NC0023884_Authorization to Construct_20190718

smith
4600 Park Road, Suite 240
Charlotte, North Carolina 28209
tel: [phone]
fax: [phone]
July 18, 2019
Bing Bai
NPDES Unit
NC Division of Water Resources
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Subject: Salisbury -Rowan Utilities, Rowan County, North Carolina
Grants Creek WWTT Improvements Project
NPDES Permit No. NC0023884
Authorization to Construct Application
Dear Mr. Bai:
Salisbury -Rowan Utilities (SRU) proposes to construct modifications to its Grants Creek WWTT
(NPDES Permit No. NC0023884) to provide a new influent screening and pumping facility, a new
grit removal facility, flow equalization tanks, and a new RAS/WAS pump station.
CDM Smith performed a flow analysis of the Grants Creek influent flows that yielded an
estimated peak hour flow rate of 20 mgd but final design considers peak flows of 24 mgd in
order to provide future flexibility. Flow equalization will provide storage so that the diurnal
flow to the processes downstream will be equalized and the wet weather flow to the processes
downstream of equalization will be 18.75 mgd (permitted capacity of 7.5 mgd multiplied by a
peaking factor of 2.5).
The existing screening facilities at the Grants Creek WWTT were installed in 1962 and 1988 and
are currently located in the 100-year floodplain. The facilities are nearing the end of their useful
life and recently SRU completed an interim improvement project to replace two of the existing
screens to address deficient operation of the existing equipment. A new 24 mgd screening
facility will be provided outside of the floodplain and upstream of the influent pump station.
The existing influent pump station at the Grants Creek WWTT was installed in 1962 (with pump
replacements in 1996) and is currently located in the 100-year floodplain. The pumps are
nearing the end of their useful life and only have a firm pumping capacity of 10 mgd. A new 24
mgd influent pump station is provided outside of the floodplain and downstream of influent
screening.
The existing grit removal facilities at the Grants Creek WWTT were installed in 1962 and 1988
and are currently located in the 100-year floodplain. This equipment has experienced
operational difficulties, including poor grit capture and intensive maintenance. The facilities are
cot
WATER + ENVIRONMENT+ TRANSPORTATION+ ENERGY + FACILITIES

smith
Bing Bai
July 18, 2019
Page 2
nearing the end of their useful life. A new 24 mgd grit removal facility will be provided
downstream of the new screening and pumping facilities and outside of the floodplain.
The Grants Creek WWTT does not currently have equalization facilities. Flow equalization will
be provided by converting the two existing trickling filters into flow equalization basins.
The existing RAS and WAS pump stations at the Grants Creek WWTT were installed in 1988 and
both are currently located in the 100-year floodplain. The pump stations are nearing the end of
the useful life and the current configuration has several operational limitations. A new
combined RAS/WAS pump station that mitigates the operational constraints will be provided
outside of the floodplain.
The construction timeline for the implementation of the project is summarized below:
January 15, 2020 - anticipated Notice to Proceed
February 14, 2022 - anticipated Final Completion
Enclosed please find the application package for Authorization to Construct approval. The
following attachments are included as part of this application:
• Section 1: Application for Authorization to Construct Form
• Section 2: Engineering Calculations
• Section 3: Copy of NPDES Permit
• Section 4: Digital Copy of Application Package (DVD)
• Attachments: 1 full-size set of Engineering Plans and 1 copy of Project
Specifications
Thank you for your assistance and please let me know if you have any questions or need
additional information.
Very truly yours,
�L�t-L V �C.PiLtK..tti�
Laurin B. Kennedy, PE, BCEE
CDM Smith

smith
Bing Bai
July 18, 2019
Page 3
cc: Jim Behmer, SRU (digital copy)
Jason Wilson, SRU (digital copy)

Salisbury -Rowan Utilities
Rowan County, North Carolina
Grants Creek WWTT
Improvements Project
Application for Authorization to Construct Permit
Contents
Section 1: Application Form (Form ATC-12-14)
Section 2: Engineering Calculations
Section 3: Grant Creek WWTT NPDES Permit
Section 4: CD with Digital Files
Included separately: 1 Set of Plans and 1 Set of Specifications

Salisbury Rowan Utilities
Rowan County, North Carolina
Grants Creek WWTT
Improvements Project
Section 1
Application For Authorization to Construct Permit (FORM ATC-12-14)

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECTION 1: INSTRUCTIONS AND INFORMATION
A. The Division of Water Resources will accept this application package for review only if all of the items are provided and the
application is complete. Failure to submit all of the required items will result in the application package being returned as incomplete
per 15A NCAC 02T .0105(b).
B. Plans and specifications must be prepared in accordance with 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute
133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES
Wastewater Treatment Facilities.
C. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid.
D. Any content changes made to this Form ATC-12-14 shall result in the application package being returned.
E. The Applicant shall submit ONE ORIGINAL and ONE DIGITAL COPY (CD) of the application, all supporting documentation and
attachments. All information must be submitted bound or in a 3-ring binder, with a Section tab for each Section, except the
Engineering Plans.
F. Check the boxes below to indicate that the information is provided and the requirements are met.
G. If attachments are necessary for clarity or due to space limitations, such attachments are considered part of the application
package and must be numbered to correspond to the item referenced.
H. For any project that requires review under the State Environmental Policy Act (SEPA), an Authorization to Construct cannot be
issued prior to the completion of a State Clearinghouse advertisement period for a FONSI, EIS, etc. unless the project qualifies for
a Determination of Minor Construction Activity.
I. For more information, visit the Division of Water Resources web site at: https://deg.nc.gov/about/divisions/water-resources/water-
resources-permits/wastewater-branch/npdes-wastewater/authorization-to-construct.
J. In addition to this Authorization to Construct, the Applicant should be aware that other permits may be required from other Sections
of the Division of Water Resources (for example: reclaimed water facilities permits; Class A or B biosolids residuals permit).
SECTION 2: APPLICANT INFORMATION AND PROJECT DESCRIPTION
A. APPLICANT
Applicant's name
Salisbury -Rowan Utilities
Signature authority's name per 15A NCAC 02T .0106(b)
W. Lane Bailey
Signature authority's title
City Manager
Complete mailing address
132 North Main Street Salisbury, NC 28144
Telephone number
[phone]
Email address
([e-mail]
B. PROFESSIONAL ENGINEER
Professional Engineer's name
Laurin B. Kennedy, P.E.
Professional Engineer's title
Principal Engineer
North Carolina Professional Engineer's License No.
030770
Firm name
CDM Smith
Firm License number
F-1255
Complete mailing address
4600 Park Road Suite 240, Charlotte, NC 28209
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 1

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Telephone number
[phone]
Email address
[e-mail]
C. NPDES PERMIT
NPDES Permit number
NCO023884
Current Permitted flow (MGD) — include permit
flow phases if applicable
7.5
D. PROJECT DESCRIPTION
Provide a brief description of the project: The following improvements are being made. The permitted flow of 7.5 MGD is not
changing. Construction of a new 24 MGD influent screening and pumping structure, construction of a new 24 MGD grit removal
facility, construction of flow equalization facilities within the existing trickling filters, construction of a new RAS/WAS pump
station. a new Drecast electrical buildine. a new notable water booster Dumb station. various vard Dioine improvements and
various hydraulic improvements.
SECTION 3: APPLICATION ITEMS REQUIRED FOR SUBMITTAL FOR ALL PROJECTS
A. Cover Letter
® The letter must include a request for the Authorization to Construct; the facility NPDES Number; a brief project description
that indicates whether the project is a new facility, facility modification, treatment process modification, or facility expansion;
the construction timeline; and a list of all items and attachments included in the application package.
❑ If any of the requirements of 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute 133-31 North Carolina
General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities are not met by the proposed design, the letter must include an itemized list of the requirements that are not met.
B. NPDES Permit
® Submit Part I of the Final NPDES permit for this facility that includes Part A (Effluent Limitations and Monitoring Requirements)
for the monthly average flow limit that corresponds to the work that is requested for this project.
C. Special Order by Consent
❑ If the facility is subject to any Special Orders by Consent (SOC), submit the applicable SOC.
® Not Applicable.
D. Finding of No Significant Impact or Record of Decision
❑ Submit a copy of the Finding of No Significant Impact or Record of Decision for this project.
❑ Provide a brief description of any of the mitigating factors or activities included in the approved Environmental Document
that impact any aspect of design of this project, if not specified in the Finding of No Significant Impact or Record of Decision.
® Not Applicable.
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 2

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

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
® Electrical ❑ Not Applicable
® Instrumentation/Controls ❑ Not Applicable
® Architectural ❑ Not Applicable
® Building Mechanical ❑ Not Applicable
❑ Building Plumbing ® Not Applicable
® Detailed specifications for all treatment units and processes including piping, valves, equipment (pumps, blowers, mixers,
diffusers, etc.), and instrumentation.
® Means of ensuring quality and integrity of the finished product including leakage testing requirements for structures and
pipelines, and performance testing requirements for equipment.
® Bid Form for publicly bid projects.
G. Construction Sequence Plan
® Construction Sequence Plan such that construction activities will not result in overflows or bypasses to waters of the State.
The Plan must not imply that the Contractor is responsible for operation of treatment facilities. List the location of the
Construction Sequence Plan as in the Engineering Plans or in the Engineering Specifications or in both: Section 013513.24.
H. Engineering Calculations
® Per 15A NCAC 02T .0504(c)(3), submit one set of engineering calculations that have been signed, sealed and dated by a North
Carolina Licensed Professional Engineer; the seal, signature and date shall be placed on the cover sheet of the calculations.
For new or expanding facilities and for treatment process modifications that are included in Section 4.C, the calculations shall
include at a minimum:
❑ Demonstration of how peak hour design flow was determined with a justification of the selected peaking factor.
❑ Influent pollutant loading demonstrating how the design influent characteristics in Section 4.6.2 of this form were
determined.
❑ Pollutant loading for each treatment unit demonstrating how the design effluent concentrations in Section 4.13.2 of this form
were determined.
❑ Hydraulic loading for each treatment unit.
❑ Sizing criteria for each treatment unit and associated equipment (blowers, mixers, pumps, etc.)
❑ Total dynamic head (TDH) calculations and system curve analysis for each pump specified that is included in Section 4.C.6.
❑ Buoyancy calculations for all below grade structures.
❑ Supporting documentation that the specified auxiliary power source is capable of powering all essential treatment units.
I. Permits
® Provide the following information for each permit and/or certification required for this project:
Permit/
If Not Issued Provide
Not
Date
Date
Certification
Status and Expected
Permit/Certification
Applicable
Submitted
Approved
Number
Issuance Date
Dam Safety
X
Soil Erosion and Sediment Control
IN PROGRESS
J U LY 2019
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 4

J.
Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
USCOE / Section 404 Permit
X
Water Quality Certification (401)
X
USCOE / Section 10
X
Stormwater Management Plan
IN PROGRESS
FALL 2019
CAMA
X
NCDOT Encroachment Agreement
X
Railroad Encroachment Agreement
X
Other: Floodplain Development
Permit, City of Salisbury
July 11,
2019
Residuals Management Plan
❑ For all new facilities, expanding facilities, or modifications that result in a change to sludge production and/or sludge
processes, provide a Residuals Management Plan meeting the requirements of 15A NCAC 02T .0504(i) and 15A NCAC 02T
.0508; the Plan must include:
❑ A detailed explanation as to how the generated residuals (including trash, sediment and grit) will be collected, handled,
processed, stored, treated, and disposed.
❑ An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
❑ A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil, grease, grit or screenings removal and collection is a designated unit process, a detailed explanation as to how the
oil/grease will be collected, handled, processed, stored and disposed.
® Not Applicable.
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 5

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

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

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
4. Per 15A NCAC 02T .0505(I), by-pass and overflow lines are prohibited. Is this condition met by the design? ❑ Yes or ❑ No
If no, describe the treatment units bypassed, why this is necessary, and where the bypass discharges:
5. Per 15A NCAC 02T .0505(k), multiple pumps shall be provided wherever pumps are used. Is this condition met by the
design? ❑ Yes or ❑ No. If no, provide an explanation:
6. Per 15A NCAC 02T .0505(I), power reliability shall be provided consisting of automatically activated standby power supply
onsite capable of powering all essential treatment units under design conditions, or dual power supply shall be provided
per 15A NCAC 02H. 0124(2)(a). Is this condition met by the design? ❑ Yes or ❑ No. If no, provide (as an attachment
to this Application) written approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks, and
➢ Has sufficient storage capacity that no potential for overflow exists, and
➢ Can tolerate septic wastewater due to prolonged detention.
Per 15A NCAC 02T .0505(o), a minimum of 30 days of residual storage shall be provided. Is this condition met by the
design? ❑ Yes or ❑ No. If no, explain the alternative design criteria proposed for this project in accordance 15A NCAC
8. Per 15A NCAC 02T .0505(g , the public shall be prohibited from access to the wastewater treatment facilities. Explain how
the design complies with this requirement:
9. Is the treatment facility located within the 100-year flood plain? ❑ Yes or ❑ No. If yes, describe how the facility is
protected from the 100-year flood:
C. WASTEWATER TREATMENT UNIT AND MECHANICAL EQUIPMENT INFORMATION —COMPLETE FOR NEW OR
EXPANDING FACILITIES AND FOR MODIFIED TREATMENT UNITS
1. PRELIMINARY AND PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Calculations
No. of
Plan Sheet
Specification
Treatment Unit
Type
Size per Unit
Provided?
Units
Reference
Reference
(Yes or No)
Manual Bar Screen
1
316 SS Bar
12 MGD at peak hourly flow
M-2
055000
No
Rack
Mechanical Bar
462114 and
2
Multi -Rake
12 MGD at peak hourly flow
M-2
Yes
Screen
462114.13
Mechanically
Grit Removal
2
Induced
12 MGD at peak hourly flow
M-5
462323
Yes
Vortex
Flow Equalization
2
--
620,000 gallons
M-8
N/A
Yes
Primary Clarifier
N/A
Circular
ft diameter; ft side
water depth
Primary Clarifier
N/A
Rectangular
square feet; ft side
water depth
Other
N/A
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 8

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

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Dechlorination
N/A
(Gas;
gallons of contact
tablet; liquid)
tank/unit
5. RESIDUALS TREATMENT
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Gravity Thickening
N/A
square feet; ft side
Tank
water depth
Mechanical
Thickening/
N/A
dry lb/hour
Dewatering
Aerobic Digestion
N/A
gallons
Anaerobic
N/A
gallons
Digestion
Composting
N/A
dry lb/hour
Drying
N/A
dry lb/hour
Other
N/A
6. PUMP SYSTEMS (include influent, intermediate, effluent, major recycles, waste sludge, thickened waste sludge and plant
drain pumps)
Capacity of
No. of
Plan Sheet
Specification
Location
purpose
Type
each pump
Pumps
Reference
Reference
GPM
TDH
Influent Pump
Influent Flow
Submersible Solids
4
5,560
84
M-2
432513
Station
Pumping
Handling
Recessed Impeller
Grit Removal
2
Grit Slurry Pumping
250
44
M-7
432313.33
Vortex
RAS/WAS Pump
Submersible Solids
3
RAS Flow Pumping
2,100
41
M-15
432513
Station
Handling
RAS/WAS Pump
Submersible Solids
2
WAS Flow Pumping
350
105
M-15
432513
Station
Handling
7. MIXERS
Power of each
No. of
Plan Sheet
Specification
Location
Mixers
Purpose
Type
Mixer
Reference
Reference
Diurnal Flow
Large Bubble
20
Equalization
2
M-8
465122
Mixing
Compressed Air
(compressor)
8. BLOWERS
Capacity of
Location
No. of
purpose
Type
each Blower
plan Sheet
Specification
Blowers
(Clo
Reference
Reference
N/A
N/A
N/A
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 10

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

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
sion of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECTION 5: APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T .0105:
I, Laurin B. Kennedy, attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Grants Creek Wastewater Treatment Train Improvements Project.
(Facility and Project Name)
was prepared under my direct supervisory control and to the best of my knowledge is accurate, complete and consistent
with the information supplied in the engineering plans, specifications, calculations, and all other supporting
documentation for this project. I further attest that to the best of my knowledge the proposed design has been
prepared in accordance with all applicable regulations and statutes, 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina
General Statute 133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design
Criteria for NPDES Wastewater Treatment Facilities, and this Authorization to Construct Permit Application, except as
provided for and explained in Section 4.6.1 of this Application. I understand that the Division of Water Resources'
issuance of the Authorization to Construct Permit may be based solely upon this Certification and that the Division may
waive the technical review of the plans, specifications, calculations and other supporting documentation provided in this
application package. I further understand that the application package may be subject to a future audit by the Division.
Although certain portions of this submittal package may have been prepared, signed and sealed by other professionals
licensed in North Carolina, inclusion of these materials under my signature and seal signifies that I have reviewed the
materials and have determined that the materials are consistent with the project design.
I understand that in accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes
any false statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor,
which may include a fine not to exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal with written signature placed over or adjacent to the seal and dated:
ssi%ti.�';
SEAL 9r:
=Jf 03077
%,9ris
GR��;
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 12

State of North Carolina
c
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC4244)
SECTION 6: APPLICATION CERTIFICATION BY APPLICANT
Applicant's Certification per 15A NCAC 02T .0106(b):
I, W. Lane Bailey (City Manager), attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Grants Creek Wastewater Treatment Train Improvements Project
(Facility and Project Name)
has been reviewed by me and is accurate and complete to the best of my knowledge. I also understand that if all
required parts of this application package are not completed and that if all required supporting information and
attachments are not included, this application package will be returned to me as incomplete. I further certify that in
accordance with 15A NCAC 02T .0120(b), the Applicant or any affiliate has not been convicted of environmental crimes,
has not abandoned a wastewater facility without proper closure, does not have an outstanding civil penalty where all
appeals have been abandoned or exhausted, are compliant with any active compliance schedule, and does not have any
overdue annual fees.
I understand that the Division of Water Resources' issuance of the Authorization to Construct Permit may be based
solely upon acceptance of the Licensed Professional Engineer's Certification contained in Section 5, and that the Division
may waive the technical review of the plans, specifications, calculations and other supporting documentation provided
in this application package. I further understand that the application package may be subject to a future audit.
I understand that in accordance with General Statutes 143-215.6A and 143-215.66 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,
Signature: �� Date: C
THE COMPLETED APPLICATION AND SUPPORTING INFORMATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCES/NPDES
By U.S. Postal Service By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET, 9TH FLOOR
RALEIGH, NORTH CAROLINA 276994617 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 13

Salisbury -Rowan Utilities
Rowan County, North Carolina
Grants Creek WWTT
Improvements Project
Section 2
Engineering Calculations

Hydraulic and Flow Calculations
Peak Flow Analysis
Equalization Flow Analysis
Hydraulic Profile Calculations

Hydraulic and Flow Calculations
1. Peak Flow Analysis

CDML___,
Technical Memorandum
To: Jason Wilson, P.E.
From: Laurin Kennedy, P.E.
Jon Lapsley, P.E.
Date: October 20, 2017 (Final Revision)
Subject: Salisbury -Rowan Utilities
Grant Creek Wastewater Treatment Facility
Influent Flow Peaking Factor Calculation
Background and Purpose
As a part of the Grant Creek Wastewater Treatment Facility (WWTF) Preliminary Engineering
Report, CDM Smith was scoped with conducting an influent flow analysis to determine the design
peak influent flow to the WWTF to be used for sizing the new improvements. This analysis included
review of historical SRU collection system flow meter data, analysis for average dry weather flow,
average day maximum month flow, and peak flow events. It was assumed that no changes will be
made to the permitted average day maximum month flow for the Grant Creek WWTF which is
currently 7.5 mgd.
Two design storm events, 2-year and 5-year return periods, were analyzed to determine current
peak flows to the WWTF for these two events. The purpose of this memorandum is to present the
results of this influent flow analysis to SRU for selection of the design criteria for the influent peak
flow to the facility.
Flow Meter Data Collection and Data Quality Review
Flow meter data was collected at three locations within the area serviced by the Grant Creek
WWTF. The most upstream meter, herein called "Site 7", was located downstream of approximately
66% of the sanitary sewer system based on incoming average dry weather flow. A second meter,
herein called "Site 9", was located just upstream of the WWTF but does not capture a portion of the
flow from the Town of Spencer. The third metered location was located at the WWTF where the
influent flow rates were measured using a Parshall flume.
The quality of data at all three locations was reviewed to determine whether it would be usable in
calculating the peaking factor of the influent flow during 2- and 5-year design storms.

Mr. Jason Wilson, P.E.
October 20, 2017
Page 2
Site 7 produced consistent data with appropriate flow patterns throughout the entire metering
period (4/1/2016 - 4/1/2017), whereas Site 9 produced consistent, good quality data for only a
portion of the metering period (4/1/2016 - 8/25/2017) due to erratic and missing data for the
remaining time period. Parshall flume meter data, while consistent, lacked resolution as it often
indicated constant flow rates for hours at a time. Additionally, during wet weather events when the
influent flow to the WWTF exceeds a certain threshold, flow bypasses the Parshall flume making
the Parshall flume data only useful when considering dry weather flows.
The dry weather average daily flows were determined for the Parshall flume influent data and the
Site 9 data. The average dry weather flow during the metering period was 3.94 mgd at Site 9 and
4.05 mgd at the Parshall flume. It is assumed that the additional flow recorded by the Parshall flume
is due to the Town of Spencer flows that contribute downstream of Site 9. Therefore, a current dry
weather average daily flow of 4.05 mgd was assumed for this analysis for the influent to the Grant
Creek WWTF.
Rainfall and RTK Analysis
RTK analysis is often used to quantify the rainfall response of a sewer collection system, and the
Environmental Protection Agency (EPA) approved analysis software (Sanitary Sewer Overflow
Analysis and Planning Toolbox, or SSOAP) was used to perform this analysis. The R parameter is
the fraction of rainfall volume entering the sewer system as rainfall dependent inflow/infiltration
(RDII), T is the time to peak, and K is the ratio of time of recession to T. The analysis involves
developing three different unit hydrographs (short-term, medium -term, and long-term) for a given
sewer collection system. These three -unit hydrographs are then summed together to get the total
wet weather response of the system for a given amount of rainfall. When calculating RTK
parameters, events where the system shows a rainfall response must first be identified. RTK
parameters can then be determined for each event and then averaged to calculate composite RTK
parameters for the system.
Because the Parshall flume data was only valid during dry weather flow, and that Site 9 had a
limited amount of quality data, Site 7 data was the data primarily used in the development of RTK
parameters for the Grant Creek WWTF sewer system. Six events were chosen for use in RTK
analysis. These events are summarized in Table 1.
Table 1 Summary of Rainfall Events Used in RTK Analysis at Site 7
Event Date
Event Duration (hours)
Rainfall Peak Intensity (in/hr.)
Total Rainfall (in)
4/30/16
41
0.6
2.66
5/20/16
21
0.34
1.14
9/26/16
19
1.03
2.44
10/7/16
42
0.37
2.99
1/1/17
41
0.34
1.70
1/21/17
38
0.55
2.63

Mr. Jason Wilson, P.E.
October 20, 2017
Page 3
Table 2 summarizes the average RTK parameters calculated for all six events for the system
upstream of Site 7.
Table 2 Average RTK Parameters at Site 7 Calculated for All 6 Events Listed in Table 1
R1
TZ
K3
Short -Term Response
0.0018
2.0
3.2
Medium -Term Response
0.0032
3.8
5.0
Long -Term Response
0.0056
6.6
8.9
'Percent of rainfall entering sanitary sewer system
z Time to peak
3 Ratio of time to recession to the time to peak
Scaling of RTK Parameters
Because the RTK parameters in Table 2 were calculated for Site 7 as opposed to Site 9 or the
Parshall flume, some scaling of the R values had to be performed to estimate the rainfall response of
the entire system as opposed to the response occurring only upstream of Site 7. To do this, the
average dry weather flow at all three -meter locations was calculated. It was determined that Site 7
had 66% of the average dry weather flow observed at Site 9 and the Parshall flume. Following this,
four assumptions were made:
■ 66% of the contributory area for the Grant Creek WWTF is upstream of Site 7 and the
remaining 34% of the contributory area is downstream of Site 7 and upstream of the WWTF.
■ The T's and K's calculated for Site 7 are accurate representations of the T's and K's for the
entire system.
■ The R's calculated for Site 7 can all scaled by the same constant multiplier to determine the R
values for the entire system.
■ Any additional dry and wet weather flow entering the system downstream of Site 9 but
upstream of the Parshall flume is negligible (justified based on average dry weather flow
calculations).
By making these assumptions, the two wet weather events occurring during the period of
consistent data at Site 9 (4/30/16 and 5/20/16) were used to calculate R values for Site 9 and thus
the entire sewer system. To do this, the total R (representing the percent of rainfall entering the
sewer system) at Site 9 was determined for the 4/30/16 and 5/20/16 events. This total R value
was then compared to the total R values of the 4/30/16 and 5/20/16 events at Site 7 to determine
an appropriate multiplier for the R values from Site 7. The summary of these calculations is found in
Table 3.

Mr. Jason Wilson, P.E.
October 20, 2017
Page 4
Table 3 Summary of Calculation Used to Determine Scaling Factor for R's
Event Date
Total R Observed at Site 7
Total R Observed at Site 9
(Site 9 Total R) / (Site 7 Total R)
4/30/2016
0.0074
0.0055
0.743
5/20/2016
0.0107
0.0086
0.804
Averages
1
1 0.774
10.774 used as multiplier for R values in Table 2
By multiplying the R values found in Table 2 by 0.774, the short-term, medium -term, and long-term
R values for influent sewer to the Grant Creek WWTF were estimated. Table 4 summarizes the RTK
values that were used to simulate the rainfall response of the sewer system during a 2- and 5-year
rainfall event.
Table 4 Average RTK Parameters for Influent Flow to the WWTF
R
T
K
Short -Term Response
0.0014
2.0
3.2
Medium -Term Response
0.0025
3.8
5.0
Long -Term Response
0.0043
6.6
8.9
Determination of Influent Flow Peaking Factor
A hydrologic model was built in EPA SWMM using the RTK parameters listed in Table 4. The 2- and
5-year rainfall events were created using an SCS type II 24-hour rainfall distribution for Salisbury,
NC and run through the model in order to determine the peaking factor of the system. Table 5
summarizes the peaking factors calculated during model simulation.
Table 5 Peaking Factors for 2- and 5-Year Design Storms
Peaking Factor (Average Dry
Weather Flow: Peak Hour Flow)
2-Year Design Storm
4.03
5-Year Design Storm
4.87
Conclusion
The current Grant Creek WWTF dry weather average daily flow of 4.05 mgd was multiplied by the
calculated peaking factors presented in Table 5. The resulting peak hour flows to the plant are
shown in Table 6.

Mr. Jason Wilson, P.E.
October 20, 2017
Page 5
Table 6 Grant Creek WWTF Peak Influent Flows for 2- and 5-Year Design Storms
Peak Hour Flow
Peaking Factor
(mgd)
at 7.5 mgd
(ADMM Permitted Capacity)
2-Year Design Storm
16.3
2.2
5-Year Design Storm
19.7
2.6
Most communities in North Carolina analyze the 2-year and 5-year design storm and choose one of
these events. The choice depends on a number of factors including confidence in the conservatism
of the flow analysis, comparison to historic data, and the level of service the utility wants to
provide.
The peak hour flows provided in Table 6 were then divided by the WWTF's permitted capacity of
7.5 mgd in order to determine the resulting peaking factor at design capacity. A 2-year storm event
results in a peaking factor of 2.2, however, North Carolina Department of Environmental Quality
(NCDEQ) Minimum Design Criteria for Pump Stations and Force Mains states that "in no case shall a
peaking factor of less than 2.5 be used to calculate peak hourly wastewater flows for any pump
station." The 5-year design storm produces a peaking factor of 2.6 which meets the above NCDEQ
requirements for design of the influent pump station. The 5-year design storm results in a peak
hour flow of 20 mgd, which appears to be a reasonable peak hour flow based on the maximum
observed flows and the typical peaking factors for a WWTF. The influent pump station, screening,
headworks, and equalization improvements at the Grant Creek WWTF will be sized for a design
peak hour flow of 20 mgd; however, the expandability of these facilities up to 25 mgd will be
considered in the final design in order to provide future flexibility.
cc: Jim Behmer, SRU
Jim Amaral, SRU

Hydraulic and Flow Calculations
2. Equalization Flow Analysis

Smith
Wastewater Flows and Equalization
Analysis Technical Memorandum
Background
CDM Smith was scoped with conducting an influent flow analysis to determine the design peak
influent flow to the Grant Creek WWTT to be used for sizing the new improvements. This analysis
included review of historical SRU collection system flow meter data and analysis for average dry
weather flow, average day maximum month flow, and peak flow events. Two design storm events,
2-year and 5-year return periods, were analyzed to determine current peak flows to the WWTT for
these two events. It was assumed that the permitted average day maximum month flow for the
Grant Creek WWTT will remain 7.5 mgd, with the peak hydraulic capacity of 18.75 mgd (7.5 mgd
times a peaking factor of 2.5).
The results of the flow analysis were used to develop a typical diurnal flow pattern in order to
establish the recommended daily flow equalization volume for flow management to the WWTT. In
addition, a wet weather flow analysis of back-to-back storm events was performed to determine
wet weather flow equalization tank volume required to accommodate a 2-year and 5-year storm
event.
Wastewater Flow Analysis
Flow Meter Data Collection and Review
Flow meter data was collected at three locations within the area serviced by the Grant Creek
WWTT. The most upstream meter, herein called Site 7, was located downstream of approximately
66% of the sanitary sewer system based on incoming average dry weather flow. A second meter,
herein called Site 9, was located just upstream of the WWTT but does not capture a portion of the
flow from the Town of Spencer. The third metered location was located at the WWTT where the
influent flow rates were measured using a Parshall flume.
The quality of data at all three locations was reviewed to determine whether it would be usable in
calculating the peaking factor of the influent flow during 2- and 5-year design storms. Site 7
produced consistent data with appropriate flow patterns throughout the entire metering period
(4/1/2016 - 4/1/2017), whereas Site 9 produced consistent, good quality data for only a portion of
the metering period (4/1/2016 - 8/25/2017) due to erratic and missing data for the remaining
time period. Parshall flume meter data, while consistent, lacked resolution as it often indicated
constant flow rates for hours at a time. Additionally, during wet weather events when the influent
flow to the WWTT exceeds a certain threshold, flow bypasses the Parshall flume making the
Parshall flume data only useful when considering dry weather flows.

Page 2
The dry weather average daily flows were determined for the Parshall flume influent data and the
Site 9 data. The average dry weather flow during the metering period was 3.94 mgd at Site 9 and
4.0 mgd at the Parshall flume. It is assumed that the additional flow recorded by the Parshall flume
is due to the Town of Spencer flows that contribute downstream of Site 9. Therefore, a current dry
weather average daily flow of 4.0 mgd was assumed for this analysis for the influent to the Grant
Creek WWTT.
Rainfall and RTK Analysis
RTK analysis is often used to quantify the rainfall response of a sewer collection system, and the
Environmental Protection Agency (EPA) approved analysis software (Sanitary Sewer Overflow
Analysis and Planning Toolbox, or SSOAP) was used to perform this analysis. The R parameter is
the fraction of rainfall volume entering the sewer system as rainfall dependent inflow/infiltration
(RDII), T is the time to peak, and K is the ratio of time of recession to T. The analysis involves
developing three different unit hydrographs (short-term, medium -term, and long-term) for a given
sewer collection system. These three -unit hydrographs are then summed together to get the total
wet weather response of the system for a given amount of rainfall. When calculating RTK
parameters, events where the system shows a rainfall response must first be identified. RTK
parameters can then be determined for each event and then averaged to calculate composite RTK
parameters for the system.
Because the Parshall flume data was only valid during dry weather flow, and Site 9 had a limited
amount of quality data, Site 7 data was the data primarily used in the development of RTK
parameters for the Grant Creek WWTT sewer system. Six events were chosen for use in RTK
analysis. These events are summarized in Table 1.
Table 1 Summary of Rainfall Events Used in RTK Analysis at Site 7
Event Date
4/30/16
Event Duration (hours)
41
Rainfall Peak Intensity
0.6
Total Rainfall (in)
2.66
5/20/16
21
0.34
1.14
9/26/16
19
1.03
2.44
10/7/16
42
0.37
2.99
1/1/17
41
0.34
1.70
1/21/17
38
0.55
2.63

Page 3
Table 2 summarizes the average RTK parameters calculated for all six events for the system
upstream of Site 7.
Table 2 Average RTK Parameters at Site 7 Calculated for All 6 Events Listed in Table 1
'Percent of rainfall entering sanitary sewer system
z Time to peak
3 Ratio of time to recession to the time to peak
Scaling of RTK Parameters
Because the RTK parameters in Table 2 were calculated for Site 7 as opposed to Site 9 or the
Parshall flume, some scaling of the R values had to be performed to estimate the rainfall response of
the entire system as opposed to the response occurring only upstream of Site 7. To do this, the
average dry weather flow at all three -meter locations was calculated. It was determined that Site 7
had 66% of the average dry weather flow observed at Site 9 and the Parshall flume. Following this,
four assumptions were made:
■ 66% of the contributory area for the Grant Creek WWTT is upstream of Site 7 and the
remaining 34% of the contributory area is downstream of Site 7 and upstream of the WWTT.
■ The T's and K's calculated for Site 7 are accurate representations of the T's and K's for the
entire system.
■ The R's calculated for Site 7 can all be scaled by the same constant multiplier to determine the
R values for the entire system.
■ Any additional dry and wet weather flow entering the system downstream of Site 9 but
upstream of the Parshall flume is negligible (justified based on average dry weather flow
calculations).
By making these assumptions, the two wet weather events occurring during the period of
consistent data at Site 9 (4/30/16 and 5/20/16) were used to calculate R values for Site 9 and thus
the entire sewer system. To do this, the total R (representing the percent of rainfall entering the
sewer system) at Site 9 was determined for the 4/30/16 and 5/20/16 events. This total R value
was then compared to the total R values of the 4/30/16 and 5/20/16 events at Site 7 to determine
an appropriate multiplier for the R values from Site 7. The summary of these calculations is found in
Table 3.

Page 4
Table 3 Summary of Calculation Used to Determine Scaling Factor for R's
By multiplying the R values found in Table 2 by 0.774, the short-term, medium -term, and long-term
R values for influent flow to the Grant Creek WWTT were estimated. Table 4 summarizes the RTK
values that were used to simulate the rainfall response of the sewer system during a 2- and 5-year
rainfall event.
Table 4 Average RTK Parameters for Influent Flow to the WWTT
Short -Term Response
0.0014 2.0
3.2
Medium -Term Response
0.0025 3.8
5.0
Long -Term Response
0.0043 6.6
8.9
Determination of Influent Peaking Factor
A hydrologic model was built in EPA SWMM using the RTK parameters listed in Table 4. The 2- and
5-year rainfall events were created using an SCS type II 24-hour rainfall distribution for Salisbury,
NC and run through the model in order to determine the peaking factor of the system. Table 5
summarizes the peaking factors calculated during model simulation.
Table 5 Peaking Factors for 2- and 5-Year Design Storms
Wastewater Flow Analysis Recommendations
The current Grant Creek WWTT dry weather average daily flow of 4.0 mgd was multiplied by the
calculated peaking factors presented in Table S. The resulting peak hour flows to the plant are
shown in Table 6.
Most communities in North Carolina analyze the 2-year and 5-year design storm and choose one of
these events. The choice depends on a number of factors including confidence in the conservatism
of the flow analysis, comparison to historic data, and the level of service the utility wants to
provide.

Page 5
Table 6 Grant Creek WWTT Peak Influent Flows for 2- and 5-Year Design Storms
The peak hour flows provided in Table 6 were then divided by the WWTT's permitted capacity of
7.5 mgd in order to determine the resulting peaking factor at design capacity. A 2-year storm event
results in a peaking factor of 2.2, however, North Carolina Department of Environmental Quality
(NCDEQ) Minimum Design Criteria for Pump Stations and Force Mains states that "in no case shall a
peaking factor of less than 2.5 be used to calculate peak hourly wastewater flows for any pump
station." The 5-year design storm produces a peaking factor of 2.6 which meets the above NCDEQ
requirements for design of the influent pump station. The 5-year design storm results in a peak
hour flow of 20 mgd, which appears to be a reasonable peak hour flow based on the maximum
observed flows and the typical peaking factors for a WWTT. Based on discussions with SRU, the
influent pump station, screening, grit removal, and equalization improvements at the Grant Creek
WWTT will be sized for a design peak hour flow of 24 mgd in order to provide future flexibility.
Equalization Analysis
Storage of wastewater was evaluated for two objectives. First, to determine the volume required to
equalize flows for typical dry weather treatment. This portion of the analysis attempts to equalize
the typical diurnal pattern observed in the incoming dry weather flows to a constant influent rate
throughout the day. Second, to determine the volume required to reduce the frequency in which
peak plant treatment capacity is exceeded by using long-term rainfall as input to a model to
simulate collection system responses under a wide range of actual -storm characteristics.
The results of the influent flow analysis above were used to develop a typical daily diurnal flow
pattern. The diurnal pattern based on the average annual dry weather flow is summarized in Table
7. The distribution of this pattern through the typical day was used to establish daily equalization
storage required to maintain the average dry weather flow of 4.0 mgd through the plant. With this
arrangement, during the peak of a dry weather day, volume is stored and during the low portion of
the day, volume is released from storage, resulting in a constant average treatment rate during dry
weather. The storage volume required to achieve this equalized flow is approximately 0.17 million
gallons.
The dry weather flow was evaluated for each month, showing higher dry weather flow during the
dormant season and lower during the growth season. This seasonal variation ranges from a high of
1.15 times the average analysis -year's dry weather flow (DWF) during the dormant season to a low
of 0.9 times the average during growth season. The 1.15 factor provides a peak month average dry
weather flow of 4.6 mgd based on the analysis period. Equalization storage is calculated to manage

Page 6
the variability in flow throughout the day. The dormant season dry weather flow increase is due to
an increase in groundwater infiltration rather than sanitary flow i.e., the increase doesn't affect the
magnitude of the diurnal pattern i.e., the difference between the peak of the diurnal and the low of
the diurnal. Therefore, the equalization volume required remains the same under all seasons,
assuming the average treatment rate accommodates the seasonal change in dry weather flow e.g.,
4.6 mgd versus 4.0 mgd.
Table 7 Hourly Diurnal Flow Pattern Factors
Hour
0
Factor
1.028
Hour
12
Factor
1.056
1
0.989
13
1.065
2
0.941
14
1.061
3
0.903
15
1.067
4
0.867
16
1.092
5
0.848
17
1.102
6
0.847
18
1.102
7
0.853
19
1.096
8
0.875
20
1.076
9
0.936
21
1.065
10
0.995
22
1.063
11
1.025
23
1.048
Once seasonally varying dry weather flow is established, the monthly dry weather flows and
diurnal patterns can be modeled. The RDII hydrologic parameters discussed earlier in this section
are also applied to the model. A long-term precipitation record is applied as input to the model.
Data from the MOORESVILLE 2 WNW NC US weather station (southwest of Salisbury), from 1949
through 2013 (64 years), was applied as this input.
Figure 1 illustrates the model schematic and application. Diurnal and seasonal patterns were
applied to a 4.0 mgd dry weather flow. Additional groundwater infiltration, 0.8 mgd, was added at a
fixed rate as a safety factor. Events exceeding the peak treatment rate were defined with a
minimum non-exceedance time of 24 hours. This analysis showed that the 18.75 mgd peak
treatment rate, with the 0.17 MG dry weather equalization storage, provided a 2-year recurrence
level of service. Increasing the storage to 0.86 MG (total including the 0.17 MG used during dry
weather flow equalization) provided a 5-year recurrence level of service. This volume was selected
considering the total available volume for the existing two trickling filters.

