WQ0000088_Modification_20200210

Initial Review
INITIAL REVIEW
Reviewer
Thornburg, Nathaniel
Is this submittal an application?
(Excluding additional information.)*
r Yes r No
Is this a complete
application?*
Complete App Date
r Yes r No
01 /10/2020
Project Number*
WQ0000088
Applicant/Permittee
Aqua North Carolina
Applicant/Permittee
4163 Sinclair Street
Address
Is the owner in BIMS? Is the facility in BIMS?
r Yes r No r Yes r No
Owner Type
Facility Name Governor's Club WWTP
County
Fee Category Fee Amount
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if
non -application)
Email Notifications
Does this need review by the hydrogeologist?*
r Yes r No
Regional Office
CO Reviewer

Admin Reviewer
Below list any additional email address that need notification about a new project.
Email Address
Comments to be added to email notification
Comments for Kendall
Comments for RO
Comments for Reviewer
Comments for Applicant

Submitted Form
Project Contact Information
Rease provide information on the person to be contacted by MB Staff regarding electronic subnittal, confirmation of receipt, and other issues.
........................................................................................................................................................................................................................................................................................................................................................................
Name * Ben Clawson
Email Address*
[e-mail]
Project Information
Submittal Type* r New Permit Application
r Renewal
r Annual Report
r Other
Permit Type * r Wastewater Irrigation
r Other Wastewater
r Closed -Loop Recycle
r Single -Family Residence
Wastewater Irrigation
Is a paper copy of the application being submitted?
r Yes r Nor N/A
Permit Number WQ0000088
currently has project
Applicant\Permittee * Aqua North Carolina
Applicant/Permittee 4163 Sinclair Street
Address*
Facility Name * Governor's Club WWTP
Phone Number*
919-772-5393
r Modification (Major or Minor)
r Additional Information
r Residual Annual Report
r High -Rate Infiltration
r Reclaimed Water
r Residuals
r Other
Please provide comments/notes on your current submittal below.
Additional digester at the Gov Club Facility. Existing digester is in very poor shape and this project is an emergency
addition to help facility meet treatment requirements.
Please attach all information required or requested for this submittal to be review here.
Application Formt Engineering Rans, Specifications, Calculations, Etc.)
G19121-Governors Club WWTP-Complete
25.88M6
Submittal.pdf
Upload only 1 FDF document. NL@iple documents must be combined into one R7F file.

For new and modification permit applications, a paper copy may be required. If you have any questions
about what is required, please contactthe reviewer or Tessa Monday. If a paper --polka*-ion is required,
be advised, applications accepted' far pre -review until both the paper and eIect-c-,i_ co1)ies nave been
received. The paper copy shall include the following:
o Application Form
o All relevant attachments (calcs, soils report, specs, etc.)
o One full-size engineering plan set
o One 11x17" engineering plan set
o One extra set of specifications
o Fee (if required)
MallinE address:
❑iuision of Water Resources1 Division of Water Resources
Non -Discharge Branch I Non -Discharge Branch
1617 Mail Service Center 1 Aft: Nathaniel Thornburg, 91° Floor, Cfice #942W
----------------------------------------------------------- -----------------------------------------
Raleih, NC 27699-1617 512 N. Salisbury St.
Far questions or problems contact Tessa Monday [e-mail] or 919.707.3560.
* W By checking this box I acknowledge that I understand the application will not be accepted
for pre -review until the paper copy (if required) and fee (if required) have been received by
the Non -Discharge Branch. 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).
Signature
Submission Date 2/10/2020

State of North Carolina
D11
R
Department of Environment and Natural Resources
Division of Water Resources ::
15A NCAC 02V — RECLAIMED WATER SYSTEMS — GENERATION
Division of Water Resources INSTRUCTIONS FOR FORM: RWG 11-13 & 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 web site at:
h yp: //portal. ncdenr. org/web/wglaps/lau
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 11-13) (All application packages):
® Submit the completed and appropriately executed Reclaimed Water Generation (FORM: RWG 11-13) 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 I1.1. 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 Engineer.
® The Applicant's Certification on Page 9 of this form shall be signed in accordance with 15A NCAC 02T .0106(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(fl, 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(fl, 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 021J.0201(g) 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 (BODO ❑ Total Dissolved Solids
❑ Calcium ❑ Magnesium ❑ Total Kjeldahl Nitrogen (TKN)
❑ Chemical Oxygen Demand (COD) ❑ Nitrate Nitrogen (NO3-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 11-13 & SUPPORTING DOCUMENTATION Page 1 of 4

D. Engineering Plans (All Application Packages):
® Per 15A NCAC 02U .020l(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 Engineer.
® 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.I. 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 11-13 & 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 80`h 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 KsAT 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(j), 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 11-13 & 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 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 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:
❑ Defmition 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 ENVIRONMENT AND NATURAL RESOURCES
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 11-13 & SUPPORTING DOCUMENTATION Page 4 of 4

I. CONTACT INFORMATION:
1. Applicant's name: Aqua North Carolina, Inc.
2. Signature authority's name: Michael A. Melton (per 15A NCAC 02T .0106) Title: Engineering Manager
3. Applicant's mailing address: 4163 Sinclair St.
City: Denver State: NC Zip: 28037-
Telephone number: 104) 489-9404 Email Address: MAMeltonkAquaAmerica.com
4. Consulting Engineer's name: Ben Clawson License Number: 033710Firm: Municipal Engineering Services
Mailing address: 68 Shipwash Drive
City: Garner State: NC Zip: 27529-
Telephone number: [phone] Email Address: [e-mail]
II. FACILITY INFORMATION
1. Reclaimed water generating facility name: Governor's Club WWTP
Facility's physical address: 12222 Morehead Road
City: Chapel Hill State: NC Zip: 27517- County: Chatham
2. Facility Coordinates: Latitude: 35' 50' 14" Longitude: -79' 01' 47"
Datum: NAD83 Level of Accuracy Unknown Method of Measurement Navigation quality GPS
3. USGS Map Name: Farrington, NC
4. Information for nearest waterbody a:
Stream Index No.: 16-41-4-241) Stream Classification: WS-IV; NSW
a To determine the waterbody stream index number and its associated classification, download the current classifications list
at the following web address: http://portal.ncdenr.or web/wq/s/csu/classifications.
5. Facility status: Existin
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):
FORM: RWG 11-13
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
2. Reclaimed water generating capacity for this project: 300,000 Max Average Daily 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 beery 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
Flow established previously, and part of existing
permit
119,333 gal/day (Historical Avg)
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):
Treatment Units/
Final Effluent Storage
Setback Parameter
5-day Upset Storage
Units
Required
Actual
Required
Actual
Any habitable residence or place of assembly under separate
100
200 ft
ownership or not to be maintained as part of the project site
Any private or public water supply source
100
NA
100
Surface waters (streams — intermittent and perennial,
50
280 It
50
perennial waterbodies, and wetlands)
Any well with exception of monitoring wells
100
NA
100
Any property line
50
—70
50
2. Do the treatment and storage units comply with all setbacks found in the river basin rules (15A NCAC 213 .0200)?
® Yes or ❑ No If no, list non -compliant setbacks: All proposed treatment units comply with all respective 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 11-13 Page 2 of 9

FORM: RWG 11-13 Page 3 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):
Estimated
Design Effluent
Design Effluent
Geometric Mean
Design Effluent
g
Daily Maximum
Parameter
Influent
Monthly
Average
Concentration
Actual
Required
Actual
Required
Actual
Required
BOD5
250
m /1
0.5 mg/1
10 mg/1(Type 1)
5 m I (T e 2)
777
m 1
15 mg/1(Type 1)
10 m 1(T e 2)
TSS
150 mg/1
1.44 mg/1
5 mg/1(Type 1)
5 m /i (T e 2)
mg/1
10
10 mg/1(T�e 2)
( )
NH3-N
15 in
0.62 mg/1
4 mg/1(Type 1)
mg/l
6 mg/1(Type 1)
2 (Type l
1 mg/1 e 2)
mg/1
NO3-N
mg/1
26.91 mg/1
NOz-N
mg/1
mg/1
Total Nitrogen
25 mg/1
mg/1
4 mg/1(wetland
au mentation only)
Total Phosphorus
2.0 mg/1
mg/1
1 mg/1(wetland
augmentation only)
TKN
mg/1
Turbidity
�.10
z
2.03 NTU
NTU
5 NTU (Typypee))
Fecal Coliforms
OR
E. Coli ❑
10,000/100 ml
/100 ml
14/100 ml (Type 1)
3/100 ml (Type 2)
6.49/100 ml
25/100 ml (Type 1)
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 perfmgen - (Type 2 only)
/100 ml
/100 ml
5/100 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: Historical data was used for monthly effluent averages Owner supplied data for estimated influent concentrations based on industry
standards and sampling at other similar plants sites owned and operated by Aqua NC.
FORM: RWG 11-13 Page 4 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: N/A
2. Plan sheet number where instrumentation for continuous flow recording is shown: N/A
3. What is the method of preventing public access to the treatment facility and five day upset basin? existing perimiter fence
✓ Plan sheet number where restricted access method is shown:
4. Is there an automatically activated standby power supply onsite? ® Yes ❑ No
✓ If Yes, plan sheet number where standby power supply is shown: Existing Gen
✓ 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 05A NCAC 02U .0301)?
❑ 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:
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 11-13 Page 5 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: —535 (feet); and provide the typical elevation at the edge of the
flood zone: 252.8 (feet)
13. How many days of residuals storage are provided? —53 days (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
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
Treatment Unit
Number
of Units
Manufacturer
or Material
Dimensions (ft)
/ Spacings (in)
Volume
(gallons)
Plan Sheet
I Number
Specification
Page Number
Select
Select
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT ❑ New Units, ❑ Modified Units ® N/A
Treatment Unit
Number
of Units
Manufacturer
or Material
Dimensions (ft)
Volume
(gallons)
Plan Sheet
Number
Specification
Page Number
Select
N/A
Select
Select
Select
Select
Select
Select
FORM: RWG 11-13 Page 6 of 9

VH. DESIGN INFORMATION FOR NEW OR MODIFIED PORTIONS OF THE TREATMENT FACILITY (Continued)
C. DISINFECTION ❑ New Units, ❑ Modified Units ® N/A
Treatment Unit
Number
of Units
Manufacturer
or Material
Dimensions (ft)
Volume
(gallons)
Plan Sheet
Number
Specification
Page Number
Select
N/A
Select
Select
Select
➢ If chlorination is the proposed method of disinfection, specity detention time provided: minutes (NOTE: : 30 minutes
minimum required), and indicate at what treatment unit chlorine contact occurs:
➢ 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
Treatment Unit
Number
Manufacturer
Dimensions (ft)
Volume
Plan Sheet
Specification
of Units
or Material
(gallons)
Number
Page Number
Retrofit Existing
General Spec.
Aerobic Digester
1
Tank
l 1' x 4l'
— 27,000
S1 & D1
12.0 & 13.0
Select
Select
C. PUMPS ❑ New Units, ® Modified Units ❑ N/A
Location
Number
of Pumps
Purpose
Manufacturer /
Type
Capacity
Plan Sheet
Number
Specification
Page Number
GPM
TDH
Proposed Digester
Tank
2
Convey flow
from
Digester to
EQ
ABS /
Submersible type
130
20
S1 & D1
Special
Equipment - 1
f. BLOWERS ❑ New Units, ❑ Modified Units ® N/A
Location
No. of
Blowers
Units Served
Manufacturer /
Type
Capacity
(CFM)
Plan Sheet
Number
Specification
Page Number
Utilizing Exis.
Units
FORM: RWG 11-13 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
Pa a Number
N/A
h. FLOW METERS, OTHER RECORDING DEVICES & RELIABILITY ❑ New Units, ❑ Modified Units ® N/A
Device
Number
of Units
Maximum
Ca acit
Manufacturer
Location
Plan Sheet
Number
Specification
Page Number
Select
N/A
Select
Select
Select
Select
Select
i. DISTRIBUION PUMP / DOSING TANK (IF APPLICABLE): ❑ New Units, ❑ Modified Units ® N/A
Plan Sheet I Specification
Reference Reference
FORM: RWG 11-13 Page 8 of 9

VHI. 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? 5-day upset
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? ftZ, 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? E] Yes, ❑ No 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 Elements11
Earthen Impoundment Dimensions
Liner type:
❑ Clay
I ❑ Synthetic
Top of embankment elevation:
ft
❑ Other
❑ Unlined
Liner hydraulic conductivity:
cm/s
Freeboard elevation:
ft
Hazard class:
Select
Toe of slope elevation:
ft
Designed freeboard:
ft
Impoundment bottom elevation:
It
Total volume:
ft,
gallons
Mean seasonal high water table depth:
ft
Effective volume:
ft,
gallons
Embankment slope:
Effective storage time:
days
Top of dam water surface area:
ft2
Plan Sheet Reference:
Freeboard elevation water surface area:
ftZ
Specification Section:
Bottom of impoundment surface area:
ft2
FORM: RWG 11-13 Page 9 of 9

Professional Engineer's Certification:
T, Ben Clawson attest that this application for Governor's Club WWTP Digester Tank
Improvements has been reviewed by me
and is accurate, complete and consistent with the information supplied in the engineering plans, calculations, and all other supporting
documentation to the best of my knowledge, I further attest that to the 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
professionals may have developed certain portions of this submittal package, inclusions of these materials under my signature and seal
signifies that I have reviewed this material and have judged it to be consistent with the proposed design. Note: in accordance with NC
General Statutes 143-215.6A and 143-215.6I3, any person who knowingly makes any false statement, representation, or certification in
any application package shall be guilty of a Class 2 misdemeanor, which may include a fine .not to exceed $10,000 as well as civil
penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature-, and date:
2Q7 S L °
O�� �D.aa�C,
Applicant's Certification (signing authority must be.in compliance with 15A NCAC 02T .0106):
I, Michael A. Melton En ineerina Manager
(signing authority name -PLEASE PRINT) (title)
attest that this application for Governor's Club W WTP
(facility name)
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 penalties,
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. 1 also understand that if all required pacts of this application package are not completed and that if all required
supporting information and attachments are not Included, this application package will be returned to me as incomplete. I further certify
that 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 fees under Rule 15A NCAC 02T .0105. Note: In accordance with NC
General Statutes 143-215.6A and 143-215.613, any person who knowingly makes any false statement, representation, or certification in
any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to exceed $10,000 as well as civil
penalties up to $25,000 er lation.
Signature; Ad.,U.- Date; . lao 13-
FORM: RWG 11-13 Page 11 of 9

CALCULATIONS & SUPPORTING
DOCUMENTATION
Chatham County, North Carolina
FOR
AQUA, North Carolina
December 2019
Revised Feb 2020
Originating Office: PO Box 97
Garner, NC 27529
Phone: [phone]
Fax: [phone]
Corporate License No.: C-0281

Digester
The Governor's Club WWTP is experiencing an emergency situation regarding the existing
Digester. This existing unit process is close to a structural failure as the side walls on the steel
tank are close to a breaking -point. Because of this possible failure operators cannot fill the tank
over — 40% of its total height. To address this issue Aqua NC wishes to construct an emergency
digester that will act as an additional unit for the facility and give them the needed digester
volume to properly treat residuals from the process. Once this additional emergency digester is
online it will allow Aqua to address the older structure and work towards correcting the
structural issues so it can be brought back into full operation.
This project proposes the addition of one Digester tank, 11' x 4 1' with 8' depth. This proposed
structure will have a volume of approximately 27,000 gallons based on 2' of freeboard. The
existing Digester tank has larger dimensions and has a volume of approximately 45,000 gallons
for the Governor's Club WWTP. The current condition of this existing digester only allows for it
to be filled roughly 40% full making the usable volume approximately 18,000 gallons. This along
with the additional emergency digester will allow the facility to utilize the originally intended
total volume for these digesters. The long term plan will be for Aqua NC to restore the older
digester structure and allow for full utilization of the existing structure with the additional
digester being used to allow for operation flexibility by Aqua NC.
Two submersible pumps will be -used to convey flow from this new Digester tank to the existing
EQ basins that are part of the existing package plant. Design calculations and sizing information
for these two new submersible pumps designated for the Digester tank is on the following
sheet. It should be noted the spreadsheet results were for a flow condition of 130 gpm @ 13 ft.
TDH, but the design for the pump was upsized to 20 ft. TDH for easier pump selection for Aqua
NC. This will also allow for future conditions of increased pipe roughness within the discharge
line.
This new Digester tank will require aeration; -and to provide needed aeration for this new unit a
new air line will be extended from the -existing blowers to the new Digester tank. Subsequent
calculations show that -the existing blowers onsite are sufficient to provide the additional
digester with enough needed air.

Aerobic Digester Calculations - Retrofit
Governor's Club WWTP , Chapel Hill NC
0.30 Permitted Flow, mgd
250 influent BODs, mg/l
5 Effluent BODs, mg/1
626 Influent BODs, Ibs/day
13 Effluent BODs, Ibs/day
613 Pounds of BODs removed/day
398 Sludge Production per day (assume 65% of BODs(ibs) removed)
Assume the following_
Min. Temp =15' C (Winter).
Max. Temp = 250 C (Summer)
MCRT (sludge age) must be a minimum of 40 days @ 20" C
and 60 days @ 15° C to comply with 503 Regs.
Reaction Rate Coefficient, Kd = 0.06 d-1 @ 15° C
Volatile fraction of Digester suspended solids - 0.80
Sludge Concentration in digester is 2.0%
1. Compute the volume of sludge to be disposed of per day.
Ws
8,34#/gat Ps
398 Ws = weight of dry solids, lb.
0.8 Ps = Assumed suspended solids concentration of return sludge in percentage
5972 Q = influent average flowrate to digester, gpd
319 Total mass of Volatile Suspended Solids (VSS) lbs/d
2. Compute the sludge age required for winter conditions and the percent
volatile solids reduction under summer (maximum) conditions.
Use chart figure 12-2S "Wastewater Treatment and Disposal - Metcalf
and Eddy - Third Edition)
Winter: 15" C @ 60 degree-day
15 x 60 = 900 (45% VSS reduction from chart)
143 VSS Reduction (winter) tbs.
Summer 25° C @ 60 degree-day
25x60=1500 (52% VSS reduction from chart)
166 VSS Reduction (summer) tbs.
3. Determine Volume of Digester
V= Qi (Xi +Y SO
X (Kd Pv+ 1/0 c
36939 V = volume of aerobic digester, gals.
4938 V = volume of aerobic digester, cu.ft..
5972 Qt = influent average flowrate to digester, gpd

I!
8,000.00 IXi = influent suspended solids, mg/I
0 Y = fraction of the influent BODs-consisting of raw primary sludge (decimal)
250 Si influent BODs, mg/l j
20,000.00 X = digerster suspended solids, mg/I !
0,06 Kd = reation-rate constant d-1
0.80 Pv = volatile fraction of the digester suspended solids (decimal)
60 8c = solids retention time (sludge age),d i
4. Determine Oxygen Requirements
!
VSS Reduction x 2.3 (Oxygen requirements, lb 02/lb solids destroyed) !
a. Winter
330 lb 02/d
,E
b. Summer
381 1 b 02/d
5. Comoute the volume of air required at standard conditions
Theoretical air requirement, assuming that air contains
23.2 percent oxygen by weight.
lb 02/d
(0.075 lb/41-0) (0,232)
Volume of air ft'/d
a. Winter
18,960.41 W/d
b. Summer
21,909.81 ft'/d
Assuming an oxygen transfer efficiency of 10%, the air requirements for winter are:
Volume of air
0.10(1440 min/d)
132 ft3/min
and for summer are:
152 ft3/min
6. Compute the air requirement per 1000 ft3 of digester Volume:
Air Req'd (summer)
(Vol/1000 ft3)/ 10,
30.81 fe / 10 W W min.

7. Analyze Total and effective Storage for the Proposed Digester
Dimensions of proposed Digester Tank
41 Length (ft)
11 width (ft)
8 Total Height (ft)
Total Storage Utilizes Total Tank cu. Ft x 7.4805 = gal
3609 Total Storage (cu. Ft) 26989.64 Total Storage (gal)
Normal operating practices will allow for some level of freeboard between water level and top of tank.
Effective Storage will leave 24" of freeboard, making total effective height 6 feet.
6 Effective Height (ft)
2706 Effective Storage (cu. Ft) 2024223 Effective Storage (gal)
cu. Ft x7.4805 = gal

Force Main Diameter (in) = 3
Equivalent Force Main Length (ft) = 64
Hazen-wilhams; C Factor = 120
Minimum Required Pump Rate (GPM) = 0
Design Pumping Rate (GPM) = 130
GPNI
Pressure Head'
at Connection
"All On" (feet)
-
Static Head
(feet)
Pump On"
TDO (feet)
velocW (fps)
Pump Head
(feet)
2.3
21.
12
4.5
�2m
18
9.1
16:1
25Q
10:
22
113
Pump
Impeller Diameter. r5.75 inch.
florsepowedziu::
Voltagc.F.230* 0�base,,

U.
25
20
iN
ice
5
50
i
Gov Club Digester Pump and Force Main System Curve
100 150
Flow (GPM)
200 250
-ate Pump Head
1 Pump On

Customer
Project name : Default
Pump Performance Datasheet
Encompass 2.0-19.5.6
:_ ...
Operating Conditions
--
Liquid
FlLiquid
ow, rated
: 130.0 USgpm
Liqtype pe
: Water
Differential head I pressure, rated (requested) : 20,00 ft
Additional liquid description
Differential head I pressure, rated (actual)
: 20.31 ft
Solids diameter, max
: 0.00 in
Suction pressure, rated I max
: 0.0010.00 psi.9
Solids diameter limit
; 3.00 in
NPSH available, rated
: Ample
Solids concentration, by volume
: 0,00 %
Frequency
: 60 Hz
Temperature, max
: 68.00 deg F
Performance
Fluid density, rated / max
: 1.000I 1.000 SG
Speed, rated
: 1750 rpm
Viscosity, rated
t3'
: 1.00 cp
Impeller diameter, rated
: 5,75 in
Vapor pressure, rated
: 0:34 psi.a
Impeller diameter, maximum
: 7.50 in
Material
Impeller diameter, minimum
: 5.54 In
Matenal selected
:-Standard
Efficiency
: 45,82 %
Pressure Data
NPSH required I margin required
: - i 0.0a ft
Maximum working pressure
: 11.36 psi g
nq (imp, eye flow) t S (imp. eye flow)
: 41 I - Metric units
Maximum allowable working pressure
: NIA
Minimum Continuous Stable Flow
: 57.90 USgpm
Maximum allowable suction pressure
: NIA
Head, maximum, rated diameter
: 26.25 It
Hydrostatic test pressure
: NIA
Head rise to shuteff
: 31.25 %
Driver 8, Power Data (a@ lax density)
Flow, best eft. point
: 233.0 USgpm
;
Driver sizing spec rfication
:Rated power
Flow ratio, rated I BEP
: 55.79 %
Margin over specification
0.00 19
Diameter ratio (rated I max)
: 76.67 %
Service factor
: 1,00
Head ratio (rated dia I max din)
: 40.59 %
power, hydraulic
: 0.66 hp
Cq/ChiCe/Cn [ANSI/HI 9.6.7-20101
: 1.00 / 11001 1,00 i 1.00
Power, rated
: 1-43 hp
Selection status
: Acceptable
Power, maximum, rated diameter
: 1.53 hp
Minimum recommended motor rating
: 2.00 hp 11.49 kW
80
72
64
S6
48
N 40
Q3
32
24
16
8
0
Flow - USgpm
0
CLEARWATER, INC, PHONE: [phone]B2 - FAX: [phone]
PO BOX 1469 • HICKORY, NC 28602
r

GOVERNOR'S CLUB WWTP
DIGESTER TANKADDITION
AQUA NORTH CAROLINA
CHATHAM COUNTY, NORTH CAROLINA
Aqua North Carolina Inc.
Engineering Manager - Michael A. Melton
4163 Sinclair St.
Denver, NC.
[phone]
Engineer
Municipal Engineering Services Company, P.A.
Garner, NC - Boone, NC
FINAL DESIGN
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GENERALNOTES
1. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IM MEDIATELY SHOULD ANY
FIELD CONDITIONS BE ENCOUNTERED THAT VARY FROM THE INFORMATION
PROVIDED IN THE CONTRACT DOCUMENTS.
]. LOCATIONS OF SHOWN UTILITIES ARE APPROXIMATE. CONTRACTOR SHALL SE
RESPONSIBLE FOR FIELD VERIFYING EXACT LOCATION AND ELEVATION OF ALL
UTILITIES PRIOR TO ANY EXCAVATION FOR THE PROJECT. NO SEPARATE
MEASUREMENT OR DIRECT PAYMENT WILL BE MADE FORTHIS WORKANDALL
COST SHALL BE INCLUDED IN THE PRICE BID FOR THE ITEM TO WHICH IT
PERTAINS.
3. BURIED TELEPHONE CABLES (FIBER OPTICS AND CONVENTIONAL) ARE KNOWN
TO VARY DUE TO INSTALLATION TECHNIQUES. THE CONTRACTOR SHALL SE
FULLY RESPONSIBLE FOR COORDINATING WITH THE UTILITY COMPANY TO
DETERMINE SPECIFIC CABLE LOCATIONS. THE ENGINEER MUST BE NOTIFIED OF
THE EXACT LOCATIONS AND ELEVATIONS OF THE CABLES.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WTH THE
LOCAL ELECTRIC UTILITY COMPANY ANY ADDITIONAL SUPPORT OF EXISTING
ELECTRIC UTILITY POLES AS REQUIRED FOR THE EXCAVATION.
GENERALNOTES
(b) CROSSING A WATER MAIN OVERA SEWER. WHENEVER IT IS NECESSARY FORA
WATER MAI N TO CROSS OVERA SEWER, THE WATER MAIN SHALL BE LAID AT
SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18
INCHESABOVE THE TOP OF THE SEWER UNLESS LOCAL CONDITIONS OR
BARRIERS PREVENTAN 181NCH VERTICAL SEPERATION--IN WHICH CASE BOTH
THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS
MATERIALS AND WITH JOINTS THATARE EQUIVALENT TO WATER MAIN
STANDARDS FORA DISTANCE OF 10 FEET ON EACH SIDE OF THE POINT OF
CROSSING.
(c) CROSSI NG A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A
WATER MAIN TO CROSS UNDERA SEWER, BOTH THE WATER MAIN AND THE
SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WTH JOINTS
THATARE EQUIVALENT TO WATER MAIN STANDARDS FORA DISTANCE OF 10
FEET ON EACH SI DE OF THE POI NT OF CROSSING. A SECTION OF WATER MAIN
PIPE SHALL BE CENTERED AT THE POI NT OF CROSSING.
T. RELATION OF SANITARY SEWERS TO STORM SEWERS
Is)A 241INCH VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER
AND SANITARY SEWER OR FERROUS PIPE SHALL BE PROVIDED.
8. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCATION SIZE AND
5. REGULATIONS AND CODES, SHALL BE CONSISTENT WTH NCDOT, NCDER TYPE OF ALL UNDERGROUND UTILITIES PRIOR TOANY EXCAVATION WHETHER
REQUIREMENTS AND STATE BUILDING CODE. SHOWN ON THE PLANS OR NOT. THE CONTRACTOR SHALL BE RESPONSIBLE
FORTHE RELOCATION (AS OI RECTEO BY THE ENGINEER) OF ANY CONFLICTING
6 RELATION OFWATERMAINSTOSEWERS UNDERGROUND UT LITIES,IF REQUIRED, AT NO ADDITIONAL COST TO THE
Is) LATERAL SEPARATI ON OF SEWERS AND WATER MAINS. WATER MAINS SHALL BE OWNER. IT IS AOVI SABLE THE CONTRACTORVISIT THE SITE PRIOR TO BIDDING
LAIDAT LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, AND BECOME FAM ILIAR WTH THE SITE AND ANY POTENTIAL CONFLICTS.
UNLESS LOCAL CONDITIONS OR BARRIERS PREVENTA 10-FOOT LATERAL
SEPARATION- -IN WHICH CASE(1)THATWATERMAINISLAIDINASEPARATE 9. THECONTRACTORIS RESPONSIBLE FORALL SITE LAYOUTS AND STAKING AND
TRENCH, WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAINAT LEAST THE COSTS SHALL SE INCLUDED IN HIS BID.
18 INCHES ABOVE THE TOP OF THE SEWER', OR DENR-PUBLIC WATER SUPPLY
SECTION 15A'. 18C.0900 (]) THE WATER MAI N IS LAI D IN THE SAME TRENCH AS
THE SEWER WTH THE WATER MAI N LOCATED AT ONE SIDE ON A BENCH OF
UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM OF THE
WATER MAI N AT LEAST 181 INCHES ABOVE THE TOP OF THE SEWER.
SEEDING SPECIFICATIONS
SP-1 FYI ed 3:1 n Weeper le a. -..in, a nµYwre Bader
P.-At beading).
(Leant Ae oM 9 1) -6 an of NI bout ant u.all. Ill alMning
ak., .Ws, large .lode and Wan debris to rnnon .The Mope. y)r eaugrro Lope feces by malip gmun ]-1 inane, all
3)t nai ... to the ly Lope. apes ca rot. rannmendnd by ell
SP I'll slope, 11 or slespn (te Volay ceaYrp).
1) Le lad, uncnnpalnd .rlar. Rem.e Inge chat, .ski
osari lntpzn esgenllYhafdr.n r9nmmmdndsaY aai ]n'grod
3) Geol up Inge cl.s and rose into a I.a, urd- seedbed
4) Rake to loam .aae Yen prbr to opplNnp seed
5P-4 serf.. l o1 lope, 0-b peal is not uses (grossed all
1) Rem.e rah antl sell
y) AI rme and Altxber aI rate, rlo-dal by sal tell,
yrrcoa I_, and incnpaAnc into se lop 6' .'An a III Oil
PI., a rotary tile,.
3) Ill Inge float antl nose into a I.es, unit,, lendDea
4) Rak. Io knsen adore YSI P", Io aWlong seat
SEEDING NETHDDS ISM
W-1 Fit Mopes Meepn lam 3:1 (pal.- seedy.
Ua hyaadie beeanq eadpment k appp bend and ferti se,. a
.a. A, aI 45 ID/1,0ao Ill and nubs takiln.
W-g Gentle to not dopes a temporary anangs
1) lo.ticM and at Ice raommeMed .le .Ns, a cycln,
attder, nap VA_. a mlfnaln aedor.
]) Role bend sit. Ind ail and b0by pock Io seaNia 91
Temporary Seeding Recommendations
(Late Winter and Early Spring)
ban
egl(a RWc III
Are (,rein) ago
tl leape.so 50
(R. n Rndmwb ona 0ocM01 Hairy ..ry in I not 1.
Grit annual lespndaa elan deal"un of lercpaary tow a no to
acme aeyane Yrc.
SEF01Y ...a. Fe, lS Noy15 (obm 2- kit)
i. i �d, i lath' zsoD feel)
Peri I
emeltl Hen an 1 Apr 15
SGf AUExWE
Fdl. rccnn v of tor apply R.00a lo/arcround g
agiaullurtl rmnlnne end T50 So la/I—one ID-ta-to Intilae
.
ill rx
APNY 4,Wo lb/art aVo.. Anchor ill by Iak'n9 .ill o"i
netbi w o mule, ancaoriAs loll. A all bloc. vat nroalty a
can to.... ,de, ane,oing lad.
MULCH NO
NU-1 st, dopes (.1 or groln} In raid -.mane,, late .1 or
ester, ."y lad G/1,000 .1. gees Mr., c.er .ifl ""Ins
I,wn el.e.oaa ran . b er-m W.yr�all aae es Ib. /
NU-R Hpga-monklnnoc ueg,tation and temparny � gee Apply W
/I.- .f. (4a00 IN/arc) grab se, a. antl lad .dh a1
.I./ay. o"Wn (11 ga1.11.000 af.}
11- Goss-fnea ch... I- aosaw at n the channtl.
almd Iq the e,ama bank, to the Ngheat WeulWed depth
e Oantl secure arcnd'n, I. Al-c Ins's spnisonian.
of .., al.1 aopNY 1. lb./I.- .1 gran .- .d
.ales Al,.GI gtl./.y. (11 gsll .1.) oV.1
NAINTENANCE fNAT
NA-1 Refedxix. in IV. .sits, or enly liing In. fatal fear. No.
NA-3lnapeWaata rVoir -1, and lion% -till n 1.1, .inb, W
In. Itlb.ng ynr .ill 1. IN/me 10-1111D (&51a./1,00a
4f.), u. real to a het. of 3-4 ­
MA-4 lm nee .ith 10-10-tee In lee, if gr.th a rot fuly
NA-5 Top am eon sD b./doe (IIA/1.ow al.) a", in 111-
d rover is neetlnd III Ind lon.ing rommer, .nand .ill
10 Ill R.. bapedna
Temporary Seeding Recommendations
Tempaory Seeding Reeommend,tions
(Summer)
Seee'ne ubw
again Rate (Ib/acre)
..an mile, Ittl
III M Pennant and lb-ol.s. o a
rob.aul. . a rate of 5a Ib/..
Fol. recanmen.f an, W not Ine a :I 2.000 b/ocre W.nd
ogri.lntl meslne and Teo Il 10 IM110 1Mixer.
ill=
Apply 4,1100 B/.re in- AXJXM stra. a scaling .ill asphab,
n Ian% or r- oncia,sa lob A ask bIVV se, nenly slroghf
Rellbbsil 5 ­11, a not Idly Va k. RaVV. relnlirzc and mulch
on,s lNY fall er.bn n other damage.
NC Department of Tar.pntatian Permanent Seeding
Specifications
Pnmbnrol n.bn 4anVW Mtll tr p .Abbd as to..
A) All den.b. ore. ell . armed to ryNoal act.. ono q..
o d. In of 3 in- inn lop Z i.- Mtll be p-a.
k pra.lde a .,it- bond.
Na1D L'me sh.ld tr bVind belle pl.ng
(b) Lme. .eo, and infirm anal) be aV..'An nice
egupmmt Io glob anil dslribution W than rAeond . In,
hand -Dude, melnod is nol olo eonle. the Wilo.inq ale rates
ane Fe, TS al theRyal�t feaue fa n epgind en me
So It. Penaeala RnNagaa
so lb1 More. Leapeaso
o Ib. serbro
sat lba s-10-10 Fnfirzn
4.000 Ian Aptouuetl Lim.taro
WIE: III tested it artiGnd and sh l be .od. Seed tadifik on
be pauldnd to the a".fYW Fnginm pro I. us,.
(c) saVed on. anon be cullpased to Trm aeeannd and cow and.
(it) Gtln Mm all be bpplind .n ceded ,rob be a nNleh. No
a e, s. Mdl be .ebb •hlnn I.. by a - it pop%.pp-. a aanieued ps o1 slra. a
pem1 .1 , as uI.. camas, is npnt.
(a) N cknd dl be to.dh oaphalt bIniciml to hold sal.
inhDb Gro
(1) gte, batment slay be .ed in arm .here sleep grades (mne
Inn IDX) sou U. of Yle meld,
InWfilg.a 6bergm .mg a aoepf.11 ante,
tl.Vt M.la be nsltllnd before muNling.
Temporary Seeding Recommendation
(Fall)
Send.
species Role Ib/one)
Rre (gran) 1]0
Aug. IS - a- IS
C.;taillINn aAd Pindmml - Aug. 15 - tea 30
to. uyu era W ax leafs or oPN, 2.000I1 a­
WkWt.,bl Ii.slon, and 1000 b/ocrc 10-10 10 Ind rzn
All,94A00 a/oarc afro n9 l.k A All
NIl en
aso
n.b.
can be oral be much ancharng 1
,a/. a relnl. a.m 1 nros .Vialrec-, 1..1. t .Ns, 50
/oarc of nitra,m a Naar. II it is ad Io olent kmpawy
a Par Yoe I.j memea .ill 5D In/w roe (Pnonanf and
ea.arytal Pbin) of Anean (Nanntaina) InpetlexaeinRlate FeNIwY or
GENERALNOTES
10. THE CONTRACTOR AGREES THAT IN ACCORDANCE WTH GENERALLY
ACCEPTED CONSTRUCTION PRACTICES THE CONTRACTOR WILL BE REQUIRED
TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE JOB SITE
CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT,
INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT
SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO THE
NORMAL WORKING HOURS. THE CONTRACTOR FURTHER AGREES TO DEFEND
INDEM NI FY AND HOLD OWNERAND ENGINEER HARMLESS FROM ANY AND ALL
LIABILITY, REAL ORALLEGED IN CONNECTION WTH THE PERFORMANCE OF
WORK ON THIS PROJECT. EXEMPTING LIABILITY ARISING FROM THE SOLE
NEGLIGENCE OF THE ENGINEER.
11. ALL EXISTING UTILITIESAND IMPROVEMENTS THAT BECOME DAMAGED DURING
CONSTRUCTION SHALL BE COMPLETELY RESTORED TO THE SATISFACTION OF
THE OWNER AND ENGINEERAT THE CONTRACTOR'S SOLE EXPENSE.
12 THE CONTRACT DRAW NGS AND SPECIFICATIONS REPRESENT THE FINISHED
STRUCTURE AND DO NOT INDICATE THEM ETHOD OF CONSTRUCTION. THE
CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY
RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES AND PROCEDURES, INCLUDING, BUT NOT LIMITED TO BRACING AND
SHORING. OBSERVATION VISITS TO THE SITE BY THE ENGI NEERAND/OR THE
ENGINEER'S REPRESENTATIVE(S) SHALL NOT INCLUDE INSPECTION OF THE
PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES.
13. ALL WORK WTHIN NCDOT RIGHT-OF-WAY SHALL CONFORM TO THE LATEST
EDITION OF NCDOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES
ANDTHEAPPROVEDENCROACHMENTAGREEMENT.
14. DURING THE PROGRESS OF THE WORK, THE CONTRACTOR SHALL KEEP THE
WORK AREA AND ADJACENT AREAS FREE FROM ACCUMULATIONS OF WASTE
MATERIAL, RUBBISH AND OTHER DEBRIS TO THE SATs SFACTION OF THE
ENGINEER.
15. THE CONTRACTOR SHALL REM OVE AND PROPERLY REINSTALL ANY FIXTURES,
FENCES, AND/OR OTHER STRUCTURES THAT MAY INTERFERE WTH
CONSTRUCTION OF THE PROJECT TO THE SATISFACTI ON OF THE ENGINEER,
AND THE COSTS FOR SUCH SHALL BE INCLUDED IN HIS BID.
16 THE CONTRACTOR IS URGED TO VISITAND FAMILIARIZE THEMSELVES WITH THE
JOB SITEAND TO COMPLETELY READAND UNDERSTAND THE CONTRACT
DOCUMENTS PRIORTO SUBMITTING A BID.
I SOIL EROSION AND SEDIMENT CONTROL NOTES
1. THE CONTRACTOR SHALL BE RESPONSIBLE AT NO ADDITIONAL COST TO THE
OWNER, FOR MAINTENANCE OF ALL EROSION CONTROL MEASURES UNTIL SUCH
TIME AS THEAPPROPRIATE STATE, COUNTY, OR MUNICIPALAUTHORITY
RELEASES THE SITE AT WHICH TIME THE CONTRACTOR SHALL REM OVE ALL
TEMPORARY EROSION CONTROL MEASURES AS DIRECTED BY THE ENGINEER.
]. CONSTRUCTION AND MAINTENANCE OF ALL EROSION CONTROL MEASURES
SHALL BE IN ACCORDANCE WTH THE CORRESPONDING SECTIONS OF THE
STATE OF NORTH CAROLI NA EROSI ON AND BE DIM ENT CONTROL PLANNI NG AND
OESI GN MANUAL, LATEST EOITI ON.
3. ALL APPLI CABLE EROS I ON AND SEDIMENT CONTROL PRACTICES SHALL BE IN
PLACE PRI OR TO ANY GRADING OPERATI ON AND/OR INSTALLATION OF
PROPOSED STRUCTURES OR UTILITIES.
4. APPLI CABLE EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE LEFT IN
PLACE UNTIL CONSTRUCTION IS COMPLETED AND/OR THE AREA I S STABILIZED.
5. THE CONTRACTOR SHALL PERFORM ALL WORK, FURNISH ALL MATERIALS AND
I NSTALL ALL MEASURES REQUIRED TO REASONABLY CONTROL SOIL EROSION
RESULTING FROM CONSTRUCTION OPERATIONS AND PREVENT EXCESSIVE
FLOW OF SEDIMENT FROM THE CONSTRUCTION SITE.
6 ALL CATCH BASI N I NLETS WI ILL BE PROTE CTED ACCORDI NG TO THE CERTI FI ED
PLAN.
T. ALL STORM DRAINAGE OUTLETS WLL BE STABI LIZ ED, AS REQUIRED, BEFORE
THE DISCHARGE POINTS BECOME OPERATIONAL.
8. A COPY OF THE CERTIFIED SOIL EROSI ON AND SEDIMENT CONTROL PLAN MUST
BE MAINTAINED ON THE PROJECT SITE DURING CONSTRUCTION.
9. EROSION AND SEDIMENTATION CONTROL DEVICES SHALL BE INSTALLED
ACCORDING TO THE CONTRACT DOCUM ENTS AND AS DIRECTED BY THE
ENGINEER. ALL DEVICES SHALL BE MAINTAINED SUCH THAT THEY FUNCTION AS
INTENDED & AND DESIGNED BY THE MANUFACTURE.
10. PROVIDE SEEDING AND MULCHING ONALL DISTURBED AREAS WTHIN 14
CALENDAR DAYS OF DISTURBANCE.
11. TOTAL DISTURBED AREA = LESS THAN 1 ACRE
I STABILIZATION TIME FRAME
g
Pe erU kes scale
b li
rib me Fraep
NigM1 pualiry Waser(HgW)Zo
y
slp _
teelser than 3:3
Gays
Hslopes are la'or less in nelgnt antl are
perbmnzs 3a ban areanaarca
Slopes or flatter
4oays
inlengtn
Allr wind slopes flatter Man 4:1
all
Uaeyz(elm ptforzlopev'greaterd,sr
erfor parfmeters a. HLAM
nee)
UTILITY NOTES
1. TYPICAL MINIMUM DEPTH OF COVER FOR BURIED PIPELINE SHALL BE 3 FEET
UNLESS OTHERWISE SHOWN OR SPECIFIED.
]. MAINTAIN ]'-0" MINIMUM CLEARANCE BETWEEN ALL EXISTING PIPES CROSSED,
UNLESS OTHERWISE NOTED.
3. ALL FITTINGS SHALL BE MECHANICAL JOINT, DUCTILE IRON AND COMPACT
FITTINGS UNLESS NOTED OTHERWISE.
4. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN BYPASS PUMPING OF SEWER
AS CALLED OUT IN SEQUENCE CONTAINED IN SPECIFICATIONS. THE COST OF
BYPASS PUMPING SHALL BE INCLUDED IN THE CONTRACTORS COST FOR THE BID
5. ALL WORK TO COMPLY WTH NCDEQ AND CHATHAM COUNTY REGULATIONS AND
CODES.
CONSTRUCTION SEQUENCE I
1. OBTAIN ALL PERTINENT PERMITS
]. CLEARAREAS NECESSARY TO CONSTRUCT TEM PORARY EROSION DEVI CES
AROUND THE SITE TO CONTAI N ALL RUNOFF DUE TO CONSTRUCTION.
3. INSTALL ALL EROSION CONTROL DEVICES.
4. ANY AND ALL LAND DISTURBED DURING ONE WORKDAY SHALL BE STABI LIZED BY
THE END OF THAT SAME DAY.ANY DITCHES DISTURBED DURING CONSTRUCTION
SHALL BE RETURNED TO EXISTING CONDITION AND SEEDED AND MULCHED AS
NECESSARY.
5. COM PLETE CONSTRUCTION AND APPLY PERMANENT SEEDI NG PER SCHEDULE.
APPLY STRAW AND ASPHALT TACK TO ALL SLOPES
6 MAINTAIN ALL EROSION CONTROL DEVICES UNTIL PERMANENTVEGETATION HAS
BEEN ESTABLISHED.
T. COORDINATE ALL ROAD CLOSINGS AND DETOURS WTH NCDOTAND TOWN OF
CHAPEL HI LL.
8. MAINTAIN DETOURS, CLOSINGS AND TRAFFIC CONTROL AT ALL TIMES IN
ACCORDANCE WTH NCDOT'S M.0 T.C.D.
9. SEE CONTRACT SPECIFICATIONS DOCUMENT FOR PROJECT SPECIFIC
CONSTRUCTION SEQUENCE.
anrslrH CAndz'n'i E'
sAL
ME
E
�edN j` 8
al)
FINAL DESIGN
NDT RELEASED FQg CONSiRUCiI!]N reoea rsmea.
G170915.2

��RTY LR1E E%15PNG � �NE
EY1511NG S SHED
SHED
IT/
I
1
1
I
I
I
I
I �I
II
I
EXISTING GRAVEL
I
I
I
II4 BEND (ANGLED FEE-)
4 FLANGED 90 BEND
TANK ,
PIPE SUPPORTS
I
Al i
EE LED
I
I SEE SNEET D-1
4 LINE T.
I
I
I
I
I EO BASIN I & 2
I
I
i
/ NEW 4 INFLUENT
LINE FROM CLARIFIER
/ AIR oISTRIBu LoO
NE
I
EXISTING GRAVEL
A— /
90' BEND
T
va"ER
BLOy(R
R�
FLAN
BEND FLANGED —
BP9N X�
PERPTION
4' FLANGED - BEND
BEND
AID DIATRIEFT
RE
RE
4" FLANGED WE VERTICAL
BEND (ANGLED DON)
] 4 FLANGED 90 BENDS
TANK
A A
\ LITTER BOX
v1, 0
S
TE IN
TING
All H EAo\ \\
PIPINGAENETING
�/SISTER �\
G.PPoGwR MT
G,nk�F�ER p%
pCS
aANE
KS PGT
TRGO�
LATER
1RW� 5PN0 F
sPNO FwSER
Gw TwPy"
FwT� BP V(=V'
U;WPSN
RP vwU
-4 FLANGED
AIR DISTRIBU LINE
INFLUENTLEND
\-
LINEN FROM CLARIFIER/ �lv
__--_ _- /II
/II
/II
EXISIING FENCE / /II
PROPOSED SITE LAYOUT
SCALE 1' - 10'
PROCESS FLOW SCHEMATIC
N.T.S
OpfS3/o'.'ny
SEAL
y.
FINAL DESIGN
NOT RELEASED FOR CONSIRIICIION
1 GI7096.2 1

AGGEx r�,G �A��
PUMP HOIST
N.T.S.
NEW 4'1 DISCHARGE PIPING TO EO BAS
(HATCHED PORTIONS OF PIPE WILL BE 4"0 FLEX
EDP REINFORCE MENTHORD COMPLETE WI'BASEDTH AWITHNSI/AHELD-
C1110/A21.10 STANDARD CLASS 125 FLANGED FIT
ON EACH E
4m WELDED PIPE NIPPLE
INSIDE AND OUTSIDE OF TANK
WALL FOR WATERTIGHT CDNNECTION�
2) REOUIRED
A
(2) QUICK GGNNECT FITTING
FGR SLUDGE REMOVAL
m PLUG VALVE W
HAND WHEEL OPERATTH
OR
(TIP) (2) REQUIRED
NEW
DROPS
Ho WELDED PIPE NIPPLEWITH F LANCED D
WALLCONNECTED
FOR WATERTIGHTI CONNEC71ON
(2) REDDIRE D
.0 PLUG VALVE WITH
HAND WHEEL OPERATOR
(TIP) (2) REGURED
EXISTING GBIGUND
PIPE SUFPOP7­
L� BEr uaE AS NEEDeD
anS
ED "ATE
L u..N.
1NICK STESTEEL RATE
i x wxu.
wA)u/, N.GGED STEEL
GUSSET
OBA�N L;N& 2DACCESS STARGAT
P AS NEEDEIE D S NEW DECANT SUBMER IBLE UMP
fE"
(ALREADY CONNECTED
MODNTING BRACKET$SSLIDEPRAILS W/ TO SIDE OFT TANK)
I�-I■—I��I
II
I■III■I■III
II
--- �............ . LEIII
m SLUDGE UNEE� -F�ANNED VERTICAL �EGI ING 24 WALKWAY
PLAN VIEW
SEE DETAIL THIS SHEET 3/8" _ ),_D.
GAS
(HATCHED PORTIONS OF PIPE WILL BE 4N0 FLEXIBLE
EDPM TUBE. TIRE CHORD BRAIDED WITH HELD WIRE
EINFDROEMENT COMPLETE WITH AD
S -
NEW PUMP HOIST C110/A21.10 STANDARD CLASS 1" FLANGED FITTING
SEE DETAIL THIS SHEET ON EACH END)
4'0 X 4"0 FLANGED TEE
AT F aIca VERTICAL
u VALVE AT EACH
4FLANGED BENDS D DROP WITH LEVER
(POINTED DOWN) OPERATOR (TYPICAL FOR 6)
W SE 4 AIR LI
45RTICAL FLANGED
SECTION A —A ELEVATION VIEW
W/ a/e.. _ �._D..
MOUNTINGNBRAC ETS TSLIDE RAILS
FAIL ANSITO FLOOR VA WELDED ANGLE
FBOLT,
ATTACH CA LES, ANDAT,. CUTS AND WASTE"
—ACCESS STARWAL
(ALREADY CONNECTED
IS SIDE OF TANK)
EXISTING RELOCATED TANK
PIPE AS NEE PORTS
— EXISTING GROUND
COMPACTED ,#ST
STONE RASE(TIP)
MIKIEUN DR, oENITH TINK SAIDM LL .1 TO MPLFTFLH L HEL CONP<o oHi ssx
Q
a
�l� C11gQ
'
�'
H
C'J
z
's
Ww Dln\``1�
GAWP
FINAL DESIGN
Nor RELEASED roe caysTRucnav
'°°'E°'"°""°Ea
G77G96.2

PROJECT SPECIFICATIONS
A ! D • L
Chatham County, North Carolina
•M
DECEMBER 2019
Final Specifications —
NOT RELEASED FOR CONSTRUCTION
J
SEAL �
Originating Office: PO Box 97
Garner, NC 27529
Phone: [phone]
Fax: [phone]
Corporate License No.: C-0281

GENERAL SPECIFICATIONS:
1.0
Clearing and Grubbing
1-5
2.0
Structures — Excavation and Backfill
1-10
3.0
This Section Not Used
1
4.0
Site Work
1-17
5.0
This Section Not Used
1
6.0
This Section Not Used
1
7.0
Gravity Sewers, Conduits and Drains
1-26
8.0
This Section Not Used
1
9.0
Concrete and Reinforcing
1 -25
10.0
Manholes, Inlets, Catch Basins, Vaults & Drainage Structures
1-10
11.0
Inside Process Piping
1-27
12.0
Miscellaneous Metalwork
1--20
13.0
Structural Steel
1-11
14.0
This Section Not Used
1
15.0
Electrical Motors
1-3
16.0
Electrical
1-37
17.0
Restoration and Clean -Up
1-2
SPECIAL EQUIPMENT SPECIFICATIONS:
1.0 Submersible Pump to Digester 1-5

w
1.01 GENERAL
1.01.1 SCOPE OF WORK.
Page t
(a) All labor, materials, equipment, tools, and services required for the work
under this section shall be furnished and performed in compliance with the
following General Specification, the Project Specifications which precede all
General Specifications and the Contract drawings.
(b) This General Specifications designated as Section 1.0 CLEARING AND
GRUBBING covers the description of work generally utilized and the
specifications for performing such work. The Project Specifications and the
Contract Drawings designate the specific work to be performed under the
Contract. The inclusion of items of material or work within this Specification
does not necessarily constitute their use on this Project,
(c) The Contractor shall accept conditions at the site of the work as found and
shall assume the risk of any variation of the condition of site or buildings
thereon which may occur subsequent to signing of the Contract. The
Contractor must assume the risk of meeting, and the Contract price shall
include, the cost of removal of quicksand, hardpan, boulders, clay, rubbish,
unforeseen obstacles, underground conduits, gas pipe, drain tile, trees,
roots, timber or masonry structures, railroad tracks, pavements and
sidewalks and the delay or damage occasioned by the same, whether or not
these obstacles are shown on the Contract Drawings. No claim for an
amount of money beyond the Contract price of the work will be entertained
or allowed on account of existing conditions.
(d) The work of clearing shall consist of the cutting of all vegetation and removal
of debris. All timber within the clearing and grubbing limits shall become the
property of the Contractor to cut and dispose of unless noted otherwise in
the Project Specifications. The work of grubbing shall consist of the removal
and satisfactory disposal of all vegetation and all surface debris.,
(e) The work of clearing and grubbing shall also include the removal and
satisfactory disposal of crops, weeds, and other annual growth; the removal
and satisfactory disposal of fences, steps, walls, building foundations, and
other rubble and debris and the filling of holes and depressions in
compacted lifts. This work shall also be performed in all non wooded areas
between the construction limits and the limits of the project right of way or
easements shown on the project plans upon which seeding and mulching,
sprigging, or sodding is to be performed.
(f) Clearing and grubbing operations shalt be completed at the beginning of the
project and sufficiently in advance of grading operations as may be
necessary to prevent any of the debris from the clearing and grubbing
operations from interfering with the excavation or embankment operations.
Rev. 08/00 SECTION 1

Page 2
1.01.2 CLEARING
(a) Existing pavements, foundations, structures and similar work encountered
which will interfere with the new construction operations shall be demolished
and removed. All existing construction and obstructions in areas to be
occupied by new buildings or structures shall be removed as indicated on
the Contract Drawings. All pipe and sewer services shall be sealed during
demolition. All such existing construction and obstructions shall be disposed
off the project site unless otherwise noted.
(b) The Engineer will designate all areas of growth or individual trees which are
to be preserved due to their desirability for landscape or erosion control
purposes. When the trees to be preserved are located within the
construction limits, they will be so shown on the plans or designated by the
Engineer.
(c) In embankment areas where the depth of the embankment exceeds 6 feet in
height, unless otherwise directed by the Engineer, sound trees shall be cut
at a height of not more than 6 inches above natural ground. When trees are
to be cut outside of construction limits and the Engineer has designated that
the area is not to be grubbed, the trees shall be cut off reasonably close to
the natural ground surface. In swamp areas, trees may be out off to
approximately 6 inches above low water level.
(d) Branches of trees which overhang the roadbed or obstruct sight distances
and which are less than 16 feet above the elevation of the finished grade
shall be trimmed or cut in a manner that will not endanger the health of the
tree. Cut surfaces more than 1 inch in diameter shall be covered thoroughly
with an asphaltum base tree paint,
1,01.3 GRUBBING
(a) The work of grubbing shall be performed on all areas cleared, with the
following exceptions;
(1) In embankment areas, when the depth of embankment exceeds 6 feet
in height, sound stumps shall be cut off no more than 6 inches above
the existing ground level and not grubbed. Unsound or decayed stumps
shall be removed to a depth of approximately 2 feet below the natural
ground surface.
(2) When authorized by the Engineer, stumps outside of construction limits
may be allowed to remain in place. Such stumps shall be cut off
reasonably close to the natural ground surface.
(3) Stumps in swamp areas shall be cut off to approximately 6 inches above
low water level and not grubbed.
Rev. 08t00 SECTION 1

Page 3
(4) Grubbing will not be required in areas where waste or unsuitable
material is to be deposited unless such areas are to become a part of
future construction.
(b) All areas where piles are to be driven shall be grubbed regardless of fill
height In graded and/or planted areas, all obstructions shall be removed to
a point 12 inches below proposed ground level,
(c) Within the areas between construction limits and the limits of clearing and
grubbing, all holes and other depressions shall be filled, in compacted lifts
and the area brought to sufficiently uniform contour that subsequent mowing
operations will not be hindered by irregularity of terrain, This work shall be
done regardless of whether the irregularities were the result of the
Contractor's operations or were originally existing.
1.01.4 BURNING
(a) All brush, roots, stumps, tree limbs, timber and other vegetation, shall be
disposed of by the Contractor either by burning the vegetation within the
area cleared or by disposal in locations obtained by the Contractor and
approved by the Engineer,
(b) When the vegetation is disposed of by burning, all burning shall be done in
such a manner as to prevent injury to property within or outside of the
project limits. Burning shall be in strict compliance with all local, state, and
federal laws, ordinances, and regulations, The securing of necessary
burning permits shall be the responsibility of the Contractor. All burning shall
be under the constant care of competent watch -person, Burning shall be
thorough and shall not be permitted to smolder and result in dense smoke,
(c) When the timber and debris are to be disposed off in locations off the right-
of-way and out of sight of the project, the Contractor shall furnish the
Engineer, before final acceptance of the project, a written release from the
property owner, or his authorized agent, granting the servitude of his lands,
1.01.5 PROTECTION OF VEGETATION TO REMAIN
The Contractor shall conduct his operations in a manner to prevent limb, bark, or
root injuries to trees, shrubs: or other types of vegetation that are to remain
growing and also to prevent damage to adjacent property. When any such
injuries unavoidably occur, all rough edges of scarred areas shall first be made
reasonably smooth in accordance with generally accepted horticultural practice,
and the scars then thoroughly covered with an asphaltum base tree paint Any
such plants that are damaged by any construction operations to such an extent
as to destroy their value for shade or their landscape purposes, shall be cut and
disposed off by the Contractor, without extra compensation, when so directed by
the Engineer.
Rev. 08/00 SECTION I -

Page 4
1.01.6 PROTECTION OF PROPERTY
(a) Necessary arrangements shall be made by the Contractor with all persons,
firms/corporations owning or using any poles, pipes, tracks or conduits, etc.,
affected by the work included under this Section to maintain and protect
such facilities. The cost of any such protection shall be paid by the
Contractor and included in the Contract price.
(b) Excavated materials shall be deposited in areas designated by the Engineer.
The Contractor shall not deposit excavated materials on pavements,
sidewalks or grass plots, except on authorization of the Engineer, and then
only when adequate temporary provisions have been made for passage and
protection/safety of pedestrians and vehicles. Adequate bridging and
planked crossings must be provided and maintained across all open
trenches for pedestrians and vehicles.
(c) The Contractor shall protect all adjacent property which might be disturbed
during the progress of the work. The Contractor will be held liable for any
damage which may result to neighboring property from operations
performed under this section.
(d) Where excavation or demolition is to be carried on adjacent property or
construction owned by others, the Contractor shall give due and legal notice
to such owner and shall take all steps necessary to protect adjacent
construction from damage arising out of his operations; and the Contractor
shall protect the Owner named in the Contract and his agents from any and
all claims arising due to work covered in this section.
1.011 EROSION
(a) All work under this section shall be performed in a manner which will cause
a minimum of soil erosion. The Contractor shall perform such erosion
control work, temporary or permanent, as may be directed by the Engineer,
indicated on the Contract Drawings, or required by local regulations in order
to satisfactorily minimize erosion resulting from clearing and grubbing and
other construction operations.
(b) Failure on the part of the Contractor to perform the required erosion control
measures, including in a timely manner, will be just cause for the Engineer
to direct the suspension of clearing and grubbing and other construction
operations at the Contractor's own time and cost. The suspension will be in
effect until such time as the Contractor has satisfactorily performed the re-
quired erosion control work. In the event the Contractor fails to perform the
directed work within a reasonable length of time, the Engineer may have the
work performed by others. See General Conditions 13.09 NEGLECTED
WORK BY CONTRACTOR,
Rev. 08100 SECTION 1

