DIFFUSERS
M
FILTER #1 AIR
SCOUR
M FILTER #4 AIR M FILTER #2 AIR
SCOUR SCOUR
BLOWER
No. 1
EX. SLUDGE HOLDING
TANK SUPERNATANT
DECANT AIRLIFT
EX. AERATION
ZONE 1 DIFFUSERS
EX. AERATION
ZONE 2 DIFFUSERS
FLOW EQ.
BASIN
DIFFUSED
AERATION
BLOWER
No. 6
BLOWER
No. 2
SLUDGE HOLDING
TANK SUPERNATANT
DECANT AIRLIFT
BLOWER
No. 7
EX. FLOW EQ.
BASIN
DIFFUSED
AERATION
AERATION ZONE 3
DIFFUSERS
AERATION ZONE 4
DIFFUSERS
BLOWER
No. 8
BLOWER
No. 3
AIR FLOW SCHEMATIC
PROCESS FLOW SCHEMATIC
EXIST. SLUDGE
HOLDING
TANK
DIFFUSED
AERATION
BLOWER
No. 4
AIR FLOW SCHEMATIC NOTES
BLOWERS 1 THROUGH 5 - THESE BLOWERS WILL BE OPERATING ON VFD'S. EACH
BLOWER HAS A MAXIMUM CAPACITY OF 300 SCFM, WHICH IS ADEQUATE FOR THE
VARIOUS USES LISTED. EACH SLUDGE HOLDING TANK CAN BE AERATED AT A RATE OF
30 SCFM PER 1,000 CUBIC FEET, OR MORE, DEPENDING ON THE LIQUID VOLUME. THE
FLOW EQUALIZATION BASINS CAN BE AERATED AT A RATE OF 1.99 SCFM PER 1,000
GALLONS, WHICH EXCEEDS THE TEN STATES STANDARDS RECOMMENDED MINIMUM OF
1.25 SCFM PER 1,000 GALLONS. THE FILTER CELLS CAN BE AIR SCOURED AT A MAXIMUM
RATE OF 3.3 SCFM PER SQUARE FOOT OF FILTER SURFACE AREA. THE REACTOR AND
SELECTOR ZONES AND THE POST -AERATION BASIN CAN BE AERATED AT A RATE OF 30
SCFM PER 1,000 CUBIC FEET. THE CLARIFIER SCUM AIRLIFTS AND CHLORINE CONTACT
CHAMBER DIFFUSERS (TO PROMOTE MIXING THE CHLORINE SOLUTION WITH THE
CLARIFIER EFFLUENT) CAN BE SUPPLIED AT 10 TO 20 SCFM EACH. BLOWER NO. 3 IS THE
REDUNDANT BLOWER THAT CAN BE USED IN PLACE OF BLOWERS 1, 2, 4, OR 5, TO
ALLOW EQUALIZED BLOWER RUN TIMES AND BLOWER MAINTENANCE WITHOUT
INTERRUPTION OF THE PLANT OPERATIONS.
BLOWERS 6 THROUGH 8 - THESE BLOWERS WILL BE OPERATED ON VFD'S, AND EACH
BLOWER HAS A MAXIMUM CAPACITY OF 700 SCFM. ONE BLOWER IS ADEQUATE TO
SUPPLY ONE AERATION PROCESS TRAIN; NORMALLY TWO BLOWERS WILL BE OPERATED
TO SUPPLY THE AIR REQUIRED FOR BOTH PROCESS TRAINS (TOTAL OF FOUR AERATION
ZONES). THE AERATION BASINS WILL UTILIZE FINE BUBBLE DIFFUSERS, AND THE
PROCESS AIR REQUIREMENTS EXCEED THE MIXING AIR REQUIREMENTS. THE BASINS
CAN BE AERATED AT A RATE UP TO 0.17 SCFM PER SQUARE FOOT OF TANK FLOOR AREA.
SLUDGE
HOLDING
TANK
DIFFUSED
AERATION
BLOWER
No. 5
EXIST. POST -
AERATION
PROCESS FLOW SCHEMATIC NOTES
EXIST. EEF.
FLOW &
TURBIDITY
MEASUREMENT
EXIST. WET
WEATHER
STORAGE
POND
EXIST. 5-DAY
UPSET POND
TO FLOW
EQ. BASIN
P To
IRRIGATION
,P
P
EXIST.
RETURN
PPUMPS
DESIGN FLOWS
250,000 GPD FOR EXISTING PLANT AND 250,000 GPD FOR PLANT EXPANSION =
500,000 GPD (347 GPM) AVERAGE DAILY FLOW
1,250,000 GPD (868 GPM) PEAK FLOW RATE
INFLUENT FINE SCREEN
ONE FINE SCREEN WITH 1/4 INCH OPENINGS. SCREENINGS WILL BE WASHED, COMPACTED, AND BAGGED, WITH THE BAGGED SCREENINGS COLLECTED IN A
DUMPSTER FOR LANDFILL DISPOSAL. FINE SCREEN CAN BE BYPASSED TO A MANUALLY CLEANED BAR RACK WITHIN THE SCREEN TANK, IF MAINTENANCE IS
REQUIRED FOR THE FINE SCREEN. THE EXISTING STATIC SCREEN WILL REMAIN IN PLACE AS A SECOND REDUNDANT SCREEN.
FLOW EQUALIZATION BASIN
EXISTING FLOW EQUALIZATION (FE) BASIN HAS A VOLUME OF 75,400 GALLONS. A SECOND FE BASIN WILL BE ADDED, PROVIDING A COMBINED STORAGE VOLUME
OF 150,800 GALLONS. THE FLOATING AERATOR IN THE EXISTING FE BASIN WILL BE REMOVED, AND BOTH BASINS WILL HAVE A COARSE BUBBLE DIFFUSED
AERATION SYSTEM INSTALLED. THE EXISTING FE BASIN HAS TWO SUBMERSIBLE PUMPS, AND THE SECOND FE BASIN WILL ALSO HAVE TWO SUBMERSIBLE PUMPS.
THE EXISTING PUMP CONTROLS WILL BE REPLACED TO PROVIDE VARIABLE FREQUENCY DRIVES FOR ALL THE PUMPS. THE PUMP SPEED WILL BE VARIED BY THE
PUMP CONTROLS, AS REQUIRED TO MAINTAIN THE SETPOINT (CONSTANT) FLOWRATE SELECTED BY THE PLANT OPERATOR. FLOWRATE FEEDBACK TO BE PROVIDED
BY TWO 4-INCH MAGNETIC FLOWMETERS. IF THE SETPOINT FLOW RATE IS EXCEEDED BY THE BASIN INFLOW FOR AN EXTENDED PERIOD OF TIME AND THE
WASTEWATER RISES TO A HIGH LEVEL, THE CONTROLLER WILL THEN INCREASE THE PUMP SPEED ABOVE THE SETPOINT AS REQUIRED TO LOWER THE WATER
LEVEL. THE TWO BASINS WILL NORMALLY BE INTERCONNECTED. THE PEAK FLOW RATE CAN BE DELIVERED BY TWO OF THE FOUR PUMPS OPERATING.
ANOXIC ZONES
THE EXISTING PLANT HAS TWO ANOXIC ZONES, EACH WITH 31,500 GALLONS OF VOLUME AND TWO FLOATING MIXERS. THESE MIXERS WILL REMAIN IN USE. THE
NEW PLANT WILL ALSO HAVE TWO ANOXIC ZONES OF THE SAME VOLUME AS THE EXISTING ZONES. EACH OF THE NEW ZONES WILL HAVE ONE SUBMERSIBLE MIXER.
REACTOR ZONES
THE REACTOR ZONES ARE SMALL CHAMBERS WHERE THE FLOW FROM THE ANOXIC ZONES ARE JOINED TOGETHER. THE PLANT EXPANSION WILL HAVE A REACTOR
ZONE IDENTICAL TO THE EXISTING REACTOR ZONE. THE TWO REACTOR ZONES ARE NORMALLY INTERCONNECTED, AND THEY WILL HAVE DIFFUSED AERATION
DROPS. FLOW LEAVES THE REACTOR ZONES AND ENTERS THE AERATION ZONES.
AERATION ZONES
THE EXISTING TREATMENT PLANT HAS TWO AERATION ZONES (NO. 1 AND NO. 2), EACH WITH A VOLUME OF 189,000 GALLONS. THE PLANT EXPANSION WILL ADD
TWO MORE AERATION ZONES (NO. 3 AND NO. 4) OF EQUAL VOLUME. FLOW FROM THE REACTOR ZONES WILL PASS THROUGH ZONE NO. 1 AND TO THE DISTAL END
OF ZONE NO. 3 IN A 16-INCH PIPE. AT THE END OF THE PIPE THE FLOW WILL BE SPLIT EVENLY BETWEEN ZONES NO. 3 AND 4. HALF OF THE FLOW WILL FLOW
THROUGH ZONE NO. 3 INTO ZONE NO. 1, AND THEN THROUGH ZONE NO. 1 TO THE SELECTOR ZONES. THE OTHER HALF OF THE FLOW WILL GO THROUGH AN
IDENTICAL FLOW PATTERN FROM ZONE NO. 4 TO ZONE NO. 2, AND THEN TO THE SELECTOR ZONES. FLOW FROM THE REACTOR ZONES CAN BE DIRECTED TO ZONES
NO. 1 AND NO. 2, SHOULD ZONES NO. 2 OR NO. 4 REQUIRE DEWATERING FOR MAINTENANCE. TELESCOPING VALVES WILL BE USED TO ALLOW/BLOCK THE FLOW
INTO EACH ZONE. THE FLOATING AERATORS IN ZONES NO. 1 AND NO. 2 WILL BE REMOVED AND REPLACED WITH A FINE BUBBLE DIFFUSED AERATION SYSTEM,
WHICH WILL ALSO BE INSTALLED IN ZONES NO. 3 AND NO. 4.
SELECTOR ZONES
THE SELECTOR ZONES ARE SMALL CHAMBERS WHERE THE FLOW FROM THE AERATION ZONES ARE JOINED TOGETHER. THE PLANT EXPANSION WILL HAVE A
SELECTOR ZONE IDENTICAL TO THE EXISTING SELECTOR ZONE. THE TWO SELECTOR ZONES ARE NORMALLY INTERCONNECTED, AND THEY WILL HAVE DIFFUSED
AERATION DROPS. FLOW LEAVES THE SELECTOR ZONES AND ENTERS THE FOUR CLARIFIERS. THE FLOW IS SPLIT EVENLY BETWEEN THE CLARIFIERS BASED ON THE
CLARIFIER EFFLUENT WEIRS BEING ADJUSTED TO THE SAME ELEVATION.
CLARIFIERS
THE EXISTING PLANT HAS TWO RECTANGULAR CLARIFIERS WITH CHAIN AND FLIGHT SLUDGE SCRAPERS AND A SLUDGE STORAGE HOPPER AT THE INFLUENT END
OF THE CLARIFIER. THE PLANT EXPANSION WILL ALSO HAVE TWO CLARIFIERS OF THE SAME VOLUME AND DIMENSIONS AS THE EXISTING PLANT. EACH CLARIFIER
HAS A SURFACE OVERFLOW RATE OF 355 GPD/SF AT AVERAGE DAILY FLOW. SETTLED SLUDGE IS COLLECTED IN THE SLUDGE HOPPER OF EACH CLARIFIER AND
RETURNED TO THE INFLUENT END OF THE ANOXIC ZONE IN THE SAME PROCESS TRAIN BY VARIABLE SPEED SUBMERSIBLE PUMPS. VALVES WILL ALSO ALLOW THE
OPERATOR TO WASTE THE PUMPED SLUDGE TO EITHER SLUDGE HOLDING TANK. SCUM IS REMOVED FROM THE TWO EXISTING CLARIFIERS BY AIR LIFT PUMPS AND
DISCHARGED INTO THE ANOXIC ZONES. THE TWO NEW CLARIFIERS WILL HAVE SCUM REMOVED BY ROTATING PIPE SKIMMERS, WITH THE COLLECTED SCUM
DISCHARGE TO EITHER THE FE BASIN OR THE SLUDGE HOLDING TANKS, AS DIRECTED BY VALVING.
SLUDGE HOLDING TANKS
THE EXISTING SLUDGE HOLDING TANK HAS A VOLUME OF 75,400 GALLONS. A SECOND SLUDGE HOLDING TANK OF THE SAME SIZE WILL BE ADDED, PROVIDING A
COMBINED STORAGE VOLUME OF 150,800 GALLONS. THE FLOATING AERATOR IN THE EXISTING SLUDGE HOLDING TANK WILL BE REMOVED, AND BOTH TANKS WILL
HAVE A COARSE BUBBLE DIFFUSED AERATION SYSTEM INSTALLED. EACH BASIN WILL ALSO HAVE A TELESCOPING VALVE AIRLIFT PUMP, TO DECANT SUPERNATANT
FROM THE TANK TO THE EXISTING FLOW EQUALIZATION BASIN.
CHLORINE CONTACT CHAMBERS
THE EXISTING PLANT HAS A CHLORINE CONTACT CHAMBER WITH A VOLUME OF 10,700 GALLONS, WHICH PROVIDES A HYDRAULIC DETENTION TIME OF ONE HOUR
AT DESIGN FLOW. THE PLANT EXPANSION WILL HAVE A CHLORINE CONTACT CHAMBER WITH AN IDENTICAL VOLUME. A DIFFUSED AERATION DROP IS USED TO MIX
THE HYPOCHLORITE SOLUTION WITH THE CLARIFIER EFFLUENT. THE EXPANDED PLANT WILL UTILIZE CHLORINE AS THE SOLE MEANS OF DISINFECTION.
FILTERS
THERE ARE TWO DUAL MEDIA (SAND AND ANTHRACITE) FILTER CELLS IN THE EXISTING PLANT, AND TWO IDENTICAL FILTERS WILL BE INCLUDED IN THE PLANT
DESIGN
JFP
DRAWN
Jae
CHECKED
JFP
SCALE
NONE
FILE
Schem—Hyd
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EXPANSION. EACH FILTER CELL HAS A SURFACE AREA OF 90 SQUARE FEET, WHICH PROVIDES A FILTRATION RATE OF 0.96 GALLONS PER MINUTE (GPM) PER SQUARE
FOOT. THERE ARE FOUR EXISTING BACKWASH PUMPS, EACH RATED FOR A FLOW OF APPROXIMATELY 675 GPM. TWO OF THE PUMPS OPERATE SIMULTANEOUSLY TO
O
BACKWASH ONE FILTER CELL, AT A RATE OF APPROXIMATELY 15 GPM PER SQUARE FOOT OF SURFACE AREA. PRIOR TO BACKWASHING, A FILTER CELL WILL FIRST
BE AIR SCOURED AT A RATE OF 2 TO 3 CUBIC FEET PER MINUTE PER SQUARE FOOT OF FILTER AREA. THE PLANT EXPANSION WILL ADD A SECOND CLEARWELL,
w
WITH A VOLUME OF 13,800 GALLONS (EQUAL TO THE EXISTING CLEARWELL VOLUME). THE TWO CLEARWELLS WILL NORMALLY BE INTERCONNECTED. THE EXISTING
MUDWELL VOLUME OF 16,800 GALLONS WILL BE DUPLICATED IN THE PLANT EXPANSION. EACH MUDWELL WILL HAVE DUPLEX SUBMERSIBLE PUMPS TO RETURN THE
FILTER BACKWASH WASTEWATER TO THE FE BASINS.
Q
POST AERATION CHAMBER
THIS EXISTING CHAMBER HAS A VOLUME OF 6,850 GALLONS, WHICH WILL PROVIDE APPROXIMATELY 20 MINUTES OF DETENTION TIME AT THE AVERAGE DAILY
FLOW RATE OF 500,000 GPD. AERATION PROVIDED BY COARSE BUBBLE DIFFUSED AERATION.
EFFLUENT FLOW MEASUREMENT
O
U
THE EXISTING PRIMARY ELEMENT IS A 900 V-NOTCH WEIR. THE EFFLUENT FLOW METER TOTALIZES AND RECORDS FLOW, DISPLAYS CURRENT FLOWRATE AND
HEAD, AND INTERFACES WITH AUTOMATIC SAMPLER.
TURBIDITY MEASUREMENT �H1t����������i
THE EXISTING TURBIDIMETER AND CHART RECORDER WILL BE USED FOR THE EXPANDED PLANT. •••��N CARp� �i,�
W
U
W
O
FINAL DESIGN - �4
NOT RELEASED 3 HLL I
FOR �••.•F [ A 4
CONSTRUCTION'••N••`'••�`.••',,, °'
''•��, F PH��� ••` 53

DESIGN
JFP
DRAWN
JLB
FINE SCREEN CHECKED
580 UNIT 580 JFP
SCALE
AS SHOWN
FILE
TP-Expansionnn z
0
w
•
rn 4
VJ
0
U N N
����
�U�
*SHOULD THE DESIGN PEAK FLOW OCCUR WITH ONE PROCESS TRAIN OUT OF a
TO SLUDGE HYDRAULIC PROFILE SERVICE, THE AIRLINE TO THE 12" TELESCOPING VALVE IN THE AERATION BASIN Q
TO F.E. BASIN CAN BE OPENED. THIS WILL CREATE AN AIRLIFT PUMP THAT WILL MAINTAIN THE �✓
HOLDING TANK FREEBOARD IN THE ANOXIC AND REACTOR ZONES TO > 1 FOOT. H W •
SCALE: I" = 4' VERT. Z Z
NONE HORIZ.
TO F.E. BASIN
w} U
QP=571.10 QP=570.97 Z Z z
QA=571.06 QA=569.24 _
575 STATIC=571.00 STATIC=569.15 575
0
�LpU
1
h�
II; I z
MUDWELL HWL-567.50 BW INITIATE-567.75
MUDWELL LWL=560.50 STATIC=566.25
___ QP=566.44 [OA=-56
=564.08 w
o I31
" TOP OF WALL EL. 569.00�•j
570 /+, STATIC6566.25 TIC= 563.18 570
- - - - - - - HYDRAULIC PROFILE FLOWS Q
' D QA = AVERAGE DAILY FLOW = 500,000 GPD = 347 GPM (174 GPM/PROCESS TRAIN)
N C12 CONTAC
s I I
.II
LL^�' FBI .
L W FILTER - - TOP of WALL EL. 567.0o QP = PEAK FLOW = 1,250, 000 GPD = 868 GPM WITH ONE ANOXIC ZONE,
I
565 o u CLARIFIER #3 & #4 565 ° EFFLUENT TROUGH - 565 ONE AERATION TRAIN (TWO ZONES), ONE CLARIFIER
AND ONE FILTER CELL NOT IN SERVICE IN SERVICE
O i - OR = RETURN SLUDGE FLOW = AVERAGE DAILY FLOW
10" TELESCOPING ANTHRACITE
VALVE w/ 2' TRAVEL
w MUDWELL
w (1 IN EA. CLARIFIER) SAND0
I MUDWELL suPPORr sroNE CLEARWELL
RETURN
560 -- - - - - - - - - - -�- PUMP - - - - - - - _ 560
W
W dd
Cn
' SLUDGE �f
RETURN H
I PUMP
555 555
H�o
I � �
U�
13
550 550 Q
EL
HYDRAULIC PROFILE (cont.) z
SCALE: I" = 4' VERT.
NONE HORIZ. u 0
z U
'I SLUDGE HOLDING TANK HWL=571.00
575 II SLUDGE HOLDING TANK LWL=560.50 575
� v
X
W HOLDING w
w
w
FINAL DESIGN - 0
NOT RELEASED �
FOR U
CONSTRUCTION
A
SHEET
SLUDGE TANK HYDRAULIC PROFILE .�'••� j' i :•tom. 5
•'�r� •.,, ! N ,.• , of
SCALE. 1 ' 4' VERT. .p«Ht �•�`� 53
NONE HORIZ.
QP=573.58
QA=571.04
STATIC=570.71
A+ R=
QP+QR=571.08
1.
STATIC=571.00
o
FE BASIN HWL=571.00
QP+QR=572.44*
QP+QR=572.31 *
QP+QR=571.59
QP+QR=571.50
575
FE BASIN LWL=560.50
STATIC=571.00
QA+QR=571.27 II
STATIC=571.00 II
QA+QR=571.24 II
STATIC=571.00 II
QA+QR=571.12
STATIC=571.00
QA+QR=571.11
STATIC=571.00
II
I'
575
TOP OF WALKWAY
EL 572.92
570
� 12" DIP
TO EXIST.
� 16" DIP
EL 570.67
_
570
ELEV. 570.96
I
I
II
I II
II II
I
565
w
z
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N
-
F.E. BASIN
I
ANOXIC #3
I
�
o
�
�
W
12" TELESCOPING AERATION
VALVE w� 2' TRAVEL
(TYP. OF 4)
ZONE #3 (OR #4)
AERATION
ZONE #1 (OR #2)
I p
16" TELESCOPING ��~ �
VALVE w� 2' TRAVEL
(TYP. OF 2) I I I
I
w �
w
565
II II
� I
III
10" TELESCOPING VALVE
I
TOP OF SLAB EL. 563.25
(1 IN EA. ANOXIC ZONE)
I
I
2" AIR INJECTION �
I o
560
I I I I I
560
IIII /
i
TOP OF BASE SLAB EL. 559.00
TOP OF BASE SLAB EL 559.0
(�
C!�
I
555
I
555
TOP OF WALKWAY EL 57292
TO F. E.
BASIN
HIGH SETTING
570
EL. 572 °° 570
4" TELESCOPING
VALVE w/ 5' TRAVEL
(TYP. OF 2)
?1 LOW SETTING
=
EL. 567.00 SLUDGE
565
-
565
i
2" AIR INJECTION � 6" SLUDGE DRAW -OFF
560
¢-
EL. 561.50 CONNECTION EL. 560.50
�
560
TOP OF BASE SLAB EL. 559.0
555 555