Page 7
64 years of simulated flow 18.75 MGa peak limit
from collection system toward treatment
a
Flow exceeding storage volume
Stored volume (0.17 MG dry weather and peak flow toward treatment
equalization, up to total of 0.86 MG (5-year recurrence of exceedance)
including wet weather}
Figure 1 SWMM Model Schematic

Hydraulic and Flow Calculations
3. Hydraulic Profile Calculations

Grant Creek WWTP, Salisbury INC
Headworks Modifications — Hydraulic Calculations
Calculations by: Cayce Grissom
Date: 4 8 2019
Checked by: Carl Frizzell
Date:4 12 2019
Grant Creek WWTP — Gravity Hydraulic Profile Calculations — 90%
CDM Smith
PDF Page Number
90% Hydraulic Profiles...............................................................................................................................................3
Visual Hydraulics Profile Image —Grit to Effluent Peak at Hour Flow(PHF)........................................................5
Visual Hydraulics Model Summary Report — Grit to Effluent(PHF).....................................................................6
Visual Hydraulics Profile Image — Headworks(PHF)...........................................................................................84
Visual Hydraulics Model Summary Report— Headworks(PHF)..........................................................................85
Visual Hydraulics Profile Image — Grit to Effluent at Average Day Max Month Flow (ADMMF)...................92
Visual Hydraulics Model Summary Report— Grit to Effluent(ADMMF)...........................................................93
Visual Hydraulics Profile Image — Headworks (ADMMF).................................................................................171
Visual Hydraulics Model Summary Report—Headworks(ADMMF)................................................................172
Gradually Varied Flow Calculations for Secondary Clarifiers —(PHF).............................................................179
Gradually Varied Flow Calculations for Secondary Clarifiers —(ADMMF)......................................................184
Sketches and Drawings Used to Establish Hydraulic Models..........................................................................189
References for Assumptions on Process Equipment Losses............................................................................245
Notes:
Review Performed by Carl Frizzell on 4/12/19; Comments Addressed by Cayce Grissom on 4/12/19.
Round Secondary Clarifiers require calculations outside the VH model. These were performed by Carrie
Knatz on 11/7/18. Calcs reviewed by Cayce Grissom on 11/13/18 and updated with new starting WSEs
from 90% run on 4/12/19. Hydraulic Model updated on 4/12/19 to include these calculations.
Effluent Gravity model begins at an assumed WSE of 639.0 in the effluent pumping station. Record
drawings adjusted to match the new survey datum show the WSE in the chlorine contact tank (CCT) and

in the effluent pumping station as 640.0. Losses in the CCT mean these elevations would not be equal. To
match this, the starting WSE was adjusted to have the upstream end of the CCT be approximately 640.0.
The starting WSE of 639.0 also offers 4 ft of pump flow range from minimum submergence of 635.0 ft, per
the record drawings. Starting WSE will depend on operation of the effluent pumping station and should
fall between 635.0 ft and 639.0 ft.
Calculations for the Grit to Effluent model at Peak Hour Flow checks the 24" bypassing the primary
clarifiers at the total bypass flow of 24 MGD to determine which flow path is the worst case. At PHF, 7.5
MGD will flow through the four primary clarifiers and the remaining 16.5 MGD will flow through the
bypass before entering the EQ tanks.

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90 SUBMITTAL - NOT FOR CONSTRUCTION

Visual Hydraulics Summary Report - Hydraulic Analysis
Project: Grant Creek WWTP Grit to Effluent_HydraulicModel_90pct_Checked_21
Company
Date:
Current flow conditions
Forward Flow =
18.75 mgd
Return I Flow =
6 mgd
Return II Flow =
-----
Return III Flow =11
-----
Section Description Water Surface Elevation
Starting water surface elevation 639
Effluent Wetwell 639.02
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 21 ft
Channel width/diameter = 5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 34.55 ftA2
Hydraulic radius = 1.836
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 6.91 ft
Bend loss = 0.02 ft
Depth upstream = 6.93 ft
Velocity = 0.84 ft/s
Flow profile = Horizontal
Approach Channel A 639.04
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 15 ft
Channel width/diameter = 4.5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09

Section Description Water Surface Elevation
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 31.18 ft^2
Hydraulic radius = 1.698
Normal depth = infinite
Critical depth = 1.09 ft
Depth downstream = 6.93 ft
Bend loss = 0.02 ft
Depth upstream = 6.95 ft
Velocity = 0.93 ft/s
Flow profile = Horizontal
New Chlorine Contact Basin - Ch-B 639.05
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 26 ft
Channel width/diameter = 14.5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 100.79 ft^2
Hydraulic radius = 3.549
Normal depth = infinite
Critical depth = 0.5 ft
Depth downstream = 6.95 ft
Bend loss = 0 ft
Depth upstream = 6.96 ft
Velocity = 0.29 ft/s
Flow profile = Horizontal
Passage BC 639.05
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 34.78 ft^2
Velocity through gate(s) = 0.83 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.05
Upstream water level = 639.05
New Chlorine Contact Basin - Ch-C 639.06
Channel shape = Rectangular
Manning's 'n' = 0.013
2

Section Description
Water Surface Elevation
Channel length = 26 ft
Channel width/diameter = 14.5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 100.95 ft^2
Hydraulic radius = 3.552
Normal depth = infinite
Critical depth = 0.5 ft
Depth downstream = 6.96 ft
Bend loss = 0 ft
Depth upstream = 6.97 ft
Velocity = 0.29 ft/s
Flow profile = Horizontal
Passage CD 639.06
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 34.84 ft" 2
Velocity through gate(s) = 0.83 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.06
Upstream water level = 639.06
New Chlorine Contact Basin - Ch-D 639.07
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 26 ft
Channel width/diameter = 14.5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 10 1. 12 ft^2
Hydraulic radius = 3.555
Normal depth = infinite
Critical depth = 0.5 ft
Depth downstream = 6.97 ft
Bend loss = 0 ft
Depth upstream = 6.98 ft
Velocity = 0.29 ft/s
Flow profile = Horizontal
c

Section Description
Water Surface Elevation
Entry Gate - New Cl Basin 639.22
Opening type = rectangular orifice
Opening diameter/width = 60 in
Opening height = 36 in
Invert = 634.09
Number of openings = 1
Flow through opening(s) = 18.75 mgd
Total area of opening(s) = 15 ft^2
Velocity through opening(s) = 1.93 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.15 ft
Downstream water level = 639.07
Upstream water level = 639.22
Existing Chlorine Contact Basin - Ch-E 639.23
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 21 ft
Channel width/diameter = 12.5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 89.13 ft^2
Hydraulic radius = 3.331
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 7.13 ft
Bend loss = 0 ft
Depth upstream = 7.14 ft
Velocity = 0.33 ft/s
Flow profile = Horizontal
Passage EF 639.23
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 35.68 ft^2
Velocity through gate(s) = 0.81 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.23
Upstream water level = 639.23
4

Section Description
Water Surface Elevation
Existing Chlorine Contact Basin - Ch-F
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 12.5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 89.28 ft^2
Hydraulic radius = 3.333
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 7.14 ft
Bend loss = 0 ft
Depth upstream = 7.15 ft
Velocity = 0.32 ft/s
Flow profile = Horizontal
639.24
Passage FG 639.24
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 35.74 ft^2
Velocity through gate(s) = 0.81 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.24
Upstream water level = 639.24
Existing Chlorine Contact Basin - Ch-G 639.25
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 12.5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 89.43 ft^2
Hydraulic radius = 3.336
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 7.15 ft
G

Section Description
Water Surface Elevation
Bend loss = 0 ft
Depth upstream = 7.16 ft
Velocity = 0.32 ft/s
Flow profile = Horizontal
Passage GH 639.26
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 35.81 ft^2
Velocity through gate(s) = 0.81 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.25
Upstream water level = 639.26
Existing Chlorine Contact Basin - Ch-H
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 12.5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 89.58 ft^2
Hydraulic radius = 3.338
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 7.17 ft
Bend loss = 0 ft
Depth upstream = 7.17 ft
Velocity = 0.32 ft/s
Flow profile = Horizontal
Passage HI
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 35.86 ft/2
Velocity through gate(s) = 0.81 ft/s
Flow behavior = orifice, downstream control
639.26
639.27
6

Section Description
Water Surface Elevation
Gate loss = 0.01 ft
Downstream water level = 639.26
Upstream water level = 639.27
Existing Chlorine Contact Basin - Ch-I
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 35.89 ft^2
Hydraulic radius = 1.854
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 7.18 ft
Bend loss = 0.03 ft
Depth upstream = 7.21 ft
Velocity = 0.81 ft/s
Flow profile = Horizontal
639.3
Passage IJ 639.33
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 14.42 ft" 2
Velocity through gate(s) = 2.01 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.03 ft
Downstream water level = 639.3
Upstream water level = 639.33
Existing Chlorine Contact Basin - Ch-J 639.36
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 36.21 ft^2
Hydraulic radius = 1.858
7

Section Description Water Surface Elevation
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 7.24 ft
Bend loss = 0.03 ft
Depth upstream = 7.27 ft
Velocity = 0.8 ft/s
Flow profile = Horizontal
Passage JK 639.39
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 14.55 ft" 2
Velocity through gate(s) = 1.99 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.03 ft
Downstream water level = 639.36
Upstream water level = 639.39
Existing Chlorine Contact Basin - Ch-K 639.43
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 36.53 ft^2
Hydraulic radius = 1.863
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 7.3 ft
Bend loss = 0.03 ft
Depth upstream = 7.34 ft
Velocity = 0.79 ft/s
Flow profile = Horizontal
Passage KL 639.46
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
8

Section Description Water Surface Elevation
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 14.67 ft^2
Velocity through gate(s) = 1.98 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.03 ft
Downstream water level = 639.43
Upstream water level = 639.46
Existing Chlorine Contact Basin - Ch-L 639.47
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 36.83 ft^2
Hydraulic radius = 1.867
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 7.37 ft
Bend loss = 0.01 ft
Depth upstream = 7.38 ft
Velocity = 0.79 ft/s
Flow profile = Horizontal
Chlorine Entry Channel 639.5
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 11 ft
Channel width/diameter = 5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 36.92 ft^2
Hydraulic radius = 1.868
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 7.38 ft
Bend loss = 0.03 ft
Depth upstream = 7.41 ft
Velocity = 0.79 ft/s
Flow profile = Horizontal
Passage Ch-1 639.53
Opening type = rectangular gate
9

Section Description
Water Surface Elevation
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 14.83 ft^2
Velocity through gate(s) = 1.96 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.03 ft
Downstream water level = 639.5
Upstream water level = 639.53
CCT Entry Channel 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 2.67 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 19.88 ft" 2
Hydraulic radius = 1.132
Normal depth = infinite
Critical depth = 1.54 ft
Depth downstream = 7.44 ft
Bend loss = 0.1 ft
Depth upstream = 7.54 ft
Velocity = 1.46 ft/s
Flow profile = Horizontal
639.63
Passage 1-2 639.66
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 15.09 ft^2
Velocity through gate(s) = 1.92 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.03 ft
Downstream water level = 639.63
Upstream water level = 639.66
CCT Entry Channel 2
Channel shape = Rectangular
Manning's 'n' = 0.013
639.76
10

Section Description
Water Surface Elevation
Channel length = 5 ft
Channel width/diameter = 2.67 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 20.22 ft^2
Hydraulic radius = 1.135
Normal depth = infinite
Critical depth = 1.54 ft
Depth downstream = 7.57 ft
Bend loss = 0.1 ft
Depth upstream = 7.67 ft
Velocity = 1.43 ft/s
Flow profile = Horizontal
Passage 2-3 639.79
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 15.34 ft^2
Velocity through gate(s) = 1.89 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.03 ft
Downstream water level = 639.76
Upstream water level = 639.79
CCT Entry Channel 3 639.88
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 2.67 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 20.56 ft^2
Hydraulic radius = 1.138
Normal depth = infinite
Critical depth = 1.54 ft
Depth downstream = 7.7 ft
Bend loss = 0.09 ft
Depth upstream = 7.79 ft
Velocity = 1.41 ft/s
Flow profile = Horizontal

Section Description
Water Surface Elevation
Passage 3-4 639.91
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 18.75 mgd
Total area of opening(s) = 15.59 ft^2
Velocity through gate(s) = 1.86 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.03 ft
Downstream water level = 639.88
Upstream water level = 639.91
CCT Entry Channel 4
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 2.67 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 20.88 ft^2
Hydraulic radius = 1.14
Normal depth = infinite
Critical depth = 1.54 ft
Depth downstream = 7.82 ft
Bend loss = 0.09 ft
Depth upstream = 7.91 ft
Velocity = 1.39 ft/s
Flow profile = Horizontal
Cl Influent Weir
Weir invert (top of weir) = 638.09
Weir length = 5 ft
Weir'C' coefficient = 3
Flow over weir = 18.75 mgd
Weir submergence = fully submerged
Head over weir = 2.28 ft
Cl Weir Approach
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 2.75 ft
Channel width/diameter = 5 ft
Flow = 18.75 mgd
640
640.37
640.37
12

Section Description Water Surface Elevation
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 41.42 ftA2
Hydraulic radius = 1.92
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 8.28 ft
Bend loss = 0 ft
Depth upstream = 8.28 ft
Velocity = 0.7 ft/s
Flow profile = Horizontal
Underflow Baffle 640.71
Opening type = rectangular orifice
Opening diameter/width = 60 in
Opening height = 24 in
Invert = 632.09
Number of openings = 1
Flow through opening(s) = 18.75 mgd
Total area of opening(s) = 10 ft^2
Velocity through opening(s) = 2.9 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.34 ft
Downstream water level = 640.37
Upstream water level = 640.71
Cl Basin Influent 640.72
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 2.75 ft
Channel width/diameter = 5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 43.12 ft^2
Hydraulic radius = 1.938
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 8.62 ft
Bend loss = 0 ft
Depth upstream = 8.63 ft
Velocity = 0.67 ft/s
Flow profile = Horizontal
New Influent Port 42in x 42in 640.94
Opening type = rectangular orifice
13

Section Description
Water Surface Elevation
Opening diameter/width = 42 in
Opening height = 42 in
Invert = 633.5
Number of openings = 1
Flow through opening(s) = 18.75 mgd
Total area of opening(s) = 12.25 ft^2
Velocity through opening(s) = 2.37 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.23 ft
Downstream water level = 640.72
Upstream water level = 640.94
Box 7 Exit TOW = 642
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 6 ft
Channel width/diameter = 3 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 26.56 ft" 2
Hydraulic radius = 1.283
Normal depth = infinite
Critical depth = 1.43 ft
Depth downstream = 8.85 ft
Bend loss = 0 ft
Depth upstream = 8.85 ft
Velocity = 1.09 ft/s
Flow profile = Horizontal
640.95
Second Influent Port 42in 641.34
Opening type = circular orifice
Opening diameter/width = 42 in
Opening height = not applicable
Invert = 632.84
Number of openings = 1
Flow through opening(s) = 18.75 mgd
Total area of opening(s) = 9.62 ft^2
Velocity through opening(s) = 3.01 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.39 ft
Downstream water level = 640.95
Upstream water level = 641.34
Box 7 Middle TOW = 643.07
Channel shape = Rectangular
Manning's V = 0.013
641.35
14

Section Description
Water Surface Elevation
Channel length = 4 ft
Channel width/diameter = 5 ft
Flow = 18.75 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 46.24 ft^2
Hydraulic radius = 1.968
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 9.25 ft
Bend loss = 0.01 ft
Depth upstream = 9.26 ft
Velocity = 0.63 ft/s
Flow profile = Horizontal
Influent Port 3 641.68
Opening type = circular orifice
Opening diameter/width = 24 in
Opening height = not applicable
Invert = 635.09
Number of openings = 1
Flow through opening(s) = 5.626 mgd
Total area of opening(s) = 3.14 ft^2
Velocity through opening(s) = 2.77 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.33 ft
Downstream water level = 641.35
Upstream water level = 641.68
42in from Round Clarifiers 641.48
Pipe shape = Circular
Diameter = 42 in
Length = 110 ft
Flow = 13.125 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1
Pipe area = 9.62 ftz
Pipe hydraulic radius = 0.875
Age factor = 1
Solids factor = 1
Velocity = 2.11 ft/s
Friction loss = 0.06 ft
Fitting loss = 0.07 ft
Total loss = 0.13 ft
15

Section Description Water Surface Elevation
42in Tee Run 641.49
Tee type = run of tee
Diameter of pipe run past tee = 42 in
Flow through tee = 6.37 mgd
Velocity through tee = 1.02 ft/s
Total tee K value = 0.6
Overall head loss = 0.01 ft
4200 Tee Branch to Line 641.6
Tee type = branch to line
Diameter of pipe line = 42 in
Diameter of pipe branch = 30 in
Flow through tee = 6.76 mgd
Velocity through tee = 2.13 ft/s
Total tee K value = 1.69
Overall head loss = 0.12 ft
42in Clarifier 2 Effluent 641.49
Pipe shape = Circular
Diameter = 42 in
Length = 25 ft
Flow = 6.37 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 9.62 ft2
Pipe hydraulic radius = 0.875
Age factor = 1
Solids factor = 1
Velocity = 1.02 ft/s
Friction loss = 0 ft
Fitting loss = 0 ft
Total loss = 0 ft
30in Clarifier 1 Effluent 641.65
Pipe shape = Circular
Diameter = 30 in
Length = 20 ft
Flow = 6.76 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.5
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 2.13 ft/s
16

Section Description Water Surface Elevation
Friction loss = 0.02 ft
Fitting loss = 0.04 ft
Total loss = 0.05 ft
Clarifier 1 Eff Well 641.65
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 4 ft
Flow = 6.76 mgd
Downstream channel invert = 635.71
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 23.76 ft^2
Hydraulic radius = 1.496
Normal depth = infinite
Critical depth = 0.6 ft
Depth downstream = 5.94 ft
Bend loss = 0 ft
Depth upstream = 5.94 ft
Velocity = 0.44 ft/s
Flow profile = Horizontal
Clarifier 1 Eff Launder 642.58
Launder invert = 641.06
Launder length = 141 ft
Launder width = 1.12 ft
Launder slope = 0 ft/ft
Flow through launder = 3.38 mgd
Critical depth = 0.88 ft
Downstream depth = 0.88 ft
Upstream depth = 1.52 ft
GVF Clar 1 Launder Effluent to 641.99 641.99
Change in elevation = -0.59 ft
Clarifier 1 Eff V notch Weir EL=642.72 642.88
Invert of V notch = 642.72
Angle of V notch = 90 degrees
Number of notches = 193
Total flow over weir = 3.38 mgd
Weir submergence = unsubmerged
Head over weir = 0.16 ft
Clarifier 1 642.89
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72.67 ft
17

Section Description
Water Surface Elevation
Channel width/diameter = 72.67 ft
Flow = 8.92 mgd
Downstream channel invert = 630.92
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 869.44 ft/2
Hydraulic radius = 9.001
Normal depth = infinite
Critical depth = 0.1 ft
Depth downstream = 11.96 ft
Bend loss = 0 ft
Depth upstream = 11.97 ft
Velocity = 0.02 ft/s
Flow profile = Horizontal
Influent Orifices 1
Opening type = circular orifice
Opening diameter/width = 3 in
Opening height = not applicable
Invert = 641.01
Number of openings = 82
Flow through opening(s) = 8.92 mgd
Total area of opening(s) = 4.03 ft^2
Velocity through opening(s) = 3.43 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.51 ft
Downstream water level = 642.89
Upstream water level = 643.39
Clarifier 1 Influent Launder TOW=644.48
Launder invert = 641.01
Launder length = 141 ft
Launder width = 1.12 ft
Launder slope = 0 ft/ft
Flow through launder = 4.46 mgd
Critical depth = 1.06 ft
Downstream depth = 2.38 ft
Upstream depth = 2.58 ft
GVF Clar 1 Launder Influent to 643.51
Change in elevation = -0.08 ft
Clarifier 1 Influent Channel
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 5 ft
Flow = 8.92 mgd
643.39
643.59
643.51
643.52
18

Section Description
Water Surface Elevation
Downstream channel invert = 634.49
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 45.11 ft^2
Hydraulic radius = 1.958
Normal depth = infinite
Critical depth = 0.62 ft
Depth downstream = 9.02 ft
Bend loss = 0 ft
Depth upstream = 9.03 ft
Velocity = 0.31 ft/s
Flow profile = Horizontal
36in Clarifier 1 Influent
Pipe shape = Circular
Diameter = 36 in
Length = 8 ft
Flow = 8.92 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.5
Pipe area = 7.07 ft2
Pipe hydraulic radius = 0.75
Age factor = 1
Solids factor = 1
Velocity = 1.95 ft/s
Friction loss = 0 ft
Fittiniz loss = 0.15 ft
Total loss = 0.15 ft
Clarifier 1 Entry Box 7
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 5 ft
Channel width/diameter = 4.67 ft
Flow = 8.92 mgd
Downstream channel invert = 632.57
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 51.84 ft^2
Hydraulic radius = 1.929
Normal depth = infinite
Critical depth = 0.65 ft
Depth downstream = 11.1 ft
Bend loss = 0 ft
Depth upstream = 11.1 ft
Velocity = 0.27 ft/s
Flow profile = Horizontal
643.67
643.67
19

Section Description Water Surface Elevation
Box 7 Weir to Clarifier 1 E1=639.25 643.69
Weir invert (top of weir) = 639.25
Weir length = 5 ft
Weir'C' coefficient = 3
Flow over weir = 8.92 mgd
Weir submergence = fully submerged
Head over weir = 4.44 ft
4200 increaser 641.49
Diameter of smaller pipe = 30 in
Diameter of larger pipe = 42 in
Flow through pipe = 6.37 mgd
Transition angle = 16.3 degrees
Overall head loss = 0 ft
Transition K value = 0.06
Area of smaller pipe = 4.91 f02
Area of larger pipe = 9.62 ft^2
Velocity in smaller pipe = 4.02 ft/s
Velocity in larger pipe = 2.05 ft/s
Overall head loss = 0 ft
30in Clarifier 2 Effluent 641.6
Pipe shape = Circular
Diameter = 30 in
Length = 70 ft
Flow = 6.37 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.9
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 2.01 ft/s
Friction loss = 0.05 ft
Fitting loss = 0.06 ft
Total loss = 0.11 ft
Clarifier 2 Eff Well 641.6
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 4 ft
Flow = 6.37 mgd
Downstream channel invert = 635.65
Channel slope = 0 ft/ft
20

Section Description Water Surface Elevation
Channel side slope = not applicable
Area of flow = 23.81 ft^2
Hydraulic radius = 1.497
Normal depth = infinite
Critical depth = 0.57 ft
Depth downstream = 5.95 ft
Bend loss = 0 ft
Depth upstream = 5.95 ft
Velocity = 0.41 ft/s
Flow profile = Horizontal
Clarifier 2 Eff Launder 642.96
Launder invert = 641.5
Launder length = 135 ft
Launder width = 1.12 ft
Launder slope = 0 ft/ft
Flow through launder = 3.185 mgd
Critical depth = 0.84 ft
Downstream depth = 0.84 ft
Upstream depth = 1.46 ft
GVF Clar 2 Launder Effluent to 642.45 642.45
Change in elevation = -0.51 ft
Clarifier 2 Eff V notch Weir EL=642.73 642.89
Invert of V notch = 642.73
Angle of V notch = 90 degrees
Number of notches = 193
Total flow over weir = 3.185 mgd
Weir submergence = unsubmerged
Head over weir = 0.16 ft
Clarifier 2 642.89
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72.67 ft
Channel width/diameter = 72.67 ft
Flow = 8.41 mgd
Downstream channel invert = 630.86
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 874.25 ft/2
Hydraulic radius = 9.038
Normal depth = infinite
Critical depth = 0.1 ft
Depth downstream = 12.03 ft
Bend loss = 0 ft
Depth upstream = 12.03 ft
21

Section Description Water Surface Elevation
Velocity = 0.01 ft/s
Flow profile = Horizontal
Influent Orifices 2 643.34
Opening type = circular orifice
Opening diameter/width = 3 in
Opening height = not applicable
Invert = 641.56
Number of openings = 82
Flow through opening(s) = 8.41 mgd
Total area of opening(s) = 4.03 ft" 2
Velocity through opening(s) = 3.23 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.45 ft
Downstream water level = 642.89
Upstream water level = 643.34
Clarifier 2 Influent Launder TOW=644.35 643.65
Launder invert = 641.56
Launder length = 141 ft
Launder width = 1.12 ft
Launder slope = 0 ft/ft
Flow through launder = 4.205 mgd
Critical depth = 1.02 ft
Downstream depth = 1.78 ft
Upstream depth = 2.09 ft
GVF Clar 2 Launder Influent to 643.52 643.52
Change in elevation = -0.13 ft
Clarifier 2 Influent Channel 643.53
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 5 ft
Flow = 8.41 mgd
Downstream channel invert = 637.21
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 31.53 ft^2
Hydraulic radius = 1.79
Normal depth = infinite
Critical depth = 0.59 ft
Depth downstream = 6.31 ft
Bend loss = 0.01 ft
Depth upstream = 6.32 ft
Velocity = 0.41 ft/s
Flow profile = Horizontal
22

Section Description
Water Surface Elevation
36in Clarifier 2 Influent
Pipe shape = Circular
Diameter = 36 in
Length = 141 ft
Flow = 8.41 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 3.3
Pipe area = 7.07 ft2
Pipe hydraulic radius = 0.75
Age factor = 1
Solids factor = 1
Velocity = 1.84 ft/s
Friction loss = 0.07 ft
Fitting loss = 0.17 ft
Total loss = 0.25 ft
Clarifier 2 Entry Box 7
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 5 ft
Channel width/diameter = 4.67 ft
Flow = 8.41 mgd
Downstream channel invert = 632.57
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 52.32 ft^2
Hydraulic radius = 1.932
Normal depth = infinite
Critical depth = 0.62 ft
Depth downstream = 11.2 ft
Bend loss = 0 ft
Depth upstream = 11.2 ft
Velocity = 0.25 ft/s
Flow profile = Horizontal
Box 7 Weir to Clarifier 2 E1=639.25
Weir invert (top of weir) = 639.25
Weir length = 5 ft
Weir'C' coefficient = 3
Flow over weir = 8.41 mgd
Weir submergence = fully submerged
Head over weir = 4.54 ft
643.77
643.77
643.79
Clarifier 1-2 Split 643.79
User defined loss for flow split = 0 ft
Total flow through flow split = 17.33 mgd
23

Section Description
Water Surface Elevation
New Box 7 Influent TOW=648.32
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 10.67 ft
Channel width/diameter = 4 ft
Flow = 17.325 mgd
Downstream channel invert = 632.57
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 44.9 ft^2
Hydraulic radius = 1.698
Normal depth = infinite
Critical depth = 1.12 ft
Depth downstream = 11.22 ft
Bend loss = 0.01 ft
Depth upstream = 11.24 ft
Velocity = 0.6 ft/s
Flow profile = Horizontal
48n Influent to Box 7
Pipe shape = Circular
Diameter = 48 in
Length = 90 ft
Flow = 17.325 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 12.57 ft2
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 2.13 ft/s
Friction loss = 0.04 ft
Fitting loss = 0.11 ft
Total loss = 0.15 ft
Box 7 From Rectangle Clarifier
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 4 ft
Channel width/diameter = 4 ft
Flow = 5.626 mgd
Downstream channel invert = 635.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 26.36 ft^2
Hydraulic radius = 1.534
643.81
643.95
641.68
24

Section Description Water Surface Elevation
Normal depth = infinite
Critical depth = 0.53 ft
Depth downstream = 6.59 ft
Bend loss = 0 ft
Depth upstream = 6.59 ft
Velocity = 0.33 ft/s
Flow profile = Horizontal
24in Clarifier 34 Effluent 641.83
Pipe shape = Circular
Diameter = 24 in
Length = 15 ft
Flow = 5.626 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 2.77 ft/s
Friction loss = 0.03 ft
Fitting loss = 0.12 ft
Total loss = 0.15 ft
24x24 Cross 642.04
Tee type = line to branch
Diameter of pipe line = 24 in
Diameter of pipe branch = 24 in
Flow through tee = 5.626 mgd
Velocity through tee = 2.77 ft/s
Total tee K value = 1.8
Overall head loss = 0.21 ft
20x24 Increaser 642.05
Diameter of smaller pipe = 20 in
Diameter of larger pipe = 24 in
Flow through pipe = 5.626 mgd
Transition angle = 9.5 degrees
Overall head loss = 0 ft
Transition K value = 0.02
Area of smaller pipe = 2.18 f02
Area of larger pipe = 3.14 ft^2
Velocity in smaller pipe = 1.65 ft/s
Velocity in larger pipe = 1.14 ft/s
Overall head loss = 0 ft
20in Clarifier 34 Effluent 642.31
25

Section Description
Water Surface Elevation
Pipe shape = Circular
Diameter = 20 in
Length = 15 ft
Flow = 5.626 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.8
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 3.99 ft/s
Friction loss = 0.06 ft
Fitting loss = 0.2 ft
Total loss = 0.26 ft
Clarifier 3-4 Combination Area
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 5.626 mgd
Downstream channel invert = 639.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 8.28 ft/2
Hydraulic radius = 0.972
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 2.76 ft
Bend loss = 0.03 ft
Depth upstream = 2.79 ft
Velocity = 1.05 ft/s
Flow profile = Horizontal
642.34
Clarifier 4 Eff Gate 642.34
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 639.55
Number of gates = 1
Flow through gate(s) = 2.813 mgd
Total area of opening(s) = 8.36 ft^2
Velocity through gate(s) = 0.52 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 642.34
26

Section Description
Water Surface Elevation
Upstream water level = 642.34
Clarifier 3 Eff Gate 642.34
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 639.55
Number of gates = 1
Flow through gate(s) = 2.813 mgd
Total area of opening(s) = 8.36 ft/2
Velocity through gate(s) = 0.52 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 642.34
Upstream water level = 642.34
Clarifier 3 Effluent Well
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 11 ft
Channel width/diameter = 2 ft
Flow = 2.813 mgd
Downstream channel invert = 639.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 5.58 ft" 2
Hydraulic radius = 0.736
Normal depth = infinite
Critical depth = 0.53 ft
Depth downstream = 2.79 ft
Bend loss = 0.01 ft
Depth upstream = 2.8 ft
Velocity = 0.78 ft/s
Flow profile = Horizontal
Clarifier 3 Effluent Channel
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 8 ft
Channel width/diameter = 1.5 ft
Flow = 2.813 mgd
Downstream channel invert = 641.15
Channel slope = 0.015 ft/ft
Channel side slope = not applicable
Area of flow = 1.71 ft^2
Hydraulic radius = 0.452
Normal depth = 0.48 ft
Critical depth = 0.64 ft
642.35
642.34
27

Section Description Water Surface Elevation
Depth downstream = 1.2 ft
Bend loss = 0 ft
Depth upstream = 1.07 ft
Velocity = 2.41 ft/s
Flow profile = Steep
Clarifier 3 Effluent Channel Upstream 642.33
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 17.5 ft
Channel width/diameter = 1.5 ft
Flow = 1.36 mgd
Downstream channel invert = 641.27
Channel slope = 0.015 ft/ft
Channel side slope = not applicable
Area of flow = 1.4 ft^2
Hydraulic radius = 0.416
Normal depth = 0.29 ft
Critical depth = 0.39 ft
Depth downstream = 1.07 ft
Bend loss = 0 ft
Depth upstream = 0.79 ft
Velocity = 1.31 ft/s
Flow profile = Steep
Clarifier 3 643
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 78 ft
Channel width/diameter = 20 ft
Flow = 3.713 mgd
Downstream channel invert = 633.48
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 190.34 ft^2
Hydraulic radius = 4.876
Normal depth = infinite
Critical depth = 0.14 ft
Depth downstream = 9.52 ft
Bend loss = 0 ft
Depth upstream = 9.52 ft
Velocity = 0.03 ft/s
Flow profile = Horizontal
Influent Ports 3 643
Opening type = rectangular gate
Opening diameter/width = 36 in
28

Section Description
Water Surface Elevation
Gate height = 46 in
Invert = 639.42
Number of gates = 4
Flow through gate(s) = 3.713 mgd
Total area of opening(s) = 42.94 ft^2
Velocity through gate(s) = 0.13 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 643
Upstream water level = 643
Clarifier 3 Launder B
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.43 mgd
Critical depth = 0.24 ft
Downstream depth = 0.7 ft
Upstream depth = 0.73 ft
Clarifier 3 Launder A
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.43 mgd
Critical depth = 0.24 ft
Downstream depth = 0.7 ft
Upstream depth = 0.73 ft
GVF Calc - WSE at C3LA to 642.47
Change in elevation = 0.13 ft
GVF Calc - WSE at C3LB to 642.47
Change in elevation = 0.13 ft
Clarifier 3 Launder C
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.43 mgd
Critical depth = 0.24 ft
Downstream depth = 0.78 ft
Upstream depth = 0.8 ft
642.5
642.5
642.47
642.47
642.57
29

Section Description Water Surface Elevation
Clarifier 3 Launder D 642.57
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.43 mgd
Critical depth = 0.24 ft
Downstream depth = 0.78 ft
Upstream depth = 0.8 ft
GVF Cale - WSE at C31,C to 642.55 642.55
Change in elevation = 0.22 ft
GVF Calc - WSE at C3LD to 642.55 642.55
Change in elevation = 0.22 ft
Clarifier 3 Launder Split 642.57
User defined loss for flow split = 0 ft
Total flow through flow split = 1.72 mgd
Clarifier 3 Total Weir EL=642.78 643
Invert of V notch = 642.78
Angle of V notch = 90 degrees
Number of notches = 80
Total flow over weir = 2.813 mgd
Weir submergence = unsubmerged
Head over weir = 0.22 ft
Clarifier 3 Influent Channel 643.07
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 1 ft
Flow = 3.713 mgd
Downstream channel invert = 639.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.58 ft^2
Hydraulic radius = 0.439
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 3.58 ft
Bend loss = 0.06 ft
Depth upstream = 3.65 ft
Velocity = 1.61 ft/s
Flow profile = Horizontal
Clarifier 3 Inf Gate 643.09
30

Section Description
Water Surface Elevation
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 639.42
Number of gates = 1
Flow through gate(s) = 3.713 mgd
Total area of opening(s) = 9 ft^2
Velocity through gate(s) = 0.64 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.02 ft
Downstream water level = 643.07
Upstream water level = 643.09
Clarifier 4 Effluent Well
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 11 ft
Channel width/diameter = 2 ft
Flow = 2.813 mgd
Downstream channel invert = 639.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 5.58 ft^2
Hydraulic radius = 0.736
Normal depth = infinite
Critical depth = 0.53 ft
Depth downstream = 2.79 ft
Bend loss = 0.01 ft
Depth upstream = 2.8 ft
Velocity = 0.78 ft/s
Flow profile = Horizontal
Clarifier 4 Effluent Channel
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 8 ft
Channel width/diameter = 1.5 ft
Flow = 2.813 mgd
Downstream channel invert = 641.15
Channel slope = 0.015 ft/ft
Channel side slope = not applicable
Area of flow = 1.71 ft" 2
Hydraulic radius = 0.452
Normal depth = 0.48 ft
Critical depth = 0.64 ft
Depth downstream = 1.2 ft
Bend loss =oft
Depth upstream = 1.07 ft
642.35
642.34
31

Section Description Water Surface Elevation
Velocity = 2.41 ft/s
Flow profile = Steep
GVF Cale - WSE at C41,13 to 642.47 642.47
Change in elevation 0.13 ft
GVF Cale - WSE at C4LA to 642.47 642.47
Change in elevation = 0.13 ft
Clarifier 4 Effluent Channel Upstream 642.33
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 17.5 ft
Channel width/diameter = 1.5 ft
Flow = 1.36 mgd
Downstream channel invert = 641.27
Channel slope = 0.015 ft/ft
Channel side slope = not applicable
Area of flow = 1.4 ft^2
Hydraulic radius = 0.416
Normal depth = 0.29 ft
Critical depth = 0.39 ft
Depth downstream = 1.07 ft
Bend loss = 0 ft
Depth upstream = 0.79 ft
Velocity = 1.31 ft/s
Flow profile = Steep
Clarifier 4 Launder A 642.5
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.43 mgd
Critical depth = 0.24 ft
Downstream depth = 0.7 ft
Upstream depth = 0.73 ft
Clarifier 4 Launder B 642.5
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.43 mgd
Critical depth = 0.24 ft
Downstream depth = 0.7 ft
Upstream depth = 0.73 ft
32