Page 5
1.02 MEASUREMENT FOR PAYMENT ,AND COMPENSATION
(a) All measurement of clearing and grubbing will be made horizontally.
(b) Work performed in cleaning up non -wooded areas shall be in accordance
with Section 1.01. However, the removal of weeds, vines, plant stalks, loose
rock, and small scattered trees will be considered as a minor and incidental
part of the work of clearing and grubbing and no measurement or payment
will be made for such work.
(c) On lump sum contracts, and on lump sum items in a unit price contract, no
separate measurement or payment will be made. On unit price contracts
and on unit price items in a lump sum contract, measurement will be made
based on the actual surface area cleared and grubbed at the unit price
allowed in the proposal. On -site borrow areas, approved by the Owner and
the Engineer, shall be cleared and grubbed, and paid for in the above
manner.
(d) When the Contractor is required to furnish borrow sources; material sources,
or waste areas, or when the Engineer permits the Contractor to obtain borrow
or deposit waste on any area within the right of way in lieu of borrow and
waste areas which were to have been furnished by the Contractor, no
measurement of clearing and grubbing will be made for such areas.
1.03 NEGLECTED WORK BY CONTRACTOR
If the CONTRACTOR should neglect to prosecute the Work in accordance with the
Contract Documents, including any requirements of the progress schedule, the OWNER,
upon written notice to the CONTRACTOR, after three (3) days from receipt of such notice
by the CONTRACTOR and without prejudice to any other remedy he may have, may
make good such deficiencies and the cost thereof (including compensation for additional
professional services) shall be charged against the CONTRACTOR if the ENGINEER
approves such action, in which case a Change Order shall be issued incorporating the
necessary revisions in the Contract Documents including an appropriate reduction in the
Contract Price. If the payments then or thereafter slue the CONTRACTOR are not
sufficient to cover such amount, the CONTRACTOR will pay the difference to the
OWNER.
Rev. 08/00 SECTION 1

: A
2.01 GENERAL,
2.01.1 SCOPE OF WORK
Page 1
(a) All labor, materials, equipment, tools, and services required for the making
of all excavations for structures, the placing of backfill for structures and
general site grading required in the Contract shall be furnished and per-
formed in compliance with the following General Specification, the Project
Specifications which precede all General Specifications and the Contract
Drawings.
(b) This General Specification designated as Section 2,0, Structures -
Excavation and Backfill, covers the description of methods usually employed
in excavation and backfill for structures and general grading operations.
The Project Specifications and the Contract Drawings designate the specific
work, the lines, grades and details and the excavation and backfill for
structures to be constructed under this Contract, The inclusion of items of
material or work within this Specification does not necessarily constitute their
use on this Project.
Excavation includes loosening and removing; transporting, storing and
disposing of items whose removals are not specified under another contract
section and which are necessary to be removed for the construction and
completion of all work under the Contract. Excavation shall be made to the
widths and depths shown on the plans or as specified herein.
When rock is encountered, excavation shall be performed in accordance
with the section headed "ROCK EXCAVATION". The term "Excavation"
shall be deemed to cover the price bid for any and all items including
"excavation" for any or all of the following operations:
(1) Removing, storing and rehandling of all paving materials of any name
and nature.
(2) Sheeting, sheet piling, shoring and bracing including driving, and
removing.
(3) Ditching, pumping, coffer damming, or bailing or other methods of
disposing of water.
(4) Refilling of all ditches, pits, sump areas, and the compaction of all fill
materials.
(5) Maintenance and protection of traffic.
(6) Protection of all sidewalks, trees, shrubs, structures, underground
conduits or the replacement thereof.
Rev. 02197 SECTION 2

Page 2
(7) Temporary paving, fencing, warning lights, traffic guards for direction
and control of traffic during rush hours.
The term "Earth" as used herein shall include all materials except rock
requiring blasting and larger than twelve (12) cubic feet but shall specifically
exclude all ledge and bed rock.
The term "Spoil` includes material not used or not suitable for use as backfill
or fill.
The term "Backfill" includes acceptable materials for backfilling of all
excavations and ditches up to the original ground surface.
The term "Embankments" shall include fills constructed of selected materials
above the original surface of the ground to the compaction specified herein.
2.01.2 SHOP DRAWINGS
(a) Attention is directed to the provisions in the General Conditions of the
Contract requiring the submission to the Engineer of descriptive details and
of shop and setting drawings. On Structures - Excavation and Backfiil
operations, which include the installation of cofferdam work, such
submission shall include drawings and details of the cofferdam proposed,
2.02 CONSTRUCTION METHODS
2.02.1 GENERAL
(a) The Contractor shall accept conditions at the work site as found and shall
assume the risk of any variation of the condition of site or buildings thereon
which may occur subsequent to signing of the Contract. The Contractor
must assume the risk of meeting, and the Contract price shall include, the
cost of removal of quicksand, hardpan, boulders, clay, rubbish, unforeseen
obstacles, underground conduits, gas pipe, drain tile, trees, roots, timber or
masonry structures, railroad tracks, pavements and sidewalks and the delay
or damage occasioned by the same, whether or not these obstacles are
shown on the Contract Drawings, No claim for an amount of money beyond
the Contract price will be entertained or allowed on account of the character
of the ground in which the excavation is made unless rock as defined here-
inafter is encountered and removed.
(b) The location of utilities systems and structures as shown on the Contract
drawings has been selected to provide the least possible interference with
existing utilities and facilities. The Owner reserves the right to make minor
variations in the location of proposed work during the construction. No extra
payment will be allowed the Contractor for such shifts in alignment or
location.
Rev. 02/97 SECTION 2

(c) GoUo investigation data may be available upon request ofthe Engineer.
When available it is presented only for the general information of the
Contractor as stated in the General Conditions of the Contract. If, after
excavation is made, conditions are disclosed which are unsuitable for the
type offoundations shown on the Contract Drawings, the Contractor shall
perform additional excavation, drive foundation pi|aw, or take other
measures as directed by the Engineer. Any such work ordered will be paid
for under provisions of Article 14 in the General Conditions of the Contract or
adContract Unit Prices, However, the Contractor iereminded that the costs
for all compaction tests, etc. shall beapart ofhis Contract bid,
2�2.2 PROTECTION OFPROPERTY
(a) Necessary arrangements shall bemade by the Contractor with all persons,
firms, corporations owning using any poles, pipes, tracks orconduits, etc..
affected by construction included under this 8acbnn to maintain and protect
such facilities during construction. The cost oYany such protection shall bo
paid bvthe Contractor and included iOthe Contract price.
(b) In the event that any existing gas pipes, water pipes, conduits, sewers, 0e
drains, poles nrother utilities are blocked orinterfered with by construction
uparotiono, the Contractor shall maintain them in continuous operation, and
restore them to the mmmo condition as they were prior to the start of the
project, all at no additional compensation.
(c) Excavated materials shall badeposited inareas designated bythe Engineer.
The O0ptro�or shall avoid depositing excavated materials on pavements,
sidewalks or grass p|ots, except on authorization of the Engineer, and then
only when adequate temporary provisions have been made for passage and
pndon8nn of pedestrians and vehicles. Adequate bridging and planked
crossings must be provided and maintained across all open trenches for
pedestrians and vehicles.
(d) The Contractor shall ahma up or otherwise protect all fences, buildinga,
walls, walks, curbs orother property adjacent toany excavation, which might
be disturbed during the progress ofthe work. The Contractor will be held
liable for any damage, which may result to neighboring property from
excavation, baokfi||orgrading operations performed under this Section,
(e) Where excavation Vrdemolition is to be carried on adjacent to property or
construction owned by others, the Contractor shall give due and written legal
notice to such owner and shall take all ohopa necessary to protect adjacent
construction from damage arising out ofhis operations; and he shall
the Owner named in this Contract and his agents from any and all claims
arising from excavation ordemolition operations,
Rev.O2/B7 SECTION_2

(a) The Contractor shall take all steps necessary, such as ditching, diking,
pumping, well pointing and bailing, construct necessary drains and channels
to keep the excavation clear of ground water, sewage or storm water, during
the progress of the work and until the finished work is safe from injury.
Water shall not be allowed to rise over and come in contact with masonry,
concrete or mortar, until at least 24 hours have elapsed after placement of
same, and no stream shall be allowed to flow over such work without the
Engineer's permission-
(b) Adequate measures and protection shall be provided for vaults, reservoirs,
tanks, basements, etc., from effects of possible uplift due to storm or ground
water where buoyancy might lift structures or floor failures which may occur
during construction.
2.02.4 EXCAVATION
(a) Excavation shall include the loosening, loading, removing, transporting and
disposing of all materials„ wet or dry, necessary to be removed- to construct
all work included in this Section, to the lines, grades and locations shown on
the Contract Drawings. Excavated materials shall be piled in locations that
will not interfere with construction operations.
(b) Excavation for structures shall conform to the depth and dimensions
necessary for the proper installation of all structures detailed on the Contract
Drawings. Unless specifically directed by the Engineer, excavation shall not
be carried below the elevations indicated on the Contract Drawings. Where
any excavation is made below the elevations indicated on the Contract
Drawings, the excavations, if under slabs, shall be restored to the proper
elevation with compacted well -graded granular foundation material
conforming to NC Department of Transportation standard gradation for size
67 stone, or if under, footings, the depths of the walls or footings shall be
increased at no additional expense to the Owner. In any event, the
operations necessary to correct an excess of excavation shall meet with the
approval of the Engineer. If deemed necessary, concrete shall be used to
correct unauthorized excavations. No compensation will be allowed for any
unauthorized excavation, slides, falls or cave-ins.
(c) The Contractor shall furnish and install all temporary sheeting, shoring,
timbering, bracing and steel sheet piling required to maintain the excavation
in a condition to permit the safe and efficient installation of all items of
Contract work. Upon completion of the various Contract items, all temporary
forms, shores and bracing shall be removed. While being withdrawn all
vacancies left by the sheeting and bracing shall be carefully filled with sand
and compacted or puddled as directed by the Engineer.
Rev, 02/97 SECTION 2

Page 5
(d) Under certain conditions, sheeting and bracing may be ordered by the
Engineer to be left in place. Any sheeting so ordered left in place will be
paid for on the basis of the Contract unit price for such work. if no Contract
unit price is established for this work, payment will be established in
accordance with provisions for Extra Work in the General Conditions of the
Contract.
(e) Sheet piling indicated on the Contract Drawings to be placed for the purpose
of retaining the stability of soil adjacent to excavations shall be driven to
lines and grades indicated thereon and left in place. When so noted, depth
of penetration, type and weight of piling shall be as designated on the
Contract Drawings. Cost of such permanent sheet piling shall be included in
the Contract lump sum price.
(f) When soil materials encountered in any excavation are determined by the
Engineer to be unsuitable for structural foundations, the Contractor shall
furnish and place granular foundation material of well -graded crushed stone
and gravel backfill conforming to NC Department of Transportation standard
gradation for size 67 stone, in 6 inch layers, as directed by the Engineer.
The cost of additional excavation and disposal of excavated materials shall
be merged into the Contract unit price for granular foundation material. If no
Contract unit price is established for this work, payment will be made in
accordance with the provisions for Extra Work in the General Conditions of
Contract.
(g) All areas to be excavated or regraded shall have topsoil stripped and
deposited in stockpiles convenient to the areas, which are subsequently to
receive application of topsoil. Topsoil shall be used exclusively for finished
grading as specified in Section 4.0, Site Work.
(h) Unsuitable and surplus excavated material and debris not incorporated in
the project shall be disposed of by the Contractor at his own expense
outside the limits of the Project site or as directed by the Engineer.
(i) if private land is used as a spoil site, the Contractor shall obtain written
permission from the owner of the land, or his agent, and provide the project
Owner with a certified copy of such agreement.
(j} When, for any reason, the work is left unfinished for extended periods, all
trenches and excavations shall be filled and all roadways and sidewalks left
unobstructed with their surfaces in a safe and satisfactory condition.
(k) When it is necessary to haul material over the streets or pavements, the
Contractor shall provide suitable tight vehicles so -as to prevent deposits on
the streets or pavements. In all cases where any materials are dropped
from the vehicles, the Contractor shall clean up the same as often as
directed and keep the crosswalks, streets, and general pavement clean.
Rev. 02197 SECTION 2

Page 6
(1) Surface of the ground in streets and elsewhere shall in all cases be left in as
good a condition as it was prior to the commencement of the work. Curbs,
gutters, and culverts disturbed on account of the work of the Contractor shall
be repaired and restored. The work of restoring and repairing shall be as
specified in the General Specification Section 17.0, Clean-up and
Restoration, the Project Specifications and the Contract Drawings,
2.02.6 ROCK EXCAVATION
(a) Wherever the word 'Rock" appears, it shall be interpreted to mean any
material encountered of a uniform hardness of three (3) in the scale of
mineral hardness and/or any material which cannot be removed from its
original position with a 300 hp (minimum), 70,000 lb. working weight
(minimum) dozer with a rock ripping attachment, in good condition, without
continuous drilling and blasting. The Contractor will be responsible for
proving, by demonstration and photographic evidence that slate, shale,
sandstone or other hard material encountered cannot be removed with
heavy equipment without continuous drilling and blasting. Other materials
shall not be classed as rock, although it may be more economical to remove
same by blasting. Boulders will not be classified as rock unless larger than
112 cubic yard.
(b) Should rock be encountered in the excavation, it shall be removed by
blasting or other approved methods. Where blasts are made, the
excavation shall be carefully covered with suitable brush, timber or matting
to prevent danger to life and property. The Contractor shall secure all
permits required by Law for blasting operations and any additional hazard
insurance required, the cost of such permits and insurance to be borne by
the Contractor. The Contractor shall strip the rock of over -burden, such
stripping to be done in sections and approved by Engineer. No blasting shall
be done by the Contractor until he has notified the Engineer and until the
necessary cross -sections of the top of the rock have been taken. No loaded
holes shall be left unattended or overnight without approval from the
Engineer. Blasting will not be permitted within 25 feet of completed pipelines
or structures nor will it be permitted within 25 feet of any existing structure,
pipeline or conduit. Adequate warning and danger signals shall be given
before firing dynamite explosives. Adequate records shall be kept by the
Contractor of all explosives kept at the site of the work. All explosives shall
be used and handled, stored and exploded in conformance with all state and
local laws and regulations.
(c) Materials classified as "Rock" in these Specifications, if encountered, shall be
excavated to the grade of the bottom of structures to be installed unless
specifically shown on the Contract Drawings to be removed to a greater
depth. After such rock is removed the excavation, when required, shall be
backfilled with clean low -void sand or other non- compressible fine low -void
material satisfactory to the Engineer, and consolidated to place the top
surface at the grade established on the Contract Drawings for the bottom of
the structure. The cost of furnishing, placing and consolidating of such fill
material shall be entered as the unit price for granular foundation material,
except in Proposals where this item does not appear. In these cases, this
cost shall be merged in the unit price bid for rock excavation, In Proposals
that do not have a rock clause the cost for rock excavation and fill material
Rev. 02197 SECTION 2

Page 7
shall be considered to be unclassified and shall be merged with the lump
Sum bid for the Project.
2.02.6 BACKFIL.L.ING, EMBANKMENT AND CUT AREAS
(a) All backfiiling shall be made to lines and grades shown on the Contract
Drawings. Backfill adjacent to and under structures, foundations and
concrete slabs shall be placed in horizontal layers not in excess of 6 inches
in thickness, loose measurement, with optimum moisture content required
for maximum compaction. Backfill under structures, foundations and
concrete slabs shall be made using well -graded sands or sand and gravel
mixtures subject to approval of the Engineer. Vibratory methods shall be
used for compaction. Each horizontal layer shall be compacted to 100% of
maximum dry weight density in pounds per cubic foot as determined by the
Standard Proctor Compaction Test, unless otherwise specified by the
Engineer or the Contract documents. A minimum of two (2) tests and not
less than one (1) test for each 15,000 square feet of area shall be taken for
each three (3) feet. All tests shall be at the Contractor's expense.
(b) Embankments shall be constructed to established lines and grades at the
locations shown on the Contract Drawings and as directed by the Engineer.
Embankment material shall be natural soil free from excessive moisture or
deleterious materials. Embankments shall be obtained from materials at the
site or acceptable borrow pits. In either case, acceptable materials shall be
well graded from fine to coarse with a very minimum of silt. The entire
surface to be covered with embankment shall be stripped of all topsoil
before any embankment material is placed.
(c) Embankments and fills for general site grading shall be made using
cohesive or cohesionless materials, as approved by the Engineer, Before
any Embankment or fill is placed, the entire area shall be cleared, as
previously specified. If embankments and fills are constructed in winter,
snow and ice shall be removed from the area. The site shall be thoroughly
plowed before any fill is placed to insure a proper bonding of the materials.
So far as is practicable, each layer shall extend the entire length of the
embankment or fill. They shall be constructed in layers not exceeding 6
inches in thickness. Sheepsfoot rollers shall be used to compact all soils
except sands or gravels and shall have a weight on each row of feet of not
less than 200 nor more than 500 pounds per square inch of foot surface,
Pneumatic- tired rollers or vibrators shall be used to compact sands and
gravels and shall be so constructed that the weight per tire shall be not less
than 1,000 pounds nor more than 2,000 pounds. Pneumatic -tired rollers
shall have a width of not less than four (4) feet,
Where required to do so in order to properly compact the soil, the Contractor
shall add sufficient water during rolling and tamping to assure consolidation
of the fill materials, Unless specifically shown otherwise on the Contract
Drawings or specified differently herein, all embankments shall be
compacted in accordance with method "C" of ASTM D698 (Standard Proctor
Compaction Test) to the following minimum percentages expressed as a
percent of maximum density at optimum moisture content:
Rev.02/97 SECTION 2

Under Roadways and parking
areas (except the upper
three feet) and water
holding embankments
Under proposed structures
and the upper three feet
under roadways and parking
areas
Areas not otherwise specified
--- 95 percent of maxi-
mum dry density and
90 pounds per cubic
foot dry density
--- 100 percent of maxi-
mum dry density and
95 pounds per cubic
foot dry density
---- 90 percent of maxi-
mum dry density
Page 8
Compaction curves shall be developed for each type of soil proposed for use
in embankment. The development of the curves from the standard density or
compaction test shall be done at or by an approved testing laboratory at the
Contractor's expense. Not less than one (1) test for compacted density shall
be taken on each three (3) feet for each 10,000 square feet of embankments
and fills for general site grading.
(d) All materials required for backfili, embankment or fill in excess of that available
on the site shall be obtained by the Contractor from other sources as approved
by the Engineer. All costs thereof shall be merged in the Contract price for the
project.
(e) Backfiil shall not be placed against structure walls until the concrete has:
(1) Attained a strength of 3,000 pounds per square inch.
(2) Intermediate floors and/or framing levels have been poured.
(f) Backfill shall be brought up evenly on each side of buried structures such as
tunnels, galleries, pump stations, wet wells, etc., to prevent imposing
unbalanced forces against these structures.
(g) Where slabs are to be poured on soil, it shall be the Contractor's
responsibility to take all precautions and necessary steps to facilitate the
placing of concrete, i.e.; well pointing, trenching and dewatering, placement
of a concrete mud slab, etc., as required. All such costs shall not be paid for
as separate items, but shall be merged into the applicable lump sum or unit
price items listed for the project.
(h) Cut areas where roadways, drives or structures are to be located shall be
scarified to a depth of six (6") inches. These areas shall then be compacted
and tested in the same manner and to the same extents as embankment
areas or as specified by Section 2.02.6(c) of these General Specifications or
as modified by the Project Specifications.
2.02.7 SITE GRADING
(a) Upon completion of construction operations, the entire site within limits
designated in the Project Specifications or indicated on the Contract
Drawings shall be brought to the finished rough grades indicated on the
Rev.02197 SECTION 2

Page 9
Contract Drawings. All surfaces shall be smoothed and left in condition to
permit placing of topsoil. The Contractor's attention is directed to other
sections of these General Specifications, the Project Specification and the
Contract Drawings covering the placing of topsoil, grassing and erosion
control.
2.03 MEASUREMENT FOR PAYMENT AND COMPENSATION
2.03.1 LUMP SUM CONTRACTS AND LUMP SUM ITEMS
(a) On lump sum contracts and lump sum items in a unit price contract, no
separate measurement or payment will be made for excavation (except
where allowed for rock), or for dewatering, temporary sheeting, backfill or
final grading,
2,03.2 UNIT PRICE CONTRACTS AND UNIT PRICE ITEMS
On unit price contracts and on unit price items in a lump sum contract,
measurement for payment and compensation will be as follows:
(a) EXCAVATION Measurement for payment will be made from the ground
surface to the bottom of the slab, and within a vertical plane around the
perimeter of the structure, which is 3 feet distant from the extreme edge of
the base slab. Compensation will be at the unit price per cubic yard named
in the Contract for material removed, computed on the basis defined above,
which shall cover removing material, backfill, grading and the removal of
excess excavated material from the site.
(b) ROCK EXCAVATION - Rock excavation will be measured from the average
top surface of the rock to a plane coincidental with the bottom of the
structural slab or as noted on the Contract Drawings and to a vertical plane
around the perimeter of the structure, measuring three (3) feet outside the
extreme limit of the base slab. Compensation will be made at the Contract
unit price for rock removed, computed on the basis defined above, which
shall cover removal of rock, dewatering if required, and the removal of
excess excavated material from the site.
(c) SHEETING AND BRACING LEFT IN PLACE - Temporary timber sheeting
and bracing ordered left in place will be measured on the basis of the actual
quantity of lumber left in place, computed on nominal lumber sizes.
Compensation will be made on the basis of the Contract unit price per
thousand feet board measure (MFBM), which shall include the furnishing
and placing of material and all cutting, splicing, bracing and spiking or
bolting.
Rev.02/97 SECTION 2

(
Page 10
!
(d) GRANULAR FOUNDATION MATERIAL - Compensation for sand and
gravel or crushed stone foundation material ordered placed will be based !
upon the Contract unit pdoa for such material, multiplied by the actual |
tonnage orcubic yards placed. Such compensation shall include the cost cf
namnvoi and disposal of excavated material, wet or dry, and the furnishing, i
placing and compacting of refill material. Granular foundation material |
specifically shown on the Contract Drawings or called for in the Project
�
�'` �
Gpeo0ooUnnm, such as sand and gravel |oyeno under slabs, and at relief
valve locations, will be paid for as granular foundation material where a unit �
phce oxista. DUhamv|se the cost qfsuch material shall be included in the
appropriate lump sum item. /
(6 EV\CKF|LL|NG AND EMBANKMENT -TherewiU be no direct payment for
this item. Payment stthe contract unit prices for the various items listed
above in this Section 2.03.2 ahoU be full compensation for all work covered
by this item.
Rev. 02197 SECTION 2

Page I
GENERAL SPECIFICATIONS
SECTION 3.0
THIS SECTION NOT USED

Page 1
GENERAL SPECIFICATIONS
4.0 SITE WORK
4.01 GENERAL
4.01.1 SCOPE OF WORK
(a) All labor, materials, equipment, tools and services required to fulfill the
requirements of this Contract for Site Work shall be furnished and
installed in compliance with the following General Specification, the
Project Specifications, and the Contract Drawings,
(b) The General Specification designated as Section 4.0 Site Work covers
the description of work and materials generally utilized in site work and
erosion control and the specification for performing that work.. The
Project Specifications and the Contract Drawings designate specific work
to be performed under the Contract. The inclusion of items of material or
work within this Specification does not necessarily constitute their use on
this Project.
(c) Cited examples are used only to denote the quality standard of
product desired and does not restrict bidders to a specific brand,
make, manufacturer or specific name. They are used only to set
forth and convey to bidders the general style, type, character, and
quality of product desired. Equivalent products will be acceptable.
4.02 CLEARING AND GRUBBING
(a) Clearing and grubbing of the site shall be in full conformance with Section 1.0,
Clearing and Grubbing, of the General Specifications. The limits of clearing and
grubbing and specific details concerning the work shall be as set forth in the Project
Specifications and the Contract Drawings.
(b) All trenches, ditches, and holes resulting from the work of this section shall be filled
with clean earth and compacted to the level of the surrounding elevations.
4.03 GRADING
4.03.1 EXCAVATION
(a) GENERAL
(1) Excavation shall include the loosening, loading, removing,
transporting, and disposing of all materials, wet or dry, necessary to
be removed in order to meet the lines, grades and elevations shown
on the Contract Drawings. The Contractor must assume the risk of
meeting and the Contract price shall include the cost of removal of
quicksand, hardpan, boulders, clay, rubbish, unforeseen obstacles,
underground conduits, gas pipe, drain tile, trees, roots, timber or
masonry structures, railroad tracks, pavements, and sidewalks; and
the delay or damage occasioned by the same, whether these
obstacles are shown on the Contract Drawings or not.
Rev. 9/09 SECTION 4

Page 2
(2) No claim for any amount of money beyond the Contract price of the
work will be entertained or allowed on account of the character of the
ground in which the excavation is made unless rock as defined
hereinafter is encountered and removed, and only then when rock
appears as a unit price item. The quantities for payment shall be
determined on the basis established in Section 4.08 of this General
Specification.
(3) The location of existing piping and underground utilities, such as gas
mains, water mains, electric duct lines, telephone conduits, etc., as
shown on the Contract Drawings as approximate. The Owner does
not assume responsibility for the possibility that during construction
utilities other than those shown may be encountered, or that actual
location of those shown may be different from the locations
designated on the Contract Drawings.
(4) At the locations wherein detailed positions of these facilities become
necessary to the new construction, the Contractor shall, at his own
expense, furnish all labor and tools to either verify and substantiate
the record drawing location, or definitely establish the position of the
facilities.
(5) Necessary arrangements shall be made by the Contractor with all
persons, firms, corporations owning or using any poles, pipes, tracks,
or conduits, etc., affected by the construction of this Project, to
maintain and protect such facilities during construction with the cost
of such protection paid by the Contractor and included in the contract
price. In the event that any existing gas pipes, water pipes, conduits,
sewers, the drains or poles are blocked or interfered with by the
excavation required on this project, the Contractor shall maintain
them in continuous operation, and restore them to the same
condition as they were prior to the start of construction of this Project,
all at no additional compensation.
(6) Excavated material shall not be placed on grass plots unless there is
no other suitable place to put it. Excavated material shall be placed
on pavements or sidewalks only on the explicit approval of the
Engineer.
(7) Sidewalks and pavements must in no case be blocked or obstructed
by excavated material, except on the authorization of the Engineer,
and then only when adequate provisions have been made for a
satisfactory temporary passage of pedestrians and vehicles.
Adequate bridging and planked crossings must be provided and
maintained across all open trenches for pedestrians and vehicles.
Barriers, lights, flares, and watchmen shall be provided and
maintained by the: Contractor at all excavations, and embankments at
no additional compensation, as provided in the General Conditions of
the Contract.
Rev. 9t09 SECTION 4

Page 3
(8) Topsoil shall be stripped and stockpiled on the job site. Topsoil shall
be removed to the depth of fertility, except that in no instance shall
topsoil be stripped below a depth of 12 inches. Topsoil shall be
stripped only when friable. Topsoil shall be free of clay, stones 2"
and larger, and debris. Upon completion of construction, topsoil is to
be distributed as set forth in the Project Specifications and Contract
Drawings.
(9) Excavated material shall be deposited so as to interfere as little as
possible with the execution of the whole work or its several parts, and
in such manner that for each purpose the most suitable material may
be placed in its final position but not in a manner to interfere with the
satisfactory carrying out of the work. Such material as cannot be
placed in its final position in fills and embankments shall be removed
to a temporary spoil bank, from which it shall later be taken and
placed in embankment or fills.
(10) Unsuitable and surplus excavated material not incorporated in the
improvement shall be disposed of by the Contractor at his own
expense unless otherwise designated in the Project Specifications, or
on the Contract Drawings.
(11) If private land is used by the Contractor as a spoil site, the Contractor
shall obtain written permission from the Owner or Agent of the land
agreeing to its use for this purpose, and provide the project Owner
with a certified copy of such agreement.
(12) All cuts shall be brought to the grade and cross section shown on the
Contract Drawings, or established by the Engineer, prior to final
inspection and acceptance by the Engineer.
(b) UNDERCUT
(1) Undercut excavation shall be in accordance with Section 225-4 of the
STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES,
North Carolina Department of Transportation, published Jan 2002.
(2) The backfilling of undercut excavation shall be in accordance with
Section 4.03.2 (EMBANKMENT) of these General Specifications.
(3) Backfilling of undercut excavation shall not be a pay item unless
specifically called for in the Project Specifications. The cost of
backfilling- shall be included in the cost of undercut excavation.
(c) SUBGRADE
(1) The Contractor shall be responsible for preparing and maintaining the
subgrade in a condition suitable for installation of the cohesive soil
liner unless specificially agreed otherwise.
(2) Before beginning construction of the base liner system, the project
engineer shall visually inspect the exposed surface to evaluate the
suitablity of the subgrade and document that the surface is properly
prepared and that the elevations are consistent with the approved
engineering plans.
Rev. 9/09 SECTION 4

Page 4
(3) At a minimum, the subgrade shall be proof -rolled at cut sections
utilizing a fully loaded tandem dump truck or equivalent. If movement
of the subbase is observed under the wheels, the section of
movement will be repaired or removed and replaced with suitable fill
material. This newly placed fill material will then be tested for proper
density and moisture.
(4) All fill soils shall be placed in no more than eight (8") inch thick loose
lifts with a maximum six (6") inches of compacted lift. The soils shall
be compacted to at least 95% of the Standard Proctor maximum dry
density (ASTM D-698) and at or near optimum moisture content
using approved compaction equipment. The fill subgrade shall be
tested for density and moisture content at one (1) test pr six (6")
inches of compacted lift for each 10,000 square feet, or fractions
thereof, of compacted fill. If an area fails, it shall be repaired or
replaced with suitable compacted soils and retested.
4.03.2 EMBANKMENT
(a) GENERAL
(1) Embankment includes the transporting, placing, compacting and
testing of suitable fill material as indicated in the Project
Specifications and on the Contract Drawings. It shall include the
preparation of the areas upon which the embankment is to be
constructed; the formation, compaction, stability, and
maintenance of the embankment; the placing and compacting of
approved material within areas where unsuitable material has
been removed; and the placing and compaction of embankment
materials in holes, pits, and other depressions within the area.
(2) Only suitable materials shall be used in the construction of
embankments and backFills. No frozen material, roots, sod, or
other objectionable material shall be incorporated or placed in the
embankments or backfills. The top 6 inches of any embankment
shall not contain any material larger than will pass a 3 inch sieve
except where written permission is given by the Engineer,
(b) EMBANKMENT PREPARATION
(1) Before embankment construction is begun, all vegetation and
rubbish shall be removed from the area within the limits of the
embankment. This material shall be disposed of as directed by
the Engineer, or required by these Specifications. Mowed sod
may be plowed and left in place where the height of the
embankment to be constructed is greater than 6 feet, unless
otherwise noted.
(2) Where embankments are to be placed and compacted on
hillsides, or when new embankments are to be compacted
against existing embankments, or when embankments are built
in part widths, the slopes that are steeper than 4:1 shall be
loosened or plowed to a minimum depth of 6 inches or, if in the
opinion of the Engineer, the nature of the ground is such that
greater precautions should be taken to bind the fill to the original
ground, then benches shall be cut in the existing ground.
Rev. 9/09 SECTION 4

Page 5
(3) All portions of the surface upon which an embankment is to be
placed shall be thoroughly plowed or scarified and all cleavage
planes broken up before beginning the embankment.
(c) EMBANKMENT FORMATION
(1) The material shall be deposited and spread in successive,
uniform, approximately horizontal layers of not more than 6
inches in depth, loose measurement, for the full width of the
cross section, and shall be kept approximately level by the use of
effective spreading equipment. Each layer of the embankment
shall be thoroughly compacted as hereinafter specified. Hauling
shall be distributed over the full form during the construction of
the embankment, The embankment shall be properly drained at
all times.
(2) Where embankments are to be constructed across ground which
will not support the weight of trucks or other hauling equipment,
the first layer of the embankments may be constructed by
dumping successive truck or other equipment loads in a uniform
distributed layer of a thickness not greater than that necessary to
support the trucks or hauling equipment while placing
subsequent layers. The remainder of such embankments shall
then be constructed in layers as above specified.
(3) Where it is necessary to place embankment material in a swamp
or in water, unsuitable surge material shall be kept in a fluid state
or removed to prevent any of this material from being trapped in
or under the embankment.
(4) No rock lifts shall be placed within 2 feet of the finished grade.
No rock or broken pavement shall be placed in embankments
where piles are to be placed or driven.
(5) In valleys, ravines, and at the foot of slopes on side hills, a limited
amount of end or side dumping will be allowed, when permitted
by the Engineer, to form a satisfactory base in the formation of
the embankment, after which the layers shall be constructed
parallel with the finished grade as hereinbefore specified.
(d) EMBANKMENT COMPACTION
(1) All embankment material shall be compacted as specified herein
unless otherwise stipulated by the Contract or directed by the
Engineer. Compaction equipment used by the Contractor shall
be adequate to produce the required compaction and produce a
uniformly constructed embankment with all layers uniformly
bound to all preceding layers.
(2) One compaction test shall be made for each 10,000 square feet
of fill three (3) feet deep. Compaction shall be accomplished with
other than heavy machinery where that machinery may cause
damage to facilities. See Section 2.0: Structures - Excavation
and Backfill.
Rev, 9109 SECTION 4

Page 6
(3) All fill shall be compacted in accordance with method "C" of
ASTM D698 (Standard Proctor Compaction Test) to the following
minimum percentages expressed at a percent of the maximum
density at optimum moisture content:
Under Roadways and
parking areas (except)
the upper three feet)
and water holding
embankments
Under proposed structures
and upper three feet under
roadways and parking areas
Areas not otherwise
specified
(e) MAINTENANCE
----- 95 percent of maximum dry
density and 90 pounds
per cubic foot dry density
----- 100 percent of maximum
dry density and 95 pounds
per cubic foot dry density
90 percent of maximum dry
density
(1) The Contractor shall be responsible during construction and until
final acceptance for the maintenance of all embankments made
under the Contract,
(2) During construction and until final acceptance the Contractor shall
construct temporary or permanent earth berms along the outer
edges of the top surface of the embankment, construct temporary
ditches, shape the embankment surface to provide for the
drainage of surface runoff along and throughout the length of the
embankments, and use any other methods necessary to maintain
the work covered by this section so that the work will not
contribute to excessive soil erosion.
(3) The Contractor shall replace, at no cost, any portion of
embankments which have become displaced or damaged due to
carelessness or neglect on the part of the Contractor,
(4) All embankments shall be brought to the grade and cross section
shown on the Contract Drawings, or established by the Engineer,
prior to final inspection and acceptance,
4,03.3 ROCK EXCAVATION
(a) Wherever the word "Rock" appears, it shall be interpreted to mean any
material encountered of a uniform hardness of three (3) in the scale of
mineral hardness and/or any material which cannot be removed from its
original position with a 300 Hp (minimum), 70,000 lb. working weight
(minimum) dozer with a rock ripping attachment in good condition without
continuous drilling and blasting will be considered rock, provided that the
Contractor proves by demonstration and photographic evidence that slate,
shale, sandstone or other hard material encountered cannot be removed
with heavy equipment without continuous drilling and blasting. Other
materials shall not be classed as rock, although it may be more
economical to remove same by blasting. Boulders will not be classified as
rock unless larger than 1/2 cubic yard.
Rev. 9/09 SECTION 4

Page 7
(b) Should rock be encountered in the excavation, it shall be removed by
blasting or other approved methods. Where blasts are made, the
excavation shall be carefully covered with suitable brush, timber or matting
to prevent danger to life and property. The Contractor shall secure all
permits required by Law for blasting operations and any additional hazard
insurance required, the cost of such permits and insurance to be borne by
the Contractor. The Contractor shall strip the rock of over -burden, such
stripping to be done in sections and approved by the Engineer. No
blasting shall be done by the Contractor until he has notified the Engineer
and until the necessary cross -sections of the top of the rock have been
taken. No loaded holes shall be left unattended or overnight without
approval from the Engineer. Blasting will not be permitted within 25 feet of
completed pipe lines or structures nor will it be permitted within 25 feet of
any existing structure, pipe line or conduit. Adequate warning and danger
signals shall be given before firing dynamite explosives. Adequate
records shall be kept by the Contractor of all explosives kept at the site of
the -work. All explosives shall be used and handled, stored and exploded
in conformance with all state and local laws and regulations.
(c) Materials classified as "Rock" in these Specifications, if encountered, shall
be excavated to the grade of the bottom of structures to be installed
unless specifically shown on the Contract drawings to be removed, to a
greater depth. After such rock is removed, the excavation, when required,
shall be backfilled with clean low -void sand or other non -compressible fine
low -void material satisfactory to the Engineer, and consolidated to place
the top surface at the grade established on the Contract Drawings for the
bottom of the structure.
(d) The cost of furnishing, placing and consolidating of such fill material shall
be entered as part of the embankment unit price bid, except in proposals
that do not have unit prices, in which case it becomes part of the Lump
Sum Base Bid. in Proposals that have unit price schedules, the cost of
removing and disposing of rock shall be entered as Rock Excavation. In
Proposals that do not have unit prices, the cost for Rock Excavation shall
become part of the Lump Sum Base Bid.
4.04 FINAL GRADING
(a) The following tolerances from the established grades will be permitted, unless
otherwise specified by the Project Specifications.
1) general site grading: plus or minus 0.20 foot
2) subgrade under structures, roadways and parking areas:
plus or minus 112 inch
(b) Slope grade away from building walls and grade entire areas outside of building to
smooth uniform surface. Finish grades, not otherwise indicated, shall be uniform
levels or slopes between points where levels are given or between such points and
existing finish grades. Abrupt changes in scapes shall be rounded. Should figures
for finish elevations conflict with finish contours shown, the figures shall govern.
(c) Topsoil shall then be spread on the ground areas and shall be smoothed down to a
loose depth of not less than three inches. Areas to receive topsoil shall be scarified
12" deep and all construction debris picked out and hauled off before spreading of
topsoil. After topsoil has been spread, the entire area shall be left smooth and all
stones, roots, debris, etc., measuring 2" and larger shall be removed. Topsoil
Rev, 9109 SECTION 4

Page 8
required, over the amount in the stockpile, shall be furnished by the Contractor at the
unit cost as set forth in the Contract Documents.
4.05. EROSION AND SEDIMENT CONTROL.
4.06.1 GENERAL
(a) The Contractor shall provide erosion and sediment control as detailed in
the Project Specifications and the Contract Drawing, during the period of
construction. The Contractor shall protect and maintain all temporary
erosion and sediment control features required by construction of this
project. Maintenance is to include, but is not limited to, removal of
sediment as it accumulates in and around structures and basins,
maintenance of temporary diversion swales, which will include, regrading
and seeding, if deemed necessary by the Inspector or the Engineer.
(b) Temporary erosion control measures shall include but not be limited to the
use of temporary berms, dikes, dams, drainage ditches, silt basins, silt
-ditches, slope drains, structures, vegetation, mulches, mats, netting,
gravel, or any other methods or devices that are necessary. Temporary
erosion control measures may include work outside the right of way or
construction limits where such work is necessary as a result of
construction such as borrow operations, haul roads, plant sites, equipment
storage sites, and disposal of waste or debris. The Contractor shall be
liable for all damages to public or private property caused by silting or
slides originating in waste areas furnished by the Contractor. Materials for
temporary erosion control measures shall have been approved by the
Engineer before being used or shall be as directed by the Engineer,
Erosion control measures installed by the Contractor shall be acceptably
maintained by the Contractor.
(c} The sediment and erosion measures implemented on this project are
subject to periodic review by the State of North Carolina Department of
Natural Resources and Community Development and are to be kept in
operating condition at all times. All erosion control measures are subject
to the requirements of the NC Sedimentation Pollution Control Act.
(d) The sequence of construction shall be as set forth in the Project
Specifications and the Contract Drawings.
(e) At the conclusion of project construction, the Contractor shall completely
remove and dispose of all temporary erosion and sediment control
measures, unless otherwise specified in the Project Specifications of the
Contract Drawings. Temporary diversion swales shall be regraded to the
lines and grades shown on the Contract Drawings.
(f) During the application of fertilizer and of asphalt binding material, or other
approved binding materials which may cause damage, adequate
precautions shall be taken to prevent damage to traffic, structures,
guardrails, traffic control devices, or any other appurtenances. The
Contractor shall either provide adequate covering or change methods of
application as required to avoid such damage. When damage occurs the
Contractor shalt repair it, including any cleaning that may be necessary, at
his own expense.
Rev. 9/09 SECTION 4

4.05.2 TEMPORARY SILT FENCE
(a) The Contractor shall construct a temporary silt fence for retention of silt,
The Contractor shall construct the temporary silt fence at locations shown
on the Contract Drawings or as directed by the Engineer.
(b) Fabric shall be a minimum of 32" high, have 14 gauge wire mesh, with 6
inch spacing.
(c) Posts -- Posts must be steel. Steel posts shall be five feet in length and
shall be of the self -fastener angle steel type.
No more than three feet of any post, shall protrude from the ground,
Extra posts if needed; will be considered an incidental addition to the silt
fence and no additional payment will be made for them.
(d) Silt barrier shall be a synthetic filter fabric, or a pervious sheet of
polypropylene, nylon, polyester, or polyethylene yarn, certified by the
manufacturer as meeting the requirements of the NO Department of
Environment,_ Health and Natural Resources, Division of Land
Resources, "Erosion and Sediment Control Planning and Design
Manual",
(e) The Contractor will be required to maintain the silt fence in a satisfactory
condition for the duration of the project or until its removal is requested by
the Engineer and shall remove and dispose of silt accumulations at the
silt fence when so directed by the Engineer. After vegetation is
established, the Engineer shall determine if the silt fence is to be
removed or to be left in place. if the temporary silt fence is removed, it
will become the property of the Contractor, but the contractor will also be
required to dress up and seed and mulch the area to give a pleasing
appearance as directed by the Engineer,
(f) All dressing up, seeding and mulching, required in the above paragraph
shall comply with this General Specification Section 4.0 and all applicable
requirements of the "Seeding and Mulching" provisions included herein.
(g) After the temporary silt fence has served its purpose at one location, it
may be used at other temporary locations providing it is still in satisfactory
condition.
(h) Pay items associated with the use of the temporary silt fence shall be as
allowed by Section 4.08 of this specification.
4.06 PERMANENTCOVER
4.06.1 GROUND PREPARATION
(a) Areas to be seeded shall have been cleared, grubbed and graded.
Excessively wet areas shall be allowed to dry; dry areas shall be lightly
sprinkled the day before seeding is accomplished. Operations shall be
accomplished during favorable weather conditions except that no seed
shall be sown on frozen and crusted soil. All seeded areas shall be
mulched.
Rev. 9/09 SECTION 4

Page 10
(b) Ground having a slope steeper than 3:1 shall not be prepared for
seeding; seed, lime and fertilizer shall be applied as specified in
paragraph 4.06.2.(b).
(c) Ground having a slope not steeper than 3:1, shall be plowed to a depth
not less than four inches for shoulders and embankments, not less than
six inches for front and back slopes of cuts and for level areas, and not
less than six inches for waste areas having unstable materials. After
having been plowed, areas shall be disced and harrowed, to the depth of
plowing in a manner which will pulverize the soil. Surface of the disced
and harrowed area shall present a smooth, uniform, loose appearance;
large clods, rock, stumps, roots larger than 112 inch in diameter, and
debris shall be removed. if topsoil is to be applied to the area, such
preparation by plowing, discing, and harrowing, is to be done prior to the
application of the topsoil.
(d) With soil material reasonably uniform, apply lime, fertilizer, and nitrogen
as follows:
Lime - Apply at rate of 2 tons per acre, unless
otherwise noted.
Fertilizer - (10-10-10) @ 18-23 IbsJ1000 sq. fit.
Nitrogen - Topdress with 30-50 pounds of
nitrogen 30-60 days after planting only
when needed to increase plant growth
and cover.
(e) When hydraulic seeder is to be used, soil preparation is not required.
When conventional seeding is to be done, no preparation is required if
the soil material is loose and has not been sealed by rainfall. On smooth
undisturbed cut slopes, the surface will require pitting, trenching or
scarifying to provide a place for seed to lodge and germinate.
4.06.2 SEEDING
(a) LEVEL AREAS AND SLOPES NOT STEEPER THAN 3:1
(1) Seed shall be sown within 24 hours after ground preparation has
been completed, and .with either mechanical seed drills or rotary
hand seeders; seeds of approximately the same size may be
mixed and sown together_ If seeds are sown with rotary hand
seeders, seeded areas shall be lightly raked. Seeded areas shall
be rolled and sprinkled before applying mulch.
(2) Mulch shall be applied to rolled and sprinkled areas by either hand -
spreading or mechanical methods. Applied mulch shall be neither
thinner than 3/4 inch nor thicker than 1-1l2 inches (approximately
1-112 to 2 tons per acre).
(3) All mulched areas (not hydroseeded) shall be tacked at the.rate of
150-200 gallons of tack per ton of mulch.
(4) Lime may be spread by any means that will deliver an even
distribution of lime over the area to be seeded. No spotting or
heavy deposits will be allowed. The lime shall be applied at the
Rev. 9l09 SECTION 4

Page 11
rate of 2 tons per acre unless otherwise noted by the Project
Specifications.
(5) Fertilizer shall be applied to limed areas. Fertilizer (10-10-10) shall
be applied at the rate of 18-23 lbs./1,000 sq. feet.
(b) SLOPES STEEPER THAN 3:1
(1) This work shall be accomplished by hydroseeding and liming.
Hydroseeding shall consist of mixing fertilizer, seed, and wood
cellulose fiber mulch with water and applying the mixture as a
slurry. Rate of application shall ensure that the fertilizer (10-10-
10) will be applied at a rate of 18-223 lbs./1,000 sq. feet, that the
seed will be applied at the rate specified in paragraph 4.062(c)
and that the applied mulch will be neither thinner than 3/4 inch
nor thicker than 1-1/2 inches (approximately 1-1/2 to 2 tons per
acre). Slurry shall be spread uniformly over the area and within
one hour after having been mixed, and shall be agitated while
being applied.
(2) Liming shall consist of mixing lime with water and applying the
mixture as a slurry. Rate of application shall ensure that the lime
will be applied at the rate of two (2) tons per acre. Slurry shall be
spread uniformly over the area immediately after hydroseeding
has been accomplished.
(c) APPLICATION
(1) Apply seed uniformly by broadcasting with a cyclone seeder,
close drilling or cultipacker seeder. Normal depths for covering
seed range from 1/4" for rye grass to 1 inch for small grain. Firm
the soil after planting with a cultipacker or suitable equipment
except where seed is applied with a hydraulic applicator.
(2) When a hydraulic seeder is used, the seed and fertilizer are
mixed in a slurry and applied in one operation. The seed must
not remain in the slurry with fertilizer for more than one hour.
4.06.3 NC DEPARTMENT OF TRANSPORTATION (DOT) - PERMANENT SEEDING
Permanent erosion control shall be performed as follows:
(a) Ali disturbed areas shall be dressed to typical sections and plowed to a
depth of 5 inches. The top 2 inches shall be pulverized to provide a
uniform seedbed.
NOTE: Lime should be applied before plowing operation,
(b) Lime, seed, and fertilizer shall be applied with necessary equipment to
give uniform distribution of these materials. The hand -bucket method is
not acceptable. Following are rates and kinds of these materials to be
applied per
75 Ibs. Ky 31 Fescue
50 Ibs. Pensacola Bahiagrass
50 lbs. Korean Lespedeza
1,000lbs. 5-10-10 Fertilizer
Rev. 9109 SECTION 4

Page 12
4,000 lbs. Agricultural Limestone
NOTE: Only tested and certified seed shall be used.
(c)
Seeded area shall be cultipacked to firm seedbed and cover seed.
(d)
Grain straw shall be applied over seeded areas as a mulch. No bare
ground shall be visible when riding by a mulched area if proper application
is achieved. Thick clumps of straw are not permissible as a uniform
coverage is expected. See 4.06.2(a)(2) for rates.
(e)
Mulched area shall be tacked with asphalt sufficient to hold straw in place.
See 4.06.2(a)(3) for rates.
(f)
Ditch treatment shall be- used in areas where steep grades (more than
10%) could cause ditch erosion. Use of jute mesh, excelsior matting, or
fiberglass roving is acceptable. Ditch treatment should be installed before
mulching operation.
4.07 MATERIALS -
4.07.1 TOPSOIL
(a)
Topsoil shall be fertile, friable, loamy soil having neither less than two
percent nor more than 30 percent organic matter as determined by loss on
ignition of samples which have been oven -dried to a constant weight at
212 degrees F. Soil shall be free from subsoil, heavy and stiff clay, coarse
sand, stones larger than two inches in their largest dimension, toxic
amounts of acidic and alkaline substances, roots, brush, sticks, coarse
litter, and other substances which would interfere with mixing, planting,
and maintenance.
(b) Topsoil shall be taken from reasonably well -drained, arable land which has
not supported tobacco growth during the previous three years, and which
is not supporting the growth of Johnson grass or Kudzu. Topsoil shall be
taken from and transported through areas which are free from infestations
of fire ants, white fringed beetles, and Japanese beetles.
(c) Topsoil shall not be taken below the depth of fertility, except that in no
instance shall topsoil be stripped below a depth of 12 inches. Topsoil shall
not be stripped when it is in frozen, muddy, or non -friable condition,
(d) Topsoil shall be stripped and embanked on -site for replacement on all
graded areas prior to re -seeding,
4.07.2 SEED
(a) Seed shall satisfy the requirements of the North Carolina Department of
Agriculture, No seed will be accepted having a date of test more than six
months prior to the date of sowing.
(b) Seed which has become wet, moldy, and otherwise damaged will not be
acceptable,
Rev. 9/09 SECTION 4

Page 13
4.07.3 NITROGEN
Nitrogen shall be either in granular or liquid form and shall be of commercial
grade. Nitrogen shall be furnished in new, clean, sealed, and labeled
containers; labels shall clearly show manufacturer's name, brand name, and
the weight and guaranteed analysis of contents.
4X7.4 LIME
Lime shall be agricultural type. Total carbonates shall be not less than 85
percent, by weight. Not less than 90 percent shall pass a No. 10 Sieve, and not
less than 25 percent shall pass a No, 100 Sieve.
4.07.6 FERTILIZER
Fertilizer shall be uncaked granular type, and either 10:10:10, 4:12:12, 6:12:12,
or 5-10:15. Fertilizer shall satisfy the requirements of the North Carolina
Department of Agriculture.
4,07.6 MULCH
(a) Areas Not Steeper than 3:1
Mulch shall be either threshed rye, oat, or wheat straw or Bermuda grass hay,
and shall have a moisture content of not more than 12 percent. Mulch shall be
free from noxious weed seeds, soil, sawdust, mildew, leaves, and substances
toxic to vegetation. Material for holding mulch in place shall be asphalt or other
approved binding material.
(b) Areas Steeper than 3:1
Mulch shall be wood cellulose fiber, shall contain no germination and growth -
inhibiting factors, shall be green to allow visual metering in its application, and
shall have the property to be evenly dispersed and suspended when agitated in
water. When mulch is sprayed uniformly on the surface of the soil, the fibers
shall form an absorbent cover, allowing percolation of water to the underlying
soil, Mulch shall be packaged in moisture -resistant bags which have the net
weight of the package plainly shown. Properties of mulch shall be as follows:
Nominal Values
Properties in Percent
Moisture Content
Organic Matter
(Oven Dried Basis)
Ash Content
pH
Water Holding Capacity
(Grams of Water/100 Grams Fiber)
4.07.7 JUTE NET
9.0 + 3.0
99.2 + 0.8
0.8 + 0.2
4,8 + 0.5
1150 Minimum
(a) Jute net shall be heavy, uniform cloth woven of single jute yarn, which if
36 to 48 inches wide, shall weigh an average of 1.2 pounds per linear
yard. The jute net shall be as manufactured by Erosionet, Holdgro,
Weedchek, Curlex or equal.
Rev. 9/09 SECTION 4

Page 14
4.07.8 GEOTEXTILE
FABRIC FOR ROADWAYS
(a) Geotextile fabric underlining the access roads shall be a
non -woven
needle -punched fabric with the following minimum properties:
1)
Weight
8.0 oz/yd2
ASTM D-5261
2)
Grab Strength
205 lbs,
ASTM D4632
3)
Grab Elongation
50%
ASTM D4632
4)
Trapezoidal Tear
Strength
80 lbs.
ASTM D4533
5)
Puncture Strength
105 lbs.
ASTM D-4833
6)
Permittivity
1.2 sec'
ASTM D-4491
7)
Flow Rate
95 gailmin/ft.2
ASTM D-4491
8)
Mullen Burst Strength
360 psi
ASTM D-3786
9)
Apparent Opening
Size (AOS), maximum
0.180mm (80 us sieve)
ASTM D-4751
10)
UV Resistance after 500
70%
ASTM D-4355
hrs, (% Strength -Retained)
4.07.9 GEOTEXTILE FABRICS FOR EROSION CONTROL
Geotextile fabric underlying the rip -rap medium in the diversion ditches,
spillways, etc., shall be woven monofilament-fabric with the following minimum
properties.
1)
Wide Width Tensile Strength (Ibs/ft)
2,700/MD
1,740/CD
ASTM D-4595
2)
Grab Tensile Strength (lbs)
370/MD
250/CD
ASTM D-4632
3)
Grab Tensile Elongation (%)
161MD
15/CD
ASTM D-4632
4)
Trapezoidal Tear Strength (lbs)
100/MD
60/CD
ASTM D-4533
6)
Mullen Burst Strength (psi)
480
ASTM D-3786
6)
Puncture Strength (lbs)
120
ASTM D-4833
7)
Apparent Opening Size (AOS), max.
0.212mm (70
US Sieve)
ASTM D-4751
8)
Percent Open Area (°fo)
4-6
COE -- 22125-86
9)
Permittivity (sec l)
0.28
ASTM D-4491
10)
Flow Rate (gal/min/fe)
18
ASTM 0-4491
11)
UV Resistance after 500 hrs,
(% Strength Retained)
90
ASTM D-4355
12)
Mass/Unit Area (oz/yd)
6,0
ASTM D-5261
13)
Thickness (mils)
13
ASTM D-5199
14)
Permeability (cm/sec)
0.01
ASTM D-4491
4.07.10 SYNTHETIC MAT LINING FOR DIVERSION DITCHES
Extended -terns degradable erosion control blanket shall be constructed with a
70% agricultural straw and 30% coconut fiber matrix and have a functional
longevity of approximately 24 months (NOTE: functional longevity may vary
depending upon climatic conditions, soil, geographic location, and elevation),
The straw and coconut fibers shall be evenly distributed over the entire area of
the mat, The blanket shall be covered on the top with a heavyweight
polypropylene netting having ultraviolet additives to delay breakdown and an
approximate 0.625 x 0.625 inch (1.59 x 1.59 cm) mesh size. The blanket shall
Rev_ 9/09 SECTION 4

Property
Thickness
Resiliency
Mass per Unit Area
Water Absorption
Swell ECTC Guidelines
Stiffness/Flexibility
Light Penetration
Smolder Resistance
MD Tensile Strength
MD Elongation
TD Tensile Strength
TD Elongation
Page 15
be covered on the bottom with a lightweight polypropylene net having a 0.50
inch x 0.50 inch (1.27 cm x 1.27 cm) mesh size. The blanket shall be sewn
together on 1,50 inch (3.81 cm) centers with degradable thread. The following
list contains further physical properties of the erosion control blanket.
Test Method Typical
ASTM D5199/ECTC
0,34 in (8,64 mm)
ECTC Guidelines
75%
ASTM D6475
11.44 oz/yd2 (388 g/m)
ASTM D11171ECTC
200%
30%
ASTM D13881ECTC
1.11 oz-in (12,397 mg -cm)
ECTC Guidelines
11.70%
ECTC Guidelines
Yes**
ASTM D5035
205,20 Ibs/ft (2.99 kN1m)
ASTM D5035
28.00%
ASTM D5035
152A0 Ibs/ft (2.22 kN1m)
ASTM D503-5
23.10%
"Material is smolder resistant according to the specified test
MD — Machine Direction
TD -- Transverse direction
4.08 MEASUREMENT FOR PAYMENT AND COMPENSATION
4,08.1 GENERAL
If any or all of the work to be performed under this contract is on a unit price
basis, the actual number of units of each unit price item of work actually
performed may be more or less than the number stated in Bidding Schedule of
the Proposal, or included in the Contract, but no variation in the Contract unit
price will be made on that account. Payment will be made only for the actual
number of units incorporated in the work, or for the actual number of units of
work performed, and at the Contract unit price for each such unit with
measurement for payment made as defined in the following paragraphs.
Measurement for payment of work done on a unit price basis will be as follows:.
4.08.2 CLEARING AND GRUBBING
Unless otherwise specified in the Project Specifications or the Contract
-Drawings, the payment for Clearing and Grubbing shall be as specified in
Section 1, Clearing and Grubbing, of these General Specifications.
4.08.3 GRADING
(a) When provided for by a Unit Price Proposal, excavation shall be paid for at
the Contract Unit price per cubic yard, which price shall be full
compensation for the excavation and formation and compaction of
embankments, furnishing water for moisture control, disposal of surplus
materials, preparation and completion of subgrades, shoulders, ditches,
channels, ramps, dikes, and other appurtenances and incidentals
necessary to complete the work and all haul within the specified "Free
Haul Limit"_
Rev. 9109 SECTION 4

Page 16
(b) Embankment shall not be a pay item unless specifically called for in the
Project Specifications, The cost of embankments shall be included in the
cost of excavation, except that required amount, over that which is
available from excavation, which will be paid for at the Contract unit price
per cubic yard of borrow.
(c) When not provided with a Unit Price Proposal, the Contractor shall merge
the cost of all excavation and embankment work with the Lump Sum Base
Bid Item.
(d.) The quantity of excavation to be paid for will be the actual number of cubic
yards of materials, measured in their original position and computed by the
average end area method, which have been acceptable excavated in
accordance with Contract Specifications and Drawings. Final cross
sections will be taken after the excavation has been completed except that
the plan typical sections will be used for the final cross sections where, in
the opinion of -the Engineer, the work has been constructed in reasonably
close conformity to the plan typical section,
4.08.4 UNDERCUT EXCAVATION
(a) Undercut excavation shall be as defined by Section 4.03.1(b) of this
Specification. When provided for by a Unit Price Proposal, undercut
excavation shall be paid for at the Contract Unit price per cubic yard, which
price shall be full compensation for the excavating and hauling of this
material; for the disposal of the excavated material; for furnishing any
disposal areas that may be necessary; for the backfilling and compacting of
suitable material to replace undercut excavation; and for the furnishing of
all labor, equipment, tools and incidentals necessary to complete the work.
(b) Undercut excavation will be measured on a box cut section to widths and
depths as directed by the Engineer.
(c) When not provided with a Unit Price Proposal, the Contractor shall merge
the cost of all undercut excavation work with the Lump Sum Base Bid item
or the Unit Price Item for Excavation.
4.08.6 ROCK EXCAVATION
Rock excavation shall be as defined by Section 4,03.3 of this Specification.
Rock excavation shall be paid for at a unit price rate provided a Unit Price
Proposal is utilized, If the Proposal is not Unit Price, the cost of all rock
excavated and removal shall be merged with the Lump Sum Base Bid Item,
4.08.E FINES GRADING
This item shall not be paid for as a separate pay item, but shall be included in
the cost of grading.
4.08.7 EROSION CONTROL
Except for the items shown bsOew for "Temporary Silt Fence" other items used
for erosion control shall be paid for at the Contract Unit price per item utilized in
erosion control, unless otherwise specified in the Project Specifications,
Rev. 9/09 SECTION 4