YARD INLET
TOP EL. 560.99
INV. OUT 559.29
15'-0"
NOTE:
ALL MECHANICAL JOINT FITTINGS SHALL
HAVE MEGALUG RESTRAINING GLANDS.
I
I
YARD INLET
TOP EL. 561.38
INV. OUT 559.67
EXIST. 8" FORCE MAIN FROM 5-DAY UPSET POND
8" INLUENT FORCE MAIN
'C. PLUG VALVE
UG FOR FUTURE
IN CONNECTION
TYPE 1 AERIAL SUPPORT
(TYP. OF 2) SEE DETAIL
SHT. 32
r- EXIST. SLUDGE PUMP
EXISTING AERATION ZONE #1
4" SUPERNATANT
TELESCOPING VALVE
TYPICAL COARSE BUBBLE
DIFFUSED AERATION PIPING
SHOWN. FINAL DIFFUSER
STYLE, SPACING, AND
LAYOUT BY SELECTED
AERATION VENDOR.
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
I
4 —
FILE
TP—Exoonsion
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53

PUMP
WOO -FM —FM —FM —FM —FM FM�FM—FM—FM—FM—FM—FM—FM—FIvF -
32'-5"
72" 30'-5"
�rnn�riw�rnn�
6" 90° FLG. BEND wl BLIND FLANGE &
QUICK -CONNECT COUPLING TO MATCH
EXIST. SLUDGE PUMP -OUT CONNECTION
SEE DETAIL SHT. 33
6" 90° MJ BEND
16" FRP
6" MJ RES. WEDGE
T GATE VALVE
EXIST. 12" x 12" ��
HOLE @ EL. 559.83
TION ZONE #1
4" SUPERNATANT ""6" FLG x MJ WALL PIPE
TELESCOPING VALVE x 12" LG. TAPPED FOR
STUDS
6" 90' FLG. BEND
N
ml
wl
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4" SCH. 10
z
SST HEADER
(TYP.)
z W TYPICAL COARSE BUBBLE SLUDGE
DIFFUSED AERATION PIPING
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w LAYOUT BY SELECTED
AERATION VENDOR.
AIR DISTRIBUTION HEADER (TYP.)
I =
----------------------
IN
I
I I
I
EDGE OF EXISTING BASE SLAB
TYPE 'A' SUPPORT
10
SEE DETAIL SHT. 32 4" SCH. SST DROPLEG —I
EXIST. 122"W x
192"H BLOCKOUT
AT TOP OF WALL
12"
—F"
n
i
12 ' SCH. 40 PVC TO
EXISTING WATERLINE
Ir
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-
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fN
co
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AIR DISTRIBUTION HEADER
Sri
50'-0" 1 '-6"
4" PVC
HEADER
(TYP.)
TYPICAL FINE BUBBLE
DIFFUSED AERATION PIPING
SHOWN. FINAL DIFFUSER
STYLE, SPACING, AND
LAYOUT BY SELECTED
AERATION ZONE #3 AERATION VENDOR.
I
10'-6"
PUMP -OUT
SUMP (TYP.)
i i i u i i u u u u u u u y
I
o 6" SCH. 10
o SST DROPLEG
g
0
In
0
i
n
2'-0" SO.
CN
45°
r. 3'-6"
** - 1 '-2" IN SLUDGE HOLDING AND AERATION ZONES #3 AND #4
1'-0"IN ALL OTHER CHAMBERS
TYPICAL PUMP -OUT SUMP DETAIL
SCALE: 2" = 1 '-0"
FINAL DESIGN -
NOT RELEASED
FOR
CONSTRUCTION
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
I" 1'—o"
— —
FILE
TP—Exoonsion
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110
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12" x 12"
OVERFLOW
BOXOUT—
A li 'I
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EQUALIZATION PUMPS
4" 90° BENI
12 x 12"
i 4" OVERFLOW
PUMP -OUT
SUMP (TYP.)
ANOXIC
#4
INTERMEDIATE
BRACKET (TYP.)
10" TELESCOPING
VALVE
COARSE BUBBLE -
DIFFUSER (TYP.)
A
b a
8'-0"
COARSE BUBBLE
DIFFUSER (TYP.)
10 TELE-
SCOPING
' VALVE
SCUM REMOVAL PIPE
SLUDGE
RETURN
PUMP
L
COARSE BUBBLE
DIFFUSER
CLARIFIER #4
8" FLG x FLG WALL PIPE x
12" LG. - BOTH FLANGES
TAPPED FOR STUDS
SCUM REMOVAL PIPE
- - - 11 - -
5'-6"
- I I _k
C12
CONTA
ANOXIC
#3
N
MAST MOUNTED
MIXER (TYP. OF 2)
10" TELESCOPING
VALVE
EXIST. 12" x
12" HOLE @
II __
EL. 559.83
i
EXISTING
ANOXIC
#2
4"
EXISTING
ANOXIC
#1
20"0 HOLE @ill lj�
1a' SCH. 40 S.S. 1z" SCH. 40 S.S. ___ CL EL. 562.25 _--
141" GSP 2" GSP
EXIST. REACTOR
X IIIII i
/ \ IIIII ��
REACTOR '
Pr a 16" MJ ECC.
nail i i�i i i i i ii loll m;; i i
a a PLUG VALVE
SELECTOR
M
(2 REQ'°)
il
III
� IIIII
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III
IIIII
��
\LJIl
14'' SCH. 40 S.S. 12" SCH. 40 S.S.
EXIST 12" x
EXIST. SELECTOR
1y' GSP 2" GSP
i
n This does not match McNeil plans. Our n
12" HOLE @ I i � i � I a
photos show this was installed. , 1 I , 1 I TY
n 1 �
10' TELE-
CL EL. 559.83
SCOPING -
20"O HOLE @
VALVE '
i
CL EL. 562.25
CUM REMOVAL PIP
SCUM
GRINDER
PUMP
SLUDGE
RETURN
PUMP
CLARIFIER #3
8" x 8" x 4" CROSS
w/ 4" BLIND FLANGE
SCUM REMOVAL PIPE
C L- - - -
a
o
a
2" GSP
n
EXISTING
CLARIFIER #2
IF
1/2" GSP
1" GSP 2" GSP
1/2" GSP
EXISTING
CLARIFIER #1
Lj
1/2" GSP 1/2" GSP
2" GSP
- L,--,--,--,--,--,--,--,--,--,--�--,--,—__1
EXISTING AERATION ZONE #1
EXISTING AERATION ZONE #2
147" SCH. 40 S.S.
---
— —� J--]--------�—
- - - - - — —
J-- -- -- -- --
- - - -
— — -- — -- -- -- ----]----
- - - - - - - - - —
=__
14"0 HOLE @
—C
2" GSPa.
I
r,IL
�f
CL EL. 559.83
I
'
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2" GSP ~ N
2" GSP
SUPPORT
T
1°" MJ EGG.
_
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-
EXIST. 1
'
HOLE
u
PLUG VALVE
@ CL EL
59.83
EX
TING'—'12-`�
i
_
3"90°
FLG BEND
=
CONTACT'
P
3' 90°
+1•
imL
101
3' DIP 101—
—
EXISTING
—1
—1
I
I
—TYPE 'A' SUPPORT
SEE DETAIL SHT. 32
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
4
FILE
TP-Expansion
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53

L_
-TYPE 'A' SUPPORT
SEE DETAIL SHT. 32
E-
z
TION ZONE #1
TION ZONE #2
EDGE OF EXISTING BASE SLAB
4" SCH. 10
SST DROPLEG--I
EXIST. 122 "W x
192'H BLOCKOUT
AT TOP OF WALL
\i
122"W x 192"H
BLOCKOUT AT
TOP OF WALL
STEEL PLATE COVERING
THE EXISTING BLOCKOUT
TO REMAIN (TYP.)
EXIST. 122"W x 192"H
BLOCKOUT AT TOP OF WALL
—
PUMP -OUT
SUMP (TYP.)
UL
6" SCH. 10
SST DROPLEG
50'-0"
AIR DISTRIBUTION HEADER
HEADER
(TYP.)
TYPICAL FINE BUBBLE
DIFFUSED AERATION PIPING
SHOWN. FINAL DIFFUSER
STYLE, SPACING, AND
LAYOUT BY SELECTED
AERATION ZONE #3 AERATION VENDOR.
18" SQ. CONC. PEDESTAL
CENTERED UNDER EACH PIPE 12" TELESCOPING VALVE
JOINT (HEIGHT AS REQ'D)
16" 90' FLG.
BASE ELL.
I
Ti
16" FLG CROSS
r--1
L--J
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ii II
ii I II
16" 90° FLG.
BASE ELL. -
12" TELESCOPING VALVE—
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------------
4 " PVC
6" SCH. 10
HEADER
TYPICAL FINE BUBBLE
SST DROPLEG
(TYP.)
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SHOWN. FINAL DIFFUSER
STYLE, SPACING, AND
AERATION ZONSELECTED
LAYOUT BY SELECTED
cn
AERATION VENDOR.
=
I v
AIR DISTRIBUTION HEADER (TYP.)
BLOWER BLOWER BLOWER
No. 3 No. 4 No. 5
- - - - - - - - _ - J - J -
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No. 6 No. 7 No. 8 m
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8" 90° FLG.
BEND
8" 90° FLG. BEND
w/ BLIND FLANGE
1 �
1 �
v I I
8" MJ RESILIENT
WEDGE GATE VALVE
w/ C.I. VALVE BOX
16"FLG x PEW/
UNI-FLANGE
PIPE BOLLARDS -
SEE DETAIL SHT. -
DESIGN
JFP
DRAWN
JLB
CHECKED
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I
4
FILE
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53

0
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2'-0"
COARSE BUBBLE
DIFFUSER
12"
CLARIFIER #4 CLARIFIER #3
8" FLG x FLG WALL PIPE x
12" LG. - BOTH FLANGES Q-=
TAPPED FOR STUDS 8" x 8" x 4" CROSS
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CUM REMOVAL PIPE SCUM REMOVAL PIPE
— — — — — —
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I I
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5'-6"
TYPE 'A'
SUPPORT
3" 90,
Cl
FLG BEND
0 1 2
I
CONTA
T
3 90
FLG BEND
t
MUDWELL
RETURN
MUDWELL PUMPS
5'-6" 24" SQ. x 12"
DEEP PUMP -OUT
SUMP (TYP.) TYPE 'C' SUPPORT --
14 110 HOLE @
TYPE A' SUPPORT T L. 560.08
TYPE 'B' SUPPORT
2" SCH. 40 S.S.------------
;
2" SCH. 40 S.S. r
I
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EXISTING EXISTING
I
CLARIFIER #2 CLARIFIER #1
Al
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14"0 HOLE @ r�
EL. 559.83 J
10" MJ ECC. �! EXIST. 111 HOLE
PLUG VALVE �\ @ CL EL. 59.83 EX TING 12
C NTAC
PROVIDE ALUMINUM UNISTRUT,
PIPE CLAMPS, AND S.S. CONC.
EXP. BOLTS NUTS & WASHERS
A A A R
�.I I iL3" DIP
3" WAFER BFV
(NORMALLY CLOSED)
3" MOTOR ACC.
WAFER STYLE
VALVE
r7;;
11-tBUTTERFLY
I - I EXISTING
10" D.I. INTER-
EXIST. 14"0 HOLE
CONNECTION
EL 559.83 MUDWELL
a
10" MJ ECC.
-
--
PLUG VALVE
2" GSP
—��iIliil
II II III o , / I A u o R - 2" SC I. 40 S.S.
t FIL ER FIL ;ER
-=�I= -=---- - --_--- ---- - ------ ---_--
II II
II t 2" t II t
Ool
110'-01,I J
U I
• CS6 x 2.83 CS6 x 2.83 =
I I
-- -
I
97 - -
8 BACKWASH LINE — —
cr)
5'-6" ~
w 10" D.I. INTER-
CONNECTION
Q0
�n
FILTER CONTROL
PANEL (FCP)
o
14"0 HOLE @ i= n
EL. 560.08
U
10" MJ x PE 10" MJ ECC.
WALL PIPE a PLUG VALVE
CLEARWELL
BLOWER
BLOWER
No.1
No. 2
3'-0"
MIN.
21'-5"
0 BE VERIFIED AFTER EQUIPMENT SUBMITTAL
21'-0"
23'-0"
26'-0"
L-
1luV\
EX ST. EXIST.
FILIII -ER tlL �ER
I
I
I
I
I
EXIST. B" BACKWASH LINE
-------------
'-,,_EXIST. 12"0 HOLE
@ � EL. 559.75
EXIST. 14 "0 HOLE
@ � EL. 559.83
EXISTING
CLEARWELL
EXISTING AERATION ZONE #2
2" GSP
I
J) 2" THD. PUG I I I Q
t2"
GSP
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4
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TO REMAIN (TYP.),.l o
10" MJ ECC.
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53

TION ZONE #2
L L L L 4" PVC
6" SCH. 10 HEADER
o SST DROPLEG (TYP.)
00
z
v
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AERATION ZONE #4
AIR DISTRIBUTION HEADER (TYP.)
TYPICAL FINE BUBBLE
DIFFUSED AERATION PIPING
SHOWN. FINAL DIFFUSER
STYLE, SPACING, AND
LAYOUT BY SELECTED
AERATION VENDOR.
STEEL PLATE COVERING
THE EXISTING BLOCKOUT
TO REMAIN (TYP.)
EXIST. 122 "W x 1 -02' "H
BLOCKOUT AT TOP OF WALL
fl
�'/\\- --
O
\ ® - - - - �Q
Q�
CI
BLOWER BLOWER BLOWER > z
BLOWER BLOWER BLOWER No. 6 No. 7 No. 8
o�
EXIST. CHEMICAL STORAGE BUILDING No. 3 No. 4 No. 5
EXISTING
GENERATOR
3'-0"
TYP.
55'-8"
BE VERIFIED AFTER EQUIPMENT SUBMITT,
58'-5"
60'-5"
12"
ca
Q
w
m
O
W
O
W
1'-6"
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
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CONSTRUCTION '-,�'••FN •`��c�
11
53

PIPE BOLLARD -
SEE DETAIL SHT. 33
45° ACCESS
STAIRS - SEE
DETAIL SHT. 3cxD
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
4 —
FILE
TP—Expansion
8" INSERTION VALVE
EXIST. 8" FORCE MAIN FROM 5-DAY UPSET POND`
z
0
EXIST. 8" INLUENT FORCE MAIN` w
12 MJ ECC. PLUG VALVE
w/ MJ PLUG FOR FUTURE
12" x B" MJ $ FORCE MAIN CONNECTION
REDUCER + TYPE 1 AERIAL SUPPORT •
12 MJ TEE =I= TYPE 2 AERIAL (TYP. OF 2) SEE DETAIL
4' x 3' x 4" �8" THK. CONC. PAD -- SUPPORT -SEE SHT. 32
THK. GONG. PAD 8" FRP •
u I IIII IIII I � I IIII DETAIL SHT. 32
1 1 +I IIII IIII � ICI u
16" FRP ;- 16" FRP �
F � / FM —FM —FM —FM —FM —FM —FM —FM —FM —FM —FM —FM —FM —FM —FM —FM —FM —FP
4°- 10'-68» 4'-0"' EXISTING SCREENINGS
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Q c� = I I c�� z x c _- �� L �� CONNECTION ~ w z •
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U- --� - - -
_----------} ��___-_--�= 3"0 HOLE q ul _
16" FRP I I
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o FINE SCREEN UNIT I o I
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SCALE: a"= 1 '—O"
SCALE: a" 1 0
MAX. WATER LEVEL
EL 571.00
12" FLG. PRATT PLUG
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OPERATOR (2 REQ'D)
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SEE DETAIL SHT. -
TOP OF SLAB EL. 563.25
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AMIAD 1 " COMPACT PLASTIC
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II
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LINK SEAL MODEL
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BALL CHECK VALVE
GRUNDFOS CR3-4
BOOSTER PUMP
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TOP OF SLAB
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RETURN
3'-5" 12"
J I II
6'- 7"
SECTIONAL PLAN VIEW - CLARIFIERS #3 & #4
SCALE: 8"= 1'-0"
90°
10'-9" WEIR PLATE (2 REQ'O)
j10'-4" OPENING
6" 4s" ALUM. WEIR PLATE (TYP.)
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an' an"
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C
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ALUM. 2' x 5" x 62'
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SEE DETAIL SHT. 32
2'-0" 12 4'-0" 1 12" 1 2'-0" 12" 2'-0" 12 4'-0"
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EL. 559.83 (TYP. OF 2)
(TYP. OF 2)
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EA. FILTER CELL)
10" 90' FLG. BEND
10" 90° FLG. BEND
d
FILTER INLET DISCHARGE
SEE DETAIL THIS SHT.
-
ALUM. BACKWASH TROUGH
- - -
- -
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(2 EA. FILTER CELL)
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SEE DETAIL THIS SHT.
BACKWASH TROUGH
24"W x 15"H ACCESS ` / 2'-0" 12"� L12"0 FILTER
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10" FLG. RES. WEDGE GATE VALVE w/
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CS6 x 2.83 x 23'-0" LG. - 10" FLG. RES. WEDGE
PROVIDE SHIM PLATES AS GATE VALVE w/
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FILTER INLET PIPE IS LEVEL (ON BYPASS)
FILTER INLET DISCHARGE
SEE DETAIL THIS SHT. 10" 90' FLG. BEND
ALUM. BACKWASH PIPE STANCHION w/ U-BOLT
TROUGH (2 EA. (ANVIL FIG. 259 & FIG. 63,
FILTER CELL) TYPE P STANCHION AND BASE
PLATE, OR APPROVED EQUAL)
E
10" 90' FLG. BEND
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8" MJ x PE WALL
PIPE x 12 LG. -
SECTION KC
SCALE: 8" 1 '-O"
- - - -
ALUM. Z2 x 2
x 18 SUPPORT
BRACKET w/
a"0 S.S. CONC.
EXP. ANCHORS
16 L 6" THK.
WALKWAY
SUPPORT
WALL
(J REQ'D)
_n
II
-H fo -
8" WAFER STYLE
BUTTERFLY VALVE
w/ HANDWHEEL
OPERATOR
8" WAFER
BUTTERFLY
w/ HANDW
OPERATOR
CLARK MODE
RS3B-8 8"
VALVE ASS'Y
-8" SQ. CON
PEDESTAL
DRAIN (TYP.) 2" AIR SCOUR PIPING -
SEE DETAIL THIS SHT.
T
2" AIR SCOUR PIPING -
SEE DETAIL THIS SHT.
TOP OF BASE SLAB
EL. 559.0
SIKA SWELLSTOP HYDROPHILIC
CONTROLLED EXPANSION WATERSTOP
(TYP. IN ALL BOXOUT KEYWAYS)
4" x 1" FLAT BAR
WATERSTOP WELDED TO
TROUGH AT MIDPOINT
OF WALL PENETRATION
(TYP. FOR EA. TROUGH)
0
oa
o a
4
2
4
PROVIDE NON
GROUT AFTER
ARE LEVELED
TO PROPER E
KEYWAYS ON I
AND SIDES OF
ALUM. L2 x 2 h
SUPPORT ANGLE
BOLTS & DROP
PLAN VIEW
BOXOUT
FILTER NOTES
1. 12" OF SAND UNDER 12" OF ANTHRACITE.
2. ANTHRACITE SHALL HAVE AN EFFECTIVE SIZE OF 1.00 TO 1.10 MM, A
UNIFORMITY COEFFICIENT OF 1.50+/-0.05, A Mohs HARDNESS OF 3.2, I
AND A SPECIFIC GRAVITY OF 1.6.
3. SAND SHALL HAVE AN EFFECTIVE SIZE OF 0.60 TO 0.80 MM, A
UNIFORMITY COEFFICIENT OF 1.55+/-0.05, A Mohs HARDNESS OF 7.0, 0
AND A SPECIFIC GRAVITY OF >2.6. _! Xo 1
4. SUPPORT STONE SHALL CONSIST OF 3 GRADATIONS:
STONE LAYER No. 1 - 6" OF FILTER GRAVEL MEDIA
UNDER SAND LAYER:
96% PASSING 4" U.S. MESH 1
5% PASSING 8" U.S. MESH
Mohs HARDNESS OF 7.0 L _
S.G. >2.65
STONE LAYER No 2 - 6" OF FILTER GRAVEL MEDIA
PROVIDE NON -SHRINK
GROUT AFTER TROUGHS
ARE LEVELED AND SET
TO PROPER ELEVATIONS
x 1 FLAT BAR WATERSTOP WELDED
UNDER STONE LAYER No. 1: TO TROUGH AT MIDPOINT OF WALL
98% PASSING 2" U.S. MESH PENETRATION (TYP. FOR EA. TROUGH)
4% PASSING 4" U.S. MESH
Mohs HARDNESS OF 7.0
S.G. >2.65
SECTION E
STONE LAYER No. 3 - 6" OF FILTER GRAVEL MEDIA
UNDER STONE LAYER No. 2:
97% PASSING 4" U.S. MESH
3% PASSING 2' U.S. MESH
Mohs HARDNESS OF 7.0 BOXOUT DETAIL
S. G.>2.65
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
AS SHOWN
FILE
TP-Exoonsion
•
•
rn �
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U N �
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Lo
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u
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Q
5. THE FILTER NOZZLES SHALL HAVE 36 VERTICAL SLOTS, EACH WITH A SCALE: 12 = 1 0
WIDTH OF 0.3 MM. THE TOTAL OPEN AREA IN ONE NOZZLE SHALL BE
5.50 CMZ. THE NOZZLES SHALL BE SECURED IN PLACE WITH AN
EXPANDING RING DEVICE THAT DOES NOT REQUIRE ACCESS TO THE 10" 90' FLG. BEND
UNDERSIDE OF THE FALSE FLOOR. EACH NOZZLE SHALL HAVE A PIPE
THAT EXTENDS BELOW THE FALSE FLOOR BY APPROXIMATELY 110 CM
IL
(4.33 INCHES). THE NOZZLES AND EXPANDING RING SHALL BE AS
SUPPLIED WITH ORTHOS LIQUID SYSTEMS, INC. OR APPROVED EQUAL.
SECTION D
SCALE: 8" 1 '0"
''PORT VALVE
RATORS W/
x 2 x 16 MUDWELL
JM. ANGLES
U-BOLTS
2"0 S.S. BOLT &
WASHER IN 3" LG. S.S.
GONG. INSERT (TYP. OF
8 EACH ACCESS PORT)
2" x 12" WD. NEOPRENE
STRIP AROUND PERIMETER
OF PORT TO PROVIDE
WATERTIGHT SEAL
� 10" FROM
Cl2 CONTACT
C1)
O
I
10 FLG x PE PIPE
_ "U
0 S.S. ALL THREAD ROD I�
SPACED AT 90° (4 TOTAL) ^ x
16"0 x 4" THK. 304 S.S. W c O
SPLASH PLATE - DRILL z
(4) 1 "0 HOLES @ 90'
SPACING TO MATCH 10" ,..�
FLANGE BOLT PATTERN z
u ct �:)
13
14 O
FILTER INLET DISCHARGE DETAIL O
SCALE: 12" 1'-0"
H
M�
2'-6"
FILTER
3"
CELL
OPENINPENIN G
24"W x 15"H FILTER 1'-2" 1'-2"
F��I
CELL ACCESS PORT
(TYP. OF 2)
Q
® o
H
c)
- - - - - - -
® o
u
HUB,
8" FLG. BASE ELL w/
dT
Z
w
w
(4) 8 "0 S.S. CONC.
Q
EXP. ANCHORS
SECTION ELEVATION
" SO. GONG.
w
'Z
EDESTAL
FILTER
CELL ACCESS PORT DETAIL
z
FABRICATE FROM 4" THICK 6061-T6 ALUMINUM Z
SCALE: 4„ _ 1 '-O"
FINAL DESIGN - .�'��4 oF�ssrp'•'•:��''
NOT RELEASED w A '
1 13
SHEET
FOR l 20
CONSTRUCTION -,;r ••'.N..•••'�Q`�.''� OF
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L DUMPSTER B fLDING CONTROL,
SYSTEM
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f
A4
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A2
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ANOXIC ANOXIC
#4 #3
C3 I B3
cz II B2
L37V( E2
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1-4 G1
CLARIFIER
CLARIFIER
#4
#3
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- F.E. BASIN
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EXIST.
NOXIC
#2
EXIST.
� CLARIFIER
#2
EXIST.
ANOXI,
#1
EXIST.
CLARIFIER
#1
E IST. 12-°�
CONTACT
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— J EXIST.
F
MUDWELL
Ili
II
EXIST.
CLEARWELL
U.V. & POST
oWo
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FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB FMB
r
u I
EXISTING
SLUDGE I K1 SLUDGE
-------- - HOLDING
HOLDING -
L-----------------------
EXISTING AERATION
ZONE #1
EXISTING AERATION
ZONE #2
I �lrr am
II�Ili111
EFFLUENT
EXIST.
BLOWERS
EXIST.
BACKWASH
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GENERATOR
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I
I
I
L1 AERATION ZONE #3 L3
1 Sx S (T
DEEP SUMP YP.) M3
M1 AERATION ZONE #4
M2 --KEY FOR WALL ELEVATIONS
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
1»
a=
FILE
TP—Exoonsion
Z
O
W
EL
0
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z
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FINAL DESIGN -
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NOT RELEASED
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FOR
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CONSTRUCTION
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4
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21
OF
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53