Section Description
Water Surface Elevation
GVF Calc - WSE at C4LD to 642.55
Change in elevation = 0.22 ft
GVF Calc - WSE at C4LC to 642.55
Change in elevation = 0.22 ft
Clarifier 4 Launder C
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.43 mgd
Critical depth = 0.24 ft
Downstream depth = 0.78 ft
Upstream depth = 0.8 ft
Clarifier 4 Launder D
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.43 mgd
Critical depth = 0.24 ft
Downstream depth = 0.78 ft
Upstream depth = 0.8 ft
Clarifier 4 Launder Split
User defined loss for flow split = 0 ft
Total flow through flow split = 1.72 mgd
Clarifier 4 Total Weir EL=642.78
Invert of V notch = 642.78
Angle of V notch = 90 degrees
Number of notches = 80
Total flow over weir = 2.813 mgd
Weir submergence = unsubmerged
Head over weir = 0.22 ft
Clarifier 4
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 78 ft
Channel width/diameter = 20 ft
Flow = 3.713 mgd
Downstream channel invert = 633.48
Channel slope = 0 ft/ft
642.55
642.55
642.57
642.57
642.57
643
643
33

Section Description Water Surface Elevation
Channel side slope = not applicable
Area of flow = 190.34 ft^2
Hydraulic radius = 4.876
Normal depth = infinite
Critical depth = 0.14 ft
Depth downstream = 9.52 ft
Bend loss = 0 ft
Depth upstream = 9.52 ft
Velocity = 0.03 ft/s
Flow profile = Horizontal
Influent Ports 4 643
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 46 in
Invert = 639.42
Number of gates = 1
Flow through gate(s) = 3.713 mgd
Total area of opening(s) = 10.74 f02
Velocity through gate(s) = 0.54 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 643
Upstream water level = 643
Clarifier 4 Influent Channel 643.07
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 1 ft
Flow = 3.713 mgd
Downstream channel invert = 639.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.59 ft" 2
Hydraulic radius = 0.439
Normal depth = infinite
Critical depth = 1.01 ft
Depth downstream = 3.58 ft
Bend loss = 0.06 ft
Depth upstream = 3.65 ft
Velocity = 1.6 ft/s
Flow profile = Horizontal
Clarifier 4 Inf Gate 643.09
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
34

Section Description
Water Surface Elevation
Invert = 639.42
Number of gates = 1
Flow through gate(s) = 3.713 mgd
Total area of opening(s) = 9 ft^2
Velocity through gate(s) = 0.64 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.02 ft
Downstream water level = 643.07
Upstream water level = 643.09
Clarifier 3-4 Split 643.09
User defined loss for flow split = 0 ft
Total flow through flow split = 7.426 mgd
Clarifier 3-4 Influent Split 643.09
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 7.425 mgd
Downstream channel invert = 639.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 11.01 ft^2
Hydraulic radius = 1.065
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 3.67 ft
Bend loss = 0 ft
Depth upstream = 3.67 ft
Velocity = 1.04 ft/s
Flow profile = Horizontal
20in Clarifier 3-4 Influent 643.74
Pipe shape = Circular
Diameter = 20 in
Length = 12 ft
Flow = 7.425 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.3
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 5.27 ft/s
Friction loss = 0.09 ft
Fitting loss = 0.56 ft
35

Section Description Water Surface Elevation
Total loss = 0.65 ft
24x20 decreaser 643.74
Diameter of smaller pipe = 20 in
Diameter of larger pipe = 24 in
Flow through pipe = 7.425 mgd
Transition angle = 0.8 degrees
Overall head loss = 0 ft
Transition K value = 0.06
Area of smaller pipe = 4.91 ft^2
Area of larger pipe = 9.62 ft" 2
Velocity in smaller pipe = 4.02 ft/s
Velocity in larger pipe = 2.05 ft/s
Overall head loss = 0 ft
24in Clarifier 3-4 Influent 643.99
Pipe shape = Circular
Diameter = 20 in
Length = 5 ft
Flow = 7.425 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.5
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 5.27 ft/s
Friction loss = 0.04 ft
Fitting loss = 0.22 ft
Total loss = 0.25 ft
24x24 Cross 644.02
Tee type = run of tee
Diameter of pipe run past tee = 24 in
Flow through tee = 3.71 mgd
Velocity through tee = 1.83 ft/s
Total tee K value = 0.6
Overall head loss = 0.03 ft
24x24 Cross Split 644.07
Tee type = branch to line
Diameter of pipe line = 24 in
Diameter of pipe branch = 24 in
Flow through tee = 3.71 mgd
Velocity through tee = 1.83 ft/s
Total tee K value = 1.5
36

Section Description
Water Surface Elevation
Overall head loss = 0.08 ft
24in Bypass Pipe
Pipe shape = Circular
Diameter = 24 in
Length = 20 ft
Flow = 3.71 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 1.83 ft/s
Friction loss = 0.02 ft
Fitting loss = 0 ft
Total loss = 0.02 ft
24x24 Tee Bend
Tee type = branch to line
Diameter of pipe line = 24 in
Diameter of pipe branch = 24 in
Flow through tee = 3.71 mgd
Velocity through tee = 1.83 ft/s
Total tee K value = 1.5
Overall head loss = 0.08 ft
24in Bypass From Box 5
Pipe shape = Circular
Diameter = 24 in
Length = 42 ft
Flow = 3.71 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.1
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 1.83 ft/s
Friction loss = 0.03 ft
Fitting loss = 0.11 ft
Total loss = 0.14 ft
644.08
644.16
644.3
Box 5 Split 644.3
User defined loss for flow split = 0 ft
Total flow through flow split = 24.75 mgd
37

Section Description Water Surface Elevation
New Box 5 TOS = 646.58 644.31
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 4.67 ft
Channel width/diameter = 15 ft
Flow = 24.75 mgd
Downstream channel invert = 635.08
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 13 8.3 8 ft" 2
Hydraulic radius = 4.137
Normal depth = infinite
Critical depth = 0.59 ft
Depth downstream = 9.22 ft
Bend loss = 0 ft
Depth upstream = 9.23 ft
Velocity = 0.28 ft/s
Flow profile = Horizontal
Box 5 Weir EL=643.75 644.79
Weir invert (top of weir) = 643.75
Weir length = 15 ft
Weir'C' coefficient = 3
Flow over weir = 24.75 mgd
Weir submergence = partially submerged
Head over weir = 1.04 ft
Clarifier Split 644.02
User defined loss for flow split = 0 ft
Total flow through flow split = 21.035 mgd
Flow Control Box to Clarifiers TOW=647.95 644.02
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 5 ft
Flow = 21.04 mgd
Downstream channel invert = 635.15
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 44.36 ft^2
Hydraulic radius = 1.95
Normal depth = infinite
Critical depth = 1.1 ft
Depth downstream = 8.87 ft
Bend loss = 0 ft
Depth upstream = 8.87 ft
38

Section Description
Water Surface Elevation
Velocity = 0.73 ft/s
Flow profile = Horizontal
48n Influent to Flow Control
Pipe shape = Circular
Diameter = 48 in
Length = 45 ft
Flow = 21.04 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 12.57 ft2
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 2.59 ft/s
Friction loss = 0.03 ft
Fitting loss = 0.16 ft
Total loss = 0.19 ft
Box 5 Influent TOS=646.58
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 5 ft
Channel width/diameter = 15 ft
Flow = 24.75 mgd
Downstream channel invert = 635.08
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 145.61 ft" 2
Hydraulic radius = 4.231
Normal depth = infinite
Critical depth = 0.59 ft
Depth downstream = 9.71 ft
Bend loss = 0 ft
Depth upstream = 9.71 ft
Velocity = 0.26 ft/s
Flow profile = Horizontal
48n Effluent from Aeration
Pipe shape = Circular
Diameter = 48 in
Length = 36 ft
Flow = 24.75 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.8
644.21
644.79
645.23
39

Section Description Water Surface Elevation
Pipe area = 12.57 ft'
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 3.05 ft/s
Friction loss = 0.03 ft
Fitting loss = 0.4 ft
Total loss = 0.44 ft
Aeration Basin TOW=646.38 645.23
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 340 ft
Channel width/diameter = 240 ft
Flow = 24.75 mgd
Downstream channel invert = 631.38
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3323.24 ft/2
Hydraulic radius = 12.414
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 13.85 ft
Bend loss = 0 ft
Depth upstream = 13.85 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Influent Tee 645.38
Pipe shape = Circular
Diameter = 30 in
Length = 1 ft
Flow = 9.9 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 3.12 ft/s
Friction loss = 0 ft
Fitting loss = 0.15 ft
Total loss = 0.15 ft
Dividing Tee 645.61
Tee type = branch to line
40

Section Description
Water Surface Elevation
Diameter of pipe line = 30 in
Diameter of pipe branch = 30 in
Flow through tee = 9.9 mgd
Velocity through tee = 3.12 ft/s
Total tee K value = 1.5
Overall head loss = 0.23 ft
30in Existing Aeration Influent
Pipe shape = Circular
Diameter = 30 in
Length = 70 ft
Flow = 9.9 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.5
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 3.12 ft/s
Friction loss = 0.12 ft
Fitting loss = 0.08 ft
Total loss = 0.19 ft
Box 4 TOW=648.0
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 4 ft
Channel width/diameter = 4 ft
Flow = 9.9 mgd
Downstream channel invert = 635.21
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 42.37 ft^2
Hydraulic radius = 1.682
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 10.59 ft
Bend loss = 0 ft
Depth upstream = 10.6 ft
Velocity = 0.36 ft/s
Flow profile = Horizontal
30in Box 4 to New Box
Pipe shape = Circular
Diameter = 30 in
Length = 9 ft
645.8
645.81
646.05
41

Section Description Water Surface Elevation
Flow = 9.9 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 3.12 ft/s
Friction loss = 0.02 ft
Fitting loss = 0.23 ft
Total loss = 0.24 ft
30in New Aeration Influent 646.05
Pipe shape = Circular
Diameter = 30 in
Length = 70 ft
Flow = 14.85 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.3
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 4.68 ft/s
Friction loss = 0.25 ft
Fitting loss = 0.44 ft
Total loss = 0.69 ft
New 90 Discharge Flared Exit 645.35
Pipe shape = Circular
Diameter = 38.75 in
Length = 1 ft
Flow = 14.85 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1
Pipe area = 8.19 ft2
Pipe hydraulic radius = 0.807
Age factor = 1
Solids factor = 1
Velocity = 2.81 ft/s
Friction loss = 0 ft
Fitting loss = 0.12 ft
Total loss = 0.12 ft
Aeration Influent Split 646.05
42

Section Description Water Surface Elevation
User defined loss for flow split = 0 ft
Total flow through flow split = 24.75 mgd
New Aeration Influent Split Box TOW=648.0 646.06
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 6 ft
Channel width/diameter = 6 ft
Flow = 24.75 mgd
Downstream channel invert = 635.21
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 65.04 ft" 2
Hydraulic radius = 2.35
Normal depth = infinite
Critical depth = 1.08 ft
Depth downstream = 10.84 ft
Bend loss = 0.01 ft
Depth upstream = 10.85 ft
Velocity = 0.59 ft/s
Flow profile = Horizontal
Exist 42in from New 12x10 Box to Box 4 646.49
Pipe shape = Circular
Diameter = 42 in
Length = 32 ft
Flow = 24.75 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 9.62 ft2
Pipe hydraulic radius = 0.875
Age factor = 1
Solids factor = 1
Velocity = 3.98 ft/s
Friction loss = 0.06 ft
Fitting loss = 0.37 ft
Total loss = 0.43 ft
RAS/EQ Junction Box TOW=648.0 646.49
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 12 ft
Channel width/diameter = 10 ft
Flow = 24.75 mgd
Downstream channel invert = 636
Channel slope = 0 ft/ft
Channel side slope = not applicable
43

Section Description Water Surface Elevation
Area of flow = 104.87 ft^2
Hydraulic radius = 3.386
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 10.49 ft
Bend loss = 0 ft
Depth upstream = 10.49 ft
Velocity = 0.37 ft/s
Flow profile = Horizontal
16in RAS FM 652.12
Pipe shape = Circular
Diameter = 16 in
Length = 330 ft
Flow = 6 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.3
Pipe area = 1.4 ft'
Pipe hydraulic radius = 0.333
Age factor = 1
Solids factor = 1
Velocity = 6.65 ft/s
Friction loss = 4.73 ft
Fitting loss = 0.89 ft
Total loss = 5.62 ft
24in from Trickling Filter East 648.03
Pipe shape = Circular
Diameter = 24 in
Length = 70 ft
Flow = 9.375 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 3.7
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 4.62 ft/s
Friction loss = 0.32 ft
Fitting loss = 1.22 ft
Total loss = 1.54 ft
Box 2 TOW=663.12 657.46
Channel shape = Rectangular
Manning's V = 0.013
44

Section Description
Water Surface Elevation
Channel length = 10.3 ft
Channel width/diameter = 6.83 ft
Flow = 24 mgd
Downstream channel invert = 654.12
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 22.36 ft^2
Hydraulic radius = 1.671
Normal depth = infinite
Critical depth = 0.97 ft
Depth downstream = 3.27 ft
Bend loss = 0.06 ft
Depth upstream = 3.34 ft
Velocity = 1.66 ft/s
Flow profile = Horizontal
24in Primary Clarifier Effluent 1234
Pipe shape = Circular
Diameter = 24 in
Length = 18 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.05 ft
Fitting loss = 0.21 ft
Total loss = 0.27 ft
Min branch to line Primary 1
Tee type = branch to line
Diameter of pipe line = 24 in
Diameter of pipe branch = 14 in
Flow through tee = 1.875 mgd
Velocity through tee = 2.71 ft/s
Total tee K value = 1.69
Overall head loss = 0.19 ft
24in Primary Clarifier Effluent 234
Pipe shape = Circular
Diameter = 24 in
Length = 25 ft
Flow = 5.625 mgd
657.73
657.92
657.84
45

Section Description
Water Surface Elevation
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 3.14 ft'
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 2.77 ft/s
Friction loss = 0.04 ft
Fitting loss = 0 ft
Total loss = 0.04 ft
24in Run of Tee Clarifier la
Tee type = run of tee
Diameter of pipe run past tee = 24 in
Flow through tee = 5.625 mgd
Velocity through tee = 2.77 ft/s
Total tee K value = 0.6
Overall head loss = 0.07 ft
14in Primary 2 Effluent
Pipe shape = Circular
Diameter = 14 in
Length = 12 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 1.07 ft2
Pipe hydraulic radius = 0.292
Age factor = 1
Solids factor = 1
Velocity = 2.71 ft/s
Friction loss = 0.04 ft
Fitting loss = 0.17 ft
Total loss = 0.21 ft
Primary Clarifier 2 Effluent Well
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 2.5 ft
Flow = 1.875 mgd
Downstream channel invert = 658.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.04 ft/2
Hydraulic radius = 0.313
657.8
658.24
659.04
46

Section Description
Water Surface Elevation
Normal depth = infinite
Critical depth = 0.35 ft
Depth downstream = 0.35 ft
Bend loss = 0 ft
Depth upstream = 0.49 ft
Velocity = 3.34 ft/s
Flow profile = Horizontal
Primary Clarifier 2 Effluent Weir EL=661.77 662.1
Invert of V notch = 661.77
Angle of V notch = 90 degrees
Number of notches = 18
Total flow over weir = 1.875 mgd
Weir submergence = unsubmerged
Head over weir = 0.33 ft
Primary Clarifier 2 Effluent 662.11
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.35
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 195.09 ft/2
Hydraulic radius = 4.938
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.75 ft
Bend loss = 0 ft
Depth upstream = 9.76 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Primary Clarifier 2 Underflow Baffle 662.11
Opening type = rectangular orifice
Opening diameter/width = 240 in
Opening height = 98 in
Invert = 652.35
Number of openings = 1
Flow through opening(s) = 1.875 mgd
Total area of opening(s) = 163.33 ft^2
Velocity through opening(s) = 0.02 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0 ft
Downstream water level = 662.11
Upstream water level = 662.11
47

Section Description
Water Surface Elevation
Primary Clarifier 2
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.35
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 195.13 ft^2
Hydraulic radius = 4.938
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.76 ft
Bend loss = 0 ft
Depth upstream = 9.76 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
662.11
Primary 2 Influent Ports 662.11
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 66 in
Invert = 658.55
Number of gates = 4
Flow through gate(s) = 1.875 mgd
Total area of opening(s) = 28.46 ft^2
Velocity through gate(s) = 0.1 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 662.11
Upstream water level = 662.11
Primary Clarifier 2 Influent TOW=663.60 662.13
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 9.33 ft
Channel width/diameter = 1 ft
Flow = 1.875 mgd
Downstream channel invert = 658.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.56 ft^2
Hydraulic radius = 0.438
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 3.56 ft
48

Section Description
Water Surface Elevation
Bend loss = 0.02 ft
Depth upstream = 3.58 ft
Velocity = 0.82 ft/s
Flow profile = Horizontal
12in Primary 2 Influent
Pipe shape = Circular
Diameter = 12 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2
Pipe area = 0.79 ft2
Pipe hydraulic radius = 0.25
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.14 ft
Fitting loss = 0.42 ft
Total loss = 0.56 ft
12x20 Line to Branch Primary 2
Tee type = line to branch
Diameter of pipe line = 20 in
Diameter of pipe branch = 12 in
Flow through tee = 1.875 mgd
Velocity through tee = 3.69 ft/s
Total tee K value = 1.99
Overall head loss = 0.42 ft
662.69
663.11
Primary Clarifier 2 and 34 Split 663.21
User defined loss for flow split = 0 ft
Total flow through flow split = 5.625 mgd
20in Primary 2 Influent
Pipe shape = Circular
Diameter = 20 in
Length = 20 ft
Flow = 5.625 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 3.99 ft/s
663.29
49

Section Description
Water Surface Elevation
Friction loss = 0.09 ft
Fitting loss = 0 ft
Total loss = 0.09 ft
24x20 Reducer
Diameter of smaller pipe = 20 in
Diameter of larger pipe = 24 in
Flow through pipe = 5.625 mgd
Transition angle = 9.5 degrees
Overall head loss = 0 ft
Transition K value = 0.02
Area of smaller pipe = 2.18 ft^2
Area of larger pipe = 3.14 ft" 2
Velocity in smaller pipe = 13.3 ft/s
Velocity in larger pipe = 9.23 ft/s
Overall head loss = 0.06 ft
Unknown Dims Box 3 TOW=662.76
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 5.9 ft
Channel width/diameter = 5.6 ft
Flow = 3.75 mgd
Downstream channel invert = 656.54
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 8.24 ft^2
Hydraulic radius = 0.965
Normal depth = infinite
Critical depth = 0.32 ft
Depth downstream = 1.47 ft
Bend loss = 0.01 ft
Depth upstream = 1.49 ft
Velocity = 0.7 ft/s
Flow profile = Horizontal
663.3
658.03
30in Primary Clarifier Effluent connection 34 658.06
Pipe shape = Circular
Diameter = 30 in
Length = 10 ft
Flow = 3.75 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 4.91 ft'
Pipe hydraulic radius = 0.625
Age factor = 1
50

Section Description
Water Surface Elevation
Solids factor = 1
Velocity = 1.18 ft/s
Friction loss = 0 ft
Fitting loss = 0.03 ft
Total loss = 0.04 ft
Primary 34 Unknown Dims Effluent Box TOW=663.51 658.59
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5.9 ft
Channel width/diameter = 5.7 ft
Flow = 3.75 mgd
Downstream channel invert = 657.96
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2.01 ft^2
Hydraulic radius = 0.314
Normal depth = infinite
Critical depth = 0.32 ft
Depth downstream = 0.32 ft
Bend loss = 0.24 ft
Depth upstream = 0.63 ft
Velocity = 3.2 ft/s
Flow profile = Horizontal
Primary Clarifier 4 Effluent Well 661.1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 2.5 ft
Flow = 3.75 mgd
Downstream channel invert = 660.36
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.61 ft^2
Hydraulic radius = 0.424
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 0.55 ft
Bend loss = 0 ft
Depth upstream = 0.74 ft
Velocity = 4.21 ft/s
Flow profile = Horizontal
Primary 34 Effluent Channel Combination
Primary Clarifier 3 Effluent Well 661.11
Channel shape = Rectangular
51

Section Description
Water Surface Elevation
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 2.5 ft
Flow = 1.875 mgd
Downstream channel invert = 660.36
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.85 ft^2
Hydraulic radius = 0.465
Normal depth = infinite
Critical depth = 0.35 ft
Depth downstream = 0.74 ft
Bend loss = 0 ft
Depth upstream = 0.75 ft
Velocity = 1.58 ft/s
Flow profile = Horizontal
Primary Clarifier 3 Effluent Weir EL=661.67
Invert of V notch = 661.67
Angle of V notch = 90 degrees
Number of notches = 18
Total flow over weir = 1.875 mgd
Weir submergence = unsubmerged
Head over weir = 0.33 ft
Primary Clarifier 3 Effluent
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.3
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 194.09 ft^2
Hydraulic radius = 4.925
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.7 ft
Bend loss = 0 ft
Depth upstream = 9.71 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Primary Clarifier 3 Underflow Baffle
Opening type = rectangular orifice
Opening diameter/width = 240 in
Opening height = 98 in
662
662.01
662.01
52

Section Description
Water Surface Elevation
Invert = 652.3
Number of openings = 1
Flow through opening(s) = 1.875 mgd
Total area of opening(s) = 163.33 ft/2
Velocity through opening(s) = 0.02 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0 ft
Downstream water level = 662.01
Upstream water level = 662.01
Primary Clarifier 3
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.3
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 194.13 ft^2
Hydraulic radius = 4.926
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.71 ft
Bend loss = 0 ft
Depth upstream = 9.71 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Primary 3 Influent Ports
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 66 in
Invert = 658.66
Number of gates = 4
Flow through gate(s) = 1.875 mgd
Total area of opening(s) = 26.78 ft/2
Velocity through gate(s) = 0.11 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 662.01
Upstream water level = 662.01
Primary Clarifier 3 Influent TOW=663.55
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 9.33 ft
662.01
662.01
662.03
53

Section Description
Water Surface Elevation
Channel width/diameter = 1 ft
Flow = 1.875 mgd
Downstream channel invert = 658.66
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.35 ft/12
Hydraulic radius = 0.435
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 3.35 ft
Bend loss = 0.02 ft
Depth upstream = 3.37 ft
Velocity = 0.87 ft/s
Flow profile = Horizontal
12in Primary 3 Influent
Pipe shape = Circular
Diameter = 12 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2
Pipe area = 0.79 ft2
Pipe hydraulic radius = 0.25
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.14 ft
Fitting loss = 0.42 ft
Total loss = 0.56 ft
12x20 Line to Branch Primary 3
Tee type = line to branch
Diameter of pipe line = 20 in
Diameter of pipe branch = 12 in
Flow through tee = 1.875 mgd
Velocity through tee = 3.69 ft/s
Total tee K value = 1.99
Overall head loss = 0.42 ft
662.59
663.01
Primary Clarifier 4 Effluent Weir EL=661.67 662
Invert of V notch = 661.67
Angle of V notch = 90 degrees
Number of notches = 18
Total flow over weir = 1.875 mgd
Weir submergence = unsubmerged
54

Section Description
Water Surface Elevation
Head over weir = 0.33 ft
Primary Clarifier 4 Effluent
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.3
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 194.09 ft^2
Hydraulic radius = 4.925
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.7 ft
Bend loss = 0 ft
Depth upstream = 9.71 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
662.01
Primary Clarifier 4 Underflow Baffle 662.01
Opening type = rectangular orifice
Opening diameter/width = 240 in
Opening height = 98 in
Invert = 652.3
Number of openings = 1
Flow through opening(s) = 1.875 mgd
Total area of opening(s) = 163.33 ft^2
Velocity through opening(s) = 0.02 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0 ft
Downstream water level = 662.01
Upstream water level = 662.01
Primary Clarifier 4 662.01
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.3
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 194.13 ft^2
Hydraulic radius = 4.926
Normal depth = infinite
Critical depth = 0.09 ft
55

Section Description Water Surface Elevation
Depth downstream = 9.71 ft
Bend loss = 0 ft
Depth upstream = 9.71 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Primary 4 Influent Ports 662.01
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 66 in
Invert = 658.66
Number of gates = 4
Flow through gate(s) = 1.875 mgd
Total area of opening(s) = 26.78 ft^2
Velocity through gate(s) = 0.11 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 662.01
Upstream water level = 662.01
Primary Clarifier 4 Influent TOW=663.55
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 9.33 ft
Channel width/diameter = 1 ft
Flow = 1.875 mgd
Downstream channel invert = 658.66
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.35 ft" 2
Hydraulic radius = 0.435
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 3.35 ft
Bend loss = 0.02 ft
Depth upstream = 3.37 ft
Velocity = 0.87 ft/s
Flow profile = Horizontal
12in Primary 4 Influent
Pipe shape = Circular
Diameter = 12 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2
662.03
662.59
56

Section Description
Water Surface Elevation
Pipe area = 0.79 ft'
Pipe hydraulic radius = 0.25
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.14 ft
Fitting loss = 0.42 ft
Total loss = 0.56 ft
20xl2 Line to Branch Primary 4
Tee type = line to branch
Diameter of pipe line = 20 in
Diameter of pipe branch = 12 in
Flow through tee = 1.875 mgd
Velocity through tee = 3.69 ft/s
Total tee K value = 1.99
Overall head loss = 0.42 ft
20in Primary 4 Influent
Pipe shape = Circular
Diameter = 20 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.8
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 1.33 ft/s
Friction loss = 0.01 ft
Fitting loss = 0.02 ft
Total loss = 0.03 ft
20in Run of Tee Primary 4
Tee type = run of tee
Diameter of pipe run past tee = 20 in
Flow through tee = 1.875 mgd
Velocity through tee = 1.33 ft/s
Total tee K value = 0.6
Overall head loss = 0.02 ft
663.01
663.04
663.06
Primary Clarifier 3 and 4 Split 663.06
User defined loss for flow split = 0 ft
Total flow through flow split = 3.75 mgd
20in Primary 3 and 4 Influent
663.14
57

Section Description
Water Surface Elevation
Pipe shape = Circular
Diameter = 20 in
Length = 40 ft
Flow = 3.75 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 2.66 ft/s
Friction loss = 0.08 ft
Fitting loss = 0 ft
Total loss = 0.08 ft
20in Run of Tee Primary 34
Tee type = run of tee
Diameter of pipe run past tee = 20 in
Flow through tee = 3.75 mgd
Velocity through tee = 2.66 ft/s
Total tee K value = 0.6
Overall head loss = 0.07 ft
14in Primary 1 Effluent
Pipe shape = Circular
Diameter = 14 in
Length = 12 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 1.07 ft2
Pipe hydraulic radius = 0.292
Age factor = 1
Solids factor = 1
Velocity = 2.71 ft/s
Friction loss = 0.04 ft
Fitting loss = 0.17 ft
Total loss = 0.21 ft
Primary Clarifier 1 Effluent Well
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 2.5 ft
Flow = 1.875 mgd
663.21
658.13
659.04
58

Section Description
Water Surface Elevation
Downstream channel invert = 658.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.04 ft" 2
Hydraulic radius = 0.313
Normal depth = infinite
Critical depth = 0.35 ft
Depth downstream = 0.35 ft
Bend loss = 0 ft
Depth upstream = 0.49 ft
Velocity = 3.34 ft/s
Flow profile = Horizontal
Primary Clarifier 1 Effluent Weir EL=661.77 662.1
Invert of V notch = 661.77
Angle of V notch = 90 degrees
Number of notches = 18
Total flow over weir = 1.875 mgd
Weir submergence = unsubmerged
Head over weir = 0.33 ft
Primary Clarifier 1 Effluent
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.35
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 195.09 ft/2
Hydraulic radius = 4.938
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.75 ft
Bend loss = 0 ft
Depth upstream = 9.76 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Primary Clarifier 1 Underflow Baffle
Opening type = rectangular orifice
Opening diameter/width = 240 in
Opening height = 98 in
Invert = 652.35
Number of openings = 1
Flow through opening(s) = 1.875 mgd
Total area of opening(s) = 163.33 ft^2
662.11
662.11
59

Section Description
Water Surface Elevation
Velocity through opening(s) = 0.02 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0 ft
Downstream water level = 662.11
Upstream water level = 662.11
Primary Clarifier 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.35
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 195.13 ft^2
Hydraulic radius = 4.938
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.76 ft
Bend loss = 0 ft
Depth upstream = 9.76 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
662.11
Primary 1 Influent Ports 662.11
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 66 in
Invert = 658.55
Number of gates = 4
Flow through gate(s) = 1.875 mgd
Total area of opening(s) = 28.46 ft^2
Velocity through gate(s) = 0.1 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 662.11
Upstream water level = 662.11
Primary Clarifier 1 Influent TOW=663.60 662.13
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 9.33 ft
Channel width/diameter = 1 ft
Flow = 1.875 mgd
Downstream channel invert = 658.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
60

Section Description
Water Surface Elevation
Area of flow = 3.56 ft^2
Hydraulic radius = 0.438
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 3.56 ft
Bend loss = 0.02 ft
Depth upstream = 3.58 ft
Velocity = 0.82 ft/s
Flow profile = Horizontal
12in Primary 1 Influent
Pipe shape = Circular
Diameter = 12 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2
Pipe area = 0.79 ft2
Pipe hydraulic radius = 0.25
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.14 ft
Fitting loss = 0.42 ft
Total loss = 0.56 ft
24x12 Primary 1 Tee Branch
Tee type = line to branch
Diameter of pipe line = 24 in
Diameter of pipe branch = 12 in
Flow through tee = 1.875 mgd
Velocity through tee = 3.69 ft/s
Total tee K value = 1.99
Overall head loss = 0.42 ft
24in Primary 1 Influent
Pipe shape = Circular
Diameter = 24 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
662.69
663.11
663.11
61

Section Description Water Surface Elevation
Velocity = 0.92 ft/s
Friction loss = 0 ft
Fitting loss = 0 ft
Total loss = 0 ft
Primary Clarifier 1 and 234 Split 663.3
User defined loss for flow split = 0 ft
Total flow through flow split = 7.5 mgd
split tee 663.68
Tee type = line to branch
Diameter of pipe line = 24 in
Diameter of pipe branch = 24 in
Flow through tee = 7.5 mgd
Velocity through tee = 3.69 ft/s
Total tee K value = 1.8
Overall head loss = 0.38 ft
24in to Primaries 663.81
Pipe shape = Circular
Diameter = 24 in
Length = 10 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.5
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.03 ft
Fitting loss = 0.11 ft
Total loss = 0.14 ft
Splitter Box to Clarifiers 663.82
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3.5 ft
Channel width/diameter = 6 ft
Flow = 7.5 mgd
Downstream channel invert = 656.21
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 45.62 ft^2
Hydraulic radius = 2.151
Normal depth = infinite
Critical depth = 0.49 ft
62

Section Description
Water Surface Elevation
Depth downstream = 7.6 ft
Bend loss = 0 ft
Depth upstream = 7.61 ft
Velocity = 0.25 ft/s
Flow profile = Horizontal
Splitter Box Weir A-EL=662.37 Raised-B-EL=66? 663.93
Weir invert (top of weir) = 662.37
Weir length = 5 ft
Weir'C' coefficient = 3
Flow over weir = 7.5 mgd
Weir submergence = fully submerged
Head over weir = 1.56 ft
Splitter Box Influent TOW=667.13
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 3 ft
Channel width/diameter = 12.67 ft
Flow = 7.5 mgd
Downstream channel invert = 656.21
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 97.76 ft^2
Hydraulic radius = 3.479
Normal depth = infinite
Critical depth = 0.3 ft
Depth downstream = 7.72 ft
Bend loss = 0 ft
Depth upstream = 7.72 ft
Velocity = 0.12 ft/s
Flow profile = Horizontal
663.93
20in Clarifier Influent GE-2 to Splitter Box INV=660.25 665.17
Pipe shape = Circular
Diameter = 20 in
Length = 80 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 5.32 ft/s
Friction loss = 0.59 ft
Fitting loss = 0.66 ft
63

Section Description
Water Surface Elevation
Total loss = 1.24 ft
MH GE-2 TopEL=671.00
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 660.33
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 14.53 ft/2
Hydraulic radius = 1.145
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 4.84 ft
Bend loss = 0 ft
Depth upstream = 4.84 ft
Velocity = 0.8 ft/s
Flow profile = Horizontal
20in Clarifier Influent GE-1 to GE-2
Pipe shape = Circular
Diameter = 20 in
Length = 115 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 5.32 ft/s
Friction loss = 0.84 ft
Fitting loss = 0.66 ft
Total loss = 1.5 ft
MH GE-1 TopEL=673.5
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 660.54
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 18.4 ft^2
665.17
666.67
666.68
64

Section Description
Water Surface Elevation
Hydraulic radius = 1.205
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 6.13 ft
Bend loss = 0 ft
Depth upstream = 6.14 ft
Velocity = 0.63 ft/s
Flow profile = Horizontal
20in Clarifier Influent Grit to GE-1 with Flow Meter Run 670.41
Pipe shape = Circular
Diameter = 20 in
Length = 360 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.5
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 5.32 ft/s
Friction loss = 2.63 ft
Fitting loss = 1.1 ft
Total loss = 3.73 ft
East Filter Effluent Box 648.04
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 4 ft
Channel width/diameter = 4 ft
Flow = 9.375 mgd
Downstream channel invert = 645.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 9.94 ft^2
Hydraulic radius = 1.108
Normal depth = infinite
Critical depth = 0.74 ft
Depth downstream = 2.48 ft
Bend loss = 0 ft
Depth upstream = 2.49 ft
Velocity = 1.46 ft/s
Flow profile = Horizontal
18in East EQ Effluent 650.12
Pipe shape = Circular
65

Section Description Water Surface Elevation
Diameter = 18 in
Length = 28 ft
Flow = 9.375 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 1.77 ftz
Pipe hydraulic radius = 0.375
Age factor = 1
Solids factor = 1
Velocity = 8.21 ft/s
Friction loss = 0.52 ft
Fitting loss = 1.57 ft
Total loss = 2.09 ft
Step Up to Weir East 654.47
Change in elevation = 4.35 ft
East Diurnal WW Split 654.47
User defined loss for flow split = 0 ft
Total flow through flow split = 7.315 mgd
East Wet Weather Outer Tank TOW=656.12 648.73
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 95 ft
Channel width/diameter = 95 ft
Flow = 0 mgd
Downstream channel invert = 648.73
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 0.05 ft/2
Hydraulic radius = 0.001
Normal depth = infinite
Critical depth = 0 ft
Depth downstream = 0 ft
Bend loss = 0 ft
Depth upstream = 0 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
East EQ Overflow Weir E1=654.44 654.47
Weir invert (top of weir) = 654.44
Weir length = 232.5 ft
Weir'C' coefficient = 3.33
Flow over weir = 2.625 mgd
Weir submergence = unsubmerged
Head over weir = 0.03 ft
66

Section Description
Water Surface Elevation
East Diurnal Tank 1 TOW 656.12
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 65 ft
Channel width/diameter = 65 ft
Flow = 12 mgd
Downstream channel invert = 649.63
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 314.79 ft^2
Hydraulic radius = 4.215
Normal depth = infinite
Critical depth = 0.14 ft
Depth downstream = 4.84 ft
Bend loss = 0 ft
Depth upstream = 4.84 ft
Velocity = 0.06 ft/s
Flow profile = Horizontal
24in East EQ Influent with Clar34
Pipe shape = Circular
Diameter = 24 in
Length = 102 ft
Flow = 12 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 3.7
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 5.91 ft/s
Friction loss = 0.73 ft
Fitting loss = 2.01 ft
Total loss = 2.74 ft
Split to EQ
User defined loss for flow split = 0 ft
Total flow through flow split = 24 mgd
30in Primary Bypass GE-4 to Box 2
Pipe shape = Circular
Diameter = 30 in
Length = 180 ft
Flow = 24 mgd
Friction method = Hazen Williams
654.47
657.21
657.39
661.08
67

Section Description Water Surface Elevation
Friction factor = 100
Total fitting K value = 2.3
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 7.56 ft/s
Friction loss = 1.58 ft
Fitting loss = 2.04 ft
Total loss = 3.62 ft
MH GE-4 TopEL=669.0 661.08
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 24 mgd
Downstream channel invert = 654.51
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 19.71 ft^2
Hydraulic radius = 1.221
Normal depth = infinite
Critical depth = 1.68 ft
Depth downstream = 6.57 ft
Bend loss = 0 ft
Depth upstream = 6.57 ft
Velocity = 1.88 ft/s
Flow profile = Horizontal
30in Pipe GE-3 to GE-4 663.88
Pipe shape = Circular
Diameter = 30 in
Length = 168 ft
Flow = 24 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 7.56 ft/s
Friction loss = 1.47 ft
Fitting loss = 1.33 ft
Total loss = 2.8 ft
MH GE-3 TopEL=673.5 663.89
68

Section Description
Water Surface Elevation
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 24 mgd
Downstream channel invert = 656.63
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 21.76 ft^2
Hydraulic radius = 1.243
Normal depth = infinite
Critical depth = 1.68 ft
Depth downstream = 7.25 ft
Bend loss = 0 ft
Depth upstream = 7.26 ft
Velocity = 1.71 ft/s
Flow profile = Horizontal
30in Pipe Grit to GE-3 USInv=661.0/ Crown=663.5 669.34
Pipe shape = Circular
Diameter = 30 in
Length = 370 ft
Flow = 24 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.5
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 7.56 ft/s
Friction loss = 3.24 ft
Fitting loss = 2.22 ft
Total loss = 5.46 ft
24in from Trickling Filter West 648.7
Pipe shape = Circular
Diameter = 24 in
Length = 215 ft
Flow = 9.375 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 3.7
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 4.62 ft/s
69