Page 17
4.08.8 TEMPORARY SILT FENCE
When provided for by the proper item in a Unit Price Proposal, the quantity of
temporary silt fence to be paid for under this item shall be the actual number of
linear feet of fence installed in place and accepted. Such price and payment
will be full compensation for the work as described in the above paragraphs,
including but not limited to furnishing all materials, tools, equipment and all
incidentals necessary to complete the work. When a Unit Price Proposal for
this item is not available, all costs for placing, maintaining and removing all
temporary silt fences and deposited silt materials shall become part of the
Lump Sum Base Sid.
4.08.9 SILT ACCUMULATIONS
(a) When provided for by the proper item in a Unit Price Proposal, the
removal and disposal of silt accumulations shall be paid for at the Contract
Unit Price per cubic yard of "Drainage Ditch Excavation".
(b) When a Unit Price Proposal for this item is not available, all cost for the
removal and disposal of silt accumulations shall become part of and be
considered to be incidental to the work covered by "Temporary Silt Fence."
4.08.1 0 GRASSING
(a) This item shall be paid for at the contract unit price per square yard. The
Contract unit price shall be full compensation for ground preparation,
furnishing and planting seeds, plant establishment and any incidental
items necessary to obtain an acceptable ground cover.
(b) All measurement of permanent seeding will be made horizontally.
4.08.11 TESTS
(a) Tests for compaction of cohesive and non -cohesive soils, which shall be
conducted by a testing laboratory approved by the Engineer, shall not be
paid as a separate item; but shall be merged into either the lump sum or
unit price items, as applicable.
(b) All cost of these tests shall be paid by the Contractor.
4.09 NEGLECTED WORK BY CONTRACTOR
If the CONTRACTOR should neglect to prosecute the Work in accordance with the
Contract Documents, including any requirements of the progress schedule, the OWNER,
upon written notice to the CONTRACTOR, after three (3) days from receipt of such notice
by the CONTRACTOR and without prejudice to any other remedy he may have, may
make good such deficiencies and the cost thereof (including compensation for additional
professional services) shall be charged against the CONTRACTOR if the ENGINEER
approves such action, in which case a Change Order shall be issued incorporating the
necessary revisions in the Contract Documents including an appropriate reduction in the
Contract Price. If the payments then or thereafter due the CONTRACTOR are not
sufficient to cover such amount, the CONTRACTOR will pay the difference to the
OWNER.
Rev, 9/09 SECTION 4

Page 1
GENERAL, SPECIFICATIONS
SECTIONS 6.0 — 6.0-
THESE SECTIONS NOT USED

7.01 GENERAL
7.01.1 SCOPE OF WORK
(a) All labor, materials, equipment, tools and services required for the
furnishing, installation and testing of -all gravity sewers, conduits, and drains
required on this Contract shall be furnished and installed in compliance with
the following General Specification, the Project Specifications and the
Contract Drawings.
(b) This General Specification designated as Section 7.0 covers the description
of materials generally utilized in sewer and drain construction and the
installation of such materials. The Project Specifications and the Contract
Drawings will designate the specific work, the materials, the lines, grades
and details and the construction methods to be employed on the furnishing
and installation of all Sewers, Conduits, and Drains on this Contract. The
inclusion of items of material or work within this Specification does not
necessarily constitute their use on this Project.
7.01.2 SHOP DRAWINGS
(a) Attention is directed to the provisions in the General Conditions of the
Contract requiring the submission to the Engineer of descriptive details and
of shop and setting drawings. On Sewer and Drain installations, such
submission shall include the following even though items proposed to be
furnished conform to the exact description stated in the General or Project
Specifications;
(1) Full details of pipe, fittings, specials, joints and the assembly thereof.
(2) Joint materials and details.
(3) Reinforcing steel bending and setting drawings:
7.01.3 STANDARDS
(a) Where materials and methods are indicated in the following Specifications
as being in conformance with a standard_ specification, it shall refer in all
cases to the latest edition of the specification and shall include all interim
revisions, Listing of a standard specification without further reference
indicates that the particular material or method shall conform with such listed
specification.
Rev. 03f11 SECTION 7

7.02 CONSTRUCTION MATERIALS
7.02.1 GENERAL
All materials and equipment shall be furnished bvunestablished and reputable
manufacturer or supplierAll materials and equipment shall benew and shall be
offirst class ingredients and construction, designed and guaranteed b}perform
the service required and shall conform with the following Standard Specifications.
Cited examples are used only to denote the quality standard of product
desired and does not restrict bidders to m mpwniOo brand, make,
manufacturer owspecific name. They are used only boset forth and convey
to bidders the Qwnmma| style, type, ohmrmnter, and quality qfproduct desired.
Equivalent products will be acceptable.
7.02.2 CLAY PIPE
(a) CLAY DRAIN TILE -ASTM C4.
(b) STANDARD STRENGTH, EXTRA STRENGTH AND PERFORATED CLAY
SEWER PIPE 'A8TMC7OO�
7,02.3 CONCRETE PIPE
(a) CONCRETE DRAIN TILE '/STMC412.
8d CONCRETE SEWER PIPE-A8TM {14 and Concrete with minimum
cement content of0.5sacks per cubic yard ofconcrete. All pipe specified to
beASTMC-14pipe shall babid oVClass 2,"B"wall pipe with C-dngrubber
gasket joints un|oea otherwise noted by the Project Specifications. Joints
may be either with or without shoulders on the tongue. Joints shall meet
A8TK8C443.
kd REINFORCED CONCRETE CULVERT STORM DRAIN AND SEWER
PIPE 'ASTM C78 with circular reinforcement, wall Mhicknen ` or as
designated in Project Specifications or Drawings, and concrete with
minimum cement content of6.5sacks per cubic yard ofconcrete. The class
of pipe shall be as required by the Project Specifications and/or Contract
Documents, All pipe specified to be /STK8 C-78 pipe shall be bid as
Class 3' "8" wall pipe with O'hng rubber gasket joints un|noa otherwise
noted by the Project Specifications. Joints shall have opposing shoulders
designed to meetASTK8 O'443 and suitable for pipe meeting AGTK8 C-361
and /&AWAC-3O2.
(e) REINFORCED CONCRETE LOW HEAD PRESSURE PIPE -A8TM O361
with circular reinforcement and concrete with minimum cement content Vf
6,5 sacks per cubic yard of concrete.
(f) REINFORCED CONCRETE CYLINDER PIPE 'AWWAC30OorC301.
Rev. 03/11 {EC3lKJW.7

—
Page
(g) REINFORCED CONCRETE SUBAQUEOUS CYLINDER PIPE -AVVVVA
C300VrC301. Steel lugs for draw bolts shall belocated onthe springlineat
the ends of each pipe. Draw bolts with Units ehe|| be supplied to pull the
pipe together subaqueoue|y.
(h) FLARED END SECTIONS (FE8)'FESshall beused onall
concrete storm drain pipes unless specifically noted otherwise bvtheP `wo
Specifications. All flared end sections (FE8) shall be of the same- material
amthe pipeline,
7.024DUCTILE IRON PIPE
All ductile iron pipe shall- conform toAVVVVACi51, deou GU unless otherwise
noted inthe Project Specifications and/or the Contract Drawings. All joints shall
beofthe Push -On type, vo|eao otherwise noted in the Project Specifications
mod/orContract Drawings,
7,02.5 P�.c'GRAV[TY SEWER PIPE
All P.V.C. Gravity Sewer Pipe shall conform to ASTM O'8034 and F-879 in
accordance with ASTM D-1784,
7�2.6 HIGH DENSITY POLYETHYLENE PIPE
HOPE pipe shall be produced from a high molecular weight, high denshy,
polyethylene naoin' meeting the requirements of AGTM D8350, "Standard
Specification for Polyethylene (PE) Plastic Pipe and Fitting KUohsha|o". Resin
material obmU be listed by PP| in the m3n)a of the manufacturer and obaU be
based on testing in accordance with ASTyN D2887. "Standard Tent Method for
Obtaining Hydrostatic Design Basis for Thermoplastic Pipo''.
HDPE pipe aheU conform to A8TM D3035. "Standard Specification for
Polyethylene (PE) Plastic Pipe (DF-PR)Based onControlled Outside Diameter"
orASTyN F714D3085 "Standard Specification for Polyethylene (PE) Plastic Pipe
(OR-PR)Based onOutside Oinmetsr".
The thickness and pressure class of HDPE pipe required for the installation and
operating conditions during the expected service life of the force main shall he
determined in accordance with AVVVV8C00S' "Polyethylene (PE) Pressure Pipe
and Fittings, 4"—G3".for Water Diotribubon".
Fittings for HDPE pipe shall conform to ASTM D3281 "Standard specification for
Butt Fusion of Polyethylene(PE)Plastic Fittings for PEPlastic Pipe and Tubing"
and shall be manufactured by injection mu|diog, e combination of extrusion and
machining, orfabrication for HDPE pipe material,
Rev, 03/11 SECTION 7

Page 4
Force mains of HDPE pipe shall be joined by the thermal butt fusion process and
shall be performed in accordance with ASTM A2657 "Standard Practice for Heat
Fusion Joining of Polyolefin Pipe and Fittings" and the manufacturer's
recommendations during installation.
7.02.7 FIBERGLASS REINFORCED PIPE
All fiberglass reinforced pipe shall be a composite pipe consisting of a P.V.C.
interior core around which layers of roving fiberglass are wound and epoxy
bonded in accordance with ASTM D2996. The pipe shall be constructed in 20
foot sections, shall be 150 psi pressure rated and shall pass the ASTM D1599
test for burst pressure. The pipe joint shall be of an integral bell with a spigot end
capable of accepting cast iron or ductile iron pipe creating a water tight joint with
a rubber ring gasket.
7.02.8 CORRUGATED METAL PIPE
All corrugated metal pipe shall be furnished in accordance with the requirements
of the Project Specifications, the Contract Drawings, and Federal Specification
WW-P-445B.
Corrugated metal pipe used for storm drain shall be mitered on all free -
discharging ends unless specifically noted otherwise by the Project
Specifications,
7.02.9 CORRUGATED POLYETHYLENE PIPE
All corrugated polyethylene pipe shall be furnished in accordance with ASTM
F405 and F667, and AASHTO M252 and M294.
7.02.10 JOINTING MATERIALS
(a) CEMENT MORTAR shall be composed of one (1) part Portland cement and
two (2) parts clean torpedo sand. Where pipe is to be laid in wet sand, the
Contractor shall use one-third (1/3) natural cement and two-thirds (2/3)
Portland cement in lieu of 100% Portland cement in preparing the joint
mortar or add an approved waterproofing agent to the mortar.
(b) RUBBER GASKETS - ASTM- C443. Shape and design satisfactory to the
Engineer.
(c) MECHANICAL JOINTS - ASA A21.11.
(d) GASKET TYPE JOINTS FOR BELL AND SPIGOT CAST IRON PIPE shall
be similar and equal to American "Fastite," U.S. "Tyton," Claw "Bell -rite" or
equal.
(e) FACTORY FABRICATED RESILIENT MATERIAL JOINTS FOR CLAY
PIPE ASTM C425,
Rev. 03/11 SECTION 7

Page 5
(f) CORRUGATED METAL PIPE JOINTS shall be as specified by
Section 7.03.3(c)(9) unless otherwise noted by the Project Specification.
(g) All joints used on Fiberglass Reinforced Pipe shall be Mechanical Joints
conforming to ASA A21.11 unless otherwise noted in the Project
Specifications or Contract Drawings,
7.02.11 MATERIAL TESTING
(a) Attention is directed to the provisions in the General Conditions of the
Contract requiring the inspection and testing of materials to be incorporated
in work included under this Contract, by a Testing Laboratory employed and
paid by the Contractor, unless otherwise noted by the Project Specifications.
(b) All materials to be incorporated in the Construction required under this
Contract shall be subject to inspection and testing. Specimens up to 0.5
percent of the total number of each size of pipe furnished shall be tested,
except that in no case shall less than two (2) specimens be tested. The
laboratory making such tests shall furnish to the Engineer three (3) certified
copies of the tests. No pipe shall be laid before these reports are approved
by the Engineer.
(c) Under the following items, the pertinent tests required are:
(1) Clay Pipe -Where the total quantity required on this Contract, including
all pipe sizes, is less than 1,000 feet, visual inspection at the site for
conformance with ASTM 04 and C700. Where the total quantity
required on this Contract including all pipe sizes is more than 1,000 feet,
tests shall be by an, independent laboratory per ASTM C301 for
conformance with ASTM 0700, Drain the shall be tested per ASTM C4.
(2) Concrete Pipe - Where the total quantity required on this Contract,
including all pipe sizes, is less than 1,000 feet, visual inspection at site
for conformance with ASTM C14, C412, and C444. Where the total
quantity required on this Contract, including all pipe sizes, is more than
1,000 feet, tests shall be by an independent laboratory per ASTM C14,
C412, and C444.
(3) Reinforced Concrete Pipe - Where the total quantity required on this
Contract, including all pipe sizes, is less than 1,000 feet, visual
inspection at the site for conformance with ASTM C76, Where the total
quantity required on this Contract, including all pipe sizes, is more than
1,000 feet, tests shall be by an independent laboratory per ASTM C76,
Section 9.0. In sizes 30 inches and larger, strength and amount of
reinforcing may be determined by crushing tests on concrete cores
taken from the pipe in accordance with ASTM C497.
(4) Reinforced Concrete Cylinder Pipe - Where the total quantity required
on this Contract, including all pipe sizes, is less than 1,000 feet, visual
inspection at the site for conformance with AWWA C300 or C301.
Whem the total quantity required on this Contract, including all pipe
Rev. 03/11 SECTION 7

Page 6
sizes, is more than 1,000 feet, tests shall be by independent laboratory
per AWWA C300 or C301.
(5) Reinforced Concrete Low -Head Pressure Pipe - Where the total quantity
required on this Contract, including all pipe sizes, is less than 1,000 feet,
preliminary hydrostatic joint tests, concrete cylinder tests and visual
inspection at the site for conformance with ASTM C361. Where the total
quantity required on this Contract including all pipe sizes, is more than
1,000 feet, preliminary hydrostatic joint tests, followed by hydrostatic
tests on 0.5 percent of the number of each size required and concrete
cylinder tests by an independent laboratory per ASTM C361.
(6) Corrugated Metal Pipe All corrugated metal pipe furnished shall be
tested in accordance with the requirements set forth in Section 4,
"Quality Assurance Provisions", of Federal Specification WW-P-405B.
All pipe sampling shall be as stated in Federal Specification MIL-STD-
105. A certification from the manufacturer will be accepted when filled
out on the form enclosed as part of these Contract Documents.
(7) Corrugated Polyethylene Pipe - All corrugated polyethylene pipe
furnished shall be tested in accordance with the test procedures
described in AASTO M252 and 294, and ASTM 405 and 667. The
supplier shall include a certification form indicating the passage of the
tests as performed by the manufacturer on all projects where the total
project amount is 1,000 feet or more.
(8) Reinforcing -Certified mill tests for conformance with ASTM Al and
A305.
(9) Ductile Iron Pipe Fittings - Where the total quantity required on this
Contract, including all pipe sizes, is less than 200 tons, each piece shall
bear the manufacturer's serial number and shall be certified by the
manufacturer for conformance.
(10) P.V.C. Gravfty Sewer Pie - Where the total quantity required on this
Contract, including all pipe sizes, is less than 1,000 feet, visual
inspection at the site for conformance with ASTM D3034 shall apply.
Where the total quantity required on this Contract, including all pipe
sizes, is more than 1,000 feet, test shall be made by an independent
laboratory as per ASTM D3034. The sampling frequency shall not be
less than one (1) sample per lot.
(11) High Density Polyethylene Pipe (HDPE) — Tests to be performed shall
include those specified in ASTM D3350. Resin material shall be tested
in accordance with ASTM D2837.
(12) Fiberglass Reinforced Pipe - Where the total quantity required on this
Contract, including all pipe sizes, is less than 1,000 feet, visual
inspection at the site for conformance with ASTM D2996 shall apply.
Where the total quantity required on this Contract, including all pipe
sizes, is more than 1,000 feet, tests shall be by an independent
laboratory as per ASTM D2992 and D2996, The sampling frequency
shall not be less than one (1) sample per lot.
Rev. 03111 SECTION 7

Page 7
7.03 CONSTRUCTION METHODS
7.03.1 TUNNELING
(a) Excavation in tunnels made beneath existing structures, across railroad
rights -of -way, existing pavements and sidewalks for the installation of pipe or
conduits, shall be of sufficient size, height and width to permit the installation
of the pipe, to permit proper bracing of the tunnel section, and to permit
ample room for the prosecution of the work and safety of the workmen.
(b) All tunnels shall be lined with full circle metal liner plates of sufficient strength
to meet the loading conditions. Goading for highway and pavement tunnels
shall be based upon continuous load carrying structures for the height of
cover under H-20 loading; and loading for railroad tunnels shall be based
upon continuous load carrying structures for the height of cover under Cooper
E-70 loading. In no case shall liner plates for H-20 loading have a section
modulus less than .0736 in. and for Cooper E-70 loading less than .0918 in.
Linear plates for railroad tunnels shall be galvanized and bituminous coated.
(c) All work performed beneath existing structures, across railroad rights -of -way,
and under pavements shall be performed in accordance with the
requirements of the parties or agencies having jurisdiction over these
locations. The Contractor shall contact the parties or agencies prior to
starting work and shall meet all requirements of the parties or agencies in
regard to methods of construction and the safety precautions to be taken in
performing the tunnel work. All costs involved in meeting these requirements
shall be paid for by the Contractor and no additional compensation will be
allowed.
(d) At the Contractor's option, with the written approval of the Engineer, and with
consent of the parties or agencies having jurisdiction; corrugated metal pipe,
reinforced concrete pipe or steel pipe may be jacked or bored in place as a
casing pipe in lieu of a liner plate tunnel under the following conditions:
(1) That the Contractor is responsible for all approvals from the parties or
agencies- having jurisdiction, that the Contractor furnish complete details of
the methods to be employed for approval and that the work shall be
performed under the following conditions:_
(2) Corrugated metal pipe shall be fabricated from corrugated galvanized
sheets, number eight (8) gauge U.S.S., or as specified in the Project
Specifications or Contract Drawings with base metal made by the open
hearth process. Rivets shall be made of the same material as the base
metal, thoroughly galvanized. The base metal sheets shall be galvanized
on both sides by the hot dip process, at the rate of not less than two (2)
ounces per square foot of metal, or one (1) ounce on each side.
Corrugated pipe shall be specially fabricated for a jacking installation, with
sections fabricated for field riveting. The pipe shall be furnished in lengths
to suit the Contractor; however, the sections should be as long as is
possible for the Contractor to conveniently handle and install, and shall be
bituminous coated inside and outside for railroad crossings. Reinforced
concrete pipe shall be of the tongue and groove type, conforming to ASTM
Rev. 03/11 SECTION 7

Page 8
Designation C76, unless otherwise shown on the Contract Drawings
and/or designated in the Project Specifications.
(3) A suitable approach trench shall be opened long enough to accommodate
the length of pipe units to be placed, and wide enough to provide sufficient
working room. Guide timbers or rails for keeping the pipe on line and grade
shall be installed in the bottom of the trench, and heavy timber backstop
supports installed at the rear of the trench to take the thrust of the jacks. A
timber bearing or "pushing frame" shall be built and furnished to fit or match
the end of the pipe to be jacked, so that the pressure of the jacks will be
evenly distributed over the end of the }pipe. Two (2) hydraulic jacks of
sufficient power shall be used to apply pushing or jacking pressure.
Excavation shall be carried on from inside the pipe, eight (8) to twelve (12)
inches ahead of the lead pipe. Excavation at the top and sides shall be
approximately one (1) inch greater than the outside periphery of the pipe.
Bottom excavation shall be accurately cut to line and grade. Adjoining
sections of corrugated iron pipe shall be made with cement mortar and jute
from the inside. Adjoining sections of steel pipe shall be welded. Pipe shall
be jacked on successive shifts until completed, this to guard against the
"freezing of the line" due to settlement and compaction of surrounding soil.
7.03.2 BORING
(a) lines installed under highways or railroads shall be performed by boring
where permitted and/or indicated by the Contract Drawings. Where boring
is required, the Contractor will be paid the unit price bid in the proposal for
each linear foot of pipe, so placed, of the type bid upon in the proposal.
In placing pipe in bored tunnels, any annular space exceeding one -quarter
inch in width between pipe and tunnel shall be grouted. The cost of
grouting shall be an integral part of the price submitted in the proposal for
the type and size of pipe required by the installation.
The Engineer may require "Boring or Tunneling" under objects or pavings
not indicated on the plans, but required in the best interest of the Owner; in
which case the payment for each linear foot required will be made at the
unit price given in the proposal or at the unit price as established by Article
11 of the General Conditions.
The Contractor shall install casings in accordance with the fallowing
requirements:
(1) General
The Contractor shall be required to notify the Department of
Transportation or the appropriate Railroad Association of the
contemplated construction and shall verify or secure the necessary
permits for performing the work.
Rev. 03/11 SECTION 7

(2) Carrier Pipe
Carrier line pipe and joints under Highways and Railroads shall beductile
iron pipe as per Section 7.02.5 of this specification unless noted
CB Casing Pipe
The casing pipe shall be spiral welded or smooth xwyU steel pipe unless
noted otherwise bythe Project Specifications. All casing pipe shall have
o minimum yield strength of 35.000 psi. All casing pipe and joints shall
bmofleakproof construction, capable of withstanding the intended loaAa.
The inside diameter of the casing pipe shall be otleast four (4) inches
greater than the largest outside diameter of the carrier pipe's joints or
couplings. |nall cases, the casing pipe shall belarge enough tnallow the
carrier pipee-un be namoved. The required m-inimum vvaU thickness for
casing pipes used under highways shall beasfollows:
Pipe Sizes (O.D.) Wall Thickness
12W 0188
16" 0.250
1G" 0,250
20" 0.250
24' 0.250
30" 0.312
361' 0.375
48" MOO
The required minimum wall thickness for casing pipes used under
railroads shall be as follows:
Pipe Sizes (O.D.) Wall Thickness
12"
0,281
Under14"
0,188
14"
0.219
18"
0.281
18"
0250
20"
0.281
22"
0,312
24"
0,375
26"
O�375
28"
0.408
3011
0A6Q
82"
0A88
84"
0.460
36"
0,531
38"
0,600
40"
0.500
421`
0.5DO
48"
0.888
Rev. 03/11 SECTION 7

Page 10
if casing pipe used under railroads is installed without an exterior
protective coating, increase the wall thickness on the appropriate size
0.063 inches. The protective coating shall be at least a single coal - tar
primer coat, followed by a single application of hot coal - tar enamel 3l32
inches thick plus a bonded 15 pound felt wrap.
(4) Installation
All work on borings shall be under the supervision of the appropriate
District Engineer or his authorized representative, who shall be notified at
least 5 days before actual work of installation is begun.
Pipelines shall be installed under Highways or Railroads by boring or
jacking, if practicable.
The casing pipe shall be installed by dry boring and jacking. As the dry
boring operation progresses, each new section of the encasement pipe
shall be butt welded to the section previously jacked into place. The bor-
ing auger shall not be of a greater diameter than the O.D. of the
encasement (plus protective coating where applicable).
Voids are to be filled with a 1:3 Portland cement grout at sufficient
pressure to insure that no settlement will occur. In the event that an
obstruction is encountered during the dry boring operation, the auger is to
be withdrawn, the excess pipe cut off and capped, and the void
completely filled with 1:3 Portland cement grout at a minimum of 25 psi
prior to moving to another boring site.
All boring operations shall be conducted at all times in such a manner so
as not to create a hazard nor to impede the normal flow of traffic.
Where the ends of the casing pipe are below grade, they shall be bricked
up with a four inch (4") Schedule 40 PVC drain at the low end. The drain
shall have washed No. 57 stone covering its outlet. Where the ends of
the casing are at or above ground surface and above high water level,
they may be left open, provided drainage is afforded in such a manner
that leakage will be carried away from any railroad, highway or structure.
See items 7.03.1(d)(1), (2) and (3) for additional information pertaining to
the jacking procedure.
7.03.3 HORIZONTAL DIRECTIONAL DRILLING
(a) The contractor shall provide, install and construct in place, the high -density
polyethylene (HDPE) pressure pipe at highway and stream crossings where
shown on the drawings.
(b) Work included under this section:
(1) General site/access preparation necessary for construction operations.
(2) Assembly of HDPE pipe,
(3) Hydrostatic testing of HDPE pipe prior to installation (Contractor's
Option).
(4) Erection of drilling equipment.
Rev. 03l11 SECTION 7

Page 11
(5) Drilling of a small diameter pilot hole along the alignment defined on the
drawings,
(6) Reaming the pilot hole as specified herein to a diameter suitable for
installation of the HDPE pipe.
(7) Pulling the assembled HDPE pipe through the reamed hole along with
the detector wire.
(8) Hydrostatic pressure testing of HDPE pipe after installation.
(9) Cleanup and final restoration of all work areas.
(10)Prevention of offsite sedimentation and surface water contamination and
in accordance with the laws governing the construction and _the permits
for the installation.
(c) Industry Standards
(1) The horizontal directional drilling method shall be mechanical with fluid
assistance. Pneumatic, water jetting, jacking, and boring method will not
be permitted,
(2) The HDPE pressure pipe shall be installed by horizontal directional
drilling in accordance with the best industry practice and the Project
Manual.
(d) Submittals
(1) Certification of pipe material from the pipe manufacturer for compliance
with the specifications.
(2) Description of the arrangement of directional drilling including method of
monitoring and controlling line and grade, schedule, and procedure of
installation.
(3) Technical data for the drilling equipment.
(4) Product information, material specifications and handling procedures for
drilling fluid and bentonite/drilling mud.
(5) Final as-buiits giving depth obtained by drilling contractor plotted along
the ground lines established by Owner at a scale of V = 100' on the
horizontal and at a scale of V = 2" on the vertical.
(6) Submission of Engineering Report comparing predicted maximum
pullback force versus maximum tension on the pipe and percent
elongation. The report shall provide an Engineer's opinion that the
pullback force used will not damage the pipe. The procedures used to
support this opinion will conform to pipe manufacturer's data and
methodology. Full backup data will be provided. The report shall be
sealed by a Professional Engineer registered in North Carolina and
submitted in triplicate.
(e) Materials
High Density Polyethylene (HDPE) pressure pipe as specified on the
Construction Drawings.
(f) Field Tests
(1) Prior to installation, the Contractor shall at his expense to hydrostatically
test the pipe -line to determine the integrity of the butt fusion joints, This
Rev. 03/11 SECTION 7

Page 12
shall not be considered an alternative to the hydrostatic testing required
after installation.
(2) Following installation,'the HDPE pipe shall be tested in accordance with
the specifications herein.
(g) Availability of Land
The Owner has obtained certain easements for the work as shown on the
plans. Additional easements if needed are to be provided by the Contractor
and the costs shall be included in the Bid.
(h) Execution
(1) The HDPE pipe shall be handled in accordance with the manufacturer's
recommendations, Chains, hooks, or cable slings shall not be used to
handle the pipe. Care shall be used to protect the pipe from scarring,
gouging, or excessive abrasion. The directional drilling procedure shall
Include provisions to guard against electrical shock such as ground
cables, hot boots, gloves and any additional devices deemed necessary.
In addition, the drilling equipment shall include an alarm system capable
of detecting electrical current as it nears electrical lines.
(2) All joints at the ends of directionally drilled runs shall be fusion bonded to
the adjacent pipe section. Mechanical couplings are not permitted.
Fusion bonding may be accomplished through the use of butt fusion,
sock fusion or electro fusion coupling techniques.
(3) The composition of all drilling fluid used shall be submitted for review
prior to utilization. The fluids shall be inert and of no risk to the
environment. No fluid will be approved or utilized that does not comply
with permit requirements and environmental regulations. The drilling fluid
should remain in the bore hole to increase the stability of the surrounding
soil and to reduce the drag on the pulled pipe. Disposal of drilling fluid
and all other spoils shall be the responsibility of the Contractor and shall
be conducted in compliance with all relative environmental regulations,
right-of-way and work space agreements under permit requirements.
Drilling fluid returns at locations other than the entry and exit points shall
be minimized. The Contractor shall immediately clean up any drilling fluid
that inadvertently surfaces. Excess drilling fluid shall be disposed of at a
pre -approved location found by Contractor. The Contractor is
responsible for transporting all excess fluids and other spoils and legal
disposal of all such waste products and soil materials. Under no
circumstances will drilling fluid be discharged to any stream or surface
waters. All such fluids or slurries are to be removed from the site at
project completion.
(4) The Contractor shall investigate at his own cost the subsurface
conditions at the crossing locations.
(5) The Contractor shall be responsible for obtaining, transporting, and
storing water for the drilling process. Upon completion of the pipe
installation, the drilling pit and receiving pit shall be backfilled as
specified. Restoration of any disturbed area shall be restored in
accordance with specifications.
Rev. 03111 SECTION 7

Page 13
(i) Pilot Hole Chilling
(1) The pilot hole shall be drilled along the path shown on the drawings and
to the following tolerances:
Vertical Location Plus or minus 6 inches
Horizontal Location — Plus or minus 3 feet, restricted to the minimum
distance from highway structures or other underground structures.
(2) Creaming Diameter shall be performed to 1,5 times the O.D. of HDPE
pipe being installed. The pipe shall be prepared to facilitate connection to
the remainder of the pipeline being installed.
0) As -Built Survey
(1) At the completion of the pilot hole drilling, the Contractor shall provide to
the Engineer a tabulation of coordinates referenced to the drilled entry
point which accurately describes the location of the pilot hole. The
Contractor shall provide tabular depths of the line at 50' horizontal
stations and in addition will provide a profile plot as described above.
The ground lines are to be shown on these plans.
(k) Stress Analysis
(1) The Contractor is required to provide a stjbmittal which confirms the
HDPE pipe will not be overstressed during construction. The submission
by the Contractor shall cover the three critical stages of construction
which are 1) pre -installation procedure testing, 2) pullback, and 3) post
installation testing. The stresses placed upon the pipe are dependent on
the Contractor's methods and equipment which are not known to the
Owner at the time of the bid. The stresses at each stage of construction
must be considered acting individually and in combination. The report
shall address all of the following. Stresses resulting due to the spanning
between rollers prior to pullback, the hydrostatic testing pressures, pulling
forces during installation, radius of curvature as the pipe enters the
ground, the drill profile curvature, and external pressures in the drilled
hole.
(1) Pre -Installation
(1) Hoop and longitudinal stresses resulting from hydrostatic testing are
calculated.
(2) Using the known distance between rollers as the free spanning distance,
the maximum hogging and sagging moments must be calculated.
Considering the greater of these two moments, the maximum spanning
stress shall be calculated. Note: During hydrostatic testing the pipeline
will be full of water; therefore, the additional weight of water must be
included in these calculations.
(m) Pullback
(1) The spanning stresses calculated above also apply to this installation
phase.
Rev. 03/11 SECTION 7

Page 14
(2) The theoretical pulling force must be determined in order to provide the
stresses that will result. An assumed down -hole friction factor of 1,0 is
required to provide conservative results and to include the effect of the
pipeline being pulled around a curve. The maximum predicted pulling
force should then be used in calculating the resulting_ longitudinal stress,
(3) Allowing for a 10% drilling tolerance, leads to the use of a radius of
curvature 90% of the design radius when calculating the longitudinal
curvature stresses.
(4) External pressure from static head in the drilled 'hole and/or overburden
pressures must be considered. It is required that the static head resulting
from the maximum anticipated drilling fluid density shall be used with a
factor of safety of 1.5 to provide conservative estimates of the resulting
hoop and longitudinal stresses.
(n) Post -installation— Hydrostatic Testing
(1) The longitudinal curvature stresses calculated above are to be used
again here.
(2) External pressure stresses from (m) (4) apply.
(3) Hoop and longitudinal stresses resulting from the required final
hydrostatic test are to be calculated.
(o) Allowable Stresses
(1) The individual and combined stresses at each stage of construction and
those for the in-service conditions must be determined and compared
with allowable limits set by the HDPE manufacturer. The Contractor's
engineer's report shall certify that all of the above conditions were
considered and will not result in failure of pipe.
(p) Environmental Safety of the Drilling Process
(1) The contractor shall at all times comply with the permit conditions.
(2)
Slurry Composition — The Contractor shall provide the Material Safety
Data Sheet (MSDS) for all products utilized in slurries and shall be
familiar with and able to document legal disposal of all unused slurry
materials.
(3)
Containment. The Contractor shall provide containment pits to contain
the drill slurries. If settling processes are used to allow discharge of
excess slurry water then the Contractor shall obtain the necessary
permits for such discharge and shall provide them prior to site
mobilization.
(4)
Recycling Slurry — To the extent practical, the Contractor shall minimize
generation of waste slurry by recycling.
(5)
Slurry and Cuttings Disposal -- Waste slurry and cuttings shall be
removed from the site and legally disposed of upon project completion. If
requested by the Engineer, the contractor will provide a manifest
indicating the receiver of the waste and the disposal method.
(6)
Return to Pre -construction Elevations and Contours — The Contractor
shall return all disturbed areas to pre -construction elevations and
contours and seed and mulch as specified.
(7)
At all times the Contractor shall comply with the approved sedimentation
and erosion control plan and the storm water permits, if applicable.
Rev. 03/11
SECTION 7

Page 15
(q) Connection to Other Pipes
(1) At the termination of HDPE piping, the Contractor shall install a
mechanical joint adapter or a flanged joint adapter for the purpose of
connecting directly to ductile iron pipe in a fully restrained condition. The
final 10' section of the HDPE pipe at each terminal end shall be laid to a
flat grade to facilitate connection to ductile iron pipe without undue stress
at the joints. Connections with significant deflections shall not be
permitted. For connections into manholes, the Contractor shall ensure
that HDPE is proper restrained and of sufficient length to maintain a
connection into the manhole after the pipe has relaxed.
7.03.4 PIPELINE INSTALLATION
(a) GENERAL
(1) The Engineer shall provide on the Contract Drawings a horizontal
layout for the proposed pipeline construction along with a minimum of
one (1) bench mark every 2,000 feet of line length. The Contractor
shall be responsible for verifying the accuracy of any and all bench
marks prior to use. No claim for extra work will -be allowed for
alleged inaccuracy of any bench mark.
(2) It shall be the Contractor's responsibility to protect the original line
and bench marks set by the Engineer. Should this information
become destroyed or damaged, the cost of the replacement will be
borne by the Contractor.
(3) All Clay Pipe, Concrete Pipe, and Corrugated Metal Pipe shall be laid
in conformance with the ASTM standard for installing vitrified clay
pipe, ASTM C12. This specification shall be strictly conformed to
unless otherwise noted by the Project Specifications. The bedding
type shall be Class C unless otherwise noted. This bedding requires
the use of granular materials equivalent to the N.C. Department of
Transportation gradation size 67, or equal, unless otherwise noted by
the Project Specifications or required by the ENGINEER on site
because of local conditions.
All extruded A.B.S. Truss Pipe, PVC Pipe and Fiberglass Reinforced
Pipe shall be laid in conformance with the ASTM standard for
installing flexible thermoplastic pipe ASTM D2321. This specification
shall be strictly conformed to unless otherwise noted by the Project
Specifications or required by the ENGINEER on site because of local
conditions. The pipe shall be bedded to the ASTM C12 specification
for Class C bedding unless otherwise noted. See Section 8.0
Pipeline - Trench Excavation and Backfill of the General
Specifications for additional information.
(4) The junction of two or more sewers shall be made in strict
conformance with the Contract Drawings. The cost of all connections
shall be included in the contract price for the new sewers unless
otherwise specifically provided in the Contract.
Rev. 03/11 SECTION 7

Page 16
(5) New sewer connections with old existing sewers shall be made within
a manhole. Where an old manhole exists at the point of connection
of new and old sewers, it shall be repointed and any loose bricks or
blocks in the walls of the old existing manhole shall be relaid. The
cost of such work shall be included in the Contract price for new main
sewer unless other payments are specifically provided for in the
Project Specifications.
(6) Where no old manhole exists at the point of connection, a new
manhole shall be constructed of the size and type shown on the
Contract Drawings. Payment for such additional manholes will be
made at the unit price in the Contract for new manholes, which price
shall include all work necessary to make the connection.
(7) Connections of new sewers to existing sewers, when encountered in -
construction and not shown on the Contract Drawings, shall be made
where ordered by the Engineer. Such connection shall be made
within a manhole, except for house sewer and drain connections.
When such sewer connections are made within an existing manhole,
any added work involved will be paid for in accordance with the
procedure outlined in the General Conditions of the Contract. If the
Engineer orders such connections to be made in a new manhole,
such new manhole will be paid for at the prices established in the
Contract, which price shall include all work necessary to make the
connection.
(8) When connections are made with sewers carrying sewage or water,
special care must be taken that no part of the work is built under
water. A flume or dam must be installed and pumping maintained, if
necessary, to keep the new work in the dry until completed and
concrete or mortar has set up.
(9) Junctions for future sewer connections, where indicated on the
Contract Drawings, shall be bricked off at the ends or otherwise
sealed off in a manner satisfactory to the Engineer; the cost to be
merged in the Contract price for manholes or sewers.
(10) No pipe shall be laid upon a foundation in which frost exists; nor at
any time when the Engineer shall deem that there is danger of the
formation of ice or the penetration of frost at the bottom of the
excavation. The pipe shall be fitted together and matched so that
there shall be no shoulder or unevenness along the inside bottom
half of the pipe, and so that alignment and slope are correct. No pipe
shall be laid until the preceding length has been completely aligned
and secured. Joints shall not be completed until sufficient pipe has
been laid in advance to insure against injuring the finished joints.
When jointed in the trench, the pipe shall form a true and smooth line
of sewer. Pipe shall not be trimmed except for closures, and pipe not
making a good fit shall be removed. Where slight defects occur and
the use of the pipe is approved by the Engineer, defects shall be
placed in the top of the sewer. Temporary bulkheads shall be placed
in all open ends of sewer lines whenever pipe laying is stopped for
more than 8 hours, When sections of line between manholes have
Rev. 03111 SECTION 7

Page 17
been completed, an inspection shall be conducted and all
deficiencies corrected. This inspection does not constitute
acceptance.
(b) PIPE LAYING
(1) Each pipe shall be laid on an even, firm bed, so that no uneven strain
will come to any part of the pipe. Particular care shall be exercised to
prevent the pipes bearing on the sockets. Bell holes for bell and
spigot pipe shall be dug at each point as hereinbefore specified.
Each pipe shall be laid in conformity with the line and grades given by
the Engineer, and in the presence of the inspector. The bell -end of
the pipe shall be laid upgrade. Subgrade preparation shall be such
that each pipe spigot will be entered in the receiving pipe bell in such
a manner that the joint packing can be freely inserted at ail points of
the joint circumference, special care being taken to provide adequate
joint space at the bottom of the joint without raising the pipe off of the
trench bottom for packing insertion. No portion of the weight of the
spigot end of the pipe shall be transmitted to the receiving pipe bell
through the joint packing.
Before each piece of pipe is lowered into the trench, it shall be
thoroughly inspected to insure its being clean. Each piece of pipe
shall be lowered separately. No piece of pipe or fitting which is
known to be defective shall be laid or placed in the lines, If any de-
fective pipe or fitting shall be discovered after the pipe is laid, it shall
be removed and replaced with a satisfactory pipe or fitting without
additional charge, In case a length of pipe is cut to fit in a line, it shall
be so cut as to leave a smooth end at right angles to the longitudinal
axis of the pipe.
(2) The interior of the sewer shall, as the work progresses, be cleaned of
all dirt, jointing material and superfluous materials of every
description. On small pipe sewers, where cleaning after laying may
be difficult, a swab or drag shall be kept inside the pipeline and pulled
forward past each joint immediately after its completion. When laying
of pipe is stopped for any reason, the exposed end of such pipe shall
be closed with a plywood plug fitted into the pipe bell, so as to
exclude earth or other material, and precautions taken to prevent
floatation of pipe by run-off into trench..
(3) All pipes shall be completely shoved home. On pipe of the tongue
and groove type, 30" in diameter and larger, pressure must be
applied to the center of each pipe as it is laid by a winch and cable or
other mechanical means properly set and operated to insure that the
spigot is all the way home in the socket, and that the sewer joint is of
uniform size throughout the circumference of the pipe.
(4) Laying holes in pipe, if used, shall be tapered and shall be plugged
before backfiiling with a tapered concrete plug set in mortar or
mastic.
Rev. 03111 SECTION 7

Page 18
(5) Pipes laid in tunnel or casing pipe shall be supported on suitable
blocks cut or grouted into position to place the invert of the sewer or
drain at the slope and to the elevations indicated on the Contract
(drawings.
(6) On pipes laid in tunnel or casing pipe, the space between the casing
pipe and tunnel lining shall be either backfilled with fine low void sand
thoroughly rammed or flushed into place, backfilled with Class "C"
concrete or left unbackfilled as designated in the Project
Specifications. If left unbackfilled, each end shall be suitably
bulkheaded to protect against entrance of foreign material,
(7) All Gravity Flow Pipeline shall be Installed using a laser for control of
vertical and horizontal alignment. The Contractor shall follow
accepted practices in the utilization of the laser. A certified laser
operator shall be present on the job at all times. Care shad be
exercised to assure that the alignment control range of the
instrument is not exceeded; but in no case, shall the range exceed
500 feet. Care shall be taken to prevent vibration of or direct sunlight
on the instrument. Where present, a blower shall be provided to
purge glue vapors from the pipe. An air velocity meter shall be
provided so that the velocity of air in the pipe will not be great enough
to cause the light beam to be distorted. The Contractor shall
coordinate the work to minimize the number of take downs and set
ups at each point. Periodic checks of the laser shall be made to
assure that alignment is maintained.
(c) PIPE JOINTS
(1) General - In all jointing operations the trench must be dewatered when
joints are made and kept dewatered until sufficient time has elapsed
to assure efficient hardening of the jointing material. Bell and spigot,
or tongue and groove ends of the pipe shall first be wiped clean before
actual jointing operations are started. The type of joint to be installed
in each location of the several following types specified shall be as
specifically designated on the Contract Drawings and/or the Project
Specifications.
(2) Cement Mortar and Jute Joints - Joints between consecutive pipes
made with jute and Portland Cement Mortar shall be constructed as
follows;
a. On bell and spigot pipe, or variations thereof, plastic mortar shall
be spread in the bottom one-third of the bell of the pipe previously
laid. A closely twisted gasket of jute of proper thickness and of
sufficient length to span around the pipe and lap at the top shall
then be squeezed into the mortar. The spigot of the next pipe
shall be entered and shoved home. After the pipe has been
thoroughly bedded to line and grade, the jute gasket shall be
caulked into the annular space with a suitable caulking tool in
such manner as to seal the joint against leakage, The remainder
of the space shall be completely filled with plastic mortar beveled
off with the outside of the pipe. The joint in pipes 30" or larger in
Rev. 03/11 SECTION 7

Page 19
diameter shall also be pointed and smoothed from the inside after
the pipe has been laid.
b. On tongue and groove type pipe, the jute shall be firmly attached
to the middle of the tongue of each pipe in one continuous length
with a compatible rubber cement having adhesive properties.
Plastic mortar shall be placed on the edges of the upper half of
the tongue of the pipe to be laid and the lower half of the socket of
the pipe previously laid; the pipe then aligned, forced home and
graded. Sufficient mortar shall be placed on each pipe so that the
space between the two pipes shall tend to become filled by the
sliding action of the socket when the pipe is forced into place. All
beveled surfaces of the adjacent tongue and voids in both- the
inside and the outside shall be completely filled with mortar. The
inside shall be troweled smooth for pipes 30" in diameter and
larger. The finished joint shall not be greater than one (1) inch in
width.
(3) Bituminous and Jute Joints, Mastic Type - Joints between
consecutive pipes made with jute and a bituminous joining
compound shall be constructed as follows. Jute and bituminous
joining compound shall be applied in the same manner as that
specified for cement mortar and jute joints.
(4) Bituminous and Jute Joints, Poured Type - Joints between
consecutive bell and spigot pipe made with jute and a bituminous
joining compound, poured in place, shall be constructed as follows:
The bell and spigot of pipes to be joined together shall first be
painted with a bituminous prime coat to insure adherence of the
poured filler to the sides of the pipe. With pipe at grade and butted,
the jute shall be caulked into position in such a manner as to leave a
uniform space all around. The joint shall be made in one pour using
a joint runner.
(5) Rubber Gasket and Bituminous Joints - Joints between consecutive
bell and spigot or tongue and groove pipe made with a rubber
gasket and compatible bituminous compound of a type
recommended by the gasket manufacturer shall be constructed as
follows: The gasket shall be fitted over the tongue or spigot of each
pipe, the space behind the gasket filled with the bituminous
compound on tongue and groove joints, and the pipe entered into
the bell or groove and shoved home. The remainder of the joint
space shall be filled with bituminous compound in the same manner
as that specified for mortar and jute joints.
(6) Ductile Iron Pipe Joints.
a. General - Before any joints are made or the spigot of pipes
placed in the bells, the spigots, bells, gaskets and glands shall
be thoroughly cleaned and all foreign materials removed from
their surfaces.
Rev. 03111 SECTION 7

Page 20
b. In joining bell and spigot pipe and fittings, the spigot of each
pipe shall be properly seated in the bell of the next adjacent
piece and adjusted so as to give a uniform space for the joint,
which shall be made with braided hemp or jute, fiber packing,
or rubber gasket, and with lead as designated in Project
Specifications. The packing shall be long enough to
completely encircle the pipe, and shall be thoroughly driven into
the bell so as to leave a space of at least 2112 inches in depth
to be filled with lead. Each joint must be made in one pour. In
making lead joints, the melting pot shall be kept near the joint
to be poured, and dross shall not be allowed to accumulate in
the melting pot. Lead joints shall be thoroughly caulked by
competent mechanics and in such a manner as shall secure
tight joints without overstraining the iron of the bells.
c. In joining mechanical joint pipe and fittings, the gland, followed
by the gasket, shall be placed over the plain end of the pipe,
the gasket and socket brushed with soapy water and the pipe
inserted into the bell. The gasket shall then be pushed into
position so that it is evenly seated in the bell and the gland
moved into position against the face of the gasket. The bolts
shall be inserted and made finger tight. The bolts shall then be
tightened up with a ratchet wrench to complete the joint.
d. In joining gasket type pipe and fittings, the gasket shall be
seated evenly around the inside of the bell in the groove or
recess provided and the inside of the gasket lubricated with
lubricant furnished by the joint manufacturer. The spigot of the
next pipe shall be aligned with the bell and started into the bell
until it contacts the gasket. The joint shall then be completed
by forcing the spigot past the gasket until it makes contact with
the base of the socket. Pressure to force the spigot home shall
be applied by means of a bar, a special lever or a mechanical
jack -type assembly tool.
(7) Factory -Fabricated Resilient Material Joints for Clay Pipe - In joining
clay pipe with factory -fabricated resilient material joints, the bell and
the spigot of the pipes shall be thoroughly cleaned, the joint material
assembled on the spigot if it is made up of more than one part, the
joint material or both bell and spigot coated with lubricant or
adhesive, furnished by the joint manufacturer, the spigot entered into
the bell and the pipe forced home by means of a bar or mechanical
pipe puller.
(8) Rubber Gasket Joints for Reinforced Concrete Low Head and
Cylinder Pressure Pipe -In joining pipes of these types, the ends of
the pipes shall be thoroughly cleaned and the gasket furnished with
the pipe placed in the groove or recess on the spigot, the gasket coa-
ted with a compatible bitumastie compound of a type recommended
by the gasket manufacturer, the spigot entered into the bell and pipe
forced home by means of a bar or mechanical winch. The remainder
of the joint shall be filled with bituminous compound in the same
manner as that specified for mortar and jute joints.
Rev. 03/11 SECTION 7

Page 21
(9) Corrugated Metal Pipe Joints - Unless allowed by the Project
Specifications, only gasketed standard and two-piece bands and the
o-ring gasketed hugger -type connection will be allowed. The ends of
the pipes shall be cleaned thoroughly to accept the gasket. All
gaskets shall be lubricated with a lubricant furnished by the pipe
manufacturer to ease assembly and promote uniform tightening of
the connection to the torque specified by the pipe manufacturer.
Upon tightening the connector bands, if the friction offered by pipe
coatings, gaskets, etc., preclude proper pull-up of the gasket, the
contractor shall utilize wooden levers to aid the compression of the
bottom two-thirds of the band.
(10) Corrugated Polyethylene Pipe Joints - In joining this pipe, all surfaces
shall be cleaned of foreign debris and lubricated for assembly. All
joints shall be water -tight rubber gasketed PVC Series 35 coupler
joints, All joints are assembled by push -on techniques,
(11) Truss Pipe, Solid Wall Laterals and Accessories - In joining this pipe,
the surfaces to be solvent welded shall be thoroughly cleaned of all
foreign material. Primer shall be utilized and generously applied to all
joining surfaces followed immediately with the application of cement.
The joint shall then be made to prevent set-up of cement. In making
joints of this type, the pipe shall receive a 1/4 arc rotation while
seating the spigot end into the bell. After the joint is made, every
effort shall be taken not to disturb the pipe.
(12) PVC Sewer Pipe - PVC Sewer Wipe shall be jointed as per Section
7.03.3(c)(6)d above. The Contractor is cautioned that all cut ends
are to be beveled prior to assembly.
(13) Fiberglass Pipe -Fiberglass Pipe shall be jointed in the same manner
as the PVC Sewer Pipe above.
7.03.5 CONNECTIONS FOR SERVICE PIPES
(a) GENERAL
(1) Service Connections for house sewer andlor drain connection openings
shall be provided in the main sewers as shown on the Contract
Drawings or as designated in the Project Specifications. The exact
location shall be as directed by the Engineer during construction.
(2) Unless otherwise shown on the Contract Drawings or so designated in
the Project Specifications, all sewer connection openings on bell and
spigot pipe shall be wye or tee branches, with the outlet being four (4)
inches in internal diameter. All sewer connection openings on concrete
pipe of the tongue and groove type shall be cast in place with the shape,
size and dimension of the opening corresponding to the bell end of a
standard suer pipe four (4) inches in internal diameter. Wye or tee
branches shall be located at the points designated by the Engineer.
Wye branches shall be so installed that the lower lip of the branch is not
more than 2 inches below the outside top of the pipe. Tees may be
Rev.. 03/11 SECTION 7

Page 22
installed with the branch vertical or rotated, depending on specific site
situations. After installation, wye or tee branches shall not be covered
with backfill until determination and record has been made by the
Engineer of the location of each with reference to the nearest manhole
downstream therefrom, and the direction in which the wye faces.
(3) All connection openings shall be closed with a vitrified the or concrete
disk or stopper securely held in place with the same joint material as
that specified for main sewer, unless otherwise noted on the Contract
Drawings.
(b) CONSTRUCTION
(1) All excavation shall be carried out in compliance with the specifications,
(2) Service connection made to the sewer prior to backfiiling shall not be
installed in the pipe trench as vertical risers except as approved in
writing by the Engineer, but shalt be laid on a slope not exceeding 2 feet
vertical to 1 foot horizontal, and not less than 118 inch per foot, cut back
into the trench bank in such a manner that the service connection pipe
shall have a solid bearing on undisturbed earth as stipulated for pipe
sewers. The service pipe shall make such a horizontal angle with the
sewer line that a proper connection with the wye or tee branch of slant is
obtained without trimming the pipe and with no danger of jute or jointing
material being forced into the sewer. The first length of pipe shall not
make a total angle with the branch or slant greater than four inches in
two feet, and the wye branch or slant shall be installed in such a manner
as to fit the alignment of the branch service line as closely as possible.
Where vertical risers are specified or ordered by the Engineer, riser
pipes shall be supported to prevent an excessive_ load being applied to
the main sewer pipe, and encased in Class "C" concrete with a
minimum thickness of 6 inches, as shown on the plans, specified or
ordered by the Engineer.
(3) Wye and Tee branches for bell and spigot: pipe, with less than 8 feet
from the surface of the ground to the center of the branch, shall be laid
horizontally with a slight fall across the branch. Connection openings on
concrete pipe of the tongue and groove type shall be laid with the
opening in the upper quarter of the pipe.
(4) When the distance from the center of the connection openings is more
than 8 feet from the ground surfaces, the connection openings shall be
raised by means of riser pipes to a point less than 8 feet from the
ground surface. ripe risers for single connections shall be laid at an
angle of from 45 Degrees to 60 Degrees with the horizontal depending
on the side slope of the sewer trench, and shall be laid in undisturbed
soil. Pipe risers for double connections shall be installed vertically with a
double "T" branch at the top with the branches placed crosswise of the
main sewer. All openings shall be plugged with clay or concrete disks or
stoppers. Riser pipes and joints shall be of the same type as specified
for the main sewer.
Rev_ 03111 SECTION 7

Page 23
(6) When sidewalks are available opposite the sewer being constructed, the
Contractor shall notch the street side of the walk directly opposite each
opening left in the sewer for connection to building drains. Where walks
are not available for such marking, the Contractor shall place a
hardwood stake on the property line directly opposite each opening left
in the sewer. The hardwood stake shall be topped with a brass marker
labeled "Sewer". If the Contract Drawings so stipulate, the sewer
connections shall be extended to the RAN or as noted, plugged and
provided with a clean out. In this case, the requirements for measured
locations, notching sidewalks, stakes, etc. shall be omitted. Also, the
Contractor shall locate and keep a record of all opening locations by
measurement to the nearest downstream manhole. Such record shall
be delivered to the Engineer monthly during progress of the work.
7.04 COMPLETION OF CONTRACT
7.04.1 TESTS
(a) GENERAL - It is the intent of these specifications to secure pipelines with a
minimum amount of leakage. All ductile iron, reinforced concrete cylinder
pipe, reinforced concrete pressure pipe and truss pipe shall undergo
hydrostatic pressure tests as herein described. All other gravity pipe lines,
except clay pipe, shall be tested for infiltration and/or for exfiltration. All clay
pipelines shall be air tested and tested for infiltration as described below.
Unless otherwise noted by the Project Specifications, no infiltration or extra
filtration testing will be performed on piping used to transport storm water,
(b) HYDROSTATIC PRESSURE TESTS
(1) When a stretch of pipe and appurtenances has been completed, and
before the pipe or joints are covered, the Contractor shall furnish
proper appliances and facilities for testing and draining the same,
without injury to the work or surrounding territory. He shall test by
filling the pipe with clean water in the manner described under
exfiltration tests; however, in no case shall there be any visible
leakage, Water for making tests shall be furnished by the Contractor
at his expense.
(2) Any defects, cracks, or leakage that may develop, or that may be
discovered either in the joints or in the body of the pipe, shall be
promptly made good by the Contractor, at his own expense, and to the
satisfaction of the Engineer.
(3) Upon written permission of the Engineer, the system may be backfilled
prior to testing, it being understood that the Contractor assumes the
risk of re -excavating to the pipe in the event the system fails to meet
the requirements of the pressure test.
Rev. 03/11 SECTION 7

Page 24
(c) INFILTRATION TESTS
(1) Infiltration is not allowable. The joints shalt be tight and visible leakage
in the joints or pipe barrel shall be repaired at the Contractor's expense
by any means found to be necessary, and with the Engineer's consent.
(d) EXFILTRATION TESTS
(1) In areas where ground water is not encountered during sewer
construction, the Contractor shall furnish and install all necessary
materials, equipment, shall supply water, etc., and run exfiltration tests
as hereinafter described before the sewer is accepted. The joints shall
be tight and leakage shall be repaired by any means found to be
necessary.
(2) To check the amount of exfiltration, the ends of each section of sewer
between manholes shall be plugged with watertight bulkheads, Inserted
in each bulkhead, at the top of the sewer pipe, shall be a 2 inch pipe,
with an elbow, extending 4 feet vertically in the upper manhole and to
the same elevation in the lower manhole. Air in the sewer pipe shall be
exhausted by filling the 2 inch upper manhole pipe to a height of 4 feet
of water. Using measured containers, the water shall be poured into the
upper 2 inch pipe as needed to maintain a constant head of 4 feet in the
upper pipe for a period of thirty minutes, not allowing the lower pipe to
overflow.
(e) Air Tests
(1) Unless site conditions are such that the site to be tested is submerged in
groundwater, all clay pipes shall be air tested in accordance with ASTM
C828. In conditions where this test is not used; the pipe shall undergo
infiltration tests as outlined by 7,04.1(c). With the consent of the
Engineer, the air test may be utilized in lieu of the hydrostatic test
covered in the above sections for other types of pipe. This substitution
shall only be considered for pipe 12" in diameter and smaller.
(f) Deflection Tests
(1) Deflection tests shall be performed on all pipe installations. The test
shall be conducted after the final backfill has been in place at least 30
days to permit stabilization of the soil/pipe system. As an alternative to
waiting 30 days to permit stabilization of the soil/pipe system, the
Engineer will accept certification from a soil -testing firm verifying that the
backfill of the trench has been compacted to at least 95% maximum
density.
(2) No pipe shall exceed a deflection of 5 percent. If deflection exceeds 5
percent, replacement or connection shall be accomplished in
accordance with requirements in the approved specifications.
(3) The rigid ball or mandrel used for the deflection test shall have a
diameter not less than 95 percent of the base inside diameter or
average inside diameter of the pipe depending on which is specified in
Rev. 03111 SECTION 7

Page 25
the ASTM Specification, to which the pipe is manufactured. The pipe
shall be measured in compliance with ASTM D 2122 Standard Test
Method determining Dimensions of Thermoplastic Pipe and Fittings.
The test shall be performed without mechanical pulling devices.
7.04.2 RESPONSIBILITY
(a) GENERAL
(1) Sewers must be built so as to remain true to line and grade. The
inclining grade of the bottom of the sewer after completion shall be
such that after flooding, the flood water will drain off so that no remain-
ing puddle of water will be deeper than one-half (112) of an inch on
pipe thirty-six (36) inches internal diameter or smaller, and three-
quarters (314) of an inch on pipe larger than thirty-six (36) inches
internal diameter. Any section of pipe that does not comply with
specifications at any time previous to final acceptance of the work
shall be replaced or relaid at the Contractor's expense.
(2) The Contractor will be held strictly responsible that all parts of the
work shall bear the load of the backfill. If cracks one -hundredth
(1/100) of an inch develop in the pipe within one year from the date of
final acceptance of the work, the Contractor will be required to
replace, at his expense, all such cracked pipe. To this end, the
Contractor is advised to purchase pipe under a guarantee from the
manufacturer, guaranteeing proper service of sewer pipe under condi-
tions established by the Contract Drawings, Contract Specifications,
and local conditions at the site of the work.
7.05 MEASUREMENT FOR, PAYMENT AND COMPENSATION
7.05.1 GENERAL
If any or all of the work to be performed under this Contract is on a unit price
basis, the actual number of units of each unit price item or work performed may
be more or less than the number stated in the Bidding Schedule of the Proposal,
or included in the Contract, but no variation in the Contract unit price will be made
on that account. Payment will be made only for the actual number of units incor-
porated in the work, or for the actual number of units of work performed, and -at
the contract unit price for each such unit with measurement for payment made as
defined in the following paragraphs. Measurement for payment of work done on
a unit price basis will be as follows:
7.06.2 FITTINGS AND SPECIALS
Unless otherwise specifically provided in the Project Specifications the cost of
furnishing and placing specials and fittings shown on the Contract Drawings
and/or called for in the Project Specifications shall be merged in the unit prices for
the pipelines, and will not be paid for separately.
Rev. 03/11 SECTION 7