to -v `y -v 29'-0" `y -u 11'-0" 32'-0" DESIGN
5'-3„ q» 11„ 4„ 7'-1„ 6 -6„ 7,-9„ 3,-4° 4° 1'-2" 4" 5'-0„
8" WALKWAY 4" JFP
5" 2'-8" 12" 12" 5„ 5„ 1' S" 6" -9" DRAWN
�N 5 5 15 JLB
6"0 CAST HOLE + v — v $"0 CAST HOLE CHECKED
ELEV. 571.56 CL 4"0 MJx
16"0 CAST HOLE _ 16" CAST HOLE _ JFP
W ELEV. 570.96ry 6"0 MJ x MJ_ + MJ WALL 6"0 CAST HOLE W 6"0 MJx M_J ELEV. 570.96 + o 0 4
WALL PIPE ELEV. 571.25 ELEV-5 WALL PIPL
ELEV. 570.71 �� N T ELEV. 570.71� 6"0 CAST HOLE N SALE
» ELEV. 570.71 "
10„ '
6"0 CAST HOLE 10213'- 16 -0
z 1'-9" ELEV. 570.71 9-6"
FILE
6'-7" TP-Expansion
I I I I I I I
Cy 14"0 CAST HOLE
1o'-O" 14"0 CAST HOLE
1 -1 TANK FLOOR (TYP.)
5'-6"
N
Al A2 A3 A4 B1 B2 B3
0" 23'-0" 23'-0" 23'-0" 23'-0"
B" WALKWAY 5" 4" 6"
6" 2'-3" 2'-3" 6„ 6„ 72" 2 8'-9" 10'-9" 1'-9" 1'-9" 10'-9" 8'-9° 12„ 72„ 5„ $,- 10'
i'-9" 12" 1'-9" 5 5
5 1I ' 5" � o
CL 2 3"O MJx CE 3"O MJ x MJ CE 3°O MJx MJ 2 3'O MJ xn
r 4"0 _- �- -- + 4"0 CAST HOLE - - ® - 4"0 CAST HOLE +O - - 4"0
-4"O MJ_x _ _ _ 8"0 CAST HOLE + MJ WALL PIPES WALL PIPE WALL PIPE MJ WALL PIPES-- + -
MJ WALL PIPE CAST HOLE CAST HOLE _Ld
ELEV. 571.25 �
rn
N
g_6"0 CAST HOLE 8" 8" 81»
ELEV. 570.71
W •
J
N •
14"0 CAST HOLE 14"0 CAST HOLE 14"0 CAST HOLE 20"0 CAST 1470 CAST HOLE 14"0 CAST HOLE
�
HOLE
2'-Q" 5'-6" TANK FLOOR Tl P.
6„ 5'-6" "' U CD N
N 5'-5, 6„ N 5'-6
1-T
" N N O F+-
0-1
C1 C2 C3 D1 D2 D3 E1 E2 E3
I \
71'-0" 21'-0" 7'-0" 21'-0"ON
4" 5" � 10'-3" 8" WALKWAY � uu�-i �/ �
5" 6» 8" 3'-54" 6'- „ 6'-�° 3'-54" 1� W P4
q" 7„ -6" 3'-2" -6" 3'-2" M 7 W
5" 2
CE 4"0 CAST HOLE CL 6"O CAST HOLE ~ Lo
CL 6°0 CAST HOLE ~ a N LJ
"I N "I ^ x N N W
U
g" ----------- ------ -- -- 10 �I-.�J �Wj
w 9 1'-2" x 1'-6" 6'-4" 3 %+ '. CL 10" MJ x PE x x CE 10" MJx MJ + --
Ala WALL PIPE �Iww �Iww WALL PIPE OO
cl-
W I I 3 3 I 3
cL
3 o 0
qL
14"0 CAST HOLE 14"0 CAST HOLE ro ro W
u
5'-6" 5'-6" TANK FLOOR (TYP.)
N N
I LL
F1 F2 G1 G2 H1 H2 H3 I1
28'-0" 30'-5"
EXIST. 6" WALKWAY 8" WALKWAY
8°0 CORE DRILL
11'-10" 21'-0° 21'-0"
ELEV. 571.5T\
1'-9" 1'-6" 3'-6" 1'-6" 4'-6" 1'-6" 3'-6" 1'-6" 1'-9" 10"O CORE DRILL 10"0 CORE + DRILL_ + �_ + _
EL
�CL ELEV. 571.52 EL. 571.50
6" THK. WALKWAY
14'-0"
1, 9»
i ;
W
2
6„ 6» 6„ L-j o
Q 3'-10" 5'-11 " 5'-11 " 3'-10" _
T 10" mix
o v o o PE WALL PIPE + '
0 0 7'-6" 2'-0" 2'-0" 2'-0" 7'-6" I 'a v J
c� 0 6' THK. WALKWAY
^ 6"-6" 6'-6" ^ � SUPPORT WALL 15,-2�"
1'-2" (3 REQ'D) 5'
5'-0" 5'-0" 4, 0„
5'-0"
4"0 CAST HOLE T I 4 0 CAST HOLE
-1" TANK FLOOR (TYP.) FLG-
13
8" MJ PE 8" MJx PE CL_6" MJ 0.5 WALL
4"0 CAST HOLE 4"0 CAST HOLE ° + ^ - + CAST HOLE PIPE EL 560.50 [ I a
WALL PIPE WALL PIPE
I2 13 J1 J2 K1 K2
37'-0" 58'-5" 37'-0" r U
EXIST. 6" WALKWAY 8" WALKWAY A 8" WALKWAY
� 5(D z
20" CORE DRILLED HOLE + _ F-1
EL. 570.67 --- 3'-4" 4"
6'- 0
U o
I I I
+ CL_20" CORE DRILLED HOLE + �_20" CORE DRILLED HOLE CL 20" CORE DRILLED HOLE + U
EL 561.50 EL 561.50 EL 561.50
TANK FLOOR (TYP.)
rw\
L1 L2 L3
0
U
37'-0" 58'-5" 58'-5"
EXIST. 6" WALKWAY 8" WALKWAY 8" WALKWAY CIS
v O
Li
U
_ + 20" CORE DRILLED HOLE
4"
EL3'-4°
. 57D.67 FINAL DESIGN -
6'-0"
NOT RELEASED
FOR w >
CONSTRUCTION Z� a
`,`j1{{{II1111►� , w a
�I
TANK FLOOR (TYP.) E 2CORE DRILLED HOLE
EL 561.50 + � � � �d � •
N 1A + SHEET
j 22
M1 M2 M3 ''--.;''•.F.N ...•����, of
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NOTE:
ALL MECHANICAL JOINT FITTINGS SHALL
HAVE MEGALUG RESTRAINING GLANDS.
8" x 8" TAPPING 8" INSERTION
SLEEVE AND VALVE
I i
EXIST. 8" IN(
uIII
12" x 8" MJ �D�
REDUCER wj 1viJ PLuGrUR u
Lw
O J
12" MJ TEE
m� �I ~II IIII
A CMU �n lly y W
� w WALL (TYP.)
YARD INLET
TOP EL. 561.38
INV. OUT 559.67
EXIST. 8" FORCE MAIN FROM 5-DAY UPSET POND
EXISTING
SCREENINGS
DUMI'STER
BUILDING
I I
A
i
8" FRP
_Try
s
IPUMPI ° I "SUMP I
16110 CAST HOLE
1 PHASE 2_
-JE��T 12" DIP _ i 12" DIP TO
i EXIST. F.E. BASIN
ELEV. 570.96
CORE DRILL 16"0 HOLE
8" FRP
OI
EXISTIN
EVOQUA
ODOR
CONTROL
SYSTEM;
M (Oil 16" FRP
0
0
0'
Z
P.)
AIR DISTRIBUTION HEADER (TYP.)
cn
o
�
o
=
I
�
U
L'
EXISTING F.E.
EXIST. 12" x 12
10" MJ RESILIENT WEDGE GATE
H=
I `
` c
BASIN
TYPICAL COARSE BUBBLE
VALVE w/ C.I. VALVE Box
DIFFUSED AERATION PIPING
SHOWN. FINAL DIFFUSER STYLE,
10" D.I. INTER -CONNECTION
PIPE @ T EL.560.08-----FO—
PHASE 2
CORE DRILL 14"0 HOLE
SPACING, AND LAYOUT BY
@ EL. 560.08
SELECTED AERATION VENDOR.
SCH. 10
14"0 HOLE @
- - -
-
�µ}{�++NH-- DIP
�i
4" SCH. 10
HEADER
CL EL. 560.08
_ _ _ _ _ _
-
SST HEADER
4" TEE
(TYP.)
- -
-
- - -
_
PHASE
- - -
-
-
- - -
- - -
- - -
- - -
4" SCH. 10
I
EXIST. F.E. PUMPS
6" FLG x PE w/
SST DROPLEG
I CORE DRILL 8"0 HOLE
@ � EL. 571.56
UNI-FLANGE
4" 90' BEND
- -
---
--_
:J"_�4"
CUT EXIST. 6" WASTE SLUDGE
SCH. 10
4'
LINE & INSTALL UNI-FLANGE
2" x 12"
SST DROPLEG
OVERFLOW
BoxoUT
PHASE 2
--_
6" WAS
---
-
- - - - -
I
-
-
-
- -
- - - -
I
A IA I A A
I I I
I I I
I� I
I
1101
N
w
co
_
jj!I
I
EXISTING
I
ANOXIC
#2
I
INSTALL INDICATED NEW PIPING,
SUPPORTS, AND FLOW METERS
IN EXISTING ANOXIC ZONES
I
N
w
_
EXISTING
ANOXIC
#1
"'ST. SLUDGE PUMP
F CONNECTION
6" 90° FLG. BEND wl BLIND FLANGE &
QUICK -CONNECT COUPLING TO MATCH
EXIST. SLUDGE PUMP -OUT CONNECTION
_I� _ _ 16" FRP _
- _ _ _
u l
_ 6" 90° MJ BEND _ -
__
6" MJ RES. WEDGE -
ATE TAL-VE-
- -
II
I I y' Iti
I I
A A I A A
PHAS 2 6" FLG x MJ WALL PIPE
-------- 1,-------------- 4" SUPERNATANT x 12" LG. TAPPED FOR
_______ - - ---t----------- - - - - - - - - - - - -------------------------� - - - - - TELESCOPING VALVE
- - - - -__ ___= STUDS
2" SCH, 10 SST AIRLIFT PIPING
4" FLG x PE W/ 4" SUPERNATANT RETURN LINE 6" 90° FLG. BEND
UNI-FLANGE TYPE 'B' SUPPORT � ELEV. 572.00
SEE DETAIL SHT. -
6_" D.I. OVERFLOW D
EL.
mI
= I wl
4" SUPERNATANT m 4" SCH. 10
TELESCOPING VALVE z SST HEADER
z x TYPICAL COARSE BUBBLE (TYP.)
TYPICAL COARSE BUBBLE EXISTING o DIFFUSED AERATION PIPING SLUDGE
DIFFUSED AERATION PIPING SHOWN, FINAL DIFFUSER
SHOWN. FINAL DIFFUSER STYLE, SLUDGE EXIST 12" x 12" Q o STYLE, SPACING, AND HOLDING
SPACING, AND LAYOUT BY LAYOUT BY SELECTED
SELECTED AERATION VENDOR. HOLDING o o AERATION VENDOR.
o AIR DISTRIBUTION HEADER (TYP.)
I Q U
AIR DISTRIBUTION HEADER (TYP.)
SST HEADER
I � I
- — - — - — - — - — - / - — - — - — - — - — - — - — - —
- -
c
�I I
(V
I I
6" FLG. ECC. PLUG VALVE 6" 45° FLG. EDGE OF EXISTING BASE SLAB
W/ HANDWHEEL OPERATOR 6" D.I. WASTE SLUDGE LINE BENDS
ELEV. 572.11 5 ELEV. TYPE 'A' SUPPORT
571.52 10
SEE DETAIL APT - 4" SCH. SST DROPLEG
-- _-- - - -�- - - - - - - - - - - - - - - -
4 " SCH. 10
A A SST DROPLEG
EXIST. 122"W x
192"H BLOCKOUT
AT TOP OF WALL _
16" DIP
* TO ACCURATELY POSITION THE DIAGONAL REINFORCING STEEL FOR THE 20" WALL OPENINGS TO
TYPICAL FINE BUBBLE BE CORE DRILLED, THE CONTRACTOR SHALL FORM A CIRCULAR OPENING IN NEW WALL USING
DIFFUSED AERATION PIPING 6" PIPE, COATED WITH CONCRETE FORM RELEASE AGENT. 6" PIPE FORM TO BE REMOVED
SHOWN. FINAL DIFFUSER FROM CONSTRUCTED WALL, AND CONTRACTOR TO CORE DRILL 20"0 HOLE IN NEW & EXISTING
STYLE, SPACING, AND WALL WITH CORE HOLE CENTERED IN 6" HOLE CENTER. 16" DIP TO BE INSTALLED, WITH LINK
LAYOUT BY SELECTED SEALS (LS-360-5316-27) INSTALLED IN THE ANNULAR SPACE ON EACH END OF THE PIPE.
AERATION VENDOR. (TYP. 3 PLACES) - PHASE 2 CONSTRUCTION
AIR DISTRIBUTION HEADER (TYP.)
4 " PVC
HEADER
6" SCH. 10
EXISTING AERATION ZONE #1 SST DROPLEG
'
b
m
J
w
w
SUMP PUMP IN
24"0 FIBERGLASS
BASIN
I
24" WD. ALUMINUM SLIDE GATE
(WATERMAN A-251-1-Y OR
APPROVED EQUAL) 2 REQ'D
i-b
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
4 -
FILE
TP-Exp-Ph2
,cri` 1
7-
ODORCqNTR
SEE ADDITIO
FAILS SHT
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FINAL DESIGN -
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FOR
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CONSTRUCTION
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6" WAS
`F JUn. I V
SST DROPLEG
4" 90' BEND'
12" x 12"
OVERFLOW
BOXOUT
0i
■ =n
10" TELESCOPING
VALVE
I I
14 SCH. 40 S.S. 1z� SCH. 40 S.S.
I
I REACTOR
SELECTOR
I I
! I
42 40 S.S. — 1 �z' SCH. 40 S.S.
I I
10" TELE-
SCOPING
VALVE
SCUM
RETURN
GRINDER
PUMP
-UM REMOVAL PIPFV
J
I
SLUDGE
RETURN
PUMP
CLARIFIER #3
8" x 8" x 4" CROSS
w/ 4" BLIND FLANGE
SCUM REMOVAL PIPE
LU
I I
I I
I I
I I
I I
I
14" SCH. 40 S.S
Clil
CORE DRILL 8"0 HOLE REPLACE EXIST. F.E. PUMPS b x I t w/ N
UNI-FL-FLANGE
@ q EL. 571.56
- - CUT EXIST. 6" WASTE SLUDGE 6" FLG. ECC. PLUG VALVE 6" 45° FLG. EDGE OF EXISTING BASE SLAB
— — — - - — — —
4" SCH. 10 q LINE &INSTALL UNI-FLANGE w/ HANDWHEEL OPERATOR 6" D.I. WASTE SLUDGE LINE BENDS ELEV
SST DROPLEG ELEV. 572.11 TYPE A' SUPPORT
PHASE 2 571.52 SEE DETAIL SHT. -
- - - - 4 " SCH. 10
SST DROPLEG
d Id dl d e d e
I
� EXIS
I»
19-
N N I 2
tLid
- i AT
41)
2 2 �
------------------- -------------------------------------------------- -
I
- I
I
I ' I
I
I
I
I
I
* TO ACCURATELY POSITION THE DIAGONAL REINFORCING STEEL FOR THE 20" WALL OPENINGS TO
TYPICAL FINE BUBBLE BE CORE DRILLED, THE CONTRACTOR SHALL FORM A CIRCULAR OPENING IN NEW WALL USING
DIFFUSED AERATION PIPING 6" PIPE, COATED WITH CONCRETE FORM RELEASE AGENT. 6" PIPE FORM TO BE REMOVED
SHOWN. FINAL DIFFUSER FROM CONSTRUCTED WALL, AND CONTRACTOR TO CORE DRILL 20"0 HOLE IN NEW & EXISTING
' STYLE, SPACING, AND WALL WITH CORE HOLE CENTERED IN 6" HOLE CENTER. 16" DIP TO BE INSTALLED, WITH LINK
SEALS (LS-360-S316-27) INSTALLED IN THE ANNULAR SPACE ON EACH END OF THE PIPE.
LAYOUT BY SELECTED
AERATION VENDOR. (TYP. 3 PLACES) - PHASE 2 CONSTRUCTION
AIR DISTRIBUTION HEADER (TYP.)
EXISTING EXISTING
I I N
ANOXIC ANOXIC
' I I
#2 #1
T. 122 "W X
H BLOCKOUT
TOP OF WALL _
16" DIP
EL. 570.67
I
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INSTALL INDICATED NEW PIPING, I 4" PVC
SUPPORTS, AND FLOW METERS I HEADER
IN EXISTING ANOXIC ZONES I 6" SCH. 10
EXISTING AERATION ZONE #1 SST DROPLEG
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i
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= V 16" TELESCOPING VALVE
20"0 HOLE @ s 18" SQ. CONC. PEDESTAL
� EL. 562.25
90° FLG. CENTERED UNDER EACH PIPE
12" TELESCOPING VALVE
(TYP. OF 2)
10" TELESCOPING 10" TELESCOPING
W"
BASE ELL. JOINT (HEIGHT AS REQ'D)
VALVE VALVE �,
w
j w
16" 90° FLG.
=
EXIST. 12" x
BASE ELL.
12" HOLE @
,
EL. 559.83
=
_
- - -
- - -
- - -
- - - -
- - -
- - -
- -
- -
- - -
- - -
- - -
- - - -
20"0 HOLE @
EL. 562.25
�, „ �I I II
I IIII
I I
BLOCKOUT AT
I (TYP. OF 2)
TOP OF WALL
PHASE 2
'
Ia' GSr cq 2" GSP
2" THD. PLUG
16" FLG CROSS
-----
-
EXIST.
REACTOR
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EXIST. SELECTOR
�
114" GSP 2" GSP
I
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' COVER EXIST. TROUGH OPENINGS WITH 14" ALUM. PLATE. EXTEND PLATE 5" BEYOND OPENING ON EACH SIDE AND TO WITHIN 6" OF
-_a I BOTTOM OF WALKWAY ON TOP. USE 2" NEOPRENE GASKET MATERIAL AROUND PERIMETER OF PLATE TO FORM A WATERTIGHT SEAL. --
_I USE '"0 S.S. CONC. EXP. ANCHORS @ 9" O.C. SPACING FOR MOUNTING. (TYP. FOR FOUR EXIST. OPENINGS 16" 90° FLG.
BASE ELL.
A\ L —
16" FLG. 12" TELESCOPING VALVE
This does not match McNeil plans. Our TEE
IIII l o_
photos show this was installed. I I I I I IIII I u 11 I
EXIST. 12" x
12" HOLE @ P �N
1" GS2" GSP------- I 1
EL. 559.83 I T
- - 2" GSP 1/2" GSP
N
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TYPICAL FINE BUBBLE �
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Cn a SHOWN. FINAL DIFFUSER
I I.
N 16" 90° FLG. BASE ELL. STYLE, SPACING, AND =
16" TELESCOPING VALVE LAYOUT BY SELECTED
AERATION VENDOR. 4" PVC
= HEADER 6" SCH.
10
SST DROPLL
EG
I I I
I
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- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
EXISTING EXISTING
I
CLARIFIER #2 �I CLARIFIER #1 '
* TO ACCURATELY POSITION THE DIAGONAL REINFORCING STEEL FOR THE 20" WALL OPENINGS TO
BE CORE DRILLED, THE CONTRACTOR SHALL FORM A CIRCULAR OPENING IN NEW WALL USING
1 6" PIPE, COATED WITH CONCRETE FORM RELEASE AGENT. 6" PIPE FORM TO BE REMOVED
FROM CONSTRUCTED WALL, AND CONTRACTOR TO CORE DRILL 20"0 HOLE IN NEW & EXISTING
EXISTING AERATION ZONE #2
WALL WITH CORE HOLE CENTERED IN 6" HOLE CENTER. 16" DIP TO BE INSTALLED, WITH LINK
� SEALS (LS-360-S316-27) INSTALLED IN THE ANNULAR SPACE ON EACH END OF THE PIPE.
I I (TYP. 3PLACES) -PHASE 2 CONSTRUCTION
I
AIR DISTRIBUTION HEADER (TYP.)
I I I I 1 1
I
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DISTRIBUTION 16" DIP
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PANEL `,TEEL °LATE C vE irJ= EL. 5 70.6 7 -
o THE EXISTING BLOCKOUT=x
DISTRIBUTION
I EXISTING PANEL H-1 TO REMAIN (TYP.)
1/2" GSP 1/2" GSP 1/2" GSP u 2" GSP 400A ATS X2„ L�-- ----�--- -�--�- BLOCKOUT AT TOP WALL
I
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14 "7 HOLE @ - - - - - - - - - - - - - - - - - - - - -
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-_____--
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SST DROPLEG--I
2
DESIGN
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BLOWER BLOWER 1111111111►►► 53