Section Description Water Surface Elevation
Friction loss = 0.98 ft
Fitting loss = 1.22 ft
Total loss = 2.2 ft
West Filter Effluent Box 648.7
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 4 ft
Channel width/diameter = 4 ft
Flow = 9.375 mgd
Downstream channel invert = 642.41
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 25.14 ft^2
Hydraulic radius = 1.517
Normal depth = infinite
Critical depth = 0.74 ft
Depth downstream = 6.29 ft
Bend loss = 0 ft
Depth upstream = 6.29 ft
Velocity = 0.58 ft/s
Flow profile = Horizontal
18in West EQ Effluent 650.78
Pipe shape = Circular
Diameter = 18 in
Length = 28 ft
Flow = 9.375 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 1.77 ft2
Pipe hydraulic radius = 0.375
Age factor = 1
Solids factor = 1
Velocity = 8.21 ft/s
Friction loss = 0.52 ft
Fitting loss = 1.57 ft
Total loss = 2.09 ft
Step Up to Weir West 654.47
Change in elevation = 3.69 ft
West Wet Weather Outer Tank TOW=656.30 648.92
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 95 ft
70

Section Description Water Surface Elevation
Channel width/diameter = 95 ft
Flow = 0 mgd
Downstream channel invert = 648.92
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 0.05 ft^2
Hydraulic radius = 0.001
Normal depth = infinite
Critical depth = 0 ft
Depth downstream = 0 ft
Bend loss = 0 ft
Depth upstream = 0 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
West EQ Overflow Weir E1=654.44 654.47
Weir invert (top of weir) = 654.44
Weir length = 232.5 ft
Weir'C' coefficient = 3.33
Flow over weir = 2.625 mgd
Weir submergence = unsubmerged
Head over weir = 0.03 ft
West Diurnal WW Split 654.47
User defined loss for flow split = 0 ft
Total flow through flow split = 7.315 mgd
West Diurnal Tank 2 TOW 656.30 654.47
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 65 ft
Channel width/diameter = 65 ft
Flow = 12 mgd
Downstream channel invert = 649.82
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 302.47 ft^2
Hydraulic radius = 4.071
Normal depth = infinite
Critical depth = 0.14 ft
Depth downstream = 4.65 ft
Bend loss = 0 ft
Depth upstream = 4.65 ft
Velocity = 0.06 ft/s
Flow profile = Horizontal
24in West EQ Influent with Clar34 657.06
Pipe shape = Circular
71

Section Description Water Surface Elevation
Diameter = 24 in
Length = 178 ft
Flow = 12 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.4
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 5.91 ft/s
Friction loss = 1.28 ft
Fitting loss = 1.3 ft
Total loss = 2.58 ft
30x24 reducer 657.07
Diameter of smaller pipe = 24 in
Diameter of larger pipe = 30 in
Flow through pipe = 12 mgd
Transition angle = 11.4 degrees
Overall head loss = 0.02 ft
Transition K value = 0.06
Area of smaller pipe = 4.91 ft/2
Area of larger pipe = 9.62 ft/12
Velocity in smaller pipe = 4.02 ft/s
Velocity in larger pipe = 2.05 ft/s
Overall head loss = 0 ft
30in West EQ Influent with Clar34 657.39
Pipe shape = Circular
Diameter = 30 in
Length = 50 ft
Flow = 12 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.9
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 3.78 ft/s
Friction loss = 0.12 ft
Fitting loss = 0.2 ft
Total loss = 0.32 ft
24in West EQ Influent with Clar12 658.01
Pipe shape = Circular
Diameter = 24 in
72

Section Description Water Surface Elevation
Length = 70 ft
Flow = 3.75 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 3.14 ft'
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 1.85 ft/s
Friction loss = 0.06 ft
Fitting loss = 0.08 ft
Total loss = 0.14 ft
14in branch to line Primary 2 658.03
Tee type = branch to line
Diameter of pipe line = 24 in
Diameter of pipe branch = 14 in
Flow through tee = 1.875 mgd
Velocity through tee = 2.71 ft/s
Total tee K value = 1.69
Overall head loss = 0.19 ft
24in Run of Tee Clarifier 2a 657.87
Tee type = run of tee
Diameter of pipe run past tee = 24 in
Flow through tee = 3.75 mgd
Velocity through tee = 1.85 ft/s
Total tee K value = 0.6
Overall head loss = 0.03 ft
Grit Effluent Split 670.41
User defined loss for flow split = 0 ft
Total flow through flow split = 31.5 mgd
Grit Splitter Box Inv El = 660.50
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3.5 ft
Channel width/diameter = 11.6 ft
Flow = 24 mgd
Downstream channel invert = 660.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 114.94 ft" 2
Hydraulic radius = 3.659
Normal depth = infinite
Critical depth = 0.68 ft
670.41
73

Section Description Water Surface Elevation
Depth downstream = 9.91 ft
Bend loss = 0 ft
Depth upstream = 9.91 ft
Velocity = 0.32 ft/s
Flow profile = Horizontal
North Grit Effluent Gate Inv=676.42 677.52
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 676.42
Number of gates = 1
Flow through gate(s) = 12 mgd
Total area of opening(s) = 9 ft^2
Velocity through gate(s) = 2.06 ft/s
Flow behavior = weir control
Gate loss = 1.1 ft
Downstream water level = 670.41
Upstream water level = 677.52
North Grit Effluent Channel BOTS=679.59 677.69
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 13.5 ft
Channel width/diameter = 3 ft
Flow = 12 mgd
Downstream channel invert = 676.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.56 ft^2
Hydraulic radius = 0.663
Normal depth = infinite
Critical depth = 1.06 ft
Depth downstream = 1.1 ft
Bend loss = 0 ft
Depth upstream = 1.27 ft
Velocity = 5.62 ft/s
Flow profile = Horizontal
Grit Orifice 677.88
Opening type = rectangular orifice
Opening diameter/width = 36 in
Opening height = 38 in
Invert = 676.42
Number of openings = 1
Flow through opening(s) = 12 mgd
Total area of opening(s) = 3.82 ft^2
74

Section Description Water Surface Elevation
Velocity through opening(s) = 4.85 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.18 ft
Downstream water level = 677.69
Upstream water level = 677.88
North Grit Loss at 12 MGD 678.56
Change in elevation = 0.68 ft
North Grit Slope Channel 678.56
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 10.25 ft
Channel width/diameter = 3 ft
Flow = 12 mgd
Downstream channel invert = 674.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 12.42 ft^2
Hydraulic radius = 1.101
Normal depth = infinite
Critical depth = 1.06 ft
Depth downstream = 4.14 ft
Bend loss = 0 ft
Depth upstream = 4.14 ft
Velocity = 1.5 ft/s
Flow profile = Horizontal
North Grit Entry Channel 678.79
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 1 ft
Channel width/diameter = 3 ft
Flow = 12 mgd
Downstream channel invert = 677.67
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.27 ft^2
Hydraulic radius = 0.631
Normal depth = infinite
Critical depth = 1.06 ft
Depth downstream = 1.06 ft
Bend loss = 0 ft
Depth upstream = 1.12 ft
Velocity = 5.84 ft/s
Flow profile = Horizontal
North Grit Influent Gate 679.03
75

Section Description
Water Surface Elevation
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 24 in
Invert = 677.67
Number of gates = 1
Flow through gate(s) = 12 mgd
Total area of opening(s) = 3.36 ft^2
Velocity through gate(s) = 5.53 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.24 ft
Downstream water level = 678.79
Upstream water level = 679.03
South Grit Effluent Channel BOTS=679.59
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 13.5 ft
Channel width/diameter = 3 ft
Flow = 12 mgd
Downstream channel invert = 676.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.56 ft^2
Hydraulic radius = 0.663
Normal depth = infinite
Critical depth = 1.06 ft
Depth downstream = 1.1 ft
Bend loss = 0 ft
Depth upstream = 1.27 ft
Velocity = 5.62 ft/s
Flow profile = Horizontal
677.69
South Grit Orifice 677.88
Opening type = rectangular orifice
Opening diameter/width = 36 in
Opening height = 38 in
Invert = 676.42
Number of openings = 1
Flow through opening(s) = 12 mgd
Total area of opening(s) = 3.82 ft^2
Velocity through opening(s) = 4.85 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.18 ft
Downstream water level = 677.69
Upstream water level = 677.88
South Grit Loss at 12 MGD
Change in elevation = 0.68 ft
678.56
76

Section Description Water Surface Elevation
South Grit Slope Channel 678.56
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 10.25 ft
Channel width/diameter = 3 ft
Flow = 12 mgd
Downstream channel invert = 674.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 12.42 ft^2
Hydraulic radius = 1.101
Normal depth = infinite
Critical depth = 1.06 ft
Depth downstream = 4.14 ft
Bend loss = 0 ft
Depth upstream = 4.14 ft
Velocity = 1.5 ft/s
Flow profile = Horizontal
South Grit Entry Channel 678.79
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 1 ft
Channel width/diameter = 3 ft
Flow = 12 mgd
Downstream channel invert = 677.67
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.27 ft/12
Hydraulic radius = 0.631
Normal depth = infinite
Critical depth = 1.06 ft
Depth downstream = 1.06 ft
Bend loss = 0 ft
Depth upstream = 1.12 ft
Velocity = 5.84 ft/s
Flow profile = Horizontal
South Grit Influent Gate 679.03
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 24 in
Invert = 677.67
Number of gates = 1
Flow through gate(s) = 12 mgd
Total area of opening(s) = 3.36 ft^2
77

Section Description
Water Surface Elevation
Velocity through gate(s) = 5.53 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.24 ft
Downstream water level = 678.79
Upstream water level = 679.03
Grit Split
User defined loss for flow split = 0 ft
Total flow through flow split = 24 mgd
Grit Influent Chamber TOW=681.08
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 11.67 ft
Flow = 24 mgd
Downstream channel invert = 671.67
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 85.86 ft^2
Hydraulic radius = 3.254
Normal depth = infinite
Critical depth = 0.68 ft
Depth downstream = 7.36 ft
Bend loss = 0 ft
Depth upstream = 7.36 ft
Velocity = 0.43 ft/s
Flow profile = Horizontal
South Grit Effluent Gate Inv=676.42
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 676.42
Number of gates = 1
Flow through gate(s) = 12 mgd
Total area of opening(s) = 9 ft^2
Velocity through gate(s) = 2.06 ft/s
Flow behavior = weir control
Gate loss = 1.1 ft
Downstream water level = 670.41
Upstream water level = 677.52
679.03
679.03
677.52
78

515.Sf} 51fi.06 fi1G,�1 fi15,52 616.7
Cam binL-dSue en ScfeenAChannel- ScfeenA ScreenAChannel- InfluentChannelto
Ci_chargeChannel A Discharge Influent ScreenA
613.5 613.5 515,75 515.76 615.i7 515.21 615, 23 516.7
616.71
617.89
StartingwatersurFace IPSPumpStatian IPSVdetwell Entrance Flow Combination Combined Screen Screen 6Channel - Screen 6 Screen 6Channel- Flow Split Influent Channel 36in Influent open
elevation 14etwell Cate DischargeChannel & Discharge Influent channel)
518. 2S
M H-1
613.31
36in Influent From
Spi itter Box
61S,S5
Splitter Box

Visual Hydraulics Summary Report - Hydraulic Analysis
Project: Grant Creek WWTP Influent Headworks_RAISED INV_Hydraulics_90p<
Company
Date:
Current flow conditions
Forward Flow =
24 mgd
Return I Flow =
-----
Return II Flow =
-----
Return III Flow =
-----
Section Description Water Surface Elevation
Starting water surface elevation 613.5
ITS Pump Station Wetwell 613.5
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 17 ft
Channel width/diameter = 16 ft
Flow = 24 mgd
Downstream channel invert = 605
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 136.01 ft/2
Hydraulic radius = 4.121
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 8.5 ft
Bend loss = 0 ft
Depth upstream = 8.5 ft
Velocity = 0.27 ft/s
Flow profile = Horizontal
IPS Wetwell Entrance Gate 615.75
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 614
Number of gates = 1
Flow through gate(s) = 24 mgd

Section Description Water Surface Elevation
Total area of opening(s) = 9 ft^2
Velocity through gate(s) = 4.13 ft/s
Flow behavior = weir control
Gate loss = 1.75 ft
Downstream water level = 613.5
Upstream water level = 615.75
Flow Combination
Combined Screen Discharge Channel A 615.86
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 6.5 ft
Channel width/diameter = 5 ft
Flow = 12 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 8.75 ft/12
Hydraulic radius = 1.03
Normal depth = infinite
Critical depth = 0.75 ft
Depth downstream = 1.75 ft
Bend loss = 0.1 ft
Depth upstream = 1.86 ft
Velocity = 2.12 ft/s
Flow profile = Horizontal
Combined Screen Discharge Channel B 615.76
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 3.5 ft
Flow = 12 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 6.13 ft/12
Hydraulic radius = 0.875
Normal depth = infinite
Critical depth = 0.96 ft
Depth downstream = 1.75 ft
Bend loss = 0 ft
Depth upstream = 1.76 ft
Velocity = 3.03 ft/s
Flow profile = Horizontal
Screen B Channel - Discharge 615.77
2

Section Description
Water Surface Elevation
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 11.5 ft
Channel width/diameter = 3.5 ft
Flow = 12 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 6.16 ft/12
Hydraulic radius = 0.878
Normal depth = infinite
Critical depth = 0.96 ft
Depth downstream = 1.76 ft
Bend loss = 0 ft
Depth upstream = 1.77 ft
Velocity = 3.02 ft/s
Flow profile = Horizontal
Screen B
Change in elevation = 0.45 ft
Screen B Channel - Influent
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 17.5 ft
Channel width/diameter = 3.5 ft
Flow = 12 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 7.78 ft/12
Hydraulic radius = 0.979
Normal depth = infinite
Critical depth = 0.96 ft
Depth downstream = 2.22 ft
Bend loss = 0 ft
Depth upstream = 2.23 ft
Velocity = 2.39 ft/s
Flow profile = Horizontal
Flow Split
User defined loss for flow split = 0 ft
Total flow through flow split = 24 mgd
Influent Channel
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
616.22
616.23
616.7
616.71
3

Section Description Water Surface Elevation
Channel width/diameter = 3.5 ft
Flow = 24 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 9.46 ft/2
Hydraulic radius = 1.062
Normal depth = infinite
Critical depth = 1.52 ft
Depth downstream = 2.7 ft
Bend loss = 0 ft
Depth upstream = 2.71 ft
Velocity = 3.93 ft/s
Flow profile = Horizontal
Screen A Channel - Discharge 616.06
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16.5 ft
Channel width/diameter = 3.5 ft
Flow = 12 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 6.53 ft^2
Hydraulic radius = 0.903
Normal depth = infinite
Critical depth = 0.96 ft
Depth downstream = 1.86 ft
Bend loss = 0.19 ft
Depth upstream = 2.06 ft
Velocity = 2.85 ft/s
Flow profile = Horizontal
Screen A 616.51
Change in elevation = 0.45 ft
Screen A Channel - Influent 616.62
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 12.5 ft
Channel width/diameter = 3.5 ft
Flow = 12 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 8.8 ft/12
Hydraulic radius = 1.032
4

Section Description Water Surface Elevation
Normal depth = infinite
Critical depth = 0.96 ft
Depth downstream = 2.51 ft
Bend loss = 0.1 ft
Depth upstream = 2.62 ft
Velocity = 2.11 ft/s
Flow profile = Horizontal
Influent Channel to Screen A 616.7
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 6.5 ft
Channel width/diameter = 4 ft
Flow = 12 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 10.49 ft^2
Hydraulic radius = 1.135
Normal depth = infinite
Critical depth = 0.87 ft
Depth downstream = 2.62 ft
Bend loss = 0.07 ft
Depth upstream = 2.7 ft
Velocity = 1.77 ft/s
Flow profile = Horizontal
36in Influent (open channel) 617.89
Channel shape = Circular
Manning's 'n' = 0.013
Channel length = 123 ft
Channel width/diameter = 3 ft
Flow = 24 mgd
Downstream channel invert = 615
Channel slope = 0.0073 ft/ft
Channel side slope = not applicable
Area of flow = 4.78 ft^2
Hydraulic radius = 0.859
Normal depth = 1.77 ft
Critical depth = 1.99 ft
Depth downstream = 1.99 ft
Bend loss = 0 ft
Depth upstream = 1.99 ft
Velocity = 7.46 ft/s
Flow profile = Steep
MH-1 618.28
Channel shape = Circular
G

Section Description
Water Surface Elevation
Manning's 'n' = 0.013
Channel length = 6 ft
Channel width/diameter = 3 ft
Flow = 24 mgd
Downstream channel invert = 615.9
Channel slope = 0.0167 ft/ft
Channel side slope = not applicable
Area of flow = 4.55 ft^2
Hydraulic radius = 0.841
Normal depth = 1.38 ft
Critical depth = 1.99 ft
Depth downstream = 1.99 ft
Bend loss = 0.29 ft
Depth upstream = 2.28 ft
Velocity = 7.46 ft/s
Flow profile = Steep
36in Influent From Splitter Box
Channel shape = Circular
Manning's 'n' = 0.013
Channel length = 65 ft
Channel width/diameter = 3 ft
Flow = 24 mgd
Downstream channel invert = 616
Channel slope = 0.0077 ft/ft
Channel side slope = not applicable
Area of flow = 4.96 ft^2
Hydraulic radius = 0.864
Normal depth = 1.74 ft
Critical depth = 1.99 ft
Depth downstream = 2.28 ft
Bend loss = 0.32 ft
Depth upstream = 2.31 ft
Velocity = 6.43 ft/s
Flow profile = Steep
Splitter Box
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 8 ft
Channel width/diameter = 11 ft
Flow = 24 mgd
Downstream channel invert = 616.18
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 28.95 ft" 2
Hydraulic radius = 1.78
Normal depth = infinite
618.81
618.85
6

Section Description
Water Surface Elevation
Critical depth = 0.71 ft
Depth downstream = 2.63 ft
Bend loss = 0.04 ft
Depth upstream = 2.67 ft
Velocity = 1.28 ft/s
Flow profile = Horizontal

Visual Hydraulics Summary Report - Hydraulic Analysis
Project: Grant Creek WWTP Grit to Effluent_7.5MGD_HydraulicModel_90pct.vh
Company
Date:
Current flow conditions
Forward Flow =
7.5 mgd
Return I Flow =
6 mgd
Return II Flow =
-----
Return III Flow =11
-----
Section Description Water Surface Elevation
Starting water surface elevation 639
Effluent Wetwell 639
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 21 ft
Channel width/diameter = 5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 34.55 ftA2
Hydraulic radius = 1.836
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 6.91 ft
Bend loss = 0 ft
Depth upstream = 6.91 ft
Velocity = 0.34 ft/s
Flow profile = Horizontal
Approach Channel A 639.01
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 15 ft
Channel width/diameter = 4.5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09

Section Description Water Surface Elevation
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 31.12 ft^2
Hydraulic radius = 1.698
Normal depth = infinite
Critical depth = 0.59 ft
Depth downstream = 6.91 ft
Bend loss = 0 ft
Depth upstream = 6.92 ft
Velocity = 0.37 ft/s
Flow profile = Horizontal
New Chlorine Contact Basin - Ch-B 639.01
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 26 ft
Channel width/diameter = 14.5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 100.35 ft^2
Hydraulic radius = 3.541
Normal depth = infinite
Critical depth = 0.27 ft
Depth downstream = 6.92 ft
Bend loss = 0 ft
Depth upstream = 6.92 ft
Velocity = 0.12 ft/s
Flow profile = Horizontal
Passage BC 639.01
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 34.61 ft^2
Velocity through gate(s) = 0.34 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 639.01
Upstream water level = 639.01
New Chlorine Contact Basin - Ch-C 639.02
Channel shape = Rectangular
Manning's 'n' = 0.013
2

Section Description
Water Surface Elevation
Channel length = 26 ft
Channel width/diameter = 14.5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 100.4 ft^2
Hydraulic radius = 3.542
Normal depth = infinite
Critical depth = 0.27 ft
Depth downstream = 6.92 ft
Bend loss = 0 ft
Depth upstream = 6.93 ft
Velocity = 0.12 ft/s
Flow profile = Horizontal
Passage CD 639.02
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 34.63 ft" 2
Velocity through gate(s) = 0.34 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 639.02
Upstream water level = 639.02
New Chlorine Contact Basin - Ch-D 639.02
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 26 ft
Channel width/diameter = 14.5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 100.45 ft^2
Hydraulic radius = 3.542
Normal depth = infinite
Critical depth = 0.27 ft
Depth downstream = 6.93 ft
Bend loss = 0 ft
Depth upstream = 6.93 ft
Velocity = 0.12 ft/s
Flow profile = Horizontal
3

Section Description
Water Surface Elevation
Entry Gate - New Cl Basin 639.04
Opening type = rectangular orifice
Opening diameter/width = 60 in
Opening height = 36 in
Invert = 634.09
Number of openings = 1
Flow through opening(s) = 7.5 mgd
Total area of opening(s) = 15 ft/2
Velocity through opening(s) = 0.77 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.02 ft
Downstream water level = 639.02
Upstream water level = 639.04
Existing Chlorine Contact Basin - Ch-E 639.05
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 21 ft
Channel width/diameter = 12.5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 86.93 ft^2
Hydraulic radius = 3.292
Normal depth = infinite
Critical depth = 0.3 ft
Depth downstream = 6.95 ft
Bend loss = 0 ft
Depth upstream = 6.96 ft
Velocity = 0.13 ft/s
Flow profile = Horizontal
Passage EF 639.05
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 34.78 ft^2
Velocity through gate(s) = 0.33 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 639.05
Upstream water level = 639.05
4

Section Description
Water Surface Elevation
Existing Chlorine Contact Basin - Ch-F
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 12.5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 86.97 ft^2
Hydraulic radius = 3.292
Normal depth = infinite
Critical depth = 0.3 ft
Depth downstream = 6.96 ft
Bend loss = 0 ft
Depth upstream = 6.96 ft
Velocity = 0.13 ft/s
Flow profile = Horizontal
Passage FG
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd.
Total area of opening(s) = 34.8 ft^2
Velocity through gate(s) = 0.33 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 639.05
Upstream water level = 639.05
Existing Chlorine Contact Basin - Ch-G
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 12.5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 87.02 ft^2
Hydraulic radius = 3.293
Normal depth = infinite
Critical depth = 0.3 ft
Depth downstream = 6.96 ft
639.05
639.05
639.05

Section Description
Water Surface Elevation
Bend loss = 0 ft
Depth upstream = 6.96 ft
Velocity = 0.13 ft/s
Flow profile = Horizontal
Passage GH 639.05
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 34.82 ft^2
Velocity through gate(s) = 0.33 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 639.05
Upstream water level = 639.05
Existing Chlorine Contact Basin - Ch-H
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 12.5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 87.07 ft" 2
Hydraulic radius = 3.294
Normal depth = infinite
Critical depth = 0.3 ft
Depth downstream = 6.96 ft
Bend loss = 0 ft
Depth upstream = 6.97 ft
Velocity = 0.13 ft/s
Flow profile = Horizontal
Passage HI
Opening type = rectangular gate
Opening diameter/width = 60 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 34.84 ft/2
Velocity through gate(s) = 0.33 ft/s
Flow behavior = orifice, downstream control
639.06
639.06
6

Section Description
Water Surface Elevation
Gate loss = 0 ft
Downstream water level = 639.06
Upstream water level = 639.06
Existing Chlorine Contact Basin - Ch-I
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 34.85 ft^2
Hydraulic radius = 1.84
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 6.97 ft
Bend loss = 0.01 ft
Depth upstream = 6.98 ft
Velocity = 0.33 ft/s
Flow profile = Horizontal
639.07
Passage IJ 639.07
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 13.95 ft^2
Velocity through gate(s) = 0.83 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.07
Upstream water level = 639.07
Existing Chlorine Contact Basin - Ch-J 639.08
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 34.91 ft^2
Hydraulic radius = 1.841
7

Section Description Water Surface Elevation
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 6.98 ft
Bend loss = 0.01 ft
Depth upstream = 6.99 ft
Velocity = 0.33 ft/s
Flow profile = Horizontal
Passage JK 639.08
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 13.98 ft" 2
Velocity through gate(s) = 0.83 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.08
Upstream water level = 639.08
Existing Chlorine Contact Basin - Ch-K 639.09
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 34.97 ft^2
Hydraulic radius = 1.842
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 6.99 ft
Bend loss = 0.01 ft
Depth upstream = 7 ft
Velocity = 0.33 ft/s
Flow profile = Horizontal
Passage KL 639.1
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
8

Section Description Water Surface Elevation
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 14 ft^2
Velocity through gate(s) = 0.83 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.09
Upstream water level = 639.1
Existing Chlorine Contact Basin - Ch-L 639.1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 35.03 ft^2
Hydraulic radius = 1.843
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 7.01 ft
Bend loss = 0 ft
Depth upstream = 7.01 ft
Velocity = 0.33 ft/s
Flow profile = Horizontal
Chlorine Entry Channel 639.11
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 11 ft
Channel width/diameter = 5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 35.06 ft^2
Hydraulic radius = 1.843
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 7.01 ft
Bend loss = 0.01 ft
Depth upstream = 7.02 ft
Velocity = 0.33 ft/s
Flow profile = Horizontal
Passage Ch-1 639.11
Opening type = rectangular gate
9

Section Description
Water Surface Elevation
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 14.04 ft^2
Velocity through gate(s) = 0.83 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.11
Upstream water level = 63 9. 11
CCT Entry Channel 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 2.67 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 18.75 ft" 2
Hydraulic radius = 1.122
Normal depth = infinite
Critical depth = 0.84 ft
Depth downstream = 7.02 ft
Bend loss = 0.02 ft
Depth upstream = 7.04 ft
Velocity = 0.62 ft/s
Flow profile = Horizontal
639.13
Passage 1-2 639.14
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 14.09 ft^2
Velocity through gate(s) = 0.82 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.13
Upstream water level = 639.14
CCT Entry Channel 2
Channel shape = Rectangular
Manning's 'n' = 0.013
639.16
10

Section Description
Water Surface Elevation
Channel length = 5 ft
Channel width/diameter = 2.67 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 18.82 ft^2
Hydraulic radius = 1.122
Normal depth = infinite
Critical depth = 0.84 ft
Depth downstream = 7.05 ft
Bend loss = 0.02 ft
Depth upstream = 7.07 ft
Velocity = 0.62 ft/s
Flow profile = Horizontal
Passage 2-3 639.16
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd.
Total area of opening(s) = 14.14 ft/2
Velocity through gate(s) = 0.82 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.16
Upstream water level = 639.16
CCT Entry Channel 3 639.18
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 2.67 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 18.89 ft^2
Hydraulic radius = 1.123
Normal depth = infinite
Critical depth = 0.84 ft
Depth downstream = 7.07 ft
Bend loss = 0.02 ft
Depth upstream = 7.09 ft
Velocity = 0.61 ft/s
Flow profile = Horizontal

Section Description
Water Surface Elevation
Passage 3-4 639.19
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 132 in
Invert = 632.09
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 14.19 ft^2
Velocity through gate(s) = 0.82 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 639.18
Upstream water level = 639.19
CCT Entry Channel 4
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 2.67 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 18.95 ft^2
Hydraulic radius = 1.124
Normal depth = infinite
Critical depth = 0.84 ft
Depth downstream = 7.1 ft
Bend loss = 0.02 ft
Depth upstream = 7.12 ft
Velocity = 0.61 ft/s
Flow profile = Horizontal
Cl Influent Weir
Weir invert (top of weir) = 638.09
Weir length = 5 ft
Weir'C' coefficient = 3
Flow over weir = 7.5 mgd
Weir submergence = fully submerged
Head over weir = 1.31 ft
Cl Weir Approach
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 2.75 ft
Channel width/diameter = 5 ft
Flow = 7.5 mgd
639.21
639.4
639.4
12

Section Description Water Surface Elevation
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 36.54 ftA2
Hydraulic radius = 1.863
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 7.31 ft
Bend loss = 0 ft
Depth upstream = 7.31 ft
Velocity = 0.32 ft/s
Flow profile = Horizontal
Underflow Baffle 639.45
Opening type = rectangular orifice
Opening diameter/width = 60 in
Opening height = 24 in
Invert = 632.09
Number of openings = 1
Flow through opening(s) = 7.5 mgd
Total area of opening(s) = 10 ft^2
Velocity through opening(s) = 1.16 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.05 ft
Downstream water level = 639.4
Upstream water level = 639.45
Cl Basin Influent 639.46
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 2.75 ft
Channel width/diameter = 5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 36.82 ft^2
Hydraulic radius = 1.866
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 7.36 ft
Bend loss = 0 ft
Depth upstream = 7.37 ft
Velocity = 0.32 ft/s
Flow profile = Horizontal
New Influent Port 42in x 42in 639.49
Opening type = rectangular orifice
13

Section Description
Water Surface Elevation
Opening diameter/width = 42 in
Opening height = 42 in
Invert = 633.5
Number of openings = 1
Flow through opening(s) = 7.5 mgd
Total area of opening(s) = 12.25 ft^2
Velocity through opening(s) = 0.95 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.04 ft
Downstream water level = 639.46
Upstream water level = 639.49
Box 7 Exit TOW = 642
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 6 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 22.21 ft" 2
Hydraulic radius = 1.247
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 7.4 ft
Bend loss = 0 ft
Depth upstream = 7.4 ft
Velocity = 0.52 ft/s
Flow profile = Horizontal
639.49
Second Influent Port 42in 639.56
Opening type = circular orifice
Opening diameter/width = 42 in
Opening height = not applicable
Invert = 632.84
Number of openings = 1
Flow through opening(s) = 7.5 mgd
Total area of opening(s) = 9.62 ft^2
Velocity through opening(s) = 1.21 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.06 ft
Downstream water level = 639.49
Upstream water level = 639.56
Box 7 Middle TOW = 643.07
Channel shape = Rectangular
Manning's V = 0.013
639.56
14

Section Description
Water Surface Elevation
Channel length = 4 ft
Channel width/diameter = 5 ft
Flow = 7.5 mgd
Downstream channel invert = 632.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 37.34 ft^2
Hydraulic radius = 1.873
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 7.47 ft
Bend loss = 0 ft
Depth upstream = 7.47 ft
Velocity = 0.31 ft/s
Flow profile = Horizontal
Influent Port 3 639.61
Opening type = circular orifice
Opening diameter/width = 24 in
Opening height = not applicable
Invert = 635.09
Number of openings = 1
Flow through opening(s) = 2.25 mgd
Total area of opening(s) = 3.14 ft" 2
Velocity through opening(s) = 1.11 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.05 ft
Downstream water level = 639.56
Upstream water level = 639.61
42in from Round Clarifiers 639.58
Pipe shape = Circular
Diameter = 42 in
Length = 110 ft
Flow = 5.25 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1
Pipe area = 9.62 ftz
Pipe hydraulic radius = 0.875
Age factor = 1
Solids factor = 1
Velocity = 0.84 ft/s
Friction loss = 0.01 ft
Fitting loss = 0.01 ft
Total loss = 0.02 ft
15

Section Description Water Surface Elevation
42in Tee Run 639.59
Tee type = run of tee
Diameter of pipe run past tee = 42 in
Flow through tee = 2.548 mgd
Velocity through tee = 0.41 ft/s
Total tee K value = 0.6
Overall head loss = 0 ft
4200 Tee Branch to Line 639.6
Tee type = branch to line
Diameter of pipe line = 42 in
Diameter of pipe branch = 30 in
Flow through tee = 2.704 mgd
Velocity through tee = 0.85 ft/s
Total tee K value = 1.69
Overall head loss = 0.02 ft
42in Clarifier 2 Effluent 639.59
Pipe shape = Circular
Diameter = 42 in
Length = 25 ft
Flow = 2.548 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 9.62 ft2
Pipe hydraulic radius = 0.875
Age factor = 1
Solids factor = 1
Velocity = 0.41 ft/s
Friction loss = 0 ft
Fitting loss = 0 ft
Total loss = 0 ft
30in Clarifier 1 Effluent 639.61
Pipe shape = Circular
Diameter = 30 in
Length = 20 ft
Flow = 2.704 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.5
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 0.85 ft/s
16

Section Description Water Surface Elevation
Friction loss = 0 ft
Fitting loss = 0.01 ft
Total loss = 0.01 ft
Clarifier 1 Eff Well 639.61
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 4 ft
Flow = 2.704 mgd
Downstream channel invert = 635.71
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 15.61 ft^2
Hydraulic radius = 1.322
Normal depth = infinite
Critical depth = 0.32 ft
Depth downstream = 3.9 ft
Bend loss = 0 ft
Depth upstream = 3.9 ft
Velocity = 0.27 ft/s
Flow profile = Horizontal
Clarifier 1 Eff Launder 641.89
Launder invert = 641.06
Launder length = 141 ft
Launder width = 1.12 ft
Launder slope = 0 ft/ft
Flow through launder = 1.352 mgd
Critical depth = 0.48 ft
Downstream depth = 0.48 ft
Upstream depth = 0.83 ft
GVF Clar 1 Launder Effluent to 641.56 641.56
Change in elevation = -0.33 ft
Clarifier 1 Eff V notch Weir EL=642.72 642.83
Invert of V notch = 642.72
Angle of V notch = 90 degrees
Number of notches = 193
Total flow over weir = 1.352 mgd
Weir submergence = unsubmerged
Head over weir = 0.11 ft
Clarifier 1 642.84
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72.67 ft
17

Section Description
Water Surface Elevation
Channel width/diameter = 72.67 ft
Flow = 4.864 mgd
Downstream channel invert = 630.92
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 865.79 ft/2
Hydraulic radius = 8.972
Normal depth = infinite
Critical depth = 0.07 ft
Depth downstream = 11.91 ft
Bend loss = 0 ft
Depth upstream = 11.92 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Influent Orifices 1
Opening type = circular orifice
Opening diameter/width = 3 in
Opening height = not applicable
Invert = 641.01
Number of openings = 82
Flow through opening(s) = 4.864 mgd
Total area of opening(s) = 4.03 ft^2
Velocity through opening(s) = 1.87 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.15 ft
Downstream water level = 642.84
Upstream water level = 642.99
Clarifier 1 Influent Launder TOW=644.48
Launder invert = 641.01
Launder length = 141 ft
Launder width = 1.12 ft
Launder slope = 0 ft/ft
Flow through launder = 2.432 mgd
Critical depth = 0.71 ft
Downstream depth = 1.98 ft
Upstream depth = 2.06 ft
GVF Clar 1 Launder Influent to 642.97
Change in elevation = -0.1 ft
Clarifier 1 Influent Channel
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 5 ft
Flow = 4.864 mgd
642.99
643.07
642.97
642.98
18

Section Description
Water Surface Elevation
Downstream channel invert = 634.49
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 42.42 ft^2
Hydraulic radius = 1.931
Normal depth = infinite
Critical depth = 0.41 ft
Depth downstream = 8.48 ft
Bend loss = 0 ft
Depth upstream = 8.49 ft
Velocity = 0.18 ft/s
Flow profile = Horizontal
36in Clarifier 1 Influent
Pipe shape = Circular
Diameter = 36 in
Length = 8 ft
Flow = 4.864 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.5
Pipe area = 7.07 ft2
Pipe hydraulic radius = 0.75
Age factor = 1
Solids factor = 1
Velocity = 1.06 ft/s
Friction loss = 0 ft
Fittiniz loss = 0.04 ft
Total loss = 0.05 ft
Clarifier 1 Entry Box 7
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 5 ft
Channel width/diameter = 4.67 ft
Flow = 4.864 mgd
Downstream channel invert = 632.57
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 48.82 ft^2
Hydraulic radius = 1.909
Normal depth = infinite
Critical depth = 0.43 ft
Depth downstream = 10.45 ft
Bend loss = 0 ft
Depth upstream = 10.46 ft
Velocity = 0.15 ft/s
Flow profile = Horizontal
643.02
643.03
19

Section Description Water Surface Elevation
Box 7 Weir to Clarifier 1 E1=639.25 643.05
Weir invert (top of weir) = 639.25
Weir length = 5 ft
Weir'C' coefficient = 3
Flow over weir = 4.864 mgd
Weir submergence = fully submerged
Head over weir = 3.8 ft
4200 increaser 639.59
Diameter of smaller pipe = 30 in
Diameter of larger pipe = 42 in
Flow through pipe = 2.548 mgd
Transition angle = 16.3 degrees
Overall head loss = 0 ft
Transition K value = 0.06
Area of smaller pipe = 4.91 f02
Area of larger pipe = 9.62 ft^2
Velocity in smaller pipe = 4.02 ft/s
Velocity in larger pipe = 2.05 ft/s
Overall head loss = 0 ft
30in Clarifier 2 Effluent 639.6
Pipe shape = Circular
Diameter = 30 in
Length = 70 ft
Flow = 2.548 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.9
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 0.8 ft/s
Friction loss = 0.01 ft
Fitting loss = 0.01 ft
Total loss = 0.02 ft
Clarifier 2 Eff Well 639.61
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 4 ft
Flow = 2.548 mgd
Downstream channel invert = 635.65
Channel slope = 0 ft/ft
20

Section Description Water Surface Elevation
Channel side slope = not applicable
Area of flow = 15.82 ft^2
Hydraulic radius = 1.328
Normal depth = infinite
Critical depth = 0.31 ft
Depth downstream = 3.95 ft
Bend loss = 0 ft
Depth upstream = 3.96 ft
Velocity = 0.25 ft/s
Flow profile = Horizontal
Clarifier 2 Eff Launder 642.29
Launder invert = 641.5
Launder length = 135 ft
Launder width = 1.12 ft
Launder slope = 0 ft/ft
Flow through launder = 1.274 mgd
Critical depth = 0.46 ft
Downstream depth = 0.46 ft
Upstream depth = 0.79 ft
GVF Clar 2 Launder Effluent to 642.02 642.02
Change in elevation = -0.27 ft
Clarifier 2 Eff V notch Weir EL=642.73 642.84
Invert of V notch = 642.73
Angle of V notch = 90 degrees
Number of notches = 193
Total flow over weir = 1.274 mgd
Weir submergence = unsubmerged
Head over weir = 0.11 ft
Clarifier 2 642.84
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72.67 ft
Channel width/diameter = 72.67 ft
Flow = 4.588 mgd
Downstream channel invert = 630.86
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 870.68 ft/2
Hydraulic radius = 9.01
Normal depth = infinite
Critical depth = 0.07 ft
Depth downstream = 11.98 ft
Bend loss = 0 ft
Depth upstream = 11.98 ft
21