Page 26
7.06.3 GRAVITY SEWERS, CONDUITS, CULVERTS, AND DRAINS
(a) Measurement of gravity sewer lines, conduits, culverts and drains will be
made along the centerline of the line, whether curved or straight, measured in
place. The payment for gravity pipelines and related items that are presented
in unit price schedules _and requested on a depth of cut basis shall be the
depth of cut obtained by subtracting the perpendicular distance along the
centerline of the structure or pipeline's flow line or invert from the natural
ground surface or top of structure.
(b) Linear measurements on sewers of thirty-six (36) inches or less internal
diameter will be made straight through the manholes. On sewers larger than
thirty-six (36) inches internal diameter, measurement will start and terminate
at the inside face of manholes.
(c) Measurement on catch basin sewer connection leads will be made from the
centerline of basins to the centerline of the manholes or sewers.
Measurement of sewer leads between inlet boxes and catch basins wilt be
made from the inside wall of the inlet box to the centerline of the catch basin.
Half traps and running traps will be included in the above measurement and
will not be paid for separately.
7,05.4 DUCTILE IRON PIPE AND FITTINGS FOR RAISING OR LOWERING
WATER MAINS
Measurement for payment will be made only for raising or lowering those water
mains which lie within the area to be occupied by the sewer, conduit or structure.
7.05.5 RELOCATION OF WATER SERVICE PIPES
Measurement for payment will be made only for relocating those water service
pipes which lie within the area to be occupied by the sewer, conduit or structure.
Rev. 03/11 SECTION 7

Page 1
GENERAL SPECIFICATIONS
SECTION 8.0
THIS SECTION NOT USED

Page 1
GENERAL SPECIFICATIONS
9.01 GENERAL
9.01.1 SCOPE OF WORK
(a) All labor, material, equipment, tools and services required for the furnishing and
installation of all concrete, both precast and cast in place, reinforcing steel and
appurtenances for structures and structural frames required on the Contract shall be
furnished and installed in compliance with the following General Specifications, with
the Project Specifications, and with the Contract Drawings.
(b) This General Specification section, designated as Concrete and Reinforcing, covers
the description of materials generally utilized in precast and cast in place reinforced
concrete construction and the installation of such materials. The Project
Specifications and the Contract Drawings designate the specific work, its locations
and the construction methods to be used on all Concrete and Reinforcing Steel
installations under this Section. The inclusion of items of material or work within this
Specification does not necessarily constitute their use on this Project.
9.01.2 SUBMITTALS
(a) SHOP DRAWINGS - Attention is directed to the provisions in the General Conditions
of the Contract requiring submission to the Engineer of descriptive details and of shop
and setting drawings. On Concrete and Reinforcing Steel installations such
submission shall include the following, even though items proposed to be furnished
conform to the exact description stated in the General or Project Specifications.
(1) Bar lists, bending details and setting drawings for all reinforcing.
(b) PRODUCT DATA - Manufacturers descriptive data and details shall be submitted on
the following products:
(1) Admixtures.
(2) Joint Materials.
(3) Reinforcing Steel support chairs,
(4) Form Ties.
(5) Forms, if fabricated off the site.
(6) Reinforcing Mesh.
(7) Vapor barriers.
(8) Floor and Slab Hardeners.
(9) Non -Slip aggregate.
(10) Curing Materials.
(11) Fiber Reinforcing Materials.
(12) Precast structures.
Rev. 03/09 SECTION 9

Page 2
(c) ix proposed for each different concrete mix
required for the project shall be submitted. The report shall include the following:
(1)
Name ofconcrete producer,
(2)
Name ornumber ofmix.
(3)
Description, source and quantities ufall ingredients.
(4)
VVater/uerUentraUo.
(G)
{Bump.
(6)
Air content.
(7)
Specified compressive strength.
(Q)
Average compressive strength bytest and age oftest.
(d) signed hvmanufactures indicating that
materials comply with requirements shall be submitted for each of the following
items tnheused:
(1) Cement
(2) Aggregates
(3) Reinforcing Steel
(e) the following materials shall besubmitted, unless otherwise
specified in the Project Specifications:
(1) Coarse Aggregate,
(2) Fine Aggregate,
(f) directed bvthe Engineer, the concrete producer
ohoU submit written description of production ability, including facilities, personnel
and a list of similar completed projects.
9.01.3 QUALITY ASSURANCE
(a) Routine testing of materials and concrete for compliance with the
Specifications shall be the responsibility nfthe Contractor. The Contractor shall
- engage and pay anindependent testing laboratory hoperform quality control tests eo
required bythe Contract Documents. All tests and the manner |nwhich they are
conducted shall basatisfactory hothe Engineer. The testing laboratory shall have
prior approval from the Engineer,
(b) CONCRETE PRODUCER QUALIFICATIONS - The concrete producer shall have
not less than 5 years experience in the production of structural concrete and shall
have previously supplied concrete for not less than 5 projects similar in scope of this
(c) TESTING AGENCY QUALIFICATIONS - The testing agency shall provide evidence
to the Engineer that an inspection of its facilities within the previous 12 months was
made by the Cement and Concrete Reference Laboratory of the National Institute of
Standards and that any deficiencies noted in the report of that inspection have been
Rev, 03/09 SECTION 9

Page 3
9.01.4 STANDARDS
(a) Where materials and methods are indicated in the following specifications as being in
conformance with a standard specification, it shall refer in all cases to the latest
edition of the specification and shall include all interim revisions. Listing of a standard
specification without further reference indicates that the particular material or method
shall conform to such listed specification.
(b) The following reference specifications shall govern the work covered by this Section,
unless otherwise noted or detailed:
American Concrete Institute
ACI-211.1
Standard Practice for Selecting Proportions for Normal,
Heavyweight and Mass Concrete
ACE-211.2
Standard Practice for Selecting Proportions for Structural
Lightweight Concrete
ACI-301
Specifications for Structural Concrete for Buildings
ACI-304
Guide for Measuring, Mixing, Transporting, and Placing
Concrete
ACI-305
Recommended Practice for Hot Weather Concreting
ACI-306
Recommended Practice for Cold Weather Concreting
ACI-308
Recommended Practice for Curing Concrete
ACI-309
Guide for Consolidation of Concrete
ACI-315
Manual of Standard Practice for Detailing Reinforced
Concrete Structures
ACI-318
Building Code Requirements for Reinforced Concrete
ACI-347
Recommended Practice for Concrete Formwork
Concrete Reinforcing Steel Institute
CRSI Manual of Standard Practice
American Society for Testina and Materials
A 82
Specification for Cold -Drawn Steel Wire for Concrete
Reinforcement
A 185
Specification for Welded Steel Wire Fabric for Concrete
Reinforcement
A 496
Specification for Deformed Steel Wire for Concrete
Reinforcement
A 497
Specification for Welded Deformed Steel Wire Fabric for
Concrete Reinforcement
A 615
Specification for Deformed and Plain Billet -Steel Bars for
Concrete Reinforcement
C 33
Specification for Concrete Aggregates
Rev. 03109 SECTION 9

Page 4
American Society
for Testing and Materials ... continued
C 39
Test for Compressive Strength of Cylindrical Concrete
Specimens
C 94
Specification for Ready -Mixed Concrete
C 150
Specification for Portland Cement
C 309
Specification for Liquid Membrane -Forming Compounds
for Curing Concrete
C 1059
Specification for Latex Agents for Bonding Fresh to
Hardened Concrete
D 1751 Specification for Performed Expansion Joint Filler for
Concrete Paving and Structural Construction
(Nonextruding and Resilient Bituminous Types)
D 1752 Specification for Performed Sponge Rubber and Cork
Expansion Joint Fillers for Concrete Paving and Structural
Construction
-9.01,5 DELIVERY, STORAGE AND HANDLING
(a) STORAGE - Cement and aggregates shall be stored in such a manner as to
prevent deterioration or intrusion of foreign matter. Liquid admixtures shall be
protected from freezing and from settling out of solution. Any deteriorated or
damaged material shall not be used for concrete.
(b) DELIVERY OF REINFORCING BARS - Reinforcing bars shall be delivered
without bending.
(c) DELIVERY OF CONCRETE - Revolution counters shall be in operation for all
concrete discharged for use on this project,
9.02 CONSTRUCTION MATERIALS
9.02.1 GENERAL
All materials and fabricated items shall be furnished by an established and reputable
manufacturer or supplier. All materials and fabricated items shall be new and shall be of
first-class ingredients and construction and guaranteed to perform the service required
and shall conform to the following standard specifications. Cited examples are used
only to denote the quality standard of product desired and does not restrict
bidders to a specific brand, make, manufacturer or specific name. They are used
only to set forth and convey to bidders the general style, type, character, and
quality of product desired. Equivalent products will be acceptable.
9.02.2 CONCRETE MATERIALS
(a) PORTLAND CEMENT - Portland cement shall conform to Specifications for
Portland Cement ASTM C-150 and shall be Type 1, except, where high early
strength concrete is called for, cement shall be Type I11.
Rev. 03109 SECTION 9

Page 5
(b) CONCRETE AGGREGATES
(1) Concrete aggregates shall conform to ASTM C33, Specifications for
Concrete Aggregates. Aggregates failing to meet these requirements but
producing concrete of the required quality as shown by special test or
actual service may be used where authorized by the Engineer. (See
Table 1, Grading of Fine and Coarse Aggregate for Concrete).
(2) The maximum size of the aggregate shall be not larger than 1/5 of the
narrowest dimension between sides of the forms within which the
concrete is to be cast nor larger than 314 of the minimum clear spacing
between reinforcing bars, or between reinforcing bars and forms. For
unreinforced slabs, the maximum size of aggregate shall be not larger
than 1/3 of the slab thickness.
(3) Coarse Aggregate shall consist of clean gravel or crushed stone, free
from soft or elongated pieces and deleterious substances.
(4) Fine aggregate shall consist of sand having clean, hard, durable grains
free from deleterious substance. Sand shall be tested for impurities in
accordance with ASTM C 40 and shall be rejected for exposed work if it
shows a color darker than the reference color. A soundness test shall be
conducted in accordance with ASTM C 88..
(c) ADMIXTURES - Admixtures shall be measured and dispensed according to the
manufacturer's recommendations.
(1) AIR ENTRAINING R Air entraining admixtures shall conform to ASTM C
260 "Specifications for Air -Entraining Admixtures for Concrete.
(2) WATER REDUCING - Water reducing admixtures shall be composed
essentially of water soluble reacting products of an amine and an organic
acid, and shall not contain lignosulfonic acid, its derivatives or calcium
chloride. Admixtures shall conform to ASTM C 494, Types A, D or E,
dependent on the necessity for providing retarding or accelerating
characteristics to the mix.
(3) OTHER - Other admixtures shall conform to appropriate ASTM
Standards. Their use shall be approved by the Engineer.
(d) MIXING WATER - Preferably, water used in mixing concrete shall be fresh, clean
and potable. Nonpotable water may be used if mortar cubes made with the water
in question have 7 and 28 days strengths equal to those of companion specimens
in which potable water was used.
9.02.3 REINFORCING
(a) BARS -Intermediate grade, deformed -ASTM A615, grade 60.
(b) WELDED FABRIC AND COLD DRAWN WIRE - ASTM A82, A185, A496 and
A497.
Rev. 03/09 SECTION 9

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9.02.4 JOINTING MATERIALS
(a) WATER STOPS - Ribbed or corrugated and manufactured from virgin polyvinyl
chloride material.
In construction joints - "Durajoint' type 7 as manufactured by W. R.
Grace and Co., Bometals, Vinylex, Greenstreet or equal.
(2) In expansion joints - "Durajoint" type 7C as manufactured by W. R. Grace
Co., Bometals, Vinylex, Greenstreet or equal.
(b) EXPANSION JOINTS MATERIAL - Resilient premolded self- expanding cork
conforming to ASTM D 1752 or asphalt -saturated cellulosic fiber conforming to
ASTM D 1751.
(c) SEALANT - Gray polysulfide joint seater "Hornflex" as manufactured by W. R.
Grace and Co., BASF Sonneborn NP-2, Pecora Dynatrol 11, Tremco Dymeric or
equal.
(d) FOR PRECAST CONCRETE ITEMS - The joints between sections shall be of the
tongue and groove design sealed with a vulcanized butyl rubber elastomeric
compound which meets Federal Specification No. SS-S-00210 and which has a
temperature service range of -65 degrees F to +200 degrees F, Unless
otherwise specified joints will be grouted.
(e) EPDXY JOINT FILLER FOR FLOORS - Semirigid, 100 percent solids, epoxy
resin with a Shore A hardness of 80 per ASTM D 2240.
9.02.5 FLOOR TREATMENT MATERIALS
(a) LIQUID FLOOR HARDENER — BASF Sonneborn Lapidolith, Dayton Superior
Burke o lith, Symons Buff Hard, or approved equal.
(b) SHAKE�ON FLOOR HARDENER - Factory -graded, packaged, rustproof,
nonglazing, abrasive aggregate of fused aluminum oxide granules or crushed
emery with emery containing not less than 50 percent aluminum oxide and not
less than 24 percent ferric oxide; unaffected by freezing, moisture and cleaning
materials,
9.02,6 CONCRETE CURING MATERIALS
(a) CURING PAPER— Concrete curing paper shall meet ASTM C171,Type I.
(b) FILM -Polyethylene film conforming to ASTM C 171.
(c) ABSORPTIVE COVER - AASHTO M 182, Class 2, burlap cloth, weighing
approximately 9 ozJsq. yd.
(d) LIQUID MEMBRANE FORMING CURING COMPOUND - Wax free resin type,
capable of retaining 95% of the moisture for the specified curing period and
conforming to ASTM C-309, Type 1, and containing a red fugitive dye. Curing
compound applied to surfaces to be left permanently exposed to view shall not
cause permanent discoloration or otherwise adversely affect the appearance of
these surfaces.
Rev. 03/09 SECTION 9

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9.02.7 GROUT
(a) NONSHRINK GROUT FOR GROUTING COLUMN AND EQUIPMENT BASE
PLATES - Non-metallic aggregate grout capable of developing full strength
without vertical confinement, and requiring no cutting or capping of shoulders.
Grout shall be composed of 114 inch maximum size coarse aggregate; cement,
sand and water in same proportions as specified for Class B concrete, added in
accordance with the manufacturer's recommendations. All non -confined portions
of this grout mixture shall be removed and replaced with general purpose grout
for final acceptance. This requirement is in effect unless deleted by the Project
Specification.
(b) GENERAL PURPOSE GROUT - Composed of equal parts of sand and cement,
with water sufficient to produce required consistency.
9.02.8 BONDING AGENT
(a) BONDING AGENT - Non-redispersibie acrylic emulsion conforming to ASTM C
1059, Type 11.
9.02.9 DRAINAGE FILL UNDER SLABS ON GRADE
NC Department of Transportation, Division of Highways Standard Size No. 5 stone,
unless shown otherwise on the Contract Drawings.
9.02.10 VAPOR BARRIIE R UNDER SLABS ON GRADE
Vapor barrier must conform to the requirements of ASTM E154.
9.02.11 PRECAST CONCRETE STRUCTURES
(a) FINISH - All finished precast units shall be neat and smooth in appearance. The
concrete surface shall be dense and free of holes, voids, honeycombs, or other
irregularities. Precast units having a mottled, uneven, or discolored
appearance will be rejected. The finish requirements for the precast concrete will
be the same as for cast in place concrete.
(b) IDENTIFICATION - Each precast structure shall have date of casting stamped or
painted on it. If multiple castings are to be erected together, each section shall be
numbered to facilitate assembly, alignment and sequence of erection.
(c) CURING Precast units shall be subjected to any one of the methods of curing
described below or to any other method or combination of methods approved by
the Engineer that will give satisfactory results. The precast units shall be cured
for a sufficient length of time so that the concrete will develop the specified
compressive strength in 28 days or less.
(1) Steam Curing - Precast units shall be placed in curing chamber, free
from outside drafts, and cured in a moist atmosphere maintained by the
injection of steam for such time and such temperature as may be needed
to enable the units to meet the strength requirements. The curing
chamber shall be so constructed as to allow circulation of steam around
the entire unit.
(2) Water Curing - Precast units may be water -cured by covering with water -
saturated material or by a system of perforated pipes, mechanical
sprinklers, porous hose, or by any other approved method, that will keep
the units moist for a minimum of 5 days after casting.
Rev. 03/09 SECTION 9

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(3) The manufacturer may, at his option, combine the methods above as
long as the required concrete compressive strength is attained.
(4) A sealing membrane may be applied and should be left intact until the
required strength requirements are met. The concrete at the time of
application shall be within 90 degrees F. of the atmospheric temperature.
All surfaces shall be kept moist prior to the application of the compounds
and shall be damp when the compound is applied. This method shall not
be used on surfaces to be painted, surfaces to receive a bituminous
membrane or surfaces which are to receive a finish treatment of any
kind.
9,02.12 CONCRETE MIXES
(aa GENERAL - Mix designs shall be prepared by an independent testing laboratory
in accordance with the following requirements,
(b) COMPOSITION - Concrete shall be composed of Portland cement, fine
aggregate, coarse aggregate, water and admixtures as specified herein.
(c) WORKABILITY - The proportions of the concrete shall produce a plastic mixture
that will work readily, with the placement method used, into the corners and
angles of the forms and around reinforcement without segregation or bleeding.
Maximum slump shall be 4 inches for concrete to be consolidated by mechanical
vibrators and -5 inches for concrete to be consolidated by other means. Concrete
containing a high range water reducing admixture shall have a maximum slump
of 4 inches before adding the admixture and 8 inches with the admixture.
(d) STRENGTH - The proportions of the concrete shall produce concrete which has
the compressive strength required. Unless specified otherwise in the Project
Specifications or noted otherwise on the Contract Drawings, all cast in place
concrete shall have the compressive strength at 28-days listed below for its class.
(e) CLASSES - The classes of cast -in -place concrete are as follows -
Class
Compressive
Strength, psi
Application
A
4,000
Footings and slabs on grade
B
4,000
Supported slabs, beams, columns and walls
C
4,000
fillets, cradles and filling voids or backfilling
and sidewalks, pedestrian ramps, etc
D
4,000
Concrete pavement
E
4,000
Curb and gutter
(f) AGGREGATE - Coarse aggregate shall be used in each Class of concrete in the
greatest amount consistent with required workability. The ratio of sand to total
aggregate shall be from 33 to 42 percent by weight based upon surface dry
material, unless a higher percentage is authorized by the Engineer due to
character of coarse aggregate. Over- sanded mixtures will not be accepted.
Minor changes in aggregate proportioning shall be made during the progress of
the work to adjust for changes in aggregate gradations.
(g) AIR CONTENT - Concrete for flatwork, curbs, stairs, platforms and ramps which
will be exposed to precipitation, and at other locations as indicated in the Project
Rev. 03109 SECTION 9

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Specifications or on the Contract Drawings, shall be air entrained. The total air
content shall be as follows:
Nominal maximum size of Total air content,
Coarse aggregate, inches percent by volume
Y
5-9
3l
4-8
1
3.5 - 6.5
1%
3-6
Concrete for floors to receive a steel trowel finish shall not be air entrained.
(h) ADMIXTURES - Except as noted on the Contract Drawings, all cast in place
concrete shall contain an approved water reducing admixture conforming to
ASTM specification C 494. Admixture Types A, D, E or F may be used,
dependent on the necessity for providing retarding or accelerating characteristics
to the mix. The use of calcium chloride in concrete is prohibited. The admixture
shall be used and dispensed according to the recommendations of the
manufacturer. Proportioning and mixing shall be as recommended by the
manufacturer.
(i) ADDITIONAL WATER - The addition of water to plant mix concrete is
discouraged. At any time when additional water is to be added to plant mix
concrete, the Contractor shall supply the Engineer with documentation to prove
that the total amount of all water in the mix is not exceeding the plant mix design
or in the event of no specific plant mix design, not exceeding the allocations as
provided herein. If on -site additions of water are requested, all necessary
materials to substantiate the maximum amount of field added water shall be
made available to the Engineer prior to any concrete pour. ACI-304 R-89 refers.
(j) MIX DESIGN - Proportions of concrete mixes shall be determined according to
ACI 301 based on field tests or trial mixes.
(1) TRIAL MIXES - Where required, an advance design of each concrete mix
required shall be made by an independent Testing Laboratory in
accordance with ACI 211A, for normal concrete, or ACI 211.2, for
lightweight concrete, to attain the properties of strength, slump and
entrained air content. Advance tests of each class of concrete where
required shall be made in accordance with ASTM C31 by an Independent
Testing Laboratory. Four standard 6 inch compression cylinders, one to
be tested at 7 days and two at 28 days, per ASTM C39, shall be made
with the proportioning and materials proposed to be used on this
Contract. The slump shall not be less than the greatest slump expected
to be used in the structures. Test specimens shall be made before
beginning operations, using the consistencies suitable for the work and in
accordance with ASTM Method of Making and Curing Concrete
Compression and Flexure Test Specimens in the Laboratory (ASTM
C192). Tests shall be conducted according to ASTM Method of Test for
Compressive Strength of Molded Concrete Cylinders (ASTM C39). A
curve shall be established to represent the relationship between the
water cement ratio and the minimum 28 day compressive strength or
earlier strength at which the concrete is to receive its full working load.
The range of values on the curve shall include all the compressive
strengths called for by these Contract Documents. The curve shall be
established by at least three points, each point denoting average values
from at least four test specimens. The water cement ratio shall
Rev. 03/09 SECTION 9

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correspond to a strength sufficiently high as to ensure that none of
the strength tests shall have values less than the specified strength.
The tests made on the aggregates as required above may be made a
part of these tests if suitably referenced on the reports which shall be
issued at 7 and 28 days. These tests shall be repeated if necessary
because of changes in materials or unsatisfactory results. Unfavorable
results of actual pours may necessitate redesign of Mixes.
9.02.13 CONCRETE MIXING
(a) BATCHING - All concrete and mortar materials shall be measured in
conformance with ASTM C 94.
(b) MIXING CONCRETE
(1) Mixer - The mixing of concrete shall be done in a batch mixer of
approved type or in ready -mix equipment conforming to ASTM C 94. The
volume of the mixed materials for each batch shall not exceed the
manufacturer's rated capacity of the mixer. All concrete mixers, stationary
or transit mix, shall be equipped with revolution counters in proper
working order..
(2) Mixing Time - Concrete shall be mixed until there is a uniform distribution
of the materials and shall be discharged completely before the mixer is
recharged. For job mixed concrete, the mixer shall be rotated at the
speed recommended by the manufacturer and mixing shall be continued
for at least one minute after all materials are in the mixer. For mixers
larger than 1 cubic yard capacity, the minimum mixing time shall be
increased 15 seconds for each additional one-half cubic yard of concrete
capacity.For job mixed concrete, the mixer shall be rotated at a speed
recommended by the manufacturer. Each batch of one cubic yard or less
shall be mixed for at least one minute after all materials are in the mixer.
The mixing time shall be increased by 15 seconds for each additional
cubic yard or fraction thereof. The entire batch shall be discharged
before the mixer is recharged. If job mixed concrete is used, all
equipment and methods of mixing employed must be approved by the
Engineer.
(c) COLD WEATHER SATCHING - Procedures in ACI-306, "Recommended
Practice for Cold Weather Concreting", shall be followed. When the temperature
is below 40 degrees F or is likely to fall below 40 degrees F during the 24-hour
period after placing, adequate equipment shall be provided for heating the
concrete materials. No frozen materials or materials containing ice shall be used.
Temperature of the separate materials, including the mixing water, when placed
in the mixer shall not exceed 140 degrees F. When placed in forms the concrete
shall have a temperature between 60 degrees F and 90 degrees F.
(d) HOT WEATHER. EATCHING - Procedures in ACI-305, Recommended Practice
for Hot Weather Concreting, shall be followed. Concrete temperature shall not
exceed 900 F prior to placement..
(e) MIXING MORTARS - The mixing of mortars and grouts shall conform to the
requirements for Mixing Concrete as stated above.
Rev, 03109 SECTION 9

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9.03 CONSTRUCTION METHODS
9.03.1 PREPARATION OF EQUIPMENT
(a) Before placement, all equipment for mixing and transporting the concrete shall be
cleaned and all debris and ice shall be removed from the places occupied by the
concrete. Forms- shall be thoroughly wetted (except in freezing weather) or oiled,
and masonry filler units that will be in contact with concrete shall be well drenched
(except in freezing weather). The reinforcement shall be thoroughly cleaned of
ice, dirt, rust, scale or other coatings.
(b) Water shall be removed from place of deposit before concrete is placed unless
otherwise permitted by the Engineer, All laitance and other unsound material
shall be removed from hardened concrete by sand blasting, chipping or wire
brushing before additional concrete is added.
9.03.2 INSPECTION
After the reinforcing steel is in place and all formwork completed, and at least 48 hours
before placing concrete (unless shorter notice is specifically permitted), the Contractor
shall notify the Engineer that the work is ready for his inspection. The Engineer will then
inspect the work The Contractor shall have capable men on the job who shall assist the
Engineer in inspecting the work and who shall make all changes in the work required by
the Engineer prior to placing the concrete.
9.03.3 WATERTIGHT STRUCTURES
All concrete structures shall be made watertight. The Contractor shall use all means
necessary to produce structures that are absolutely watertight against hydraulic
pressure both from inside and from outside. Concrete walls, etc„ that show seepage or
damp spots will not be accepted until this condition is corrected. No waterproofing
ingredients shall be added to the concrete mix unless approved by the Engineer.
Should contractor cracks occur in the concrete work, the Contractor shall make such
repairs as necessary to produce a watertight structure.
9,03.4 FORMWORK
(a) Construction - Forms shall be constructed to conform to the shape, form, line and
grade indicated on the Contract Drawings; shall be mortar tight and shall be
maintained sufficiently rigid to prevent deformation under load. Forms for
exposed concrete surfaces shall be faced with smooth plywood, Exposed wall
surfaces shall include interior and exterior concrete surfaces, beams, columns,
slabs, and all tank, chamber and tunnel walls except those in contact with earth..
All exposed corners shall be chamfered 3/4 inch, unless otherwise noted on the
Contract Drawings. Unlined forms may be used for concrete work not exposed to
view upon completion of the Project. Forms shall be coated with a nonstaining
mineral oil. Absolutely, under no condition, will the coating of reinforcing or form
ties with the form release oil be tolerated. The Contractor shall be completely
responsible for the design and the structural safety of the formwork, shoring and
bracing and shall provide a reasonable factor of safety in all designs. An
adequate amount of wafers, stiffeners and braces shall be used to ensure straight
walls upon stripping of forms.
(b) Alignment -Edges of form panels in contact with concrete exposed to view in the
finished work shall be flush within 1/32 inch. Forms for plane surface areas shall
be such that the concrete will be plane within 1 /8 inch in 4 feet. Leading edges of
Rev. 03/09 SECTION 9

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concrete at top of walls and other exposed locations shall lie within 1/4 inch as
measured from a 10 foot template,
(c) Removal - Forms shall be removed in such a manner as to insure the complete
safety of the structure. Beam and girder side forms, columns and wall forms may
be removed as soon as the concrete has attained sufficient strength to sustain its
own weight, but not less than 48 hours subsequent to placement. Supporting
forms and shoring for slabs, beams, girders and other structural members shall
not be removed until the members have acquired sufficient strength to support
safely their own weight and superimposed loads, but in no case less than 14
days, provided sample test cylinders show a strength of not less than 3,000 p.s.i.
in- compression when cured under conditions similar to those affecting the
structure involved.
9.03.5 FORM TIES
(a) The type of form ties proposed to be used shall be approved by the Engineer
before installation. Wire ties will not be permitted. Form ties shall be adjustable
in length or of proper fixed length and of such type as to leave no metal closer
than one and one half inches to the finished concrete surface. Ties shall not
leave holes larger than one inch diameter at the surface of concrete. Unless
otherwise permitted ties shall be left in place. A plastic cone spacer shall be used
at each end of the form tie allowing a full 1 Y2 inch breakback.
(b) Removable portion of form ties shall be removed from the concrete immediately
after removing the forms. Care shall be exercised to avoid spalling the exposed
concrete surfaces.
(c) Within 24 hours after forms are removed, holes left by removal of ties shall be
patched as specified in 9.03.12.
9.03.6 REINFORCING
(a) Reinforcing steel shall be handled and placed in accordance with ACI 315, ACI
318 and the CRSI Manual of Standard Practice. Reinforcing steel, at the time
concrete is placed shall be free from rust scale or other coatings that will destroy
or reduce the bond. It shall be accurately placed in accordance with the Contract
Drawings and shall be adequately secured in position by concrete or metal chairs,
spacers and tie wires.
(b) Metal reinforcement shall be accurately positioned and secured against
displacement by using annealed wire of not less than No, 16 gauge, or suitable
clips at intersections, and shall be supported in a manner that will keep all metal
away from the exposed surfaces of the wall. Nails shall not be driven into the
outside forms to support reinforcement nor shall any other device for this purpose
come in contact with the outside form on walls exposed to view after structure is
completed.
(c) All bars shall lap a minimum of 36 bar diameters. Adjacent sheets of wire mesh
shall lap a minimum of 6 inches and be securely wired together. Reinforcing
steel in slabs and footings poured against grade shall be supported on precast
concrete units spaced at intervals required by the size of reinforcement used and
of the proper height to accommodate the proper positioning of the reinforcing.
Steel chairs and slab bolsters supporting reinforcing in beams and slabs (on
formwork) shall be galvanized or plastic protected.
(d) Reinforcement shall be carefully formed to the dimensions indicated on the
Contract Drawings. Heating of reinforcement will be permitted only when
Rev. 03/09 SECTION 9

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approved by the Engineer. Field bending of reinforcing bars which project from
concrete surfaces is prohibited,
(e) Wherever it is necessary to splice reinforcement otherwise than as shown on the
Contract Drawings, the character of the splice shall be as specified by the
Engineer on the basis of allowable bond stress, and the stress in the
reinforcement at the splice. Splices shall not be made at points of maximum
stress nor shall adjacent bars be spliced at the same point, Bar splices shall be
staggered.
(f) The reinforcement shall be protected by the -thickness of concrete indicated in the
Contract drawings. Where not otherwise shown, the thickness of concrete over
the reinforcement shall be as follows:
Location
Minimum Cover
Where concrete is deposited against the ground without
3,1
the use of forms
Where concrete is exposed to weather or to the ground
2".
but placed in forms
In slabs and walls not exposed to the ground or the
3/41'
weather
In beams, girders and columns not exposed to the
1-,1/2
round or to the weather
In all cases
at least equal to
the diameter of
the bars
(g) Exposed reinforcing bars intended for bonding with future extensions shall be
protected from corrosion by concrete or other adequate covering,
9.03.7 ANCHORAGE ITEMS, CHASES, SLOTS, INSERTS, PIPING AND CONDUIT
SUPPORTS AND GUIDES AND OTHER EMBEDDED ITEMS
(a) All pipe chases, cavities, slots, inserts, anchors, etc., required may not be shown
on the Contract Drawings. Nevertheless, they shall be provided for before
concrete is poured. It shall be the requirement of this Section to notify other
Sections or Contractors in due time, so they may provide the essential
information as to size and locations and furnish any required embedded items.
These embedded items shall be supplied under the other Sections or
Contractors, but installed under this Section.
(b) Install dovetail anchor slots in concrete work for anchorage of masonry as
specified in General Specification, Masonry.
(c) Install inserts as required for support of suspended ceilings and other suspended
installations,
(d) Where items are to be installed later, the space around the fixture shall be made
watertight by completely filling with a non -shrink grout.
(e) Conduits, pipes, sleeves etc., with the outside diameter not exceeding 113 of the
thickness of concrete and spaced not closer than 3 diameters on center may be
Rev. 03/09 SECTION 9

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placed in the center of slabs, walls, beams, columns, etc., when approved by the
Engineer. Concrete covering shall be not less than 1" and preferably 2".
(f) Piping carrying liquid, air, gas, etc., shall be tested immediately prior to placing
concrete and again after concrete has attained its designed strength.
9.03.8 JOINTS
(a) Location - Joints shall be placed at locations indicated on the Contract Drawings.
Joints not indicated on the Contract Drawings shall be so made and located as to
impair least the strength of the structure. If it becomes necessary to place
construction joints at locations not shown on the Contract Drawings, the locations
of such joints shall be approved by the Engineer
(b) Construction Joints -. Joints shall have continuous keyways as indicated on the
Drawings. Where not specifically indicated on the Contract Drawings, the
keyways shall be a minimum width equal to the width of the wall divided by 3 and
a minimum- depth of 1-5/8 inches. in order to minimize shrinkage, long rows of
walls shall not be poured at one time. No more than 80 feet in the horizontal
direction shall be poured at one time without a construction joint, unless the
Engineer has given written approval of such procedure. Where a joint is to be
made, the surface of the concrete shall- be thoroughly cleaned and all laitance
removed by sweeping the top of the joint with a stiff broom just before the
concrete becomes thoroughly hard. No such joints shall be made without first
obtaining the permission of the Engineer in writing. In addition to the foregoing,
vertical joints shall be thoroughly wetted and flushed with a coat of neat cement
grout, to which has been added an approved bonding agent, immediately before
the placing of new concrete.
(c) Additional Construction Joints - Such joints shall be so made and located as to
least impair the strength of the structure. At least two hours must elapse after
depositing concrete in columns or walls before depositing concrete in beams,
girders or slabs supported thereon, Beams, girders, brackets, column capitals
and haunches shall be considered as part of the floor system and shall be placed
integrally therewith. Construction joints in floors shall be located near the middle
of the spans of slabs, beams or girders and shall have an adequate keyway.
(d) Roadway and Curb and Gutter Joints - The Contractor shall form a 1" expansion
joint between all concrete curb and gutter and retaining walls. This expansion
joint shall be an impregnated fiber material recessed from the surface one half
inch (1/2"). Upon completion of the area work, the 1" x 1/2" joint shall be
vacuumed clean and poured full of self -leveling Sikaflex 12SL Sealer.
(e) Control Joints - Crack joints shall be sawed as per the Contract Drawings,
longitudinally along the centerline of all paving, and at every 15 feet across the
pavement and at the joint between the concrete paving and the curb and gutter.
All crack joints shall be vacuumed and sealed with BASF SL-2, Pecora NR 200,
Tremco THC 900 or approved equal. All sealant shall be applied to a backer rod.
(f) Exposed edges of joint material and joint filler shall be capped with a gray
polysulfide joint sealer
(g) Water Stops - Water stops and expansion joint materials shall be securely
anchored to the formwork and reinforcing steel in a manner which will prevent
displacement during pouring of concrete. Water stops and expansion joint
materials for joints shall be continuous around all corners and intersections.
Splices shall be made using an electric splicing tool as recommended by the
water stop or expansion joint manufacturer. Heated steel plates or torches for
Rev. 03/09 SECTION 9

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joining water stops will not be permitted. Water stops shall be used in the
following locations;
(1) All vertical construction joints in walls which in the final project are
adjacent to soil.
(2) All vertical construction.jc0ts in walls of structures to be kept dry and
which are adjacent to water containing compartments, chambers or
tanks.
(3) All construction joints in slabs on grade unless specifically omitted in the
Project- Specifications.
(4) All construction joints in wails of water reservoirs.
Water stops shall be constructed to the details as shown and noted on the
Contract Drawings.
(h) Expansion Joints - Expansion joints shall include expansion joint material and
water stops of the types designated herein and in locations shown on the
Contract Drawings.
(i) Precast Structures - Precast structures shall be cast with tongue and groove or
male and female type joints and ends. When assembled the joints shall provide
alignment that is continuous and uniform without objectionable deviation from the
lines shown on the plans or without excessive grouting or sealing of the joints.
9.03.9 PLACING CONCRETE
(a) GENERAL
(f-) No concrete shall be placed prior to written approval of the Engineer of
each design mix proposed
(2) No concrete shall be placed except when the Engineer or his
representative is present and has approved the work and authorized the
placing of the concrete. The Contractor shall afford the Engineer
whatever casual labor, platforms or other access as may be required for
proper field observation of the concrete work.
(3) Field review of the work by the Engineer shall in no way relieve the
Contractor of his responsibility to furnish materials and workmanship in
full compliance with the Contract Drawings and Specifications.
(4) Concrete shall not be placed until all reinforcement is securely and
properly fastened in its correct position, nor until form ties at
construction joints have been retightened, nor until all bucks, sleeves,
castings, hangers, pipe, conduit, bolts, anchors, wire and any other
fixtures required to be embedded therein, together with forms for
openings to be left in the concrete have been placed and anchored by
the Contractor, nor until the forms and reinforcement have been oiled
and cleaned respectively as specified.
(5) The rate of delivery of concrete for any monolithic unit of a structure shall
be that which will permit proper handling, placing, and finishing of the
concrete; and shall be so regulated that the maximum interval between
the placing of batches at the work site shall not exceed 20 minutes.
Rev. 03109 SECTION 9

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(6) The Concrete shall be placed before the elapsed time, between adding
the mixing water to the mix and placing the concrete in the forms,
exceeds the following:
Air temperature 90 degrees F. and above - 30 minutes
Air temperature 80 degrees F. through 89 degrees F. - 45 minutes
Air temperature 79 degrees F. and below - 60 minutes and before
the drum has revolved 300 revolutions. To ensure mixing at the job
site, the drum must be revolved 20 revolutions at mixing speed just
before pouring.
(7) Concrete is not to be poured on drying green concrete (less than seven
(7) days curing time) without direct written -permission of the Engineer.
(b) Conveying - Concrete shall be conveyed from the mixer to the place of final
deposit by methods which will prevent separation or loss of materials. Equipment
for chuting, pumping and pneumatically conveying concrete shall be of such size
and design as to insure a practically continuous flow of concrete at the delivery
end without separation of the materials, Aluminum pipe and chutes shall not be
used, Concrete shall be handled from the mixer to the place of final deposit in
carts, buggies or conveyors, and shall not be spouted or delivered by spout or
trough from the hoists, or dumped into carts with a free fall from the mixer of
more than four (4) feet. Every possible precaution shall be taken to prevent
separation or loss of ingredients while transporting the concrete. Delivery carts or
buggies shall be kept on temporary runways built over the floor system, and
runway supports shall not bear upon reinforcing steel or fresh concrete. The
word "conveyors" as used in this specification shall be construed to include
concrete pumping machines.
(c) Depositing - Before beginning a run of concrete, hardened concrete and foreign
materials shall be removed from the inner surfaces of the mixing and conveying
equipment. All conveyances, buggies or wheel barrows shall be thoroughly
cleaned at frequent intervals during the placing of the concrete, Special care must
be exercised to prevent splashing of forms or reinforcement with concrete, and
any such splashes or accumulations of hardened or partially hardened concrete
on the forms or reinforcement above the general level of the concrete already in
place must be removed before the work proceeds. Concrete shall be placed in
the forms in such a way as to prevent segregation. All concrete for walls shall be
placed through openings in the inside form spaced at frequent intervals or
through "elephant trunks" (heavy duck canvas or galvanized iron) equipped with
suitable hopper heads. Tremies shall be of variable lengths so that the free fall
shall be three (3) to four (4) feet maximum and a sufficient number shall be
placed in the forms to ensure the concrete's being kept level at all times,
(d) When placing concrete, sufficient illumination shall be provided in the interior of
the forms so that the concrete at places of deposit is visible from deck and
runways, Concrete shall be spaded and rodded
(e) Consolidation - Unless excepted by the Project Specifications, all concrete shall
be consolidated by the use of mechanical vibrators operated by experienced
workmen under competent supervision. Vibration shall be applied directly to the
concrete unless otherwise approved by the Engineer. The intensity of vibration
shall be sufficient to cause flow or settlement of the concrete into place. Vibration
shall be applied at the point of deposit and in the area of freshly placed concrete.
It shall be of sufficient duration to accomplish thorough compaction and complete
embedment of reinforcement and fixtures, but not so long as to cause
segregation. Supplement vibrating by spading and rodding. By hand in the
corners and angles of forms and along form surfaces while the concrete is plastic
under the vibrator Faction. No forking or raking shall be permitted. When using
Rev. 03/09 SECTION 9

vibrators on floor slabs, the bottom of the vibrator must not be permitted to ride
the form supporting the slab. Vibrator must be laid onthe concrete to prevent
marring slab forme.Vibratoraand consolidation shall conform huthe requirements
ofAC| 389. When forms are namoved, surfaces ohoU be even and denaa, free
from aggregate pockets nr"honeynomb." Special omn* shall be taken to secure
dense concrete around all inserts.
Where the Contract Drawings require concrete fill to placed in concrete
masonry units, cavity walls or other similar locations where proper placement and
consolidation cannot be made, the concrete may be proportioned with 3/8"
maximum aggregate size and the maximum slump increased to 8", provided the
minimum strength requirements are maintained.
0 be (Q) Slabs on Grade _ Prior to placing reinforcement, the grade shall be prepared, the
0| compacted, the drainage fill placed and the vapor barrier,
material and other embedded items placed aarequired bythe Contract Drawings
and other Sections ofthe Specifications.
(1) Aminimum thickness fill shall be provided under
all slabs ongrade and atother looabnnonoted oothe Contract Drawings
unless specifically denoted otherwise on the Contract Drawings. The
drainage fill shall be compacted with a vibrating -plate compactor.
Compaction testing nfdrainage fill {snot required,
(2) Avapor barrier shall be provided under all slabs on grade within building
lines and at other locations noted on the Contract Drawings. The vapor
barrier shall be placed by lapping all edges a minimum cf4" and sealing
continuously with an approved roofing mastic, waterproof tape or
equivalent ooatehal. Seal around all piping and other openings through
the vapor barrier and turn up edges 2" minimum at the walls and other
vertical surfaces. Donot block weep holes.
(3) Screed chairs or other objects shall not be permitted to damage or
penetrate the vapor barrier Vrwaterproofing embnane. Buggy runways
shall beused where concrete hsrequired h)betransported over the vapor
barrier or waterproofing membrane, $o/eeds may be net in mounded
concrete inlieu ofscreed chairs.
(h) Bonding and Grouting -Concmja surfaces against which new concrete is to be
laid ehmU be thoroughly cleaned and wetted, In addition, the joint shall be
roughened as required to develop an adequate bonding surface. Existing
concrete shall have a slurry ofone (i) part cement and three (3) parts sand
brushed on prior to pouring new concrete. Horizontal construction joints in walls
shall be slushed with at least 2 |nohon ufcement and sand grout just prior to
placing new nVDuneba. This grout ohoU be of the same m|Nana as the concrete,
but with noonue aggregate omitted. At vertical construction joints, special care
shall be taken to work the freshly placed concrete to obtain an adequate amount
ofmortar otthe joint.
9.03.10 SURFACE FINISHES
(a) General - The finishing of concrete work shall be in accordance with Chapters 1O
(b) Walls and Ceilings
(1) Unexposed Surfaces - Concrete surfaces below grade adjacent to earth
and other nqrfeo*a not exposed to view after construction such as
Rev. 03/09 SECTION 9

Page 18
completely enclosed chambers, wet wells, etc., shall be given a rough
finish as follows: Fins and rough edges shall be removed, Honeycomb,
aggregate pockets, voids over 112 inch in diameter, and holes left by form
ties shall be patched as specified in "Patching Concrete" below and damp
cured for 48 hours.
(2) Exposed Surfaces - Concrete surfaces which are exposed in the finished
work for both exterior and interior locations shall be given a smooth finish
as follows: Follow all the steps noted above for a rough finish. Upon
completion of these steps, apply a smooth finish by thoroughly wetting
and then brush -coating the surfaces with cement grout composed by
volume of 1 part cement to 2 parts fine aggregate passing the No, 30
sieve and mixed with water to the consistency of thick paint, Grout shall
be cork or wood -floated to fill all pits, air bubbles, and surface holes,
Excess grout shall be scraped off- with a trowel and the surface rubbed
with burlap to remove any visible grout film. The grout shall be kept
damp by means of fog spray during the setting period. The finish of
any area shalt be completed in the same day and the limits of a finished
area shall be made at natural breaks in the finished surface. Smooth
finished surfaces shall include, but shall not be limited to the following:
a. The full height of walls and surfaces in open tanks, reservoirs
and basins.
b. Exterior walls of tanks and structures adjacent to earth to one
foot below finished grade.
c. Interior surfaces in basements, tunnels, pipe galleries, equipment
rooms, and above grade areas.
d. All surfaces which are to be painted,
(3) Rubbed Surface Finish - A rubbed surface shall be provided on surfaces
specifically designated in the Project Specifications or noted on the
Contract Drawings, The surfaces to be rubbed shall first be thoroughly
saturated with water. They shall then be rubbed with a medium coarse
carborundum stone until a light paste has been formed which shall fill all
voids, and until all form marks, fins, projections and irregularities have
been removed. The paste formed by this rubbing shall be left in place
and allowed to set. The final finish shall be obtained by a second rubbing
with a fine carborundum stone and clean water. This rubbing shall
continue until the entire surface is of a smooth texture and uniform color.
After the final rubbing is completed and the surface is dry, it shall be
lightly brushed or rubbed with burlap to remove the loose powder. The
surface shall be left free from powder blemishes, discolorations and
objectionable marks.
(c) CONCRETE FLOOR AND ROOF SLABS
(1) General m Floors shall be level with a tolerance of 1f8 inch in ten feet,
except where drains occur, in which case the floors shall be pitched to
the drains as indicated on the Contract Drawings. The dusting of wearing
surfaces with dry materials will not be permitted.
(2) Monolithic Finish - All floor surfaces, including floor surfaces of channels,
tanks and structure floors, exposed to view upon completion of Project
shall be given a monolithic finish as follows: While the concrete is still
green but sufficiently hardened to bear a man's weight without deep
imprint, it shall be wood -floated to a true, even plane with no coarse
aggregate visible. Sufficient pressure shall be used on the woodfloats to
bring moisture to the surface. The concrete shall then be double steel
Rev, 03109 SECTION 9

Page 19
troweled to produce a smooth impervious surface. Floor slabs of
reservoirs, tanks and basins and roof slabs may be power -machine
finished in lieu of steel and hand troweling. Floor slabs receiving a
wearing surface, such as asphalt, rubber or vinyl tile, linoleum, cork, etc.,
may also be power -machine finished.
(3) Rough Slab Finish - Floor slabs to receive a separate topping of
concrete, terrazzo, quarry tile, etc., shall be given a rough slab finish by
screeding with straightedges and floating to produce a reasonably true
and uniform surface. This finish shall also apply to structural floor slabs
of .channels or flumes to which a membrane waterproofing is to be
applied.
(d) SIDEWALKS, ROADWAYS, WALKWAYS, AND EXTERIOR PLATFORMS --
Such concrete surfaces shall be wood -floated to a true and even plane and steel
troweled. The surface shall then be slightly roughened by dragging burlap across
the surface or by other approved means.
(e) FLOOR HARDENER - Two coats of liquid floor hardener shall be applied to all
concrete floors in buildings not designated to receive other finish or floor covering.
-Remove all foreign materials, including mortar, paint, etc., to prevent any foreign
materials from showing through the finished surface.One coat shall be applied
upon completion of curing of the slab and one coat applied after final painting and
other finishes are complete. The final result shall be a transparent appearance
which, when subjected to an abrasion test made with a stiff wire brush, shall not
dust, but shall polish without showing abrasion.
9.03.11 PROTECTION AND CURING
(a) General - Concrete damaged by freezing or flash set drying shall be removed as
directed by the Engineer and replaced at the Contractors own expense.
(b) Provisions shall be made for maintaining concrete in a moist condition for a
period of at least 7 days after placement. For high early strength concretes,
however, moist curing shall be provided for at least the first 2 days when concrete
and air temperatures are above 50 F; and for longer periods when temperatures
are below 50 F.
(c) All concrete shall be cured- by one or more methods specified in Chapter 12 of
ACI 301. Membrane forming curing compounds shall not be used on any
surfaces against which additional concrete or finishing materials are to be
bonded. Curing compounds shall not be used on surfaces to receive hardeners.
(d) Waterproofing curing paper shall be used for final curing of fiatwork only. When
selected for final curing, the paper shall be placed as follows: Unroll curing paper
over the entire surface to be cured. Lap ends and edges a minimum of 4" and
seal continuously with masking or pressure sensitive tape and provide sufficient
weights over paper to prevent separation from concrete surface.
(e) Additional care shall be exercised in protecting and curing the concrete topping to
prevent rapid loss of moisture at any during and immediately after the curing
period.
(f) Cold -Weather Requirements - In cold weather the procedures in ACI 306 shall be
followed. Whenever the temperature of the surrounding air is below 40 degrees F
or when the possibility exists that the temperature will fall below 40 degrees F
within the 24-hour period after concrete pouring operations, concrete placed in
the forms shall have a temperature between 70 degrees F and 100 degrees F.
Rev. 03/09 SECTION 9

Page 20
All concrete shall be maintained at a temperature of not less than 50 degrees F
for at least 72 hours and shall be protected from freezing for at least an additional
72 hours or for as much time as is necessary to ensure proper curing of the
concrete. The housing, covering or other protection used in connection with
curing shall remain in place and intact at least 24 hours after the artificial heating
is discontinued. Floor slabs against earth, including slabs of tanks, reservoirs and
basins, shall be protected with a covering of suitable insulating material to prevent
frost penetration into the subgrade. Such insulation shall be of the non- staining
type. No dependence shall be placed on salt or other chemicals for the prevention
of freezing.
(g) Hot -Weather Requirements - In hot weather adequate measures shall be taken to
avoid high temperatures in fresh concrete and to prevent rapid drying of newly
placed concrete. The procedures in ACI 305 shall be followed. Additional
requirements are as follows:
(1) Aggregate stockpiles shall be kept moistened as required.
(2) Long water supply lines shall be kept covered or painted white or
aluminum. Similar precautions shall be taken with water storage tanks.
(3) Subgrades on which concrete is to be placed shall be saturated in
advance and then sprinkled just ahead of the placing operation.
(4) Fresh concrete shall be shaded as soon as passible after finishing and
moist curing shall be started as soon as it can be done without marring
surface.
9.03.12 PATCHING CONCRETE
(a) Tie Holes - Holes shall be thoroughly roughened and wetted, brush -coated with
neat cement grout, and filled with mortar. Mortar shall be a stiff mix of one part
cement to two parts fine aggregate passing the No. 16 mesh sieve, and minimum
water content. Mortar shall be thoroughly compacted in place and finished flush
with adjacent surfaces. When dry, the color of the mortar shall approximately
match the adjoining concrete.
(b) Defective Concrete
(1) If any concrete work is not formed as shown on the Drawings or if for any
reason, is out of alignment or level or shows a defective surface, it shall
be considered as not conforming with the intent of these Specifications
and shall be removed from the job by the Contractor at his expense,
unless the Engineer grants permission to patch the defective area.
Permission to patch any such areas shall not be considered a waiver of
the Engineer's right to require complete removal of the defective work if
the patching does not, in his opinion, satisfactorily restore the quality and
appearance of the surface.
(2) Immediately after removing forms, all concrete surfaces shall be
inspected and any poor joints, voids, stone pockets or other defective
areas permitted by the Engineer to be patched shall at once be patched
before the concrete is thoroughly dry. Defective areas shall be chipped
away to a depth of not less than 1" with the edges perpendicular to the
surface. Such areas which are to be patched and a space at least 6"
wide entirely surrounding them shall be wetted to prevent absorption of
water from the patching mortar. The defective areas shall be patched
with a mortar containing a special bonding agent mixed and applied in
Rev. 03109 SECTION 9

Page 21
accordance with the manufacturers instructions. The mortar shall be
made of the same material and of the same proportions as used for the
concrete except that the coarse aggregate shall be omitted, The amount
of water used in mixing the mortar shall be as little as consistent with the
requirements of handling and placing.The mortar shall be thoroughly
compacted into place and screeded off so as to leave the patch slightly
higher than the surrounding surface. It shall then be left undisturbed for a
period of one to two hours to permit initial shrinkage before being finally
finished. The patch shall be finished in such a manner as to match the
adjoining surface.
9.03.13 PLACEMENT OF PRECAST CONCRETE STRUCTURES
Placement of Precast Concrete Structures - The various sections shall be marked for
proper alignment during installation. Precast units shall be lifted and placed using lifting
eyes, hooks, holes or other methods acceptable to the Engineer, which will not overstress
or damage the concrete. Lifting devices or methods that will mar the surface of the
concrete shall not be used. Any precast unit which has been cracked, damaged, chipped,
scarred or otherwise disfigured shall not be used. Precast structures shall not be loaded,
stressed, backfilled or utilized until the concrete has reached its specified compressive
strength or has been cast for 28 days. The structure shall not be set in place until it has
been cast for 14 days or concrete has reached 75% of its specified compressive strength.
Unless otherwise specified, precast structures will be set in wet concrete and supported
on blocks to maintain proper position until concrete has set.
9.03.14 FIELD QUALITY CONTROL
(a) General - The fallowing listed tests of concrete as placed shall be performed, with
results reported to the Engineer:
(1) Strength tests.
(2) Slump tests.
(3) Air content tests.
(4) Additional strength tests, if required.
(b) Equipment - The following testing equipment shall be available when field testing
is conducted:
(1) Slump cone.
(2) Platform.
(3) Concrete molds for cylinders, including machined base if metal molds are
used-
(4) 5/8" round smooth rod approximately 24" long, one end rounded to a
hemispherical tip diameter of which is 5/8".
(5) Shovel and wheelbarrow for sampling and transporting of samples.
(6) Metal or glass covers for protecting cylinders,
(7) Small scoop for use in filling slump cone and cylinder molds.
(c) Reporting - The following data shall be reported to the testing laboratory for each
group of cylinders:
(1) Mix, including amounts and brands of materials used.
(2) Specified 28 day compressive strength.
Rev. 03/09 SECTION 9

Page 22
(3) Atmospheric temperature at time of pour.
(4) Slump.
(5) Type and amount of admixtures used.
(6) Location of concrete in the structure. (In sufficient detail to identify
definitely the pour at any later date)
The following data shall be reported by the laboratory to the Engineer and to the
Contractor:
(1) Data reported to the laboratory, listed above.
(2) Unit weight of the cylinder (pounds/cubic feet).
(3) Type of break.
(4) Percentage of aggregate broken.
(5) Breaking load (Ibs.).
(6) Breaking stress (lbs./sq. inch).
(d) Strength Testing - inuring the progress of the work, and for each different mix of
concrete, Sets of four standard 6 inch concrete cylinders shall be made and
tested. One set shall be made where less than 50 cubic yards of concrete are
placed during each day's operation. An additional set of cylinders shall be made
for each 100 cubic yards or major fraction thereof over the first 50 cubic yards.
The cylinders of each set shall be molded from the same sample of concrete.
For precast concrete items, a set of 4 standard 6" concrete cylinders shall be
made and tested for each day's casting of each item. One cylinder shall be
tested at 7 days and two at 28 days. Should the Contractor desire to remove
shoring and forms before the time stipulated in the Specifications and to subject
the concrete to loads of any kind, he will be required to provide an extra set of
test cylinders for testing at an agreed upon time to determine whether the cylinder
has actually acquired the design strength of the concrete. These test cylinders
shall receive, insofar as practicable, the same protection from the elements as
given in the portions of the structure which they represent and shall be stored on
the site. They shall be moved to the laboratory not more than two days prior to
the date of testing. Sampling of concrete for test purposes shall be per ASTM
C172. Making and curing of test cylinders shall be per ASTM C31. Testing of
specimens shall be per ASTM C39.
(1) Sampling - The sampling shall be representative of the batch. (The word
batch as here employed shall be understood to refer to one day's pour
rather than the contents of one mixer load). It shall consist of portions
from different points in the batch. When taken from truck mixers or
agitators, the samples shall be taken in three or more regular increments
throughout -the discharge of the entire batch. The composite sample shall
be mixed with a shovel sufficiently to insure homogeneity and
immediately molded into test specimens. The place of molding shall be
such that the cylinders will not have to be moved during the first 24 hours.
Molding shall be done on a platform or some -other firm, level base not
subject to vibration,
(2) Size of Specimens - Cylinders shall be 6" in diameter and 12" deep. The
mold shall be metal or other nonabsorptive material such as paraffined
cardboard, If a metal mold is used it must have a machined base which
can be secured to the mold and be watertight.
(3) Molding - Place the concrete into the mold three layers of approximately
equal volume. Move the scoop around the top edge in placing in order to
Rev. 03/09 SECTION 9

Page 23
achieve symmetrical distribution of the concrete, Distribute the concrete
further by a circular motion of the tamping rod, Rod each layer with 25
strokes of a 5/8" diameter standard rod (see equipment list). Distribute
strokes uniformly over the cross section of the mold, penetrating into the
immediate underlying layer. Bottom layer shall be rodded throughout its
depth. Where voids are left by the tamping rod, tap sides of the mold to
close the voids. After the top layer has been rodded, strike off the
surface of the concrete with a trowel and cover with a glass or metal plate
to prevent evaporation. Mark number and date on top of cylinder with a
nail or similar object.
(4) Stora e - Test specimens shall be removed from the molds at the end of
24 hours and stored in a location such that they will be protected from
damage. At the end of 48 hours they shall be moved to the laboratory
where they shall be placed in a moist room or in a lime saturated water
bath until time for testing. The temperature of the moist room or water
bath must be controlled between the limits of 60 F and 80 F. All other
conditions of curing shall conform to paragraph 7(c) ASTM C31-57. The
test specimens cured as above specified shall be the ones used for the
standard 7 day and 28 day reports.
(5) Transportation - When cylinders are moved to a laboratory they shall be
packed in boxes having inside dimensions of 7" x 21" X 13" to contain
three cylinders. The box shall be made of 1/2" plywood with a separation
partition between cylinders and equipped with a hinged lid, hasp and
carrying handle. The cylinder shall be packed completely with excelsior,
straw or sawdust and kept damp, In the top of the box place a list
showing the data fisted in paragraph "data to be reported to laboratory"
above. Fasten the lid securely and tag with a shipping ticket-
(e) Slump Testing - Where 25 or more cubic yards of concrete are placed, and as
necessary to maintain desired consistency of the concrete, a slump test shall be
made. Not fewer than one such test shall be made for each 50 cubic yards of
concrete placed at one operation. Such test shall also be made on each sample
of concrete used in fabricating strength test specimens. Test specimen shall be
formed in a standard 16-gauge, galvanized metal slump cone 12" in height, as
described by ASTM C 143-52,
(1) Sampling - Samples of concrete for test specimens shall be taken at the
mixer or from the truck mixer in the case of ready -mixed and transit -
mixed concrete, during discharge. Obtain such samples by passing a
receptacle completely through the stream of concrete, at three or more
regular intervals throughout the discharge of the entire batch except that
samples shall not be taken at the beginning or the end of discharge, The
sample shall then be transported in a wheelbarrow or some other suitable
conveyance to the place of molding. Mix the specimen with a shovel until
the specimen is uniform in appearance. Note location of batch from.
which the sample is taken for future reference.
(2) Molding - Dampen the cone and place it on a flat, moist, nonabsorbent
surface. From the sample, immediately fill the cone in three layers, each
approximately 1/3 of the volume of the cone. In placing, move the scoop
around the top edge of the cone in order to insure symmetrical
distribution of the concrete. Rod each layer with 25 strokes of a 5/8"
standard rod (see equipment list), Distribute the strokes across the cross-
section on the cone, penetrating the underlying layer. Rod the bottom
layer throughout its depth. After the top layer has been rodded, strike off
surface of the concrete with a trowel so that the cone is exactly filled.
Remove the cone by raising it carefully in a vertical direction. The slump
Rev. 03/09 SECTION 9