FIER #3
x 8" x 4" CROSS
4" BLIND FLANGE
SCUM REMOVAL PIPE
SCH. 40 S.S.
'T
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DWELL
MUDWELL �
RETURN
PUMPS
24" SQ. x 12"
DEEP PUMP -OUT
SUMP (TYP.) TYPE 'C' SUPPORT ---
14"0 HOLE @
SUPPORT F EL. 560.08
TYPE 'B' SUPPORT
2" SCH. 40 S.S.
2" SCH. 40 S.S. r
2l'1717 7II 7 11—_I'
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0
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-
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CONNECTION
@ EL. 559.83
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F:-77
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* TO ACCURATELY POSITION THE DIAGONAL REINFORCING STEEL FOR THE 20" WALL OPENINGS TO
BE CORE DRILLED, THE CONTRACTOR SHALL FORM A CIRCULAR OPENING IN NEW WALL USING
6" PIPE, COATED WITH CONCRETE FORM RELEASE AGENT. 6" PIPE FORM TO BE REMOVED
FROM CONSTRUCTED WALL, AND CONTRACTOR TO CORE DRILL 20"0 HOLE IN NEW & EXISTING
EXISTING AERATION ZONE #2 WALL WITH CORE HOLE CENTERED IN 6" HOLE CENTER. 16" DIP TO BE INSTALLED, WITH LINK
SEALS (LS-360-S316-27) INSTALLED IN THE ANNULAR SPACE ON EACH END OF THE PIPE.
(TYP. 3 PLACES) - PHASE 2 CONSTRUCTION
AIR DISTRIBUTION HEADER (TYP.)
' E)USTING MAIN
DISTRIBUTION
PANEL
I
EXISTING
2" GSP 400A ATS
I
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CONTROL PANEL
EJ
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EXISTING
BACKWASH
PUMPS (4)
EXISTING
EFFLUENT
SAMPLER
2
DISTRIBUTION
PANEL H-1
� 16"DIP
STEEL 12- EL. 570.67
THE EXISTING B� OL'ROUT
— i
TO REMAIN (TYP.)
EXIST 122"W x 19z"H
BLOCKOUT AT TOP OF WALL
��---1-TD--D--I--I--D--0--D--J--J-- -- ----J--J--J--�--J�
oil u
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6" SCH. 10
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(TYP.)
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------ ------ ------ ------
IT
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BLOWER
BLOWER
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No.3
No.4
No.5
DESIGN
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53