Section Description Water Surface Elevation
Velocity = 0.01 ft/s
Flow profile = Horizontal
Influent Orifices 2 642.98
Opening type = circular orifice
Opening diameter/width = 3 in
Opening height = not applicable
Invert = 641.56
Number of openings = 82
Flow through opening(s) = 4.588 mgd
Total area of opening(s) = 4.03 ft^2
Velocity through opening(s) = 1.76 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.13 ft
Downstream water level = 642.84
Upstream water level = 642.98
Clarifier 2 Influent Launder TOW=644.35 643.12
Launder invert = 641.56
Launder length = 141 ft
Launder width = 1.12 ft
Launder slope = 0 ft/ft
Flow through launder = 2.294 mgd
Critical depth = 0.68 ft
Downstream depth = 1.42 ft
Upstream depth = 1.56 ft
GVF Clar 2 Launder Influent to 643.00 643
Change in elevation = -0.12 ft
Clarifier 2 Influent Channel 643.01
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 5 ft
Flow = 4.588 mgd
Downstream channel invert = 637.21
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 28.98 ft^2
Hydraulic radius = 1.747
Normal depth = infinite
Critical depth = 0.4 ft
Depth downstream = 5.79 ft
Bend loss = 0 ft
Depth upstream = 5.8 ft
Velocity = 0.24 ft/s
Flow profile = Horizontal
22

Section Description
Water Surface Elevation
36in Clarifier 2 Influent
Pipe shape = Circular
Diameter = 36 in
Length = 141 ft
Flow = 4.588 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 3.3
Pipe area = 7.07 ft2
Pipe hydraulic radius = 0.75
Age factor = 1
Solids factor = 1
Velocity = 1 ft/s
Friction loss = 0.02 ft
Fitting loss = 0.05 ft
Total loss = 0.08 ft
Clarifier 2 Entry Box 7
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 5 ft
Channel width/diameter = 4.67 ft
Flow = 4.588 mgd
Downstream channel invert = 632.57
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 49.11 ft^2
Hydraulic radius = 1.911
Normal depth = infinite
Critical depth = 0.42 ft
Depth downstream = 10.51 ft
Bend loss = 0 ft
Depth upstream = 10.52 ft
Velocity = 0.14 ft/s
Flow profile = Horizontal
Box 7 Weir to Clarifier 2 E1=639.25
Weir invert (top of weir) = 639.25
Weir length = 5 ft
Weir'C' coefficient = 3
Flow over weir = 4.588 mgd
Weir submergence = fully submerged
Head over weir = 3.86 ft
643.08
643.09
643.11
Clarifier 1-2 Split 643.11
User defined loss for flow split = 0 ft
Total flow through flow split = 9.452 mgd
23

Section Description
Water Surface Elevation
New Box 7 Influent TOW=648.32
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 10.67 ft
Channel width/diameter = 4 ft
Flow = 9.45 mgd
Downstream channel invert = 632.57
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 42.15 ft/2
Hydraulic radius = 1.681
Normal depth = infinite
Critical depth = 0.75 ft
Depth downstream = 10.54 ft
Bend loss = 0 ft
Depth upstream = 10.54 ft
Velocity = 0.35 ft/s
Flow profile = Horizontal
48n Influent to Box 7
Pipe shape = Circular
Diameter = 48 in
Length = 90 ft
Flow = 9.45 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 12.57 ft2
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 1.16 ft/s
Friction loss = 0.01 ft
Fitting loss = 0.03 ft
Total loss = 0.05 ft
Box 7 From Rectangle Clarifier
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 4 ft
Channel width/diameter = 4 ft
Flow = 2.25 mgd
Downstream channel invert = 635.09
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 18.1 ft^2
Hydraulic radius = 1.387
643.11
643.16
639.62
24

Section Description Water Surface Elevation
Normal depth = infinite
Critical depth = 0.29 ft
Depth downstream = 4.52 ft
Bend loss = 0 ft
Depth upstream = 4.53 ft
Velocity = 0.19 ft/s
Flow profile = Horizontal
24in Clarifier 34 Effluent 639.64
Pipe shape = Circular
Diameter = 24 in
Length = 15 ft
Flow = 2.25 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 1.11 ft/s
Friction loss = 0 ft
Fitting loss = 0.02 ft
Total loss = 0.02 ft
24x24 Cross 639.68
Tee type = line to branch
Diameter of pipe line = 24 in
Diameter of pipe branch = 24 in
Flow through tee = 2.25 mgd
Velocity through tee = 1.11 ft/s
Total tee K value = 1.8
Overall head loss = 0.03 ft
20x24 Increaser 639.68
Diameter of smaller pipe = 20 in
Diameter of larger pipe = 24 in
Flow through pipe = 2.25 mgd
Transition angle = 9.5 degrees
Overall head loss = 0 ft
Transition K value = 0.02
Area of smaller pipe = 2.18 f02
Area of larger pipe = 3.14 ft^2
Velocity in smaller pipe = 1.65 ft/s
Velocity in larger pipe = 1.14 ft/s
Overall head loss = 0 ft
20in Clarifier 34 Effluent 639.72
25

Section Description
Water Surface Elevation
Pipe shape = Circular
Diameter = 20 in
Length = 15 ft
Flow = 2.25 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.8
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 1.6 ft/s
Friction loss = 0.01 ft
Fitting loss = 0.03 ft
Total loss = 0.04 ft
Clarifier 3-4 Combination Area
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 2.25 mgd
Downstream channel invert = 639.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.12 ft/2
Hydraulic radius = 0.3
Normal depth = infinite
Critical depth = 0.35 ft
Depth downstream = 0.35 ft
Bend loss = 0.26 ft
Depth upstream = 0.66 ft
Velocity = 3.34 ft/s
Flow profile = Horizontal
640.21
Clarifier 4 Eff Gate 640.22
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 639.55
Number of gates = 1
Flow through gate(s) = 1.125 mgd
Total area of opening(s) = 1.99 ft/2
Velocity through gate(s) = 0.87 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 640.21
26

Section Description
Water Surface Elevation
Upstream water level = 640.22
Clarifier 3 Eff Gate 640.22
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 639.55
Number of gates = 1
Flow through gate(s) = 1.125 mgd
Total area of opening(s) = 1.99 ft^2
Velocity through gate(s) = 0.87 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.01 ft
Downstream water level = 640.21
Upstream water level = 640.22
Clarifier 3 Effluent Well
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 11 ft
Channel width/diameter = 2 ft
Flow = 1.125 mgd
Downstream channel invert = 639.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.34 ft" 2
Hydraulic radius = 0.402
Normal depth = infinite
Critical depth = 0.29 ft
Depth downstream = 0.67 ft
Bend loss = 0.04 ft
Depth upstream = 0.72 ft
Velocity = 1.3 ft/s
Flow profile = Horizontal
Clarifier 3 Effluent Channel
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 8 ft
Channel width/diameter = 1.5 ft
Flow = 1.125 mgd
Downstream channel invert = 641.15
Channel slope = 0.015 ft/ft
Channel side slope = not applicable
Area of flow = 0.45 ft^2
Hydraulic radius = 0.214
Normal depth = 0.26 ft
Critical depth = 0.35 ft
640.27
641.62
27

Section Description Water Surface Elevation
Depth downstream = 0.35 ft
Bend loss = 0 ft
Depth upstream = 0.35 ft
Velocity = 3.34 ft/s
Flow profile = Steep
Clarifier 3 Effluent Channel Upstream 641.75
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 17.5 ft
Channel width/diameter = 1.5 ft
Flow = 0.544 mgd
Downstream channel invert = 641.27
Channel slope = 0.015 ft/ft
Channel side slope = not applicable
Area of flow = 0.35 ft^2
Hydraulic radius = 0.176
Normal depth = 0.16 ft
Critical depth = 0.21 ft
Depth downstream = 0.35 ft
Bend loss = 0 ft
Depth upstream = 0.21 ft
Velocity = 1.61 ft/s
Flow profile = Steep
Clarifier 3 642.93
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 78 ft
Channel width/diameter = 20 ft
Flow = 2.025 mgd
Downstream channel invert = 633.48
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 189.01 ft" 2
Hydraulic radius = 4.859
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.45 ft
Bend loss = 0 ft
Depth upstream = 9.45 ft
Velocity = 0.02 ft/s
Flow profile = Horizontal
Influent Ports 3 642.93
Opening type = rectangular gate
Opening diameter/width = 36 in
28

Section Description
Water Surface Elevation
Gate height = 46 in
Invert = 639.42
Number of gates = 4
Flow through gate(s) = 2.025 mgd
Total area of opening(s) = 42.14 ft^2
Velocity through gate(s) = 0.07 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 642.93
Upstream water level = 642.93
Clarifier 3 Launder B
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.172 mgd
Critical depth = 0.13 ft
Downstream depth = 0.13 ft
Upstream depth = 0.23 ft
Clarifier 3 Launder A
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.172 mgd
Critical depth = 0.13 ft
Downstream depth = 0.13 ft
Upstream depth = 0.23 ft
GVF Calc - WSE at C3LA to 641.76
Change in elevation = 0.14 ft
GVF Calc - WSE at C3LB to 641.76
Change in elevation = 0.14 ft
Clarifier 3 Launder C
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.172 mgd
Critical depth = 0.13 ft
Downstream depth = 0.13 ft
Upstream depth = 0.23 ft
642
642
641.76
641.76
642
29

Section Description Water Surface Elevation
Clarifier 3 Launder D 642
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.172 mgd
Critical depth = 0.13 ft
Downstream depth = 0.13 ft
Upstream depth = 0.23 ft
GVF Cale - WSE at C31,C to 641.84 641.84
Change in elevation = 0.09 ft
GVF Calc - WSE at C3LD to 641.84 641.84
Change in elevation = 0.09 ft
Clarifier 3 Launder Split 642
User defined loss for flow split = 0 ft
Total flow through flow split = 0.688 mgd
Clarifier 3 Total Weir EL=642.78 642.93
Invert of V notch = 642.78
Angle of V notch = 90 degrees
Number of notches = 80
Total flow over weir = 1.125 mgd
Weir submergence = unsubmerged
Head over weir = 0.15 ft
Clarifier 3 Influent Channel 642.96
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 1 ft
Flow = 2.025 mgd
Downstream channel invert = 639.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.51 ft^2
Hydraulic radius = 0.438
Normal depth = infinite
Critical depth = 0.67 ft
Depth downstream = 3.51 ft
Bend loss = 0.02 ft
Depth upstream = 3.54 ft
Velocity = 0.89 ft/s
Flow profile = Horizontal
Clarifier 3 Inf Gate 642.96
30

Section Description
Water Surface Elevation
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 639.42
Number of gates = 1
Flow through gate(s) = 2.025 mgd
Total area of opening(s) = 9 ft^2
Velocity through gate(s) = 0.35 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 642.96
Upstream water level = 642.96
Clarifier 4 Effluent Well
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 11 ft
Channel width/diameter = 2 ft
Flow = 1.125 mgd
Downstream channel invert = 639.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.34 ft^2
Hydraulic radius = 0.402
Normal depth = infinite
Critical depth = 0.29 ft
Depth downstream = 0.67 ft
Bend loss = 0.04 ft
Depth upstream = 0.72 ft
Velocity = 1.3 ft/s
Flow profile = Horizontal
Clarifier 4 Effluent Channel
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 8 ft
Channel width/diameter = 1.5 ft
Flow = 1.125 mgd
Downstream channel invert = 641.15
Channel slope = 0.015 ft/ft
Channel side slope = not applicable
Area of flow = 0.45 ft" 2
Hydraulic radius = 0.214
Normal depth = 0.26 ft
Critical depth = 0.35 ft
Depth downstream = 0.35 ft
Bend loss =oft
Depth upstream = 0.35 ft
640.27
641.62
31

Section Description Water Surface Elevation
Velocity = 3.34 ft/s
Flow profile = Steep
GVF Cale - WSE at C4LB to 641.76 641.76
Change in elevation = 0.14 ft
GVF Cale - WSE at C4LA to 641.76 641.76
Change in elevation = 0.14 ft
Clarifier 4 Effluent Channel Upstream 641.75
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 17.5 ft
Channel width/diameter = 1.5 ft
Flow = 0.544 mgd
Downstream channel invert = 641.27
Channel slope = 0.015 ft/ft
Channel side slope = not applicable
Area of flow = 0.35 ft^2
Hydraulic radius = 0.176
Normal depth = 0.16 ft
Critical depth = 0.21 ft
Depth downstream = 0.35 ft
Bend loss = 0 ft
Depth upstream = 0.21 ft
Velocity = 1.61 ft/s
Flow profile = Steep
Clarifier 4 Launder A 642
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.172 mgd
Critical depth = 0.13 ft
Downstream depth = 0.13 ft
Upstream depth = 0.23 ft
Clarifier 4 Launder B 642
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.172 mgd
Critical depth = 0.13 ft
Downstream depth = 0.13 ft
Upstream depth = 0.23 ft
32

Section Description
Water Surface Elevation
GVF Calc - WSE at C4LD to 641.84
Change in elevation = 0.09 ft
GVF Calc - WSE at C4LC to 641.84
Change in elevation = 0.09 ft
Clarifier 4 Launder C
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.172 mgd
Critical depth = 0.13 ft
Downstream depth = 0.13 ft
Upstream depth = 0.23 ft
Clarifier 4 Launder D
Launder invert = 641.77
Launder length = 9 ft
Launder width = 1 ft
Launder slope = 0 ft/ft
Flow through launder = 0.172 mgd
Critical depth = 0.13 ft
Downstream depth = 0.13 ft
Upstream depth = 0.23 ft
641.84
641.84
642
642
Clarifier 4 Launder Split 642
User defined loss for flow split = 0 ft
Total flow through flow split = 0.688 mgd
Clarifier 4 Total Weir EL=642.78
Invert of V notch = 642.78
Angle of V notch = 90 degrees
Number of notches = 80
Total flow over weir = 1.125 mgd
Weir submergence = unsubmerged
Head over weir = 0.15 ft
Clarifier 4
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 78 ft
Channel width/diameter = 20 ft
Flow = 2.025 mgd
Downstream channel invert = 633.48
Channel slope = 0 ft/ft
642.93
642.93
33

Section Description Water Surface Elevation
Channel side slope = not applicable
Area of flow = 189.01 ft^2
Hydraulic radius = 4.859
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.45 ft
Bend loss = 0 ft
Depth upstream = 9.45 ft
Velocity = 0.02 ft/s
Flow profile = Horizontal
Influent Ports 4 642.93
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 46 in
Invert = 639.42
Number of gates = 1
Flow through gate(s) = 2.025 mgd
Total area of opening(s) = 10.54 ft" 2
Velocity through gate(s) = 0.3 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 642.93
Upstream water level = 642.93
Clarifier 4 Influent Channel 642.96
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 1 ft
Flow = 2.025 mgd
Downstream channel invert = 639.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.51 ft" 2
Hydraulic radius = 0.438
Normal depth = infinite
Critical depth = 0.67 ft
Depth downstream = 3.51 ft
Bend loss = 0.02 ft
Depth upstream = 3.54 ft
Velocity = 0.89 ft/s
Flow profile = Horizontal
Clarifier 4 Inf Gate 642.96
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
34

Section Description
Water Surface Elevation
Invert = 639.42
Number of gates = 1
Flow through gate(s) = 2.025 mgd
Total area of opening(s) = 9 ft^2
Velocity through gate(s) = 0.35 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 642.96
Upstream water level = 642.96
Clarifier 3-4 Split 642.96
User defined loss for flow split = 0 ft
Total flow through flow split = 4.05 mgd
Clarifier 3-4 Influent Split 642.96
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 4.05 mgd
Downstream channel invert = 639.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 10.62 ft^2
Hydraulic radius = 1.054
Normal depth = infinite
Critical depth = 0.51 ft
Depth downstream = 3.54 ft
Bend loss = 0 ft
Depth upstream = 3.54 ft
Velocity = 0.59 ft/s
Flow profile = Horizontal
20in Clarifier 3-4 Influent 643.16
Pipe shape = Circular
Diameter = 20 in
Length = 12 ft
Flow = 4.05 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.3
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 2.87 ft/s
Friction loss = 0.03 ft
Fitting loss = 0.17 ft
35

Section Description Water Surface Elevation
Total loss = 0.19 ft
24x20 decreaser 643.16
Diameter of smaller pipe = 20 in
Diameter of larger pipe = 24 in
Flow through pipe = 4.05 mgd
Transition angle = 0.8 degrees
Overall head loss = 0 ft
Transition K value = 0.06
Area of smaller pipe = 4.91 ft^2
Area of larger pipe = 9.62 ft" 2
Velocity in smaller pipe = 4.02 ft/s
Velocity in larger pipe = 2.05 ft/s
Overall head loss = 0 ft
24in Clarifier 3-4 Influent 643.23
Pipe shape = Circular
Diameter = 20 in
Length = 5 ft
Flow = 4.05 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.5
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 2.87 ft/s
Friction loss = 0.01 ft
Fitting loss = 0.06 ft
Total loss = 0.08 ft
24x24 Cross 643.24
Tee type = run of tee
Diameter of pipe run past tee = 24 in
Flow through tee = 2.024 mgd
Velocity through tee = 1 ft/s
Total tee K value = 0.6
Overall head loss = 0.01 ft
24x24 Cross Split 643.26
Tee type = branch to line
Diameter of pipe line = 24 in
Diameter of pipe branch = 24 in
Flow through tee = 2.024 mgd
Velocity through tee = 1 ft/s
Total tee K value = 1.5
36

Section Description
Water Surface Elevation
Overall head loss = 0.02 ft
24in Bypass Pipe
Pipe shape = Circular
Diameter = 24 in
Length = 20 ft
Flow = 2.024 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 1 ft/s
Friction loss = 0.01 ft
Fitting loss = 0 ft
Total loss = 0.01 ft
24x24 Tee Bend
Tee type = branch to line
Diameter of pipe line = 24 in
Diameter of pipe branch = 24 in
Flow through tee = 2.024 mgd
Velocity through tee = 1 ft/s
Total tee K value = 1.5
Overall head loss = 0.02 ft
24in Bypass From Box 5
Pipe shape = Circular
Diameter = 24 in
Length = 42 ft
Flow = 2.024 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.1
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 1 ft/s
Friction loss = 0.01 ft
Fitting loss = 0.03 ft
Total loss = 0.04 ft
643.26
643.29
643.33
Box 5 Split 643.33
User defined loss for flow split = 0 ft
Total flow through flow split = 13.5 mgd
37

Section Description Water Surface Elevation
New Box 5 TOS = 646.58 643.33
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 4.67 ft
Channel width/diameter = 15 ft
Flow = 13.5 mgd
Downstream channel invert = 635.08
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 123.74 ft" 2
Hydraulic radius = 3.928
Normal depth = infinite
Critical depth = 0.39 ft
Depth downstream = 8.25 ft
Bend loss = 0 ft
Depth upstream = 8.25 ft
Velocity = 0.17 ft/s
Flow profile = Horizontal
Box 5 Weir EL=643.75 644.35
Weir invert (top of weir) = 643.75
Weir length = 15 ft
Weir'C' coefficient = 3
Flow over weir = 13.5 mgd
Weir submergence = unsubmerged
Head over weir = 0.6 ft
Clarifier Split 643.24
User defined loss for flow split = 0 ft
Total flow through flow split = 11.474 mgd
Flow Control Box to Clarifiers TOW=647.95 643.24
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 5 ft
Flow = 11.476 mgd
Downstream channel invert = 635.15
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 40.47 ft'12
Hydraulic radius = 1.91
Normal depth = infinite
Critical depth = 0.73 ft
Depth downstream = 8.09 ft
Bend loss = 0 ft
Depth upstream = 8.09 ft
38

Section Description
Water Surface Elevation
Velocity = 0.44 ft/s
Flow profile = Horizontal
48n Influent to Flow Control
Pipe shape = Circular
Diameter = 48 in
Length = 45 ft
Flow = 11.476 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 12.57 ft2
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 1.41 ft/s
Friction loss = 0.01 ft
Fitting loss = 0.05 ft
Total loss = 0.06 ft
Box 5 Influent TOS=646.58
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 5 ft
Channel width/diameter = 15 ft
Flow = 13.5 mgd
Downstream channel invert = 635.08
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 139.05 ft" 2
Hydraulic radius = 4.146
Normal depth = infinite
Critical depth = 0.39 ft
Depth downstream = 9.27 ft
Bend loss = 0 ft
Depth upstream = 9.27 ft
Velocity = 0.15 ft/s
Flow profile = Horizontal
48n Effluent from Aeration
Pipe shape = Circular
Diameter = 48 in
Length = 36 ft
Flow = 13.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.8
643.3
644.35
644.48
39

Section Description Water Surface Elevation
Pipe area = 12.57 ft'
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 1.66 ft/s
Friction loss = 0.01 ft
Fitting loss = 0.12 ft
Total loss = 0.13 ft
Aeration Basin TOW=646.38 644.48
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 340 ft
Channel width/diameter = 240 ft
Flow = 13.5 mgd
Downstream channel invert = 631.38
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3144.7 ft/2
Hydraulic radius = 11.813
Normal depth = infinite
Critical depth = 0.06 ft
Depth downstream = 13.1 ft
Bend loss = 0 ft
Depth upstream = 13.1 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Influent Tee 644.53
Pipe shape = Circular
Diameter = 30 in
Length = 1 ft
Flow = 5.4 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 1.7 ft/s
Friction loss = 0 ft
Fitting loss = 0.04 ft
Total loss = 0.05 ft
Dividing Tee 644.6
Tee type = branch to line
40

Section Description
Water Surface Elevation
Diameter of pipe line = 30 in
Diameter of pipe branch = 30 in
Flow through tee = 5.4 mgd
Velocity through tee = 1.7 ft/s
Total tee K value = 1.5
Overall head loss = 0.07 ft
30in Existing Aeration Influent
Pipe shape = Circular
Diameter = 30 in
Length = 70 ft
Flow = 5.4 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.5
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 1.7 ft/s
Friction loss = 0.04 ft
Fitting loss = 0.02 ft
Total loss = 0.06 ft
Box 4 TOW=648.0
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 4 ft
Channel width/diameter = 4 ft
Flow = 5.4 mgd
Downstream channel invert = 635.21
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 37.8 ft^2
Hydraulic radius = 1.651
Normal depth = infinite
Critical depth = 0.51 ft
Depth downstream = 9.45 ft
Bend loss = 0 ft
Depth upstream = 9.45 ft
Velocity = 0.22 ft/s
Flow profile = Horizontal
30in Box 4 to New Box
Pipe shape = Circular
Diameter = 30 in
Length = 9 ft
644.66
644.66
644.73
41

Section Description Water Surface Elevation
Flow = 5.4 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 1.7 ft/s
Friction loss = 0 ft
Fitting loss = 0.07 ft
Total loss = 0.07 ft
30in New Aeration Influent 644.73
Pipe shape = Circular
Diameter = 30 in
Length = 70 ft
Flow = 8.1 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.3
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 2.55 ft/s
Friction loss = 0.08 ft
Fitting loss = 0.13 ft
Total loss = 0.21 ft
New 90 Discharge Flared Exit 644.52
Pipe shape = Circular
Diameter = 38.75 in
Length = 1 ft
Flow = 8.1 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1
Pipe area = 8.19 ft2
Pipe hydraulic radius = 0.807
Age factor = 1
Solids factor = 1
Velocity = 1.53 ft/s
Friction loss = 0 ft
Fitting loss = 0.04 ft
Total loss = 0.04 ft
Aeration Influent Split 644.73
42

Section Description Water Surface Elevation
User defined loss for flow split = 0 ft
Total flow through flow split = 13.5 mgd
New Aeration Influent Split Box TOW=648.0 644.74
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 6 ft
Channel width/diameter = 6 ft
Flow = 13.5 mgd
Downstream channel invert = 635.21
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 57.15 ft" 2
Hydraulic radius = 2.281
Normal depth = infinite
Critical depth = 0.72 ft
Depth downstream = 9.52 ft
Bend loss = 0 ft
Depth upstream = 9.53 ft
Velocity = 0.37 ft/s
Flow profile = Horizontal
Exist 42in from New 12x10 Box to Box 4 644.87
Pipe shape = Circular
Diameter = 42 in
Length = 32 ft
Flow = 13.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 9.62 ft2
Pipe hydraulic radius = 0.875
Age factor = 1
Solids factor = 1
Velocity = 2.17 ft/s
Friction loss = 0.02 ft
Fitting loss = 0.11 ft
Total loss = 0.13 ft
RAS/EQ Junction Box TOW=648.0 644.87
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 12 ft
Channel width/diameter = 10 ft
Flow = 13.5 mgd
Downstream channel invert = 636
Channel slope = 0 ft/ft
Channel side slope = not applicable
43

Section Description Water Surface Elevation
Area of flow = 88.69 ft^2
Hydraulic radius = 3.197
Normal depth = infinite
Critical depth = 0.51 ft
Depth downstream = 8.87 ft
Bend loss = 0 ft
Depth upstream = 8.87 ft
Velocity = 0.24 ft/s
Flow profile = Horizontal
16in RAS FM 650.5
Pipe shape = Circular
Diameter = 16 in
Length = 330 ft
Flow = 6 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.3
Pipe area = 1.4 ftZ
Pipe hydraulic radius = 0.333
Age factor = 1
Solids factor = 1
Velocity = 6.65 ft/s
Friction loss = 4.73 ft
Fitting loss = 0.89 ft
Total loss = 5.62 ft
24in from Trickling Filter East 645.87
Pipe shape = Circular
Diameter = 24 in
Length = 70 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 3.7
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.21 ft
Fitting loss = 0.78 ft
Total loss = 0.99 ft
Box 2 TOW=663.12 655.67
Channel shape = Rectangular
Manning's V = 0.013
44

Section Description
Water Surface Elevation
Channel length = 10.3 ft
Channel width/diameter = 6.83 ft
Flow = 7.5 mgd
Downstream channel invert = 654.12
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 10.41 ft^2
Hydraulic radius = 1.054
Normal depth = infinite
Critical depth = 0.45 ft
Depth downstream = 1.52 ft
Bend loss = 0.03 ft
Depth upstream = 1.55 ft
Velocity = 1.12 ft/s
Flow profile = Horizontal
24in Primary Clarifier Effluent 1234
Pipe shape = Circular
Diameter = 24 in
Length = 18 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.05 ft
Fitting loss = 0.21 ft
Total loss = 0.27 ft
Min branch to line Primary 1
Tee type = branch to line
Diameter of pipe line = 24 in
Diameter of pipe branch = 14 in
Flow through tee = 1.875 mgd
Velocity through tee = 2.71 ft/s
Total tee K value = 1.69
Overall head loss = 0.19 ft
24in Primary Clarifier Effluent 234
Pipe shape = Circular
Diameter = 24 in
Length = 25 ft
Flow = 5.625 mgd
655.94
656.13
656.06
45

Section Description
Water Surface Elevation
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 3.14 ft'
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 2.77 ft/s
Friction loss = 0.04 ft
Fitting loss = 0 ft
Total loss = 0.04 ft
24in Run of Tee Clarifier la
Tee type = run of tee
Diameter of pipe run past tee = 24 in
Flow through tee = 5.625 mgd
Velocity through tee = 2.77 ft/s
Total tee K value = 0.6
Overall head loss = 0.07 ft
14in Primary 2 Effluent
Pipe shape = Circular
Diameter = 14 in
Length = 12 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 1.07 ft2
Pipe hydraulic radius = 0.292
Age factor = 1
Solids factor = 1
Velocity = 2.71 ft/s
Friction loss = 0.04 ft
Fitting loss = 0.17 ft
Total loss = 0.21 ft
Primary Clarifier 2 Effluent Well
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 2.5 ft
Flow = 1.875 mgd
Downstream channel invert = 658.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.04 ft/2
Hydraulic radius = 0.313
656.01
656.46
659.04
46

Section Description
Water Surface Elevation
Normal depth = infinite
Critical depth = 0.35 ft
Depth downstream = 0.35 ft
Bend loss = 0 ft
Depth upstream = 0.49 ft
Velocity = 3.34 ft/s
Flow profile = Horizontal
Primary Clarifier 2 Effluent Weir EL=661.77 662.1
Invert of V notch = 661.77
Angle of V notch = 90 degrees
Number of notches = 18
Total flow over weir = 1.875 mgd
Weir submergence = unsubmerged
Head over weir = 0.33 ft
Primary Clarifier 2 Effluent 662.11
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.35
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 195.09 ft/2
Hydraulic radius = 4.938
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.75 ft
Bend loss = 0 ft
Depth upstream = 9.76 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Primary Clarifier 2 Underflow Baffle 662.11
Opening type = rectangular orifice
Opening diameter/width = 240 in
Opening height = 98 in
Invert = 652.35
Number of openings = 1
Flow through opening(s) = 1.875 mgd
Total area of opening(s) = 163.33 ft^2
Velocity through opening(s) = 0.02 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0 ft
Downstream water level = 662.11
Upstream water level = 662.11
47

Section Description
Water Surface Elevation
Primary Clarifier 2
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.35
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 195.13 ft^2
Hydraulic radius = 4.938
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.76 ft
Bend loss = 0 ft
Depth upstream = 9.76 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
662.11
Primary 2 Influent Ports 662.11
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 66 in
Invert = 658.55
Number of gates = 4
Flow through gate(s) = 1.875 mgd
Total area of opening(s) = 28.46 ft^2
Velocity through gate(s) = 0.1 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 662.11
Upstream water level = 662.11
Primary Clarifier 2 Influent TOW=663.60 662.13
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 9.33 ft
Channel width/diameter = 1 ft
Flow = 1.875 mgd
Downstream channel invert = 658.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.56 ft^2
Hydraulic radius = 0.438
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 3.56 ft
48

Section Description
Water Surface Elevation
Bend loss = 0.02 ft
Depth upstream = 3.58 ft
Velocity = 0.82 ft/s
Flow profile = Horizontal
12in Primary 2 Influent
Pipe shape = Circular
Diameter = 12 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2
Pipe area = 0.79 ft2
Pipe hydraulic radius = 0.25
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.14 ft
Fitting loss = 0.42 ft
Total loss = 0.56 ft
12x20 Line to Branch Primary 2
Tee type = line to branch
Diameter of pipe line = 20 in
Diameter of pipe branch = 12 in
Flow through tee = 1.875 mgd
Velocity through tee = 3.69 ft/s
Total tee K value = 1.99
Overall head loss = 0.42 ft
662.69
663.11
Primary Clarifier 2 and 34 Split 663.21
User defined loss for flow split = 0 ft
Total flow through flow split = 5.625 mgd
20in Primary 2 Influent
Pipe shape = Circular
Diameter = 20 in
Length = 20 ft
Flow = 5.625 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 3.99 ft/s
663.29
49

Section Description
Water Surface Elevation
Friction loss = 0.09 ft
Fitting loss = 0 ft
Total loss = 0.09 ft
24x20 Reducer
Diameter of smaller pipe = 20 in
Diameter of larger pipe = 24 in
Flow through pipe = 5.625 mgd
Transition angle = 9.5 degrees
Overall head loss = 0 ft
Transition K value = 0.02
Area of smaller pipe = 2.18 ft^2
Area of larger pipe = 3.14 ft" 2
Velocity in smaller pipe = 13.3 ft/s
Velocity in larger pipe = 9.23 ft/s
Overall head loss = 0.06 ft
Unknown Dims Box 3 TOW=662.76
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 5.9 ft
Channel width/diameter = 5.6 ft
Flow = 3.75 mgd
Downstream channel invert = 656.54
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2 ft^2
Hydraulic radius = 0.317
Normal depth = infinite
Critical depth = 0.32 ft
Depth downstream = 0.32 ft
Bend loss = 0.24 ft
Depth upstream = 0.63 ft
Velocity = 3.22 ft/s
Flow profile = Horizontal
663.3
657.17
30in Primary Clarifier Effluent connection 34 657.21
Pipe shape = Circular
Diameter = 30 in
Length = 10 ft
Flow = 3.75 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 4.91 ftz
Pipe hydraulic radius = 0.625
Age factor = 1
50

Section Description
Water Surface Elevation
Solids factor = 1
Velocity = 1.18 ft/s
Friction loss = 0 ft
Fitting loss = 0.03 ft
Total loss = 0.04 ft
Primary 34 Unknown Dims Effluent Box TOW=663.51 658.59
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5.9 ft
Channel width/diameter = 5.7 ft
Flow = 3.75 mgd
Downstream channel invert = 657.96
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2.01 ft^2
Hydraulic radius = 0.314
Normal depth = infinite
Critical depth = 0.32 ft
Depth downstream = 0.32 ft
Bend loss = 0.24 ft
Depth upstream = 0.63 ft
Velocity = 3.2 ft/s
Flow profile = Horizontal
Primary Clarifier 4 Effluent Well 661.1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 2.5 ft
Flow = 3.75 mgd
Downstream channel invert = 660.36
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.61 ft^2
Hydraulic radius = 0.424
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 0.55 ft
Bend loss = 0 ft
Depth upstream = 0.74 ft
Velocity = 4.21 ft/s
Flow profile = Horizontal
Primary 34 Effluent Channel Combination
Primary Clarifier 3 Effluent Well 661.11
Channel shape = Rectangular
51

Section Description
Water Surface Elevation
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 2.5 ft
Flow = 1.875 mgd
Downstream channel invert = 660.36
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.85 ft^2
Hydraulic radius = 0.465
Normal depth = infinite
Critical depth = 0.35 ft
Depth downstream = 0.74 ft
Bend loss = 0 ft
Depth upstream = 0.75 ft
Velocity = 1.58 ft/s
Flow profile = Horizontal
Primary Clarifier 3 Effluent Weir EL=661.67
Invert of V notch = 661.67
Angle of V notch = 90 degrees
Number of notches = 18
Total flow over weir = 1.875 mgd
Weir submergence = unsubmerged
Head over weir = 0.33 ft
Primary Clarifier 3 Effluent
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.3
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 194.09 ft^2
Hydraulic radius = 4.925
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.7 ft
Bend loss = 0 ft
Depth upstream = 9.71 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Primary Clarifier 3 Underflow Baffle
Opening type = rectangular orifice
Opening diameter/width = 240 in
Opening height = 98 in
662
662.01
662.01
52

Section Description
Water Surface Elevation
Invert = 652.3
Number of openings = 1
Flow through opening(s) = 1.875 mgd
Total area of opening(s) = 163.33 ft/2
Velocity through opening(s) = 0.02 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0 ft
Downstream water level = 662.01
Upstream water level = 662.01
Primary Clarifier 3
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.3
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 194.13 ft^2
Hydraulic radius = 4.926
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.71 ft
Bend loss = 0 ft
Depth upstream = 9.71 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Primary 3 Influent Ports
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 66 in
Invert = 658.66
Number of gates = 4
Flow through gate(s) = 1.875 mgd
Total area of opening(s) = 26.78 ft/2
Velocity through gate(s) = 0.11 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 662.01
Upstream water level = 662.01
Primary Clarifier 3 Influent TOW=663.55
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 9.33 ft
662.01
662.01
662.03
53

Section Description
Water Surface Elevation
Channel width/diameter = 1 ft
Flow = 1.875 mgd
Downstream channel invert = 658.66
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.35 ft/12
Hydraulic radius = 0.435
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 3.35 ft
Bend loss = 0.02 ft
Depth upstream = 3.37 ft
Velocity = 0.87 ft/s
Flow profile = Horizontal
12in Primary 3 Influent
Pipe shape = Circular
Diameter = 12 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2
Pipe area = 0.79 ft2
Pipe hydraulic radius = 0.25
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.14 ft
Fitting loss = 0.42 ft
Total loss = 0.56 ft
12x20 Line to Branch Primary 3
Tee type = line to branch
Diameter of pipe line = 20 in
Diameter of pipe branch = 12 in
Flow through tee = 1.875 mgd
Velocity through tee = 3.69 ft/s
Total tee K value = 1.99
Overall head loss = 0.42 ft
662.59
663.01
Primary Clarifier 4 Effluent Weir EL=661.67 662
Invert of V notch = 661.67
Angle of V notch = 90 degrees
Number of notches = 18
Total flow over weir = 1.875 mgd
Weir submergence = unsubmerged
54

Section Description
Water Surface Elevation
Head over weir = 0.33 ft
Primary Clarifier 4 Effluent
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.3
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 194.09 ft^2
Hydraulic radius = 4.925
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.7 ft
Bend loss = 0 ft
Depth upstream = 9.71 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
662.01
Primary Clarifier 4 Underflow Baffle 662.01
Opening type = rectangular orifice
Opening diameter/width = 240 in
Opening height = 98 in
Invert = 652.3
Number of openings = 1
Flow through opening(s) = 1.875 mgd
Total area of opening(s) = 163.33 ft^2
Velocity through opening(s) = 0.02 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0 ft
Downstream water level = 662.01
Upstream water level = 662.01
Primary Clarifier 4 662.01
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.3
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 194.13 ft^2
Hydraulic radius = 4.926
Normal depth = infinite
Critical depth = 0.09 ft
55

Section Description Water Surface Elevation
Depth downstream = 9.71 ft
Bend loss = 0 ft
Depth upstream = 9.71 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Primary 4 Influent Ports 662.01
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 66 in
Invert = 658.66
Number of gates = 4
Flow through gate(s) = 1.875 mgd
Total area of opening(s) = 26.78 ft^2
Velocity through gate(s) = 0.11 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 662.01
Upstream water level = 662.01
Primary Clarifier 4 Influent TOW=663.55
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 9.33 ft
Channel width/diameter = 1 ft
Flow = 1.875 mgd
Downstream channel invert = 658.66
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.35 ft" 2
Hydraulic radius = 0.435
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 3.35 ft
Bend loss = 0.02 ft
Depth upstream = 3.37 ft
Velocity = 0.87 ft/s
Flow profile = Horizontal
12in Primary 4 Influent
Pipe shape = Circular
Diameter = 12 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2
662.03
662.59
56