Page 24
shall then be measured by determining the difference between the height
of the cone and the height of the specimen.
(f) Air Content Testing - Tests for air content shall be made concurrently with making
test cylinders per ASTM C231.
(g) Additional Strength Tests - The Engineer shall be telephoned immediately if any
questionable tests are discovered. In all cases that test results of concrete
cylinders fail to meet the strength requirement established in this Specification,
the Contractor shall, at his own expense, make additional compression tests on
cored cylinders in accordance with ASTM C42, "Methods of Securing, Preparing
and Testing Specimens from Hardened Concrete for Compressive and Flexural
Strengths", or make additional load tests in accordance with ACI 318, at the
direction of the Engineer. if core tests fail to demonstrate strengths adequate for
the intended purposes of the member or members in question, as determined by
the Engineer, or if the failure to meet specified strength requirements -occurred in
members from which it is impracticable to secure test specimens by the method
of ASTM C 42, load tests shall be conducted and their results evaluated in
accordance with Chapter 2 of ACI 318, "Building Code Requirements for
Reinforced Concrete." If, in the opinion of the Engineer, these alternate strength
tests indicate that concrete has been placed which does not meet the
requirements established in this Specification, the defective concrete shall be
removed and replaced, at the Contractor's expense. Additional tests of the
hardened concrete may be required by the Engineer even though the
requirements of the Specifications were met when, in the Engineers opinion,
there is cause for concern over the adequacy of the structure.
9.04 COMPLETION OF CONTRACT
9.04.1 WATERTIGHTNESS
All structures shall be watertight. The Contractor will be required to take such steps as
are necessary to correct any and all leakage through floors or walls of structures without
additional compensation,
9.04.2 CLEAN-UP
Upon completion of all work performed under this Section, all excess materials, storage
facilities and temporary facilities shall be removed from the site, Areas which were
occupied during construction operations shall be smoothed and left in first-class condition.
9.05 MEASUREMENT FOR PAYMENT AND COMPENSATION
9.05.1 LUMP SUM CONTRACTS AND ITEMS
On lump sum contracts and on lump sum items in unit price contracts, concrete and
reinforcing steel or precast structures will not be measured for separate payment and no
additional allowance will be made for formwork, appurtenances, finishing, placing,
protecting, curing or admixtures, if used.
9.05.2 UNIT PRICE CONTRACTS AND ITEMS
(a) On unit price items and on unit prices for changes in lump sum items or contracts,
measurement and compensation for concrete and reinforcing steel, or precast
structures, placed or omitted will be made as follows.
Rev, 03/09 SECTION 9

Page 25
(b) Concrete - Measurement in cubic yards for payment or deduction will be made
computed from nominal finished dimensions of concrete of each Class and each
type of construction on which unit prices are included in the Contract. No additional
allowance will be mate for formwork, appurtenances, finishing, protecting, curing or
admixtures, if used,
(c) Reinforcing Steel - Measurement in pounds for payment or deduction will be made
computed on the basis of the theoretical weight per foot of each size of bar
multiplied by the length installed or omitted. No additional allowances will be made
for accessories or installation.
(d) forecast Structures - Measurement for payment or deduction will be made
computed on the basis of the number of units of precast structures installed or
omitted. No additional allowances will be made for formwork, appurtenances,
finishing, curing, placing, or admixtures, if used.
Rev: 03/09 SECTION 9

[
(`Page 1
10.01 GENERAL
10.01.1 SCOpEOPWORK
(a) All labor, materials, equipment, tools, and services required for the work
under this section shall be furnished and performed in compliance with the
following General Specifications, the Project Specifications and the Contract
Drawings.
(b) This General Specification designated as Snction1O.8` Manholes, Inlets,
Catch Basins, Vaults, and Drainage GtuxCtureu.covers the materials and the
installation ofsuch materials generally utilized for manholes, catch basins,
|n|ede and drainage structures, The Project Specifications and the Contract
Drawings dea|8ngb* the apeo\fio work, the materials, |noadon, gnsda� details
and construction methods to be employed on the furnishing and installation
of all o1anho|en, in>eha, mshoh basins and drainage mtnudureo. The inclusion
of items of material or work within this Specification does not necessarily
constitute their use onthis Project,
hd Manholes, inlets, catch basins, vaults, drainage structures and
appurtenances constructed andfor installed under the provisions of
Section 1U.0; Manholes, Inlets, Catch Basins, Vaults and Drainage
Shuotunea, ahoU include: providing and installing all necessary castings;
pnoviding, placng, setting and erecting all precast nunoreha structures;
providing mnbada|n, placing, setting, erecting and providing form work for
built in p|eoo structures; the excavation and baokh|| for all such structures
and providing' placing and forming all concrete necessary to build struc-
tures,
10,01�2 SHOP DRAWINGS
(a) Attention is directed to the provisions in the General Conditions of the
Contract requiring the submission to the Engineer ofdescriptive details and
of shop and setting drawings. For manhole, catch basin, inlet, vault and
drainage structure instaUaUon, such submission shall include the following,
even though items proposed to be furnished conform to the exact
description stated inthe Project o[General Specifications.
(1) Precast concrete joints, joint sealing material and reinforcing details.
(2) Full details of all castings or fabricated metals used as part of
10.01.3 STANDARDS
Where materials and methods are indicated in the fdkmvino Specifications as
being in conformance with a standard specification, it shall refer in all cases to the
latest edition ofthe specification and shall include all interim revisions. LisUogof
e standard specification without further reference indicates that the particular
material or method shall conform with such |ieb*d specification. Where
Rev. 1/12 SECTION10

manufacture��or��eo�e�p����wn����m��m����
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quality expected and in no way is to be construed to preselect the '
Contractor's supplier or equipment. They are used only to denote the i
qu«dbv standard of product desired and does not restrict bidders to a |
specific brand, make, manufacturer or specific name, They are used only tn
set forth and convey to bidders the general style. type, character, and
quality ofproduct desired. Equivalent products will be acceptable. |
10.02 CONSTRUCTION MATERIALS
10.02.1 GENERAL
All materials and appurtenances shall be furnished by an established and
reputable manufacturer or supplier. All materials and appurtenances shall be
new and aheU be of first o|aVn ingredients and construction, designed and
guaranteed to perform the service required and shall conform to the following
standard specifications or shall be the product of the listed manufacturer or
similar and equal thereto msapproved bvthe Engineer.
10,022 PRECAST, REINFORCED CONCRETE MANHOLES
(a) All precast reinforced conun*ba manhole sections shall nyaetASTM C478.
AA8HTD |N199 and NUDOT apeoifioadons, shall be traffic bearing, and
designed to withstand an H-20 loading.
(b) Manhole steps shall becomposition material, grouted into the side of the
manhole structure, The rung orcleat shall project aminimum clear distance
of seven (7)inches from the wall of the riser or cone section measured from
the point of embedment. Embedment of steps shall be a minimum of four
(4)inchoo.
(c) Pipe inlets and outlets shall bethrough precast holes fitted with water proof
rubber boots with stainless steel tightening bonds. Ifrubber boots are not
used, each inlet and outlet pipe shall have u brick masonry oo|(er built
around the pipe.
(d) Where openings must be md into sides of manhole sections for drop
connection, extreme uan* shall be exercised so as not to damage the
manhole, The method of cutting these openings shall be approved by the
Engineer. All openings cut into sides ufmanholes shall have aminimum of
six &8inches clearance between holes and manhole section joints,
(e) Eccentric cone sections shall boused where depth ufamanhole will permit
it.
(f) The top ring of cone sections shall have aflat surface formed to receive the
first course of brick masonry or grade ring,
(Q) Lifting holes hlsections cfmanholes shall beplugged with grout.
Reu1M2 SECTION 10

10.02.3 BRICK QRBLOCK MASONRY FOR MANHOLES, VAULTS,
INLETS, CATCH BASINS AND DRAINAGE STRUCTURES
(a) Masonry shall include all manholes, vaults, catch basins, inlets and drainage
structures of common brick and cement mortar; brick coWrses, where
required to bring frames and covers to grade, for vaults, concrete b|Voh or
precast concrete pipe and manholes; and the building in ofmetal castings,
pipes, sleeves and other items required inthe work, complete asshown,
specified and directed. All common brick shall beASTK8 Des: C32-73'
Grade K8GurASTyNCO2.Grade SW.
(W Mortars shall bemixed in the proportions that follow:
1sack ofmasonry cement (94 lbs.)
3 cubic feet of dry sand (240 lbs.)
(1) Masonry cement nhnk be 8dxment Huron, Alpha or equal, A_"3TM
CD Sand shall be of graded quality conforming to 'the requirements of
ASTM Des'. C144. Water shall be clean potable water, free from
injurious mdeleterious materials,
ki All bricks shall heof the best quality, hard burned brick, shall bmwhole,
sound straight, hard, uniform in structu[e, with true faces and shall be of
standard size,
(1) Bricks aheU he sampled and tested for absorption in accordance with
ASTM0es: C67. Absorption shall not exceed 9%. Certified test
reports shall be furnished to the Engineer.
(2) The bricks shall beculled and sorted when delivered onthe ground bv
experienced men furnished by the Contractor, and all bricks
condemned shall be immediately removed from the site of work.
b0 When specified,concrete blocks shall Nsused for manhole construction. All
concrete block ohoU be of the special type manufactured for manhole
construction. Such manhole blocks shall conform to ASTM C139.
10.02.4 STEPS
Structure steps shall be composition material, embedded into masonry a
minimum offour (4)inches. The rung or cleat shall project aminimum ofseven
(7)inches from the wail ofthe structure measured from the point ofembedment.
The minimum cross sectional dimension shall beone (1)inch. The minimum de-
sign live load ahoU be e single concentrated load of three hundred (300) pounds.
Steps shall bespaced twelve (12)inches apart and aligned verbce||y.
Raw 1/12 SECTION 10

Page 4
10.02.5 CASTINGS FOR FRAMES AND COVERS
(a) Manhole rings and covers, catch basin frames, grates and covers and other
drainage structure castings shall be constructed of cast iron conforming to
the latest ASTM Standard Specifications, Serial Designation A 48, for Class
30 Gray Iron Castings, shall be traffic bearing, and designed to withstand
H-20 loading. All castings shall be made accurately to the required
dimensions, fully interchangeable, sound, smooth, clean and free from
blisters, blowholes and/or other defects. Defective castings which have
been plugged or otherwise treated shall not be used. All castings shall be
thoroughly cleaned and painted or coated with a bituminous paint. Each
casting shall have its actual weight in pounds stenciled or painted on it in
white paint, The weight of all castings shall be within 5% of the weight
shown on the manufacturers' approved shop drawing submittal. Castings
will be weighed at random. Those weighing less than the approved
minimum weight allowance shall be rejected. All castings shall be true to
the manufacturer's approved shop drawing submittal with a tolerance of
1/16 inch. Prior to shipping, the manufacturer shall fit up all casting compo-
nents to insure that all castings furnished are of proper fit and free from
rattle. Castings which do not have properly fitting lids will be rejected.
(b) All castings shall be of the size and weights shown on the plans and as
manufactured by the East Jordan Iron Works, Inc., General Foundries, Inc,
U.S. Foundry & Manufacturing, or equal. Sanitary sewer manhole covers
shall have the word "Sewer" cast on the top in letters 2 inches high. All
casting components shall have permanently costed into them the
manufacturer's name and approved part number.
(c) Manufacturers shall furnish to the engineer for approval, certified tensile
test results as performed by an independent testing laboratory at no
additional cost to the owner. Warranty documentation and a legal
certificate of compliance shall also be provided at this time by the
manufacturer.
(d) All castings that fail to meet the beforementioned specifications shall be
rejected. All associated cost for the furnishing of approved castings shall
be the responsibility of the contractor. The approved status of the
manufacturers, providing rejected casting components shall be revoked.
10.02.6 HATCHES AND COVERS
Hatches and covers for vaults shall be as shown on Contract Drawings and/or as
described in Project Specifications,
10.03 METHOD OF CONSTRUCTION
10,03.1 PRECAST CONCRETE MANHOLES
(a) Precast concrete "pipe" manholes over 12' in height shall have a precast
extended monolithic base section or shall be constructed on Class "C" (2600
PSI) concrete slab foundations. The concrete slab foundations shall be as
Rev. 1/12 SECTION 10

Page 5
indicated on the Contract Drawings. The precast base ring section shall be
set on the "wet" concrete within two (2) hours of slab pour. Each -precast
base section shall have its flat bottom and sides adjoining the bottom, for a
vertical distance of not less than (12) inches, wetted and cleaned of dirt,
mud and foreign material. Each precast base section shall be brushed, on
the flat bottom only, with a slurry of one (1) part cement and three (3) parts
sand just prior to being set on the slab.
(b) Precast concrete manhole base sections shall be placed on a bed of
NCDOT No. 67 stone not less than six (6) inches in depth unless otherwise
noted on the Contract Drawings.
(c) The joints between sections of manholes shall be of such design that they
will be water proof and shall be sealed with mastic or rubber 0-rings.
10.03.2 BRICK OR BLOCK MASONRY MANHOLES, INLETS, CATCH
BASINS AND DRAINAGE STRUCTURES
(a) All brick or block masonry structures shall be constructed on poured in place
concrete bottoms. Concrete for the bottom shall be Class "C" (2500 PSI)
and shall have attained full strength before brick or block masonry is started.
The bottom slab thickness shall be a minimum of eight (8) inches thick or as
shown on the Contract Drawings.
(b) The manhole shall be constructed with care being exercised to form the
incoming and outgoing appurtenances or pipes into the wall of the structure
at the required elevations.
(c) The bricks shah be laid in mortar of a kind and quality as above specified.
They shall be laid with a "shove joint" and all spaces between bricks shall be
solidly and completely filled with mortar.
A "Shove Joint" method is obtained by spreading an abundant amount of
mortar along the base of the structure and then sliding the masonry unit with
a lateral motion causing the mortar to extrude up between the two units and
forming a solid joint.
(d) The bricks shall be laid to a line with the bed in the line of the radii of the
curves. Bricks shall be thoroughly moistened before laying. Each brick shall
be completely bedded in mortar at its bottom side and end, in one operation.
Joints of face work shall be struck and neatly pointed. Care shall be taken
to have the interior surface smooth and regular. The masonry units shall be
laid in a workmanlike manner, true to lines and grades indicated on the Con-
tract Drawings. All joints shall have a thickness of at least 3/8". Competent
masons shall be employed for this work.
(e) No masonry shall be erected when the temperature has dropped below 45
degrees F. unless it is rising and at no time when it has dropped below 40
degrees except by permission of the Engineer. Masonry shall not be laid on
frozen work. Any work which freezes before the mortar has set shall be
removed and replaced at the Contractor's expense.
Rev. 1/12 SECTION 10

(f) Unfinished work shall be stepped back for jointing new work,
(g) The outside faces of the brick work of each structure shall be neatly
plastered with mortar not less than 3/8 inch thick, and trowelled smooth.
(h) The Contractor shall provide all necessary forms and centers- required for
laying brick masonry. They shall be true to the required curves, shapes and
sizes, strong enough to withstand all operations incidental to the placing of
the brick work and the face against which the work is to be laid shall be
satisfactorily smooth and clean.
(i) All fresh work shall be protected from injury of all kinds and any injured work
shall be made good by the Contractor in a manner satisfactory to the
Engineer. All new work, unless immediately covered with earth, shall be
kept moist until the mortar has become hard and will not crack in the sun.
(j) The Contractor shall build into the brick masonry the iron steps, the pipes
and other objects shown on the Contract Drawings or as directed, and all
necessary precautions shall be taken to prevent the pipes and other work
from being displaced, broken or deformed. The bricks and mortar shall be
tightly packed around the embedded materials so as to prevent leakage and
secure perfect adhesion.
(k) Concrete block may be used for manhole construction when approved by
the Engineer. All concrete block shall be of the special type manufactured
for manhole construction, or equal to this type. Such manhole block shall
conform to ASTM C139.
(1) A "vertical joint" will be used in manhole construction when shaped manhole
block is being used. A 1/2-inch minimum joint will be constructed on both
the bottom and top of the shaped block. A "vertical joint" is obtained by
filling the circular shaped hole, formed by placing the ends of two shaped
blocks together, with mortar. The mortar placed in this hole must be
compacted with a tool specifically approved by the Inspector. This tool will
be kept at the job site and used on all occasions. No substitute for this tool
will be permissible. The masonry units shall be laid in a workmanlike
manner, true to lines and grades indicated on the Contract Drawings,
10.03..3 BACKIFILL
Excavation for manholes, inlets, catch basins, vaults and drainage structures
shall be backfilled in the same manner as the adjoining pipelines to which they
are connected or a part thereof. All forms, false work, sheeting and bracing shall
be removed before backfilling around the structure. Masonry structures shall be
allowed to set for a minimum period of 24 hours before backfilling.
10.03.4 INVERTS AND CHANNELS
Inverts and channels shall be grouted into bottoms of structures so as to provide
smooth transitions for change in direction of flow and change in grade. The
channel shall be formed by grouting up to the springline of the pipe and uniformly
sloping the bottom, on a slope of not less than 6 nor more than 12 horizontal to 1
Rev. 1/12 SECTION 10

Page 7
vertical, to the sides of the manhole. Bricks may be used to reduce the quantity
of grout required on the "shelf' of the invert. At no time shall the Contractor use
calcium chloride to speed the setting of the grout. The Contractor shall use hy-
draulic grout sealers only with the Engineer's prior approval,
10.03.5 PLACING AND SETTING CASTINGS
The castings for the drainage structure shall be set at the required elevation and
properly anchored and grouted to the masonry. Where manholes are constructed
in paved areas, the top surface of the frame and cover shall be tilted to conform
to the exact slope, crown and grade of the existing adjacent pavement.
10.03.6 MANHOLE DIAMETER
Internal diameter of manhole shall be sized according to the diameter of the
largest pipe exiting the manhole. For nominal size pipe of twenty-four (24) inch
diameter or smaller, the internal diameter of the manhole shall be four (4) feet
unless otherwise shown on the Contract Drawings. For nominal size pipe greater
than twenty-four (24) inch diameter, but equal to or less than thirty-six (36) inch
diameter, the internal diameter of the manhole shall be five (5) feet. For nominal
pipe sizes larger than thirty-six (36) inch diameter, the internal diameter of the
manhole shall be as specified in the Project Specifications or as shown on the
Contract Drawings.
10.03.7 MANHOLES, INLETS, CATCH BASINS, VAULTS AND DRAINAGE
STRUCTURES OVER EXISTING LINES
All structures that will be constructed over existing lines shall have any
abandoned, connecting pipe broken out. The pipe openings shall be bricked up
and sealed with new flow lines formed as required in the Contract Drawings.
10,03.8 BREAKING DOWN & FILLING OF ABANDONED MANHOLES,
CATCH BASINS, ETC.
(a) All structures noted to be abandoned shall have all connecting pipe plugged
with grout and/or mortar and brick. The top of the structure shall be
removed to an elevation of 2 feet below subgrade or below the springline,
where noted, and the structure filled with select earth material properly
tamped. The Contractor shall dispose of all surplus materials resulting from
the abandoning of any structures; however, every effort shall be made to
salvage the castings which shall become the property of the Owner,
(b) The quantity of abandoned structures broken down, filled in and accepted
will be measured and paid for at the contract Lump Sum price per each
"Breaking Down and Filling Abandoned Manholes, Catch Basins, and etc.
Such prices and payments will be full compensation for all material, plugging
pipe openings, breaking down of structures, backfilling, removing of broken
materials and other incidentals necessary to complete the work as required.
Rev. 1/12 SECTION 10

Page 8
10,03.9 DROP MANHOLES
(a) A drop manhole shall be constructed when the difference between the
inverts of inlet and outlet pipe is greater than two feet. A drop manhole shall
consist of a standard manhole having a drop of pipe, encased in Class "C"
concrete constructed on the outside of the manhole as shown on the
Contract Drawings. Unless otherwise specified, the fitting and pipe material
for the drop shall be cast iron mechanical joint pipe.
(b) The pipe specials at the top and bottom of the drop, the straight pipe used in
drop and the concrete encasement for the drop shall be included and
constructed as part of the unit price for drop manholes.
10.03.10 CLEAN-UP OF STRUCTURES
All excess materials, dirt, sand, rock, grout, concrete, forming materials, trash
and debris shall be removed from structures and disposed of by the Contractor
off the project site unless specific arrangements are made to the contrary with the
Engineer.
10.03,11 CAST IN PLACE CONCRETE MANHOLES, CATCH BASINS,
INLETS, VAULTS AND DRAINAGE STRUCTURES
(a) Cast in place structures shall be constructed as specified in Section 12,
Miscellaneous Metalwork and Section 9, Concrete Reinforcing, of the
General and Project Specifications and the Contract Drawings.
(b) Cast in place structure shall be paid for as part of the Lump Sum Base Bid
and shall be complete as specified or shown on the Contract Drawings
unless otherwise indicated.
10.04 TESTING
All new manholes must be vacuum tested in accordance with the following procedure:
1) The Contractor shall furnish all labor, equipment, and any appurtenant items
necessary to satisfactorily perform the vacuum test. All equipment will be approved
for vacuum testing.
2) All lifting holes shall be plugged with an approved non -shrink grout.
3) All pipes entering the manhole shall be plugged. The contractor shall securely
brace the plugs to keep them from being drawn into the manhole. All service
connections tied to manholes shall also be vacuum tested with the manholes.
4) The test head shall be placed inside the top of the cone section of the manhole and
the seat inflated in accordance with the manufacturer's recommendations.
5) The vacuum testing equipment shall be manhole vacuum tester. A vacuum of 10-
inches of mercury shall be drawn and the vacuum pump shut off. Inflate the
compressor band to effect a seal between the vacuum base and the manhole cone
section. Connect the vacuum pump to the outlet port with the valve open. With the
Rev. 1/12 SECTION 10

Page 9
valves closed, the time for the vacuum to drop to 9-inches of mercury shall not be
less than that shown in the following table.
Manhole Depth Diameter of Manhole
48" Dia. 60" Dia. 72" Dia.
10 feet or less 60 Sec, 75 Sec. 90 Sec.
>10 feet but <15 feet 75 Sec. 90 Sec, 105 Sec.
>15 feet 90 Sec. 105 Sec, 120 Sec,
(Times shown are minimum elapsed times for a drop in vacuum of 1-inch of mercury).
6) If the manhole fails the initial test, necessary repairs shall be made with an
approved non -shrink grout while the vacuum is still being drawn-, Retesting shall
proceed and continue until a satisfactory test is accomplished.
10.05 METHOD OF PAYMENT AND MEASUREMENT
10.05.1 MEASUREMENTS OF. MANHOLES
Manhole depths shall be measured from the lowest invert to the top of manhole
ring. Payment shall be based on a unit price for the depth of manhole built. Each
manhole depth shall be as shown on the Contract Drawings. The depth
classification shall be as follows:
Greater than 0 feet but equal to or less than 6 feet,
Greater than 6 feet but equal to or less than 8 feet.
Greater than 8 feet but equal to or less than 10 feet.
Greater than 10 feet but equal to or less than 12 feet,
Greater than 12 feet but equal to or less than 14 feet,
Greater than 14 feet but equal to or less than 16 feet.
Greater than 16 feet but equal to or less than 18 feet.
To be continued in this manner until the depth range covers the deepest manhole
in the proposed Project.
10.05.2 MEASUREMENT OF CATCH BASINS, DROP INLETS, CURB
INLETS OR ANY OTHER DRAINAGE STRUCTURE
Catch basins, drop inlets, curb inlets or any other drainage structures shall be
measured from the lowest invert to the inlet point of the structure. Payment shall
be based on a unit price for the depth of the structure built. The depth of each
structure shall be as shown on the Contract Drawings.
Depth classification shall be as follows.
Greater than 0 feet but equal to or less than 6 feet.
Greater than 6 feet but equal to or less than 8 feet.
Greater than 8 feet but equal to or less than 10 feet.
Greater than 10 feet but equal to or less than 12 feet.
Greater than 12 feet but equal to or less than 14 feet.
Rev. 1112 SECTION 10

Page 10
Greater than 14 feet but equal to or less than 16 feet.
Greater than 16 feet but equal to or less than 18 feet.
To be continued in this manner until the depth range covers the deepest structure
in the proposed Project
10.05.3 MEASUREMENT FOR PAYMENT OF MASONRY VAULTS
Masonry vaults shall be paid for as Lump Sum unit price items.
Rev, 1112 SECTION 10

Page 1
GENERAL SPECIFICATIONS
11.0 INSIDE PROCESS PIPING
11.01 GENERAL
11.01.1 SCOPE OF WORK
(a) All labor, materials, fixtures, tools and services required for the furnishing,
installation, testing and adjusting of all inside process piping shall be
furnished and installed in compliance with the following General
Specifications, the Project Specifications and the Contract Drawings.
Costs for all piping, valves, installation, testing, etc, unless specifically
noted otherwise in the proposal form, will be included as part of the Base
Bid.
(b) This General Specification designated as Section 1 "r.0, Inside Process
Piping, covers the description of materials generally utilized in the process
piping and the specifications for the installation of such materials. The
Project Specification and the Contract Drawings designate the specific
inside process piping work to be installed under this Contract. The
inclusion of items of material or work within this specification does not
necessarily constitute their use on this Project.
(c) In this Specification, the designation inside Process Piping is used to
denote exposed piping systems located within or attached to structures
and buildings and excludes such systems or portions of such systems
which are buried below the surface of the ground or are buried in or below
masonry or concrete work. However, Inside Process Piping includes the
furnishings and installation of all wall sleeves and thimbles required in
concrete or masonry to which Inside Process Piping, gates, and
appurtenances are to be connected. it does include piping installations
such as those for plumbing (including potable and protected water
systems) heating, ventilating, air conditioning or refrigeration, unless
anylor all of these items are specifically not to be bid as separate
contracts.
11.01.2 SHOP DRAWINGS
(a) The attention of the Contractor is directed to the provision in the General
Conditions of the Contract requiring submission to the Engineer of shop
and setting drawings. Shop drawings and details for Inside Process
Piping work shall include pipe sizes, joint details, catalogue -cuts of valves
and appurtenances, dimensions, support and hanger details and a
complete piping layout, even though items proposed to be furnished
conform to the exact details and descriptions stated in the General and
Project Specifications. All shop drawings and details shall be reviewed
and approved by the Contractor before the drawings are submitted to the
Engineer for review.
(b) Details on electric motors submitted for approval shall include the
following motor data:
Rev. 12112 SECTION 11

Manufacturer
Nameplate Rated Horsepower, Voltage and RPM
NEMA Type
Code Letter
Guaranteed Locked Rotor Current
Guaranteed Full Load Current
Guaranteed Full Load Efficiency
Guaranteed Full Load Power Factor
Outline Drawings and Dimensions
1101-3 VERIFICATION gFCONTRACT DRAWINGS
(a) The Contract Drawings indicate the required pipe sizes and the general
arrangement for all piping and equipment. Locations shall be vedfied in
the field by the Contractor. In the event it should become necessary in
some cases to change the location of any of the work due to building
construction, the Contractor shall consult with the Engineer before making
any changes. Any such changes approved by the Engineer shall be made
without added cost to the Owner. Under no circumstances shall the pipe
sizes indicated on the Contract Drawings be changed without first having
the written approval of the Engineer.
(b) The Contractor h ll determine and be responsiblefoxth locations
and character of all /noena for hangers, onaeou, aleoveo, and nmor
openings in the construction required for the Inside Process Piping work,
and shall obtain this information well in advance of the construction
progress uoosnot hodelay the work,
(t) The attention ofthe Contractor |edirected tothe fact that this Project may
also include work ofother trades. The final location of inserts, hangers,
etc., required for the Inside Process Piping Installation must be co-
ordinated with facilities required for other installations to prevent
interference,
(d) The Contractor is especially cautioned to install no work that connects to
equipment until such time ascomplete shop drawings ofsuch equipment
have been approved by the Engineer. Any such work so installed by the
Contractor prior to approval of shop drawings will be at the Contractor's
risk.
11.01.4 STANDARDS
hA Where materials and methods are indicated aabeing in nform with
ostandard specification dshall refer inall cases hothe latest edition ofthe
specification and shall include all interim rmviniuns. Listing of standard
specification without further reference indicates that the particular material
or method shall conform with the listed specification. Where
mmmnutmctumer(s)mrtrade names appear, itiaonly torepresent alevel
ufquality expected and ionmway Tatobmconstrued topreselect the
Contractor's supplier orequipment. They are used only tosot forth
and convey to bidders the general style, type, character, and quality
of product dmmimad' Equivalent products will be acceptable. All
equipment shall conform hothe latest revised applicable OSHA Standard.
Rev. 12/12 SECTION 11

Page 3
(b) Sheet metal and wire gauges used in Inside Process Piping Specifications
are US Standard Gauge for steel sheet, Washburn and Moan Guard for
steel wire, and Brown and Sharpe Gauge for non-ferrous sheet and wire.
11.01.5 CATALOG NUMBERS
Where manufacturer's catalog and/or figure numbers are given, it is the intent
of the Specifications to have the Contractor supply the equipment represented
by these numbers. In some cases the manufacturer has revised his catalog
and/or figure numbers since publication of this specification, but still produces
the item specified. In these incidences the Contractor shall furnish equipment
and/or fixtures identical to those originally represented by the catalog_ and/or
figure numbers given herein, If a manufacturer has redesigned any of the
products specified herein by catalog and/or figure number, the Contractor shall
furnish the improved model regardless of whether or not the item retains its
original catalog and/or figure number. Where items denoted by catalog and/or
figure numbers have been discontinued by the manufacturer, the Contractor
shall request one or more equivalent selections from the Engineer.
11.02 CONSTRUCTION MATERIALS
11.02.1 PIPING MATERIALS
(a) GENERAL
(1) All material and equipment shall be furnished by an established
and reputable manufacturer. All material and equipment shall be
new and of first-class construction, designed and guaranteed to
perform the service required, and shall conform to the following
Standard Specifications. Cited examples are used only to
denote the quality standard of product desired and does not
restrict bidders to a specific brand, make, manufacter or
specific name. They are used only to set forth and convey to
bidders the general style, type, character, and quality of
product desired. Equivalent products will be acceptable.
(b) PIPE AND TUBING
Pipe and tubing shall conform with the following standard
specifications.
Cast Iron Pipe for Liquids
(See Note 1) ASA A21.1
ASA A21.6
ASA A21.8
Cast Iron Pipe for Gas ASA A21,3
ASA A21.7
ASA A21.9
Cast Iron Soil Pipe (Coated) Federal WW-P-401
ASTM A74
Cast Iron Threaded Pipe Federal WW-P-356
ASA A40.5
Rev. 12/12 SECTION 11

Page 4
Ductile Iron Pipe (See Note 2)
AWWA C151
Class 50
Wrought Iron Pipe
Federal WW-P-441
ASTM A72
Steel Pipe for Ordinary Uses
Federal WW-P-406
ASTM A120
Steel Pipe for Coiling, Bending,
Federal WW-P-404
and Flanging
ASTM A53
Welded Steel Pipe
AWWA C201
AWWA C202
ASTM A134
ASTM A139
Light Weight Spiral Welded Steel Pipe
ASTM A211
Stainless Steel Pipe
ASTM A312
Copper Water Tube
Federal WW-P-799
ASTM B88
Copper Pipe in Standard Sizes
Federal WW-P-377
ASTM B42
Red Brass Pipe in Standard Sizes
Federal WW-P-351
ASTM B43
Reinforced Concrete Pressure Pipe
ASTM C361
AWWA C302
Reinforced Concrete Steel Cylinder Pipe
Prestressed:
AWWA, C301
Not Prestressed:
AWWA C300
Asbestos Cement Pressure Pipe
ASTM C296
AWWA C400
Polyvinyl Choride Pipe
CS 207
Note 1. Unless otherwise indicated, all cast iron
pipe for liquids shall be
completely coated with coal -tar pitch varnish: Federal VVW-P-421.
Note 2. Dimensions, tolerances and tests of ductile
iron pipe shall conform
with the applicable standard specification.
(2) Gasket Type bell and Spigot Cast Iron Pipe shall conform with the
standard specifications herein before specified except that it shall
be designated for usewith rubber sea► compression type gaskets.
Pipe shall be equal to American "Fastite", U.S. "Tyton" or Clow
"Bell-Tite".
(c) PIPE FITTINGS
(1) Pipe fittings shall conform with the following standard
specifications or shall be similar and equal to the product of the
listed manufacturer. Where piping is indicated without particular
reference to the fittings required, they shall be of the same
material and pressure rating as the pipe to which they are
attached.
Cast Iron Flanges and Fittings:
Steel Flanges and Fittings
25 lb. ASA B16b2
125 lb, ASA B16.1
250 lb. ASA B16.2
ASA B 16.5
Rev. 12112 SECTION 11

Cast Iron Bell and Spigot
Mechanical Joint
Cast Iron Soil Pipe (Coated)
Cast Iron Threaded
Cast Iron Threaded Drainage
Ductile iron
Malleable Iron Threaded
Steel Welding
Flanges for Welded Steel and
Light Weight Spiral
Welded Steel Pipe
Welded Steel Pipe
Copper Solder Joint
Brass or Bronze Threaded
Brass for Flared Copper Tube
Compression
Sleeve Couplings
Viotaulic Couplings and Fittings
r
Page 5
ASA A21.10
AWWA C110
ASA A21.11
Federal WW-P-401
ASTM A74
ASA B16.4
ASA B16.12
ASTM A445
150 lb. ASA B16.3
300 Ib. ASA B16.15
ASTM A234
AWWA C207
AWWA C208
ASA B 16.22
125 lb. ASA B16.15
250 lb. ASA B16.17
ASA B16.26
Dresser Manufacturing Division
Style 38, Smith Blair Type 411, Ford
FC4, or equal
Victaulic Company of America, Viking,
Ynpipe Couplings, or equal
(2) Unless otherwise indicated, allfittingsused with cast iron pipe for
liquids shall be coated with coal -tar pitch varnish and cement
mortar lined in the same manner as hereinbefore specified for the
pipe.
(3) Welding fittings shall each be stamped with the manufacturer's
name or trademark, size, thickness, and ASTM material
designation.
(4) Gasket Type Bell and Spigot Cast Iron Fittings shall conform with
the standard specifications hereinbefore specified except that they
shall be designed for use with rubber seal compression type
gaskets. Fittings shall be similar or equal to American "Fastite",
U.S. "Tyton or Clow "Bell-Tite".
(5) Wall Castings and Wall Sleeves shall be as manufactured by
James B. Clow and Sons, Fast Fabricators, American Cast Iron
Pipe Company, or equal. Wall castings for lines conveying liquids
shall be coated on the interior only with coal -tar pitch varnish in
the same manner as hereinbefore specified for the pipe. Wall
castings and wall sleeves shall be provided with wall collars.
(6) Unions for threaded steel, cast iron, or wrought iron pipe shall be
malleable iron 300 lb., brass to iron seat, ground joint unions
conforming with the specifications of the Association of American
Railroads. Unions for copper water tube shall be wrought copper,
solder joint, copper to copper unions. Unions for brass pipe shall
be 125 lbs., ground joint, brass unions.
Rev. 12112 SECTION 11

Dielectric unions shall have insulated unions or flanges. Unions
used between dissimilar metals shall be capable of separating the
metals in a manner which will prevent the passage of more than
1% of the galvanic current which would exist with metal to metal
contact. Union connectors shall be of the same material as the
0 piping to which attached. pressure and temperature ratings shall
be no lower than those of the piping system in which installed.
(d) ACCESSORY PIPING MATERIALS
M\ Welding Electrodes: ASTMA233
Welding Rods: ASTMA25
(2) Solder: ASTM B32 (Grad 50A)-Solder flux shall beof past
form having a petrolatum base impregnated with zinc and
ammonium chohdea, and shall be as recommended by the
manufacturer ofthe fittings.
(3) Cement Mortar Lining
Cast Iron Pipe and Fittings: ASAA21/4
Coal -Tar Enamel Coatings
Steel Water Pipe AWVW\C203
Cement -Mortar Coatings,
Steel Water Pipe,
30"and over AVVYVAC2U5
(4) Packing - Jute packing shall be best quality untarred, braided
hemp or jute, or a type acceptable to the Engineer. Fiber
packing shall be sanitary, non -bacteria breeding paper packing,
Rubber packing shall consist of a hollow rubber tube (solid for
small sizes), or a solid wedge shaped section. Oakum shall be
best quality tarred jute. Jute packing shall not be used on pipe
line carrying a potable supply.
(5) pipe
connections shall be 1116 inch thick flat ring gaskets of cloth
inserted rubber: ASA B16,21, except that gaskets for bronze,
aluminum, and corrosion resistant flanges shall be full face type.
Gaskets for cast iron mechanical joints shall conform to ASA
A21.1 1. Gaskets for specialized pipe connections and fittings
shall be of the material and type recommended by the connection
or fitting manufacturer for the particular service involved,
(6) Flange Bolts shall conform with the standard specification for the
particular flange or flanged fitting being used eOd/orASA 13311.
Bolts and nuts shall becadmium plated.
(7) Safety and Relief Valves shall be as manufactured by Crane,
Crosby, Apco, [N|opoo' or equal. Valves shall beequipped with
try levers and shall bear stamp indicating compliance with the
applicable section of the ASN1E Boiler and Pressure Vessel
Cod*. Safety valves aho|| be used for gas or vapor service and
shall beused for liquid service. Set pressure, relieving capacity,
and accumulation shall be as prescribed by the applicable
Rev.i2/12 GBCTkON11

Page 7
section of the ASME Code or as indicated on the Contract
Drawings and/or in the Project Specifications.
(8) Automatic Air Vents for lines carrying water at 10OF or higher
shall be as manufactured by Sarco Type 13W, Apco„ Crispin or
equal, float controlled automatic air eliminators each equipped
with stainless steel; valve head and float mechanism and a 150
psi semi -steel body.
(9) Strainers shall be manufactured by Crane, Walworth, Keckley
and shall be similar and equal to Crane 988 1/2 (threaded) or 989
1/2 (flanged) Y-pattern sediment separators. Each strainer shall
be provided with a 125 lb. iron body. Unless otherwise indicated,
screens shall be 20 mesh monel for liquid service and 40 mesh
monel packed with Everdur wool for gas service. Connections
shall be threaded for pipe sizes 3 inches and smaller and flanged
for pipe sizes larger than 3 inches.
(10) Floor and Ceiling Plates shall be chromium plated steel designed
to hold their position on the pipe by means of springs.
(11) Pipe Covering Protectors for exposed pipe shall have non-
conducting pipe covering protection saddles no shorter than 12
inches. Protectors for concealed piping shall be as specified for
exposed piping but may be shop fabricated. Protectors shall fit
snugly around the entire circumference of the insulation.
(e) PIPE HANGERS AND SUPPORTS
(1) Pipe hangers shall be as manufactured by Crawford, Grinnell,
Blaw-Knox, or equal, similar and equal to those shown in the
following schedule:
Line Type and Size Crawford Figure No.
Uninsulated.lines 2" and smaller 104
containing fluids below 140F
All insulated lines and uninsulated 11
lines larger than 2" containing
fluids below 140F
All lines containing fluids at 14
140F or higher
(2) Floor mounted pipe supports shall be fabricated from black steel
pipe with suitable cast iron saddles or from structural steel.
Braces to prevent lateral pipe movement shall be of steel.
(3) Hanger rods, concrete inserts, beam clamps, and other pipe
hanger accessories shall be fabricated of steel and shall be as
manufactured by Crawford, Grinnell, Blaw-Knox, or equal,
Rev. 12/12 SECTION 11

Page 8
(4) Expansion bolts shall be of the ring wedge type similar and equal
to National Lead Company Cinch Anchors, Hilti, "Thunderstud" by
Concrete Fasteners, Inc. or equal.
(5) Framing for wall type hangers, trapeze hangers, and tunnel
stanchions shall be metal framing systems. Unless otherwise
indicated, finish shall be bonderizing plus a coat of corrosion
resisting green synthetic primer; attachment to structures shall be
by means of inserts for new concrete, surface mounting methods
for masonry or existing concrete, and welding or beam clamps for
structural steel; pipe support shall be by means of pipe clamps or
hangers for piping carrying fluids at temperatures below 140F and
by means of rollers for those at 140F or higher; pipe supporters
shall be of sufficient size to permit insulation to run continuously
through the hanger. All exposed ends of framing members shall
be provided with end caps.
(f) INSULATION
(1) Pipe insulation used for Inside Process Piping work shall conform
with the following:
Cellular 85% Calcium
Glass Magnesia Silicate
Federal Specification
HH-1-551
HH-1-554
HH-1-523
Maximum Conductivity
Btu/Z(hr.) (sq. ft)
0A1 at
0.38 at
0.42 at
(F) per inch
100F
200E
200F
Density, lb./cu. ft.
8 to 10
10 to 12
10 to 12
Compressive strength, psi
100
70 at 5%
150 at 5%
deformation
deformation
(2) Vapor Barriers required for pipe insulation shall consist of
aluminum foil faced on both sides with draft paper. Moisture
transmission rating shall be lower than 0.5 perm. Vapor barrier
jackets shall be factory applied.
(3) Pipe insulation not requiring a vapor barrier shall be provided with
a factory applied 6 ounce canvas jacket.
(4) Plastic Pipe Coatings used for condensation and corrosion control
shall be J. W. Martell "NoDrip" PDM Industries, Inc, Viadix
Corporation, or equal.
(g) GAUGES AND THERMOMETERS
(1) Pressure and Vacuum Gauges shall be Ashcroft, Marsh, Crosby,
or Trerice bourdon tube gauges with the pressure ranges
indicated on the Contract Drawings and/or in the Project
Specifications, or approximately double the normal operating
pressure if not otherwise indicated. Gauges shall be provided with
dustproof cases, gauge piping, gauge cocks, and dials not smaller
than 4 1/2 inches in diameter, Gauges shall conform with ASA
B40.1, Grade A. Gauges measuring fluids at temperatures above
Rev. 12/12 SECTION 11

150F shall be provided with siphons. Gauges subjected to
pulsating pressures shall be provided with dampeners or be oil
filled. Gauges utilized for measuring pressures on raw sewage,
raw water, sludge and colloidal or fibrous material shall be
equipped with proxy diaphragm to prevent contact of the material
with the gauge or tube.
(2) Thermometers shall be as manufactured by American, Moeller,
Palmer, Trerice, Weksler, or equal. Dial type thermometers shall
be mercury actuated, stainless steel construction with a dial at
least 4 112 inches in diameter and either capable of being rotated
to any angle for maximum readability from the floor or of the
remote bulb type as indicated on the Contract Drawings.
Industrial type thermometers shall be red reading mercury type
having a 9 inch scale and capable of being rotated to any angle
for maximum readability from the floor; however, if the approved
manufacturer can supply only the fixed type, the Contractor shall
install, subject to the approval of the Engineer, that fixed type of
the following arrangement that will provide maximum readability
from the floor; straight; 90 degree back angle; 90 degree right or
left side; reclined or inclined; right side or left side oblique.
Accuracy shall be within 1 % of scale range. Provide a stainless
steel separable well for each thermometer. Temperature range
shall be as indicated on the Contract Drawings andlor in the
Project Specifications, or 0 to 240 F. for dial type, or 30 to 240 F.
for industrial type if not otherwise indicated.
11.02.2 VALVES AND GATES
(a) GENERAL
(1) Marking and identification of valves shall conform with MSS SP-25
with the information either cast on the valve or shown on a
permanently attached plate. Valve dimensions shall conform with
ASA B16.10 where applicable. Unless otherwise indicated, valves
3 inches and smaller shall be all brass or bronze, and valves
larger than 3 inches shall be iron body, bronze mounted. Unless
otherwise indicated, gate, globe, angle, and check valves 3 inches
and smaller shall be provided with threaded connections, those
larger than 3 inches shall be provided with connections as
indicated on the Contract Drawings and/or in the Project
Specifications. Connections shall conform with the following:
Threaded
ASA B2.1
Bell and Spigot
ASA A21.10
Mechanical Joint
ASA A21.11
Flanged Cast Iron 25 lb.
ASA B16b2
125 lb.
ASA B16.1
250 lb.
ASA 1316.2
Flanged Steel
ASA B16.5
(2) Manual operators located higher than 6 feet above the operating
floor shall be provided with chain or extension operators. Lock
shield valves shall be furnished with operating keys.
Rev. 12112 SECTION 11

Page 14
(3) All valves shall: be of ample strength to withstand and operate
satisfactorily under the working pressures and shall be subject to
the test pressures, both expressed in pounds per square inch
given in the following table. The class of valve to be used on each
service shall be as specified elsewhere herein or in the Project
Specifications.
Cold Water Working Test Pressure
Glass of Valve Pressure- psi psi
A 150 300
B 50 100
C 25 50
(4) After the valves have been set they shall be tested for satisfactory
operation with the pipe lines by the Contractor.
(b) GATE VALVES
(1) Each gate valve over 3 inches in size shall be of the double -disc
type, except as hereinafter specified, with either non -rising stem
or outside screw and yoke as designated in the Project
Specifications and shall be designed to take full pressure on either
face. Valves shall be constructed with bolted bonnets suitable for
utilizing "0" ring stem seals. Stems shall be fabricated of brass or
bronze with lathe -cut half V-pattern threads. Gate valves shall be
equipped with standard handwheels, operating nuts, extension
stems, a combination of extension stems and handwheels or
operating nuts, spur gearing, be vel gearing or chain operators as
designated in the Project Specifications or shown on the Contract
Drawings. Valves shall open by turning counterclockwise.
Extension stems shall be provided with bronze bushed brackets at
intervals not exceeding 10 feet.
(2) Gate valves installed in a horizontal position in a horizontal fine
which are designed for working pressures lower than 150 lbs., in
sizes 20 inches and larger, shall be equipped with bronze rollers
running on bronze or integral cast iron tracks in the body; those
which are designed for 150 lbs. working pressure, in sizes 16
inches or larger, shall be equipped with bronze rollers and bronze
tracks secured to the body. Valves in sizes 20 inches and larger
having working pressure of 150 lb., and those 16 inches and
larger with a working pressure of 150 lb., which are installed in
vertical or inclined lines shall be equipped with hard babbitt tracks
secured to the valve body and bonnet to support the lower disc
during operation.
(3) When so indicated in the Project Specifications, manually
operated gate valves 16 inches and larger shall be equipped with
by-passes. By-pass valve shall be of the same type as the main
valve and shall have the stem in a vertical position unless
otherwise indicated. Sizes shall be as follows:
Rev. 12/12 SECTION 11

Page 11
;Main Valve By -Pass Valve
'Size - Inches Size - Inches
16 to 20 3
24 and 30 4
36 and 42 6
48 and larger 8
(4) Gate valves 3 inches in size and smaller shall be 125 lb, bronze,
rising stem, double wedge disc, union or screwed bonnet type.
Valves shall be of a design to permit repacking under pressure.
Unless otherwise indicated, valves shall be equipped with
handwheels and shall open counterclockwise.
(c) GLOBE AND ANGLE VALVES
(1) Globe and angle valves shall be provided with renewable
composition discs for air or gas service and with bronze or bronze
faced discs for other services. Valves shall be capable of being
repacked while under pressure. Unless otherwise indicated
valves shall be provided with 125 lb, bodies and with handwheels
and shall open counter -clockwise.
(2) Valves larger than 3 inches shall be iron body, yoke top, bolted
bonnet type.
(3) Valves 3 inches and smaller shall be bronze body, screwed
bonnet type.
(d) CHECK VALVES
(1) Swing Check Valves shall be provided in all instances where
check valves are indicated without further reference. Unless
otherwise indicated, each swing check valve shall have a 125 lb.
body and a removable cover for access to the disc. Pressure
drop across valve to fully open disc shall not exceed 0,5 psi,
(2) Swing check valves larger than 3 inches shall have iron bodies
with bolted covers. Valves for oil or gas service shall be all iron.
Valves for other services shall be bronze mounted.
(3) Swing check valves 3 inches and smaller shall be bronze body,
screwed cover type. Valves for oil or gas shall be composition
discs, those for other services shall have bronze discs,
(4) Weighted or spring loaded swing check valves shall each be as
described above except that valves shall be provided with
extended hinge pin and outside level and weight or with outside
lever and spring all mounted integrally with the valve. Weights
and springs shall be adjustable. Hinge pin shall be provided with
a stuffing box and packing.
Rev. 12/12 SECTION 11

Page 12
(5) Silent Check Valves shall be Williams Gauge Co., F G Valve Co.,
Smolensky Valve Co., or equal, spring loaded type similar or
equal to Williams -Hager Figure 329 with semi -steel body and
bronze trim.
(6) Hydraulically Operated Check Valves shall be non -slam,
diaphragm actuated globe type. Each valve shall open to permit
flow when inlet pressure is higher than discharge pressure and
shall close to prevent back flow when discharge pressure is higher
than inlet pressure. Valve shall be hydraulically operated by the
line pressure and shall seat a spring loaded, single seat type
guided disc on a removable seat ring. The diaphragm disc shall
be a resilient synthetic rubber disc of sufficient area to assure drip
tight shut off. The diaphragm shall not be used as a seating
surface and the valve shall contain no stuffing boxes or packing
glands. Valves 4 inches and larger shall be furnished with an
auxiliary control to adjust the rate of opening and closing. Each
valve shall be provided with a high strength Iron body with bronze
trim and stainless steel pilot guide.
(e) PLUG VALVES
(1) Plug valves shall be of the lubricated type or of the eccentric type.
Body construction shall be of high tensile cast iron conforming
with ASTM A126, Grade B. Unless otherwise indicated, valves
shall have 125 lb. bodies and shall have lengths equal to those for
125 lb. SWP cast iron flanged wedge gate valves as listed in ASA
B16.10. Lubricated plug valves shall have cylindrical or conical
plugs. Eccentric plug valves shall be of a design such that the
plug and seat make contact only when the valve is in a fully closed
position, Each valve shall be capable of drip tight shut-off under
pressure. Each valve shall have a port opening equal to the
numerical size for that particular valve. Valves smaller than 8
inches shall be equipped with nuts for wrench operation or with an
operating lever. Valves 8 inches and larger shall be equipped
with worm gears and handwheels, unless otherwise noted. Each
valve shall be provided with an "open -closed" position indicator
and where applicable, a flow direction indicator and shall open
counterclockwise, unless otherwise noted. Ventura type plug
valves will not be permitted. Valves shall be as manufactured by
A.C.F., Cie Zurik, Homstead, Nordstrom, Powell, Walworth, or
equal. If a manufacturer does not make all of the types required
for the Project, valves may be supplied from a second
manufacturer, but in no case will more than two manufacturers'
valves be permitted.
(2) A minimum of two wrenches shall be furnished for each size of
operating nut, and when more than 10 valves are provided one
extra wrench shall be furnished for each 10 additional valves or
fraction thereof. In addition, each sludge withdrawal station shall
be furnished with two wrenches. Unless otherwise indicated, each
lubricated plug shall be fitted with a combination button head
fitting and lubricant screw, The Contractor performing the Inside
Process Piping work shall furnish to the Owner one hand operated
grease gun per building for each type of lubricant required and
one gallon of each type of lubricant required.
Rev. 12112 SECTION 11

(f) CHEMICAL VALVES
(1) Valves for chlorine solution and ferric chloride solution shall be
P)/C.orrubber lined diaphragm valves specifically designed for
the service. Valves for other uhemicaio shall be as indicated in
the Project Specifications and/or onthe Contract Drawings,
(g) SAMPLING VALVES
(1) Sampling valves shall be of the lever oparated, cam action solid
wedge type with bolted urscrewed cap.
(h) PLUG DRAIN VALVES
(1) Plug drain valves shall be provided with cast iron bodies,bronze
stema, disc rings and me$tdngn; and rust -proofed steel bolts and
nuts. Each valve shall b*provided with aspigot oraoASAClass
125 flanged end, rising stem ornon-rising stem, 2 inch operating
nut orhondvvhee|'with u/without extension stem all oadesignated
on the Contract Drawings and/or in the Project Specifications.
Extension stems shall be providedwith bronze bushed brackets at
intervals not exceeding 10 feet.
(|) SOLENOID VALVES
(1) Solenoid valves for Inside Pnuoasa Piping systems shall be
normally nlomed, bwo-way, paok|ems solenoid valves of the ebce
indicated on the Cnntnon\ Drawings nrofthe same size oothe line
in which they are installed, Un|ooe otherwise indicated each valve
ohoU have o minimum working pressure of1O0 psi and shall be
suitable for 116 volt6O (yo|g operation. Each valve shall be
provided with a continuous duty watertight epoxy encapsulated
molded coil for severe moisture orhumidity conditions suitable for
operations s¢1O%above or15Y6below rated voltage, Each valve
installed ongravity flow lines shall bedesigned for a zero pressure
differential across the valve. Furnish and install a strainer
upstream from each solenoid valve,
�) CONE VALVES
(1) Each cone valve aba|\ consist $fg body, o conical plug and o
valve operating meohan|am. Unless otherwise indicated,
uuDobooUon uheU be of/STN1 A126 Grade B e$ot inon, bronze
mounted, with ASAC|aoo 125 flanged oonneoUona. Valves shall
be as manufactured by APCO, Chapman Valve Manufacturing
Company, Willamette Iron and Steel Company, Henry Pratt
Company, orequal.
(2) The valve body ohoU have a full unobstructed circular inlet and
outlet equal to the Valve size. Inlet and outlet shall be provided
with mone|orbronze set rings fused k/the body.
(3) The plug shall have ofull circular unobstructed waterway equal to
the valve sizm. Plug shall be arranged so that movement from
fully open tofully closed positions inaccomplished bye00degree
Rev. 12/12 SECTION 11

Page 14
rotation of the plug. Plug shall be provided with four sets of monel
or bronze seat rings, two for the open position and two for the
closed. Plug trunions shall be bronze bushed and shall be
designed to take the maximum bearing loads for the specified
operating conditions with a bearing pressure not exceeding 3000
psi. Plug shaft shall be hard bronze bushed or hard chrome
overlaid where it passes through the stuffing box.
(4) The operating mechanism shall operate so as to first lift the plug
from its seating position by an axial movement, followed by a
rotary movement of the plug to the other position - either open or
closed and finally to seat the valve by a gradual axial movement.
At least 64% of valve port opening shall be closed by the first 50%
of mechanism closing stroke. Plug shall be locked in position
when either in the fully closed or fully open position. An indicator
shall be provided which will reveal the position of the plug with
respect to the body. Operating mechanism shall be mounted
integrally with the valve. Mechanism shall be easily accessible for
inspection, repair, or replacement..
(5) Manual operators shall consist of a crank or handwheel, turning
clockwise to close the valve, which operates through a gear box to
the operating mechanism. Operators other than manually
actuated shall be as indicated in the Project Specifications and/or
on the Contract Drawings.
(6) Valve bodies shall be tested hydrostatically to a pressure 50%
higher than the design working pressure for a period of at least 30
minutes, Assembled valves shall be tested for leakage in the
closed position with the seals under the maximum working
pressure. Valves showing leakage or defects shall be rejected.
(k) BALL VALVES
(1) Each ball valve shall consist of a body, a plug, a torque unit and
an operator. Design working pressures shall be as indicated in
the Project Specifications and/or on the Contract Drawings.
Valves shall be as manufactured by Henry Pratt Company,
Flowserve, Willamette Iron and Steel Company or equal and shall
be similar or equal to Willamette List 26_
(2) Body shall be of cast iron with ASA Class 125 flanged
connections; bronze plug bearings, and rigidly attached seat of
corrosion resistant metal which has been machined, ground or
scraped. Body shall provide means for rigidly supporting the
torque unit without additional supports. Body shall be provided
with one air vent pipe connection and one drain pipe connection.
Maximum seat bearing pressure shall not exceed 900 psi at 160
psi unbalance.
(3) Plug shall be of cast iron design about a circular waterway equal
to the size of the valve. Seat shall be of corrosion resistant metal
with spherically generated surfaces which have been machined,
ground or scraped. Plug trunion bearings shall be of bronze of
hardness sufficiently different from body bearings to prevent
seizing or galling. Shaft shall be protected from corrosion at
Rev. 12112 SECTION 11

Page 15
points in contact with water and shall have a maximum torsional
deflection of 116 degree per foot of unsupported length using a
seat friction coefficient of 0.5,
(4) Torque unit shall have a traveling crosshead to impart positive
rotary movement to the plug by means of a lever and link
connected to the plug shaft. Crosshead shall be confined to
permit linear motion only. Cover shall be provided with a plug
shaft support bearing. Torque unit shall be designed so that
during the first 50% of closing the flow will be reduced between 80
and 90%; the remaining flow reduction shall take place in the final
50% of the stroke. Torque unit materials subject to rubbing shall
be of different hardnesses. Torque unit shall be capable of being
inspected, lubricated, removed, or repaired without removing
valve from line, and shall be designed so that main shaft packing
may be replaced with the valve in the line under pressure without
removing the torque unit housing.
(5) Manual operators shall each be provided with a 2 inch square
AWWA standard wrench nut which turns clockwise to close the
valve; an arrow and the word "Open" shall be cast on the nut to
indicate proper opening direction. Operating stem shall be non -
rising type and mechanism shall be self-locking in all positions. All
bearing surfaces shall be bushed and lubricated. Operating nut
shall be attached to the stem shaft by a sheer pin which will fail
before any other part of the mechanism in the event of excessive
torque on the nut.
(6) Operators other than manually actuated shall be as indicated in
the Project specifications and/or on the Contract Drawings,
(7) Each valve shall be shop tested to twice the design pressure for a
period of at least 30 minutes in the open position and to the
design pressure for a period of at least 10 minutes on each seat in
the closed position. Valves showing leaks or defects shall be
rejected.
(1) BUTTERFLY VALVES
(1) When butterfly valves are indicated without further reference, they
shall be rubber -seated butterfly valves conforming with AWWA
C504. Valve classes, sizes, quantities, operator types, and
required opening and closing operating time period shall be as
indicated in the Project Specifications and/or on the Contract
Drawings. Records of tests required by AWWA C504 shall be
provided to the Owner and the Engineer.
(2) When butterfly valves are indicated as being of the modified type,
valves and operators shall conform with the requirements of
AWWA C504, Class 25-8, with the following modifications:
a. Valves in air lines having pressures of 10 psi or lower shall
be suitable for air velocities not lower than 80 fps,
b. Valves may be of the flangeless type for installation between
flanges, providing that they comply with all structural
Rev. 12112 SECTION 11