8" x 8" TAPPING
SLEEVE AND VALVE
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12" x 8" MJ
REDUCER
12" MJ TEE
H II111
III IIII �I
30 t
F_
8" INSERTION VALVE
EXIST. 8" FORCE MAIN FROM 5-DAY UPSET POND
EXIST. 8" INLUENT FORCE MAIN —Fl�
12" MJ ECC. PLUG VALVE
w/ MJ PLUG FOR FUTURE
FORCE MAIN CONNECTION
8" FRP
FnI
16" FRP -
i
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EVOQUA
DUMI,STER BUILDING ODOR
a _ CONTROL
xz
SYSTEM:
16" FRP
L! I
EXIST. SLUDGE PUMP
OUT CONNECTION
6" 90° FLG. BEND w/ BLIND FLANGE &
QUICK -CONNECT COUPLING TO MATCH
EXIST. SLUDGE PUMP -OUT CONNECTION
------_= 3'V HOLE w -
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SCREEN -- r - - - - - - F--�•—
CONTROL PANEL I
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PANE O P
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EXISTING F.E.
10" MJ RESILIENT WEDGE GATE BASIN TYPICAL COARSE BUBBLE
VALVE w/ C.I. VALVE BOX r DIFFUSED AERATION PIPING
10" D.I. INTER —CONNECTION SHOWN. FINAL DIFFUSER STYLE,
PIPE @ CL EL. 560.08 PHASE 2 CORE DRILL 14"0 HOLE SPACING, AND LAYOUT BY
@ EL. 560.08 SELECTED AERATION VENDOR.
14"0 HOLE @ _ _ - 10 rDl - i
SCH. 10�- 1 x 4" SCH. 10
T HEADER CL EL. 560.08 SST HEADER
P.) I (TYP.)
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1 - - - - - - - - - - - - - - - - - -
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31
SCH. 10
_ SST DROPLEG
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TYPICAL COARSE BUBBLE EXISTING
DIFFUSED AERATION PIPING
SHOWN. FINAL DIFFUSER STYLE, SLUDGE
SPACING, AND LAYOUT BY
SELECTED AERATION VENDOR. HOLDING
AIR DISTRIBUTION HEADER
4" SCH. 10
SST HEADER -7 In
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-- EL. 571.50 — -
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LAYOUT BY SELECTED
559 8 @ EL. , AERATION VENDOR.
1 AIR DISTRIBUTION HEADER (TYP.)
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DIFFUSED AERATION PIPING 6 PIPE, COATED WITH CONCRETE FORM RELEASE AGENT. 6 PIPE FORM TO BE REMOVED
f I I FROM CONSTRUCTED WALL AND CONTRACTOR TO CORE DRILL 20"0 HOLE IN NEW & EXISTING c" I I
i I SHOWN. FINAL DIFFUSER �
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STYLE, SPACING, AND WALL WITH CORE HOLE CENTERED IN 6" HOLE CENTER. 16" DIP TO BE INSTALLED, WITH LINK
1 II SEALS (LS-360-S316-27) INSTALLED IN THE ANNULAR SPACE ON EACH END OF THE PIPE.
LAYOUT BY SELECTED
--' I AERATION VENDOR. (TYP. 3 PLACES) - PHASE 2 CONSTRUCTION
-- I c )
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FIBERGLASS BASIN
ODOR
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DESIGN
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53
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TYPICAL FINE BUBBLE BE CORE DRILLED, THE CONTRACTOR SHALL FORM A CIRCULAR OPENING IN NEW WALL USING
DIFFUSED AERATION PIPING
6" PIPE COATED WITH CONCRETE FORM RELEASE AGENT. 6" PIPE FORM TO BE REMOVED
s k# I I I I
FROM CONSTRUCTED WALL AND CONTRACTOR TO CORE DRILL 20"0 HOLE IN NEW & EXISTING "' I
I i I I SHOWN. FINAL DIFFUSER �
STYLE, SPACING, AND WALL WITH CORE HOLE CENTERED IN 6" HOLE CENTER. 16" DIP TO BE INSTALLED, WITH LINK oil i 1
1 1 1 1 SEALS (LS-360-S316-27) INSTALLED IN THE ANNULAR SPACE ON EACH END OF THE PIPE.
LAYOUT BY SELECTED 3 PLACES) PHASE 2 CONSTRUCTION
-
(TYP. =
AERATION VENDOR. c
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------------------------------ - - - - -- TP-Expansion
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29
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6 PIPE, COATED WITH CONCRETE FORM RELEASE AGENT. 6 PIPE FORM TO BE REMOVED
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'
l
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SECTION A
12"0 ALUMINUM HANDRAIL w/
�a" NI(rl-I At UM KICK PLATE
WAY TOP OF WALKWAY
EL. 512.92
APPROX. FIN.
GRADE EL. GRADE EL. 562.5
PROVIDE PLASTIC END
CAPS (BLACK) ON TOP OF
ALL UNISTRUT SUPPORTS -
ALUM. UNISTRUT SUPPORTS
CONN. TO HANDRAIL wl /
12 PIPE CLAMPS (P1115h
9AI 1IAAI All IAA uA AIn DA II .., /
TYPE 'A' SUPPORT
SEE DETAIL SHT. -
REACTOR
10P OF BASE SLAB FI.
HANDWHEEL OPERATOR WITH TRANSPARENT
PLASTIC STEM COVER. PROVIDE RULE
TYPE INDICATIONS ON COVERS.
(TYP. EA. TELESCOPING VALVE)
12 '0 ALUMINUM HANDRAIL w/
11--4" HIGH ALUM. KICK PLATE
II I'I
II II
II II
II II
u u
II II
�� ills ili -
II II
II II
HIGH SETTING
II II
TOP OF WALKWAY II EL 512.00
EL. 572.92
r � HIGH SETTING r d
EL 572.00
STATIC WATER LEVEL n I I
e
EL. 571.00 - - - - - - - - - -
LOW SETTING ''' I --- LOW SETTING _
SCUM PIPE II II EL. 570.GO SCUM PIPE I I EL. 570.00
SYSTEM - SYSTEM
SCUM
GRINDER
J 10" TELE- PUMP L -1
SCOPING VALVE
w/ 2' TRAVEL
(TYP. OF 2)
5°
APPROX. FIN. GRADE EL. 562.5 1
10" 90° 10" 90°
FLG. BEND FLG. BEND
LUM. " ALUM. 2" x 12"
A2 x 12 "
x 12 " (TYP.) SEE ° ° x 12 " (TYP.) SEE
jSECTION 'D', SHT. \ j� SECTION 'D', SHT. °
19 FOR DIM. INFO. 19 FOR DIM. INFO. TOP OF BASE SLAB EL 559.00
CLARIFIER #4 CLARIFIER #3
NEW FOUNDATION SLAB
POURED AGAINST EXIST.
FOUNDATION SLAB
SECTION rF
LINK SEAL MODEL
LS-360-S316-27-
20"0 CAST HOLE-,
16" D.I.P. _
INTER -CONNECTION
EL. 562.25
TOP OF EXISTING
WALKWAY EL. 572.92
6" SCH. 10 90' BEND
HANDWHEEL OPERATOR WITH TRANSPARENT
PLASTIC STEM COVER. PROVIDE RULE
TYPE INDICATIONS ON COVERS.
(TYP. EA. TELESCOPING VALVE)
QD
4" SCH. 10 S.S. AIR LINE TO _EXIST. SLUDGE HOLDING
4" SCH. 10 S.S. AIR LINE TO PROPOSED _SLUDGE HOLDING
8" SCH. 10 S.S. AIR LINE TO AERATION BASIN ZONES 1 & 3
AND SLUDGE HOLDING AIRLIFTS
w
24" WD. ALUMINUM SLIDE GATE
(WATERMAN A-251-1-Y OR
LJ
� z
N z a APPROVED EQUAL) 2 REQ'D
w
J
I I
U
cl-
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II
Q
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i�
6" SCH. 10
45' BEND
;II
I I
N � .. I•• N N
6 HIGH SETTING _ HIGH SET R G
EL. 512.00 EL. 572.00 I _ _ EL. 512.00
STATIC WATER LEVEL STATIC WATER LEVEL -- STATIC WATER LEVEL
" EL 571.00 EL 571.00 OL 16" DIP * EL. 571.00
ALUM. -Z x 6" x 12" (TYP.) SEE I LOW SETTING LOW SETTING EL. 570.67 LOW SETTING
SECTION D', SHT. 19 FOR DIM. INFO. EL. 570.00 EL. 570.00 -- E --- EL. 570.00
_ 16" TELESCOPING 12" S.S. U-BOLT 12" TELESCOPING VALVE
VALVE wl 2' TRAVEL ALUM. L3 x 3 wl 2' TRAVEL (TYP. OF 4)
EXISTING = II(TYP. OF 2) x 4 x 2'-9" LG. Il ALUM. L3 x 3
I
REACTOR II III 16" S.S. U-BOLT 12" TELESCOPING x 4 x 2'-6" LG.
ALUM. L3 x 3 VALVE w 2' TRAVEL a
PHASE 1 PHASE 2 x 4 x 3'-2" LG. EXISTING (TYP. OF 4) AS REQ'D FOR CORING AERATION
CONSTRUCTION CONSTRUCTION 16" FLG. BASE EXISTING AERATION
ELL. (TYP. OF 6) AERATION ZONE WALL MACHINE -PHASE 2 ZONE #3
LINK SEAL MODEL I I I I
LS-360-S316-27 8 CONSTRUCTION FOR
LINK SEAL MODEL ZONE #1 LINK SEAL MODEL 16" PIPE
LS-360-S316-27 LS-360-S316-27 2" AIR INJECTIO�
_ 20"0 CORE DRILLED_ HOLE ELEV. 564 75
- � ELEV. 562.25 _
20"0 CORE DRILLED HOLE _
ELEV. 567.50
u
16" MJ ECC. o
PLUG VALVE _
b TOP OF EXISTING BASE SLAB EL. 559.0
4-- '0e S.S. GONG. EXP. ANCHORS
(4" MIN. EMBED.) w/ LEVELING
NUTS (TYP. EA. BASE ELL.)
SECTIONKB'�
a•
n STATIC WATER LEVEL
EL. 571.00
EXISTING
CLARIFIER #2
• 6°
a 4
SECTIONrC'�
(ALL PHASE I coNsrRucrioN)
EXIST. HANDRAIL
l °
n STATIC WATER LEVEL
EL. 571.00
EXISTING
CLARIFIER #1
12 '0 ALUMINUM HANDRAIL w/
4" HIGH ALUM. KICK PLATE
TOP OF EXISTING
WALKWAY EL. 572.92
a•
n STATIC WATER LEVEL
EL. 571.00
EXISTING
AERATION
ZONE #2
TOP OF EXISTING BASE SLAB EL. 559.0
TOP OF WALKWAY EL. 572.92
TOP OF BASE SLAB EL. 559.0
EXIST. HANDRAIL
EXISTING AERATION
ZONE WALL
12"0 ALUMINUM
HANDRAIL wl 4" HIGH
ALUM. KICK PLATE
TOP OF WALKWAY
EL. 572.92
ALUM. ,2" x 6" x 12 (TYP.) SEE
SECTION D', SHT. 19 FOR
DIMENSIONAL INFO.
8" 90' FLG. BEND
wl BLIND FLANGE
I -PIPE BOLLARDS -
SEE DETAIL SHT. -
-7 2 " S. S.
U-BOLT
APPROX.
FIN. GRADE
o
EL. 562.5
N
%�
\ \\� 8" 90° FLG.
BEND
8" MJ RESILIENT
CENTERED UNDER 16 CROSS 16 FLG x PE w/ ` WEDGE GATE VALVE
(HEIGHT AS REQ'D) 121 x 18"W UNI-FLANGE w/ C.I. VALVE BOX
CAST -IN -PLACE
GONG. SUPPORT LINK SEAL MODEL 16" x 8" FLG.
LS-360-S316-27 ECC. REDUCER
4" SCH. 10 S.S. AIR LINE TO EXIST. SLUDGE HOLDING
4" SCH. 10 S.S. AIR LINE TO PROPOSED _SLUDGE HOLDING
_� SCH. 10 S.S. AIR LINE TO SLUDGE HOLDING AIRLIFTS
12"0 ALUMINUM HANDRAIL w/
z �4" HIGH ALUM. KICK PLATE
w
� 24" WD. ALUMINUM SLIDE GATE
(WATERMAN A-251-1-Y OR
o APPROVED EQUAL) 2 REQ'D
PHASE 2 CONSTRUCTION
TOP OF EXISTING WALKWAY EL. 572.92
* 16" DIP
EL. 570.67
*TO ACCURATELY POSITION THE DIAGONAL
REINFORCING STEEL FOR THE 20" WALL OPENINGS
TO BE CORE DRILLED, THE CONTRACTOR SHALL
FORM A CIRCULAR OPENING IN NEW WALL USING
6" PIPE, COATED WITH CONCRETE FORM RELEASE
AGENT. 6" PIPE FORM TO BE REMOVED FROM
12 CONSTRUCTED WALL, AND CONTRACTOR TO CORE
DRILL 20"0 HOLE IN NEW & EXISTING WALL WITH
CORE HOLE CENTERED IN 6" HOLE CENTER 16"
DIP TO BE INSTALLED, WITH LINK SEALS
(LS-360-S316-27) INSTALLED IN THE ANNULAR
SPACE ON EACH END OF THE PIPE.
(TYP. 3 PLACES) - PHASE 2 CONSTRUCTION
. N
N
OF EXISTING BASE SLAB EL. 559.0 .
4'-0"
SECTIONrD
HIGH SETTING
EL. 572.00
LOW SETTING
EL. 570.00
4-4 0 S.S. GONG.
EXP. ANCHORS (4"
MIN. EMBED.) wl
LEVELING NUTS (TYP.
EA. BASE ELL.)-
12"' NON -SHRINK
GROUT (TYP.)
HANDWHEEL OPERATOR WITH TRANSPARENT
PLASTIC STEM COVER. PROVIDE RULE
TYPE INDICATIONS ON COVERS.
(TYP. EA. TELESCOPING VALVE)
I n STATIC WATER LEVEL
EL. 571.00
'--16" TELESCOPING
VALVE w/ 2' TRAVEL
II (TYP. OF 2)
16" U-BOLT (TYP.)
HIGH SETTING
EL. 572.00 r 7
LOW SETTING
EL. 570.00
16" x 12" FLG.
REDUCER
(TYP. OF 4)
4-4 "0 S.S. CONC.
EXP. ANCHORS (4"
MIN. EMBED.) w/
LEVELING NUTS (TYP.
EA. BASE ELL.)
12" NON -SHRINK
GROUT (TYP.)
TOP OF BASE
SLAB EL. 559.0
EXIST. HANDRAIL
TOP OF WALKWA
EL. 572.92
I I II
I I II
I I II
II
61
LINK SEAL MODEL
LS-360-S316-27
16" FLG TEE-
HANDWHEEL OPERATOR WITH TRANSPARENT
PLASTIC STEM COVER. PROVIDE RULE
TYPE INDICATIONS ON COVERS.
(TYP. EA. TELESCOPING VALVE)
12 '0 ALUMINUM HANDRAIL w/
1-4" HIGH ALUM. KICK PLATE
TOP OF WALKWA
EL. 572.92
Gy/JIL•� I �►IM:a#A%N1
EL. 571.00
---12" TELESCOPING
VALVE w/ 2' TRAVEL
(TYP. OF 4)
-12" S.S. U-BOLT (TYP.)
LINK SEAL MODEL
LS-360-S316-27--\
2" AIR INJECTION
ELEV 564.75
5'-6"
I I
_ tl tl HIGH SETTING
r - EL. 572.00
STATIC WATER LEVEL
EL. 571.00
LOW SETTING
EL. 570.00
II ALUM. L3x3x4
x 2'-2" LG. (TYP.)
ALUM. EL 2" x 6" x 72"
(TYP.) SEE SECTION 'D',
I 1 ° SHT. 19 FOR
DIMENSIONAL INFO.
2" AIR INJECTION
ELEV. 564.75
5'-6" 1 16" FLG. BASE
ELL. (TYP. OF 6)
1 r-,/) 18" SQ. GONG.
`PEDESTAL (TYP. EA.
�l BASE ELL.) HEIGHT
p p AS REQ'D
18" SQ. GONG. PEDESTAL L CONTRACTOR TO FORM
CENTERED UNDER 16" TEE 20"0 OPENING
(HEIGHT AS REQ'D)
SECTIONKT�
(ALL PHASE 1 CONSTRUCTION)
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
I " - 1'-o"
4 -
FILE
TP-Exoonsion
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STATIC WATER LEVEL
EL. 571.00
I
LOW SETTING
11
EL. 570.00
L3 x 3 x 4 x
EXIST. OPENINGS FOR S.S.
2'-2" LG. (TYP.)
TROUGHS TO BE SEALED °
WATERTIGHT WITH II
1" x 6" x 12"
z
NON -SHRINK GROUT AND
(TYP.) SEE SECTION
HYDROPHILIC WATERSTOPS
D', SHT. 19 FOR
x
I I
DIMENSIONAL INFO.
U"
16" FLG. BASE
O
IT
ELL. (TYP. of 4) FINAL DESIGN -
SQ. GONG. x
PEDESTAL (TYP. EA. NOT RELEASED7T -z
BASE ELL.) HEIGHT
d 18" SO. GONG. PEDESTAL u u AS REQ'D FOR
CENTERED UNDER 16" TEE --------.-CONSTRUCTION cn
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4" HIGH ALUM. KICK PLATE
1 LINK SEAL MODEL
1 LS-315-S-316-10
w
6"0 CAST HOLE
1-117
� ELEV. 571.67-
O
-
- - -
10"
i x PE
Z 1
WALL
PIPE -
0
p
ELEV.
567.83�
1
C12 CONTACT
1
[� I
6" BAFFLE
WALLS
0 1
(4 REQ'D)
I
+�
T �
J
1
12 ' SCH. 80 PVC
VENT PIPING
4" FLG. MAGNETIC
FLOW METER
3" FLG. RES. WEDGE
GATE VALVE (2 REQ'D)
-S.S. HOOK (2 REQ'D)
12' S.S. GUIDE RAILS
3" FLG. CHECK VALVE w/
OUTSIDE WEIGHT & LEVER
(2 REQ'D) VTOP OF WALL EL. 511,00
o
--
i
i
H. W. ALARM
EL. 567.25
i
h
TIMER OVERRIDE
o
EL. 565.50 a
MUDWELL
MUDWELL RETURN
PUMPS (2 REQ'D) N
TIMER ENABLE
EL. 561.00
PUMPS OFF +-
EL. 560.00
FILTER
STATIC WATER LEVEL n
EL. 566.25
ANTHRACITE
SAND
SUPPORT STONE
1 " THK.
WALKWAY
SUPPORT
WALL
4" CHAMFER ALL
EXPOSED EDGES
i,
4" DIP
3" DIP
EFFLUENT TROUGH
CLEARWELL
�-6" No. 57 STONE
SECTION rH
SCALE: 4" 1'-0"
(ALL PHASE I CONSTRUCTION)
SECTION H
SCALE: 4" = 1 '-0"
(ALL PHASE I CONSTRUCTION)
3" FLG. SWING CHECK
VALVE w/ OUTSIDE
WEIGHT & LEVER
H
� T4"IGHHHIGH SETTING
No. 2 HOUSEKEEPING PAD EL 572.00
'v 6" THK. CONC. SLAB w/
#4 BARS @ 12" O.C.E.W.
LI j/ CENTERED IN SLAB
__________ 4" CHAMFER ALL
i EXPOSED EDGES
6" No. 57 STONE
2" P. JOINT
\i%:i TOP OF BASE SLAB EL. 559.00
2" COMBINATION AIR/VACUUM
& AIR RELEASE VALVE
-2" COMBINATION AIR/VACUUM
PVC
& AIR RELEASE VALVE
VENT PIPING
—2" BRONZE BALL VALVE
2" x 2" LG. 316 S.S.
SCH. 40 PIPE NIPPLE
2" x 2" LG. 316 S.S.
4" FLG GATE VALVE W/
12"0 ALUMINUM HANDRAIL w/
4" 90° FLG BEND
SCH. 40 PIPE NIPPLE
HANDWHEEL OPERATOR
4" HIGH ALUM. KICK PLATE
4" FLG. RES. WEDGE
(2 REQ'D)
GATE VALVE
ALUM. IE 2" x 4" x 10" w/ (2) 2"0
S.S. GONG. EXP. ANCHORS (2 REQ'D)
L2 x 2 x 4 x 2'-6" LG. (2 REQ'D)
4" FLG. MAGNETIC , ,
FLOW METER vl
T
4" 90° FLG BEND
STATIC WATER LEVEL
-
m
4" FLG GATE VALVE w/
EL. 571.00
HANDWHEEL OPERATOR
r
4" 90° FLG BEND
4" FLG CHECK VALVE w/
4" MJ x MJ WALL PIPE
OUTSIDE WEIGHT & LEVER
ELEV. 571.25
6" x 6" x I
6"0 CAST HOLE
I
3" FLG TEE
I
� ELEV. 570.71
�
I
LINK SEAL MODEL
LS-315-S-316-10
Q
F.E.
I
v
o'
BASIN
ANOXIC #4
a
I
I
o
S.S. LIFTING CABLE-----J
Q
II
S.S. LIFTING CABLE
v
24" S.S. CHAIN
4" x 3FLG "
24" S.S. CHAIN--_ECC.
REDUCER
FLOW EQUALIZATION
FLOW EQUALIZATION
PUMPS (2 REQ'D)
PUMP (2 REQ'D)
o
� 1�� �2'-0'
L6" No. 57 STONE
SECTION J
SCALE: 4" = 1'-0"
4" FLG
TEE
C --S.S. HOOK (2 REQ'D)
r
TYPE 'A' SUPPORT
SEE DETAIL SLIT. -
i
i
i
J 4" FLG CHECK VALVE w/
OUTSIDE WEIGHT & LEVER
Q (2 REQ'D)
0
^�N 4" x 3" FLG
ECC. REDUCER
(2 REQ'D)
N
12" 2'-9" 0112" 11 14..I 12" m 2'-9" 112"
6" No. 57 STONE
SECTION K
SCALE: 4" = ]'-0"
STATIC WATER LEVEL 17
EL. 577.00
4" 90' ETC BEND
LINK SEAL MODEL
LS-410-S-316-7
ANOXIC #4
BLOWER
2" BRONZE BALL VALVE
1" FLG CROSS
4" 90° FLG BEND 12"0 ALUMINUM HANDRAIL w/
4" HIGH ALUM. KICK PLATE
2" S.S. THD. 2" BRONZE
TEE BALL VALVE
2" S.S. THD. UNION
(3 REQ'D)
4"
�2" S.S. Ti 90'
BEND (9 REQ'D)
—2" S.S. THD. 45'
BEND (2 REQ'D)
2" SCH. 40 S.S.
RETURN/WASTE
SCUM PIPING
ANOXIC #3
\--6" No. 57 STONE
SECTION L
SCALE: 4" = 1 '-0"
1 3" 90' FLG. BEND
STATIC WATER LEVEL
EL. 571.00 +
LOW SETTING
EL. 570.00
II I
TYPE 'B' SUPPORT
SEE DETAIL SHT. 32
10" TELESCOPING VALVE w/ 2'
TRAVEL (1 IN EA. CLARIFIER) L -1
CLARIFIER #4
3" D.I. RAS/
WAS PIPING
10" 90'
FLG. BEND
LINK SEAL MODEL
LS-400-S316-10
a a
SLUDGE
RETURN
PUMP
A
2" COMBINATION AIR/VACUUM
& AIR RELEASE VALVE
HANDWHEEL
OPERATOR WITH TRANSPARENT
B
2" x 2" LG. 316 S.S.
PLASTIC
STEM COVER. PROVIDE RULE
SCH. 40 PIPE NIPPLE
TYPE INDICATIONS
ON COVERS.
3" FLG. TEE w/ BLIND
12"0 ALUMINUM HANDRAIL w/
FLANGE TAPPED FOR 2"
4" HIGH ALUM. KICK PLATE
3" 45° FLG. BEND
3" FLG. MAGNETIC
FLOW METER
3" D. iSIWAS ELEV. 575.3-
3" MJ x MJ WALL PIPE
V
1
V. 571.67
/
TOP OF WALKWAY EL 572.92
n''''
i
--- - -
- - - - -- -
HIGH SETTING
11" ALUM. U-BOLT
STATIC WATER LEVEL 2
EL. 572.00
�
EL. 571.00 12" SCH. 80 PVC
LOW SETTING
VENT PIPING
EL. 570.00
3" FLG x PE
_a
1�
O9 0
10" S.S. U-BOLT
w/ UNI-FLANGE
6"0 CAST HOLE
E -•1
IL LII
J
J
U
10" TELESCOPING VALVE
ELEV. 570.71
r ,
ANOXIC #4
LINK SEAL MODEL
W `.J
(1 IN EA. ANOXIC ZONE)
LS-315-S-316-10
o f
W o I W
LINK SEAL MODEL
o
o
LS-400-S316-10
Q
10" 90° FLG.
BASE ELL.
18" SQ. GONG.
PEDESTAL
6" No. 57 STONE
SECTION I
SCALE:
(ALL PHASE I CONSTRUCTION)
UM. 4"x 3"x
w/ 4'0 HOLE
ALUM. Z3 x 3
4 xx 7"LG.
9" LG.
CS5 x 2.21
LG.
10" LG. -
SEE BASE PLATE DETAIL THIS SHEET
SECTION A
SCALE: 4" = 1'-0"
SECTION rB-'Niii"Iil,�
SCALE: 4" = 1'-0"
M.L2x2
x 4" LG.
ALUM. Z2 x 2
x 4 x 7" LG.
13X LG.
CS5 x 2.21
2" LG.
LG. IS SHEET
2" BRONZE BALL VALVE
3" FLG. TEE
3" FLG. RES. WEDGE
GATE VALVE
,F-3" 90' FLG. BEND (4 REQ'D)
6" D.I. WAS
ELEV 570.71
6" x 6" x 3" FLG TEE
F.E.
BASIN
"0 S.S. CONC.
ANCHORS w/
N. EMBED.
x 2.21
ALUM. TC 2" x 10"W x 10" LG.
14» 72 14„
BASE PLATE DETAIL
SCALE: 1" = 1'-0"
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
AS SHOWN
FILE
TP-Exoonsion
0
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FINAL DESIGN -
NOT RELEASED
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SHEET
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53
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TOP OF BASE SLAB
EL. 559.0
INFLUENT SCREEN
CONTROL PANEL -
PLANT CONTROL
PANEL No. 2 —
SECTION
SCALE: 4"
WEATHERSHIELD -
SEE DETAIL SHT. E9
WALKWAY EL. 572.92
� 12 " D. I. TO
EXIST. F.E. BASIN
TOP OF BASE SLAB EL. 559.00
TOP OF PLATFORM EL. 572.92
SECTION
SCALE: 4" = 1 '-0"
EXISTING AERATION
ZONE WALL
FIBERGLASS ENCLOSURE 8" F
OVER FINE SCREEN UNIT
- - - - - - - - - - - - - - - - - - - - - - - - - - - -
I
I
FINE SCREEN UNIT
I I
SECTION
t7
SCALE: 4" = 1 '-0"
-- L-L----I F_ L-L--�
I I I I
L
I I I I
r--L-J--
il �i I
� L --
SECTION
Q
SCALE: 4" = 1 '-0"
SECTION
SCALE: 4' - 1'-O"
HANDWHEEL OPERATOR WITH TRANSPARENT
PLASTIC STEM COVER. PROVIDE RULE TYPE
INDICATIONS ON COVERS. (TYP.)
TO ODOR _
CONTROL SYSTEM
4-4"0 S.S. CONC.
EXP. ANCHORS (4"
MIN. EMBED.) TYP.
EA. BASE ELL.
TOP OF WALKWAY
EL. 572.92
ALUM. Z3x3x4
x 2'-2" LG. (TYP.)
-ALUM. LL 1" x 6" x 12"
(TYP.) SEE SECTION 'D',
SHT. - FOR
DIMENSIONAL INFO.
12" S.S. U-BOLT (TYP.)
—16" FLG. BASE
ELL. (TYP. OF 6)
I"' NON -SHRINK
GROUT (TYP.)
18" SQ. CONC.
PEDESTAL (TYP. EA.
BASE ELL.) HEIGHT
AS REQ'D
FINAL DESIGN -
NOT RELEASED
FOR
CONSTRUCTION
�rlrNrrrlltN���
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
FILE
TP-Exoonsion
•
V J �
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zz00
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�1 jZi U
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SHEET
31
OF
53

EXISTING
REACTOR
ZONE
PIS IP
25 % SODIUM
HYDROXIDE
SOLUTION
TO
AERATION
♦ BASINS
TO
FILTERS CHLORINE
CONTACT
CHAMBER
DIFFUSED AERATION
DUPLEX CHEMICAL FOR MIXING (TYP.) -
FEED PUMPS —
SEE SCHEMATIC
ALKALINITY ADDITION
1'-6" DIA STACK
�1
INLET
2'-10"
P
AIR
SUPPLY
FROM
CLARIFIERS
DUPLEX CHEMICAL
FEED PUMPS —
SEE SCHEMATIC —
SODIUM
HYPOCHLORITE
SOLUTION
P
DISINFECTION SYSTEM
CHEMICAL FEED PUMP PACED BY EFFLUENT
FLOW MEASUREMENT FOR FLOW
PROPORTIONAL FEED RATE
SPARE PUMP PROVIDED
CHEMICAL FEED SCHEMATIC
(23'-10")
ELEVATION VIEW
RIGHT VIEW
EXISTING
CHLORINE
CONTACT
CHAMBER
FIl
ODOR CONTROL SYSTEM DETAILS
NO SCALE
DUPLEX CHEMICAL FEED PUMPS
ALL EQUIPMENT SHOWN ABOVE SHALL BE PROVIDED IN A ENGINEERED
SKID SYSTEM BY TUFF SKID, WITH PUMPS BY BLUE -WHITE INDUSTRIES,
OR APPROVED EQUAL. TWO DUPLEX SYSTEMS REQUIRED.
NOMENCLATURE
ITEM
DESCRIPTION
1
EXHAUST FAN
2
NUTRIENT TANK
3
NUTRIENT FEED LINE
4
WATER CONTROL CABINET
5
WATER FEED LINE
6
INLET AIR SAMPLE PORT
7
WATER INLET CONNECTION (1" ANSI B16.5)
8
MAIN ACCESS FLANGE
9
ACCESS PORTS
10
ELECTRICAL CONTROL PANEL
11
SYSTEM DRAIN (2" NPT)
12
STACK OUTLET FLANGE (12" ID)
13
CONCRETE EQUIPMENT PAD
(SUPPLIED BY OTHERS)
14
ID TAG
15
NFPA LABEL
16
POSITIONING EYES
17
ANCHOR LUGS
18
OUTLET AIR SAMPLE PORT
NOTES
1. SERVICE REQUIREMENTS:
ELECTRICAL: 460 VAC, 3 PH, 60 HZ
POTABLE WATER: 1.00" LINE (30 PSI MIN.) TO ZABOCS, ZB-7015-SP SYSTEM.
2. BACKFLOW PREVENTER, IF REQUIRED, PROVIDED BY OTHERS.
3. 6.00" (MIN.) BAROMETRIC P-TRAP ON DRAIN, PROVIDED BY OTHERS.
4. UNIT TO BE INSTALLED (BY CONTRACTOR) ON 0.25" THICK NEOPRENE
RUBBER SHEET OF 60 DUROMETER.
TO CHEMICAL
INJECTION POINT
FLOW
INDICATOR
L!
N
45'
MAX.
6"0 OR SMALLER
OR SMALLER
S
S.S. U—BOLT S.S. U—BOLT
S.S. L2 x 2 x 4 FOR
2", 3", & 4" PIPES
S.S.L3x3x' FOR6"
PIPES (LENGTH AS
REQ'D) TYP. OF 3
S.S. 2 '0 CONC.
EXPANSION ANCHOR
wl 3" MIN. EMBED.
(2 REQ'D)
TYPE ' A' SUPPORT
(USE FOR 2", 3", 4", AND 6"0 PIPES
@ 21 " OR LESS FROM WALL)
NO SCALE
1" NO
CONC.
���rollm
ENTIRE PIPE SUPPORT
ASSEMBLY. TO BE H.D.
GALVANIZED AFTER
FABRICATION.
(3 REQ'D)
TYPE ' B' SUPPORT
(USE FOR 2", 3", 4", AND 6"0 PIPES
@ GREATER THAN 21 " FROM WALL,
OR FOR MULTIPLE PIPES)
NO SCALE
TS4x4x4
2" x 10" x 10"
8"0 ANCHOR BOLTS (TYP.) 12" LG.
W/3" HOOK, PROVIDE LEVELING
NUTS UNDER PLATE.
18" SQ. x 3' DP. CONCRETE
PEDESTAL USE 4" CHAMFER ON ALL
EXPOSED EDGES.
#3 TIES @ 5" O.C.
— BARS — 1 EA. CORNER 12"
CLEARANCE — REBAR TO FACE OF
CONCRETE
TYPE 1 SUPPORT
AERIAL PIPE SUPPORT DETAIL
NO SCALE
x
REQ'D)
16 "0
U—BOLT
(3 REQ'D)
TYPE ' C' SUPPORT
(USE FOR 8 ", 12" AND 16 "0 PIPES)
NO SCALE
NOTE:
ENTIRE PIPE SUPPORT ASSEMBLY. TO
BE H.D. GALVANIZED AFTER FABRICATION.
TS4x4x4
2" x 10" x 10"
8 "0 S.S. CONC. EXP. ANCHORS
PROVIDE LEVELING NUTS UNDER
PLATE.
LAi-Di. CONC. SLAB
TYPE 2 SUPPORT
AERIAL PIPE SUPPORT DETAIL
NO SCALE
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
AS SHOWN
FILE
TP—Exoonsio
Fri
rr nn un
VJ 4
0
cV
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FINAL DESIGN `I' Q
N S N -
NOT RELEASED Q O C)
FOR w
CONSTRUCTION
UU�
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A U O
1 13 sHLL
l 32
�.,�rN ,.••'�Q�,� of
53