Section Description
Water Surface Elevation
Pipe area = 0.79 ft'
Pipe hydraulic radius = 0.25
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.14 ft
Fitting loss = 0.42 ft
Total loss = 0.56 ft
20xl2 Line to Branch Primary 4
Tee type = line to branch
Diameter of pipe line = 20 in
Diameter of pipe branch = 12 in
Flow through tee = 1.875 mgd
Velocity through tee = 3.69 ft/s
Total tee K value = 1.99
Overall head loss = 0.42 ft
20in Primary 4 Influent
Pipe shape = Circular
Diameter = 20 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.8
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 1.33 ft/s
Friction loss = 0.01 ft
Fitting loss = 0.02 ft
Total loss = 0.03 ft
20in Run of Tee Primary 4
Tee type = run of tee
Diameter of pipe run past tee = 20 in
Flow through tee = 1.875 mgd
Velocity through tee = 1.33 ft/s
Total tee K value = 0.6
Overall head loss = 0.02 ft
663.01
663.04
663.06
Primary Clarifier 3 and 4 Split 663.06
User defined loss for flow split = 0 ft
Total flow through flow split = 3.75 mgd
20in Primary 3 and 4 Influent
663.14
57

Section Description
Water Surface Elevation
Pipe shape = Circular
Diameter = 20 in
Length = 40 ft
Flow = 3.75 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 2.66 ft/s
Friction loss = 0.08 ft
Fitting loss = 0 ft
Total loss = 0.08 ft
20in Run of Tee Primary 34
Tee type = run of tee
Diameter of pipe run past tee = 20 in
Flow through tee = 3.75 mgd
Velocity through tee = 2.66 ft/s
Total tee K value = 0.6
Overall head loss = 0.07 ft
14in Primary 1 Effluent
Pipe shape = Circular
Diameter = 14 in
Length = 12 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 1.07 ft2
Pipe hydraulic radius = 0.292
Age factor = 1
Solids factor = 1
Velocity = 2.71 ft/s
Friction loss = 0.04 ft
Fitting loss = 0.17 ft
Total loss = 0.21 ft
Primary Clarifier 1 Effluent Well
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 20 ft
Channel width/diameter = 2.5 ft
Flow = 1.875 mgd
663.21
656.34
659.04
58

Section Description
Water Surface Elevation
Downstream channel invert = 658.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 1.04 ft" 2
Hydraulic radius = 0.313
Normal depth = infinite
Critical depth = 0.35 ft
Depth downstream = 0.35 ft
Bend loss = 0 ft
Depth upstream = 0.49 ft
Velocity = 3.34 ft/s
Flow profile = Horizontal
Primary Clarifier 1 Effluent Weir EL=661.77 662.1
Invert of V notch = 661.77
Angle of V notch = 90 degrees
Number of notches = 18
Total flow over weir = 1.875 mgd
Weir submergence = unsubmerged
Head over weir = 0.33 ft
Primary Clarifier 1 Effluent
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.35
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 195.09 ft/2
Hydraulic radius = 4.938
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.75 ft
Bend loss = 0 ft
Depth upstream = 9.76 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
Primary Clarifier 1 Underflow Baffle
Opening type = rectangular orifice
Opening diameter/width = 240 in
Opening height = 98 in
Invert = 652.35
Number of openings = 1
Flow through opening(s) = 1.875 mgd
Total area of opening(s) = 163.33 ft^2
662.11
662.11
59

Section Description
Water Surface Elevation
Velocity through opening(s) = 0.02 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0 ft
Downstream water level = 662.11
Upstream water level = 662.11
Primary Clarifier 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 72 ft
Channel width/diameter = 20 ft
Flow = 1.875 mgd
Downstream channel invert = 652.35
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 195.13 ft^2
Hydraulic radius = 4.938
Normal depth = infinite
Critical depth = 0.09 ft
Depth downstream = 9.76 ft
Bend loss = 0 ft
Depth upstream = 9.76 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
662.11
Primary 1 Influent Ports 662.11
Opening type = rectangular gate
Opening diameter/width = 24 in
Gate height = 66 in
Invert = 658.55
Number of gates = 4
Flow through gate(s) = 1.875 mgd
Total area of opening(s) = 28.46 ft^2
Velocity through gate(s) = 0.1 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0 ft
Downstream water level = 662.11
Upstream water level = 662.11
Primary Clarifier 1 Influent TOW=663.60 662.13
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 9.33 ft
Channel width/diameter = 1 ft
Flow = 1.875 mgd
Downstream channel invert = 658.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
60

Section Description
Water Surface Elevation
Area of flow = 3.56 ft^2
Hydraulic radius = 0.438
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 3.56 ft
Bend loss = 0.02 ft
Depth upstream = 3.58 ft
Velocity = 0.82 ft/s
Flow profile = Horizontal
12in Primary 1 Influent
Pipe shape = Circular
Diameter = 12 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2
Pipe area = 0.79 ft2
Pipe hydraulic radius = 0.25
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.14 ft
Fitting loss = 0.42 ft
Total loss = 0.56 ft
24x12 Primary 1 Tee Branch
Tee type = line to branch
Diameter of pipe line = 24 in
Diameter of pipe branch = 12 in
Flow through tee = 1.875 mgd
Velocity through tee = 3.69 ft/s
Total tee K value = 1.99
Overall head loss = 0.42 ft
24in Primary 1 Influent
Pipe shape = Circular
Diameter = 24 in
Length = 20 ft
Flow = 1.875 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
662.69
663.11
663.11
61

Section Description Water Surface Elevation
Velocity = 0.92 ft/s
Friction loss = 0 ft
Fitting loss = 0 ft
Total loss = 0 ft
Primary Clarifier 1 and 234 Split 663.3
User defined loss for flow split = 0 ft
Total flow through flow split = 7.5 mgd
split tee 663.68
Tee type = line to branch
Diameter of pipe line = 24 in
Diameter of pipe branch = 24 in
Flow through tee = 7.5 mgd
Velocity through tee = 3.69 ft/s
Total tee K value = 1.8
Overall head loss = 0.38 ft
24in to Primaries 663.81
Pipe shape = Circular
Diameter = 24 in
Length = 10 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.5
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.03 ft
Fitting loss = 0.11 ft
Total loss = 0.14 ft
Splitter Box to Clarifiers 663.82
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3.5 ft
Channel width/diameter = 6 ft
Flow = 7.5 mgd
Downstream channel invert = 656.21
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 45.62 ft^2
Hydraulic radius = 2.151
Normal depth = infinite
Critical depth = 0.49 ft
62

Section Description
Water Surface Elevation
Depth downstream = 7.6 ft
Bend loss = 0 ft
Depth upstream = 7.61 ft
Velocity = 0.25 ft/s
Flow profile = Horizontal
Splitter Box Weir A-EL=662.37 Raised-B-EL=66? 663.93
Weir invert (top of weir) = 662.37
Weir length = 5 ft
Weir'C' coefficient = 3
Flow over weir = 7.5 mgd
Weir submergence = fully submerged
Head over weir = 1.56 ft
Splitter Box Influent TOW=667.13
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 3 ft
Channel width/diameter = 12.67 ft
Flow = 7.5 mgd
Downstream channel invert = 656.21
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 97.76 ft^2
Hydraulic radius = 3.479
Normal depth = infinite
Critical depth = 0.3 ft
Depth downstream = 7.72 ft
Bend loss = 0 ft
Depth upstream = 7.72 ft
Velocity = 0.12 ft/s
Flow profile = Horizontal
663.93
20in Clarifier Influent GE-2 to Splitter Box INV=660.25 665.17
Pipe shape = Circular
Diameter = 20 in
Length = 80 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 5.32 ft/s
Friction loss = 0.59 ft
Fitting loss = 0.66 ft
63

Section Description
Water Surface Elevation
Total loss = 1.24 ft
MH GE-2 TopEL=671.00
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 660.33
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 14.53 ft/2
Hydraulic radius = 1.145
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 4.84 ft
Bend loss = 0 ft
Depth upstream = 4.84 ft
Velocity = 0.8 ft/s
Flow profile = Horizontal
20in Clarifier Influent GE-1 to GE-2
Pipe shape = Circular
Diameter = 20 in
Length = 115 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 5.32 ft/s
Friction loss = 0.84 ft
Fitting loss = 0.66 ft
Total loss = 1.5 ft
MH GE-1 TopEL=673.5
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 660.54
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 18.4 ft^2
665.17
666.67
666.68
64

Section Description
Water Surface Elevation
Hydraulic radius = 1.205
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 6.13 ft
Bend loss = 0 ft
Depth upstream = 6.14 ft
Velocity = 0.63 ft/s
Flow profile = Horizontal
20in Clarifier Influent Grit to GE-1 with Flow Meter Run 670.41
Pipe shape = Circular
Diameter = 20 in
Length = 360 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.5
Pipe area = 2.18 ft2
Pipe hydraulic radius = 0.417
Age factor = 1
Solids factor = 1
Velocity = 5.32 ft/s
Friction loss = 2.63 ft
Fitting loss = 1.1 ft
Total loss = 3.73 ft
East Filter Effluent Box 646.27
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 4 ft
Channel width/diameter = 4 ft
Flow = 7.5 mgd
Downstream channel invert = 645.55
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2.72 ft^2
Hydraulic radius = 0.508
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 0.64 ft
Bend loss = 0 ft
Depth upstream = 0.72 ft
Velocity = 4.54 ft/s
Flow profile = Horizontal
18in East EQ Effluent 647.62
Pipe shape = Circular
65

Section Description Water Surface Elevation
Diameter = 18 in
Length = 28 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 1.77 ftz
Pipe hydraulic radius = 0.375
Age factor = 1
Solids factor = 1
Velocity = 6.57 ft/s
Friction loss = 0.34 ft
Fitting loss = 1 ft
Total loss = 1.35 ft
Step Up to Weir East 654.46
Change in elevation = 6.84 ft
East Diurnal WW Split 654.46
User defined loss for flow split = 0 ft
Total flow through flow split = 8.55 mgd
East Wet Weather Outer Tank TOW=656.12 648.73
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 95 ft
Channel width/diameter = 95 ft
Flow = 0 mgd
Downstream channel invert = 648.73
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 0.05 ft/2
Hydraulic radius = 0.001
Normal depth = infinite
Critical depth = 0 ft
Depth downstream = 0 ft
Bend loss = 0 ft
Depth upstream = 0 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
East EQ Overflow Weir E1=654.44 654.46
Weir invert (top of weir) = 654.44
Weir length = 232.5 ft
Weir'C' coefficient = 3.33
Flow over weir = 1.05 mgd
Weir submergence = unsubmerged
Head over weir = 0.02 ft
66

Section Description
Water Surface Elevation
East Diurnal Tank 1 TOW 656.12
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 65 ft
Channel width/diameter = 65 ft
Flow = 7.5 mgd
Downstream channel invert = 649.63
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 313.97 ft^2
Hydraulic radius = 4.205
Normal depth = infinite
Critical depth = 0.1 ft
Depth downstream = 4.83 ft
Bend loss = 0 ft
Depth upstream = 4.83 ft
Velocity = 0.04 ft/s
Flow profile = Horizontal
24in East EQ Influent with Clar34
Pipe shape = Circular
Diameter = 24 in
Length = 102 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 3.7
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.31 ft
Fitting loss = 0.78 ft
Total loss = 1.09 ft
Split to EQ
User defined loss for flow split = 0 ft
Total flow through flow split = 15 mgd
30in Primary Bypass GE-4 to Box 2
Pipe shape = Circular
Diameter = 30 in
Length = 180 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
654.46
655.55
655.64
656.06
67

Section Description Water Surface Elevation
Friction factor = 100
Total fitting K value = 2.3
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 2.36 ft/s
Friction loss = 0.18 ft
Fitting loss = 0.2 ft
Total loss = 0.38 ft
MH GE-4 TopEL=669.0 656.06
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 654.51
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 4.65 ft^2
Hydraulic radius = 0.762
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 1.55 ft
Bend loss = 0 ft
Depth upstream = 1.55 ft
Velocity = 2.5 ft/s
Flow profile = Horizontal
30in Pipe GE-3 to GE-4 656.36
Pipe shape = Circular
Diameter = 30 in
Length = 168 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 2.36 ft/s
Friction loss = 0.17 ft
Fitting loss = 0.13 ft
Total loss = 0.3 ft
MH GE-3 TopEL=673.5 657.49
68

Section Description
Water Surface Elevation
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 3 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 656.63
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2.45 ft^2
Hydraulic radius = 0.529
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 0.77 ft
Bend loss = 0 ft
Depth upstream = 0.86 ft
Velocity = 4.99 ft/s
Flow profile = Horizontal
30in Pipe Grit to GE-3 USInv=661.0/ Crown=663.5 658.08
Pipe shape = Circular
Diameter = 30 in
Length = 370 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.5
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 2.36 ft/s
Friction loss = 0.38 ft
Fitting loss = 0.22 ft
Total loss = 0.59 ft
24in from Trickling Filter West 646.3
Pipe shape = Circular
Diameter = 24 in
Length = 215 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 3.7
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
69

Section Description Water Surface Elevation
Friction loss = 0.65 ft
Fitting loss = 0.78 ft
Total loss = 1.43 ft
West Filter Effluent Bog 646.31
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 4 ft
Channel width/diameter = 4 ft
Flow = 7.5 mgd
Downstream channel invert = 642.41
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 15.58 ft^2
Hydraulic radius = 1.321
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 3.89 ft
Bend loss = 0 ft
Depth upstream = 3.9 ft
Velocity = 0.75 ft/s
Flow profile = Horizontal
18in West EQ Effluent 647.65
Pipe shape = Circular
Diameter = 18 in
Length = 28 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 1.77 ft'
Pipe hydraulic radius = 0.375
Age factor = 1
Solids factor = 1
Velocity = 6.57 ft/s
Friction loss = 0.34 ft
Fitting loss = 1 ft
Total loss = 1.35 ft
Step Up to Weir West 654.46
Change in elevation = 6.81 ft
West Wet Weather Outer Tank TOW=656.30 648.92
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 95 ft
70

Section Description Water Surface Elevation
Channel width/diameter = 95 ft
Flow = 0 mgd
Downstream channel invert = 648.92
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 0.05 ft^2
Hydraulic radius = 0.001
Normal depth = infinite
Critical depth = 0 ft
Depth downstream = 0 ft
Bend loss = 0 ft
Depth upstream = 0 ft
Velocity = 0.01 ft/s
Flow profile = Horizontal
West EQ Overflow Weir E1=654.44 654.46
Weir invert (top of weir) = 654.44
Weir length = 232.5 ft
Weir'C' coefficient = 3.33
Flow over weir = 1.05 mgd
Weir submergence = unsubmerged
Head over weir = 0.02 ft
West Diurnal WW Split 654.46
User defined loss for flow split = 0 ft
Total flow through flow split = 8.55 mgd
West Diurnal Tank 2 TOW 656.30 654.46
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 65 ft
Channel width/diameter = 65 ft
Flow = 7.5 mgd
Downstream channel invert = 649.82
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 301.74 ft^2
Hydraulic radius = 4.062
Normal depth = infinite
Critical depth = 0.1 ft
Depth downstream = 4.64 ft
Bend loss = 0 ft
Depth upstream = 4.64 ft
Velocity = 0.04 ft/s
Flow profile = Horizontal
24in West EQ Influent with Clar34 655.51
Pipe shape = Circular
71

Section Description Water Surface Elevation
Diameter = 24 in
Length = 178 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 2.4
Pipe area = 3.14 ft2
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 3.69 ft/s
Friction loss = 0.54 ft
Fitting loss = 0.51 ft
Total loss = 1.04 ft
30x24 reducer 655.51
Diameter of smaller pipe = 24 in
Diameter of larger pipe = 30 in
Flow through pipe = 7.5 mgd
Transition angle = 11.4 degrees
Overall head loss = 0.01 ft
Transition K value = 0.06
Area of smaller pipe = 4.91 ft/2
Area of larger pipe = 9.62 ft^2
Velocity in smaller pipe = 4.02 ft/s
Velocity in larger pipe = 2.05 ft/s
Overall head loss = 0 ft
30in West EQ Influent with Clar34 655.64
Pipe shape = Circular
Diameter = 30 in
Length = 50 ft
Flow = 7.5 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 0.9
Pipe area = 4.91 ft2
Pipe hydraulic radius = 0.625
Age factor = 1
Solids factor = 1
Velocity = 2.36 ft/s
Friction loss = 0.05 ft
Fitting loss = 0.08 ft
Total loss = 0.13 ft
24in West EQ Influent with Clar12 656.23
Pipe shape = Circular
Diameter = 24 in
72

Section Description
Water Surface Elevation
Length = 70 ft
Flow = 3.75 mgd
Friction method = Hazen Williams
Friction factor = 100
Total fitting K value = 1.5
Pipe area = 3.14 ft'
Pipe hydraulic radius = 0.5
Age factor = 1
Solids factor = 1
Velocity = 1.85 ft/s
Friction loss = 0.06 ft
Fitting loss = 0.08 ft
Total loss = 0.14 ft
14in branch to line Primary 2
Tee type = branch to line
Diameter of pipe line = 24 in
Diameter of pipe branch = 14 in
Flow through tee = 1.875 mgd
Velocity through tee = 2.71 ft/s
Total tee K value = 1.69
Overall head loss = 0.19 ft
24in Run of Tee Clarifier 2a
Tee type = run of tee
Diameter of pipe run past tee = 24 in
Flow through tee = 3.75 mgd
Velocity through tee = 1.85 ft/s
Total tee K value = 0.6
Overall head loss = 0.03 ft
Grit Effluent Split
User defined loss for flow split = 0 ft
Total flow through flow split = 15 mgd
Grit Splitter Box Inv El = 660.50
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3.5 ft
Channel width/diameter = 11.6 ft
Flow = 7.5 mgd
Downstream channel invert = 660.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 114.94 ft" 2
Hydraulic radius = 3.659
Normal depth = infinite
Critical depth = 0.31 ft
656.25
656.09
670.41
670.41
73

Section Description Water Surface Elevation
Depth downstream = 9.91 ft
Bend loss = 0 ft
Depth upstream = 9.91 ft
Velocity = 0.1 ft/s
Flow profile = Horizontal
North Grit Effluent Gate Inv=676.42 677.23
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 676.42
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 9 ft^2
Velocity through gate(s) = 1.29 ft/s
Flow behavior = weir control
Gate loss = 0.81 ft
Downstream water level = 670.41
Upstream water level = 677.23
North Grit Effluent Channel BOTS=679.59 677.37
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 13.5 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 676.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2.63 ft^2
Hydraulic radius = 0.554
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 0.81 ft
Bend loss = 0 ft
Depth upstream = 0.95 ft
Velocity = 4.8 ft/s
Flow profile = Horizontal
Grit Orifice 677.5
Opening type = rectangular orifice
Opening diameter/width = 36 in
Opening height = 38 in
Invert = 676.42
Number of openings = 1
Flow through opening(s) = 7.5 mgd
Total area of opening(s) = 2.85 ft^2
74

Section Description Water Surface Elevation
Velocity through opening(s) = 4.07 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.13 ft
Downstream water level = 677.37
Upstream water level = 677.5
North Grit Loss at 7.5 MGD 678
Change in elevation = 0.5 ft
North Grit Slope Channel 678
Channel shape = Rectangular
Manning's V = 0.013
Channel length = 10.25 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 674.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 10.74 ft" 2
Hydraulic radius = 1.057
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 3.58 ft
Bend loss = 0 ft
Depth upstream = 3.58 ft
Velocity = 1.08 ft/s
Flow profile = Horizontal
North Grit Entry Channel 678.49
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 1 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 677.67
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2.4 ft" 2
Hydraulic radius = 0.521
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 0.77 ft
Bend loss = 0 ft
Depth upstream = 0.82 ft
Velocity = 4.99 ft/s
Flow profile = Horizontal
North Grit Influent Gate 678.67
75

Section Description
Water Surface Elevation
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 24 in
Invert = 677.67
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 2.47 ft" 2
Velocity through gate(s) = 4.69 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.17 ft
Downstream water level = 678.49
Upstream water level = 678.67
South Grit Effluent Channel BOTS=679.59
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 13.5 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 676.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2.63 ft^2
Hydraulic radius = 0.554
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 0.81 ft
Bend loss = 0 ft
Depth upstream = 0.95 ft
Velocity = 4.8 ft/s
Flow profile = Horizontal
677.37
South Grit Orifice 677.5
Opening type = rectangular orifice
Opening diameter/width = 36 in
Opening height = 38 in
Invert = 676.42
Number of openings = 1
Flow through opening(s) = 7.5 mgd
Total area of opening(s) = 2.85 ft^2
Velocity through opening(s) = 4.07 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.13 ft
Downstream water level = 677.37
Upstream water level = 677.5
South Grit Loss at 7.5 MGD
Change in elevation = 0.5 ft
678
76

Section Description Water Surface Elevation
South Grit Slope Channel 678
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 10.25 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 674.42
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 10.74 ft^2
Hydraulic radius = 1.057
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 3.58 ft
Bend loss = 0 ft
Depth upstream = 3.58 ft
Velocity = 1.08 ft/s
Flow profile = Horizontal
South Grit Entry Channel 678.49
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 1 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 677.67
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2.4 ft^2
Hydraulic radius = 0.521
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 0.77 ft
Bend loss = 0 ft
Depth upstream = 0.82 ft
Velocity = 4.99 ft/s
Flow profile = Horizontal
South Grit Influent Gate 678.67
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 24 in
Invert = 677.67
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 2.47 ft^2
77

Section Description
Water Surface Elevation
Velocity through gate(s) = 4.69 ft/s
Flow behavior = orifice, downstream control
Gate loss = 0.17 ft
Downstream water level = 678.49
Upstream water level = 678.67
Grit Split
User defined loss for flow split = 0 ft
Total flow through flow split = 15 mgd
Grit Influent Chamber TOW=681.08
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 11.67 ft
Flow = 7.5 mgd
Downstream channel invert = 671.67
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 81.64 ft^2
Hydraulic radius = 3.181
Normal depth = infinite
Critical depth = 0.31 ft
Depth downstream = 7 ft
Bend loss = 0 ft
Depth upstream = 7 ft
Velocity = 0.14 ft/s
Flow profile = Horizontal
South Grit Effluent Gate Inv=676.42
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 676.42
Number of gates = 1
Flow through gate(s) = 7.5 mgd
Total area of opening(s) = 9 ft^2
Velocity through gate(s) = 1.29 ft/s
Flow behavior = weir control
Gate loss = 0.81 ft
Downstream water level = 670.41
Upstream water level = 677.23
678.67
678.67
677.23
78

615.01 6L53 6L5.75 6LS.34 6L5.9
CambinedSue en ScfeenAChannel- ScfeenA ScreenAChannel- InfluentChannelto
Ci_chargeChannel A Discharge Influent ScreenA
613.5 613.5 514,51 A6n fCvvr AIQ ilnw 615.26 ND fEow 515.&
6L5.S5
516.?9
StartingwatersurFace IPSPumpStatian IPSVdetwell Entrance Flow Combination Combined Screen Screen 6Channel - Screen 6 Screen 6Channel- Flow Split Influent Channel 36in Influent open
elevation 14etweII Cate DischargeChannel & Discharge Influent channel)
617.22
M H-1
617.73
36in Influent From
Spi itter Box
617.75
Splitter Box

Visual Hydraulics Summary Report - Hydraulic Analysis
Project: Grant Creek WWTP Influent Headworks_7.5MGD_RAISED INV_Hydra
Company
Date:
Current flow conditions
Forward Flow =
7.5 mgd
Return I Flow =
-----
Return II Flow =
-----
Return III Flow =11
-----
Section Description Water Surface Elevation
Starting water surface elevation 613.5
ITS Pump Station Wetwell 613.5
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 17 ft
Channel width/diameter = 16 ft
Flow = 7.5 mgd
Downstream channel invert = 605
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 136.01 ft/2
Hydraulic radius = 4.121
Normal depth = infinite
Critical depth = 0.25 ft
Depth downstream = 8.5 ft
Bend loss = 0 ft
Depth upstream = 8.5 ft
Velocity = 0.09 ft/s
Flow profile = Horizontal
IPS Wetwell Entrance Gate 614.81
Opening type = rectangular gate
Opening diameter/width = 36 in
Gate height = 36 in
Invert = 614
Number of gates = 1
Flow through gate(s) = 7.5 mgd

Section Description Water Surface Elevation
Total area of opening(s) = 9 ft^2
Velocity through gate(s) = 1.29 ft/s
Flow behavior = weir control
Gate loss = 0.81 ft
Downstream water level = 613.5
Upstream water level = 614.81
Flow Combination
Combined Screen Discharge Channel A 615.01
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 6.5 ft
Channel width/diameter = 5 ft
Flow = 7.5 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 4.06 ft^2
Hydraulic radius = 0.612
Normal depth = infinite
Critical depth = 0.55 ft
Depth downstream = 0.81 ft
Bend loss = 0.19 ft
Depth upstream = 1.01 ft
Velocity = 2.88 ft/s
Flow profile = Horizontal
Combined Screen Discharge Channel B 614.81
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
Channel width/diameter = 3.5 ft
Flow = 0 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2.82 ft^2
Hydraulic radius = 0.552
Normal depth = infinite
Critical depth = 0 ft
Depth downstream = 0.81 ft
Bend loss = 0 ft
Depth upstream = 0.81 ft
Velocity = 0 ft/s
Flow profile = Horizontal
Screen B Channel - Discharge 614.81
2

Section Description
Water Surface Elevation
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 11.5 ft
Channel width/diameter = 3.5 ft
Flow = 0 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 2.83 ft^2
Hydraulic radius = 0.553
Normal depth = infinite
Critical depth = 0 ft
Depth downstream = 0.81 ft
Bend loss = 0 ft
Depth upstream = 0.81 ft
Velocity = 0 ft/s
Flow profile = Horizontal
Screen B
Change in elevation = 0.45 ft
Screen B Channel - Influent
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 17.5 ft
Channel width/diameter = 3.5 ft
Flow = 0 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 4.41 ft^2
Hydraulic radius = 0.732
Normal depth = infinite
Critical depth = 0 ft
Depth downstream = 1.26 ft
Bend loss = 0 ft
Depth upstream = 1.26 ft
Velocity = 0 ft/s
Flow profile = Horizontal
Flow Split
User defined loss for flow split = 0 ft
Total flow through flow split = 7.5 mgd
Influent Channel
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 5 ft
615.26
615.26
615.85
615.86
3

Section Description Water Surface Elevation
Channel width/diameter = 3.5 ft
Flow = 7.5 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 6.49 ft/2
Hydraulic radius = 0.9
Normal depth = infinite
Critical depth = 0.7 ft
Depth downstream = 1.85 ft
Bend loss = 0 ft
Depth upstream = 1.86 ft
Velocity = 1.79 ft/s
Flow profile = Horizontal
Screen A Channel - Discharge 615.3
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16.5 ft
Channel width/diameter = 3.5 ft
Flow = 7.5 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 3.6 ft^2
Hydraulic radius = 0.648
Normal depth = infinite
Critical depth = 0.7 ft
Depth downstream = 1.01 ft
Bend loss = 0.25 ft
Depth upstream = 1.3 ft
Velocity = 3.28 ft/s
Flow profile = Horizontal
Screen A 615.75
Change in elevation = 0.45 ft
Screen A Channel - Influent 615.84
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 12.5 ft
Channel width/diameter = 3.5 ft
Flow = 7.5 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 6.12 ft^2
Hydraulic radius = 0.875
0

Section Description Water Surface Elevation
Normal depth = infinite
Critical depth = 0.7 ft
Depth downstream = 1.75 ft
Bend loss = 0.08 ft
Depth upstream = 1.84 ft
Velocity = 1.9 ft/s
Flow profile = Horizontal
Influent Channel to Screen A 615.9
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 6.5 ft
Channel width/diameter = 4 ft
Flow = 7.5 mgd
Downstream channel invert = 614
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 7.35 ft^2
Hydraulic radius = 0.958
Normal depth = infinite
Critical depth = 0.64 ft
Depth downstream = 1.84 ft
Bend loss = 0.06 ft
Depth upstream = 1.9 ft
Velocity = 1.58 ft/s
Flow profile = Horizontal
36in Influent (open channel) 616.99
Channel shape = Circular
Manning's 'n' = 0.013
Channel length = 123 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 615
Channel slope = 0.0073 ft/ft
Channel side slope = not applicable
Area of flow = 2.15 ft" 2
Hydraulic radius = 0.572
Normal depth = 0.92 ft
Critical depth = 1.09 ft
Depth downstream = 1.09 ft
Bend loss = 0 ft
Depth upstream = 1.09 ft
Velocity = 5 ft/s
Flow profile = Steep
MH-1 617.22
Channel shape = Circular
G

Section Description
Water Surface Elevation
Manning's 'n' = 0.013
Channel length = 6 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 615.9
Channel slope = 0.0167 ft/ft
Channel side slope = not applicable
Area of flow = 2.01 ft^2
Hydraulic radius = 0.552
Normal depth = 0.75 ft
Critical depth = 1.09 ft
Depth downstream = 1.09 ft
Bend loss = 0.13 ft
Depth upstream = 1.22 ft
Velocity = 5 ft/s
Flow profile = Steep
36in Influent From Splitter Box
Channel shape = Circular
Manning's 'n' = 0.013
Channel length = 65 ft
Channel width/diameter = 3 ft
Flow = 7.5 mgd
Downstream channel invert = 616
Channel slope = 0.0077 ft/ft
Channel side slope = not applicable
Area of flow = 2.26 ft^2
Hydraulic radius = 0.591
Normal depth = 0.91 ft
Critical depth = 1.09 ft
Depth downstream = 1.22 ft
Bend loss = 0.14 ft
Depth upstream = 1.23 ft
Velocity = 4.29 ft/s
Flow profile = Steep
Splitter Box
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 8 ft
Channel width/diameter = 11 ft
Flow = 7.5 mgd
Downstream channel invert = 616.18
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 17.09 ft" 2
Hydraulic radius = 1.212
Normal depth = infinite
617.73
617.75
6

Section Description
Water Surface Elevation
Critical depth = 0.33 ft
Depth downstream = 1.55 ft
Bend loss = 0.01 ft
Depth upstream = 1.57 ft
Velocity = 0.68 ft/s
Flow profile = Horizontal

Grant Creek WWTP - Computation of Water Surface Profile - 24 MGD PHF
Computed By: CLK
Date:
4/12/2019
Clarifier 1 - Influent Dividing Flow
Checked By:
CMG
Date:
4/12/2019
Total Clarifier Influent Flow Rate (mgd) =
8.92
Clarifier Influent Flow Rate per Channel(mgd) =
4.46
U/S Channel Width (ft) =
2.5
Total Clarifier Influent Flow Rate (cfs) =
6.90
D/S Channel Width (ft) =
1.0
Channel Length (ft) =
141.37
Change in Width (ft/ft) =
0.02
Unit Discharge of Channel (cfs/ft) =
0.049
Channel Slope (ft/ft) =
0.00
D/S Critical Depth (ft) =
1.14
Channel
x (ft) Ox (ft) Bottom
AY
WSEL (ft) y (ft) A (ft)
Q (cfs)
V (fps)
Q1 + Q2
V1 + V2
4Q
AV
Ay.'
R
hf
4y'
Diff
end 141.37 ' 641.01
643.39
2.38 2.38
0.05
0.02
134.87 6.5 641.01
0.001
643.39
2.38 2.38
0.37
0.15
0.41
0.17
0.32
0.13
0.001
7.26
0.0000
0.001
0.000
128.37 6.5 641.01
0.002
643.39
2.38 2.38
0.68
0.29
1.05
0.44
0.32
0.13
0.002
7.27
0.0000
0.002
0.000
121.87 6.5 641.01
0.003
643.40
2.39 2.39
1.00
0.42
1.68
0.71
0.32
0.13
0.003
7.27
0.0000
0.003
0.000
115.37 6.5 641.01
0.004
643.40
2.39 2.39
1.32
0.55
2.32
0.97
0.32
0.13
0.004
7.28
0.0000
0.004
0.000
108.87 6.5 641.01
0.005
643.41
2.40 2.40
1.63
0.68
2.95
1.23
0.32
0.13
0.005
7.29
0.0000
0.005
0.000
102.37 6.5 641.01
0.006
643.41
2.40 2.40
1.95
0.81
3.59
1.50
0.32
0.13
0.006
7.30
0.0000
0.006
0.000
95.87 6.5 641.01
0.007
643.42
2.41 2.41
2.27
0.94
4.22
1.75
0.32
0.13
0.007
7.32
0.0000
0.007
0.000
89.37 6.5 641.01
0.008
643.43
2.42 2.42
2.59
1.07
4.86
2.01
0.32
0.13
0.008
7.34
0.0001
0.008
0.000
83.37 6 641.01
0.008
643.44
2.43 2.43
2.88
1.19
5.47
2.26
0.29
0.12
0.008
7.35
0.0001
0.008
0.000
76.87 6.5 641.01
0.004
643.44
2.43 2.72
3.20
1.18
6.08
2.36
0.32
-0.01
0.004
7.36
0.0001
0.004
0.000
70.37 6.5 641.01
0.004
643.44
2.43 3.01
3.51
1.17
6.71
2.35
0.32
-0.01
0.004
7.37
0.0001
0.004
0.000
63.87 6.5 641.01
0.003
643.45
2.44 3.30
3.83
1.16
7.35
2.33
0.32
-0.01
0.003
7.38
0.0001
0.003
0.000
57.37 6.5 641.01
0.003
643.45
2.44 3.59
4.15
1.16
7.98
2.32
0.32
-0.01
0.003
7.38
0.0001
0.003
0.000
50.87 6.5 641.01
0.003
643.45
2.44 3.88
4.47
1.15
8.61
2.31
0.32
-0.01
0.003
7.39
0.0001
0.003
0.000
44.37 6.5 641.01
0.003
643.46
2.45 4.17
4.78
1.15
9.25
2.30
0.32
0.00
0.003
7.39
0.0001
0.003
0.000
37.87 6.5 641.01
0.002
643.46
2.45 4.46
5.10
1.14
9.88
2.29
0.32
0.00
0.002
7.40
0.0001
0.003
0.000
31.37 6.5 641.01
0.002
643.46
2.45 4.76
5.42
1.14
10.52
2.28
0.32
0.00
0.002
7.40
0.0001
0.002
0.000
24.87 6.5 641.01
0.002
643.46
2.45 5.05
5.73
1.14
11.15
2.28
0.32
0.00
0.002
7.41
0.0001
0.002
0.000
18.37 6.5 641.01
0.002
643.47
2.46 5.34
6.05
1.13
11.79
2.27
0.32
0.00
0.002
7.41
0.0001
0.002
0.000
11.87 6.5 641.01
0.002
643.47
2.46 5.63
6.37
1.13
12.42
2.26
0.32
0.00
0.002
7.42
0.0001
0.002
0.000
5.37 6.5 641.01
0.002
643.47
2.46 5.93
6.69
1.13
13.06
2.26
0.32
0.00
0.002
7.42
0.0001
0.002
0.000
0.37 5 641.01
0.002
643.47
2.46 6.15
6.93
1.13
13.62
2.25
0.24
0.00
0.001
7.42
0.0000
0.001
-0.001
start 0 0.4 641.01
0.039
643.51

Grant Creek WWTP - Computation of Water Surface Profile - 24 MGD PHF
Clarifier 1 - Effluent Combining Flow
Total Clarifier Effluent Flow Rate (mgd) =
6.76
U/S Channel Width (ft) =
1.00
Effluent Flow Rate per Channel (mgd) =
3.38
D/S Channel Width (ft) =
2.50
Weir Flow
Rate (cfs) =
5.23
Change in Width (ft/ft) =
0.02
Weir Length (ft) =
125.66
Trough Slope (ft/ft) =
0.0000
Unit Discharge of Weir (cfs/ft) =
0.042
U/S Critical Depth (ft) =
0.95
D/S Critical Depth (ft) =
0.51
Channel
x (ft)
4x (ft)
Bottom
4y'
WSEL (ft) y (ft) A (ft)
Q (cfs)
V (fps)
Q1 + Q2
V1 + V2
end 125.66
641.06
641.65
0.59 1.48
5.23
3.54
119.16
6.5
641.06
0.078
641.73
0.67 1.67
4.96
2.97
10.19
6.52
112.66
6.5
641.06
0.045
641.77
0.71 1.78
4.69
2.63
9.65
5.60
106.16
6.5
641.06
0.033
641.81
0.75 1.86
4.42
2.37
9.11
5.00
99.66
6.5
641.06
0.026
641.83
0.77 1.93
4.15
2.15
8.56
4.52
93.16
6.5
641.06
0.022
641.85
0.79 1.98
3.88
1.95
8.02
4.10
90.66
2.5
641.06
0.007
641.86
0.80 2.00
3.77
1.89
7.65
3.84
84.16
6.5
641.06
0.017
641.88
0.82 2.04
3.50
1.71
7.27
3.60
77.66
6.5
641.06
0.012
641.89
0.83 1.98
3.23
1.63
6.73
3.34
71.16
6.5
641.06
0.012
641.90
0.84 1.92
2.96
1.54
6.19
3.17
64.66
6.5
641.06
0.011
641.91
0.85 1.86
2.69
1.45
5.65
2.99
58.16
6.5
641.06
0.011
641.92
0.86 1.79
2.42
1.36
5.11
2.81
51.66
6.5
641.06
0.011
641.93
0.87 1.71
2.15
1.25
4.57
2.61
45.16
6.5
641.06
0.009
641.94
0.88 1.64
1.88
1.15
4.03
2.40
38.66
6.5
641.06
0.009
641.95
0.89 1.56
1.61
1.03
3.49
2.18
32.16
6.5
641.06
0.008
641.96
0.90 1.48
1.34
0.91
2.95
1.94
25.66
6.5
641.06
0.008
641.97
0.91 1.39
1.07
0.77
2.41
1.67
19.16
6.5
641.06
0.007
641.97
0.91 1.30
0.80
0.61
1.87
1.38
12.66
6.5
641.06
0.006
641.98
0.92 1.21
0.53
0.43
1.32
1.05
6.16
6.5
641.06
0.004
641.98
0.92 1.12
0.26
0.23
0.78
0.66
0.16
6
641.06
0.002
641.99
0.93 1.03
0.01
0.01
0.26
0.24
start 0
0.2
641.06
0.000
641.99
0.93
Computed By: CLK Date: 4/12/2019
Checked By: CMG Date: 4/12/2019
4Q
4V
4ym
R
hf
Ay'
Diff
0.27
0.57
0.076
2.34
0.0019
0.078
0.000
0.27
0.34
0.043
2.42
0.0014
0.044
0.000
0.27
0.26
0.032
2.49
0.0011
0.033
0.000
0.27
0.22
0.026
2.54
0.0009
0.026
0.000
0.27
0.20
0.021
2.59
0.0007
0.022
0.000
0.10
0.07
0.007
2.60
0.0003
0.007
0.001
0.27
0.17
0.017
2.63
0.0005
0.018
0.001
0.27
0.08
0.011
2.66
0.0005
0.012
0.000
0.27
0.09
0.011
2.68
0.0004
0.012
0.000
0.27
0.09
0.011
2.70
0.0004
0.011
0.000
0.27
0.10
0.011
2.73
0.0003
0.011
0.000
0.27
0.10
0.010
2.75
0.0003
0.011
0.000
0.27
0.11
0.010
2.77
0.0002
0.010
0.001
0.27
0.12
0.010
2.78
0.0002
0.010
0.001
0.27
0.13
0.009
2.80
0.0001
0.009
0.001
0.27
0.14
0.009
2.82
0.0001
0.009
0.001
0.27
0.16
0.008
2.83
0.0001
0.008
0.001
0.27
0.18
0.006
2.84
0.0000
0.006
0.001
0.27
0.21
0.004
2.85
0.0000
0.004
0.000
0.25
0.22
0.002
2.85
0.0000
0.002
0.000