Page 16
requirements of AWWA C504 (shaft diameter, shell
thickness, disc design and thickness, seats, bearings, etc.)
for Class 25-8.
c. Each valve operator shalt be capable of transmitting the
maximum torque required to fully open and close the valve
with the full differential pressure and flow conditions as listed
in the Project Specifications and/or on the Contract
Drawings.
d. Marking of valves and laying length may be the
manufacturer's standard.
(m)- SLUDGE WITHDRAWAL VALVES
(1) Rotating Sludge Withdrawal Valves shall be designed to provide a
variable elevation outlet. Each valve shall consist of an outer pipe
of cast iron in which a vertical slot is cut from top to bottom and an
inner pipe of brass which contains a spiral slot from top to bottom.
These two pipes shall be assembled so that when the inner pipe is
rotated the intersection of the diagonal slot with the vertical slot
forms an orifice which will vary in elevation. Pipes shall be
finished to a reasonably tight fit and provided with a lubrication
groove with alemite fitting. The units shall be installed with grease
piping extensions to permit lubrication from the operating floor.
The inner pipe shall be provided with a shaft extension which
terminates in an operating nut and valve position indicator at the
operating floor. Valves larger than 8 inches in internal diameter
shall be provided with a geared operator and cast gear housing.
Unless otherwise indicated, each valve shall have a vertical slot
width of the maximum permissible size for. the pipe diameter. A
removable tee handle operating wrench shall be provided for each
valve. Valves 8 inches in diameter shall have an overall length of
4'6" and valves 14 inches in diameter shall have an overall length
of 60" unless otherwise indicated. Length of valves other than 8
inches and 14 inches in diameter shall be as shown on the
Contract Drawings.
(n) HYDROSTATIC PRESSURE RELIEF VALVES
(1) The Contractor shall install hydrostatic relief valves as shown and
located on the Contract Drawings. Each valve shall be at least
four (4) inches in diameter and shall be the length of the wall or
slab thickness in which it is to be installed. Slab installed valves
shall be utilized with 1 cubic foot of 3/4 inch gravel installed under
the slab at each valve and with 2 cubic feet of sand installed
around and below the gravel at each valve. Wail installed valves
shall have a leaded strainer installed on the outside of the wall
with 2 cubic feet minimum of 3/4 inch stone around each valve.
All valves shall open at nine (9) inches of water pressure.
(o) SHEAR GATES
(1) Shear gates shall be of the iron frame, iron disc, bronze mounted
type with bronze hinge pin and wedge block. Lifting handle shall
Rev. 12112 SECTION 11

Page 17
be equipped with notches or hooks to regulate the gate opening.
Each gate shall be provided with a flat, ASA Class 125 flanged,
spigot or hub frame, and with or without extended handle as
designated on the Contract Drawings and/or in the Project
Specifications.
(p) SLUICE GATES
(1) Sluice gates; AWWA C601 - Both gate and frame shall be
provided with bronze facings dovetailed and securely fastened into
the iron castings. Stern material shall be stainless steel.
Adjustable bronze bushed stem guides shall be furnished at
intervals not exceeding 8 feet and where required for proper
operation. A suitable stop collar or other device shall be provided
for each non -rising stem gate to prevent the stem from being
turned beyond normal gate closing travel. Stem shall turn
clockwise to close. Other supplementary details shall be as
indicated in the - Project Specifications and/or the Contract
Drawings.
(q) BACKWATER GATES
(1) Backwater gates shall be a standard commercial product
fabricated of cast iron or steel provided with bronze seat rings on
the frame and flap or inserted cushioned seats of resilient material
all as designated in the Project Specifications. Hinge mechanism
shall be of the adjustable flexible type with bronze hinge pins in
double shear. Seating face of gate frames shall be inclined with
the vertical, Gates shall be designed for a working pressure of 25
psi plus any impact loads to which they may be subjected in
service. Gates shall be equipped with flanges faced and drilled
ASA Class 125 for attachment to wall castings. Wall castings
shall be burnished with gates where shown on the Contract
Drawings. Provisions shall be made to lubricate gate hinge pins
and to prevent the gate form remaining in an open position.
(r) FLOOR BOXES
(1) Floor boxes for operating nuts of extended stem valves, where
shown to be installed in concrete floors, shall be fabricated of cast
iron and shall be equipped with bronze bushings or other suitable
device to permanently maintain the position of the operating nut in
the center of the box. Length of the floor boxes shall be equal to
the thickness of the T-wrench. Each box shall be furnished with a
cast iron lid with finger holes for easy removal.
(s) WHEEL AND CRANK OPERATED STANDS
(1) Wheel operated stands and crank operated stands shall be made
of the best quality cast iron with smooth exterior surfaces. They
shall be of the rising stem or non -rising stem type to suit the
valves or sluice gates which they are to operate. Provisions shall
be made to lubricate all working parts of the stands.
(2) Each stand shall be equipped with a cold rolled steel shaft of
ample size supported by bronze bushed guide brackets at
Rev. 12/12 SECTION 11

Page 18
intervals not to exceed 10 feet. The threaded portion of the stems
shall be of manganese bronze with machine -cut threads. The
different sections of the stems shall be jointed together with
manganese bronze couplings, threaded and keyed to the stems.
Anchor bolts for guide brackets and stands shall be genuine
wrought iron or cadmium plated steel.
(3) Wheel operates stands shall be equipped with roller thrust
bearings and polished handwheels.
(4) Crank operates stands shall be of the single -crank type, with ball
or roller thrust bearings and enclosed steel bevel gears. Cranks
shall be removable and shall be equipped with smooth brass hand
grips rotating freely on the handle of the crank.
(t) MOTOR OPERATED STANDS
(1) Motor operated stands shall be designed and built for motor
operation of valves and sluice gates and shall not be hand
operates stands with the equipment bolted to them. They shall be
of the heavy-duty rising stem type, constructed of high-grade cast
iron or cast steel, and equipped with anti -friction thrust bearings to
take the upward and downward thrust of the valves or gates.
They shall be capable of operating the valves and gates under
their maximum operating condition. The motor operating
mechanisms, reversing magnetic contactors, control stations and
limit switches shall be enclosed in watertight and dust -tight cast
iron housings attached to or built integrally with the stands.
(2) Motors shall be suitable for operation on current characteristics as
designated in the Project Specifications or shown on the Contract
Drawings and shall have sufficient torque to start and operate the
valves and gates in any position. Motors shall be furnished with
ball bearings, with windings impregnated to withstand excessive
moisture, and shall be rated to run continuously for the time
required to completely open and immediately thereafter to
completely close the valves or gates without exceeding safe
operating temperatures. Manual operating handwheels shall be
provided for emergency operation of the stands, with provisions to
prevent simultaneous use of the operating mechanisms. The
handwheels shall not revolve when the units are operating
electrically. A suitable mechanically actuated valve or gate
position indicator shall be furnished with each stand.
(3) Each stand shall be equipped with a cold rolled steel shaft of
ample size, supported by bronze bushed guide brackets at
intervals not to exceed 10 feet. The threaded portion of the stems
shall be manganese bronze with machine cut threads. The
different sections of the stems shall be jointed together by
manganese bronze couplings, threaded and keyed to the stems.
Anchor bolts for guide brackets and stands shall be of genuine
wrought iron or cadmium plated steel.
(4) Reversing magnetic contactors shall be equipped with silver to
silver contacts, overload relays. "Open -Stop -Close" push button
station, red and green indicating lights, and control transformer
Rev. 12112 SECTION 11

Page 19
with 120V secondary for all control and indicating lights shall
indicate the fully open or closed positions of the valve or gate, and
both lights shall be energized at intermediate positions of the
valve or gate.
(5) Limit switches shall be provided for limiting the valve or gate
travels in either direction and shall be suitable for five adjustments
and operations, particularly at the seating positions of the valve or
gate. The controls shall include a mechanically actuated torque
switch to protect the motor and equipment in the event the valve
or gate should become jammed or excessive pressures should be
applied,
11.02,3 ELECTRIC MOTORS
(a) GENERAL
(1) Motors shall conform to the latest applicable NEMA, AIEE, and
ASA Standards. The motor ratings and types shall be as
specified herein, except as modified by the Project or Equipment
Specifications. All motors shall receive routine tests in
accordance with AIEE test procedures.
(2) Output torque and speed characteristics of each motor shall be
suitable to operate the driven equipment under the full range of
equipment operating load conditions without exceeding the
nameplate current rating, and/or temperature rise.
(3) Special equipment requiring a motor drive with unusual
characteristics shall be equipped with a definite purpose motor to
meet the necessary requirements.
(4) Motor bearings shall be of the anti -friction type. Thrust bearings in
vertical motors shall be adequate for the loading encountered,
(5) Motor conduit boxes shall be oversized and shall be located so as
to be readily accessible.
(b) RATINGS
(1) Motor ratings shall be based on continuous operation in an
ambient temperature of 40 Degrees C, The maximum
temperature rise for open and drip -proof type motors shall not
exceed 40 Degrees C, and for totally enclosed type motors shall
not exceed 55 Degrees C.
(c) TYPES
(1) Motors of 3/8 H,P. and larger shall be squirrel cage induction type
designed for 3 phase, 60 cycle, 220/440 volt operation. Motors
smaller than 3/8 H.P. shall be of the capacitor type designed for
single phase, 60 cycle, 115 volt operation. Motors indicated on
the Contract Drawings and/or specified in the Project Specification
as 208 volt or 480 volt shall be specially wound for voltage
indicated and/or specified.
Rev. 12/12 SECTION 11

CD Torque and locked rotor current characteristics for three
motors shall be NEIVIA Design "K The locked rotor K\/AJHP
input cdfull voltage for15H.P.motors and larger shall not exceed
that permitted for Code Letter "F'', except for specialized
equipment requiring a motor drive with special definite
ohmnadahohco.
CB All motors shall be of the open "dexcept in
hazardous locations and as otherwise specified under the Project
Specifications and/or the Contract Drawings,
(4) Explosion -proof typo motors shall be furnished for hazardous
areas as defined in the National Beobic OVdg. They shall be
totally enclosed and bear the Underwriters Laboratories Label
indicating compliance with the requirements for the specific
application.
11.03 CONSTRUCTION METHODS
11��3.1 GENERAL
(a) Installation of Inside Process Piping work shall be complete in every
respect, insuring systems which will operate satisfactorily and quietly. All
work shall be done by skilled workmen, and work performed by unskilled
help will not be acceptable, All cutting, fitting, repairing and finishing of
masonry, concrete, metal and carpentry work that may be required for the
contemplated work under this Specification must be done by craftsman
skilled in their respective trades and at the expense of the Contractor,
Unless otherwise indicating, all material and equipment shall be installed
in conformance with the manufacturer's recommendations.
(b) Proper and suitable tools and appliances for the safe and convenient
handling and installing- of the pipe and fittings shall be used. Great care
shall be taken to prevent damage to any interior coating on pipes and
fittings, All pieces shall be carefully examined for defects, and no piece
shall be installed which is known to be defective. If any defective piece
should be discovered after having been installed, it shall be removed and
replaced with a sound one in a satisfactory manner by the Contractor at
his own expense. Pipe fittings shall be thoroughly cleaned before they are
installed, and shall be kept clean until they are accepted in the complete
(o) Ail piping connecting to equipment shall be provided with unions or
companion flanges located so that piping may be readily dismantled from
equipment Connections between hynnua and non-ferrous metals in
piping systems shall be made with dielectric unions of the type demchbed
herein.
(d� All piping shallbeinstalled klsuch gmanner that it will befree hoexpand
and contract without injury to itself or its supporting structure. On all
piph1g, except that for high temperature service, self -equalizing type
expansion joints of an approved make and quality nhnU be installed in all
runs ofyUfeet nrmore unless otherwise shown unthe Contract Drawings.
On piping for high temperature aemine, self -equalizing type expansion
joints or pipe bends shall be installed as approved by the Engineer oraS
Rev. 12112 GfI�FK}N iI

shown on the Contract Drawings. Pipe bends shall be cold sprung one-
half thuhed expansion in the |Ulna Guides and anchors ohuU be
furnished and installed inanapproved manner.
(e) All piping passing through walls and floors shall be installed in pipe
sleeves or wall oastioQo accurately located before concrete is poured or
placed in position during construction ofmasonry walls. Boxing out for
wall castings will not be aUuwed. G|eemsa for piping smaller than 3 inches
located inconcrete floors and walls and |nexterior masonry walls shall be
fabricated from standard weight black obae| pipe; those located in interior
partitions shall be fabricated of14gauge galvanized steel. Sleeves for
pipe 3 inches and larger shall be the manufactured type honanbefona
specified. Top of floor sleeves for exposed piping shall extend 1 1/2 inch
above floor |avo|'' �allother sleeves �hmshallbaflush wkh surface.. Where
uncovered and -all
exposed pipes inches in outside diameter and
smaller pass through floors, finished weUn' or finished ceilings they shall
befitted with floor and ceiling plates ofthe type henainbofUreapenified. All
exterior wall sleeves and any interior wall sleeves into Chlorine Rooms
shall becaulked with lead wool and hemp tomake sleeves waterproof and
gas tight,
(f) A safety valve of the type heneinbefore specified, having a set pressure of
35 psi and e relieving capacity of at least 30 dm of free air with 10Y6
euoumu|ahon, shall be installed at each high point of each section of
sludge line and between shut-off valves.
(z) All piping installed below a slab resting on grade, unless otherwise
specified in the Project Specification, shall be encased in concrete of the
same type auused for the slab buaminimum thickness ofOinches on all
sides ofthe pipe,
(h) Sufficient compression sleeve orV1ctauho coupling type joints ehuU be
placed at locations in addition to those specifically shown the Contract
Drawings tnprovide for expansion.
(i) Lines conveying' water at 100^F or higher ohoU be provided with
automatic air vents at all nyab*m high points and elsewhere as indicated
onthe Contract Drawings. Each air vent shall b provided with a1/4inch
copper drain line to the nearest service niDk, drain orother location as
dinaob*d by the Engineer; routing shall be in locations protected from
traffic and/or ao directed by the Engineer, Air vents for concealed piping
ahoU be made muuenoib|e by means of an approved flush type access
panel.
�) Chemical feed troughs shall be 10 gauge galvanized nteel unless
otherwise indicated in the Project Specifications and/or on the Contract
Drawings. Where stainless steel troughs are called for, they shall be 16
gauge type 316.
(k) Installation of piping not hereinafter specified shall be as indicated in the
Project Specifications end/or on the Contract Drawings, or as
recommended bythe manufacturer ifnot otherwise indicated.
(|) In general, fittings used in piping systems shall have the same
uonn8ctons, matedo|, pressure rating, and finish aothe pipe towhich
connected. Unless nthemNmo indicated 125 }b, cast iron threaded fittings
Rov. 12M2 SECTION 11

shall beused with standard weight wrought iron and steel pipe. Drainage
systems using threaded piping shall baprovided with drainage type
PIPING SUPPORTS
(a) Pipe hangers and roller chairs shall be large enough to accommodate
pipe covering protectors, Support spacing and hanger rod sizes shall be
as follows:
Maximum Minimum
Nominal Pipe Support Spacing Hanger Rod
Size - Inches Feet Inches Diameter
Steel and Wrought Iron Pipe
1/4
5
3@
1
S
30
11/4
8
30
1&and 2
Q
30
2Y2and3
11
1/2
4and 6
12
5/8
6
14
8/4
8ho 12
15
1
14 and 16OD
15
1 1/8
18 OD
15
1 1/8
20OO
15
1 1/4
Larger than 2DOO
15
See Project
Specifications
Copper Tubing
,/2
G
3@
5/8tm 1
8
3/8
1 %ho2
10
1/2
21/2to5
12
5/8
0 to
14
70
Cast Iron and Ductile Iron Pipe
1}6and 2 6 30
3and 4 8 BB
6 Q 8/4
8bo 12 0 7/8
14and 18 Q 1
18 9 1 1/8
20 Q 11/4
Larger than 2O 9 See Project
Specification
(b) In addition to the foregoing 8mibations, bell and spigot pipe shall be
supported at each joint. |osbaK supports on each side of each valve 3
inches and |an]er, spaced no farther than 18 inches from the valve.
Additional supports shall be provided where required to prevent piping
loads from placing damaging stresses on valves and equipment. Where
neceanary, pipe ahg|| be blocked up at each support to permit installation
of pipe insulation.
Rev.12M2 {%ECTl{Nif[

Page 23
(c) Rubber hose, polyvinyl chloride pipe, Saran pipe, Uscolite pipe,
polyethylene pipe, and hard rubber pipe shall be supported over the entire
length by means of troughs consisting of steel channels or angles which in
turn are supported at intervals not exceeding 10 feet.
(d) Piping materials not included in the foregoing tabulation shall be supported
as indicated in the Project Specifications and/or on the Contract Drawings
or in accordance with the pipe manufacturer's recommendations if not
otherwise indicated.
11.03.3 INSTALLATION OF BELL AND SPIGOT PIPING
(a) In joining bell and spigot pipe and fittings, the spigot of each pipe shall be
property seated in the bell of the next adjacent piece and adjusted so as to
give a uniform space for the joint, which shall be made with braided hemp
or jute, fibre packing, or rubber gasket, and with lead or compound as
designated in the Project Specifications. The packing shall be long
enough to completely encircle the pipe, and shall be thoroughly driven into
the bell so as to leave a -space of at least 2 1/2 inches in depth to be filled
with lead. Each joint must be made in one pour. In making lead joints, the
melting pot shall be kept near the joint to be poured, and dross shall not
be allowed to accumulate in the melting pot. Lead joints shall be
thoroughly caulked by competent mechanics and in such a manner as
shalt- secure tight joints without overstraining the iron of the bells. Tarred
jute packing shall not be used for bell and spigot wall castings or caulked
wall sleeves.
(b) Gast iron soil pipe joints shall be composed of oakum and lead. Joints
shall be yamed, poured and caulked in the same manner as prescribed in
the preceding paragraph. Each joint shall contain one pound of lead per
inch of pipe diameter.
(c) Gasket type bell and spigot piping shall be installed in strict conformance
with the manufacturer's recommendations.
11.03.4 INSTALLATION OF FLANGED PIPING
All joints in flanged piping shall be brought to exact alignment, and all gaskets
and bolts or studs inserted in their proper places. Bolts or studs shall be
uniformly tightened around the joints. Where stud bolts are used, the bolts
shall be uniformly centered in the connections and equal pressure applied to
each nut on the studs. Steel flanges bolted to 125 lb. cast iron flanges shall be
furnished with flat faces.
11,03.6 INSTALLATION OF THREADED PIPING
All threaded joints in steel, wrought iron, or cast iron piping systems shall have
long taper threads which shall be made tight with oil and graphite paste applied
to external threads only. All pipe 1-1/2 inches and smaller shall be reamed to
remove burrs and stood on end and well pounded to remove scale and dirt..
Wrenches on valves and fittings shall be applied directly ovef the joint being
tightened. The joints of all piping used for chlorine gas shall be made up with
litharge and glycerine.
Rev. 12/12 SECTION 11

Page 24
11.03.6 INSTALLATION OF WELDED PIPING
All welding shall be performed in accordance with the procedures of the
NCPWB, or other approved procedures, which conform with the requirements
of the ASME Boiler and Pressure Vessel Code or of ASA B31.1. No welder or
welding operator shall be employed on the work who has not been fully
qualified under these procedures and so certified by a member of a local
Chapter of the NCPWB or similar locally recognized authority. The Engineer
has the right at any time to call for and witness the making of test specimens by
any welder or welding operator in accordance with the foregoing and to observe
the physical tests of the specimens, All labor and materials required for the
tests shall- be provided at the expense of the Contractor. Filler metal for
welding shall be of the same composition as the base metal, Fittings shall be
of the same material and schedule number as the pipe to which attached.
11.03.7 INSTALLATION OF COPPER PIPING
(a) Copper tubing with solder joint connections shall have all burrs removed
from the tubing before joints are made. Both the inside of the fitting and
the outside of the tubing shall be cleaned and polished and a non-
corrosive flux shall be evenly distributed across the joining surfaces by
applying the flux and rotating the fitting and tubing together. Joints shall
be made by applying heat and solder to the end of the fitting until the
solder melts and then passing the flame toward the center of the fitting
until the solder is absorbed and appears uniformly around the end of the
fitting. Excess solder shall be removed by brushing while the solder is still
in a plastic state. A fillet shall be left around the cup of the fitting. All joints
shall be allowed to cool at room temperature without chilling.
(b) Copper tubing with flared joints shall be thoroughly cleaned and the ends
of the tubing shall be uniformly flared to the bevels of the fittings.
Wrenches shall be applied to the bodies of fittings near the joint being
made but in no case to a joint previously made.
11.03,8 INSTALLATION OF MISCELLANEOUS PIPING
(a) In joining cast iron pipe using joints other than bell and spigot, threaded,
and flanges, the pipe shall be brought to exact alignment and all
necessary rings, gaskets and _bolts inserted in their proper places. Bolts
shall be- uniformly tightened around the joints to avoid any strains or
distortions. Mechanical joint cast iron piping shall be installed in
conformance with the notes appended to ASA A21.11.
(b) Installation of types of piping other than listed herein shall be as indicated
in the Project Specifications and/or on the Contract Drawings or as
recommended by the manufacturer if not otherwise indicated.
11.03.9 INSTALLATION OF INSULATION
(a) Thickness and type of insulation required for the various piping systems
shall be as indicated in the Project Specifications and/or on the Contract
Drawings. No pipe covering shall be installed until the piping system has
been tested as hereinafter specified. Pipe covering protectors shall be
Rev. 12/12 SECTION 11

Page 25
provided at each pipe hanger or support and shall be installed
simultaneously with the insulation, Pipe covering protectors shall also be
provided at locations where insulation is subject to damage from traffic.
(b) Pipe insulation shall be applied over clean dry pipe with joints butted
firmly together and any factory applied jacket securely pasted in place.
All longitudinal and transverse joints shall be staggered when more than
one layer is applied. All joints shall be sealed in accordance with the
manufacturer's recommendations. Where a vapor barrier is required it
shall be carried down and sealed to the pipe at intervals of not more than
50 feet.
(c) Fittings, valve bodies, flanges, unions and couplings shall be insulated to
the same thickness as the adjacent pipe covering either with fabricated
insulation covers; or with insulating cement for pipe sizes smaller than 4
inches and with segments of insulation wired in place and finished with
insulating cement for pipe sizes 4 inches and larger. Insulation requiring
a vapor barrier shall be sealed with a vapor barrier tape and a sealing
compound. Unions and flanges shall be insulated only on lines requiring
a vapor barrier.
(d) All insulation of fittings, valve bodies, flanges, unions, and couplings shall
have a 6 ounce canvas jacket neatly and securely pasted on. All
exposed pipe insulation shall have a 6 ounce jacket neatly and securely
pasted on with all longitudinal_ seams installed toward wall or ceiling. All
exposed ends of insulation at unions, flanges, equipment. etc., shall be
tapered down to the pipe and sealed with insulating cement.
(e) Plastic Pipe Coatings for condensation and corrosion control shall be
applied to the piping systems indicated in the Project Specifications
and/or on the Contract Drawings. Unless otherwise indicated, coatings
shall be 1/2 inch thick and shall cover the entire system, including fittings,
unions, flanges, valve bodies, and couplings. Coating shall be applied in
layers not exceeding 1/8 inch in thickness over,a clean, dry surface from
which all scale and rust has been removed; each layer shall be allowed to
dry for a minimum period of 24 hours before the subsequent layer is
applied, Temperature of surface shall be between 50F and 150F when
coating is applied. Coating shall be applied by hand or brush.
11.03.10 TESTiNG OF PIPING SYSTEMS
(a) Unless otherwise specified in the Project Specifications and/or shown on
the Contract Drawings, all piping systems installed under the General
Specification for Inside Process Piping shall be tested in the manner
hereinafter specified. No piping shall be insulated, concealed, or furred -
in until it has been tested to the satisfaction of the Engineer. Testing
media shall be furnished and disposed of by the Contractor, and all
material, labor and equipment required for the testing procedures shall be
at his expense. Any leaks or defective piping disclosed by the test shall
be replaced or repaired and the test repeated until all piping proves tight.
No caulking of defective piping or joints will be permitted.
(b) Piping which will convey water or aqueous solutions shall be tested
hydrostatically. Piping which will convey gases or liquids other than water
or aqueous solutions shall be tested with air.
Rev. 12/12 SECTION 11

Page 26
(c) Gravity drainage systems shall be tested by filling the system with water
to the highest point or overflow or by subjecting the system to an
equivalent pressure; all joints and fittings shall then be checked for leaks.
Other systems shall be tested by subjecting the piping to 50% in excess
of the minimum pressure to which the piping will ordinarily be subjected,
but in no case lower than 50 psi for systems employing cast iron pipe;
however, no system shall be subjected to a pressure greater than 50% in
excess of the design working pressure of the pipe and/or fittings.
Regulators or other devices which could be damaged by the test shall be
isolated or removed from the system during the test.
11.04 COMPLETION OF CONTRACT
11.04.1 PROTECTION OF WORK
The Contractor shall protect all inside Process Piping equipment and materials
from damage at all times during construction and until the final acceptance by
the Owner of the completed Project. Pipe openings shall be closed with plugs
or caps during installation. Equipment shall be properly covered and protected
against dirt, water, chemicals, or mechanical injury at all times. Prior to final
acceptance of the Project, all piping and equipment shall be thoroughly cleaned
and delivered to the Owner in perfect condition.
11.04.2 IDENTIFICATION OF VALVES
(a) Each shut-off or control valve installed in inside processing piping
systems, except those at equipment, shall be provided with a 1-1/2 inch
minimum diameter heavy brass tag. Each tag shall bear the identifying
number of the valve and, when so indicated in the Project Specifications
and/or on the Contract Drawings, an identifying letter symbol of the service
line. -
(b) The tags shall be attached to the valve by split -key rings soldered so that
ring and tag cannot be removed. The numbers and letters shall be of
block type, with 1/2 inch high numbers and 114 inch high letters stamped
thereon and filled with black enamel.
1C04.3 IDENTIFICATION OF PIPE LINES
Each inside process pipe line which is installed in an unfinished room, furred
ceiling, boiler room, equipment room, or basement shall be provided with
identifying letter symbols stencilled on the line. Symbols shall be provided at
maximum intervals of 25 feet and shall b stencilled after the pipes have been
insulated andfor painted as specified. Stencil color shall be black unless
background color is dark, in which case stencil color shall be white. Identifying
letters shall be at least 2 inches high for pipe OD's (including insulation) 4
inches and larger, 1 inch high for pipe OD's from 2 inches to 4 inches, and 1/2
inch high for pipe OD's smaller than 2 inches, In addition to the identifying
letters, each symbol location shall be provided with a stencilled arrow indicating
direction and/or directions of flow, identifying symbols shall be as indicated in
the Project Specifications and/or on the Contract Drawings.
11.04.4 VALVE DIRECTORIES
The Contractor shall furnish and install approved schematic pipe diagrams and
valve directories for each inside process piping system. Each schematic pipe
Rev. 12112 SECTION 11

Page 27
diagram shall be single line showing the relative position of valves, valve
numbers and direct of flow. Each directory shall show each valve number and
the location of each valve. Each diagram and directory shall be on an approved
material and framed in a glazed frame with screw eyes and wires for hanging
and shall be located as directed by the Engineer.
11.04.6 STERILIZATION OF POTABLE WATER SYSTEMS
(a) All piping connected to and forming a part of a potable water system shall
be as sterilized in a manner acceptable to the Engineer. The method
described as follows; or other method acceptable to the NC Department
of Environment, Health and Natural Resources, Division of Environmental
Health, Public Water Supply Section or others having jurisdiction and the
Engineer, shall be used.
(b) After the pressure test and before sterilization, each potable piping
system shall be flushed until the water runs clear, Each valved section of
the newly installed piping system shall be flushed separately with potable
water from the public supply.
(c) Disinfect the piping system with chlorine applied by the introduction of a
hypochlorite solution. Calcium hypochlorite in commercial grades
contains about 65% to 70% of free chlorine. Hypochlorite powder shall
first be made into a paste and then thinned to about a 1% chlorine
solution. This will require about 7,50 gallons of water to each pound of
powder. Solutions shall be prepared in an approved container for
chlorine solutions and the solids permitted to settle out. The clear
supernatant shall be applied to the main through a rubber hose by
gravity, syphonage, injection or by suitable pump feeder.
(d) The point of application of the chlorinating agent shall be at the beginning
of the piping system or any valved sections thereof, and through a
corporation cock inserted in the top of the newly installed pipe. Water
from the existing distribution system shall be controlled so as to flow
slowly into the newly installed pipe that the chlorine dose applied to the
new pipe shall produce at least 100 ppm after 24 hours standing, Valves
shall be manipulated so that the strong chlorine solution in the pipe being
treated will not flow back into the line supplying the water.
(e) Permit the treated water to remain in the pipe being treated for at least 24
hours, following which period of time the line shall be thoroughly flushed
until all of the heavily chlorinated water is removed. The Contractor may
release chlorinated water and/or flush water only in the manner, location
and rate as approved by the Engineer, Such approval shall be on a site
by site basis. If, for any reason, a shorter retention period must be used,
the chlorine concentration shall be increased accordingly.
(f) Collect bacteriological water samples from the end most outlet of the
treated piping system through two successive days. If, at the end of this
period the samples show safe results, the new piping system may be
placed in service. If, however, the results are unsafe, the chlorine
treatment shall be repeated until all samples show safe results.
Bacteriological analysis samples must be picked up by the Contractor
and run by a state -approved laboratory, employed and paid by the
Contractor, with the cost of such tests merged in the price bid on contract
items,
Rev. 12/12 SECTION 11

Page 1
GENERAL SPECIFICATIONS
12.0 MISCELLANEOUS METALWORK
12.01 GENERAL
12.01 A SCOPE OF WORK
(a) All labor, materials, equipment, tools, and services required for the
furnishing and installation of miscellaneous metalwork required under this
Contract shall be furnished and installed in compliance. with the following
General Specifications, the Project Specification and the Contract
Drawings.
(b) This General Specification designated as Section 12.0, Miscellaneous
Metalwork, covers the description of materials generally utilized in
miscellaneous metalwork installations and the installation of such
materials. The Project Specifications and the contract Drawings
designate the specific work, the materials, and the details on the
furnishing and the installation of all Miscellaneous Metalwork. The
inclusion of items of material or work within this Specification does not
necessarily constitute their use on this Project.
12.01.2 SHOP DRAWINGS
(a) The attention of the Contractor is directed to the provisions in the General
Conditions of the Contract requiring the submission to the Engineer of
shop and setting drawings. On all miscellaneous metal work, such
submission shall include shop drawings for all work fabricated off of the
construction site and must conform to the exact description named in the
General or Project Specification or in the Schedules on the Contract
Drawings.
(b) Shop and Setting Drawings and manufacturer's data for all material
included under this section shall show the kind of material, sizes of metal,
method of assembly, hardware and anchorage or connection with other
work,
12.01.3 VERIFICATION OF CONTRACT DRAWINGS
(a) The Contract Drawings indicate the size and arrangement for
miscellaneous metal work. In the event it should become necessary to
change the. location of the work due to construction details, the
Contractor shall consult with the Engineer before making any such
changes.
(b) The Contractor shall consult with other trades in advance and shall make
all the necessary provisions for the installation of their work.
Rev. 3149 SECTION 12

Page 2
12.01.4 STANDARDS
Where materials and methods are indicated in the following Specifications as
being in conformance with- a standard specification, it shall refer in all cases
to the latest edition of the specification and shall include all interim revisions.
Listing of a standard specification without further reference indicates that the
particular material or method shall conform with such listed specification.
Where manufacturer(s) or trade -names appear, it is only to represent a
level of quality expected and in no way is to be construed to preselect
the Contractor's supplier or equipment. It sloes not restrict bidders to a
specific -brand, make, manufacturer or specific name. They are used
only to set forth and convey to bidders the general style, type-,
character, and quality of product desired. Equivalent -products will be
acceptable. All equipment shall conform to the latest revised applicable
OSHA Standard,
12.02 CONSTRUCTION MATERIALS
12.02.1 GENERAL
(a) All materials and equipment shall be furnished by an established and
reputable manufacturer or supplier. All materials and equipment shall be
new and shall be of first class ingredients -and construction, designed and
guaranteed to perform the service required and shall conform with the
following Specifications or shall be the product of the listed
manufacturer's or similar and equal thereto.
(b) Proper handling and storage techniques must be exercised with all
material to prevent the inclusion of foreign materials or damage by water,
frost or breakage. Perishable materials shall be placed on a platform
raised clear of the adjoining ground and protected from damage with a
weatherproof cover.
(c) The Contractor shall verify conditions in the field, be responsible for
proper fitting together of his material and shall check all measurements in
the field, as required for work fabricated to fit job conditions.
(d) Before starting work, the Contractor shall examine adjoining work on
which his work is in any way dependent for perfect workmanship and fit.
All corrective work shall be performed to the adjoining work as may be
necessary to produce work perfect in all respects.
(e) The Contractor shall make all necessary provisions for work included
herein to accommodate work specified under other Sections.
Rev. 3/09 SECTION 12

12.02.2 CONSTRUCTION MATERIALS
ASTM
Designation
(a)
Aluminum Castings ' Anodized finish
826AKoyG4A.
b)match balance ofaluminum materials
Condition
)
Aluminum 8ars, Rods, Shapes
8221 ur83D8
(o)
Aluminum Sheets, P|abaa
Mill Finish
82U0,Alloy 11OO
Anodized Finish
B2Oy`Alloy 30O3
Aluminum Tubing
B210
(e)
Bronze Castings - Color tomatch other
architectural bronze
B147
Bronze Bolts, Nuts, Screws
B16
(g)
Bronze Rods, Bars, Shapes
B124
h)
Bronze Sheets, P|abaa
B86
(i)
Bronze Tubing
B1S5
0)
Bronze Pipe
B48
Copper Sheets
8162.Hard Temper
|)
Cast Iron
A48
(m)
Malleable |,on,VVhitefuUyannealed
A47
)
Sheet Iron ,
A109
(o)
Stainless Steel Sheets
/\1G7.Type 3O28
Exposed Sheets
No. 4Finish
Normally invisible sheets for protection
against weather and corrosion
No. 1 Finish
(p)
Stainless Clad Steel with
A264
2096 Cladding No, 4 Finish
)
Steel Pipe
A120
(
Structural Steel
A38
(a)
Structural Steel Tubing
ASTN185O1
Seamless, Hot Formed
Gbae| Pipe
A53
(u)
Cast Steel
A27
\
Genuine Wrought Iron Rods, Bars
A207
Genuine Wrought Iron Plates
/442
(x)
Genuine Wrought Iron Sheets
A102
Genuine Wrought Iron Pipe
A72
(z)
Zinc Coating
A123
(aa)Concrete Inserts:
Threaded or wedge type, galvanized ferrous uantiogo,
either malleable iron ASTK8
A47 orcast steel AGTYN A27. Provide bo|(s, washers and shims as naquined, hot -
dip galvanized, ASTM Al 51
(ob) MASONRY ANCHORAGE DEVICES
Expansion Shields, F8FF-S-325
(an) TOGGLE BOLTS
Tumble -wing type, FSFF-8-688.class and style aarequired.
Rem3/09 SECTION 12

(ad) FASTENERS
I. GENERAL
Provide zinc -coated fasteners for exterior use or where built into exterior
walls. Select fasteners for the type, grade and class required.
Z BOLTS AND NUTS
Regular hexagon head type, ASTM A307, Grade A
3� LAG BOLTS
Square head type, FSFF'8-501
4, MACHINE SCREWS
Cadmium plated nbae. F6 FF-G- 92
5, WOOD SCREWS
Flat head carbon steel, FSFF-G411
G. PLAIN WASHERS
Round, carbon steel, FSFF-VV-82
7, LOCKVWASHERS
Helical spring type carbon steel, FSFF-VV-84
8. SELF DRILLING ANCHORS
"Red Head" as manufactured by Phillips Dh|\ Company, Inc., Hi|U
Fastening Systems, Ramuat.orequal.
1202.3 FABRICATION
(a) GENERAL
(1) Fabricated metal work shall bewell formed toshape and size,
with sharp lines and angles. Shearing and punching operation
shall leave dsmn. hue lines and surfaces. All permanent
connections shall bewelded nrriveted. Assembling bythe use
of bolts or screws shall be avoided when possible, but ifused,
bolts and screws shall be screwed uptight with the threads
nicked to prevent loosening, All curved work shall be evenly
sprung.
(2)
Rev. 3/09 SECTION 12

Page 5
(3) All fastenings shall be concealed where practicable, or if
impractical other methods of fastening shall be submitted to
the Engineer for approval. The thickness of metal and details
of assembly and supports shall give ample strength and
stiffness. Joints which will be exposed to the weather when
erected shall be formed to exclude water. Holes and
connections for the work of other trades shall be provided.
(4) Structural steel fabrication of miscellaneous metalwork items
shall conform with the AISC "Specification For The Design,
Fabrication and Erection of Structural Steel For Buildings
(Riveted, Bolted and Arc -Welded)." All steel work which is to
be galvanized shall be fabricated in accordance with AST M
A143, A384 and A385..
(5) All welding shall be in accordance with the "Standard Code for
Arc and Gas Welding in Building Construction" of the American
Welding Society. Welding shall be continuous along entire
area of contact, except where tack welding is permitted. Tack
welding will not be permitted- on exposed surfaces. All
exposed welds shall be ground smooth and brushed clean.
(6) :Supplementary parts necessary to complete each item, though
such work is not definitely shown or specified, shall be
included. All miscellaneous metalwork where not shown in
detail on the Contract Drawings shall be designed by the
Fabricator in accordance with good accepted standard
practice.
(7) Use material of size and thickness shown or, if not shown, of
required size and thickness to produce strength and durability
in finished product. Work to dimensions shown or accepted on
shop drawings, using proven details of fabrication and support.
Use type of materials shown or specified for various
components of work.
(8) Form exposed work true to line and level with accurate angles
and surfaces and straight sharp edges. Ease exposed edges
to a radius of approximately 1132" unless otherwise shown.
Form bent -metal corners to smallest radius possible without
causing grain separation or otherwise impairing work.
(9) Weld corners and seams continuously, complying with AWS
recommendations. Grind exposed welds smooth and flush, to
match and blend with adjoining surfaces.
(10) Form exposed connections with hairline joints, flush and
smooth, using concealed fasteners wherever possible. Use
exposed fasteners of type shown, or if not shown, Phillips flat-
head (countersunk) screws or bolts.
Rev. 3109 SECTION 12

Page 6
(11) Provide for anchorage of type shown, coordinated with
supporting structure. Fabricate and space anchoring devices
as shown and as required to provide adequate support for
intended _use.
(12) Cut, reinforce, drill and tap miscellaneous metal work as
required to receive finish hardware and similar items.
(13) Use hot -rolled steel bars for work fabricated from bar stock
unless shown or specified to be fabricated from cold -finished or
cold roiled stock.
(b) STAINLESS STEEL WORK
(1) Only the proper type of stainless steel electrodes or welding
rods -shall be used. All welded joints shall be ground and
polished and made imperceptible. Welds shall be of such
character as to eliminate injury to stainless steel parts in
appearance, strength and resistance to corrosion.
(2) All scratches, marks, pits and other blemishes on exposed
surfaces incurred during fabrication of the material shall be
removed by grinding and polishing until the entire surface
possesses the same finish as the adjacent work.
(c) ALUMINUM WORK
Type and procedure for welding of aluminum shall be as established
and recommended by the producer of the castings, sheets, bars,
rods, shapes, etc., to be used in the finished metal work. All welded
joints shall be ground and polished and made imperceptible.
(d) BRONZE WORK
Only the proper type of bronze electrodes or bracing rods shall be
used. All welded joints shall- be ground and polished and made
imperceptible,
(e) COPPER WORK
All copper work shall be fabricated of the weight indicated on the
Contract Drawings, with concealed welds and fastenings. The
assembled work shall be polished after fabrication.
Rev. 3/09 SECTION-12

Page 7
(f) GALVANIZED STEEL WORK
(1) Provide zinc coating for those items shown or specified to be
galvanized as follows:
(a) ASTM A 153 for galvanizing iron and -steel hardware.
(b) ASTM A 123 for galvanizing rolled, pressed forged steel
shapes, plates, bar and strip 1/8" thick and heavier.
(c) ASTM A 386 for galvanizing assembled steel products.
(2) GALVANIZING REPAIR PAINT
High zinc dust content paint for re -galvanizing welds in galvanized
steel„ complying with military Specifications MIL-P-21035 (Ships).
(g) SAFETY TREAD NOSINCS
Safety tread nosings shall have an abrasive surface for treads and
the down side of landings and platforms of poured in place concrete
stairs shall have safety tread. The nosings for concrete stairs and
steps shall be 8 inches shorter than the treads to which they are to be
applied and designed so that after installation the top surface will be
flush with the top surface of treads and platforms and fastened
thereto with countersunk brass bolts or screws to the anchors set in
concrete.
(h) PIPE TRENCH COVERS AND FRAMES
Pipe trench covers and frames shall consist of 3" x 2" x 114 inch steel
angle frames with 1" x 1/4 inch steel anchors spaced approximately
18 inches on center on all sides for embedding in concrete.
Continuous stops shall be welded to the sides of the frames. Covers
shall be fabricated of 1/4" minimum steel plate set loose in sections
of not over four (4) feet long with stiffener angles as required. The
top of the plate and frame shall finish flush with the finished floor.
(i) PIPE RAILINGS
(1) GENERAL,
(a) Railings shall be fabricated to the details indicated on_ the
Contract Drawings, using flush type fittings with joints welded
and the welds ground smooth. Handrails to be secured to
walls shall be furnished with cast iron brackets to be spaced
ten (10) inches from the ends, and not over five (5) feet
apart. The exposed ends of these handrails shall be fitted
with screw plug finials.
Rev. 3/09 SECTION 12

(b) Fabricate pipe railings hodimensions and details shown, with
smooth bands and welded joints ground smooth and flush.
Where details are not shown, use 1'1/2" steel pipe with to
of hop nsi| 42" above floor, or 32" above stair treads
measured vertically otthe stair riser line.
(c) Adjust railings prior to anchoring to ensure matching
alignment at butting joints, Space posts not more than 8' on
centers, unless otherwise shown. Plumb posts in each
direction. Secure posts and rail ends tobuilding construction
as follows:
(1) Anchor posts in uoncnaba by means of pipe sleeves set
and anchored into concrete. Provide sleeves of
galvanized, standard weight, steel pipe, notless than 8"
)ong, and having an inside diameter not less than 1/2"
greater than uubm\da diameter of posts. A square
galvanized bone plate shall be secured to bottom of
sleeve and of width and length not |emu than 1" Onaotar
than outside diameter ufsleeve, After posts have been
inserted into sleeves, fill annular space between postand
o|eewo solid with molten lead or quick -setting hydraulic
cement. Cover anchorage joint with ground steel flange
welded topost.
(2) Anchor posts to steel with steel oval flanges, angle type
on floor type aorequired by conditions, welded to posts
and bolted to steel supporting members.
(3)Anchm nail ends into steel with steel oval or 'round
flanges welded turail ends and bolted k)structural steel
members.
k0Secure handrails towalls bymeans ofwall brackets, and wall
return fitting edhandrail ends. Provide brackets with not less
than 1 %" clear space between finish wall surface and pipe
hand/oi|, and with wall plate portion of bracket drilled to
receive one3/8" bn|L Locate brackets not more than 8U" o.o.
Provide flush type wall return fittings with same projection as
that specified for wall brackets. Secure wall bnynkeba and
wall return fittings hnbuilding construction aefollows:
(1) For cnncoaba and solid masonry anchorage use bolt
anchor expansion shields and lag bolts.
(2) For hollow masonry and stud partition eoohonage, use
toggle bolts having square heads.
(e) All steel pipe handrail shall bgGSUgalvanized |naccordance
with AST[N A525xvhan installed on exterior areas and areas
with high moisture content atmospheres.
Rev. 3/09 SECTION 12

Page 9
(2) STEEL
Pipe railings shall be ASTM A53 of sizes shown on Contract
Drawings and shall be made -of standard weight 1-1/2"
galvanized schedule 40 steel pipe, 2 rails, 42" height with
1/8" x 4" toe plates and with standards not over 5' on centers.
Fittings shall be railing type or pipe may have welded joints.
All welds shall be ground and polished smooth after
fabrication. Wrought iron- pipe sleeves of proper size and
arrangement shall be built in and the standard be provided
with suitable male connection to slide and lock therein and
stand rigid. Provide suitable wall stringer and floor flanges
and/or floor sleeves. All welded railings shall be hot dip
galvanized after fabrication. Railing expansion joints shall
coincide with building or structure expansion joints.
(3) ALUMINUM
The work includes furnishing and installing aluminum pipe
railings at the locations shown on the Contract Drawings.
The railings shall be constructed using 1-1/2" I.P.S. Schedule
40 aluminum pipe weighing 0,94 pounds per foot with
standards at 5' centers maximum, The railings shall be 2-rail
type, 42" high, and shall be constructed using 1/8" x 4"
aluminum toe plates. Floor plates, fascia plates, fascia
mounts and escutcheon plates shall be used as indicated on
the Contract Drawings or as required. Welds shall be
completely dressed and blended to pipe. Railing expansion
joints shall coincide with building or structure expansion
joints.
(4) ORNAMENTAL RAILINGS
(a) Ornamental railings shall be fabricated from mild steel
(or of other metals as designated) bars and shapes to
the size and details indicated on the Contract Drawings,
Uprights located in concrete shall be set in- sleeves
approximately 6 inches long and caulked tight in molten
lead or hot sulphur. Uprights in stone shall be set in
drilled holes and caulked tight with molten lead or hot
sulphur. Rail ends shall be secured into drilled 'holes in
masonry and stone and caulked with lead wool.
(b) The top of the rail for brass, aluminum or wood handrails
shall be drilled and counter -sunk every ten (10) inches
for fastening handrail with screws from the underside.
Unless otherwise detailed or noted on the Contract
Drawings wall brackets shall be used for handrails and
shall be of stone design malleable cast iron spaced ten
(10) inches from the ends, and not over five (5) feet
apart, and shall be furnished with toggle or expansion
bolts for fastening to wall,
Rev. 3/09 SECTION 12

Page 10
0) METAL LADDERS
(1) Vertical metal ladders shall be fabricated of mild steel, aluminum or
of genuine wrought iron to the size and details as indicated on the
Contract Drawings. Ladders and brackets to be exposed to
weather or moisture shall be fabricated of genuine wrought iron.
(2) Ship ladders(slopingladders) shall be of the open type, fabricated
of structural steel channels or steel plate stringers, having pipe
handrails and steel grading treads. Treads shall have a toe -piece
at the back one-third of the height of the riser. Stairs shall be
fabricated to be anchored to the floor and top with approved
fastenings.
(k) METAL LADDERS WITH SAFETY CAGE
Metal ladders with safety cages shall be galvanized finish with not less
than 1.8 oz. of zinc per square foot, according to ASTM A123. All new
and existing ladders shall be fitted with safety cages to comply with
OSHA Standards. Safety cages shall envelope the ladder width and 2'-
7" deep, All sections shall be welded. Parapet rails or rail extensions
shall be as shown on the Contract Drawings. Rails shall be same
section in size and strength as ladder rails, The top horizontal bar of
the safety cage shall extend around ladder and terminate at top of
deck.
(I) SPIRAL METAL STAIRS
Spiral stairs shall be of the diameter shown on the Contract Drawings
and designed for a circular stairwell and cantilevered tread
construction. Stairs shall be provided with mild steel railing, balusters
and newel. One baluster shall be provided to each step and with the
railings extending around the stairwell. The center pipe shall be 3
inches in diameter with cast iron terminals and base and non -slip cast
iron cantilevered treads.
(m) METAL STAIRS
(1) Metal stairs shall be fabricated of all aluminum materials or of steel
as indicated on the Contract Drawings. Railing and accessories
shall be constructed of the materials indicated on the Contract
Drawings. The weights of all aluminum members shall be
sufficient to sustain loads without objectionable deflection.
(2) All stairs and platforms shall be designed to sustain 100 pounds
per square foot for a vertical projected load unless otherwise noted
in the Project Specifications or detailed on the Contract Drawings,
Rev. 3/09 SECTION 12

(3) Stair stringers shall be fabricated either ofchannels, flat plates or
formed plates, bent orrolled to necessary size and shape, The
tread and riser brackets wheU be 1-1/4x 1-1/4x 1/8 inch angle,
welded or riveted to the sthngero. The headers constructed of
channels shall bebolted nrwelded hzthe stringers. The sub -treads
and risers shall be formed nfnot less than $ No. 14 gauge steel;
intermediate platforms shall beformed ofNo. 12 minimum gauge
steel and reinforced with angle or tee stiffeners. The fascia plate
covers shall be fabhcatnd of 14 minimum gauge steel or as
indicated onthe Contract Drawings.
() Unless otherwise indicated on the Contract Drawings the sub
-
treads and platforms for stairs without grating treads shall be
formed with abent nosing and the bottom oythe riser shall have o
bent key to receive the poured in place cement or terrazzo treads
and safetynoa|nga. An allowance for a two (2) inch MU on treads
and three (3)inch fill onintermediate platforms shall bemade.
(5) Newels and drops shall beformed tothe design indicated onthe
Contract DravA(ings.fabricated of14gauge tubing with permanently
secured cast iron caps and drops. Balusters shall beformed ufthe
size and shape indicated nnthe Contract Drawings, fabricated of
handrails thereto. Brackets for the wall handrails shall beprovided
to permit installation with brackets located one (1) foot from each
end and each corner and five (5)feet oncenters.
(6) All anchors, bolts, angles, hangers, supports and other accessories
needed for the complete assembly and installation shall be
supplied. Stair members shall be either riveted or welded except
that bolting may be used for field assembly where riveting or
welding cannot be used. All bolting shall have concealed or flush
(7) Provide brackets and bearing surfaces osdetailed and asrequired
to anchor and contain the stairs on the supporting structure.
(8)Handrails shall be as specified with connections welded and joints
ground smooth. Provide with terminal caps and wall flanges where
required. Mechanically jointed railing systems maybe used if
approved by the Engineers. Install railings using sleeves, flanges,
etc., as detailed and anchor with lead.
(9) Install wall post flanges, wall brackets, hermina|uapa.obz.
as required for complete stair installation.
(10) Furnish inserts and anchoring devices which must be set in
concrete or built into masonry for the installation of the stair
systems work, Provide setting dnswings, hamplatea, instructions
and directions for installation of anchorage devioen. Coordinate
delivery with other work toavoid delay.
Rem3/09 SECTION 12

Page 12
(n) STAIR FRAMING
(1) Fabricate stringers of structural channels, or plates, or a
combination thereof, as shown. Provide closures for exposed ends
of strings.
(2) Construct platforms of structural channel headers and -
miscellaneous framing members, as shown. Bolt headers to
stringers and newels. Bolt framing members to strings and
headers.
(o) GRATING
(1) All gratings shall be fabricated of aluminum or as indicated on the
Contract Drawings and designed for a 100- pound per square foot
minimum live loading, where specific details are not supplied. All
intermediate structural members required shall conform to the
loading, unless noted otherwise.
All intermediate structural members required shall conform to the
loading requirements and must be provided by the Contractor.
(2) Frames shall be constructed of aluminum angles, channels, bars or
other aluminum members shown on the Contract Drawings.
Gratings shall be high -strength, heavy duty, lightweight type and be
designed with a minimum 1- 14" I -bar depth with loads not
exceeding those permitted by Federal Specification RRG661C.
Tread surface shall be extruded and continuous with the top of the
1-bar section. The side of the gratings shall be an kbar. All four
outside edges of each separate section of grating shall be banded
prior to installation. Any edges banded in the field shall be to the
satisfaction of the Engineers. All gratings shall be aluminum 6063
Standard and as manufactured by Borden Grating, IKG Industries,
Gary Grating, or equal.
(3) Grating shalt be detailed to place top flush with the surrounding
walking surface, areaway gratings shall be detailed to place top
flush with the top of the concrete surface. Grating for floors and
walkways shall be provided with an angle iron frame for anchoring
to the concrete with a welded bar anchorage placed at 3 foot
centers. At least 1-314" of bearing surface shall be provided on the
angle iron frame.
(4) Gratings in public sidewalks shall have the inner frame hinged to
the outer frame with genuine wrought iron butts having brass pins
and a lock requiring special tools. The outer frame shall be
detailed for bolting to the concrete.
(5) Steel grating shall be galvanized after fabrication.
Rev. 3109 SECTION 12

Page 13
(p) HANDRAIL CHAIN
When indicated on the Contract Drawings, two-line handrail chain shall
be supplied to substitute for pipe handrail. Chain shall be anchored to
a post at one end and connected to post ring at the other end with a
snap hook. Chain and all accessories shall be fabricated of galvanized
steel unless otherwise noted on the Contract Drawings with welded link
construction with link metal 3/16 inch in diameter.
(q) ALUMINUM MANHOLE FRAMES AND COVERS
Furnish and install all aluminum manhole frames and covers shown on
the Contract Drawings, Frames shall- be constructed- of aluminum
angles, channels, bars or other aluminum members shown in details.
All members shall be welded. Covers shall be checkered aluminum
plates or bar gratings as indicated on the Contract Drawings and shall
be fitted with hinges and flush handles for opening. Frames and covers
shall be designed to support a uniform load of not less than 200
pounds per square foot, without excessive deflection. Covers over
flumes or reservoirs shall be fitted with a minimum 6" screened vent.
Aluminum manhole frames and covers shall be as manufactured by
Bilco Co., Waco, Haladay or equal,
(r) STEEL MANHOLE FRAMES AND COVERS
Furnish and install all steel manhole frames and covers shown on the
Contract Drawings. Frames shall be constructed of steel angles,
channels, bars or other steel members shown in details. All members
shall be welded. Covers shall be checkered steel plates, or bar
gratings, as indicated on the Contract Drawings and shall be fitted with
hinges and flush handles for opening,. Frames and covers shall be
designed to support a uniform load of not less than 200 pounds per
square foot, without excessive deflection. Covers over flumes or
reservoir shall be fitted with a minimum 6" screened vent. After
fabrication, steel frames and covers shall be sand blasted smooth,
cleaned and be hot dip galvanized. Steel manhole frames and covers
shall be as manufactured by Bilco Co., Waco Co., Haladay or equal.
(s) ROOF CURBS
Roof curbs shall be provided for all roof penetrations requiring curbs
including architectural, process, mechanical and electrical work (except
skylights) as required. Curbs shall be of 18 gauge galvanized steel
construction with continuous welded corner seams, factory installed
wood nailers and 3 lb, density rigid fiberglass board insulation minimum
of 9" in height and shall be as manufactured by Pate Mfg. Company,
Broadview, Illinois, Thybar Corp,, Addison, Dayton or approved equal.
Wood nailer shall be chemically treated to resist rot and insect
infestation.
The type of curb required shall give the appearance of, or include a well
liner, with deck closure strips furnished.
It shall be the responsibility of the curb manufacturer to coordinate the
curb sizes with the equipment being placed over the roof openings.
Rev. 3/09 SECTION 12

Page 14
(t) JIB CRANE
(i) REQUIREMENTS
The Contractor shall be responsible for furnishing details which are
required, but not necessarily shown on the he Contract Drawings, for
the adequate and proper installation of the jib crane as required by the
Engineers. Cranes and hoists shall be as manufactured by Gorbel,
Bushman Equipment, Inc., Spanco, Inc., Abel Howe, or equal.
(2) HOIST
(a) All apparatus covered by this Specification shall be constructed
in a thorough and workmanlike manner. Due regard shall be
given in design for safety of operation and durability of parts.
The design of all units shall embody the general characteristics
as specified herein,
(b) All parts requiring periodic adjustment or replacement shall be
readily accessible and the maintenance shall require only
standard tools.
(3) FACTOR OF SAFETY
All load carrying parts shall be constructed so that the static stress
under full load conditions will not exceed 20% of the ultimate strength
of the material used. The gears shall be designed for strength and
wear in accordance with ALMA practice.
(4) HOIST FRAME
The hoist frame shall be made of steel members and all load
supporting hoist parts subjected to tension shall be of steel. The joist
frame shall be a ductile shock resistant unit and shall give adequate
protection to the cable.
(5) HOISTING CABLE
The wire rope shall be constructed of stainless steel. The cable shall
be equipped with swaged -on cable fittings for attachment to the hoist.
The attachment of the cable to the hoist frame shall be accessible and
shall permit convenient replacement of the cable. The wire rope shall
be adequately and internally lubricated. The cable length shall be not
less than 30'.
(6) TROLLY & HOIST
(a) REQUIREMENTS
The Contractor shall furnish and install manual trolly and hoist
as shown on the Contract Drawings, The Contractor shall be
responsible for furnishing details which are required, but not
necessarily shown on the Contract Drawings, for the adequate
and proper installation of the hoist as required by the
Engineers. Trolly and hoist shall be as manufactured by
Rev. 3109 SECTION 12

Wright Hoist Division of American Chain and Cable Inc.,
Philadelphia Hoist Division Company, ACI Hoist and Crane or
an equal.
(b) HOIST
(1) All apparatus covered by this Specifications shall be
constructed in a thorough and workmanlike manner.
Due regard shall be given in design for safety of
operation and durability of parts. The design of all
units shall embody the general characteristics as
specified herein.
(2) All parts requiring periodic adjustment V[replacement
shall bereadily accessible and the maintenance shall
require only standard tools.
(c) FACTOR OF SAFETY
All load carrying parts shall be constructed so that the static
otnams under full load conditions will not exceed 2896 of the
u\bn)ete strength of the material used. The gears shall be
designed for strength and wear in accordance with AGN1A
(u) WHEEL GUARDS
Unless otherwise indicated the wheel guards shall becast iron.
(v) PIPE TRENCH COVERS AND FRAMES
Pipe trench covers and frames shall consist of3"x2"x1/4" steel angle
frames with 1"x1/4"steel anchors spaced approximately
center on all mkism for embedding in o0ncnete. Continuous stops shall
bewelded huthe sides ofthe frame. Covers shall befabricated oy114'
steel plate set loose in sections of not over feet long with stiffener
angles as required, The top of the plate and frame shall finish Mush
with the finished floor,
(w) EXPANSION JOINT COVER PLATES
Cover plates for floors, walls and ceilings shall baof cast iron or14
gauge steel. Plates for Ouom shall be made of brass and have e
smooth finish on the top surface. Cover plates shall befurnished with
flat -head uountepnunktep screws and expansion sleeves arranged in
such omanner antupermit expansion orcontraction after installation.
(x) TUBULAR METAL FRAMES
Tubular metal frames for doors and windows shall be fabricated as
indicated bythese Specifications oronthe Contract Drawings and shall
be reinforced for all hardware.
Rem3/09 SECTION 12

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Poge1G
�.
(0 CLEAN -OUT DOORS
Clean -out doors shall befabricated ofcast iron of the size indicated on �
the Contract Drawings, with a flange type frame. Each frame shall �
have at least four masonry anchors and each door shall have two
heavy pin hinges, alatch and hook. i
/
W CORNER GUARDS '
(1) Corner guards indicated oDdoor jambs and other external corners |
in concrete and masonry shall be constructed ofbent steel plate,
1/4 inch th|ck, or steel angles G x O x 1/4 inches thick and
extended tuaheight ofsix feet onthe jambs, The corner guards
shall besecured bothe masonry with anchors welded tnthe back |
and spaced 2feet apart.
(am) ALUMINUM COPINGS '
Aluminum copings where indicated on the Contract Drawings shall be
o|nli|sr to standard Alcoa extruded shapes of the aba required. The �
copings shall be formed true to radii, with all required anchVno, nlitar8.
caps and expansion devices,
(ab) ALUMINUM SILLS
Aluminum exterior sills for other than window openings where indicated
on the Contract Drawings shall be Standard Reynolds sills with
provisions for expansion.
(ad ORNAMENTAL GRILLS
Ornamental grills shall be of a pattern to be sw|achad by the
Engineer/Owner. Unless otherwise indicated these ghUa shall be
fabricated ofaluminum and shall begiven enanodized finish.
(ad) ORNAMENTAL METAL LETTERS AND SIGNS
Ornamental metal and porcelain on steel signs and letters shall be
uunatmubsd in accordance with the best practices of the hudn
Concealed stainless steel fastenings shall be furnished to attach signs
and letters tomasonry. Ornamental metals shall have No. 4hninb`
aluminum work shall beanodized,
(ae) METAL WINDOW STOOLS
Metal window stools where indicated onthe Contract Drawings shall be
Nl|/oa[metal stools ofthe style shown.
(af) PROTECTIVE FINISHES FOR EXPOSED ALUMINUM PIPE
(1) All type 204-R1 pipe ahe|| receive a satin finish as specified
herein.
Rev, 3109 SECTION 12