PL7
2
GROL
PIPE BOLLARD -
DETAIL THIS SHT
PLAN
SECTION
ALUMINUM
RAILING
ALUM. 1-BAR 14"
DEEP w/ CORR.
NOSING
PLATE. 2" x 4"' w/
2 - 8 "0 S.S. M.B.-
CLIP ANGLE —
GROUND EL. 563.0+
4" CONC. PAD
I
F_ L_
I I
L_ J
ALUMINUM STAIRS AT FINE SCREEN PLATFORM
UIS I UKBLD LAK I H =
NOTES:
CLIP ANGLES
SECURED w/ S.S.
M. B. (4 REQ'D) -
PLAN
/ TUBE
12 SECTION
LEGS FOR
PLATFORM �
S.S. M.B.
CHANNEL
SECTION r
TOP OF WALKWAY EL. 567.50
CLEARWELL
NO SCALE
CROWN TO DRAIN
RUNOFF TO SIDES
COMPACTED SUBGRADE
8" COMPACTED CABC *
,N NON -WOVEN
GEOTEXTILE FABRIC
NEW/ GRAVEL DRIVEWAY DETAIL
*TO BE CONFIRMED IN FIELD BY GEOTECHNICAL ENGINEER.
NO SCALE
-E ROUNDED
OF PIPE
40 STEEL PIPE
CONCRETE
CONCRETE
TING
PIPE BOLLARD DETAIL
(4 REQUIRED)
NO SCALE
PRECAST CONC. DONI
�4" MJ RESILIENT
Y BEND
-LOCK CONNECTION
ABOVE GROUND
_A. x B" THICK
CONC. COLLAR
4" MJ 90' BEND w/
MEGA -LUG GLAND
WEDGE GATE VALVE
w/ C.I. VALVE BOX
SLUDGE PUMP OUT CONNECTION
NO SCALE
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
AS SHOWN
FILE
TP-Exoonsio
�1
0
ugh
cV
u; Q
H W U) •
Z Z
u G N
WZX
}� U
W
�D o
zr__u
O
W
nH
8"0 x 0'-3" LG. S.S.
CONC. EXP. ANCHORS 8" CONC. PAD w/
(4 REQ'D) #4 @ 6 " 0. C. E. W.
IL
1. FABRICATOR TO SIZE STAIR COMPONENTS FOR LOADING REQUIRED BY
OSHA FOR FIXED INDUSTRIAL STAIRS.
gF.C'TTnN
ALUMINUM STAIRS AT FILTER
ALUMINUM STAIRS DETAILS_
NO SCALE
MINIMUM CONCRETE BLOCKING (C.Y.)*
NOM. PIPE
DIA. (IN.)
TEES &
DEAD ENDS
90°
BEND
45"
BEND
22 1/2'
BEND
11 1 /4'
BEND
3
1/3
1/3
1/3
1/3
1/3
4
1/3
1/3
1/3
1/3
1/3
6
/3
1/3
1/3
113
1/3
8
1/3
1/2
1/3
1/3
1/3
10
2/3
3/4
1/2
1/3
1/3
12
3/4
1.0
2/3
1/3
1/3
*CONCRETE SHALL BE 3000 P.S.I. MIX.
NOTES:
NO CONCRETE SHALL COVER BOLTS OR GLANDS.
STANDARD REACTION BLOCKING DETAIL
NO SCALE
APPROh
WASHED
WI U.1. DVn
YARD HYDRANT DETAIL
NO SCALE
I,"' S.S.
90° ELL
AIR DROP ASSEMBLY
NO SCALE
o�
NUo
W
�
z
U
�o
�
�
x
u
X
W
H
Qw
Q
FINAL DESIGN -
C IS
ci)
un
NOT RELEASED
FOR
Cn
CONSTRUCTION
w A =
:. 1 1.331
sHLL I
�..- •.,, ! N ,.••'�Q`",,�
33
of
53

SITE
��Neke Road —,,,,,,a„•BRIAR,CHAPEL
3r4 € \�
_
wn"�n,inp
Qhaa 9
P•A
Briar CM1dpe\ '}, —�\\
6
PnnA O.rve 0a�
StV �
,p��
W
^a �• —_ - m 9ennet[ oak lzyntl
a n[ma
[
1
BOUL-toDmse
ER
P. 4ark""rht,o5u1
'q O (fe't0.�e �a� CM1apel Partway
` t
n
sett?'�
a°`
card�v, noye,p� __ _ _
� �•
Mtlrew[Store RaaO
�' o
° I
a
ANDREWS
rews ..:
Store i
AndSTORE ROAD
VICINITY MAP
SCALE: NONE
CONSTRUCTION SEQUENCE
1. Obtain grading permit. Schedule and hold pre -construction meeting with Chatham County
Erosion and Sedimentation control inspector.
2. Install gravel entrance and all silt fence, silt fence outlets, inlet protection, and construction entrances.
3. Call [phone] for on -site inspection by an Erosion Control Officer. If approved, begin earthwork.
4. Provide all monitoring, inspection, and record keeping as required by conditions or NCGO10000 Storm
Water Discharge Permit. Provide copies to Chatham County Erosion Control Officer.
5. Rough grade site. Maintain devices weekly, after each rain and as needed. Install concrete washout
area.
6. Construct WWTP expansion.
7. Stabilize site as areas are brought up to finish grade with vegetation, paving, etc. The angle for graded
slopes and fills shall be no greater than the angle that can be retained by vegetative cover or other
adequate erosion control devices or structures. In any event, slopes left exposed will, within 14 calendar
days of completion of any phase of trading, be planted or otherwise provided with temporary ground
cover, devices or structures sufficient to restrain erosion.
8. When construction is complete and all areas are stabilized completely, call for inspection by Erosion
Control Officer.
9. If site is approved, silt fencing, and seed out or pave any bare areas.
10. When vegetation has become established, call for final site inspection by Erosion Control Officer.
11. Obtain Certificate of Completion.
INLET PROTE
EROSION CONTROL PLAN
SCALE: I" = 20'
SILT FENCE
OUTLET
Site Data
PIN
Parcel
Address
Owner /Builder
Watershed
Acreage
Zone
EROSION CONTROL LEGEND
I I I I I + SILT FENCE
TPF TREE PROTECTION FENCE
GRAVEL CONSTRUCTION
ENTRANCE PAD
_ SILT FENCE OUTLET
LIMITS OF DISTURBANCE
0
09765 00 45 1313
0087080
178 Boulder Point Drive
EXISTING GRADE
PROPOSED GRADE
INLET PROTECTION
Old North State Water Company, LLC
P.O. Box 10127
Birmingham, AL 35202-0127
Cape Fear (Jordan Lake)
17.54
CUD -CC
GRAPHIC SCALE
20 0 10 20 0
FINAL DESIGN -
NOT
RELEASED FOR
CONSTRUCTION
o N CARS
o� •
•°_� : •6F _SS/py •• •
• SEAL _
13371
NGI NEB : ;
•.....•••'DX\
N R. KEG
3/ao
JOB NO.
DESIGN
ARK
DRAWN
MAT
CHECKED
ARK
SCALE
1 ' = 20'
FILE
BC-SP EC PLAN.dwg
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34
OF
53

n
CHATHAM COUNTY
NORTH CAROLINA
GALVANIZED HARDWARE WIRE
EXT""' T T m
;TANDARD METAL POSTS 2'-0" IN GROUND
m ­CED TO A HEIGHT
OF 12'-18"VMINIMUM ABOVE TOP OF BOX
STANDARD CATCH BASIN/YARD INLET PROTECTION
FILTER OF 1 INCH DIAMETER
# 57 WASHED STONE
NOTE:
SILT FENCE FABRIC TO OVERLAP
HARDWARE CLOTH BY 12 INCHES
STEEL FENCE POST
WIRE FENCE
HARDWARE CLOTH
FILTER OF 1 INCH DIAMETER
,:
# 57 WASHED STONE
FLOW DIRECTION 1
SIDE VIEW
CHATHAM COUNTY
NORTH CAROLINA
WATERSHED PROTECTION DIVISION
GRADE
EXISTING
ROADWAY
I_AIJIIINU f(VAUV
CHATHAM COUNTY
NORTH CAROLINA
DETAIL NUMBER
2018-001
SHEET 1 of 1 WATERRHEDPROTECIIONDEPARTHENT
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SILT FENCE FABRIC
HARDWARE CLOTH
ON WIRE FENCE
STEEL FENCE POST
ON WIRE FENCE
PLAN VIEW
NOTE:
USE SILT FENCE OUTLETS ONLY WHEN
DRAINAGE AREA DOES NOT EXCEED 1/4
ACRE AND THERE IS A LOW AREA. USE
AS A REPAIR OF SILT FENCE FAILURES.
r� STEEL FENCErPOST^SET_i
FRONT VIEW AND SILT FENCE FABRIC 6�INCHES INTO
THE TRENCH
STANDARD SILT FENCE OUTLET
SANDBAG
10 mil PLASTIC LINING
IIII=1' SECTION A -A
3' NOT TO SCALE
LATH AND
FLAGGING ON =IIII-IIII=IIII BERM
3 SIDES
VARIES O L
O
10 mil PLASTIC LINING
SANDBAG
PLAN
0 NOT TO SCALE
BERM
TYPE "BELOW GRADE"
DETAIL NUMBI
2018-014
SHEET 1 of
STAPLES STRAW BALE BINDER WIRE
(2 PER BALE)
10 mil PLASTIC LINING
PLYWOOD
PL
NATIVE MATERIAL 48 X24 BLACK LETTERS
(OPTIONAL)
PAINTED WHITE 6" HEIGHT
a N
ICONCRE EI I
LAG SCREWS
SECTION B-B
NOT TO SCALE
WASHOUT I
WOOD OR
METAL STAKES
T
(2 PER BALE)
1m MINIMUM
36"
WOOD POST
3.6"X3.6'X6'
' I=11I f=_ I I I I=11I I=11I I=_ .III=11'
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1
SIGN DETAIL
-
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8.
_ _
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STAPLE
10 ­1 PLASTIC LINING
PLAN STRAW BALE DETAIL
NOTTOSCALE (TYP)
TYPE
"ABOVE GRADE" WITH STRAW BALES
10 mil PLASTIC LINING
WOOD FRAME SECURELY
FASTENEDAROUND
SECTION B-B
ENTIRE PERIMETER
NOT TO SCALE
WITH TWO STAKES
NOTES
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD.
10' MINIMUM
TWO -STACKED
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED
WOOD FRAME
WITHIN 301 OF THE TEMPORARY CONCRETE WASHOUT.
B
B
3. MATERIALS USED TO CONSTRUCT TEMPORARY
CONCRETE WASHOUT SHALL BE REMOVED FROM THE
VARIES
STAKE
SITE AND DISPOSED OF OR RECYCLED.
(TYP)
4. HOLES, DEPRESSIONS OR OTHER GROUND
DISTURBANCE CAUSED BY THE REMOVAL OF THE
TEMPORARY CONCRETE WASHOUT SHALL BE
BACKFILLED, REPAIRS AND STABILIZED TO PREVENT
10 mil PLASTIC LINING
P
NOT TOO SCALE S
TYPE "ABOVE GROUND"
CHATHAM COUNTY EROSION. WITH WOOD PLANKS
NORTH CAROLINA
DETAIL NUMBER
STANDARD CONCRETE/PAINT WASHOUT 2018-022
WATERSHED PROTECLION DEPARTMENT SHEET 1 of 1
/V—U MINIMUM
SUFFICIENT TO K
SEDIMENT ON SITE
2"-3" STONE TO BE USED V
(SURGE STONE OR RAILROAD BALLAST)
PLAN VIEW
NOTES:
GRAVEL CONSTRUCTION ENTRANCE SHALL BE
MAINTAINED ROUTINELY TO AVOID SEDIMENT
LEAVING PROJECT.
SEDIMENT ENTERING ROADWAY FROM PROJECT
SHALL BE REMOVED IMMEDIATELY.
25-1 WIDTH OF
PROPOSED STREET,
WHICHEVER IS
GREATER.
70'-0" MINIMUM _
CROSS SECTION
NEW
CONSTRUCTION
DETAIL NUMBER
STANDARD GRAVEL CONSTRUCTION ENTRANCE 2018-003
SHEET 1 of 1
Species
Rate Ob/acre)
Dates
Rye (grain)
Annual lespedeza (Kobe)
120
50
January 1 -May 1
German millet
40
May 1 - August 15
Rye (grain)
120
August 15 - December 31
8'-0" MAXIMUM
VARIABLE AS DIRECTED BY THE ENGINEER
MINIMUM 10 GAUGE
LINE WIRES
NOTES:
1) USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES
NOT EXCEED 1/4 ACRE PER 100 ft. OF FENCE AND
NEVER IN AREAS OF CONCENTRATED FLOW.
2) OVERLAP 12 INCHES WHEN SPLICING FABRIC.
3) FOR REPAIR OF SILT FENCE FAILURES USE
DETAIL 04000.23.
CHATHAM COUNTY
NORTH CAROLINA
WATERSHED PROTECTION DIVISION
=SILT FENCE FABRIC'
NSTALLED TO SECOND
X . WIRE FROM TOP xN
FRONT VIEWTw
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE FABRIC
0
I
N
SIDE VIEW
POST
MINIMUM 12Y2 GAUGE
INTERMEDIATE WIRES
GRADE
COMPACTED FILL
6" MINIMUM COVER OVER SKIRT
:HOR SKIRT AS DIRECTED BY ENGINEER
STANDARD SILT FENCE
ALL DISTURBED AREAS
March 1- August 31
September 10 - February 28
50#
Tall Fescue
5o#
Tall Fescue
10#
Centipede
10#
Centipede
25#
Bermudagrass (hulled)
35#
Bermudagrass (unhulled)
500#
Fertilizer
Soo#
Fertilizer
4000#
Limestone
4000#
Limestone
WASTE AND BORROW AREAS
March 1- August 31
September 10 - February 28
75# Tall Fescue
75# Tall Fescue
25# Bermudagrass (hulled)
25# Bermudagrass (unhulled)
500# Fertilizer
500# Fertilizer
4000# Limestone
14000# Limestone
DETAIL NUMBER
2018-013
SHEET 1of1
JOB NO.
7
DESIGN
ARK
DRAWN
MAT
CHECKED
ARK
SCALE
NONE
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No.4
No.5
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No. 7
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JUNCTION, CAST METAL WITH GASKETED COVER AND
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EXPLOSION PROOF JUNCTION, CAST METAL WITH GASKETED
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WEATHERPROOF SINGLE POLE LIGHT SWITCH
3 WAY SINGLE POLE LIGHT SWITCH
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SAFETY DISCONNECT SWITCH. NUMERALS INDICATE
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MOTOR, HORSEPOWER INDICATED
COPPERWELD GROUND ROD, 3/4" DIAMETER, 10' LONG
WALL MOUNTED LIGHT FIXTURE
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AWG # 2/0 COPPER GROUND WIRE 30" BELOW GRADE
WIRE IN CONDUIT, EXPOSED UNLESS OTHERWISE INDICATED
WIRE IN CONDUIT, BELOW GRADE, OR EMBEDDED
IN CONCRETE STRUCTURE
EXPLOSION PROOF CONDUIT SEAL FITTING
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CIRCUIT BREAKER PANELBOARD
WATERPROOF
RMS AMPERES INTERRRUPTING RATING
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ABOVE FINISHED GRADE
TWISTED, SHIELDED PAIR AWG #16 INSTRUMENTATION CABLE
HARD DRAWN BARE COPPER
AUTOMATIC TRANSFER SWITCH
NEUTRAL
GROUND
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LIMIT SWITCH
FLOW TRANSMITTER
FLOAT SWITCH
LEVEL TRANSDUCER
CONTROL PANEL SUPPLIED BY EQUIPMENT MANUFACTURER
- SEE NOTE 2
ONE FLOODLIGHT ON HINGED POLE
TWO FLOODLIGHTS ON HINGED POLE
THREE FLOODLIGHTS ON HINGED POLE, ARROW
DENOTES THE DIRECTION THE HINGED POLE ROTATES
TO LOWER THE FIXTURE
1. Electrical equipment, materials, and installation shall be in accordance with the latest
edition of the National Electrical Code. (NEC)
2. External wiring to control panels is shown as typical. Final wiring as required by the
control panel shop drawings shall be furnished and installed.
3. Equipment grounding shall be continuous and secure throughout the project
implemented by a green TW insulated copper conductor installed in each conduit.
4. Wire shall be THWN insulated stranded copper.
5. Conduit shall be PVC below grade, and rigid aluminum conduit for all exposed exterior
locations. Use PVC conduit where embedded in concrete. Use PVC coated rigid conduit
where transitioning out of the ground or out of concrete embedment.
6. Device boxes shall be cast and gasketed, with threaded conduit hubs and weatherproof
covers.
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SURFACE MOUNT ON EXISTING
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w/1 OAWG Tinned Copper Drain, Black PVC Outer Jacket, 600V TC-ER 90C Dry/Wet 1000V Flexible
Motor Supply Cable 1000V CSA AWM 1/11 A/B 600V CIC TC SUN RES DIR BUR Oil Resistant
VFD Cable 2 - Belden Cat. No. 29505
Belden 300% Ground Flexible VFD, 3 Conductor 6AWG (7x19x27) Tinned Copper, XLPE Insulation
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w/4-12AWG Tinned Copper Drains, Black PVC Outer Jacket, 600V TC-ER 90C Dry/Wet 1000V
Flexible Motor Supply Cable 1000V CSA AWM 1/11 A/B 600V CIC TC SUN RES DIR BUR Oil
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VFD Cable 3 - Belden Cat. No. 29502
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L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - r - - T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - --
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1 (6"BELOW WALKWAYS). SEAL W/HYDRAULIC
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CLARIFIER #2
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CONTROL PANEL
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NOTES:
1. REFER TO POWER DISTRIBUTION PLAN (SHEET E-1) FOR
LOCATION OF CONDUITS AND WIRING TO CONTROL PANELS
2. REFER TO ONE LINE DIAGRAM FOR CONDUIT & WIRE SIZES
FROM CONTROL PANELS TO LOADS.
I I
II EXISTING AERATION ZONE #2
I
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EXISTING MAIN
I!
DISTRIBUTION
I i PANEL
II
EXISTING
1 400A ATS
1 LL
- - - - - - - - - - -1 ----------J L--- -------------------,------
I-
— —I T T T — — — — — — 1 T — - —
1
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olJ
TO BLOWER CONTROL
I
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PANEL (BCP)
I i
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EXISTING'.
12
C
NTAC
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,
3" MOTOR ACT.
BALL VALVE
DISTRIBUTION
PANEL H-1
I I '
i'rii {-ri �I�■lMiir� it W iiiir MIN 1d — —'
KEY MAP
FINAL DESIGN -
NOT RELEASED
FOR
CONSTRUCTION
F RA
►ilNIl11'"
DESIGN
JFP
DRAWN
AD
CHECKED
JFP
1'-0„
4 —
FILE
TP—Elec Plans
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NOTES:
1 . REFER TO POWER DISTRIBUTION PLAN (SHEET E-1) FOR
LOCATION OF CONDUITS AND WIRING TO CONTROL PANELS
2. REFER TO ONE LINE DIAGRAM FOR CONDUIT & WIRE SIZES
FROM CONTROL PANELS TO LOADS.
KEY MAP
FINAL DESIGN —
NOT RELEASED
FOR
CONSTRUCTION
F RA
•",oallit' "�
DESIGN
JFP
DRAWN
AD
CHECKED
JFP
SCALE
— V —0"
4 —
FILE
TP-Elec Plans
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BALL VALVE
II
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CLARIFIER #2 I I CLARIFIER #1
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EXISTING AERATION ZONE #2
1 1
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PANEL (BCP)
E�TING N AC�Iz
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P P I I
J
MUDWELL
EXISTING
MUDWELL
5#14 IN 4" C. -
2" MOTOR
ACTUATED BALL -
VALVES (4 TOTAL)
FILTER FILTER Itu
EXISTING FILTER
EXIST. EXIST.
CONTROL PANEL
FILTER FILTER
-- 1
-- 1
I II II II I II II II I i
I II II II I II II II I i
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11
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25#14 IN 1" C.
CLEARWELL11000,
-
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15 15 I
FILTER CONTROL
PANEL (FCP) I BLO M ` BLO NKi�
No. 1 No. 2 `
8#12 & 1#12 GND. IN 1" C.
(TO EXISTING BACKWASH PUMP MOTOR
STARTERS)
EXISTING
EXISTING BACKWASH
CLEARWELL 11 PUMPS (4)
EXISTING
U.V. & POST AERATION
0
EXISTING
EFFLUENT
SAMPLER
DISTRIBUTION
PANEL H-1
—------1`----------- ---------------------
---------------------------
EXIST. CHEMICAL STORAGE
NOTES:
1. REFER TO POWER DISTRIBUTION PLAN (SHEET E-1) FOR
LOCATION OF CONDUITS AND WIRING TO CONTROL PANELS.
2. REFER TO ONE LINE DIAGRAM FOR CONDUIT & WIRE SIZES
FROM CONTROL PANELS TO LOADS.
EXISTING
GENERATOR
FINAL DESIGN -
NOT RELEASED
FOR
CONSTRUCTION
F RA
•",oallit'"�
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
FILE
TP—Elec Plans
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53