Grant Creek WWTP - Computation of Water Surface Profile - 24 MGD PHF
Computed By: CLK
Date:
4/12/2019
Clarifier 2 - Influent Dividing Flow
Checked By:
CMG
Date:
4/12/2019
Total Clarifier Influent Flow Rate (mgd) =
8.41
:larifier Influent Flow Rate per Channel(mgd) =
4.21
U/S Channel Width (ft) =
2.5
Total Clarifier Influent Flow Rate (cfs) =
6.51
D/S Channel Width (ft) =
1.0
Channel Length (ft) =
141.37
Change in Width (ft/ft) =
0.02
Unit Discharge of Channel (cfs/ft) =
0.046
Channel Slope (ft/ft) =
0.00
D/S Critical Depth (ft) =
1.10
Channel
x (ft) 4x (ft) Bottom
Ay'
WSEL (ft)
y (ft) A (ft)
Q (cfs)
V (fps)
Q1 + Q2
V1 + V2
4Q
4V
4ym
R
hf
Ay'
Diff
end 141.37 641.56
643.34
1.78 1.78
0.05
0.03
134.87 6.5 641.56
0.001
643.34
1.78 1.78
0.35
0.19
0.39
0.22
0.30
0.17
0.001
6.06
0.0000
0.001
0.000
128.37 6.5 641.56
0.003
643.34
1.78 1.78
0.64
0.36
0.99
0.55
0.30
0.17
0.003
6.07
0.0000
0.003
0.000
121.87 6.5 641.56
0.005
643.35
1.79 1.79
0.94
0.53
1.59
0.89
0.30
0.17
0.005
6.08
0.0000
0.005
0.000
115.37 6.5 641.56
0.007
643.36
1.80 1.80
1.24
0.69
2.19
1.22
0.30
0.16
0.006
6.09
0.0000
0.006
0.000
108.87 6.5 641.56
0.008
643.36
1.80 1.80
1.54
0.85
2.78
1.55
0.30
0.16
0.008
6.11
0.0000
0.008
0.000
102.37 6.5 641.56
0.010
643.37
1.81 1.81
1.84
1.01
3.38
1.87
0.30
0.16
0.009
6.13
0.0001
0.010
0.000
95.87 6.5 641.56
0.011
643.38
1.82 1.82
2.14
1.17
3.98
2.19
0.30
0.16
0.011
6.15
0.0001
0.011
0.000
89.37 6.5 641.56
0.013
643.40
1.84 1.84
2.44
1.33
4.58
2.50
0.30
0.15
0.012
6.18
0.0001
0.012
0.000
83.37 6 641.56
0.013
643.41
1.85 1.85
2.71
1.47
5.15
2.79
0.28
0.14
0.013
6.20
0.0001
0.013
0.000
76.87 6.5 641.56
0.007
643.42
1.86 2.08
3.01
1.45
5.73
2.92
0.30
-0.01
0.006
6.22
0.0001
0.006
0.000
70.37 6.5 641.56
0.006
643.42
1.86 2.30
3.31
1.44
6.33
2.89
0.30
-0.01
0.006
6.23
0.0001
0.006
0.000
63.87 6.5 641.56
0.005
643.43
1.87 2.53
3.61
1.43
6.93
2.87
0.30
-0.01
0.005
6.24
0.0001
0.005
0.000
57.37 6.5 641.56
0.005
643.43
1.87 2.75
3.91
1.42
7.52
2.85
0.30
-0.01
0.005
6.25
0.0001
0.005
0.000
50.87 6.5 641.56
0.005
643.44
1.88 2.98
4.21
1.41
8.12
2.83
0.30
-0.01
0.004
6.26
0.0001
0.004
0.000
44.37 6.5 641.56
0.004
643.44
1.88 3.21
4.51
1.41
8.72
2.82
0.30
-0.01
0.004
6.26
0.0001
0.004
0.000
37.87 6.5 641.56
0.004
643.45
1.89 3.44
4.81
1.40
9.32
2.80
0.30
-0.01
0.004
6.27
0.0001
0.004
0.000
31.37 6.5 641.56
0.004
643.45
1.89 3.67
5.11
1.39
9.92
2.79
0.30
-0.01
0.003
6.28
0.0001
0.004
0.000
24.87 6.5 641.56
0.003
643.45
1.89 3.90
5.41
1.39
10.51
2.78
0.30
-0.01
0.003
6.29
0.0001
0.003
0.000
18.37 6.5 641.56
0.003
643.46
1.90 4.12
5.71
1.38
11.11
2.77
0.30
0.00
0.003
6.29
0.0001
0.003
0.000
11.87 6.5 641.56
0.003
643.46
1.90 4.35
6.00
1.38
11.71
2.76
0.30
0.00
0.003
6.30
0.0001
0.003
0.000
5.37 6.5 641.56
0.003
643.46
1.90 4.58
6.30
1.38
12.31
2.75
0.30
0.00
0.003
6.31
0.0001
0.003
0.000
0.37 5 641.56
0.003
643.47
1.91 4.76
6.53
1.37
12.84
2.75
0.23
0.00
0.002
6.31
0.0001
0.002
-0.001
start 0 0.4 641.56
0.058
643.52
1.96

Grant Creek WWTP - Computation of Water Surface Profile - 24 MGD PHF
Computed By: CLK
Date:
4/12/2019
Clarifier 2 - Effluent Combining Flow
Checked By: CMG
Date:
4/12/2019
Total Clarifier Effluent
Flow Rate (mgd) =
6.37
U/S Channel Width (ft) =
1.00
R (ft) =
41
S (Taper
to 1ft)
29.91145
29.91145
Effluent Flow Rate per Channel (mgd) =
3.19
D/S Channel Width (ft) =
2.50
S (1 ft
constant
5
34.91145
Weir Flow Rate (cfs) =
4.93
Change in Width (ft/ft) =
0.02
S (Taper to 2.5ft)
76.28136
111.1928
Weir Length (ft) =
125.66
Trough Slope (ft/ft) =
0.0000
S (2.5ft
constan
17.88962
129.0824
Unit Discharge of Weir (cfs/ft) =
0.039
U/S Critical Depth (ft) =
0.91
D/S Critical Depth (ft) =
0.49
Channel
x (ft)
Ax (ft) Bottom
Ay'
WSEL (ft)
y (ft) A (ft)
Q (cfs)
V (fps)
Q1 + Q2
V1 + V2
AQ
AV
Ay.,
R
hf
Ay'
Diff
end 125.66
641.50
641.99
0.49 24 1
4.93
3.99
119.16
6.5 641.50
0.131
642.13
0.63 1.56
4.67
2.99
9.60
6.98
0.25
1.00
0.129
2.25
0.0020
0.131
-0.001
112.66
6.5 641.50
0.048
642.17
0.67 1.68
4.42
2.63
9.09
5.61
0.25
0.36
0.045
2.35
0.0015
0.047
-0.001
106.16
6.5 641.50
0.024
642.20
0.70 1.67
4.16
2.49
8.58
5.12
0.25
0.13
0.023
2.39
0.0013
0.024
-0.001
99.66
6.5 641.50
0.022
642.22
0.72 1.64
3.91
2.38
8.07
4.87
0.25
0.12
0.021
2.44
0.0011
0.022
-0.001
93.16
6.5 641.50
0.021
642.24
0.74 1.61
3.65
2.26
7.56
4.64
0.25
0.11
0.019
2.48
0.0010
0.020
-0.001
86.66
6.5 641.50
0.020
642.26
0.76 1.58
3.40
2.16
7.05
4.42
0.25
0.11
0.018
2.52
0.0009
0.019
-0.001
80.16
6.5 641.50
0.019
642.28
0.78 1.53
3.14
2.05
6.54
4.21
0.25
0.10
0.018
2.56
0.0008
0.018
-0.001
73.66
6.5 641.50
0.019
642.30
0.80 1.48
2.89
1.95
6.03
4.00
0.25
0.10
0.017
2.60
0.0007
0.018
-0.001
67.16
6.5 641.50
0.018
642.32
0.82 1.43
2.63
1.85
5.52
3.79
0.25
0.10
0.016
2.63
0.0006
0.017
-0.001
60.66
6.5 641.50
0.018
642.33
0.83 1.37
2.38
1.74
5.01
3.58
0.25
0.11
0.016
2.67
0.0005
0.017
-0.001
54.16
6.5 641.50
0.017
642.35
0.85 1.30
2.12
1.63
4.50
3.37
0.25
0.11
0.016
2.70
0.0005
0.016
-0.001
47.66
6.5 641.50
0.017
642.37
0.87 1.24 I
1.87
1.51
3.99
3.14
0.25
0.12
0.015
2.74
0.0004
0.016
-0.001
41.16
6.5 641.50
0.017
642.38
0.88 1.17
1.61
1.38
3.48
2.90
0.25
0.13
0.015
2.77
0.0003
0.016
-0.001
34.66
6.5 641.50
0.016
642.40
0.90 1.09
1.36
1.25
2.97
2.63
0.25
0.14
0.015
2.80
0.0003
0.015
-0.001
29.66
5.00 641.50
0.007
642.41
0.91 0.91
1.16
1.28
2.52
2.53
0.20
-0.03
0.006
2.82
0.0002
0.007
0.000
23.16
6.5 641.50
0.023
642.43
0.93 1.03
0.91
0.88
2.07
2.16
0.25
0.40
0.022
2.86
0.0001
0.023
0.000
16.66
6.5 641.50
0.013
642.44
0.94 1.15
0.65
0.57
1.56
1.45
0.25
0.31
0.012
2.89
0.0001
0.012
-0.001
10.16
6.5 641.50
0.007
642.45
0.95 1.26
0.40
0.32
1.05
0.89
0.25
0.25
0.006
2.90
0.0000
0.006
-0.001
3.66
6.5 641.50
0.003
642.45
0.95 1.36
0.14
0.11
0.54
0.42
0.25
0.21
0.003
2.91
0.0000
0.003
0.000
start 0
3.7 641.50
0.000
642.45
0.95
Assume 180 deg flow split
Adjust area calc to provide proper narrowing/channel width change
Points at which Area equations are (x) are different and will change
3 points - >1 ft, down to 1 ft, back up to 2.5 ft

Grant Creek WWTP - Computation of Water Surface Profile - 24 MGD PHF
Computed By: CLK
Date:
4/12/2019
Clarifiers 3-4 Effluent Combining Flow
Checked By:
CMG
Date:
4/12/2019
Half of
U/S Channel Width (ft) =
0.75
Finger Trough Weir Length 1 (ft) = 36.5
1.33
0.86
0.430200419
Effluent Flow Rate (mgd) =
2.81
Half of
D/S Channel Width (ft) =
0.75
Finger Trough Weir Length 2 (ft) = 36.5
Total Weir Flow Rate (cfs) =
4.35
Change in Width (ft/ft) =
0.00
Main Trough Weir Length 1 (ft) = 31.8
One Side of Main Trough Weir Flow Rate (cfs) =
0.84
Trough Slope (ft/ft) =
0.015
Main Trough Weir Length 2 (ft) = 14.5
One Side of Main Trough Weir Length (ft) =
23.17
U/S Critical Depth (ft) =
0.64
Total Trough Weir Length (ft) = 119.3
Unit Discharge of One Side Main Trough Weir (cfs/ft) =
0.036
D/S Critical Depth (ft) =
0.64
x (ft) Ax (ft) Channel Bottom
AY
WSEL (ft)
y (ft) A (ft)
Q (cfs)
V (fps)
Q1 + Q2
V1 + V2 AQ AV Aym
R
hf
Ay.
Diff
end 23.17
642.35
1.20 0.90
2.18
2.42
21.17 2 641.18
0.010
642.36
1.18 0.88
2.10
2.38
4.28
4.79 0.07 0.04 0.009
3.11
0.0003
0.009
0.000
19.17 2 641.21
0.010
642.37
1.16 0.87
2.03
2.34
4.13
4.71 0.07 0.04 0.009
3.07
0.0002
0.009
0.000
17.17 2 641.24
0.011
642.38
1.14 0.85
1.96
2.29
3.99
4.62 0.07 0.05 0.009
3.03
0.0002
0.010
-0.001
16.17 16.17 1 641.26
0.094
642.47
1.22 0.91
1.29
1.41
3.25
3.70 0.67 0.88 0.094
3.19
0.0000
0.094
0.000 WSE at Troughs A an(
14.17 2 641.29
0.007
642.48
1.20 0.90
1.22
1.36
2.51
2.77 0.07 0.05 0.006
3.14
0.0001
0.006
-0.001
12.17 2 641.32
0.006
642.49
1.17 0.88
1.15
1.30
2.36
2.66 0.07 0.05 0.006
3.09
0.0001
0.006
0.000
10.17 2 641.35
0.007
642.49
1.15 0.86
1.07
1.25
2.22
2.55 0.07 0.06 0.006
3.05
0.0001
0.006
-0.001
8.17 2 641.38
0.006
642.50
1.12 0.84
1.00
1.19
2.07
2.43 0.07 0.06 0.005
3.00
0.0001
0.006
0.000
6.17 2 641.41
0.005
642.50
1.10 0.82
0.93
1.12
1.93
2.31 0.07 0.06 0.005
2.95
0.0001
0.005
0.000
4.17 2 641.44
0.005
642.51
1.07 0.81
0.85
1.06
1.78
2.18 0.07 0.06 0.005
2.90
0.0001
0.005
0.000
3.17 1 641.45
0.004
642.51
1.06 0.80
0.82
1.03
1.67
2.09 0.04 0.03 0.003
2.88
0.0000
0.003
-0.001
2.17 1 641.47
0.003
642.52
1.05 0.79
0.78
0.99
1.60
2.02 0.04 0.03 0.003
2.85
0.0000
0.003
0.000
1.17 1 641.48
0.003
642.52
1.04 0.78
0.74
0.96
1.53
1.95 0.04 0.04 0.002
2.83
0.0000
0.003
-0.001
0.17 1 641.50
0.028
642.55
1.05 0.79
0.01
0.01
0.75
0.96 0.74 0.95 0.028
2.86
0.0000
0.028
0.000
start 0 0.2 641.50
0.000
642.55
1.05
WSE at Troughs C an(

Grant Creek WWTP - Computation of Water Surface Profile - 7.5 MGD ADMMF
Clarifier 1 - Influent Dividing Flow
Total Clarifier Influent Flow Rate (mgd) =
4.864
Clarifier Influent Flow Rate per Channel(mgd) =
2.43
U/S Channel Width (ft) =
z.5
Total Clarifier Influent Flow Rate (cfs) =
3.76
D/S Channel Width (ft) =
1.0
Channel Length (ft) =
141.37
Change in Width (ft/ft) =
0.02
Unit Discharge of Channel (cfs/ft) =
0.027
Channel Slope (ft/ft) =
0.00
D/S Critical Depth (ft) =
0.76
end
start
x (ft)
141.37
134.87
128.37
121.87
115.37
108.87
102.37
95.87
89.37
83.37
76.87
70.37
63.87
57.37
50.87
44.37
37.87
31.37
24.87
18.37
11.87
5.37
0.37
0
Channel
Ax (ft) Bottom
641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
6.5 641.01
5 641.01
0.4 641.01
Ay' WSEL (ft) y (ft) A (ft)
642.92
1.91
1.91
0.001
642.92
1.91
1.91
0.001
642.92
1.91
1.91
0.001
642.92
1.91
1.91
0.001
642.92
1.91
1.91
0.002
642.93
1.92
1.92
0.002
642.93
1.92
1.92
0.002
642.93
1.92
1.92
0.003
642.93
1.92
1.92
0.004
642.94
1.93
1.93
0.001
642.94
1.93
2.15
0.001
642.94
1.93
2.38
0.001
642.94
1.93
2.61
0.001
642.94
1.93
2.84
0.001
642.94
1.93
3.07
0.001
642.94
1.93
3.29
0.001
642.94
1.93
3.52
0.001
642.94
1.93
3.75
0.001
642.94
1.93
3.98
0.001
642.94
1.93
4.21
0.001
642.95
1.94
4.44
0.001
642.95
1.94
4.67
0.001
642.95
1.94
4.84
0.019
642.97
Q (cfs) V (fps) Q1 + Q2 V1 + V2
0.03 0.01
0.20
0.10
0.23
0.12
0.37
0.19
0.57
0.30
0.55
0.29
0.92
0.48
0.72
0.38
1.26
0.66
0.89
0.47
1.61
0.84
1.06
0.56
1.96
1.02
1.24
0.64
2.30
1.20
1.41
0.73
2.65
1.38
1.57
0.82
2.98
1.55
1.74
0.81
3.31
1.62
1.92
0.80
3.66
1.61
2.09
0.80
4.01
1.60
2.26
0.80
4.35
1.60
2.44
0.79
4.70
1.59
2.61
0.79
5.04
1.59
2.78
0.79
5.39
1.58
2.95
0.79
5.74
1.58
3.13
0.79
6.08
1.57
3.30
0.78
6.43
1.57
3.47
0.78
6.77
1.57
3.65
0.78
7.12
1.56
3.78
0.78
7.42
1.56
Computed By: CLK Date: 4/25/2019
Checked By: CMG Date: 4/25/2019
AQ
AV
Ay.'
R
hf
Ay'
Diff
0.17
0.09
0.000
6.32
0.0000
0.000
-0.001
0.17
0.09
0.001
6.32
0.0000
0.001
0.000
0.17
0.09
0.001
6.32
0.0000
0.001
0.000
0.17
0.09
0.002
6.33
0.0000
0.002
0.001
0.17
0.09
0.002
6.33
0.0000
0.002
0.001
0.17
0.09
0.003
6.33
0.0000
0.003
0.001
0.17
0.09
0.003
6.34
0.0000
0.003
0.001
0.17
0.09
0.004
6.35
0.0000
0.004
0.000
0.16
0.08
0.004
6.35
0.0000
0.004
0.000
0.17
-0.01
0.002
6.36
0.0000
0.002
0.001
0.17
0.00
0.002
6.36
0.0000
0.002
0.001
0.17
0.00
0.002
6.36
0.0000
0.002
0.001
0.17
0.00
0.001
6.36
0.0000
0.002
0.001
0.17
0.00
0.001
6.36
0.0000
0.001
0.001
0.17
0.00
0.001
6.36
0.0000
0.001
0.001
0.17
0.00
0.001
6.37
0.0000
0.001
0.001
0.17
0.00
0.001
6.37
0.0000
0.001
0.000
0.17
0.00
0.001
6.37
0.0000
0.001
0.000
0.17
0.00
0.001
6.37
0.0000
0.001
0.000
0.17
0.00
0.001
6.37
0.0000
0.001
0.000
0.17
0.00
0.001
6.37
0.0000
0.001
0.000
0.13
0.00
0.001
6.37
0.0000
0.001
0.000

Grant Creek WWTP - Computation of Water Surface Profile - 7.5 MGD ADMMF
Clarifier 1 - Effluent Combining Flow
Total Clarifier Effluent Flow Rate (mgd) =
2.704
U/S Channel Width (ft) =
1.00
Effluent Flow Rate per Channel (mgd) =
1.35
D/S Channel Width (ft) =
2.50
Weir Flow
Rate (cfs) =
2.09
Change in Width (ft/ft) =
0.02
Weir Length (ft) =
125.66
Trough Slope (ft/ft) =
0.0000
Unit Discharge of Weir (cfs/ft) =
0.017
U/S Critical Depth (ft) =
0.51
D/S Critical Depth (ft) =
0.28
Channel
x (ft)
Ax (ft)
Bottom
Ay'
WSEL (ft) y (ft) A (ft)
Q (cfs)
V (fps)
Q1 + Q2
V1 + V2
end 125.66
641.06
641.34
0.28 0.70
2.09
3.00
119.16
6.5
641.06
0.074
641.41
0.35 0.88
1.98
2.25
4.07
5.25
112.66
6.5
641.06
0.027
641.44
0.38 0.95
1.88
1.97
3.86
4.22
106.16
6.5
641.06
0.019
641.46
0.40 1.00
1.77
1.77
3.64
3.74
99.66
6.5
641.06
0.015
641.47
0.41 1.04
1.66
1.60
3.43
3.37
93.16
6.5
641.06
0.011
641.49
0.43 1.06
1.55
1.46
3.21
3.06
90.66
2.5
641.06
0.003
641.49
0.43 1.07
1.51
1.41
3.06
2.86
84.16
6.5
641.06
0.010
641.50
0.44 1.10
1.40
1.28
2.91
2.68
77.66
6.5
641.06
0.006
641.51
0.45 1.07
1.29
1.21
2.69
2.49
71.16
6.5
641.06
0.006
641.51
0.45 1.03
1.18
1.15
2.48
2.36
64.66
6.5
641.06
0.006
641.52
0.46 1.00
1.08
1.08
2.26
2.22
58.16
6.5
641.06
0.006
641.52
0.46 0.96
0.97
1.01
2.04
2.08
51.66
6.5
641.06
0.006
641.53
0.47 0.92
0.86
0.93
1.83
1.94
45.16
6.5
641.06
0.006
641.54
0.48 0.88
0.75
0.85
1.61
1.78
38.66
6.5
641.06
0.005
641.54
0.48 0.84
0.64
0.76
1.40
1.62
32.16
6.5
641.06
0.005
641.55
0.49 0.80
0.54
0.67
1.18
1.43
25.66
6.5
641.06
0.004
641.55
0.49 0.75
0.43
0.57
0.96
1.24
19.16
6.5
641.06
0.003
641.55
0.49 0.70
0.32
0.45
0.75
1.02
12.66
6.5
641.06
0.003
641.56
0.50 0.65
0.21
0.32
0.53
0.78
6.16
6.5
641.06
0.002
641.56
0.50 0.60
0.10
0.17
0.31
0.49
0.16
6
641.06
0.001
641.56
0.50 0.55
0.00
0.00
0.11
0.18
start 0
0.2
641.06
0.000
641.56
0.50
Computed By: CLK Date: 4/25/2019
Checked By: CMG Date: 4/25/2019
AQ
AV
Aym
R
hf
Ay'
Diff
0.11
0.75
0.073
1.71
0.0016
0.074
0.000
0.11
0.27
0.026
1.76
0.0012
0.027
0.000
0.11
0.20
0.018
1.80
0.0009
0.019
0.000
0.11
0.17
0.014
1.83
0.0008
0.015
0.000
0.11
0.14
0.012
1.85
0.0006
0.012
0.001
0.04
0.05
0.004
1.86
0.0002
0.004
0.001
0.11
0.13
0.010
1.88
0.0005
0.010
0.000
0.11
0.06
0.006
1.89
0.0004
0.007
0.000
0.11
0.07
0.006
1.90
0.0004
0.007
0.000
0.11
0.07
0.006
1.92
0.0003
0.006
0.000
0.11
0.07
0.006
1.93
0.0003
0.006
0.000
0.11
0.08
0.006
1.94
0.0002
0.006
0.000
0.11
0.08
0.006
1.95
0.0002
0.006
0.000
0.11
0.09
0.005
1.96
0.0002
0.005
0.000
0.11
0.09
0.005
1.97
0.0001
0.005
0.000
0.11
0.10
0.005
1.98
0.0001
0.005
0.001
0.11
0.11
0.004
1.99
0.0001
0.004
0.001
0.11
0.13
0.003
1.99
0.0000
0.004
0.001
0.11
0.15
0.002
2.00
0.0000
0.002
0.001
0.10
0.17
0.001
2.00
0.0000
0.001
0.000

Grant Creek WWTP - Computation of Water Surface Profile - 7.5 MGD ADMMF
Computed By: CLK
Date:
4/25/2019
Clarifier 2 - Influent Dividing Flow
Checked By:
CMG
Date:
4/25/2019
Total Clarifier Influent Flow Rate (mgd) =
4.588
:larifier Influent Flow Rate per Channel(mgd) =
2.29
U/S Channel Width (ft) =
2.5
Total Clarifier Influent Flow Rate (cfs) =
3.55
D/S Channel Width (ft) =
1.0
Channel Length (ft) =
141.37
Change in Width (ft/ft) =
0.02
Unit Discharge of Channel (cfs/ft) =
0.025
Channel Slope (ft/ft) =
0.00
D/S Critical Depth (ft) =
0.73
Channel
x (ft) 4x (ft) Bottom
Ay'
WSEL (ft)
y (ft) A (ff)
Q (cfs)
V (fps)
Q1 + Q2
V1 + V2
4Q
4V
4ym
R
hf
Ay'
Diff
end 141.37 641.56
642.92
1.36 1.36
0.03
0.02
134.87 6.5 641.56
0.001
642.92
1.36 1.36
0.19
0.14
0.21
0.16
0.16
0.12
0.001
5.22
0.0000
0.001
-0.001
128.37 6.5 641.56
0.001
642.92
1.36 1.36
0.35
0.26
0.54
0.40
0.16
0.12
0.001
5.22
0.0000
0.001
0.001
121.87 6.5 641.56
0.001
642.92
1.36 1.36
0.51
0.38
0.87
0.64
0.16
0.12
0.002
5.23
0.0000
0.002
0.001
115.37 6.5 641.56
0.002
642.93
1.37 1.37
0.68
0.50
1.19
0.87
0.16
0.12
0.003
5.23
0.0000
0.003
0.001
108.87 6.5 641.56
0.003
642.93
1.37 1.37
0.84
0.61
1.52
1.11
0.16
0.12
0.004
5.24
0.0000
0.004
0.001
102.37 6.5 641.56
0.004
642.93
1.37 1.37
1.00
0.73
1.85
1.35
0.16
0.12
0.005
5.25
0.0000
0.005
0.000
95.87 6.5 641.56
0.006
642.94
1.38 1.38
1.17
0.85
2.17
1.58
0.16
0.12
0.006
5.26
0.0001
0.006
0.000
89.37 6.5 641.56
0.007
642.95
1.39 1.39
1.33
0.96
2.50
1.81
0.16
0.11
0.007
5.27
0.0001
0.007
0.000
83.37 6 641.56
0.007
642.95
1.39 1.39
1.48
1.06
2.81
2.02
0.15
0.10
0.007
5.29
0.0001
0.007
0.000
76.87 6.5 641.56
0.003
642.96
1.40
1.64
1.05
3.13
2.12
0.16
-0.01
0.003
5.29
0.0001
0.003
0.001
70.37 6.5 641.56
0.002
642.96
1.40 1.73
1.81
1.05
3.45
2.10
0.16
-0.01
0.003
5.30
0.0001
0.003
0.001
63.87 6.5 641.56
0.002
642.96
1.40 1.89
1.97
1.04
3.78
2.09
0.16
-0.01
0.003
5.30
0.0001
0.003
0.001
57.37 6.5 641.56
0.002
642.96
1.40 2.06
2.13
1.04
4.10
2.08
0.16
-0.01
0.002
5.30
0.0001
0.003
0.001
50.87 6.5 641.56
0.001
642.96
1.40 2.23
2.30
1.03
4.43
2.07
0.16
0.00
0.002
5.31
0.0001
0.002
0.001
44.37 6.5 641.56
0.001
642.96
1.40 2.39
2.46
1.03
4.76
2.06
0.16
0.00
0.002
5.31
0.0001
0.002
0.001
37.87 6.5 641.56
0.001
642.97
1.41 2.56
2.62
1.02
5.08
2.05
0.16
0.00
0.002
5.31
0.0001
0.002
0.001
31.37 6.5 641.56
0.001
642.97
1.41 2.73
2.79
1.02
5.41
2.05
0.16
0.00
0.002
5.31
0.0001
0.002
0.001
24.87 6.5 641.56
0.001
642.97
1.41 2.90
2.95
1.02
5.74
2.04
0.16
0.00
0.002
5.31
0.0001
0.002
0.001
18.37 6.5 641.56
0.001
642.97
1.41 3.06
3.11
1.02
6.06
2.04
0.16
0.00
0.002
5.32
0.0001
0.002
0.001
11.87 6.5 641.56
0.001
642.97
1.41 3.23
3.28
1.01
6.39
2.03
0.16
0.00
0.002
5.32
0.0001
0.002
0.001
5.37 6.5 641.56
0.001
642.97
1.41 3.40
3.44
1.01
6.71
2.03
0.16
0.00
0.001
5.32
0.0001
0.002
0.001
0.37 5 641.56
0.001
642.97
1.41 3.53
3.56
1.01
7.00
2.02
0.13
0.00
0.001
5.32
0.0001
0.001
0.000
start 0 0.4 641.56
0.032
643.00
1.44

Grant Creek WWTP - Computation of Water Surface Profile - 7.5 MGD ADMMF
Computed By: CLK
Date:
4/25/2019
Clarifier 2 - Effluent Combining Flow
Checked By: CMG
Date:
4/25/2019
Total Clarifier Effluent
Flow Rate (mgd) =
2.548
U/S Channel Width (ft) =
1.00
R (ft) =
41
S (Taper
to 1ft)
29.91145
29.91145
Effluent Flow Rate per Channel (mgd) =
1.27
D/S Channel Width (ft) =
2.50
S (1 ft
constant
5
34.91145
Weir Flow Rate (cfs) =
1.97
Change in Width (ft/ft) =
0.02
S (Taper to 2.5ft)
76.28136
111.1928
Weir Length (ft) =
125.66
Trough Slope (ft/ft) =
0.0000
S (2.5ft
constan
17.88962
129.0824
Unit Discharge of Weir (cfs/ft) =
0.016
U/S Critical Depth (ft) =
0.49
D/S Critical Depth (ft) =
0.27
Channel
x (ft)
Ax (ft) Bottom
Ay'
WSEL (ft)
y (ft) A (ft)
Q (cfs)
V (fps)
Q1 + Q2
V1 + V2
AQ
AV
Ay.,
R
hf
Ay'
Diff
end 125.66
641.50
641.77
0.27 0.67
1.97
2.94
119.16
6.5 641.50
0.072
641.84
0.34 0.85
1.87
2.20
3.84
5.14
0.10
0.74
0.070
1.68
0.0016
0.072
0.000
112.66
6.5 641.50
0.026
641.87
0.37 0.91
1.77
1.93
3.64
4.13
0.10
0.27
0.025
1.73
0.0012
0.026
0.000
106.16
6.5 641.50
0.013
641.88
0.38 0.91
1.67
1.84
3.43
3.77
0.10
0.10
0.012
1.76
0.0010
0.013
0.000
99.66
6.5 641.50
0.012
641.89
0.39 0.89
1.56
1.75
3.23
3.59
0.10
0.09
0.011
1.78
0.0009
0.012
0.000
93.16
6.5 641.50
0.011
641.90
0.40 0.88
1.46
1.67
3.02
3.42
0.10
0.08
0.010
1.80
0.0008
0.011
0.000
86.66
6.5 641.50
0.011
641.91
0.41 0.86
1.36
1.59
2.82
3.26
0.10
0.08
0.010
1.83
0.0007
0.011
0.000
80.16
6.5 641.50
0.010
641.92
0.42 0.83
1.26
1.51
2.62
3.10
0.10
0.08
0.009
1.85
0.0007
0.010
0.000
73.66
6.5 641.50
0.010
641.93
0.43 0.80
1.16
1.44
2.41
2.95
0.10
0.08
0.009
1.87
0.0006
0.010
0.000
67.16
6.5 641.50
0.009
641.94
0.44 0.77
1.05
1.36
2.21
2.80
0.10
0.08
0.009
1.89
0.0005
0.009
0.000
60.66
6.5 641.50
0.009
641.95
0.45 0.74
0.95
1.28
2.00
2.65
0.10
0.08
0.009
1.90
0.0005
0.009
0.000
54.16
6.5 641.50
0.009
641.96
0.46 0.71
0.85
1.20
1.80
2.49
0.10
0.08
0.009
1.92
0.0004
0.009
0.000
47.66
6.5 641.50
0.009
641.97
0.47 0.67
0.75
1.12
1.60
2.32
0.10
0.09
0.008
1.94
0.0003
0.009
0.000
41.16
6.5 641.50
0.009
641.98
0.48 0.63
0.65
1.03
1.39
2.14
0.10
0.09
0.008
1.96
0.0003
0.009
0.000
34.66
6.5 641.50
0.008
641.99
0.49 0.59
0.54
0.92
1.19
1.95
0.10
0.10
0.008
1.97
0.0002
0.008
0.000
29.66
5.00 641.50
0.004
641.99
0.49 0.49
0.47
0.95
1.01
1.87
0.08
-0.03
0.004
1.98
0.0002
0.004
0.000
23.16
6.5 641.50
0.012
642.00
0.50 0.56
0.36
0.65
0.83
1.60
0.10
0.30
0.012
2.01
0.0001
0.012
0.000
16.66
6.5 641.50
0.007
642.01
0.51 0.62
0.26
0.42
0.62
1.08
0.10
0.23
0.007
2.02
0.0000
0.007
0.000
10.16
6.5 641.50
0.004
642.01
0.51 0.68
0.16
0.23
0.42
0.66
0.10
0.19
0.004
2.03
0.0000
0.004
0.000
3.66
6.5 641.50
0.002
642.02
0.52 0.74
0.06
0.08
0.22
0.31
0.10
0.16
0.001
2.03
0.0000
0.001
-0.001
start 0
3.7 641.50
0.000
642.02
0.52
Assume 180 deg flow split
Adjust area calc to provide proper narrowing/channel width change
Points at which Area equations are (x) are different and will change
3 points - >1 ft, down to 1 ft, back up to 2.5 ft

Grant Creek WWTP - Computation of Water Surface Profile - 7.5 MGD ADMMF
Computed By: CLK
Date:
4/25/2019
Clarifiers 3-4 Effluent Combining Flow
Checked By:
CMG
Date:
4/25/2019
Half of
U/S Channel Width (ft) =
0.75
Finger Trough Weir Length 1 (ft) = 36.5
0.53
0.34
0.172049581
Effluent Flow Rate (mgd) =
1.13
Half of
D/S Channel Width (ft) =
0.75
Finger Trough Weir Length 2 (ft) = 36.5
Total Weir Flow Rate (cfs) =
1.74
Change in Width (ft/ft) =
0.00
Main Trough Weir Length 1 (ft) = 31.8
One Side of Main Trough Weir Flow Rate (cfs) =
0.34
Trough Slope (ft/ft) =
0.015
Main Trough Weir Length 2 (ft) = 14.5
One Side of Main Trough Weir Length (ft) =
23.17
U/S Critical Depth (ft) =
0.35
Total Trough Weir Length (ft) = 119.3
Unit Discharge of One Side Main Trough Weir (cfs/ft) =
0.015
D/S Critical Depth (ft) =
0.35
x (ft) Ox (ft) Channel Bottom
AY
WSEL (ft)
y (ft) A (ft)
Q (cfs)
V (fps)
Q1 + Q2
V1 + V2 OQ AV Aym
R
hf
Ay.
Diff
end 23.17
641.62
0.47 0.35
0.87
2.47
21.17 2 641.18
0.001
641.62
0.44 0.33
0.84
2.54
1.71
5.01 0.03 -0.07 0.001
1.63
0.0007
0.002
0.000
19.17 2 641.21
0.001
641.62
0.41 0.31
0.81
2.62
1.65
5.16 0.03 -0.08 0.001
1.58
0.0008
0.001
0.000
17.17 2 641.24
0.001
641.62
0.38 0.29
0.78
2.72
1.59
5.34 0.03 -0.09 0.000
1.52
0.0009
0.001
0.000
16.17 16.17 1 641.26
0.140
641.76
0.51 0.38
0.52
1.35
1.30
4.07 0.27 1.36 0.139
1.77
0.0001
0.139
0.000 WSE at Troughs A an(
14.17 2 641.29
0.003
641.77
0.48 0.36
0.49
1.35
1.00
2.70 0.03 0.01 0.004
1.71
0.0002
0.004
0.000
12.17 2 641.32
0.004
641.77
0.46 0.34
0.46
1.34
0.95
2.69 0.03 0.01 0.004
1.66
0.0002
0.004
0.000
10.17 2 641.35
0.003
641.77
0.43 0.32
0.43
1.33
0.89
2.67 0.03 0.01 0.004
1.61
0.0002
0.004
0.001
8.17 2 641.38
0.004
641.78
0.40 0.30
0.40
1.32
0.83
2.65 0.03 0.01 0.004
1.56
0.0002
0.004
0.000
6.17 2 641.41
0.004
641.78
0.38 0.28
0.37
1.31
0.77
2.63 0.03 0.01 0.005
1.50
0.0002
0.005
0.001
4.17 2 641.44
0.005
641.79
0.35 0.26
0.34
1.29
0.71
2.60 0.03 0.02 0.005
1.46
0.0002
0.005
0.000
3.17 1 641.45
0.002
641.79
0.34 0.25
0.33
1.28
0.67
2.58 0.01 0.01 0.003
1.43
0.0001
0.003
0.001
2.17 1 641.47
0.002
641.79
0.33 0.24
0.31
1.28
0.64
2.56 0.01 0.01 0.003
1.40
0.0001
0.003
0.001
1.17 1 641.48
0.003
641.79
0.31 0.24
0.30
1.26
0.61
2.54 0.01 0.01 0.003
1.38
0.0001
0.003
0.000
0.17 1 641.50
0.050
641.84
0.35 0.26
0.00
0.01
0.30
1.27 0.30 1.26 0.050
1.45
0.0000
0.050
0.000
start 0 0.2 641.50
0.000
641.84
0.35
WSE at Troughs C an(