Page 17
(2) All pipe shad be given a brushed textured finish in accordance
with the Aluminum Association Designation ASTM-35. Welds
shall be completely dressed and blended to pipe.
(3) All aluminum shall be then anodized in accordance with the
Aluminum Association Designation AA-C22-A31 (minimum
coating thickness of 0.4 mil).
(ag) LOOSE BEARING PLATES
Provide loose bearing plates for steel items bearing on masonry or
concrete construction, made flat, free from warps or twists, and of
required thickness and bearing area. Drill plates to receive anchor
bolts and for grouting as required. Galvanize after fabrication.
(ah) LOOSE STEEL LINTELS
(1) Provide loose structural steel shape lintels for openings and
recesses in masonry walls and partitions as shown. Weld
adjoining members together to form a single unit. Provide not less
than 8" bearing at each side of openings, unless otherwise shown.
(2) Install steel lintels of angle or other shapes, light steel framing not
included in "Structural Steel" Section, but required to support
openings 18" wide or wider in brick, concrete block, other masonry
walls, partitions, radiators, ventilating ducts, registers, access
doors to pipes and valves, indicated or required by mechanical
trades.
(3) Lintels: Minimum 16" longer than opening width, of sizes,
number, setting arrangement, as required to provide proper
support.
(4) Provide lintels, frames, where required at duct openings in walls.
Examine drawings for Heating and Ventilating for extent of
framing required.
(ai) MISCELLANEOUS FRAMING AND SUPPORTS
(1) Provide miscellaneous steel framing and supports which are not a
part of structural steel framework, as required to complete work.
(2) Fabricate miscellaneous units to sizes, shapes, and profiles
shown or, if not shown, of required dimensions to receive adjacent
other work to be retained by framing. Except as otherwise shown,
fabricate from structural steel shapes and plates and steel bars, of
welded construction using mitered joints for field connection. Cut,
drill and tap units to receive hardware and similar items.
(3) Equip units with integrally welded anchor straps for casting into
poured concrete or building into masonry wherever required.
Furnish inserts if units must be installed after concrete is placed.
Except as otherwise shown, space anchors 24" o.c. and provide
minimum anchor units of 1-1/4" x 1t4" x 8" steel straps.
Rev. 3/09 SECTION 12

Page 18
(aj) MISCELLANEOUS STEEL TRIM
Provide shapes and sizes as required for profiles shown. Except as
otherwise noted, fabricate units from structural steel shapes and plates
and steel bars, with continuously welded joints and smooth exposed
edges. Use concealed field splices wherever possible. Provide
cutouts, fittings and anchorages as required for coordination of
assembly and installation and other work.
(ak) INSPECTION
Installer must examine the areas and conditions under which
miscellaneous metal items are to be installed. Notify the Contractor in
writing of conditions detrimental to the proper and timely completion of
the work. Do not proceed with the work until unsatisfactory conditions
have been corrected in a manner acceptable to the Installer.
(al) PREPARATION
Furnish setting drawings, diagrams, templates, instructions, and
directions for installation of anchorages, such as concrete inserts,
anchor bolts and miscellaneous items having integral anchors, which
are to be embedded in concrete or masonry construction. Coordinate
delivery of such items to project site.
12.02.4 SHOP COATINGS
(a) Ferrous Metals -- All ferrous metal work except stainless steel and that
specified to be galvanized shall be properly cleaned and shop primed in
accordance with Section 14.0, Painting.
(b) Galvanizing -- Surfaces where indicated in the Project or General
Specifications or on the Contract Drawings shall be hot -dipped galvanized
after fabrication-
(c) Dissimilar Metals -- At those sections where dissimilar metals come into
contact, an alkali resistant bituminous paint shall be applied to the more
active metal. In addition, where steel work contacts aluminum, two (2)
coats of aluminum or bituminous paint shall be applied over the shop coat.
(d) Anodizing -- Anodized treatment shall conform to the specifications of the
Aluminum Company of America or the Reynolds Metal Company in a
natural color unless otherwise indicated on the Contract Drawings.
(1) Anodized treatment shall conform to the specifications of the
Aluminum Company of America as follows:
Exterior Ornamental Work
Alumilite 204
Exterior Handrails
Alumilite 215
Interior Ornamental Work
Alumilite 202
Interior Handrails
Alumilite 215
(2) All base metal shall have caustic etch R-1 finish.
(e) Stainless Stee►
Rev, 3/09 SECTION 12

i
4
Page 19
(1) After fabrication and finishing, stainless steel shall be cleaned to
remove all oil, grease, finger marks or other defacements, and then
passivated in a 20% nitric acid solution. Handling, cleaning and
finishing shall be performed in such a manner that any
defacements will be removed permanently.
(2) During transportation and erection, until the adjacent work of the
other trades is completed, stainless steel work shall be protected
with a strippable plastic coating to prevent scratching, splashing of
mortar or paint, and other defacements.
(f) Copper and bronze -- Assembled copper and bronze work shall be
properly cleaned and given a shop coat of high duality clear finishing
lacquer.
12.03 CONSTRUCTION METHODS
12.03.1 GENERAL
(a) Before starting work the Contractor shall examine adjoining work on which
work is in any way dependent for perfect workmanship and fit. All
corrective work shall be performed to the adjoining work as may be
necessary to produce work perfect in all respects.
(b) Work shall be erected square, plumb, straight and true, accurately fitted,
and with tight joints and intersections. Riveted parts, where 'so indicated,
shall be installed with countersunk heads or blind rivets, Work shalt be
adequately reinforced and anchored in place.
(c) Exposed work shall be finished smooth with even, close joints and neat
connections.
12.03.2 INSTALLATION OF MATERIALS
(a) The Contractor shall store, handle and install materials with every
precaution to avoid damage and shall maintain protection until final
acceptance of the building.
(b) All components shall be installed with posts plumb and rails true -to -line, at
designated location(s) and in accordance with approved shop drawings.
Anchorage shall be rigid, with all mechanical fasteners drawn up tight, and
all sleeve -set posts installed with nonshrink grout.
(c) As late in the construction period as practical, the Contractor shall
thoroughly clean all components using mild soap and water or by other
methods recommended by the material manufacturer.
12.03.3 SETTING LOOSE BEARING PLATES
(a) Clean concrete and masonry bearing surfaces of any bond -reducing
materials, and roughen to improve bond to surfaces. Clean the bottom
surface of bearing plates.
(b) Set loose bearing plates on wedges, or other adjustable devices. After the
joists have been positioned and plumbed, tighten the anchor bolts. Do not
Rev. 3/09 SECTION 12

remove wedges or shims, but if protruding, cut-off flush with the edge of
the bearing plate before packing with mortar.
(c) Pack bedding mortar solidly between bearing surfaces and plates to
ensure than no voids remain.
12,03.4 PROTECTION OF WORK
The Contractor shall protect all completed work and construction materials at
all times during construction and until acceptance by the Owner of the
completed project. Prior to final acceptance of the Project, all protection to
metal work shall be removed and the metal work replaced, repaired and
refinished if necessary and delivered to the Owner in perfect condition.
12.04 COMPENSATION
12.04.1 GENERAL
Miscellaneous Metalwork furnished and installed under Section 12.0 will not be
measured for separate payment. Cost of such work shall be merged in the
prices bid on other contract items.
Rev, 3/09
SECTION 12

Page 1
GENERAL SPECIFICATIONS
13.0 STRUCTURAL STEEL
13.01 GENERAL
13.01.1 SCOPE OF WORK
(a) All labor, material, equipment, tools and services required for the furnishing and
installation of structural steel and appurtenances required on this Contract shalt be
furnished and installed in compliance with the following General Specification, with
the Project Specifications, and with the Contract Drawings.
(b) This General Specification designated as Section 13.0 Structural Steel, covers the
description of materials generally utilized in structural steel construction and the
installation of such materials. The Project Specifications and the Contract Drawings
designate the specific work, its locations and the construction methods to be used
on all Structural Steel installations under this Contract.
13.01.2 SWOP DRAWINGS
(a) Attention is directed to the provisions in the General Conditions of the Contract
requiring submission to the Engineer of descriptive details and of shop and setting
drawings. On Structural Steel installations such submission shall include the
following, even though items proposed to be furnished conform to the exact
description stated in the General and Project Specifications for Section 13.
1) Shop and setting drawings of all structural members.
2) Descriptive details of rivets, bolts and other items fabricated
off the site,
(b) The approval of shop and setting drawings by the Engineer will cover only a check
of size and arrangement of principal and auxiliary members and strength of
connections. The Contractor shall be responsible for all dimensions shown on the
shop and setting drawings.
(c) Before the fabrication, erection or installation of any structural steel, the Contractor
shall submit shop drawings as required by General Conditions, showing exact
dimensions, sizes, and location of the work to be performed, for the Engineers'
approval, and shall not commence work until such approval is granted.
(d) Review by the Engineers shall not be construed as a waiver of construction
responsibilities unless the Contractor has requested a deviation from the Contract
Documents in writing and the Engineers have granted such deviation in writing.
Fabrication or delivery of materials prior to review of the shop and erection
drawings shall be entirely at the risk of the Contractor.
08/11 SECTION 13.0

Page 2
13.01.3 STANDARDS
Where materials and methods are indicated in the following Specifications as being in
conformance with a standard specification it shall refer in all cases to the latest edition of
the specification and shall include all interim revisions. Listing of a standard specification
without further reference indicates that the particular material or method shall conform
with such listed specification.
13.02 CONSTRUCTION MATERIALS
13.02.1 GENERAL
(a) All materials and fabricated items shall be furnished by an established and reputable
manufacturer or supplier. All materials and fabricated items shall be new; shall be
of first class ingredients and construction; shall be guaranteed to perform the
service required and shall conform to the following specifications. Cited examples
are used only to denote the quality standard of product desired and does not
restrict bidders to a specific brand, make, manufacturer or specific name.
They are used only to set forth and convey to bidders the general style, type,
character, and quality of product desired. Equivalent products will be
acceptable.
13,02.2 MATERIALS
(a) Structural Steel
(b) Rivet Steel
(c) High Strength Bolts
(d)
Anchor Bolts
(e)
Anchor Bolt Washers
(f)
Furnish One Washer
and nut with each
anchor bolt or high
strength bolt.
13.02.3 SHOP COATINGS
ASTM-A36
ASTM-A141
ASTM-A325 or A-490
Bolts shall carry special markings
to permit ready identification and
shall be 314" diameter unless
otherwise noted.
ASTM-A307 Section IC
ANSI-B27.2 Type A
All structural steel shall be shop primed in accordance with Section 23.0 Finishes.
Contact surfaces connections which are to be field bolted with High Strength Steel Bolts
shalinot be painted.
13.02.4 TESTING
13.02.4.1 MATERIALS
(a) Attention is directed to the provision in the General Conditions
of the Contract requiring the certification of the inspection and
testing of materials to be incorporated in the work installed
under this Contract. On materials supplied for structural steel
the following listed items shall be performed and submitted to
the Engineer in duplicate:
08111 SECTION 13.0

(b) Structural Steel
and Miscellaneous
Steel and Metal
Page 3
Where less than 50 tons are
required, field inspection for
rust, dimensions, riveting,
welding, painting, etc., will be
made. Where more than 50
tons of steel for
fabrication are required, certified
copies of mill tests conforming
to the provisions of ASTM
Designating A36 and shop
inspection by an Independent
Laboratory.
(c) Certificates of conformance of shop paint primer.
1102.4.2 SOURCE CONTROL
The Contractor shall include in his bid a sum of money necessary to
employ a testing agency to perform testing and inspection of the
structural steel in the fabricating shop. Such testing agency shall be
approved by the Engineers and shall perform the following tests and
inspection on all structural steel from the fabricating shop:
(a) Determine the qualification of all shop welding procedures,
equipment and personnel in accordance with the AWS Code.
(b) Determine the qualification of all shop bolting procedures and
personnel,
(c) Check all structural shapes and sections for size, grade, dimension
and shipping or handling damage.
(d) Inspection of shop fabricated structural steel members and
assemblies for conformance with the Contract Drawings and
Specifications,
(e) Inspection of shop assembled high strength bolted construction.
(f) Visual inspection of all shop welds in accordance with Section 6 of
the AWS Code.
13,02.4.3 INSPECTION OF SHOP PAINTING
(a) Surface preparation prior to painting shall be visually evaluated for
degree of cleaning by comparison with applicable SSPC pictorial
standards for type of primer to be used.
(b) Measurement of dry film thickness of the shop applied coat of paint
shall be in accordance with ASTM D-1005.
(c) The testing agency shall issue a report to the Engineers in triplicate
prior to the delivery of structural steel to the job site,
08111 SECTION 13.0

Page 4
13,02.4.4 FIELD CONTROL
Routine testing in the field, or additional testing of materials for compliance
with the Contract requirements will be performed by a testing agency
selected and paid by the Owner.
(a) The testing agency shall perform the following.
1) Qualification of field high strength bolted construction and field
welding procedures and personnel.
2) Testing of Field Assembled High Strength Bolted Construction
in accordance with Section 5, "Specification for Structural
Joints,"
3) Visual inspection of all field welds in accordance with Section G,
Article 605 of the AWS Code..
4) Other nondestructive testing as may be ordered by the
Engineers.
(b) The Contractor shall notify the testing agency in ample time for
scheduling of personnel when the structural bolting or welding is
completed and the Contractor is ready for testing of bolt tension and
inspection of welding for compliance with these Specifications. In the
event bolts or welds are found to be at variance with the
Specifications, any discrepancies shall be corrected and a retest or
reinspection made by the testing agency. The cost of any re -tests or
reinspections shall be paid for by the Contractor.
(c) The Contractor shall afford the Engineers or their representative
whatever casual labor, platforms, ladders or other access as may
be required for proper field review of the structural steel work. Such
field review shall not relieve the Contractor of his responsibility to
furnish materials and workmanship in accordance with contract
requirements.
(d) Steel work to be encased in concrete, masonry, fireproofing or which
will otherwise be concealed shall be reviewed by the Engineers prior
to such concealment.
(e) Metal deck, forms or centering shall not be installed on the steel
frame until the frame is plumb, level and the connections completed,
tested and final review of the frame has been made by the Engineers
or his representative. The Contractor shall notify the Engineers in
ample time for scheduling of field personnel to prevent delay in the
work.
(f) Any extra testing of materials occasioned by their failure to meet
specification requirements shall be entirely at the Contractor's
expense.
08/11 SECTION 13.0

Page 5
13,02.5 QUALIFICATIONS
13.02.5.1 STEEL FABRICATOR
(a) The fabricator shall have not less than 5 years experience in fabrication of
structural steel and shall have previously fabricated not less than 5 projects
similar in scope to this project.
(b) When directed by the Engineers, the fabricator shall submit a written
description of fabrication ability including facilities, personnel -and list of
similar completed projects.
13.02.5.2 STEEL ERECTOR
(a) The erector shall have not less than 3 years experience in the erection of
structural steel and shall have previously erected not less than 3 projects
similar in scope to this project,
(b) When directed by the Engineers, the erector shall submit a written
description of structural steel erection ability including equipment,
personnel and a list of similar completed projects.
13,02.5.3 WELDING AND WELDING OPERATORS
(a) Welding shall be done and welders, tackers and welding operators shall be
qualified in accordance with the AWS Code. As evidence of such
qualification, the Contractor shall furnish to the Engineers a satisfactory
certificate, or a copy thereof, issued within 12 months previous to the
subject work by a testing agency which has been approved by the
Engineers, for each welder, tacker and welding operator to be employed on
the work. The Contractor shall further certify that the welder, welding
operator or tacker has been doing satisfactory welding of the required type
within the 3 month period previous to the subject work.
(b) Certification shall be submitted prior to the commencement of welding for
each welder, welding operator or tacker, stating the name of the
welder, welding operator or tacker, the name and title of the person who
conducted the examination, the kinds of specimens, the position of welds,
the results of the tests and the date of the examination.
13.02.6 MATERIAL STORAGE
(a) The loading, transporting, unloading and piling of structural steel shall be so
conducted that the metal and shop coat will be kept clean and free from
injury due to rough handling. All material shall be stored in such a manner
as to prevent deterioration by rust, All material shall be placed on suitable
skids or platforms at least 4" above the ground.
(b) Other materials shall be stored in a weathertight and dry area until ready for
use.
(c) Packaged materials shall be stored in their original unbroken package or
container.
08111 SECTION 13.0

Rage 6
13.03 CONSTRUCTION METHODS
13.03.1 (FABRICATION
(a) All structural steel shall be fabricated in accordance with the AISC "Specification
for Design, Fabrication and Erection of Structural Steel for Buildings."
(b) All welding shall be in accordance with the "Standard Code for Are and Gas
Welding in Building Construction" of the American Welding Society.
(c) Any connection details not shown on the Contract Drawings shall conform to the
requirements of standard AISC connections, with the series and bolt or rivet
diameter as noted on the Contract Drawings.
(d) Steel beams resting on masonry shall be provided with standard angle wall
anchors as specified in the Steel Construction Manual of the AISC.
(e) Field cutting, welding or modifying of any structural member not required by the
Contract Drawings is strictly prohibited unless approved by the Engineer on each
specific case.
13,03.2 CONNECTIONS
(a) Framed beam connections shall conform to the latest edition of American Institute
of Steel Construction, as amended to date.
(b) Special connections, whether called for on Contract Drawings or not, will be used
where needed. Field connections, unless otherwise noted or approved by the
Engineers, shall be bolted. Botts shall conform to either ASTM A 325, for high
strength bolts, or ASTM A 307, for other bolts, of the size designated by the
Engineer or required by design. Matching holes in the steel framing members
shall be 1/16" greater in diameter than respective bolt diameters.
(c) All billet plates, bearing plates, loose lintels and beams shall be set to proper
grade and level and grouted in. Columns shall be plumbed and maintained in a
true vertical position. Check level of floor beams at top of each tier. In general,
steel shall be plumb and level within a tolerance of 1.500.
13.03.3 SHOP CONNECTIONS
(a) Shop connectons shall be bolted, unless notd otherwise.
(b) Where the shop or field connections are not specifically noted on the Contract
Drawings, or where reactions are not given on the Contract Drawings, the
connections shall develop the strength and shear capacity of the member being
supported, but in no case shall the connection develop a capacity of less than
7,500 pounds.
(c) Bolted connections shall be bearing type with the bolt threads excluded from the
shear planes, unless otherwise noted on the Contract Drawings.
08/11 SECTION 13.0

Page 7
13.03.4 WELDING
(a) It is intended that all welds shown on the Contract Drawings shall be pre -qualified
in accordance with the details, limitations and procedures prescribed by the AWS
Code, In order to allow a range of joint details, procedure and process selection
which will produce maximum welding economy, the Contractor is permitted to
substitute other such pre -qualified joints for those shown on the Contract
Drawings, subject to approval of the Engineers. Joint details may depart from
those pre -qualified only if the Contract shall submit to the Engineers his proposed
joint welding procedures and, at this own expense, demonstrate their adequacy in
accordance with the requirements of the ASW Code,
(b) Where weld lengths are noted on the Contract Drawings, they shall be the net
effective lengths.
(c) Where joints require backing strips, these strips shall be removed and the base
metal ground smooth at joints where the steel is to be left permanently exposed
to view.
13.03.5 FIELD CONNECTIONS
High strength threaded fasteners shall be used for field connections except where
welded connections are required by the Contract Drawings.
13.03.6 HIGH STRENGTH BOLTED CONSTRUCTION ASSEMBLY
(a) Tightening shall be done in accordance with Section 5 of "Specification for
Structural Joints,"
(b) Install one hardened washer under the nut or head, whichever is turned in
tightening.
(c) Column bases shall be finished in accordance with the AISC Specifications and
welded to the columns.
13.03.7 BEARING PLATES AND ANCHORS
(a) Bearing plates shall be provided under beams and girders supported on footings,
piers and walls.
(b) Bearing plates shall be welded to the beams or girders, unless otherwise indicated
on the Contract Drawings.
(c) Standard 3/4" diameter government anchors shall be provided for wall bearing
beams less than 12" in depth, and two 5" x 3 1/2" x 3/8" angle anchors shall be
provided for beams 12" or more in depth at ends to be embedded in walls, unless
otherwise indicated on the Contract Drawings.
13.03.8 RE-ENTRANT CORNERS
All copes, blocks, cuts and other cutting of structural steel shall have all corners
shaped, notch free to a radius of at least 1/2", Overcutting shall be avoided.
08/11 SECTION 13.0

Page 8
13.03.9 HOLES, CUTTING AND FITTINGS
Provide holes, cutouts and fittings for the attachment of work by other trades where
indicated on the Contract Drawings. Holes shall be punched or drilled. No additional
holes or cutting of steel work shall be done without approval of the Engineers.
13.03.10 ERECTION
13.03.10.1 GENERAL
(a) All details of Structural Steel erection shall be in accordance with the AISC
"Specifications for the Design, Fabrication and Erection of Structural Steel
for Buildings," except as otherwise specified herein.
(b) Base plates shall have a full even bearing on the concrete or setting plates
over their entire surfaces. After base plates or settings plates are set to
grade on steel shims or other approved means, bedding mortar as
specified in Section 9,0 Concrete, as general purpose grout, shall be used
for grouting the full bearing area.
(c) All Shop and field connection shall be made with connections as noted on
the Contract Drawings.
(d) When high strength steel bolts are designated on the Contract Drawings
or in the Project Specifications, the connections shall conform to the AISC
Specifications for Structural Joints using ASTM A325 Bolts. Rivets may
be used in place of high strength bolts, at the Contractor's option.
13.03.10.2 CHECKING MEASUREMENTS
The Contractor, before commencing steel work, shall check all governing
measurements at the building and the levels of all bearing pads, plates,
foundations or other surfaces on which the work is to be supported and any
discrepancies shall be corrected before steel erection is commenced.
13.03.10.3 COLUMN BASES AND BEARING PLATES
Attached column bases and bearing plates for beams and similar structural
members shall be aligned and leveled with steel wedges or shims, unless
otherwise indicated on the Contract Drawings.
13.03.10.4 ERECTION TOLERANCES
Individual pieces shall be erected so that the deviation from plumb, level and
alignment shall not exceed 1:500.
13.03.10.5 FIELD ASSEMBLY
(a) Structural steel frames shall be accurately assembled to the lines and
elevations indicated and within the specified erection tolerances.
(b) The various members forming parts of a complete frame or structure
after being assembled shall be aligned and adjusted accurately before
being permanently fastened.
08111 SECTION 13.0

Page 9
(c) Fastening of splices of compression members shall be done after the
abutting surfaces have been brought completely into contact.
(d) Bearing surfaces and surfaces which will be in permanent contact shall
be cleaned before the members are assembled.
(e) Splices shall be permitted only where indicated on the Contract
Drawings or approved by the Engineers.
13.03.10.6 DRIFTING
Light drifting necessary to draw holes together will be permitted, but drifting to
match unfair holes is prohibited,
13.03,10,7 REAMING
(a) Drills and reamers shall be used to enlarge slightly unfair holes as
necessary to make connections. Reaming that weakens the members
or makes it impossible to fill the holes properly or to adjust accurately
after reaming, will not be acceptable.
(b) Erection bolts used in welded construction shall be either tightened
securely and left in place or removed and the holes filled with plug
welds..
(c) Temporary guys and braces shall be removed by the Contractor as part
of his equipment.
13,03.10.8 FLAME CUTTING
Field correcting of fabrication by flame cutting shall not be permitted on any
member in the structural framing without the approval of the Engineers.
THE USE OF FLAME CUT HOLES FOR BOLTED CONNECTIONS WILL,
UNDER NO CIRCUMSTANCES, BE ACCEPTED AND VIOLATION OF THIS
CLAUSE WILL BE SUFFICIENT CAUSE OF THE REJECTION OF ANY
MEMBER IN WHICH FLAME CUT HOLES EXIST. Any member rejected
shall be immediately removed from the structure and replaced by a new
member at no additional cost to the Owner,
13.03.10.9 FIELD CONNECTIONS
(a) Field bolted connections shall be bearing type with the bolt threads
excluded from the shear planes, unless otherwise noted on the Contract
Drawings and shall conform to the requirements as specified in
"Fabrication." Provide one hardened washer under the nut or head,
whichever isturned in tightening.
(b) Field welded connections shall conform to the requirements as specified
in "Fabrication." The appearance and quality of welds, and the methods
of correcting defective work, shall conform to the ASW Code.
(c) Slag shall be cleaned from all welds and the welds wire brushed to a
bright appearance. Welded joints shall not be painted until after the
welding has been completed and accepted.
08/11 SECTION 13.0

13.03.10'10 TEMPORARY FLOORS
All temporary flooring, planking and scaffolding requiredbylocal and national
codes and laws necessary for the erection and inspection of the structural
steel or the support of erection machinery shall be provided as part of this
Contract, Such materials shall finally be removed by the Contractor as part of
his equipment,
113.03.10.11 FIELD TOUCH-UP PAINTING
After the erection of structural steeltouch-up all field welds and
abrasions inthe shop paint coating with the same type paint used for the
shop painting.
13.02.11 LINTELS AND SHELF ANGLES
(a) Steel lintels shall be fabricated and erected to details shown on the
Contract Drawings and shall have an 8 inch bearing each end unless
otherwise shown.
(b) When not otherwise indicated on the CnntnnoL Drawings, lintels in
masonry walls shall conform to the following schedule:
VVa# ' '
Clear
'
Thickness
Span
Lintel
8"
0bz5/.01'
2 Angles3Wx3Y2/ x1/4"
8"
50.011hu EY.O"
2Ang|ao 6''x3t�x5/1G"
12`
0to5'.(Y'
3Angles 31/2'x3}B'x Y4`
(c) Continuous steel shelf angles attached to concrete for support of
masonry or stone facing shall basecured with 8/4 inch bolts to inserts
set informs and spaced et3U inch centers. |naads shall be malleable
castings similar to Peerless. Angles shall have slotted holes for
horizontal adjustment,
13.04COMPLETION OFCONTRACT -
Upon completion of all work performed under Section 13.0Structural Steel, all
excosnnnntehals, storage hnnU0ea and temporary facilities shall be removed from the site.
Areas which were occupied during construction operations and| be smoothed and left in
first class condition.

Pagel
13.0BMEASUREMENT FOR PAYMENT AND COMPENSATION
13.051 LUMP SUM CONTRACTS AND ITEMS
On lump sum contracts and on lump sum hems on unit price contracts, Structural
Steel will not bemeasured for separate payment,
13.05.2 UNIT PRICE CONTRACTS AND ITEMS
Onunit price items and onunit prices for changes onlump sum items orcontracts,
measurement and compensation for Structural Steel added or omitted will be
computed on the basis of the theoretical weights of shapes or plates involved. No
additional allowance will bemade for rivets, bolts urerection,
/

Page 1
GENERAL SPECIFICATIONS
SECTION 14.0
THIS SECTION NOT USED

Page 1
15.01 GENERAL
15.01.1 SCOPE OF WORK
(a) All electric motors furnished for installation on this Contract shall comply
with the following General Specifications, the Project Specifications and
the Contract Drawings,
(b) This General Specification designated as Section 15.0 covers the
specification of electric motors generally utilized on power driven
equipment. The Project Specifications and the Contract Drawings
include specifications for any special motor types required and indicates
the motor characteristics required on each application on this Contract.
The inclusion of items of material or work within this Specification does
not necessarily constitute their use on this Project.
15.01.2 SHOP DRAWINGS
Equipment Shop Drawings submitted for approval shall include the following
motor data:
Manufacturer
Nameplate Rated Horsepower, Voltage and RPM
NEMA Type
Code Letter
Guaranteed Lock Rotor Current
Guaranteed Full Load Current
Guaranteed Full Load Efficiency
Guaranteed Full Load Power Factor
Outline Drawings and Dimensions
15.01.3 STANDARDS
Where materials and methods are indicated in the following Specifications as
being in conformance with a standard specification it shall refer in all cases to
the latest edition of the specification and shall include all interim revisions.
Listing of a standard specification without further reference indicates that the
particular material or method shall conform with such listed specification.
15.02 ELECTRIC MOTORS
15.011 GENERAL
(a) Motors shall conform to the latest applicable NEMA, AIEE, and ASA
standards. The motor ratings and types shall be as hereinafter
specified, except as modified by the Project Specifications. All motors
shall receive routine tests in accordance with AIEE test procedures,
Rev. 09102 SECTION 15

Page 2
(b) Output torque and speed characteristics of each motor shall be suitable
to operate the driven equipment under the full range of equipment
operating load conditions without exceeding the nameplate current
rating, and/or temperature rise,
(c) Special equipment requiring a motor drive with unusual characteristics
shall be equipped with a definite purpose motor to meet the necessary
requirements.
(d) Motor bearings shall be of the anti -friction type. Thrust bearings in
vertical motors shall be adequate for the loading encountered.
(e) Explosion -proof type motors shall be furnished for hazardous areas as
defined in the National Electric Code. They shall be totally enclosed and
bear the Underwriters Laboratories Label indicating compliance with the
requirement for the specific application,
(f) Unless otherwise specified, large motors 200 hp and above shall be
furnished in WP-2 enclosures with epoxy resin encapsulated windings
and space heaters as herein specified.
(g) Motors located out of doors, in unheated structures, in basements or as
otherwise specified or indicated shall be furnished with space heaters
with leads brought out to a separate weatherproof (NEMA 3R) terminal
box. Terminal boxes shall be NEMA 7 in hazardous areas. All motors
shown or specified wired for space heaters shall be furnished with space
heaters rated at the voltage of supply for the motor, Motors requiring
space heaters shall be disgned for the space heaters furnished without
causing damage or warpage to the motor frame, end bell, etc. All cost
of providing the same shall be included in the base bid.
(h) Motors shall be supplied to operate on the voltage source as specified
or indicated. In the event the voltage source is not indicated or specified
or if a discrepancy exists between the Contract Drawings and
Specifications concerning the electrical requirements, the Contractor
shall contact the Engineers to determine the electrical requirements
prior to submitting a bid. In the event the Contrator for this division does
no fully understand the electrical requirements and neglects to contact
the Engineers to determine the electrical requirements, submission of a
bid will signify that the Contractor agrees to provide whatever is required
for the project use in accordance with the Engineer's requirements.
15.02.2 RATINGS
(a) Motor ratings shall be based on continuous operation in an ambient
temperature of 40 degrees C. The maximum temperature rise for open
and drip -proof type motors shall not exceed 40 degrees C, and for totally
enclosed type motors shall not exceed 55 degrees C.
(b) It should be noted that the motor sizes indicated on the Contract
Drawings or as otherwise specified herein, are approximate motor sizes
required for the specific equipment which is specified herein or indicated.
Specific motor sizes shall be determined from the actual equipment
approved, purchased and installed. Overload protection, starters,
Rev. 09102 SECTION 15

|
!�
Page
disconnect ewKches, etc, aho{| be furnished and installed for the actual
motor sizes as furnished.
16.02.3 TYPES
Motors of 112 lip and larger shall be squirrel cage induction type designed
for 3 phase, 60 cycle, 2401480 volt operation, unless otherwise noted.
Motors smaller than 1/2 lip shall be of the capacitor type designed for
single phase, 60 cycle, 115 volt operation, Motors indicated on the
Contract Drawings and/or specified in the Project Specification as 208
Volt shall be specially wound for the voltage indicated and/or specified.
(a)
(W Torque and locked rotor current characteristics for three phase motors
shall -be NEMADesign "B" The looked rotor K\hA/HP input at full voltage
for 10 hp motors and larger shall not exceed that permitted for Code
Letter "F". with special definite characteristics. Unless otherwise noted.
all three phase motors shall badesigned for a1.15service factor.
(o) All mobuna located inside of heated weatherproof structures shall be of
the open 'dhp-pnooy'type, unless otherwise specified orindicated.
(d) Motors located out nfdoors and inhazardous locations and asotherwise
specified or indicated shall be of the totally enclosed fan cooled type
(TEFC)with space heaters unless indicated otherwise.
(*) Explosion -proof type motors ahe|| be furnished for hazardous areas as
defined in the National Electric Code. They shall be totally enclosed and
bear the Underwriters Laboratories Label indicating compliance with the
requirement for the specific application.
(f) Unless otherwise specified, large motors 300 hp and above shall be
furnished in VVP-2 enclosures with epoxy resign encapsulated windings
and space heaters ooherein specified,
'
(g) Motors located out of doors, in unheated struotun*o, in basements or as
otherwise specified or indicated ahoU be furnished with space heaters
with leads brought out to a eapanaha weatherproof (NEW1A 3F) terminal
box. Terminal boxes shall be NEK0A7 in hazardous areas. All motor
shown orspecified wired for space heaters shall bafurnished with space
heaters rated at the voltage f supply for the motor. Motors requiring
space heaters shall be designed for the space heaters furnished without
causing damage or warpage to the motor frame, end bell, etc. All cost of
providing the same shall beincluded inthe base bid.
(h) Motors shall be supplied to operate onthe voltage source as specified or
indicated. |nthe event the voltage source isnot indicated or specified or
ifadiscrepancy exists between the Contract Drawings and Specifications
concerning the electrical requirements, the Contractor shall contact the
Engineers to determine the electrical requirements prior to submitting a
bid. |nthe event the Contractor for this Division does not fully understand
the electrical requirements and neglects to contact the Engineers to
determine the electrical requirements, submission of a bid will signify that
the Contractor agrees to provide whatever is required for the project use
inaccordance with the Engineers' requirements.
Rev. 09/02 SECTION 15

6 0 ELECTRICAL
-16.01 GENERA.
16.01.1 SCOPE OF WORK
Page 1
(a) All labor, materials, equipment, tools and services required for the furnishing,
installation, testing and adjusting of all Electrical Work required on the
Contract shall be furnished and installed in compliance with the following
General Specifications, the Project Specifications and the Contract Drawings.
(b) This General Specification designated as Section 16.0, Electrical, covers the
description of materials generally utilized in electrical work and the
specifications for the installation of -materials. The Project Specifications and
the Contract Drawings designate the specific electrical work to be installed
under this Contract.
(c) it is the intention of the General and Project Specifications and of the Contract
Drawings for the. electrical work, that each part will be complete as related to
other parts, and that there will be no omission from any portion of the system
or systems, including the connections to the Electric Utility serving the Project,
even though each and every minor item may not be specifically mentioned in
the Specifications or shown on the Contract Drawings.
(d) Motor Control System - The Contractor, where required, shall furnish and
- install all labor, equipment, materials, components, services and operations
required to furnish and install a complete, tested and operating motor control
system in strict accordance with these Specifications, the Contract Drawings
and the requirements within. All instruments, push buttons, indicating lights,
switches, etc., shall be furnished and installed complete.
(e) Area Lighting - The Contractor, where required, shall furnish and install a I
area lighting fixtures, poles, bases and all else required for a complete and
operating lighting system in accordance with these Specifications, the Contract
Drawings and the requirements within.
(f) instrumentation Wiring System - The Contractor, where required, shall furnish
and install all labor, equipment, materials, components, services and
operations required to furnish and install a complete, tested and operating
instrumentation wiring system in strict accordance with these General
Specifications, the Project Specifications, the Contract Drawings and the
requirements within.
(g) Alarm and Display Wiring System - The Contractor shall, where required,
furnish and install all labor, equipment, materials, components, services and
operations required to furnish and install a complete, tested and operating
Alarm and Display Wiring System instruct accordance with these
Specifications, the Contract Drawings and the requirements within.
Rev 5109 SECTION 16

Page 2
16.01.2 REQUIREMENTS
(a) Certain items of work, materials and/or equipment may be furnished under
other Contracts of this Project. These items may affect work under this
Contract. Therefore, the Contractor shall be responsible for and required to
read and become familiar with the Contract Drawings and the General and
Project Specifications for all other aspects of work for this Project and shall be
responsible for coordinating his phase of this work.
(b) Existing facilities must be kept in operation to the fullest extend possible. The
Contractor shall so organize and schedule his work as to cause the least
inconvenience to the operation of any existing facilities. Should it become
necessary to put any part of the existing facilities out of operation, the
Contractor shall do- so at the convenience of the Owner, or shall make such
temporary connections, alterations, etc., as may be required to keep the
existing facilities in operation.
(c) Attention is directed- to the requirement of examining the complete Contract
Documents to become familiar with the type of construction, actual location of
walls, columns, beams, equipment and other details that will affect the
installation, -obstacles which may be encountered and all other relevant
matters concerning the work to be performed. The submission of a Proposal
shall be deemed as acknowledgment that the above conditions are fully
understood and that the Contractor shall not be allowed any additional
compensation due to the failure of the bidder to properly inform himself prior to
submitting his bid. The bidder shall also consult the Engineers if there are any
questions concerning the manner in which the work is to be done or the
conditions governing it.
(d) The Contractor is also advised that certain items of electrical equipment are
being furnished and installed internally wired. The Contractor is required to
read the other sections of this Contract Document and coordinate his work
with the work of all the other Contractors to the end that external wiring, power
connections and controls are fully understood and the electrical equipment will
be properly and safely wired.
(e) The Contractor is cautioned not to install any electrical work that will connect
to any item of equipment, including those items not specified under electrical
work, until shop drawings of such equipment approved by the Engineer are
available. Any such work installed by the Contractor prior to the availability of
approved shop setting drawings wilt be the Contractor's responsibility and any
modification of electrical work necessary to meet the equipment requirements
shall be made without additional compensation.
(f) The Contractor shall make arrangements, obtain, and pay for all temporary
permits, licenses, and inspections; pay all necessary fees in conjunction with
all electrical work. The cost of such permits and fees shall be included in the
lump -sum price Bid under this Contract Division. All costs, both temporary
and permanent, to connect all utilities shall be included in the Bid.
Rev 5/09 SECTION 16

Page 3
(g) 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 Building, fire and electrical codes,
3) National Electrical Code (NEC).
4) National Electrical Safety Code (NESC).
5) National Fire Protection Association (NFPA).
6) Occupational Safety and Health Act (OSHA),
16.01.3 CONTRACTOR'S RESPONSIBILITY
Existing building, structures and work of other contractors, both above and below
ground shall be protected, In the event that any public or private property is
damaged by reason of or consequent from the Work contracted herein, the
Contractor shall, at his own expense, make all such repairs as may be necessary
as a result of such damage and indemnify and save harmless the Owner from and
against all suits, actions, claims, demands and liabilities, Failure on the part of the
Contractor to make all such necessary and proper repairs, or to satisfy any legal
demand or liability, shall confer upon the Owner the right to make, or have made
such repairs and -discharge any such liability and demand, The cost and expense
shall be deducted from any Moneys due, or to become due, the Contractor under
the terms of the Contract and Specifications, The Owner may at this option require
the Contractor's Bondsman to satisfy any such claims for damages.
16.01.4 SERVICE AND METERING
(a) The Contractor shall furnish and install all equipment, wiring and connections
required for a complete and ready to operate electrical power service
installation in full compliance with the requirements of the electric utility
serving the Project.
(b) The Contractor shall furnish and install all equipment, wiring, connections and
grounding as required by the current National Electric Code, for a complete
installation, at no additional cost to the Owner, even though each and every
item is not described in these Specifications or designated on the Contract
Drawings.
(c) The Contractor shall pay all costs for, and keep the Owner free from any
"service charge" that may be made by the electric utility for serving the
Project unless otherwise specified in the Project Specifications, or otherwise
submitted to the Engineers in writing prior to bid.
(d) The Contractor shall confirm all details pertaining to electric service and
metering with the electric utility before installation.
Rev 5109 SECTION 16

Page 4
16.01.5 QUALITY ASSURANCE
(a) An item equal to that named or described in the General or Project
Specifications of the Contract may be furnished by the Contractor. The
naming of any commercial name, trademark, or other identification shall not
be construed to exclude any item or manufacturer not mentioned by name or
as limiting competition, but shall establish a standard of equality only. An
item may be considered equal to the item so named or described if (1) it is at
least equal in quality, durability, appearance, strength and design, (2) it will
perform at least equally the specific function imposed by the general design
for the work being contracted for or the material being purchased and (3) it
conforms substantially to the detailed requirements for the item in the
Specifications. The name- and identification of all materials other than the
ones specifically named shall be submitted to the Engineers in writing for
approval 14 days prior to bid. Subject to the provisions of any applicable
laws, approval shall be at the sole discretion of the Engineers, shall be in
writing to be effective and the decision of the Engineers shall be final. The
Engineers may require the tests of all materials so submitted to establish
quality standards at the Bidder's expense. All directions, specifications and
recommendation by manufacturers for installing, handling, storing,
adjustment and operation of their equipment shall be complied with;
responsibility for proper performance shall continue to rest with the Bidder.
(b) Except as otherwise provided for by the provision of any applicable laws, the
Contractor shall not have any right of appeal from the decision of the
Engineers condemning any materials submitted if the Contractor fails to
obtain the approval for substitution under this clause. Any additional cost
incurred by an approved substitution shall be at the Contractor's expense.
(c) Where manufacturer's catalog and/or figure numbers are given, it is the intent
of the Specifications to have the Contractor supply the equipment
represented by these numbers, or their equal by another manufacturer. In
some cases, the manufacturer has revised his catalog and/or figure numbers
since publication of the specification, but still produces the item specified. In
these incidences, the Contractor shall furnish equipment and/or fixtures
identical to that originally represented by the catalog and/or figure numbers
given herein. If a manufacturer has redesigned any of the products specified
herein by catalog and/or figure number, the Contractor shall furnish the
improved model regardless of whether or not the item retains its original
catalog and/or figure number. Where items denoted by catalog and/or figure
numbers have been discontinued by the manufacturer, the Contractor shall
request one or more equivalent selections from the Engineer.
(d) The Contractor shall provide all materials bearing UL Labels for approval
when the Underwriters Laboratories has established a standard for the
particular type of the material to be installed.
Rev 5/09 SECTION 16

Page 5
(e) Any reference in the Specifications or on the Drawings to any article, device,
product, material, fixture, or the item or equipment by name, make or catalog
number shall be interpreted as establishing the type, function, and standard
of quality and shall not be construed as limiting competition; and the
Contractor, in such cases, may at his option use any article, device, product,
material, fixture, or item or equipment with in the judgment of the Engineer
expressed in writing is equal to that specified.
16.01.6 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 all
such items and shall- be the manufacturers latest design. The products shall
conform to the applicable standards of UL and N.EMA, 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, equipment, or
devices that he provides under this Contract meet the requirement of the
Underwriters Laboratories, Inc., in regard to fire and casualty hazards. The label of
or listing by the Underwriters Laboratories, Inc., will be accepted as conforming with
this requirement.
16,01,7 EQUIPMENT LOCATION
The Drawings show the general location of feeders, equipment, 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 the entire drawing set to verify openings, special surfaces and locations of
other equipment, or other special equipment prior to roughing -in for panels,
switches and other devices. The Contractor shall verify all equipment dimensions
to insure that proposed equipment will fit properly in spaces indicated. Conduit
should be buried in the slab where possible
M-Mr-�ImamFl"
(a) The Contractor shall be responsible for checking the Project Specifications
and the Contract Drawings for electrical work and any electrical work prepared
by him against the general work, the mechanical work, all other work involved
in the project, and all equipment drawings prior to the installation of any
electrical work to be sure that the location of switches, outlets, etc., will not
interfere with or be covered by doors, casework, heating equipment or the like,
and that conduit stubs for motors and equipment are placed in their proper
location.
Rev 5/09 SECTION 16

Page 6
(b) The Contractor is cautioned not to install any electrical work that will connect
to any item of equipment, including those items not specified under electrical
work, until shop drawings of such equipment approved by the Engineer are
available. Any such work installed by the Contractor prior to the availability of
approved shop and setting drawings will be the Contractor's responsibility and
any modification of electrical work necessary to meet the equipment
requirements shall be made without additional compensation.
16.01.9 SHOP DRAWINGS
(a) Shop drawings shall be submitted to the Engineers for approval in accordance
with the General Conditions of these Specifications. It is the intention and
purpose of shop drawing submittals to convey to the Engineer that the
equipment chosen for the particular item is capable of satisfying the design
parameters as scheduled, specified and/or required. It is therefore imperative
that the submittals be as complete, readable and organized as possible to
insure prompt reply by the Engineer and to eliminate questions concerning
items submitted. Shop drawings shall include the following information.
(b) Dimension drawings and mounting details showing installation, attachment
and wiring of all field and pipeline mounted equipment which is supplied under
this Contract.
(c)- System schematic drawings illustrating all components being supplied,
complete with electrical interconnections of equipment being supplied under
this Contract. Provide complete loop drawings.
(d) Layout and construction drawings of all control panels, cabinets and all other
electrical equipment which is supplied under this Contract. Include internal
wiring diagrams.
(e) Equipment specification sheets and specification index sheets. Show loop and
tag numbers for all components and location, description and service of all
components.
(f) Details of electric motors submitted for approval shall include the following:
1) Manufacturer.
2) Nameplate rated horsepower, voltage and rpm.
3) NEMA type.
4) Code letter.
5) Locked rotor current_
6) Full load current.
7) Full load efficiency.
8) Full load power factor.
9) Outline drawings and dimensions.
Rev 5/09 SECTION 16

Page 7
16.01.10 UNIFORMITY OF MANUFACTURERS AND SUPPLIERS
All identical equipment included under each equipment item shall be as
manufactured and/or supplied by the same manufacturers or suppliers to reduce
maintenance expense.
16.02 CONSTRUCTION MATERIALS:
16.02.1 GENERAL
(a) All materials, equipment, sizes and capacities of electrical equipment
incorporated in the project shall conform to the latest requirements of the
current National Electric Code, the- National Electrical Manufacturers
Association, the State and local electrical codes and to applicable rules and
regulations of the local electrical utility serving the project.
(b) All material and equipment must be the product of an established and
reputable manufacturer; must be new and of first class construction; must be
designed and guaranteed to perform the service required; and must bear the
label of approval of Underwriter's Laboratories, Inc., where such approval is
available for the type of material_or equipment. All material and equipment
shall be the product of the listed manufacturer or similar and equal thereto as
approved by the Engineer.
(c) When a specified or indicated item has been superseded or is no longer
available, the manufacturer's latest equivalent type or model of material or
equipment as approved by the Engineers shall be furnished and installed at no
additional cost to the Owner.
(d) Where the Electrical Contractor's selection of equipment of specified
manufacturers or additionally approved manufacturers required changes or
additions to the system designs, the Contractor shall be responsible in all
respects for the modification to all system designs, subject to approval of the
Engineers. The Contractors bid shall include all costs for all work of the
Contract for all specialties of work wherein additional costs are made
necessary by such changes, additions or modification resulting from any
approve substitution.
(e) The Electrical Contractor shall furnish and instalf motor controls for each piece
of equipment requiring the controls under this Contract. The motor controls
shall be the size and type recommended by the manufacturer for the
application and as otherwise specified by the Project Specifications or
indicated by the Contract Drawings.
(f) The Electrical Contractor shall furnish and install all stands, racks, brackets,
supports, etc., required to properly serve the motors and motor controls which
are furnished under this Contract or motors and motor controls otherwise
specified by the Project Specifications or indicated on the Contract Drawings,
Rev 5/09 SECTION 16

Page 8
(g) The Electrical Contractor shall install all motor controls and other special
electrical equipment when such equipment is furnished by him or by the
Contractor of other contracts in accordance with the General and Project
Specification, When other divisions of work are included in this Contract, the
Electrical Contractor shall read the Contract Documents of the other Contracts
to the end- that all electrical equipment shall be coordinated and properly
installed in accordance with the requirements of the manufacturer, the Owner
and the Engineers.
(h) The Electrical Contractor shall read the complete Contract Document set so
as to be thoroughly familiar with this responsibility. It is hereby brought to his
attention that insofar as the electrical work is concerned, that when the
Electrical Work is bid as a separate division, equipment which is to be
furnished under this Contract may have been indicated as having been
furnished and/or installed by this Electrical Contractor at various location
throughout the Contract Drawing set. To this end, he shall review the Contract
Drawing set without regard to the Work to determine his requirements under
this Contract.
(i) It is the intention of these General -and Project Specifications and the Contract
Drawings covering the electrical work that each part shall be complete as
related to other parts and there shall be no omissions from any of the system
or systems, even though each and every minor item may not be specifically
mentioned in these Specifications or shown on the Contract Drawings. The
Electrical Contractor shall include in his- bid the cost of all items required to
make a system or system complete for which this Contractor is responsible for
furnishing and/or installing in accordance with these Specifications and/or
Contract Drawings. It shall be this Contractor's responsibility to include the
cost of furnishing and installing items for an electrically complete system or
systems- Should a system which this Contractor is furnishing require special
items or accessories for operation, which are not being furnished and installed
by others, then these items or accessories shall be the responsibility of the
Electrical Contractor furnishing the system. Items shall include, but not be
limited to, control wire, instrumentation cable, control transformers, control
stations, indicating lights, enclosure, solenoid valves, pressure, flow, vibration,
or special switches, alarms, interlocks, conduits, and -disconnects. In addition,
it is the intent of these Specifications that this Contractor shall make its
supplier responsible to include with his package all additional items required
for an electrically complete system for which he is furnishing to this Project.
(j) In the event the voltage source is not indicated or specified or if a discrepancy
exists, the Contractor shall contact the Engineers to determine the electrical
requirements prior to submitting a bid. In the event the Contractor does not
fully understand the electrical requirement prior to submitting a bid. In the
event the Contractor does not fully understand the electrical requirements but
neglects to contact the Engineers to determine the electrical requirements,
submission of a bid will signify that the Contractor agrees to meet the
requirements of this Project in accordance with the Engineers' requirements.
(k) The Contractor shall be responsible for furnishing details which are required,
but not necessarily shown on the Contract Drawings, for the adequate and
proper construction of the electrical systems as required by the Engineers.
Rev 5/09 SECTION 16

Page 9
16.02.2 PERFORMANCE REQUIREMENTS
(a) MATERIAL. HANDLING
Material arriving on the job site shall be stored in such a manner as to keep
material free of rush and- dirt, and properly aligned and true to shape. Rusty, dirty,
or misaligned materials sale 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 testing shall be replaced or repaired in a manner meeting
with the approval of the Engineer.
(b) 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, opening, etc. When necessary due to
omission, use only approved cutting and drilling methods. Lay out hoes 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 drills.
Do not use pneumatic hammer type drills, impact type electrical drills, and hand or
manual hammer type drills, unless specifically approved by Engineer where working
space is limited. Do not penetrate the metal building without approval of the
engineer.
Prepare accurate drawings locating .all inserts, sleeves, etc., installed in or passing
through reinforced concrete. Select locations to permit near installation of work.
Arrange locations to avoid interferences and -misalignment. Prepare drawings for
own use at earliest practicable date.
Where alterations are necessary, cut and remove, patch, repair, and restore all cut
surfaces which are disturbed to permit installation of new work. Leave work is as
good a condition as existed before the start of work.
Sleeves through floors and walls if necessary shall be of proper size to
accommodate the raceway, shall be flush with walls 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 underslab conduits penetrating slab through sleeves. in general, all conduit
shall be installed concealed in the concrete walls, slab, underground, or exposed on
the building structural steel.
Rev 5109 SECTION 16

Page 10
(c) FOUNDATIONS AND ELECTRICAL EQUIPMENT PADS
The Contractor shall provide concrete foundation for electrical apparatus and
equipment and shall furnish exact location and dimensions for these foundations.
He shall also 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
foundation pad and/or curb. Equipment foundations shall be 4 inches high (unless
otherwise called for on the Drawings) with top edges chamfered 3/4 inch and all
exposed surfaces rubbed smooth with a carborundum block after stripping forms.
Pad shall be reinforced (unless otherwise called for in 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.
(d) EXCAVATION AND DACKFILLING
This Contractor shall perform all excavation and backfill required for the installation
of all electrical work in and under the slab.
Particular care shall be taken not to disturb or damage work of other Contractors or
existing buried piping or other equipment.
In backfilling trenches, approved fill shall first be compacted firmly and evenly in 6
inch layers to a depth of 12 inches over the top of the pipe or duct bank.
Remainder of trench shall be backfilled to establish 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.
(e) CONCRETE
Concrete shall conform in every respect to the requirements of General Conditions.
(f) PAINTING
Panels, safety switches, motor starter equipment, and wireways, shall be painted
standard colorsof the manufacturer finishing the equipment, This contracto. r shall.
touch up all scratches and abrasions after installation with the manufacturer's finish
paint.
The Contractor shall paint all ungalvanized metal used in construction of supports
for electrical equipment and materials. Painting shall be with epoxy paint with color
to be selected.
Where galvanized channels are cut, touch up the ends with zinc paint.
The electrical contractor shall be responsible for this painting, but may arrange with
the General Contractor to include this work where appropriate.
Rev 5/09 SECTION 16

Non-metallic enclosure, boxes, conduit, etc.,shall basued inthe chemical room
and shall not be painted.
(g) SUBMITTALS
The Contractor shall submit to the Engineer shop drawings of all electrical
mateha|a, oppanatua, appUonces, equipment and miscellaneous devices shown or
shallShop Drawings 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:
1 Performance characteristics,
2 sizes,
3 Material specifications and construction details,
4) Compliance with rules, regulations, and codes,
5 /\ooesaohee,
6 Complete wiring diagrams,
7\ Voltage, current, KVA.phase ratings.
Shop Drawings will be approved only to the extendofthe information- oh
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,
MISCELLANEOUS
(h)
The Contractor for the electrical work shall his work in conformity with the
construction called for under other Contracts and shall afford other Contractors
reasonable opportunity for the execution of their amd(, and he shall popoe/h
connect and coordinate his work with the work of other Contractors at such a time
and in such a manner as not to delay or interfere with the work of other Contractors.
The Contractor for the a|auLdc$| work shall examine the complete Drawings and
Specifications set for the facility and the Drawings and specifications for piping, and
drainage work and for the work ofother similar trades involved in this project and
shall coordinate his work accordingly.
The Contractor shall promptly report to the General Contractor any delay or
difficulties encountered in the installation of his mm,k or which might make it
unsuitable to connect with or receive the work of others. His failure to so report
shall constitute an acceptance of the work ofother Contractors as being 5t and
proper for the reception cdthis work.
The Electrical- Contractor shall locate controls, owUrhen, receptacles, pull boxes'
etz, for each a000so for operations, mgintennnca, and repair and wheU provide
access doors where such items are concealed.
At the end of each work day, theContractor shall remove form the work area all
rubbish and debris resulting from the electrical work,
At the completion of the work and before final acceptance, the Contractor shal|
clean all spaces occupied byelectrical equipment, clean all a|eddoa| oquApment,
apparatus, equiprnent, and devices; and leave all such items in perfect working
order ready iouse.
Rev 5/09 SECTION 16

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(i) TESTS
Upon completion of the installation, the Contractor shall perform tests for operation,
panel load balance, short circuits and ground, Tests shall be made with and to the
satisfaction of the 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 (5) times,
The grounding system shall be tested to assure continuity and compliance with the
requirement that ground resistances not exceed 5 ohms, Ground resistance
measurements of the system shall be taken and certified by the Contractor if
requested, Ground resistance shall be measured from each piece of equipment to
the ground electrode,
0) OPERATING AND MAINTENANCE INSTRUCTIONS
The Contractor shall compile and find four (4) sets of all manufacturer's instructions
and descriptive literature on all items of equipment furnished under this work.
These instruction shall be delivered to the Engineer for approval before construction
is 90% complete.
Instruction shall include operating and testing procedures and 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 Instruction", with the name of the job and the
firm name of the Electrical 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.
16.02.3 EQUIPMENT
(a) GENERAL
All electrical equipment shall conform to the applicable NEMA specifications. All
electrical equipment shall be properly labeled. Labels- shall be engraved high
pressure plastic laminate, black labels with white lettering for 120/240 volt
equipment, and red labels with white lettering for 480 volt equipment. The labels
shall be attached to the equipment cabinets with 2 machine screws with double hex
nuts and washers or with pop rivets for labels up to 2 nuts andwashers or 4 pop
rivets shall be used, one (1) in each corner of the label. All panelboards, starters,
control panels, cabinet enclosures, and equipment switches shall be labeled in the
manner described or in an equally approved manner.
All materials equipment, sizes and capacities of electrical equipment incorporated in
the project shall conform to the latest requirement of the current NEC, the NEMA,
Rev 5/09 SECTION 16

Page 13
the State and local electrical codes to applicable rules and regulations of the local
electrical utility serving the project.
All material and equipment must be the product of an established and reputable
manufacturer; must be new and of first class construction; must be designed and
guaranteed to perform the service required; and must bear the label of approval of
the Underwriter's Laboratories, Inc,, where such approval is available for the
product of the listed manufacturer as approved by the Engineer.
When a specified or indicated item has been superseded or is no longer available,
the manufacturer's -latest equivalent type or model of material or equipment as
approved by the Engineer shall be furnished and installed at no additional cost to
the Owner.
Where the Contractor's selection of equipment of specified manufacturers or
additionally approved manufacturers required changes or additions to the system
design, the Contractor shall be responsible- in all respects for the modifications to all
system designs, subject to approval of the Engineer. The Contractor's bid shall
include all costs for all work of the Contract for all trades made necessary by such
changes, additions or modification or resulting from any approved substitution.
Furnish and install controls for each piece of equipment requiring the controls under
this contract. The controls shall be the size and type recommended by the
manufacturer for the application and as otherwise specified or indicated on the
Drawings.
Furnish and install all stands, racks, brackets, supports, etc., required to properly
serve the equipment which is furnished under this Contract, or equipment otherwise
specified or indicated on the Drawings.
In the event the Contractor does not fully understand the electrical requirements,
submission of a bid will signify that the Contractor agrees to meet the requirements
of the project in accordance with the Engineers requirements,
(b) CIRCUIT BREAKER PANEL,BOARDS
Circuit Breaker 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 molded case circuit breakers.
Bus withstand rating and circuit breaker interrupting rating shall be 14,000
symmetrical RMS amperes minimum or greater where indicated in the Drawings.
Circuit breaker handles shall have three (3) positions, "OFF" "ON", and "TRIPPED"
position and shall thus clearly indicate the abnormal condition of the circuit.
Panelboards shall conform to UL 67 and UL 50, as applicable.
As insulated neutral bus for panels indicated in the schedules 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
Rev 5109 SECTION 16