SECTIONAL PLAN @ ELEV. 572.25
SCALE: a"= 1'-0"
NEU GND
PANEL DESIGNATION: 'P' (MINI -POWER ZONE)
LOCATION: SCREEN
BOOSTER PUMP ROOM
VOLTAGE: 120/240V,
1 �, 3W
L1 L2
MINI -POWER ZONE SECONDARY
CIRCUIT BREAKER: 40/2
PANEL MOUNTING: NEMA
3R,
SURFACE
IN
b b
G
LOAD
CONNECTED
CIRCUIT
40A
CIRCUIT
CONNECTED
LOAD
LOAD (KVA)
BREAKER
CK
CK
BREAKER
LOAD
(KVA)
SERVED
NOT
NOT
SERVED
L1
L2
AMPS
POLES
—
—
—
—
—
—^
—
—
—
—
—
^—
AMPS
POLES
L1
L2
LIGHTS - BOOSTER PUMP RM
0.1
20
1
1
2
20
1
1.2
SUMP PUMP 1
HEAT TRACE-B. PUMP PIPING
0.2
20
1
3
4
20
1
0.2
HEAT TRACE - SUMP PIPING
LIGHTS - DUMPSTER ROOM
0.1
20
1
5
6
20
1
0.2
LIGHTS - EXTERIOR
HEAT TRACE - SCREEN WATER
0.2
20
1
7
8
20
1
0.2
LIGHTS SCREEN
H. TR. - ORDER CONT. SUMP
0.2
20
1
9
10
20
1
0.2
H. TR. - ODOR CONT. WATER
SUMP PUMP 2
1.2
20
1
11
12
20
1
0.5
RECEPTACLES
SPARE
20
1
13
14
20
1
SPARE
SPARE
20
1
15
16
20
1
SPARE
SUB —TOTAL
0.4 1.6
1.6
0.9
SUB —TOTAL
L1: 2.0 KVA
TOTAL
CONNECTED LOAD 4.5 KVA
L2: 2.5 KVA
INTERRUPTING
RATING AT 240V: 10,000A
480V
JRE
PANEL DESIGNATION: `H-1'
VOLTAGE: 48OV, 30,
3W, 1�ar NO
NEUTRAL
GND
�_TA
B
C
LOCATION:
MAIN:
MLO
G
AMPERES: 600A
PANEL
MOUNTING:
NEMA
3R, SURFACE
LOAD
SERVED
CONNECTED
LOAD (KVA)
CIRCUIT
BREAKER
NOT
NOT
CIRCUIT
BREAKER
CONNECTED
LOAD (KVA)
LOAD
SERVED
A
B
C
AMPS
POLES
AMPS
POLES
A
B
C
BLOWER CONTROL
PANEL
78
78
78
350
3
1
2
100
3
20
20
20
PLANT CONTROL PANEL
No.2
FILTER CONTROL PANEL
—
�—
INFLUENT SCREEN
CONTROL PANEL
4
4
4
20
3
7
8
15
3
1
1
1
7.5 KVA MINI -POWER
ZONE
3
3
30
2
13
14
225
3
38
26
38
EXISTING MDP
SPARE
30
3
17
—
20
20
2
SPARE
EQUIPPED SPACE
3
23—
26
3
EQUIPPED SPACE
SUB —TOTAL 85 82 85 59 47 59 SUB —TOTAL
L1: 144 KVA TOTAL CONNECTED LOAD— 417 KVA
L2: 129 KVA
L3: 144 KVA
INTERRUPTING RATING AT 480V: 22,000A
NOTE -
SPACE WITHIN SCREEN ENCLOSURE IS A CLASS 1, DIVISION 1, GROUP D SPACE. ALL
ELECTRICAL COMPONENTS WITHIN THIS SPACE SHALL BE RATED FOR USE IN THIS
CLASSIFICATION. ALL CONDUITS SHALL HAVE SEALS AT THE BOUNDARIES OF THIS SPACE.
TOP PLAN
HEAT TRACING & INSULATION
SPECIFICATION
APPLIES TO ALL EXTERIOR, ABOVE GROUND PIPES NOTED TO RECEIVE
HEAT TRACE AND INSULATION
HEAT TRACE
SELF REGULATING HEATING CABLES APPLIED TO PREVENT FREEZING AT
MINUS 10 DEGREES F. AMBIENT TEMPERATURE, BASED ON 12" THICK
FIBERGLASS INSULATION. HEATING CABLES SHALL BE CHEMELEX
(RAYCHEM) BTV.
INSULATION
MICROLOK HP FIBERGLASS PREFORMED PIPE INSULATION (BY
JOHNS—MANVILLE), 1"' THICK, WITH ALL JOINTS SEALED WITH THE
FACTORY APPLIED, SELF —SEAL LAP & BUTT STRIPS.
PVC JACKET
INSULATION SHALL BE ENCLOSED IN A WATERTIGHT PVC JACKET. JACKET
SHALL BE ZESTON 2000 SERIES PVC (FORMERLY CEEL—00550 PVC).
JACKETING SHALL BE 30 MIL "CUT & CURLED" GLOSS WHITE, UV
RESISTANT PVC. FITTINGS SHALL BE COVERED WITH PVC FITTINGS
COVERS SPECIFICALLY DESIGNED FOR THE FITTING TYPE & INSULATION
THICKNESS. ALL JOINTS SHALL BE SEALED WITH ZESTON PERMA—WELD
SOLVENT WELDING ADHESIVE, PER THE MANUFACTURER'S DIRECTION. THE
USE OF NYLON TIES OR TAPES IS PROHIBITED.
KEY MAP
FINAL DESIGN -
NOT RELEASED
FOR
CONSTRUCTION
I
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
8 = 1'-0"
FILE
TP—Elec Plans
IL
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53

ALUM. UNISTRUT
z"0 x 5" LG. S.S.
HEX BOLTS w/ S.S.
WASHERS & NUT @
12" C—C SPACING ��
COAT BACK OF PLATE
CONTACT W/CONCRET
WITH BITUMASTIC PAID
z" o S.S. C
EXP. ANCH
(8 REQ'D)
CLEARWI
ALUM. UNISTRUT
4'-0"
116 ALUMINUM
RAINSHIELD
LED LUMINAIRE, WET LOCATION LABEL, 4000
LUMENS, ENCLOSED AND GASKETED, LITHONIA CAT.
No. VAP-4000LM—FST—MD-120V—GZ10-40K-80CR1
(1 REQUIRED)
PROVIDE STIFFENERS AS REQ'D TO LIMIT
DEFLECTION TO LESS THAN "' AT MID —SPAN
4" DRIP EDGE
I \ I
; \I
I
0
; I
i�
TYP.
0
I
4" ALUM.
V-6"
TUBING
AS REQUIRED TO MOUNT
PANELS. COMPLY WITH
ALL NEC REQUIREMENTS
REGARDING INSTALLED
PANELS AND BREAKER
HEIGHTS ABOVE SLAB.
ELECTRICAL PANELS TO BE
OFFSET FROM UNISTRUT WITH $"
PLASTIC WASHERS. ALL
FASTENERS TO BE STAINLESS
STEEL w/ PLASTIC WASHERS.
6" THK. CONC. SLAB w/ #4
BARS @ 12" O.C.E.W. CENTERED
IN SLAB
r^ ""INAIRE, WET LOCATION LABEL, 4000
ENCLOSED AND GASKETED, LITHONIA CAT.
-4000LM—FST—MD-12OV—GZ10-40K-80CR1
IRED)
STIFFENERS AS REQ'D TO LIMIT
PION TO LESS THAN 4" AT MID —SPAN
DRIP EDGE
EQUIPMENT WIDTH +16" MIN.
CLEARWELL
•------------------------------------------------------i--`
._r----------------------�. r--rr--
FILTER CONTROL PANEL
LED LUMINAIRE, WET LOCATION LABEL, 4000
LUMENS, ENCLOSED AND GASKETED, LITHONIA CAT.
No. VAP-4000LM—FST—MD-12OV—GZ10-40K-80CRI
(1 REQUIRED)
T)T A AT
WEATHERPROOF LIGHT SWITCH
FILTER CONTROL PANEL (FCP)
WEATHERSHIELD DETAIL
NO SCALE
GFCI RECEPTACLE WITH
WHILE —IN —USE COVER
6" ALUMINUM
RAINSHIELD
o" r---T--------------o"-------- -- - - -
o'-
�I AS REQUIRED TO MOUNT
f q PANELS. COMPLY WITH o o o
i 1 REGARDINGALL NEC EONSTALMEDTSC)
ALUM. UNISTRUT---------.,[ PANELS AND BREAKER---- o o o
HEIGHTS ABOVE SLAB.
z 0 x 5" LG. S.S. I Ill I + I
HEX BOLTS w/ S.S. �__-----I __________________________�_s;:
---1
WASHERS & NUT @ L--------
12" C—C SPACING ELECTRICAL PANELS TO BE 1
—6" TYP. OFFSET FROM UNISTRUT WITH 8"
PLASTIC WASHERS. ALL s 4" ALUM. KICK PLATE
4" ALUM. 0 16' ALUMINUM
FASTENERS TO BE STAINLESS _ \[(MATCH RAINSHIELD
RAINSHIELD
TUBING STEEL wl PLASTIC WASHERS. WIDTH
\IL I\LlJ V�
0T1f--v1PTr1A T
5'-0"
TYP.
ELEVATION
INFLUENT SCREEN & PLANT
CONTROL PANEL No. 2
WEATHERSHIELD DETAIL
NO SCALE
21„ 4„ 21
SIN
80 HOLES
o
8" THK. ALUM.
0-) Qo PLATE
o o
if t I I I
�!N 12" 6„ 2„
9„
BASE PLATE DETAIL
21» 4„ 21„
z z III
SIN
s 0 HOLES
0
$" THK. ALUM.
PLATE
��NT 12» 6„ 12"
g„
COAT BACK OF PLATE IN
CONTACT W/CONCRETE
WITH BITUMASTIC PAINT.
BASE PLATE DETAIL
LED LUMINAIRE, WET
LOCATION LABEL, 4000
LUMENS, ENCLOSED AND
GASKETED, LITHONIA CAT. No.
VAP-4000LM—FST—MD-
120V—GZ10-40K-80CRI
(2 REQUIRED)
2"0 S.S. CONC. EXP. BOLTS (4
MIN. EMBED.) w/ S.S. WASHER
& NUT @ 18" C—C VERT.
SPACING ON ENDS & 24" C—C
HORIZ. SPACING ON TOP ROW
AERATION
ZONE #4
GFCI RECEPTACLE WITH
WHILE —IN —USE COVER
WEATHERPROOF
LIGHT SWITCH —
nT A -X T
IVIIIVHItCt, VVLI LUI,HIIUIV LHt7LL, 4000
ENCLOSED AND GASKETED, LITHONIA CAT.
1-4000LM—FST—MD-120V—GZ10-40K-80CR1
UIRED)
)E STIFFENERS AS REQ'D TO LIMIT
TION TO LESS THAN 4' AT MID —SPAN
" DRIP EDGE
SLAB w/ #4
BARS @ 12" O.C.E.W. CENTERED
IN SLAB
0T7f-1TT!-NX T
2" 0 S.S. CONC. EXP. BOLTS (4"
MIN. EMBED.) w/ S.S. WASHERS AERATION
& NUT @ 18" C—C VERT.
SPACING ON ENDS & 24" C—C ZONE #4
HORIZ. SPACING ON TOP ROW
A A A A A
BLOWER CONTROL PANEL
WEATHERPROOF LIGHT SWITCH
L'--------------------1---�
EQUIPMENT WIDTH +16" MIN.
PLAN
BLOWER CONTROL PANEL
WEATHERSHIELD DETAIL
NO SCALE
LUMINAIRE SCHEDULE
TYPE A: LED LUMINAIRE, WET LOCATION
LABEL
4000 LUMENS,
ENCLOSED AND
GASKETED,
LITHONIA CAT. No. VAP-4000LM—FST—MD-12OV—GZ10-40K-80CR1
(8
REQUIRED)
TYPE B.
: WET LOCATION WALL BRACKET,
LED, 8150 LUMENS
120 VAC, WITH
PHOTOCELL
CONTROLLER, LITHONIA CAT. No.
TWR—LED—P1—DDBTXB
(3 REQUIRED)
TYPE C: HOLOPHANE L4825L AS WITH CLEAR
POLYCARBONATE
SHIELD HXPL42TPS
(4 REQUIRED)
GFCI RECEPTACLE WITH
WHILE —IN —USE COVER
—LED LUMINAIRE, WET LOCATION LABEL, 4000
LUMENS, ENCLOSED AND GASKETED, LITHONIA CAT.
No. VAP-4000LM—FST—MD-12OV—GZ10-40K-80CR1
(1 REQUIRED)
FINAL DESIGN -
NOT RELEASED
FOR
CONSTRUCTIO
9 5
CARo` f
DESIGN
JFP
DRAWN
JLB
CHECKED
JFP
SCALE
AS NOTED
FILE
TP—Elec Plans
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FOR
INFORMATION NOT SHOWN SEE "PARTIAL
DESIGN
WPD
FOUNDATION/LOWER LEVEL PLAN - 23'-9"
5'-b"
bl'-0"
32'-5"
50'-0"
DRAW
DAS
M
SCREENING STRUCTURE", SHEET S6 � - - - - - - - - - - - - - - -
- - - - - — 12" 30'-5" 12" 49'-0" 12"
r_,
CHECKED
..El El
I L' J � L
I
J
I
I
05g8" ADDITIONAL
WP
WPD
SCALE
M
0505" ADDITIONAL
CORNER BARS
— �
U
3 -b "
TYP I
�'
CORNER BARS
(TYP) BETWEEN "5
AS NOTED
'
(TYP) BETWEEN 05
r -
-
-
- -I------------------------
- ----------
-
HORIZ BARS
FILE
TP-Expansion
HORIZ BARS
I
--- ----
N
I
-
N
_�1 - - - - ---------
—
-
N
1
77
I
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N
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5'-3" I M M 5'-3"
i
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1
1
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5'6"
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12°
-
SIM
l
1
12"
29'-0"
22'-0"
I
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r11
29'-0"
I
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_12"I
29'-0°
�
e EXIST SLUDGE
SLUDGE
0 0
EXIST F.E. BASIN
I I
I
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S4
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=
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M
14
N
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"5m8"
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ADDITIONAL BARS
BETWEEN 05 HORIZ BARS
_ %
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2 -5 6 -0 20'-0"
SUMP SUMP
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GJ
li
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GJ
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ANOXIC
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2. CONTINUOUS GUARDRAILS EACH SIDE OF WALKWAYS AND AROUND PLATFORMS, UON. SEE CIVIL DRAWINGS FOR DETAILS.
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CONSULTING ENGINEERS, INC. _°° O
6101 Crescent Knoll Drive — e 109 e _ SHF_
Raleigh, North Carolina 27614 e • S2
[phone], NC License No. C-179600
%0.
°°,.•per`: _
2029
531
AERATION ZONE 04
-------------------------------------------------
--- ---- - - - - - - - - - - - --------LJ
5 I'-511 31-011
58' -511 1211
60'-511
TOP PLAN 1/8" = 1'_0"
NOTE-
1. SEE "FOUNDATION/LOWER LEVEL PLAN", SHEET 81, FOR NOTES.
2. CONTINUOUS GUARDRAILS EACH SIDE OF WALKWAYS AND AROUND PLATFORMS, UON. SEE CIVIL DRAWINGS FOR DETAILS.
3. SEE "FOUNDATION/LOWER LEVEL PLAN", SHEET $1, FOR CONSTRUCTION JOINT (CJ) LOCATIONS.
4. COORDINATE GRATING WALKWAYS AND STAIRS WITH CIVIL DRAWINGS.
c�
DESIGN
WPD
DRAWN
DAS
CHECKED
WPD
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AS NOTED
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CONST CTION
DIXON ASSOCIATES ;���:` ° °°R�-
CONSULTING ENGINEERS, INC. _°° O
6101 Crescent Knoll Drive — e 109 e _ SHF_
Raleigh, North Carolina 27614 e • S2
[phone], NC License No. C-179600
%0.
°°,.•per`: _
2029
531
FINAL DESIGN NOT RELEASED
FOR
CONST CTION
DIXON ASSOCIATES ;���:` ° °°R�-
CONSULTING ENGINEERS, INC. _°° O
6101 Crescent Knoll Drive — e 109 e _ SHF_
Raleigh, North Carolina 27614 e • S2
[phone], NC License No. C-179600
%0.
°°,.•per`: _
2029
531

N
cp
T/WALKWAY 51'
M 0568" ITYP, 1,
•5 0WL's
T/SLAB 559.09
N
3'-0" 6'-0" 12" 11'-10" 12" 9'-0" 12" 14'-0" 12"
MALL 561.00
S" (TYP, UON)
IWL's e8" (TYP, UON)
T/SLAB 559.00
SECTION
3/8" =1' -0"
�68" CENTERED
Sl
IM AT WALL INT
� C)WL's -98"
FOR INFORMATION NOT SHOWN SEE
S3
3'-0" 21'-0" N.T,S. 3'-0" 30-0" NTb. 3'-0" 2'-0" 3'-0" 2'-0" 3'-0" 30-0" N.T.S. 3'-0"
5ETWEEN *5 CONT
C SECTION
DESIGN
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DRAWN
DAS
CHECKED
WPD
SCALE
AS NOTED
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CONSTR14CTION Z
O
DIXON ASSOCIATES 00 ° R0° ti9t; u
CONSULTING ENGINEERS, INC. AL
6101 Crescent Knoll Drive 1 8 e SHEET
Raleigh, North Carolina 27614 S3
[phone], NC License No. C-1796
2029 ��������� Z� 53

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D
T/SLAB 55S.00
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INTERIOR WALL SECTION - AERATION ZONES
3'-0"t
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t/EXIST WALKWAY 51292t
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WITH SNORT DWL's LAP WITH *5
EXTERIOR WALL SECTION - AERATION ZONES
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IG
54
41168" LONG OWL's,
BETWEEN SNORT DWL's
01,98" SNORT DWL's,
LAP WITH 05
°
a
01,08" ALTERNATE
12" WITH SHORT DWL's
SECTION - AERATION BASIN
SECTION
51'-5" N.T.S.
WITH SNORT DWL's
T/WALKWAY 512 92
V (TYP)
s" EF LONG DWL's,
WEEN SNORT DWL's
0
0
0 EF SNORT DWL's, O
'WITH 05 N
M
/SLAB 55S20
LAP WITH 05
N WALKWAY SECTION
Y-0"t EXIST WALKWAY
J4
K SECTION AT EXISTING
S4 j 3/4" = 1'-0"
CORE EXIST SLAB AS
REQUIRED TO PLACE/V15RATE
CONCRETE FOR NEW WALLS
I
J
ALTERNATE CHUTE
FOR PLACEMENT
NOTE: AT CONTRACTORS
OPTION, REMOVE EXIST P/C
WALKWAY TO ENABLE WALL
PLACEMENT/REINSTALL
%L L /WALKWAY
DESIGN
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DRAWN
DAS
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SCALE
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DIXON ASSOCIATES ;��'� °° ° ° ° °` ''''- u
CONSULTING ENGINEERS, INC. AL9� e
6101 Crescent Knoll Drive _ ° 8 SHF---
Raleigh, North Carolina 27614 °0 S4
[phone], NC License No. C-1796
.••
53
2029
Z�

3'-0"
12" 1 12" 1 12"
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TAUALKWAY 512.92
a
a
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-
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DWL's LAP WITH �i\\ 4'-6" -
`°
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T/SLAB 559.00 I •
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MEHMEF
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BAR BETWEEN 05
A EXTERIOR WALL REINFORCING
S5 j 3/8"=1'-0"
12"
TAIIAI 1 00)
m
0568" (1
c�
mm
BAR BETWEEN 05
INTERIOR WALL REINFORCING
S5 3/8"=1'-0"
T/EXIST WALKWAY 512.921
451ms
05 DWL's e8"
(TYP)
T/SLAB 55"J90 T/EXIST SLAB 559.00±
N • • • • i • 8• 4 • • N
F S'-0 EXTERI
55 j 3/8" = I' -O"
—v
RE INF
3'-011f 21'-0" N.T.S.
SECTION - MIDGE CIO
3/8" =1' -0"
12"
T/WALL 51225
"5 DWL's
lT
T/SLAB 559.E
N
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SECTION - CL2 C;HA 5ER
3/8" =1' - 0"
to
AUALKWAY 512.92
3" (TYP)
cn
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T/SLAB 559.00
12"
T/WALL 569 (A0J
9 0568" lT
0
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(T
T/SLAB 559.E
CV
10' - 0 EXTERIOR WALL RE INF
3/8" =1' -0"
12"
TAIIAI I r.G CiOJOI
,;W-u
rff" 10' -0 INTERIOR WALL RE INF
SA 1 3/8"=1'-0"
3'-0" 8'-0" 5'-0" 1'-0" 5'-0"
SECTION - CLARIF1
DESIGN
WPD
DRAWN
DAS
CHECKED
WPD
SCALE
AS NOTED
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CONSTRW,CT1,0N Z
DIXON ASSOCIATES ° °` u
CONSULTING ENGINEERS, INC. ° AL
6101 Crescent Knoll Drive _ o.�9 8 _ sHFF
Raleigh, North Carolina 27614 e S5
[phone], NC License No. C-1796 ' N

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23'-9" 5'-6"
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3'-6" TYP
PARTIAL FOUNPAT1 ON/LOAER LEVEL PLAN - 5GRr:EN I NC 5TRUGTURE 1/4" = 1'-0"
NOTE:
I. SEE "FOUNDATION/LOWER LEVEL PLAN", SHEET 51, FOR NOTES.
2. FIN FLOOR ELEV = 563.25 , UON.
3. TOP OF COL FTG ELEV = 561.25 LION THUS: 0
4. ALL SLABS SHALL BE 6" THICKNESS, UON.
5. ALL SLABS SHALL BE PLACED OVER VAPOR BARRIER AND 4" COMPACTED STONE AND REINFORCED
w/ 6x6-W2.9x2.% LION.
6. STEP FTGS AS REQUIRED TO CLEAR NEW OR EXISTING UTILITIES. CONFIRM LOCATIONS WITH STRUCTURAL ENGINEER
1. REINFORCED CELL LOCATIONS ARE BASED ON ASSUMED CMU CORE LOCATIONS AND WALL OPENINGS. REINFORCED
CELL LOCATIONS MAY VARY SLIGHTLY TO ACCOMMODATE COURSING. COORDINATE WITH ARCH DWGS.
23'-9" 5'-6"
PARTIAL TOP PLAN - 50Rr:r:N I NG 5TRUGTURE
NOTE:
I. SEE "TOP PLAN", SHEET 52, FOR NOTES.
1/4" 2 1'-0"
12"
12"
3'-6"t
. ------ Cg ----
S7
TYP
SECTION X
3'-0" 3'-611t
12" 12" 12"
C8 U
A TYPIG
S6 NO SCALE
Y-6 WALKWAY
3'-0"t
12" 12"t 12"t
=2 I
I I
I I w
I I
I I
3'-0"t
- GAL-125 ALUMINUM GRATING
TAI
GENERAL NOTES
A. FOUNDATIONS.
1. MAXIMUM ALLOWABLE NET BEARING PRESSURE = 3,000 PSF, BASED ON RECOMMENDATIONS FROM REPORT BY
GEOTECHNOLOGIES, INC., PROJECT NO. 1-20-0902-EA, DATED DECEMBER 10, 2020.
2. EXCAVATIONS AND FORMS SHALL BE REVIEWED BY THE ENGINEER PRIOR TO PLACING CONCRETE.
3. AS DIRECTED BY THE ENGINEER, LOOSE AND UNSUITABLE MATERIAL SHALL BE REMOVED FROM THE BOTTOM OF THE
FOUNDATIONS AND REPLACED WITH COMPACTED STRUCTURAL FILL OR STONE.
4. PROVIDE 8 INCH MINIMUM THICKNESS COMPACTED STONE BASE BENEATH ALL NEW CONTAINMENT STRUCTURES OR AS INSTRUCTED
BY GEOTECHNICAL ENGINEER
B. CONCRETE.
1. CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AS FOLLOWS:
CONTAINMENT STRUCTURES, WALLS, COLUMNS, BEAMS AND SLABS - 4,500 PSI
ALL OTHER CONCRETE 3,000 PSI
2. CONCRETE WORK SHALL CONFORM TO ACI 318-14 AND ACI 301-10.
3. CONCRETE SHALL BE CURED A MINIMUM OF 1 DAYS BY ONE OR MORE METHODS SPECIFIED IN AGI 301.
4. CHAMFER EXPOSED EDGES OF CONCRETE (AND ALL COMERS OF ALL COLUMNS) 3/4 INCH, UNLESS OTHERWISE NOTED.
5. PLACE 1/2 INCH EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES, UNLESS OTHERWISE NOTED.
6. PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLABS AND WALLS AT LOCATIONS SHOWN ON DRAWINGS.
I. SEE CIVIL DRAWING FOR DAMPPROOFING, WATERPROOFING AND/OR SURFACE COATINGS.
C. REINFORCING STEEL.
1. BARS SHALL BE ROLLED FROM NEW BILLET -STEEL CONFORMING TO ASTM A615, GRADE (00.
2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 OR ASTM A491.
3. REINFORCING STEEL IN PLACE SHALL BE REVIEWED BY THE ENGINEER PRIOR TO PLACING CONCRETE.
D. STRUCTURAL STEEL.
1. STEEL SHALL CONFORM TO ASTM A36.
2. STEEL WORK SHALL CONFORM TO "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", EFFECTIVE JUNE 22, 2010, INCLUDING ALL
SUPPLEMENTS, AND THE "CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES)" EFFECTIVE APRIL 14, 2010.
3. ANCHOR BOLT SHALL CONFORM TO ASTM F1154, GRADE 36 AND SHALL TERMINATE WITH A STANDARD HEX HEAD OR NUT.
PROVIDE ONE NUT AND ONE WASHER WITH EACH ANCHOR BOLT UNLESS OTHERWISE NOTED.
4. ALL STRUCTURAL STEEL, BOLTS AND ACCESSORIES SHALL RECEIVE, AFTER FABRICATION AND BEFORE ASSEMBLY, A PROTECTIVE
COATING OF ZINC IN CONFORMANCE WITH "STANDARD SPECIFICATION FOR ZINC (HOT -GALVANIZED) COATINGS ON
PRODUCTS FABRICATED FROM ROLLED, PRESSED, AND FORGED STEEL SHAPES, PLATES, BARS, AND STRIP," ASTM A 123 AND
"STANDARD SPECIFICATION FOR ZINC COATING (HOT -DIP) ON IRON AND STEEL HARDWARE," ASTM A 153.
E. WATERSTOPS
1. PROVIDE CONTINUOUS PVC WATERSTOPS WHERE SHOWN ON DRAWINGS. AT EXTERIOR WALL CONSTRUCTION JOINTS AND WHERE
DIFFERENTIAL HEIGHTS OF FLUIDS EXIST ON EITHER SIDE OF WALL.
2. WATERSTOPS SHALL BE MANUFACTURED OF VIRGIN MATERIAL COMPOSED OF AN ELASTOMERIC POLYVINYL CHLORIDE
COMPOUND MEETING THE REQUIREMENTS OF CORPS OF ENGINEERS CRD-0512. SUBMIT MANUFACTURER'S LITERATURE
SHOWING COMPLIANCE WITH THE ABOVE SPECIFICATION AND SHOWING WATERSTOP SHAPES FOR USE.
3. WATERSTOPS AT CONSTRUCTION JOINTS SHALL BE 6 INCH MINIMUM LENGTH "RIBBED" TYPE, WITH CENTER BULB, UNLESS OTHERWISE
INDICATED ON DRAWINGS. WATERSTOPS AT EXPANSION JOINTS SHALL BE 9 INCH MINIMUM LENGTH "RIBBED" TYPE WITH
3/8 INCH MINIMUM INSIDE DIAMETER CENTER BULB, UNLESS OTHERWISE INDICATED ON DRAWINGS.
4. ALL SPLICING OF WATERSTOPS SHALL BE SHOP FABRICATED EXCEPT THAT BUTT SPLICES MAY BE FIELD FABRICATED.
5. HYDROPHILIC WATERSTOPS SHALL BE A NON-BENTONITE, GOEXTiRUDED, STRIP APPLIED HYDROPHILIC RUBBER
CONSISTING OF CHLOROPRENE RUBBER AND CHLOROPRENE RUBBER MODIFIED TO IMPART HYDROPHILIC PROPERTIES.
6. HYDROPHILIC WATERSTOP SHALL HAVE AN EXPANSION DELAY COATING TO INHIBIT INITIAL EXPANSION DUE TO MOISTURE
PRESENT IN FRESH CONCRETE.
I. HYDROPHILIC WATERSTOP VOLUMETRIC EXPANSION RATIO MUST BE A MINIMUM OF 3:1.
F. DESIGN LOADS
STRUCTURAL MEMBERS SHALL BE DESIGNED FOR FULL DEAD LOADS AND THE FOLLOWING LIVE LOADS.
I. IMPORTANCE FACTORS. WIND (Iw) = 1.0
SNOW (Is) = 1.10
SEISMIC (le) = 1.25
2. LIVE LOADS: FLOORS/PLATFORMS/GRATING = 300 PSF
LATERAL SOIL PRESSURE = 60 PCF ABOVE WATERTABLE
90 PCF BELOW WATERTABLE
3. SNOW LOAD: Pg = 15 PSF GROUND SNOW LOAD
Ce = 1.0 . Ct = 1.2
4. WIND LOAD: ULTIMATE WIND SPEED 120 (ASCE 1-10), EXPOSURE CATEGORY C
5. FLUID LOAD: ELEVATION 241M - DESIGN FLOOD WATER ELEVATION FOR UPLIFT
6. SEISMIC DESIGN CATEGORY B
PROVIDE THE FOLLOWING SEISMIC DESIGN PARAMETERS:
OCCUPANCY CATEGORY _UL
SPECTRAL RESPONSE ACCELERATION Ss = 16.4 qog Sds = 0.115
Sl = 8.0 9ag Shc = 0.128
Cs = 0.036 R = 6
SITE CLASSIFICATION C
BASIC STRUCTURAL SYSTEM
X BEARING WALL DUAL w/SPECIAL MOMENT FRAME
_ BUILDING FRAME DUAL w/INTERMEDIATE R/C OR SPECIAL STEEL
_ MOMENT FRAME INVERTED PENDULUM
SEISMIC BASE SHEAR: V = N/A
ANALYSIS PROCEDURE _ SIMPLIFIED X EQUIVALENT LATERAL FORCE
1. LATERAL DESIGN CONTROL: N/A
G. DIMENSIONS.
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING THE DIMENSIONS OF THE STRUCTURAL DRAWINGS AND ADVISING THE
ENGINEER OF ANY DIFFERENCES IN DIMENSIONS BETWEEN THE ARCHITECTURAL, STRUCTURAL AND CIVIL DRAWINGS PRIOR TO
COMMENCING CONSTRUCTION.
H. ABBREVIATIONS.
THE FOLLOWING LIST OF ABBREVIATIONS IS NOT INTENDED TO REPRESENT ALL THOSE USED ON THESE DRAWINGS, BUT TO
SUPPLEMENT THE MORE COMMON ABBREVIATIONS USED.
1. TYP - TYPICAL
2. UON - UNLESS OTHERWISE NOTED
3. CLR - CLEAR, CLEARANCE
4. TCJ - TYPICAL CONTROL JOINT, TYPICAL CONSTRUCTION JOINT
5. EJ - EXPANSION JOINT
6. CJ - CONSTRUCTION JOINT
J. CONSTRUCTION SAFETY.
1. THESE STRUCTURAL DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY DURING CONSTRUCTION.
2. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING, SHORING AND GUYING OF FRAMING AGAINST WIND,
CONSTRUCTION LOADS AND OTHER TEMPORARY FORCES UNTIL SUCH PROTECTION IS NO LONGER REQUIRED FOR THE SAFE
SUPPORT OF THE FRAMING.
DIXON ASSOCIATES
CONSULTING ENGINEERS, INC.
6101 Crescent Knoll Drive
Raleigh, North Carolina 27614
[phone], NC License No. C-1796
FINAL DESIGN -
NOT RELEASED
FOR
CON
,
FS .
/1 11 %j
N
DESIGN
WPD
DRAWN
DAS
CHECKED
WPD
SCALE
AS NOTED
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20213
531

CONT KEYWAY
CONST JOINT
CONT PVC
EXTEND 50% OF REINF
WATERSTOP
THRU JOINT
SEE NOTE
(EVERYOTHER BAR EF)
ALL BARS CONTINUOUS
IN CIRCULAR WALLS
•
TERMINATE EVERY OTHER SEE SCHEDULE
BAR 2" CLR OF JOINT LAP SPLICE
NOTE:
PROVIDE CONSTRUCTION JOINTS IN ALL WALLS AND SLABS AS
NOTED ON THE PLANS AND AT 30'-0" MAX, LION. PROVIDE
CONTINUOUS PVC WATERSTOPS AT SLAB JOINTS, AT ALL
EXTERIOR WALL JOINTS AND ANY INTERIOR WALL JOINTS WHERE
DIFFERENTIAL HEIGHTS OF FLUIDS EXIST ON EITHER SIDE OF
WALL. PLACE CONCRETE IN ALTERNATE SECTIONS. TERMINATE
WATERSTOP 3" FROM TOP OF WALL. ALLOW CONCRETE TO CURE
A MINIMUM OF 3 DAYS PRIOR TO ADJACENT PLACEMENTS.
TYP CONSTRUCTION JOINT
T J NO SCALE
"Y" is 1211 O.C.PIPE (SIZE VARIES)
AROUND PERIMETER
NOTE: 04 TIES -824"
ENCASE PIPES UNDER AS SHOWN
ALL STRUCTURES 5'-0"t
BEYOND OUTSIDE OF 1001
STRUCTURE. I • • I
PIPE DIA
"X"
"Y"
LESS THAN6„
12"
04
12" t0 24"
8"
04
0" TO 48'
12"
05
GREATER
THAN 48"
11
1140
05
F TYP PI
57 NO SCALE
e
° d a
a
a.
3" CLR
(TYP)
C•
4• X F
TAI
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W-ACE
IATERSTOP EQ
1/6 d/6
3" MAX)
d/4
2" MIN
d ? 12" WATERSTOP d < 12"
CENTERED
WITHOUT KEY WITH KEY
NOTE: ALL WATERSTOPS 6" PVC "RIBBED" TYPE UON.
SEE GENERAL NOTES.
STANDARD CONSTRUCTION JOINT pETAILS
S7 j NO SCALE
LENTON FORM SAVER COUPLER/DOWEL, MATCH
SLAB OR WALL REINFORCING, EPDXY FINISH (TYP)
CONTINUOUS KEYWAY WITH HYDROPHILIC
WATERSTOP IF REQUIRED
°
°
°a
a -
d °
d
1°
THREADED DOWELS TO MATCH WALL OR
SLAB REINFORCING
° TURN HOOK IF REQUIRED
CONS1
NO SCALE
T/GONG 512.S2
® °
e a e° °•
a � °
`V 03 TIES •8" MAX
a°
CONT
2-04
8" CMU, SEE H
Sl
CONIC COL BEYOND
I'-6"
V2" TYP
L SLAB/EAM SECTION
S1)NO SCALE
SEE H
S7
8" CMU
bxb-W2.9<W2.9 WWF CENTERED
T/SLAB 563.25
/ \/�\/�\//\// e O OO
a 4" CRUSHED STONE
cr ♦ 04 TIES e 24" MAX
• 2-05 CONT T45
U311 g�� CLR
CLR 1211 411
1„I TYP SLAB EDGE REINF DETAIL N SLA
S7 NO SCALE S7 NO SC
z
2'-0" (x2'-09 SUMP
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Lu
Q c�
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N
"V
4'-0" (x4'-09
T TYP SUMP SECTION
81 NO SCALE
ION JOINT
• • °I • o
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• • °
— "40811 °
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F.E.
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°N °
1'-6"
AM SECTION
1211
M3 TIES '98" MAX
3-% CONT
8" CMU, SEE H
S7
BAR DEVELOPMENT
LENGTH (TYP) SEE NOTE 3.
SEE NOTE I.
_ NOTE: (TYP) `
I. * DENOTES LAP SPLICE. III \T ✓✓ I III
--L-J--IJ I- I--1 uL --L-----L-J--�I- -- 17-J--L- I-
2. VERTICAL REINFORCING NOT SHOWN FOR CLARITY. In I\,;✓iI I �\I 111
. CORNER BARS MAY BE USED IN LIEU OF HOOKS.L_J__L_J__IIIJ✓----1-
1 2 III III ` Y / ` /�
0,1
211
— (TYP) -tf-- ��
(NP) - STD HK STD HK I 11 \IF
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_L_ - n - - : �,.� I \\ /
(TYP) (TYP) II ; `��I III 4-05 ADDL (2 EA ar \, ill
WALLS JOISTS AND STRUCTURAL SLABS `_L_J
'ILI' INTERSECTION "T" INTERSECTION l l ; '. I I I I FACE) EACH SIDE
I
I--i - i--i--r--I--i - i--I - i--i i /�� i I i i Ilh" i
-_�__L J__L_1 OF OPNG OR PIPE 1_J__ _J__L
CIA
TYP PIPE OR OPENING
211 � _ _ NOTE: THRU WALL OR SLAB
rn
(TYP) iT
✓ �' ,I I. PROVIDE ADDITIONAL HORIZONTAL AND VERTICAL BARS EQUAL TO
311 �,, % THE NUMBER OF BARS TERMINATED AT OPENING, HALF EACH SIDE,
PILE 2. AT SINGLE LAYER REINFORCED WALLS OR SLABS, PROVIDE ONLY
COLUMNS AND BEAMS SINGLE LAYER OF ADDITIONAL REINFORCING AT OPNG.
BASE SLABS, FIGS GRADE BMS 3. TERMINATE REINF w/ STD HK WHERE OPNG ADJACENT TO WALL OR
SKEWED IILII SKEWED IIT" SLAB EDGE.
C T1'P REINF BAR CLEARANCES D T1'P WALL INTERSECTION REINFORCING E T1'P App ITIONAL REINF AROUNp OPNG AT
s1 (UNLESS OTHERWISE NOTED) NO SCALE S1 NO SCALE S7 SLAB OR WALL NO SCALE
211
TERMINATE w/ STD HOOK AT TOP
BOND BEAM 2-5�a"O BOLTS WITH
OF -
OF W6"Ab" SLOTS Z-7 CLR
'a u u HANDRAIL
NU X u u
Lu
1-*5 VERT (TYP)
CENTERED IN CELL
w
SEE PLAN FOR
�- MAX SPACING
—FILL REINFORCED CELLS
CIA w/ MAS GROUT
*5 DWLS
IN FIND 8"
TY10 8" WALL REINFORCING DETAIL
57 / NO SCALE
PLAN
15"
lx 15")
1? CLR
-COLUMN
"3 TIES Q 12", UON
4-07 VERT
COLUMN
DOWEL SAME SIZE
d NUMBER AS COLUMN
REINFORCING.
TIE DOWELS TO FTG
REINF (TYP)
G . STD HK
(TYP)
N e
de A` e e • e
d°
M S65" MAX
II
U 3 CLR 3'40" (x3'40) F35
(TYP) (x4'-6) F4.5
TYP COI COL SASE DETAIL
S7 % NO SCALE
I
— I —
�n
--------- --- -
2-Na"O EPDXY
L3x3xli4 ANCHORS - b" GAGE
CSx13.75 L7x4x3ie (LLV) x0'-10"
V/2 x4x51i2 "
1/4 2
1/4 V 2
J� TYP WALKWAY CONNECTION r
57 f NO SCALE
CTI-� IQ/J1• I IV
-T
L 2-Ne"O EPDXY
L7x4x3/a (LLv) ANCHORS - b" GAGE
x0'-10"
I 2-6
WAL
1/4 V 2-6
K TYF WALKWAY SECTION
S1 NO SCALE
COORDINATE OPENING
SIZE AND LOCATION
WITH CIVIL DRAWINGS.
NEW CORE DRILLED
OPENING THRU NEW
AND EXIST WALL
E
SEE S7 FOR
ADDITIONAL REINF
CONT HYDROPHILIC
WATERSTOP "WINDOW
FRAME" BETWEEN NEW
AND EXIST WALLS
AROUND OPENING
R ) OPENING THRU NEW AND EXIST
51 NO SCALE
-CUT BACK REINFORCING 111/2"
AT SURFACE OF OPENING
AND PATCH/REPAIR (TYP)
I a°
it I • •
EXIST WALL Ie 01 • ° p NEW WALL
,I III CONT HYDROPHILIC
WATERSTOP
"WINDOW FRAME"
I
NEW CORE DRILLED
--- WALL OPENING
I I i a r
Ie eI ° SEE CIVIL DRAWINGS FOR
• ° ADDITIONAL PENETRATION
REQUIREMENTS.
OPENING THRU NEW TO EXIST WALL
S7 % NO SCALE
LINTEL SCHEDULE
OPENING
b" OR 8" WALL 12" WALL
SEARING
2'-0" TO 4'-0"
2-03
�`� 2-03
r
2-03
2-M3
g11
4'-0" TO 5'-411
2-04
r 2- J
2-04
3- 4
811
5'-4" TO 8'-0"
2-45
�e
r 2-"�6
r7 2-"5
3-'5
1611
CONIC MASONRY LINTELS SHALL BE FILLED WITH MASONRY GROUT.
NOTE:
ALL UNSCHEDULED OPNGS INCLUDING OPNGS FOR MECHANICAL
WORK SHALL BE PROVIDED WITH LINTELS IN ACCORDANCE WITH
THIS SCHEDULE.
REINFORCING LAP SPLICE SCHEDULE
BAR SIZE
LAP SPLICE LENGTH
3,000 PSI CONCRETE
4,000/4,500 PSI CONCRETE
TOP BARS
OTHER BARS
TOP BARS
OTHER BARS
03
2'-4"
1'-101,
21_011
11_711
*4
3'-111
21_511
21_811
21_111
"5
3'-II"
3L1_011
31_ {II
21_711
L31-111
4'-811
31_711
1-YY011
01
6'-9"
5'-311
51-101,
41_611
61-811
5'-211
8'-9"
6'-9"
1'-7"
5'-1011
y"9
'�10
#I1
SI-1011
10'-I111
71_�11
81_Q11
Q1_/ 11
g _511
/_1_711
71_311
NOTE: TOP BARS ARE HORIZONTAL SLAB BARS WITH MORE THAN 12" OF
CONCRETE CAST BELOW THE BARS.
DIXON ASSOCIATES
CONSULTING ENGINEERS, INC.
6101 Crescent Knoll Drive
Raleigh, North Carolina 27614
[phone], NC License No. C-1796
202c3
DESIGN
WPD
DRAWN
DAS
CHECKED
WPD
SCALE
AS NOTED
FILE
a
0
u
z
0
NUo
H
w
°z
u
o
u
O
�
�
x
u
f' l
W
FINAL DESIGN -
NOT RELEASED
FOR
CONSTR TI N
S v;
w
'
_ e
Q
_ e °
09 8 °
�j'� /1 \
S%
53