Page 14
designed that branch circuits may be changed without additional machining, drilling,
or tapping.
All breakers shall be designed to accept copper, copperclad, 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 (1) pole automatically causes all poles to open. Any three (3)
adjacent breaker poles shall be connected to Phases A, B, and C, respectively and
that same relationship of phase sequence shall be maintained.
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 (1), or two (2), and three (3) pole circuit breakers
can be readily assembled in the same panel. Tandem or half-size circuit breakers
will not be accepted.
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 as shown on the
Drawings. All connections to bus bars shall be made through high conductive metal
and shall be securely bolted.
Bolt -on circuit breaker shall be provided.
Ground fault circuit interrupting breakers shall be sized as indicated, shall conform
to NEC, and 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 milliamperes, GFI type breakers shall be used for all outdoor
circuits and circuits to damp locations where required by code.
Panelboards shall be mounted in enclosed cabinets consisting of a code gauge,
sheet steel box with trim and door. Boxes shall be manufactured from commercial
galvanized sheet steel, or shall be housed in an integrated equipment enclosure
designed for the purpose.
Trim shall be manufactured from one (1) piece of full -finish sheet steel, not
galvanized, painted with two (2) coats of paint, the first being a prime coat and the
second a finish coat of neutral grad lacquer.
Cabinets shall be 5 3/4 inches deep minimum unless otherwise indicated and of
sufficient size to allow gutter space of at least 4 inches on all sides around lighting
panelboards and greater for power panels, Trim shall be fastened to the cabinet by
means of approved adjustable clamps. Trim shall have doors equipped with
chrome -plated combination lock and catch, two (2) milled keys being -supplied with
each lock. Locks shall be keyed alike, and a directory frame shall be provided on
the inside of the 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 with numerals. Branch circuit breaker sizes and type are
indicated in the panel schedules, in the one -line -diagram, or the electrical
equipment schedules on the plans. The Contractor shall prepare a type circuit
director correctly identifying the destination and the item served by the breaker. For
individual branch circuits, the item name as it appears on the electrical drawings
shall be listed. The completed directory shall be mounted behind a protective
Rev 5/09 SECTION 16

plastic cover on the inside ofthe panelboard door, Any circuit mislabe|edshall be
corrected by the Contractor before final acceptance.
Engraved non-metallic nameplates ofphenolic materials shall be providedfor each
panelboard,enQraved with the pane|boarddesignation asindicated.
Where conduit terminate in the top orsides of weatherproof enclosures, such
terminations ohoU be made with Myers type hube. Milbank, 3N universal
interchangeable hubs or equa|, and shall be installed to prevent the entry of water
into the enclosure. Suitable grounding continuity shall be maintained as required
herein.
Panelboard shall be Westinghouse WEB, General Electric NHE\ Square D NEHB,
or equal.
k� MOTOR STARTERS
Each starter unit shall be a combination circuit breaker and starter or fused switch
and starter asindicated. High current hxbanupdnQcapacity fuses orcircuit breakers
shall be furnished where for on the Drawings. Switch and circuit
breaker handles shall be operable from the outside front of the access door and
shall be interlocked so that the door cannot be opened unless the breaker or switch
in in the "OFF" position. Each starter shall have o green pilot light in the front door
toindicate when the motor imrunning.
Circuit breakers shall be manually -operated, ambient -compensated, trip- free from
the handle and provided with the inverse -time, thermal- element over -load
protection and instantaneous magnetic short-circuit protection on all poles. The
circuit breakers of any combination starter shall have an interrupting rating of not
less than 14,000 RMS amperes symmetrical, and higher where shown on the
Drawings. The operating handle shall clearly indicate whether the breaker is "ON",
"OFF", or "TRIPPED". Hasps shall be provided to lock each circuit breaker handle
in the "OFF" position with the cover closed by means of a padlock.
Fusible switches shall have visible blades and quick -make quick -break operating
mechanism, Fuse clips to be positive -pressure type, The operating handle shall
clearly indicate whether the breaker is "ON", "OFF", or "TRIPPED", Hasps shall be
provided to lock each circuit breaker handle in the "OFF" position with the cover
closed bymeans ofapadlock.
Fusible switches shall have visible blades and quick -make quick -break operating
mechanism. Fuse clips to be ponUYe'preaeunatype The operating handle shall
clearly indicate whether the switch is "on" or "off^. Means shall be providedhzlock
each switch in the "off' position with cover closed by means of a padlock.
Unless otherwise indicated or specified, all motor starters smaller than size 4shall
provide full voltage ucrooa-the-||nestarting.
All starters iDthe chemical room shall be housed incorrosive resistant nonmetallic
enclosures. All fittings, devices, etc. shall benonmetallic,
Starters shall bathree CB polehavithree manually resettable overload relays
providing complete single phasing and overload protection with a reset pushbutton
in the front door. Provide door mounted control components and indicating lights as
specified, and as shown on the drawings, or as required for the equipment to be
Rev5/OA SECTION16

Page 16
controlled. All starters shall be equipped with a minimum of two (2) auxiliary
contacts.
Circuit breaker combination starter units shall be Cutler Hamer, Westinghouse,
General Electric, Square D, or equal.
Provide ambient compensated overload relays.
Properly sized instantaneous trip only circuit breakers may be substituted for the
instantaneous/thermal type circuit breakers in motor starter units if indicated on the
Drawings.
All control wiring and components shall be for 120 volt, 60 hertz. Provide a 10
ampere, Class K-5 fuse in a pull-out block for protection and disconnection of all
control wiring associated with that unit. Where the motor control is energized at 480
volts, 3 phase, 3 wire, provide a control transformer mounted in the starter unit,
unless indicated otherwise. Where a control transformer is used, primary wiring
shall be tapped to two (2) poles on the load side of the circuit breaker of fusible
switch. Fuse both primary wires with 10 amperes, Class K-5 fuses. Fuse the
ungrounded secondary side with a fuse capable of handling_ 100% to 125% at the
rated control transformer secondary current. Provide control transformers with volt
ampere ratings equal to a minimum of 125% of the volt ampere load connected to
the control transformer.
It shall be the Contractor's responsibility to provide approved sized overload relay
heaters in all starters.
Each unit shall have a suitable phenolic nameplate to designate the purpose of the
circuit. Mount the nameplate on the unit door.
(d) INDIVIDUAL CIRCUIT BREAKERS
Circuit breakers shall be the molded case type of the frame and trip rating noted on
the Drawings mounted in the panel enclosures unless noted otherwise. Circuit
breakers shall be of the same manufacturer as the panel to be installed in. All
circuit breakers shall be ambient compensated.
(e) CONDUCTORS, 600 VOLTS
Conductor sizes are expressed in American Wire Gauge (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 TWHN. Wire and cable
shall be a manufactured by Anaconda, General Cable, US Rubber, Okonite,
Phelph-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
color -coded insulated conductors, plastic coated self -sticking printed markers,
colored nylon cable ties and plates, or heat -shrink type sleeves. Control circuit
termination shall be peripheral identified and numbered. Colors to be used in
coding shall be:
Rev 5t09 SECTION 16

Page 17
208 Volt, 3-Phase System
Neutral - White
Phase A - Black
Phase B - Red
Phase C - Blue
Grounding Conductor - Green
120/240 Volt, 3-Phase System
Neutral - White
Phase A - Black
Phase B - Grange (High Leg)
Phase C - Blue
Grounding Conductor - Green
480 Volt, 3-Phase System
Neutral - Gray
Phase A - Brown
Phase B - Orange
Phase C - Yellow
Grounding Conductor - Green
120/240 Volt, 1-Phase System
Neutral - White
Phase A, Black
Phase B - Red
Grounding Conductor - Green
Control circuit conductors shall be AWG #14 unless otherwise indicated, stranded,
copper, red THWN or THHN 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 small
and shall be stranded bare copper wire conforming to ASTM B8, Class B for sizes
No, 6 AWG and larger.
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
THNN rated 90 degrees C,
Rev 5109 SECTION 16

Page 18
Splices and terminations shall conform to UL 486. Tapes for splices and
termination 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
terminations shall be covered with an insulation material equivalent to the conductor
insulation. Flashover or insulation valve of joints shall be at least 100% in excess of
wire insulation. Termination 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 the cabinet.
Solderless connectors and lugs shall be screw type connectors and taped with
rubber compound and friction tapes, Splices and taps made with crimp -type or
indenter -type connectors will not be permitted, Wire connections to terminals or
disconnecting switches, starters, motors, panelboards and similar connections shall
be made with mechanical connections.
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 panel, 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.
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. Cable pulling lubrications compound shall not contain
petroleum or other products which will have a deteriorating effect on cable
insulation.
(f) CONDUIT
Rigid steel conduit (RS) shall be standard weight, mild steel pipe, hot -dipped
galvanized, or zinc -coated conforming to the requirement of ANSI a 80.1, latest
edition. Rigid steel conduit shall be installed where routed .in poured in. place -
concrete, in exterior masonry walls, or in wet locations where subject to severe
physical damage. Exposed conduit shall be rigid steel unless otherwise indicated.
Electrical metallic tubing (EMT) shall be cold -rolled steel tubing with a zinc coating
on the outside and protected on the inside by a zinc, enamel, or equivalent
corrosion -resistant coating and conforming to the requirement of ANSI C80.3, latest
edition. Largest trade size shall be 2 inches. Electrical metallic tubing shall not be
used in floor slabs, outside walls, below grade, or exposed, except that it may be
used for serving exposed light switch boxes mounted at least 4 feet 6 inches above
floor and fed from above.
Flexible conduit (FC) shall be galvanized steel, single strip, with a copper strip
interwoven and shall conform to UL-1. FC shall be used to connect all indoor
vibrating equipment.
Rev 5/09 SECTION 16

Page 19
Liquid -tight 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 liquid -
fight flexible conduit on both ends. LFG shall be used to connect all vibrating
equipment installed in wet areas.
Plastic conduit_ (PC) shall be polyvinyl chloride (PVC) and shall conform to NEMA
TC-8. PVC conduit for direct burial in earth shall be type DB, Schedule 40. PVC
conduit for concrete encasement shall be type EB. Plastic conduit 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 NEC. PVC as specified shall be
for optional use in low abuse underground -areas and in concrete ductbanks.
Fittings, elbows, etc., shall be manufactured in accordance with NEMA TC-9.
Each length of conduit shall be stamped with the name and trademark of the
manufacturer and shall bear the Underwriter's Label.
Conduit shall be installed concealed unless otherwise indicated or specified.
Conduit may be run exposed on walls only where concealing is not practical.
Where exposed, maintain a minimum distance of 6 inches from parallel runs of
flues or water pipes. For floor mounted equipment, conduit may be run overhead
and dropped down, where underfloor installation is not practical. Groups of
conduits 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 a conduit where it passes through
structural expansion joints. Conduits shall be freed of all obstructions.
Empty conduit systems 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. Not less than 12 inches 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.
Exposed conduit shalt be supported every 8 feet and shall be installed parallel with
or perpendicular to walls, structural members, or intersections of vertical planes and -
ceilings with right angle turns consisting of fittings in symmetrical bends. Conduits
shall be supported within 1 foot 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
another pipe or installed to prevent the removal of other pipes for repairs.
Fastening shall be by expansion bolts on concrete; 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 area prohibited. Threaded C-clamps may be used on rigid steel
conduit only. Conduits or pipe straps shall not be welded to steel.
The load applied to fasteners shall not exceed 1/4 of the proof test load. Fasteners
attached to concrete shall be vibration and shock resistant. Holes cut to depth of
Rev 5109 SECTION 16

Page 20
more than 1 V2 inches in reinforced concrete beams or to a depth of more than 314
inch in concrete joints shall not cut the main reinforcing bars. Holes not used shall
be filled, 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 (2) locknuts where required by the NEC to insure
adequate bonding for grounding. Where insulated bushing are used, or where
bushings cannot be secured firmly to the box or enclosure, a bonding jumper shall
be installed to maintain suitable grounding continuity. 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 NEC.
Conduit installed in concrete 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. The outside diameter of conduit shall not exceed one-third of the
slab thickness, and conduits shall be spaced no closer than three (3) diameters
except at cabinet locations. Curbed 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
(1) inch trade size shall be parallel with or 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 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.
Steel conduits installed in the earth shall be field coated with 2 coats of coal tar
base asphaltum, 30 mils thick, over the entire surface of conduit and all fittings.
Field made joints, fittings, abrasions, and imperfections shall be coated with
material equivalent to the above. All conduits buried in the earth outside of the
structure shall have minimum of 24 inches of cover above the conduit. PVC shall
be changed to metal conduit at the point where it leaves the ground.
No more than three (3) 90 degree bends will be allowed in any one conduit run.
Where bends are necessary, a conduit or pull box shall be installed. All bends in
112 inch and 3t4 inch 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 white lead or 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 lockout and bushing forming an
approved tight bond with box when screwed up tightly in place.
Conduits stubbed up through concrete floors for connections to free standing
equipment and future 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 inches above the floor. Screwdriver operated
threaded flush plugs shall be installed in conduits from which no equipment
connections are made.
Where outlets are shown near identified equipment furnished by this or other
Contractors, it is the intent of the specification and drawings that the outlet be
located at the equipment to be served. This contractor shall coordinate the location .
Rev 5109 SECTION 16

Page 21
of these outlets to be near the final location of the equipment served whether
placed correctly on incorrectly on the Drawings. Changes in outlet locations
required to serve the equipment furnished by other Contractors on the Project shall
be brought to the attention of the Engineer.
Home runs may be combined with one (1) conduit, provided all connections are in
accordance with NEC 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 de -rated to below circuit capacity or are re -sized to meet de -rated
circuit requirements.
(g) CONDUIT FITTINGS
For rigid metal conduit, nonmetallic conduit, 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 shall be plated steel hexagonal threaded compression type. Set screw or
indenter type connectors shall not be used. Fittings for conduit installed in wet
locations and underground shall provide a watertight joints, Fittings for rigid conduit
and intermediate metal conduit shall be threaded.
Fittings or bushings shall be installed in easily accessible locations.
Where conduits pass through expansion joints, approved waterproof telescopic
type expansions fittings shall be used. Fittings hall be OZ/GEDNEY type AX
watertight and permit a movement up to 4 inches and shall be equipped with
approved bonding jumpers around or through each fitting. Bonding jumpers -shall be
an Appleton, Crouse -Hinds, Gedney or equal.
Conduit fitting "condulets" shall be used on exposed conduit work for lighting and
power outlets, convenience 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, Plyle-National, Killark,
Appleton Company or equal. Epoxy coated fittings and boxes shall be used with
coated conduit in all chemically aggressive areas or where called for on the
drawings. Covers 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. Use proper tools to assemble conduit system to prevent injury
to the plastic covering, No -damage to the covering shall be permitted.
Outlet boxes, switch boxes, and small junctions and pull boxes shall conform to UL
514. Boxes shall be provided in the wiring or raceway system 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, and when
installed exposed up to 7 feet above interior floors and walkways. Boxes in other
locations shall be sheet steel. Boxes shall be sized and installed according to the
NEC. Boxes for use with raceway system shall not be less than 1 1/2 inches deep
except where shallower boxes, required by structural conditions are approved.
Boxes for other than lighting fixture outlets shall not be less than 4 inches square
except that 4" x 2" boxes may be used where only one (1) raceway enters the
outlet.
Boxes less than 4 inches for mounting lighting fixtures may be installed as required
by fixture configuration when approved.
Rev 5/09 SECTION 16

All other lighting outlet boxes shall be hot dipped galvanized four (4) inch octagon
boxes as manufactured by Appleton Electric Company, Steel City, Raco or equal.
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, If in concrete, boxes shall be 4 inch
concrete type.
Where outlets occur in exposed masonry construction, they shall te adjusted where
practical tuoccur inthe nearest joint hothe height specified orindicated.
and junction dimensioned, for concealed wiring, shall behot
dipped galvanized four (4) inch square boxes- as manufactured by Appleton Electric
Company, Steel City, Raco or equal,
Boxes for outlets, switches receptacles, andfor junctionboxes used |othe, following
kJoadona shall be cadmium -plated oao1 malleable iron type with threaded hobo and
Vellumoid cover gasket, Crouse -Hinds, Appleton, Raco or equal.
1) Any exterior location,
_' .---— --__`
3) In all surface mounted, exposed, conduit
4) Where exposed to moisture laden atmosphere, and
5) Where shown on the Drawings.
Boxes with unused punched -out openings shall have the openings filled with proper
Where sizes of boxes are not shown on the Drawing, the Contractor shall provide
box sizes in accordance with the NEC.
Where junction or pull box size exceeds the standard box sizes or where shown on
the Drow/ngo, boxes shall be provided as specified for large junction and pull
boxes.
Provide pull boxes or junction boxes in conduit runs where indicated or where
required to facilitate the pulling of wires orthe making ofconnections. All pull boxes
and junction boxes except where cast iron boxes are specified orindicatedehaDbe
code size galvanized steel and shall be providedwith plain black removable covers
held in place with screws unless otherwise shown; and covers of all boxes shall be
accessible. Boxes shall beconstructed Vf12gauge minimum hot rolled sheet steel
and shall behot 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 have a galvanized finish
and be Russell & Stoll, Crouse -Hinds, Raco or equal. Gaskets shall be used where
required and in all wet or damp locations,
Where large junction and pull boxes are recessed, the box covers shall beinstalled
flush with the surface,
Rigid steel wiring troughs mha be constructed of steel, totally enclosed with hinged
cover Vrcover fastened with screws, and sized anindicated or as required by NFPA
?(l Thavjnaway shall be provided complete with all necessary accessories and
fittings,
Rev 5109 SECTION 16

Where wiring troughs are indicated indamp mwell locations, provide NEMA 3R
(h) DEVICES
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, 20 amperes, 120 volts, AC only.
Switches for use in wet locations shall be installed in type "FS"boxes, fitted with
weatherproof cover with gasket and with external operating- handle integral with the
cover, Switches or devices in chemical areas shall be in nonmetallic boxes.
VVhona indicated or required by NFPA70for individual branch cjrcuits, provide
convenience outlets identical to above except rated 20 amperes, NEk8A
nonfiguration5-20R.
Convenience outlets installed in wet locations shall be 15A, 125V duplex 3-wire
grounding complete with cast metal double lift cover late for |ype^FSr cast
metal boxes, including gasket. In chemical area, boxes shall be nonmetallic with
double lift nonmetallic covers,
Grounding fault circuit interrupter receptacles shall conform to UL 943 as
applicable and nhwU be duplex receptacle feed -through type for mounting in a
standard outlet box. The device shall be capable of detecting a current leak of
Where portable equipment is shown on the Drawings with a cord and plug
indicated, 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
shall install the plug caps thereon and attach to the equipment. The plug and
receptacle shall be completely weatherproof and manufactured by Leviton, Hubbell,
Raco or equal.
All wiring devices in boxes shall be equipped with a plate of the required
Device plates for surface -type boxes shall be galvanized sheet steel designed for
the application in non -chemical areas.
Outlets must be centered with regard to openings, trim, etc. Outlets shall be
symmetrically arranged. Any outlet which is improperly located must be corrected
at Contractors expense. Outlets must be set plumb or horizontal and shall extend
to the finished surface of the wall, ceiling or floor where recessed without projecting
beyond same, Receptacles, switches, etc. shall be installed symmetrically on such
trim or fixture and, where necessary, shall be set with the long dimension of the
plate vertical or shall be ganged in tandem.
Mounting heights above finished floor cf finished grade tocenter, shall beaafollows
unless otherwise shown nrindicated inthese specifications o[ontheDrawiMDn.
Rev 6/09 SECTION 16

Page 24
Single -pole light switches,
541I
unless otherwise noted,
Duplex receptacles in dry areas,
16"
Duplex receptacles in wet areas,
54"
Pushbutton motor control stations,
54"
Panelboards to top
78"
Motor starters to center
54"
Devices shall be NEMA rated and manufactured by Leviton, Hubbell, Raco or
equal.
(i) GROUNDING AND BONDING
Grounding and bonding equipment shall be in accordance with UL 467.
The maximum resistance to ground shall not exceed 5 ohms under normally dry
conditions. Except where specifically indicated otherwise, all exposed non -current
carrying metallic parts of electrical equipment, metallic raceway systems, grounding
conductor in nonmetallic raceways and neutral conductor or wiring systems shall be
grounded. The ground connection shall be made at the main services equipment.
Where ground fault protection is employed, care shall be taken so that the
connection of the ground and neutral does not interfere with the correct operation of
the fault protection.
Where indicated, a green -colored equipment grounding conductor, which shall be
separate from the electrical system neutral conductor shall be provided. Provide
green equipment grounding conductor in all nonmetallic conduits.
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.
0) LIGHTING
Each fixture shall be the Underwriter's Label. Fixtures shall be located
symmetrically with building lines. All lighting fixtures shall be furnished complete
with lamps of the size and type as indicated on the drawings and all fittings and
hardware necessary for a complete installation. Lighting fixtures shall have all parts
and fittings necessary to completely and properly install the fixtures. Fixture leads
shall be required by NEC and shall be grounded by the conduit connection to the
fixture.
Ballasts for fluorescent fixtures shall be rapid -start, high power factor, with
certification by ETL, CMM and Underwriter's Laboratories. All ballasts shalt be
equipped with internal, non -resetting thermal protectors and shall be guaranteed
against service failure for a period of two (2) years, Ballasts shall be rated "Class
P" to agree with requirements of NEC and to conform to the time schedule for this
requirement, and shall be Class A sound rating and series lead -lag type.
Rev 5149 SECTION 16

Lamps shall baofthe following types:
1 Fluorescent'. White, HO
2)H|[l 12OVolt, HP8
3)|uoondesoent 130Volt.
Lenses for all fluorescent light fixtures shall be 00% virgin acrylic clear prismatic.
The contractor shall provide submittals or samples showing the lenses he proposes
to use.
Painting of fluorescent fixtures shall be after hsbhooUnn. Fixtures made from
pre -painted stock will not beaccepted.
Surface and pendant mounted fluorescent fixtures shall be individually supported
from the facility structural system, Continuous row fixtures shall be jointed by the
use of chase nipples or fittings approved for the use. All lighting fixtures shall set
true to line and spacing.
Ud EQUIPMENT FIELD CONSTRUCTED RACKS
The Contractor shall furnish and fabricate all equipment racks for all electrical
equipment. Racks shall befabricated for electrical equipment furnished under the
Contract as well oaequipment hu ed by others where specified, Equipment
racks shall bespecified herein unless otherwise noted.
All nuts and bolts shall becase hardened to assure proper seating into theintumed
edge 0fthe channel framework and shall bo galvanized.
The Contractor shall furnish and install all equipment, channels,accessories,gbc.,
necessary to makethe racks complete, stable and professional- Components s;.hall
be factory purchased and completely assembled for equipment nsoka in the field.
Components shall be by Dniatnut. Husky/Burndy` Kondort or equal.
0 SAFETY AND CONTROL SWITCHES
Disconnect switches shall be heavy duty type and/or as designated in the
Specifications. Switches oknU be located as shown on the Drawings and as
required bythe NEC, Handles shall belockable. Switches shall berated for service
entry where required.
Switches shall be NEMA Type HD, single-thmw, externally operated, fused or
non4unedae required. Switches ofthe poles, voltage and ampere ratings shown 1n
NEMA-1A or NEMA-3 enclosures as required.
All switches tobemounted 5'0" above the floor matthe equipment height where
Switches shall be quick -make, quick -break and with an interlocked cover which
cannot be opened when switch in|nthe "ON"position and capable of being locked
in the "OPEN" position. ,
Rev 5/09 SECTION16

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Pushbutton stations and selector switches shall be the heavy duty, nU tight type �
and, unless otherwise designed shall be of the same manufacturer as similar units
furnished bvthe control center manufacturer.
P|msUo or bakoiba engraved nameplates oho|| besecurely fastened to the front of
each safety switch and each pushbutton mtmUon, selector switch and motor starter | �
remotely located from the motor control center. ifadequate space is not available, '
nameplate oheU be mounted bo|m* the pushbutton stations. Nameplates oh$U |
(
designate the item ofequipment controlled. .
`
Identify all switches osto the equipmentwhich they control. Provide engraved �
laminated 1/18" thick pliable plastic fastened to the switches with self -tapping �
stainless steel ocn*wn and drawn down to conform to the contour of the avNtoh `
!
Safety and control switches shall be enclosed in nonmetallic enclosures in the
chemical room,
(n) FUSES,G00 VOLTS
Provide two complete sets of fuses for all switches requiring fuses- Install one sat
and deliver second set to the Owner with proper identification. All fuses uhoU be
dual e|ement. time delay type unless otherwise noted on drawings. (Fuoetnonfuaea
shall be used.)
Fuses shall conform toNEMAFU4and UL198,a complete set Vffuses for all
switches shall be provided. Time -current characteristic curves offuses serving
motors orconnected in series with circuit breakers shall be coordinated for proper
operation. Fuses shall have voltage rating not less than the circuit voltage.
The Contractor shall furnish and install fuses nfvarious types as required with the
continuous ampere ratings as shown on the Drawings. One complete set of spare
fuses shall be furnished and delivered to the Owner at the time of final inspection.
Fuses shall be manufactured by Federal Pacific Electric, Buaamun' Chase
Shawmut, or equal,
(n) EXHAUST FANS
Exhaust fans shall bedirect mbelt driven, centrifugal or propeller type and shall
provide the exhaust air volume as ebm".- in -thm exhaust fan schedule on the
drawings. Fan ehe|| becoordinated with all louvers and dampers such that the
CFM'a listed are maintained regardless of the system static pressure. Any system
which required an increase in the static pressure nhn|| naou\t in the fen being
re -sized to Meet the DFK8 requirements ||ated.
The fan shall bear the ULlabel where listing is available and bear the AMCAaeal.
Ratings shall be in accordance with AMCA Standard 210 and comply with the
requirements of the AMCA Certified Rating Program.
Fan shall bealuminum finished with corrosive resistant paintwhere shown, and
include e wire guard and gravity shutters similarly finished. All dimensions and
openings shall be coordinated with the building openings and dimensions shall be
submitted to the engineer prior to any construction which effects the location and
size ofany opening.
Rev 5/0 SECTION 16

Page 27
All fans 1/2 hp and less shall be designed for operation at 120 volts. Fans greater
than 1/2 hp shall operate on 3-phase power. The gravity shutter shall be
coordinated or matched with the fan supplied so that pre -drilled holes for mounting
line up, and the shutter fits flush to the outside wall.
Exhaust fan shall be as specified on drawings. Starters and electrical controls shall
be furnished.
Fans and all fan hardware shall be delivered to the building contractor for
installation with the building. The contractor shall thoroughly coordinate- the
installation of the fans and openings required to ensure proper fit.
(o) DAMPERS
All wall mounted exhaust openings shall include a gravity damper. Dampers shall
be coordinated to operate and interface with the fan when in operation. Dampers
on the fans shall be mounted flush on the outside wall unless shown recessed in
the opening. All dampers shall be low leakage type.
Dampers shall have aluminum blades with sealing edges and couplings at both
ends with tie rods. Frames shall be welded steel and painted with a corrosive
resistant primer and a finished coat of natural aluminum. Dampers shall be
pre -drilled to match the fan or louver. Dampers shall be natural aluminum unless
indicated on the drawings.
Dampers shall be sized to fit the openings, and where necessary multiple dampers
shall be used for large intake openings,
All dimensions shall be coordinated with the building contractor and dimensions
shall be submitted to the owner prior to any construction which affects the location
and size of openings.
The contractor shall furnish the dampers to the building contractor for installation.
The dampers shall be delivered to the job site with all installation hardware well in
advance of the work schedule for this item.
(p) UNIT HEATERS
The cabinets shall be of 18 gauge die formed furniture grade steel. Individual
adjustable louvers shall be furnished to provide desired control to discharge air. All
metal surfaces of the casing shall be phosphate coated to resist corrosion and
finished in neutral gray baked enamel.
The heating coil shall consist of three (3) metal sheathed fintube electric heating
elements each wired to a built-in line voltage, automatic reset thermal overload
protective device for instantaneous operation of the power contractor holding coil in
the event of an overload.
Motors shall be of the totally enclosed continuous fan duty sleeve bearing type
equipped with built-in thermal overload protections. Each unit shall be equipped
with combination fan guard/motor support resiliently mounted at four (4) points to
absorb any motor vibrations. The fan motor shall be wired within the unit heater to
the electric heating coil power supply, thus, eliminating the need for external motor
starters or a separate fan motor circuit to the unit Fans shall be broad bladed
Rev 5/09 SECTION 16

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Page28
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aluminum directly connected to the fan motor, dynamically balanced and designed �
for the unit heater application.
!
On/Off type operation shall be provided by interrupting the heater power supply with
a contractor of size as required by the equipment indicated on the Drawings. The
contactor folding coil shall in turn be operated by a pilot duty type thermostat.
The unit heater shall be supplied complete with a thermostat switch VOlemo
othenVioe indicated, designed h»maintain temperature between 35deQrees Fand
55 degrees F unless otherwise indicabad. The control circuit shall operate on 120
vac, single phase, G0hertz from econtrol transformer with the unit.
All heaters shall beULlisted and meet the requirement of the National Electrical
Code. Unit heaters shall bens manufactured by Emerson-Chrornzlox, Emerson
Electrical Co,, Singer Co., or equal, and shall have a grounding conductor.
(q) THERMOSTATS
Mounted): Thermostats for exhaust fans andunit heaters shall beGPST
duty,heavy to close the circuit as required by e
control point and open the circuit aarequired bvacontrol point.
Unless otherwise specified or indicated the range ofadjustment shall ba70-1UO
degrees Ffor exhaust fans and 4U-G0degrees Ffor unit heaters.
Enclosures for thermostats location on corrosive otnnnaphenea or facilities shall be
waterproof polyester type Polyester enclosures sbo|| he as manufactured by
Cnouoe-Hiodo.Ada|eLCarton, orequal.
Electrical nequirem*nt, unless otherwise specified or indicated, ehe|| be 120vao'
single phase, 6Ohertz.
Thermostats toiemanufactured byEmermn'Chmmekm,Emerson Electrical Co..
Honeywell, orequal.
16'02.4 ELECTRICAL -ALARMS & CONTROLS
(a) GENERAL
The Electrical Contractor shall provide all external power and control wiring to
control panels of pre -wired packaged equipment, unless indicated otherwise,
Control wiring requirements are indicated in electrical schematics and descriptions
on the drawings, in control function descriptions in the specifications, and in
equipment manufacturer's equipment data. Furnish, and install control wiring in
accordance with the drawings and specifications. This Contractor shall provide all
control circuits and wiring for a particular item of equipment in accordance with
requirements as set forth by the manufacturer of the particular item of equipment.
Where pumps furnished with solenoid valves or other devices
for control, the Electrical Contractor shall wire those valves ordevices to operate
when the pump command is"DN"cvindicated bythe Control Drawings.
Unless otherwise indicated or specified, magnetic starter contactors ahnU be wired
to drop out and remain dropped out on loss of power to the line side of the starter,
Rev5/Dg SECTION16

Page 29
Operator action shall be required to restart the motor unless the motor is under
automatic control that is operational after power is restored.
Motor control components and control wiring shall conform to NEMA specifications
ISC-1970 (Revised, 1975), Industrial Controls and Systems.
Where devices are installed in NEMA 4 or 3R enclosures, provide covers to
maintain the NEMA 4 or 313 rating of the enclosure.
The exhaust fans shall be controlled by a thermostat. Thermostats shall- be 120
vac in a nonmetallic waterproof enclosure at +60" AFF.
Unit heaters shall have integral contactors and control transformer for operation at
120 vac control voltage, Unit heaters shall be interlocked with the existing load
shedding system through the 120 vac control circuit and a new relay panel.
All electrical equipment shall be mounted in NEMA 3R enclosures when installed
outdoors or in basement areas and in NEMA 12 enclosures when installed outdoors
above ground,
16.03 CONSTRUCTION METHODS
16.03.1 GENERAL
(a) Installation of Electric Work shall be complete in every respect, insuring
systems which will operate satisfactorily and safely. All work shall be done by
skilled workmen, and work performed by unskilled help will not be acceptable.
All cutting, fitting, repairing and finishing of masonry, concrete, metal and
carpentry work that may be required for the contemplated work under this
Specification must be done by craftsmen skilled in their respective trades and
at the expense of the Contractor. Unless otherwise indicated, all materials
and equipment shall be installed in accordance with the manufacturer's
recommendations.
(b) Concrete used in Electrical Work for equipment bases, conduit encasement,
hndholes, manholes, and otherwise shall conform to Class C as specified
under Section 9.0 of the General Specifications.
(c) Excavation and 6ackfill work required for Electrical Work shall be done by the
Electrical Contractor under the requirements of Section 8.0 of these General
Specifications. Work within structures shall include that required below
excavation for general construction. Outside of structures, it shall include all
work necessary to properly perform the Electrical Work. Excavation of rock
larger than 1/2 cubic yard in size will be performed under other Sections of
these specifications; however, the Electrical Contractor shall backfill rock
excavation with sand or gravel acceptable to the Engineer as required to
support items of Electrical Work. The Electrical Contractor shall- provide all
equipment and do all work necessary to keep his excavations free of water
until conduit has been laid or until concrete or masonry has been allowed to
set for at least 48 hours. He shall furnish and install all temporary sheeting,
shoring, timbering and bracing required to maintain the excavation in a
condition to permit proper installation of the work; such bracing shall be left in
place at no added compensation should the site conditions so require. He
shall furnish and install all items necessary to protect adjacent structures,
existing pipelines, grass plots, trees, when so indicated, and pedestrian and
Rev 5109 SECTION 16

Page 30
vehicular traffic from damage as the result of excavation work. The Electrical
Contractor will be held liable for any damage resulting from his operations. All
buried items shall be inspected and approved by the Engineer before
backfilling. Backfill material shall be free of debris, frozen material, cinders,
and other corrosive material. No rock or hard material shall be placed in
contact with buried conduit, handholes or manholes. Backfill shall be placed
by hand in layers not exceeding 66 inches in depth and thoroughly tamped to a
point at least 12 inches above the top of conduit and duct runs; the remainder
may be placed mechanically and shall be placed to a height slightly above the
original ground elevation. Baokfill under paved areas or ornamental grounds
and around all structures shall be compacted by jetting or puddling with water
if backfill material is of sand or gravel, or by methods designed to control
moisture and secure maximum material shall be disposed off the site or as
directed by the Engineer. Existing pavement, curbs, sidewalks, shrubbery,
sod or other appurtenances removed or damaged by excavation shall be
restored to their original condition unless otherwise directed. When work is
done in a public street or highway, the Electrical Contractor shall make all
necessary arrangements with the municipal or highway authority for permits,
inspections, and repairs without additional cost to the Owner.
(d) All materials and equipment shall be installed in strict compliance with
manufacturer's recommendations unless directed otherwise. All exposed
conduit shall be installed parallel or perpendicular to walls and partitions and
shall be vertically plumb. All piping shall be run concealed in finished areas.
Installation of work shall be complete in every respect, insuring system will
operate satisfactorily, All equipment shall be adequately protected prior to
installation, The Contractor shall provide and connect power in accordance
with the NEC and the manufacturer's recommendations to all motor and
equipment space heaters which have been furnished with same prior to
connection to the project electrical system. In the event the Contractor fails or
neglects to connect power to an equipment space heater as specified, the
Contractor shall perform tests to determine if the equipment insulation system
has been affected and shall disassemble and brake out the insulation or
suitably repair same in an approved manner directed by the Engineer. The
Contractor shall bear the expense of all tests and repairs as directed by the
Engineer.
(e) The Electrical Contractor shall be responsible for:
(1) Arranging order of work so as not to cause interference of
delays with other trades.
(2) Obtaining all required tests and approvals of work before such
work is closed in or covered up.
(3) Proceeding with roughing -in all portions of work before such
work is closed in or covered up.
(4) Keeping the premises free from all debris and waste materials
resulting from the work under this section, All such debris and
rubbish shall be removed from the site.
Rev 6/09 SECTION 16

Page 31
16.03.2 INSTALLATION OF MATERIALS
CONDUIT
(1) All conduit installation shall be in full compliance with the NEC.
(2) Conduits shall be either underground, concealed in walls, concealed in
slabs, unless indicated otherwise by the Drawings or directed by the
Engineer.
(3) All exposed conduit in the plant shall be supported with rustproof malleable
iron one hole scraps and Appleton "clamp backs" securely anchored with
rustproof screws at a maximum spacing of 8'. For two or more exposed conduit
runs, a trapeze hanger or other approved method of installation shall be used,
Perforated strap hangers will not be acceptable. All exposed conduits shall run
parallel or perpendicular with adjacent wall or partitions.
(4) Conduits shall be thoroughly cleaned of dirt and free of moisture before
installing any conductors.
(5) Expansion couplings shall be installed at all points where conduits cross
structural joints. Bonding jumpers shall be provided.
(6) Conduit insulating bushings with ground lugs shall be provided on all conduits
terminating in or under equipment, and ground to the equipment and to the
system ground. Insulating bushings shall be provided at locations which the
NEC requires. Conduit stubs under equipment shall be of uniform height and
neatly arranged with a minimum of 1" space between conduits.
(7) Conduit connection to motors and other equipment subject to vibrations shall
be made by means of a short length of flexible conduit between the motor or
equipment outlet box and the feeder conduit in compliance with the NEC.
(8) The minimum conduit size shall be 3/4" unless otherwise specified or
indicated on the Drawings.
(9) Conduits shall be plugged and capped until ready for pulling conductors and
making connections.
(10) Rigid conduit shall be used in non -chemical areas and when placed where
subject to mechanical injury. Conduit in contract with earth and in chemical
area shall be Schedule 40 PVC.
(11) No electrical metallic tubing (EMT) may be used.
(12) Flexible steel conduit may be used in runs from adjacent junction boxes or
motors and in certain locations where, for structural or other reasons, it is
impractical to use rigid tube and where specific permission to do so has been
granted by the jurisdictional authorities. For motor connection in moist or damp
locations use flexible conduit; American Brass "Sealtite Flexible" Type "UK,
Columbia, "Flex -Seal" Type "XL", Allied, or approved equal, with flexible fittings,
Aluminum flexible conduit shall not be used for power circuits.
(13) PVC Schedule 40 conduit shall be used in and under slabs and underground
where approved by local codes, A green ground wire shall be installed in all
Rev 5/09 SECTION 16

Page 32
PVC conduits of the required size and conduit size shall be adjusted for the
additional wire. The joints shall be made liquid tight.
(14) Conduit installed underground, in concrete, or in any moist or periodically damp
location shall have joints made liquid and gas -tight and made up with an
approved joint compound.
(15) Provide and install PVC sleeves where conduits pass through masonry
walls, etc. Caulk all sleeves after installation of conduits with silicon.
(16) Conduit shall not be run closer than 6" to any water pipe. No conduit
shall be installed in concrete slabs laid on the ground.
(17) Ends of conduit shall be cut square and carefully reamed.
(a) Conduit riser shall be fully protected from physical damage by a metal
skirt or in some other approved manner fully enclosed.
(b) Nylon pullers shall be used (when pulling conductor wire).
(18) No running threads permitted. Special union fittings shall be used in lieu
thereof. Open ends of all conduit shall be kept closed with approved conduit
seals during the construction of the building.
(19) Underground conductors entering a raceway in a gutter, pull box, junction
box, or auxiliary gutter, shall be protect by a substantial bushing or liner.
(20) Conduits 1" and smaller require 1 or 2 hole pipe straps spaced at not greater
than 10' intervals and within 24" of an outlet, junction or pull box or terminal
closet.
(21) Exposed conduit larger than 1" require 2 hole pipe straps. Where conduit runs
are grouped, use conduit trapezes supported on 3/8" diameter rods.
(22) Provide a threaded flush floor coupling where conduits enter or leave floor
slabs.
(23) Where non-metallic conduit is used the Contractor shall install ground
wire.
(24) It is the Contractor's responsibility to install: the conduits with a minimum
number of bends in such a manner as to conform to the structure, avoid
obstructions, preserve headroom, keep openings and passage ways clear, and
meet all structural code requirements. The routing of conduits may be
changed, providing the length of any conduit is not increased or decreased
more than 10% of the length shown or indicated on the drawings.
(25) In conduit runs where an excessive number of bends are required, install
additional pull boxes, offsets, condultes, etc., to comply with the applicable
codes.
16.03.3 CONDUCTORS
(1) All conductors shall be installed in compliance with the NEC and in a careful
manner to avoid damage to conductors or insulation.
Rev 5109 SECTION 16

Page 33
(2) Copper conductors, joints, splices, taps, and connections for 600 volt
conductors, joints, splices, taps, and connections for 600 volt conductors shall
be made with solderless connectors approved by the Engineer. The following
connectors are approved:
(a) For wire #10 AWG and smaller use "Scotchlock" Buchanan
connectors, MAR connectors, orwirenuts.
(b) For wire #8 AWG and larger use S&S "Lock-Tite" connectors; O/Z
solderless connectors; or Trumbull solderless connectors,
(3) Terminal lugs shall be used on all conductors of No. 0 AWG size or larger
where conductors are attached to terminal blocks or screws. The lugs shall
have a conductivity not less than that of the wore or cable to which they are
attached. The lugs shall be securely connected to the conductors and all
contact surfaces securely connected to the conductors and all contact
surfaces shall be carefully finished and fitted to provide a low resistance
connection.
(4) Minimum size conductor for power, single conductor control wire, shall be No.
12 AWG unless otherwise specified or indicated on the Drawings.
(5) Minimum size conductor for field multi -conductor control cable wiring shall be
No. 14 AWG unless otherwise specified or indicated on the Drawings.
16.03.4 GROUNDING
(1) Provide fully bonded system of grounding in accordance with NEC
requirements including all services, systems and equipment requiring
grounding in accordance with the NEC and other prevailing code
requirements.
(2) The complete installation, including the neutral conductor, metallic conduits
and raceways, boxes, cabinets, structure, and equipment shall be permanently
and effectually grounded in accordance with all code requirements, whether or
not such connections are specifically shown, The following methods may be
utilized to achieve an effective ground, Local inspection authorities shall be
consulted as to approved methods.
(a) The identified neutral wire of "WHITE" wire of the interior wiring
system shall be permanently bonded to the main grounding electrode.
All conduit leaving equipment shall be bonded to the ground bar in the
equipment.
(b) Ground connections to grounding electrodes shall be made to
non -current carrying metal parts of panels, secondary neutral points,
motor frames, etc.
(c) Enclosures and housings shall be bonded to ground with a green
copper conductor and extended to the grounding electrode and
securely attached with proper fittings. Grounding jumpers shall be
installed from the building structural steel to the grounding electrodes.
Rev 5/09 SECTION 16

Page 34
(3) Provide a green grounding conductor in all non-metallic, and flexible metal
conduit systems and wherever shown in the drawings.
(4) Ground conductor shall by type "TW" or "THW" wire.
(5) The electrical system and building structure shall be grounded by bonding to
the grounding electrodes in accordance with NEC article 250.
16,03.5 GUARANTEE
(1) In addition to the specific warranties called for under the specifications,
guarantee this work as follows:
(a) All parts of the electrical systems shall be guaranteed to perform the
required functions in accordance with the performance requirements
which are indicated- or specified, or where such particular requirements
are not stated, shall perform in accordance with the prevailing recognized
trade standards of performance requirements, During the period of one
year following completion, the Contractor shall make all repairs of
replacements necessary to accomplish the required performance,
(b) For factory assembled equipment and devices on which the
manufacturers' furnished standard published guarantees as regular trade
practice, the Contractor shall obtain such guarantee and will be held to
replace any such equipment which proves defective during the life of the
guarantee.
(c) All work for which materials are furnished, fabricated or erected by the
Contractor; all factory assembled equipment for which no specific
manufacturer's guarantee is furnished; and all work in connection with
installing manufacturer's guaranteed equipment shall be guaranteed by
Contractor for a period of one year from completion of the work, against
defects in materials and defective workmanship of any kind.
(2) in the event of failure of any work, equipment or device during the life of the
guarantee, the Contractor shall repair or replace the defective work and shall
remove, replace or restore at no cost to the Owner, any parts of the structure
or building which may be damaged as the direct result of the Contractor's
defective work, or in the course of the Contractor's making replacement of his
defective work or material.
16.04 COMPLETION OF CONTRACT:
16.04.1 GENERAL
(a) The Electrical Contractor shall examine the rating of the motor starter overload
protective devices, the motor nameplate full load running current, and
determine whether or not the overload devices are suitable to provide
adequate motor protection. Replace any protective devices that will not
provide adequate motor overload protection before energizing any motor.
(b) The Contractor shall examine the rating of the motor starter overload
protective devices, the motor nameplate full load running current, and
determine whether or not the overload devices are suitable to provide
Rev 5/09 SECTION 16

�
adequate motor protection. Replace any protective devices that will not
provide motor overload protectionbefore energizing any motor,
(o) Upon completion ofthe work the Contractor shall measure line voltage ofeach �
phase atthe load terminals ofthe main breaker orswitch. '
h8 Upon the wm�Ue�n�o� shaUme�u���ou�n�� \
` ' each phase � of each piece ofequipment under load. !
(e) Upon completion of the work the Contractor shall energizeand put into !
operation each item of equipment requiring electrical connection.
(f)i All necessary repairs, alterations, replacements and adjustments required fora
complete and satisfactory operatingelentrical system karequired.
(g) All fixtures shall Le lamped and iOoperating condition when the work is
accepted by the Owner,
(h) Out and patch all hnles, openings, or damage to the building caused by the
installation of the electrical equipment.
16.04.3 DATA TO BE FILED WITH OWNER
(a) The Electrical Contractor shall furnish in triplicate the following data upon
completion of the tests and before final acceptance of the Work. The original
and one (1) copy shall be filed with the Owner and one (1) copy With the
(1) Complete nameplate data of each motor, identification,
together with a record of the measured line currents (under load) for
each motor onherein before specified under testing.
(2) List ofmanufacturer's nmmumndtypeorundenumberandknampere
rating Vfall motor starter overload heaters for each motor starter.
(3) Measured voltage atload terminals ofmain breaker.
(4) Certificate ofinspection from the local Electrical Inspector.
16.034 WALL EXHAUST FANS
Wall exhaust fans shall be direct driven type and shall provide the exhaust air
volume as shown in the exhaust fan schedule on the drawings. Fans shall be
coordinated with all louvers and dampers such that the CFM's listed are maintained
regardless of the system static pressure, Any system which requires an increase in
the static pressure shall result in the fan being resized to meet the CFk8
requirement listed.
The fans shall bear the UL label where listing isavailable and bear the AMCAsea.
Ratings ohsU| be in accordance with AMCA Standard 21 and comply with the
Rev 5109 SECTION 16

Page 36
Fans shall be finished with a corrosive resistant paint or natural aluminum and
include a wire guard where indicated on the drawings and gravity shutters similarly
finished. All dimensions and openings shall be coordinated with the building
openings and certified dimensions shall be submitted to the engineer prior to any
construction which effects the location and size of any opening. The units shall be
securely mounted and include an integral disconnect switch.
16,03.5 LOUVERS
Louvers shall be anodized medium bronze extruded aluminum stationary drainable
blade type and shall provide maximum weather protection with minimum pressure
drop. Louvers shall be 4 to 6 inches deep depending on the size and shall have
drainable blades with built-in gutters which divert moisture down full depth jamb
channels and out over sill blades to reduce cascading across the louver face.
Blade design shall provide superior free area for intake with no more than 0.005
ozs, per square foot of water penetration at an air velocity of 900 feet per minute.
Construction shall be .081 anodized extruded aluminum blades and frames. The
louver shall include aluminum mesh insect screen.
The louver shall bear the AMCA seal with ratings in accordance with AMCA
standard 500 which applies to air performance ratings and water penetration
ratings.
The louvers shall fit flush to the outside wall except where shown in the drawings.
All dimensions shall be accurately coordinated with the general contractor and
certified dimensions submitted to the engineer prior to any construction which
effects the location and size of the openings,
The contractor shall furnish the louvers to the general contractor for installation.
The louvers shall be delivered to the job site with all installation hardware well in
advance of the work schedule for this item.
16.03.6 GRAVITY DAMPER
All wall mounted axial exhaust fans and intake louvers shall include a gravity
damper. Dampers shall be coordinated to operate and interface with the fan being
furnished. in addition, all intake louvers shall include intake dampers designed to
operate when the exhaust fan is on. Dampers on the fan shall be mounted to
operate with a flush louver. Dampers on the intake louvers shall be mounted on the
inside walls. All dampers shall be low leakage type.
Dampers shall have aluminum blades with sealing edges and couplings at both
ends with tie rods. Frames shall be welded steel painted with a corrosive resistant
primer and a finished coat of medium bronze epoxy. Dampers shall be pre -drilled
to match the fan and louver.
Dampers shall be sized to fit the openings, and where necessary, multiple dampers
shall be used for large intake openings.
Rev 5/09 SECTION 16

All dimensions shall be coordinated with the general contractor and certified
dimensions shall be submitted to the engineer prior to any construction which
effects the location and size ofthe openings,
Dampers sbmU begravity operated where listed static pressures are met, Should it
be necessary for any supplier to lower the nyatem'o static pressure to meet those
Usted, the contractor shall use motor opansbad dampers interlocked to the fan
control as part of the bid price which results in no additional cost to the owner.
The contractor shall furnish the dampers to the general contractor for |nnhs||aUon.
The dampers shall be delivered to the job site with all installation hardware well in
advance nfthe work schedule for this item.
Rev5K)A {EIT]{}N-YG

Page 1
Y�tTi �+ei � r• 1 � 7y1:
17.01.1 SCOPE OF WORK
(a) All labor, materials, equipment, tools and services to fulfill the
requirements of this General Specification, the Project Specifications and
the Contract Drawings shall be furnished by the Contractor as part of his
Base Bid.
(b) All concrete sidewalk, asphalt and concrete driveways, asphalt and
concrete pavements, ditches, curb and gutter, fences, poles, mail boxes,
landscaped areas, building components, equipment, and all other
disturbed areas shall be replaced or restored to equal or better than their
condition prior to work beginning. Upon completion of the work in this
Contract, all surplus material, earth, rubbish, etc., shall be removed from
the site of the work. That portion of the surface of each yard or street
disturbed by construction under this Contract shall be left in as good
condition as it was before the commencement of the work, and it shall be
promptly and regularly maintained in such condition during a period of one
year after the acceptance of the work. This work of maintenance shall
apply only to items of materials and workmanship improperly installed
under this Contract, and maintenance measures made necessary by the
ordinary wear and tear shall not be at the expense of the Contractor.
However, any repairs required because of unsatisfactory trench backfilling
shall be at the expense of the Contractor. The inclusion of items of
material or work within this Specification does not necessarily constitute
their use on this Project.
17.02 PAVEMENTS, CURBS AND CURBS AND GUTTERS
(a) in all streets or parts of streets or other areas that are paved or macadamized, all
backfilling shall be well compacted by jetting. After the trench or excavation has
been backfilled and jetted to the required height, the subgrade for the new paving,
curb and/or curb and gutter shall be replaced.
(b) All pavements, curbs and curbs and gutters shall be replaced to the section and of
the same materials as that removed in accordance with the Owner's established
standards or in their absence to the Standards of the State Highway Department.
17.03 DRIVEWAYS AND SIDEWALKS
(a) The backfill and subgrade for all driveway and sidewalk replacement shall be
jetted and compacted in the same manner as that specified for pavements. All
edges broken from driveways and sidewalks shall be sawed or cut off at right
angles to the driveway or sidewalk and after approval of Engineer replaced.
Rev. 09/00 SECTION 17

Page 2
(b) All driveways and sidewalks shall be replaced to the section and of the same
materials as that removed in accordance with the Owners established standards
for similar work,
17.04 MISCELLANEOUS
All ditches disturbed during this construction shall be regraded to their original line and
grade unless otherwise noted. All regrading of ditch lines shall be followed by reseeding
and adequate protection from erosion until seed can be established. Any part of any lawn
disturbed whether part of road right-of-way or not shall be regraded to its original grade,
shall have a minimum of four (4) inches of topsoil placed and shall be reseeded with seed
similar to the original sod. All damaged trees and shrubs in yards shall be replaced with
similar items unless otherwise noted. This replacement of damaged trees and shrubs
does not apply to those planted within established road rights -of -way unless specifically
stated otherwise in the Project Specification.
Rev, 09/00 SECTION 17

SPECIAL EQUIPMENT ITEM NO. 1
DIGESTER SUBMERSIBLE PUMPS
PART 1 - GENERAL
1.01 DESCRIPTION
A. The General Contractor shall furnish, install, test and place in satisfactory
operation, as shown on the- Plans and specified, two (2) wet -pit submersible
pump(s) complete with all appurtenances, accessories and spare parts as will be
required to produce a complete and workable installation. To maintain system
unit responsibility, the pump control system shall be furnished by the pump
manufacturer as described herein.
PART 2 - MATERIALS
2.01 MANUFACTURERS
A. Manufacturer:
Sewage pumps shall be manufactured by Wilo-USA, Flygt, Pentair Fairbanks
Nijhuis, Sulzer, or pre -approved equal.
B. Pump Performance:
Each pump shall be capable of the following performance:
Duty Point Flow, gallons per minute
55
Duty Point Total Dynamic Head, feet
20
Minimum Hydraulic Efficiency at Duty Point, %
45
Frequency, hz
60
Maximum Nominal Motor Power, Horsepower
5
Maximum Motor Speed, Revolutions Per Minute
1,800-
2.02 PUMP CONSTRUCTION
A. GENERAL
The sewage pumping units shall be vertical, non -clogging, centrifugal grinder
sewage pumps with bottom inlet and side discharge. The pumps shall be direct
driven by integral squirrel cage, electric induction motors. Each pump shall
include -quick removal system, anchor bolts and all accessories specified herein.
1

B. VOLUTE
The volute shall be constructed of ASTM A48 minimum Class 35B or
higher cast iron (GG25) capable of prolonged resistance to raw sewage.
2. Suction and discharge flanges shall be 125# and meet ANSI standard
B16.1.
3. All nuts, bolts, washers, and other fastening devices supplied with the
pumps shall be stainless steel.
4. All mating surfaces requiring a watertight seal shall be machined and
fitted with FPM (Viton) O-rings. Paper gaskets are not acceptable.
C. IMPELLER
Pump impellers shall be of the solids handling non -clog type. The
impeller vane shall be smooth, finished throughout, and shall be free from
sharp edges.
2. Pump impellers shall be manufactured from ASTM A48 Class 35B or
higher cast iron (GG25).
3. Impellers shall be key driven and securely held to the shaft by a
streamlined impeller washer and bolt assembly specifically designed to
reduce friction in the suction eye of the impeller. The arrangement shall
be such that the impeller cannot unscrew or be loosened by torque from
either forward or reverse rotation. Designs based on threaded connection
between pump shaft and impeller will not be considered.
4. The impeller shall be capable of passing a 3.1 inch solid non-deformable
sphere through the bottom inlet and out between the two shrouds.
Designs which cannot pass a sphere through the impeller or rely on
deforming, cutting or chopping solid materials shall not be acceptable.
D. WEAR RINGS
The impeller shall be provided with an AISI 329 (1.4462) duplex stainless
steel wear ring which is drive fitted to the suction eye of the impeller.
2. The casing shall be provided with an AISI 304 (1.4308) stainless steel
wear ring which is drive fitted to the bottom suction inlet.
2.03 MOTORS
A. SUBMERSIBLE MOTORS
Each pump shall be furnished with a squirrel cage, induction motor
enclosed in a watertight housing suitable for use and compatible with all
variable frequency drive systems.
2

2. The motors shall be air -filled and constructed with moisture resistant
NEMA Class H insulation and Class H slot liners and constructed to
NEMA B design standards. The copper wound stator shall be dipped in
epoxy enamel and hardened to withstand a temperature of 180 degrees
Centigrade as defined in NEMA Standard MG-1. Each winding phase or
layer shall be laced with Class H glass lined paper. The use of cable ties
to restrain windings shall not be allowed. The rotor shall be statically and
dynamically balanced after fabrication. The rotor shall utilize aluminum
amortisseur bars and short circuit rings. The constructed motor shall be
certified for continuous duty with a service factor of 1.10 and shall be non -
overloading over the entire range of the impeller.
3. Motors shall be capable of sustaining 15 starts per hour (unlimited starts
with VFD) at a minimum ambient temperature of40°C.
4. Motors shall be capable of uninterrupted operation with a voltage drop of
10%.
5. Thermal switches shall be furnished to monitor stator temperatures. The
stator shall be equipped with three (3) thermal switches. Thermal
switches shall automatically de -energize the motor when its temperature
exceeds a preset limit as recommended by the manufacturer. .
6. The motor shall bear the FM (Factory Mutual) explosion -proof label
certifying its use in a Class 1, Division 1, Groups C & D hazardous
location.
7. The pump manufacturer's nameplates shall be engraved, laser etched or
stamped on stainless steel and fastened to the motor casing.
B. SHAFTS
All shafts shall be dynamically balanced and shall be constructed of AISI
420 (1.4021) stainless steel. Carbon steel shafts or shafts with sleeves of
any type are not acceptable. The shaft shall be one piece construction
without joints or stubs attached. ,
2. Multiple row lower bearings for axial thrust and a single row upper bearing
for radial thrust shall support the motor/pump shafts. Thrust bearings
shall be restrained from thrust in both directions. Designs that do not
protect the pump/motor from thrust in reverse directions shall not be
acceptable.
4. Bearings shall be sealed and grease lubricated.
5. Minimum shaft diameter shall be 2-1/8 inches at the lowest bearing.
6. Shaft overhang ratio L3/D4 shall not exceed 10.
C. MECHANICAL SEALS
3

Each pump shall be provided with an enclosed block mechanical seal
with the seal housing and spring system constructed of AISI 316 stainless
steel. The block seal housing shall be constructed such that it can be
dismantled allowing the seal faces and springs to be renewed and the
seal system to be put back into service. Cartridge seals constructed such
that they cannot be repaired or renewed shall not be acceptable. Both
upper and lower seal faces shall be silicon carbide versus silicon carbide.
2. The seal shall be mounted in a separate and isolated seal chamber. The
seal chamber shall be filled with non-conductive lubricating oil as
recommended by the manufacturer.
3. A moisture sensor shall be furnished to sense seal failure for each pump.
This sensor shall be wired to the Pump Control Panel (specified in
Division 16) and shall activate an alarm light upon seal failure. The
sensor probe shall be mounted in the seal chamber and shall be of the
conductive type, sensing moisture intrusion above the lower seal, but
below the upper seal. Designs which sense seal failure above the upper
seal through the use of a float switch are not acceptable.
D. Power and Control Cables:
Power and control cables shall be furnished in lengths to run un-spliced
from the pump to the pump control panel as shown on the Contract
Drawings and as specified herein. Cables shall terminate with conductor
sleeves that bundle the entire group of strands of each phase to improve
termination at the pump control panel. The sleeves shall be provided to
confirm that all strands of each conductor is terminated properly.
Termination shall be coordinated with the connection to the Pump Control
Panel.
2. Cables shall be of the "NSSHOU" type and shall be approved by the
MSHA for use in hazardous locations and shall conform to industry
standards for loads, resistance under submersion against sewage, and
be of stranded construction. The cables shall enter the pump through a
heavy duty galvanized cast iron entry assembly which shall be provided
with an external clamp assembly to protect against tension once secured
providing a strain relief function as part of standard construction.
3. The cables for each pump shall pass through the galvanized cast iron
strain relief component and then through a series of stainless steel disks
and Buna-n grommet that is sandwiched between the disks to control
compression of the grommet. The cable entry design shall be of the type
recommended in the Factory Mutual Research Corporation specifications
for Explosion Proof Certification. The entry shall be comprised of the cast
iron fitting that will include the Buna-N strain refief grommet coupled with
a poured conductor section. In the poured section, only Factory Mutual
approved sealant shall be used to wick into each conductor strand that
has the insulation removed in this area to provide a positively leak proof
seal for the power and sensor cords.
CI

2.04 SHOP PAINTING
A. Primer and Finish Paint - Shop apply to all exterior ferrous surfaces of the pump
and motor.
1. Solids by volume: 75 +/- 2%
2. Type: Two part, cross -linked epoxy with VOC content of 1.78 lbs./gal
3. Total Dry Film Thickness: 1 coat at 6-8 mils.
4. Resistance: Level 1 (continuous duty) for sewage with pH of 6-10, Level
2 (occasional duty) for saltwater, Level 3 (not recommended) for 10%
hydrochloric acid.
B. Surface Preparation - Prepare all surfaces to receive coating system.
1. Method: Blasting per ISO 12944-4
2. Standard Cleanliness Grade: 2.5
3. Minimum Peak to Valley Height: 70 microns (2.75 mils)
PART 3 - EXECUTION
3.01 WARRANTY
A. The pumps and motors will be covered by a five (5) year warranty that shall
comprise the following terms: The initial year from start-up of the equipment shall
be covered 100% for parts and labor. The following years 2 through 5 shall be
covered 50% for parts. This warranty shall not be limited by hours of running
time or operation from variable speed drives.
+ +END OF SECTION + +
5