Process Mechanical Calculations
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
Influent Pump Station Wet Well Volume
Influent Pump Curves
Influent Pump Curves from Selected Manufacturers
Bar Screen Calculations
Grit Removal Calculations
Grit Slurry Pump Curves
Grit Pump Curves from Selected Manufacturers
Equalization Tank Sizing Calculations
RAS/WAS Pump Station Wet Well Volume
RAS Pump Curves
RAS Pump Curves from Selected Manufacturers
WAS Pump Curves
WAS Pump Curves from Selected Manufacturers
Magnetic Flow Meter Sizing

Process Mechanical Calculations
1. Influent Pump Station Wet Well Volume

I( —DM I FOET t Cmeury-Rowan Utilities CHECMD 106.062019 comaureD wB
S m t h Grent Creek W Il C Improvements 08.08.2019 CM
B
Wetwell Check cHECUFD BY CSF
Hydraulics Institude Standards ANSI/HI 9.8-2018 Recommendations for Submersible Pump Stations
cc• a�.E-.,��.a<aFe o.«w,w. rr,W.�. ro, �«na. s c�a=o�m..� a—�o,s
Appendix E — Aspects of design of rectangular wet wells for solids -bearing liquids (informalive) — 2018
ON
Flow per pump lgpm)
16. 3200 4A00 6WD 8000 11,200 1'. 11.—
glow
l0,1O0
7000
SWD
D uree., fmm-n�ynxwiemiy
4000
50W
r" 2000
9 loop
70Q
0 SeD
400
300
2D6
m'lllp 2(10 300 d00 SOD ]OD ih10 2D00
Flaw per pump (Vs)
Fiw. es s�ne„�st. i.a.n-nisnaeM.�n. Fig.-S.7 Fiem rtded sump dimensions
Flow Bate (gpm) 5,600.00
Flow Rate (tt3/sec)
12.48
A(in)
120.00
8 (in)
56.w
C(in)
27.00
E(in)
65.00
F(in)
35.00
Discharge Connection (In)
16.00
H (in)
12.00
ns,00D
Wetwell Dimensio IIWidth
18.00 fit
Length 16.00 R Depth 46.00 R

Smith
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453
PROJECT Grant Creek WWTT Improvements DATE 06.06.2019
CHECKED
DETAIL Wetwell Elevation CHECKED CSF
BY
For Constant Speed Operation
Pump Cycle Volume
Maximum Starts Per Hour 6
Minimum Cycle Time 10 min
Pump Station Max Flow at
Min Speed 2,800 gpm
Requried Storage Volume 7,000 gal
Wetwell Length
16.5 ft
Wetwell Width
18.0 ft
Wet Well Area
297 ft
Storage Volume Per Foot
2,222 gal/ft
Wet Well Staae Need
3.15 ft
Calculated
Use
Station Influent Invert
614.00 ft
614.00 ft
High Level Alarm
613.50 ft
613.50 ft
Secondary Lead Pump On
613.00 ft
613.00 ft
Primary Lag Pump On
612.50 ft
612.50 ft
Primary Lead Pump On
(Target WL)
612.00 ft
612.00 ft
Pump Off
608.85 ft
608.75 ft
Low Level Alarm
608.35 ft
608.00 ft
Minimum Submergence El
607.02
606.68 ft
Station Invert
605.35 ft
605.00 ft
Minimum Submergence L 1.68 ft
Low Level Alarm Above Minimum Submergence El? YES
DATE 06.06.2019
COMPUTED CMB
BY

Process Mechanical Calculations
2. Influent Pump Curves

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
CDMPROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Smith Improvements CHECKED BY
DETAIL Cover Sheet CHECKBY ED CSF
Pump Performance -System Analysis Calculations for
Grant Creek WWTP Intake Pump Station
Station Description:
The influent pump station will house 4 submersible solids handling pumps and is attached to the screening
structure. Influent flow will be pumped to the grit facility. Pump station design flow is 24 MGD.
1.0 Contents
1 Cover 5.0 NPSH Minimum Wet Well Liquid Level
2 Equations 6.0 NPSH Target Wet Well Liquid Level
3 Pump Data 7.0 NPSH Maximum Wet Well Liquid Level
4.1A Scenario 1 System Data 8.0 Model Schematic
4.1 B Scenario 1 Affinity Data 9.0 Hydraulic Model Components
4.1C Scenario 1 Curves 10.0 Submersible Wetwell Design 1
4.2A Scenario 2 System Data 11.0 Submersible Wetwell Design 2
4.213 Scenario 2 Affinity Data
4.2C Scenario 2 Curves
4.3A Scenario 3 System Data
4.313 Scenario 3 Affinity Data
4.3C Scenario 3 Curves
1.1 Purpose/Objective:
Meet minimum and maximum conditions hydraulic conditions.
1.2 Procedure/Approach:
Model the pump station using WaterGems for the minimum, design, and maximum head conditions.
1.3 Data and References:
1. CDM, 1993. Pumps and Pumping System Hydraulics
2. Cameron Hydraulic Data, 19th Edition
1.4 Assumptions
and Limitations:
1. Top of Structure Elevation 651 ft.
Additional assumptions are noted throughout this document in green text.
1.5 Legend:
The following text and cell color codes are used in this spreadsheet and indicate the following:
blue shaded cell = value that requires manual input
text black text = notes, equations, and results that do not need updating for typical calculations
<<--text green text with arrow = notes, assumptions, or references to data sources

��M
CLIENT Salisbury -Rowan Utilities
JOB NO. 141904-220453 DATE 06.06.2019
Smith
Grant Creek WWTT
PROJECT
DATE CHECKED 06.06.2019 COMPUTED BY CMB
Improvements
DETAIL Equations
CHECKED BY CSF
2.0 Equations
This sheet summarizes the key equations used in this calculation brief
1. Flow at reduced speed is calculated according to the affinity law for flow:
Q i _ n 1
2 n 2
Where:
Q1=
Full speed flow (gpm)
Qz=
Reduced speed flow (gpm)
nl=
Full speed (rpm)
nZ=
Reduced speed (rpm)
2. Head at reduced speed is calculated according to the affinity law for head:
2
H, n,
H2 n2
Where:
H1=
Full speed head (ft)
Hz=
Reduced speed head (ft)
n1=
Full speed (rpm)
nZ=
Reduced speed (rpm)

CLIENT Salisbury -Rowan Utilities
JOB NO.
Smlth
PROJECT Grant
DATE
ImpCrerovements
Improvements
CHECKED
DETAIL Pump Performance Data
CHECKED
BV
3.0 Pump Data Enter the performance data for up to seven pumps on this sheet.
Pump No. 1
Manf: Sulzer - ASS
Model: XFP 306M-CB2
Motor: 1 168 ho
Eff
Pump Curves as Entered Above
Pump No. 1
200
150
x
v 100
2
s0
0
0 5000 10000
Flow (gpm)
Pump No. 2
Manf:
Sulzer - ASS
Model:
XFP 3061VI-C132
Motor:
168
hp
Speed:
1180
rpm
Impeller:
18.3
in
Head
(ft)
ow
(gpm)
Eff
r
(ft)
157.2
0
0%
7
143.5
1000
32%
5
129.5
2000
56%
6
118.5
3000
70%
9
106.3
4000
74%
12
92.5
5000
80%
15
84
5560
80%
17.49
76.5
6000000
79%
20.5
61.1
7
75%
29
47.2
7723
Pump No. 2
200
lso
z
v 300
2
s0
0
0 5000 10000
Flow (gpm)
141904-220453
06.06.2019
CSF
Pump No. 3
Manf:
Sulzer - ASS
Model:
XFP 3061VI-C132
Motor:
168
hp
Speed:
1180
rpm
Impeller:
18.3
in
Head
(ft)
ow
(gpm)
Eff
r
(ft)
157.2
0
0%
7
143.5
1000
32%
5
129.5
2000
56%
6
118.5
3000
700/6
9
106.3
4000
74%
12
92.5
5000
800/6
15
84
5560
80%
17.49
76.5
6000
79%
20.5
61.1
7000
75%
29
47.2
7723
68 %
35
Pump No. 3
200
1so
x
a 300
T
50
Q
0 5000 10000
Flow (gpm)
DATE
COMPUTED
BY
06.06.2019
CMB
Pump No. 4
Manf:
Sulzer - ASS
Model:
XFP 306M-CB2
Motor:
168
hp
Speed:
1180
rpm
Impeller:
18.3
in
Head
(ft)
ow
(gpm)
Eff
1079FFr
(ft)
157.2
0
0%
7
143.5
1000
32%
5
129.5
2000
56%
6
118.5
3000
70%
9
106.3
4000
74%
12
92.5
5000
80%
15
84
5560
80%
17.49
76.5
6006
79%
20.5
61.1
7000
75%
29
47.2
7723
68%
35
Pump No. 4
zoo
150
r
4 too
2
50
0
0 5.0 1.
Flow (gpm)

■
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT DATE CHECKED 06.06.2019 COMPUTED BY CMB
Improvements
DETAIL Scenario I System CHECKED BY CSF
4.1A Scenario 1 System Data
sheet presents the hydraulic data used to generate low, high, and typical system curves
ScenarioThis
• Operation
System Curve •
System Curve ID
System Curve ID .- .300100
70%
System .-
k values used.
.-
Pumping from wetwell to the Grit Facility using one
force main.
Description:
Pumping from wetwell to the Grit Facility using one force
main.
waluag
MEM
-------------------------------------------------
-------------------------------------------------
-------------------------------------------------
--------------------------------------------------
--------------------------------------------------
---------MMMMMMM
-----------------------------------------
WMM
-------------------------------------------------
-------------------------------------------------
-------------------------------------------------
-------------------------------------------------
mmmmmmmmmm
-------------------------------------------------
-------------------------------------------------
-------------------------------------------------
==================================================
--------------------------------------------------
--------------------------------------------------
--------------------------------------------------
--------------------------------------------------
--------------------------------------------------
--------------------------------------------------

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
DM_ PROJECT Grant Creek WWTT Improvements DATE 06.06.2019 COMPUTED BY CMB
S m th CHECKED
DETAIL Scenario 1 Affinity Data CHECKED BY CSF
4.113 Scenario 1 Affinity Data This sheet generates data for multi -speed performance curves using the affinity laws for the indicated pump configuration.
Scenario Name:
1
Pump Operation
Select pump status for this scenario
Pump 1 ON
1 Pump 4 WXYFF
Pump 5 1 OFF
Pump 6
Pump 7
Notes on this scenario:
Head, Flow,
and Efficiency
vs. Speed
100%
Speed
95% Speed
90% Speed
85%
Speed
80% Speed
75% Speed
70% Speed
65% Speed
Head
ft
Flow
m
Eff
NPSRr (ft)
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
157
0
0%
7
142
0
0%
127
0
0%
114
0
0%
101
0
0%
88
0
0%
77
0
0%
66
0
0%
144
1,000
32%
5
130
950
32%
116
900
32%
104
850
32%
92
800
32%
81
750
32%
70
700
32%
61
650
32%
130
2,000
56%
6
117
1,900
56%
105
1,800
56%
94
1,700
56%
83
t,600
56%
73
1,500
56%
63
1,400
56%
55
1,300
56%
119
3,000
70%
9
107
2,850
70%
96
2,700
70%
86
2,550
70%
76
2,400
70%
67
2,250
70%
58
2,100
70%
50
1,950
707/6
106
4,000
74%
12
96
3,800
74%
86
3,600
74%
77
3,400
74%
68
3,200
74%
60
3,000
74%
52
2,800
74%
45
2,600
74%
93
5,000
80%
15
83
4,750
80%
75
4,500
80%
67
4,250
80%
59
4,000
80%
52
3,750
80%
45
3,500
80%
39
3,250
80%
84
5,560
80%
17.49
76
5,282
80%
68
5,004
80%
61
4,726
80%
54
4,448
80%
47
4,170
80%
41
3,892
80%
35
3,614
80%
77
6,000
79%
20.5
69
5,700
79%
62
5,400
79%
55
5,100
79%
49
4,800
79%
43
4,500
79%
37
4,200
79%
32
3,900
797/6
61
7,000
75%
29
55
6,650
75%
49
6,300
75%
44
5,950
75%
39
5,600
75%
34
5,250
75%
30
4,900
75%
26
4,550
75%
47
7,723
68%
35
43
7,337
68%
38
6,951
68%
34
6,565
68%
30
6,178
68%
27
5,792
68%
23
5,406
68%
20
5,020
68%
Efficiency -Head Iso Lines
Speed
100%gHead
90%
85%
80%
75%
70%
65%
Eff.
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft0%
157
127
114
101
88
77
66
32%
144
116
104
92
81
70
61
56%
130
105
94
83
73
63
55
70%
119
107
96
86
76
67
58
50
74%
106
96
86
77
68
60
52
45
80%
93
83
75
67
59
52
45
39
80%
84
76
68
61
54
47
41
35
79%
77
69
62
55
49
43
37
32
75%
61
55
49
44
39
34
30
26
68%
47
43
38
34
30
27
23
20
Efficiency -Flow Ise, Lines
Speed
100%
95%
90%
85%
80%
75%
70%
65%
Eff.
Flow
(qpm)m
Flow
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
0%
0
0
0
0
0
0
0
0
32%
1,000
950
900
850
800
750
700
650
56%
2,000
1,900
1,800
1,700
1,600
1,500
1,400
1,300
70%
3,000
2,850
2,700
2,550
2,400
2,250
2,100
1,950
74%
4,000
3,800
3,600
3,400
3,200
3,000
2,800
2,600
80%
5,000
4,750
4,500
4,250
4,000
3,750
3,500
3,250
80%
5,560
5,282
5,004
4,726
4,448
4,170
3,892
3,614
79%
6,000
5,700
5,400
5,100
4,800
4,500
4,200
3,900
75%
7,000
6,650
6,300
5,950
5,600
5,250
4,900
4,550
68%
7,723
7,337
6,951
6,565
6,178
5,792
5,406
5,020

180
160
100%
140
95%
90%
120
85% '
100
�
80%
M
75%
=
80
—
70%
60
65 %
40
20
0
0
1,000
I Pump Operation
3.00 aMG—�
D8 5 MGD
1 Operating Raiige ��
j I 74%
Rated Point
rA
2,000 3,000 4,000 5,000 6,000
Flow (gpm)
75%
\ 68%
♦
Smith
Maximum Head
Design Head
— Minimum Head
Rated Operating Condition:
8 mgd (5,560 gpm) at 84' TDH
7,000 8,000 9,000 10,000

■
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT DATE CHECKED 06.06.2019 COMPUTED BY CMB
Improvements
DETAIL Scenario 2 System CHECKED BY CSF
4.2A Scenario 2 System Data
sheet presents the hydraulic data used to generate low, high, and typical system curves
ScenarioThis
• Operation
System Curve •
System Curve ID
System Curve ID.- .
System .-
k values used.
.-
using one force main.
Description:
Pu mpi ng from the intake pu mp station to the g rit facility
using one force main.
T-8 HIM 511 Mill m Lei al
.
•
�m
. Operation
120
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
High Head
100
ead
Design Head
Low
Head
—
60
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
40
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
20
I
2000 4000 6000 8000000, 12000 14000 16000 18000 20000

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
DM_ PROJECT Grant Creek WWTT Improvements DATE 06.06.2019 COMPUTED BY CMB
S m th CHECKED
DETAIL Scenario 2 Affinity Data CHECKED BY CSF
4.213 Scenario 2 Affinity Data This sheet generates data for multi -speed performance curves using the affinity laws for the indicated pump configuration.
Scenario Name:
2 Pump Operation
Select pump status for this scenario
Pump 1 ON
1 Pump 4 WXYFF
Pump 5 1 OFF
Pump 6
Pump 7
Notes on this scenario:
Head, Flow,
and Efficiency
vs. Speed
100%
Speed
95% Speed
90% Speed
85%
Speed
80% Speed
75% Speed
70% Speed
65% Speed
Head
ft
Flow
m
Eff
NPSRr (ft)
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
157
0
0%
7
142
0
0%
127
0
0%
114
0
0%
101
0
0%
88
0
0%
77
0
0%
66
0
0%
144
2,000
32%
5
130
1,900
32%
116
1,800
32%
104
1,700
32%
92
1,600
32%
81
1,500
32%
70
1,400
32%
61
1,300
32%
130
4,000
56%
6
117
3,800
56%
105
3,600
56%
94
3,400
56%
83
3,200
56%
73
3,000
56%
63
2,800
56%
55
2,600
56%
119
6,000
70%
9
107
5,700
70%
96
5,400
70%
86
5,100
70%
76
4,800
70%
67
4,500
70%
58
4,200
70%
50
3,900
707/6
106
8,000
74%
12
96
7,600
74%
86
7,200
74%
77
6,800
74%
68
6,400
74%
60
6,000
74%
52
5,600
74%
45
5,200
74%
93
10,000
80%
15
83
9,500
80%
75
9,000
80%
67
8,500
80%
59
8,000
80%
52
7,500
80%
45
7,000
80%
39
6,500
80%
84
11,120
80%
17.49
76
10,564
80%
68
10,008
80%
61
9,452
80%
54
8,896
80%
47
8,340
80%
41
7,784
80%
35
7,228
80%
77
12,000
79%
20.5
69
11,400
79%
62
10,800
79%
55
10,200
79%
49
9,600
79%
43
9,000
79%
37
8,400
79%
32
7,800
79%
61
14,000
75%
29
55
13,300
75%
49
12,600
75%
44
11,900
75%
39
11,200
75%
34
10,500
75%
30
9,800
75%
26
9,100
75%
47
15,446
68%
35
43
14,674
68%
38
13,901
68%
34
13,129
68%
30
12,357
68%
27
11,585
68%
23
10,812
68%
20
10,040
687/6
Efficiency -Head Iso Lines
Speed
100%gHead
90%
85%
80%
75%
70%
65%
Eff.
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft0%
157
127
114
101
88
77
66
32%
144
116
104
92
81
70
61
56%
130
105
94
83
73
63
55
70%
119
107
96
86
76
67
58
50
74%
106
96
86
77
68
60
52
45
80%
93
83
75
67
59
52
45
39
80%
84
76
68
61
54
47
41
35
79%
77
69
62
55
49
43
37
32
75%
61
55
49
44
39
34
30
26
68%
47
43
38
34
30
27
23
20
Efficiency -Flow Iso Lines
Speed
100%
95%
90%
85%
80%
75%
70%
65%
Eff.
Flow
(qpm)m
Flow
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
0%
0
0
0
0
0
0
0
0
32%
2,000
1,900
1,800
1,700
1,600
1,500
1,400
1,300
56%
4,000
3,800
3,600
3,400
3,200
3,000
2,800
2,600
70%
6,000
5,700
5,400
5,100
4,800
4,500
4,200
3,900
74%
8,000
7,600
7,200
6,800
6,400
6,000
5,600
5,200
80%
10,000
9,500
9,000
8,500
8,000
7,500
7,000
6,500
80%
11,120
10,564
10,008
9,452
8,896
8,340
7,784
7,228
79%
12,000
11,400
10,800
10,200
9,600
9,000
8,400
7,800
75%
14,000
13,300
12,600
11,900
11,200
10,500
9,800
9,100
68%
15,446
14,674
13,901
13,129
12,357
11,585
10,812
10,040

2 Pump Operation
smith
180
—
7.00 MGD
16.06 MGD
Operating Range =-
100%160
140
95%
— -- — - --
--
--
--
6%
90%
0%
120
— —
— -- - --
--
-- --
85% '
�4%
Maximum Head
Head
100
�—
_ --
—
-- —Design —_
T
Minimum Head
80%- 0%
75%
Rated Point /
2
80--
70
65%
/
75%
60
—
— —
—
6
40
-- —
L— /— —
---
♦
20
----
— -- -- -----
Rated Operating Condition:
16 mgd (11,120 gpm) at 84' TDH
0
0
2,000
4,000 6,000 8,000 10,000 12,000
14,000
16,000 18,000 20,000
Flow (gpm)

CDM
Smith
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
Grant Creek WWTT
PROJECT DATE CHECKED 06.06.2019 COMPUTED BY CMB
Improvements
DETAIL Scenario 3 System CHECKED BY CSF
4.3A Scenario 3 System Data
This sheet presents the hydraulic data used to generate low, high, and typical system curves
Scenario Name: 3 Pump Operation
LOW SYSTEM CURVE
HIGH SYSTEM CURVE
TYPICAL SYSTEM CURVE
System Curve ID = ILow Head
System Curve ID = IHigh Head
System Curve ID = iDesign Head
fC
r
fC
System Description:
Pumping from wetwell to the Grit Facility using two force mains.
70% k values used.
System Description:
Pumping from the intake pump station to the grit facility
using two force mains.
System Description:
Pumping from the intake pump station to the grit facility
using two force mains.
0
Model File Name:
Grant Creek WWTP Intake PS
Model File Name:
Grant Creek WWTP
Intake PS
Model File Name:
Grant Creek WWTP Intake
PS
E
+�+
Model Scenario:
Model Scenario:
Model Scenario:
Suction WSE or HGL (ft) =
613.5
Suction WSE or HGL (ft) =
612
Suction WSE or HGL (ft) =
613
to
Discharge WSE or HGL (ft) =
679.5
Discharge WSE or HGL (ft) =
679.5
Discharge WSE or HGL (ft) =
679.5
(n
Static Head (ft) =
66
Static Head (ft) =
67.5
Static Head (ft) =
66.5
Pipe Friction Coefficient =
140
Pipe Friction Coefficient =
120
Pipe Friction Coefficient =
120
Flow from model (gpm) =
18391
Flow from model (gpm) =
17119
Flow from model (gpm) =
17332
TDH from Model (ft) =
77.49
TDH from Model (ft) =
81.5
TDH from Model (ft) =
80.82
Friction Head (Hf) =
11.49
Friction Head (Hf) =
14
Friction Head (Hf) =
14.32
o
Modeled Flow
ow
(gpm)
(ft)
owercent
(gpm)
(ft)
(gpm)
eaeaea
(ft)
0 %
0
66
0
68
0
67
10%
1839
66
1712
68
1733
67
20%
3678
67
3424
68
3466
67
30%
5517
67
5136
69
5200
68
40%
7356
68
6848
70
6933
69
50%
9196
69
8560
71
8666
70
60%
11035
70
10271
73
10399
72
70%
12874
72
11983
75
12132
74
80%
14713
74
13695
77
13866
76
90%
16552
75
15407
79
15599
78
100%
18391
77
17119
82
17332
81
110% 1
20230
80 1
18831
1 84
19065
84
120%
22069
82 1
20543
1 87
20798
87
130%
23908
85
22255
90
22532
90
140%
25747
87
23967
94
24255
93
150%
27587
90
25679
97
25998
97
3 Pump Operation
120
High Head
100
Design Head
—
Low Head
80
x
v 60
w
x
40
20
0
0 5000 10000 15000 20000 25000 30000
Flow (gpm)

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
DM_ PROJECT Grant Creek WWTT Improvements DATE 06.06.2019 COMPUTED BY CMB
S m th CHECKED
DETAIL Scenario 3 Affinity Data CHECKED BY CSF
4.313 Scenario 3 Affinity Data This sheet generates data for multi -speed performance curves using the affinity laws for the indicated pump configuration.
Scenario Name:
3 Pump Operation
Select
pump status for this scenario
Pump 1 ON
1 Pump 4 WXYFF
Pump 5 1 OFF
Pump 6
Pump 7
Notes on this scenario:
Head, Flow, and
Efficiency
vs. Speed
100%
Speed
95%
Speed
90%
Speed
85%
Speed
80% Speed
75%
Speed
70%
Speed
65%
Speed
Head
ft
Flow
m
Eff
NPSRr (ft)
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
157
0
0%
7
142
0
0%
127
0
0%
114
0
0%
101
t4,8OO
0%
88
0
0%
77
0
0%
66
0
0%
144
3,000
32%
5
130
2,850
32%
116
2,700
32%
104
2,550
32%
92
32%
81
2,250
32%
70
2,100
32%
61
1,950
32%
130
6,000
56%
6
117
5,700
56%
105
5,400
56%
94
5,100
56%
83
56%
73
4,500
56%
63
4,200
56%
55
3,900
56%
119
9,000
70%
9
107
8,550
70%
96
8,100
70%
86
7,650
70%
76
7,200
70%
67
6,750
70%
58
6,300
70%
50
5,850
707/6
106
12,000
74%
12
96
11,400
74%
86
10,800
74%
77
10,200
74%
68
9,600
74%
60
9,000
74%
52
8,400
74%
45
7,800
74%
93
15,000
80%
15
83
14,250
80%
75
13,500
80%
67
12,750
80%
59
12,000
80%
52
11,250
80%
45
10,500
80%
39
9,750
80%
84
16,680
80%
17.49
76
15,846
80%
68
15,012
80%
61
14,178
80%
54
13,344
80%
47
12,510
80%
41
11,676
80%
35
10,842
80%
77
18,000
79%
20.5
69
17,100
79%
62
16,200
79%
55
15,300
79%
49
14,400
79%
43
13,500
79%
37
12,600
79%
32
11,700
79%
61
21,000
75%
29
55
19,950
75%
49
18,900
75%
44
17,850
75%
39
16,800
75%
34
15,750
75%
30
14,700
75%
26
13,650
75%
47
23,169
68%
35
43
22,011
68%
38
20,852
68%
34
19,694
68%
30
18,535
68%
27
17,377
68%
23
16,218
68%
20
15,060
687/6
Efficiency -Head Iso Lines
Speed
100%gHead
90%
85%
80%
75%
70%
65%
Eff.
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft0%
157
127
114
101
88
77
66
32%
144
116
104
92
81
70
61
56%
130
105
94
83
73
63
55
70%
119
107
96
86
76
67
58
50
74%
106
96
86
77
68
60
52
45
80%
93
83
75
67
59
52
45
39
80%
84
76
68
61
54
47
41
35
79%
77
69
62
55
49
43
37
32
75%
61
55
49
44
39
34
30
26
68%
47
43
38
34
30
27
23
20
Efficiency -Flow Iso Lines
Speed
100%
95%
90%
85%
80%
75%
70%
65%
Eff.
Flow
(qpm)m
Flow
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
0%
0
0
0
0
0
0
0
0
32%
3,000
2,850
2,700
2,550
2,400
2,250
2,100
1,950
56%
6,000
5,700
5,400
5,100
4,800
4,500
4,200
3,900
70%
1 9,000
8,550
8,100
1 7,650
7,200
6,750
1 6,300
5,850
74%
12,000
11,400
10,800
10,200
9,600
9,000
8,400
7,800
80%
15,000
14,250
13,500
12,750
12,000
11,250
10,500
9,750
80%
16,680
15,846
15,012
14,178
13,344
12,510
11,676
10,842
79%
18,000
17,100
16,200
15,300
14,400
13,500
12,600
11,700
75%
21,000
19,950
18,900
17,850
16,800
15,750
14,700
13,650
68%
23,169
22,011
20,852
19,694
18,535
17,377
16,218
15,060
• • • •
riririririririririri
ririririririririririri
0
ri riririririri
-� ' ririririri
ririririri
to � � Sri
ti ti ti
ti ti ti
ririririririri
.
ririririri
ririririri
riririririri
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti

180
160
----
30%
100%
140
--
95% '
56%
90%
120
a--
85% '
100
— —�— —
--
80%
75 ,
2
80
— — ---
-
70
65%
60
-- — —
40--------
20--------
0
0 5,000
CDM
3 Pump Operation
Smith
13.00 MGD 24.48 MGD
Operating Range
I
0%
- — — — —
— — — — - —
— — — — — — — —
74%
Maximum Head
_4
— —
---
— — — — —
— — — — — — —
— Design Head _
0%
/
Minimum Head
80
0
/
Rated Point
10,000 15,000
Flow (gpm)
75%
I
00 68%
—', -- �--- ---------------
Rated Operating Condition:
24 mgd (16,680 gpm) at 84' TDH
20,000 25,000 30,000

CDM.
CLIENT Salisbury -Rowan Utilities Joe NO. 141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Improvements CHECKED BY
Smith
DETAIL NSPH at Minimum WWL CHECKED CSF
5.0 Net Positive Suction Head (NPSH) Investigation at Minimum Wet Well Liquid Level
NPSHa = Hbar+ H.tat - H_p - Hf
where:
NPSH.=Net Positive Suction Head Available
Hb.r= Barometric Pressure
H.t.t=Static Suction Head
H, p= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude: 1 650 ft
Water Temperature: 70 F
Pump Centerline Elev: 1 607 ft
Minimum Wet Well Liquid Level: 608 ft
Atmospheric Pressure: 33.30 ft
Specific Gravity: 0.998
Barometric Pressure: 33.37 ft
Static Suction Head: 1 ft
Fluid Vapor Pressure: 0.890 ft
Suction Friction Losses:
0.00 ft
NPSH Available:
33.48 ft
NPSHr:
17.8
Margin:
46.83
Adequate Margin:
YES
PROPERTIES OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.61
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.201
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
(From Table below)
(From Table below)
(From Table below)
@ 5673.32 gpm
(In POR)
Table 3
Temp
(C)
Abs. Vapor
Press (m)
Specific
Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.33
0.9584
Table 4
Temp
(F)
Abs. Vapor
Press (ft)
Specific
Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

CDM CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Smith Improvements CHECKED BY
DETAIL NSPH at Target WWL CH BY
CSF
6.0 Net Positive Suction Head (NPSH) Investigation at Target Wet Well Liquid Level
NPSH. = Hb.r+ H.t.t - H_p - Hf
where:
NPSH.=Net Positive Suction Head Available
Hb•r= Barometric Pressure
H. t=Static Suction Head
H, p= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude: 1 650 ft
Water Temperature: 70 F
Pump Centerline Elev: 607 ft
Target Wet Well Liquid Level: 1 612 ft
Atmospheric Pressure: 33.30 ft
Specific Gravity: 0.998
Barometric Pressure: 33.37 ft
Static Suction Head: 5 ft
Fluid Vapor Pressure: 0.890 ft
Suction Friction Losses:
0.00 ft
NPSH Available:
37.48 ft
Rated NPSHr:
21
Margin:
43.97
Adequate Margin:
YES
PROPERTIES OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.61
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.201
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
(From Table below)
(From Table below)
(From Table below)
@ 5919.57 gpm
(In POR)
Table 3
Temp
(C)
Abs. Vapo
Press (m)
Specific
I Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.33
0.9584
Table 4
Temp
(F)
Abs.Vapol
Press (ft)
Specific
I Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

CDM CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Smith Improvements CHECKED BY
DETAIL NSPH at Max WWL CH BY
CSF
7.0 Net Positive Suction Head (NPSH) Investigation at Maximum Wet Well Liquid Level
NPSH. = Hb.r+ H.t.t - H_p - Hf
where:
NPSH.=Net Positive Suction Head Available
Hb•r= Barometric Pressure
H. t=Static Suction Head
H, p= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude:
650
ft
Water Temperature:
70
F
Pump Centerline Elev:
607
ft
Maximum Wet Well Liquid Level:
613.5
ft
Atmospheric Pressure:
33.30
ft (From Table below)
Specific Gravity:
0.998
(From Table below)
Barometric Pressure:
33.37
ft
Static Suction Head:
6.5
ft
Fluid Vapor Pressure:
0.890
ft (From Table below)
Suction Friction Losses:
0.00
ft
NPSH Available:
38.98
ft
Rated NPSHr:
24
@
Margin:
38.42
Adequate Margin:
YES
(In POR)
PROPERTIES OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.61
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.201
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
Table 3
Temp
(C)
Abs. Vapo
Press (m)
Specific
I Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.33
0.9584
Table 4
Temp
(F)
Abs.Vapol
Press (ft)
Specific
I Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970
6315.75 gpm

Smith
8.0 Model Schematic
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453
Grant Creek WWTT
DATE
PROJECT
Improvements
CHECKED
DETAIL Model Schematic
CHECKED
BY
06.06.2019
CSF
DATE
COMPUTED
BY
06.06.2019
CMB

CDM
Smith
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT Improvements DATE 06.06.2019 COMPUTED BV CMB
CHECKED
DETAIL Hydraulic Model Components CHECKED BY CSF
Note: These values were taken from the model running three pumps at design condition.
Hydraulic Model - Pipe Table
ID
Label
Length
(Scaled) (ft)
Start Node
Stop Node
Diameter (in)
Material
Hazen-
Williams C
Loss
Flow
(gpm)
Velocity
(ftls)
Headloss
Gradient (Z.)
(User
36
P-1
77
IPS Wetwell
PMP-1
100
Ductile Iron
120
0
5,778.71
0.24
0
1
37
P-2
69
IPS Wetwell
PMP-2
100
Ductile Iron
120
0
5,775.63
0.24
0
1
38
P-3
66
IPS Wetwell
PMP-3
100
Ductile Iron
120
0
5,778.27
0.24
0
1
39
P-4
71
IPS Wetwell
PMP-4
100
Ductile Iron
120
0
0.00
0
0
1
43
P-6
67
PMP-1
J-2
16
Ductile Iron
120
6
5,778.71
9.22
0.142
64
45
P-7
68
PMP-2
J-3
16
Ductile Iron
120
6
5,775.63
9.22
0.142
64
47
P-8
70
PMP-3
J-4
16
Ductile Iron
1 120
6
5,778.27
9.22
0.142
64
49
P-9
69
PMP-4
J-5
16
Ductile Iron
120
6
0.00
0
0
64
53
P-12
19
J-5
J-4
24
Ductile Iron
120
0.5
-8,556.01
6.07
0.077
4
54
P-13
23
J-4
J-3
24
Ductile Iron
120
0.5
-2,777.74
1.97
0.008
4
55
P-14
23
J-3
J-2
24
Ductile Iron
120
0.5
2,997.89
2.13
0.01
4
57
P-15
31
J-2
J-7
24
Ductile Iron
120
1.5
8,776.60
6.22
0.045
23
85
P-20
39
J-5
J-12
24
Ductile Iron
120
1.5
8,556.01
6.07
0.043
23
139
P-34
75
1-30
Grit Facility
24
Ductile Iron
120
1.5
8,776.60
6.22
0.062
16
140
P-35
78
1-15
Grit Facility
24
Ductile Iron
120
1.5
8,556.01
6.07
0.059
16
144
P-38
252
J-7
J-10
24
Ductile Iron
120
1
8,776.60
6.22
0.007
460
145
P-39
258
J-12
1-15
24
Ductile Iron
120
1
8.556.01
6.07
0.007
450
Hydraulic Model - Junction Table
ID
Label
Elevation
ft
Zone
Demand Collection
Demand m
(gp )
Hydraulic
Grade ft(psi)
Pressure
42
J-2
644.5
<None>
<Collection: 0 items>
0
684.71
17
44
J-3
644.5
<None>
<Collection: 0 items>
0
684.74
17
46
J-4
644.5
<None>
<Collection: 0 items>
0
684.71
17
48
J-5
644.5
<None>
<Collection: 0 items>
0
684.4
17
56
J-7
644.5
<None>
<Collection: 0 items>
0
683.67
17
73
J-10
660
<None>
<Collection: 0 items>
0
680.49
9
84
J-12
644.5
<None>
<Collection: 0 items>
0
683.42
17
90
J-15
660
<None>
<Collection: 0 items>
0
680.44
9
ID Label
w auuc
Elevation
m rceam vuu r
Zone
uro
It.. out net)
Hydraulic
(ft)
(gpm)
Grade (ft)
30 IPS Wetwell
613
<None>
17,332.61
613
77 Grit Facility
679.5
<None>
-17,332.61
679.5
draulic Model - Pump Table
Elevation
Hydraulic
Hydraulic Flow
pump
ID
Label
(ft)
Pump Definition Status (Initial) Grade
Grade (Total)
Head (ft)
(Suction) (ft)
(Discharge) (ft) (gpm)
Fairbanks 12" 2436MV
31
PMP-1
607
(1-12F1C)
On
613
693.82
5,778.71
80.82
Fairbanks 12" 2436MV
32
PMP-2
607
(1-12F1C)
On
613
693.85
5,775.63
80.85
Fairbanks 12" 2436MV
33
PMP-3
607
(1-12F1C)
On
613
693.82
5,778.27
80.82
Fairbanks 12" 2436MV

I( —DM I FOET t Cmeury-Rowan Utilities CHECMD 106.062019 comaureD wB
S m t h Grent Creek W Il C Improvements 08.08.2019 CM
B
Wetwell Check cHECUFD BY CSF
Hydraulics Institude Standards ANSI/HI 9.8-2018 Recommendations for Submersible Pump Stations
cc• a�.E-.,��.a<aFe o.«w,w. rr,W.�. ro, �«na. s c�a=o�m..� a—�o,s
Appendix E — Aspects of design of rectangular wet wells for solids -bearing liquids (informalive) — 2018
ON
Flow per pump lgpm)
16. 3200 4A00 6WD 8000 11,200 1'. 11.—
glow
l0,1O0
7000
SWD
D uree., fmm-n�ynxwiemiy
4000
50W
r" 2000
9 loop
70Q
0 SeD
400
300
2D6
m'lllp 2(10 300 d00 SOD ]OD ih10 2D00
Flaw per pump (Vs)
Fiw. es s�ne„�st. i.a.n-nisnaeM.�n. Fig.-S.7 Fiem rtded sump dimensions
Flow Bate (gpm) 5,600.00
Flow Rate (tt3/sec)
12.48
A(in)
120.00
8 (in)
56.w
C(in)
27.00
E(in)
65.00
F(in)
35.00
Discharge Connection (In)
16.00
H (in)
12.00
ns,00D
Wetwell Dimensio IIWidth
18.00 fit
Length 16.00 R Depth 46.00 R

Smith
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453
PROJECT Grant Creek WWTT Improvements DATE 06.06.2019
CHECKED
DETAIL Wetwell Elevation CHECKED CSF
BY
For Constant Speed Operation
Pump Cycle Volume
Maximum Starts Per Hour 6
Minimum Cycle Time 10 min
Pump Station Max Flow at
Min Speed 2,800 gpm
Requried Storage Volume 7,000 gal
Wetwell Length
16.5 ft
Wetwell Width
18.0 ft
Wet Well Area
297 ft
Storage Volume Per Foot
2,222 gal/ft
Wet Well Staae Need
3.15 ft
Calculated
Use
Station Influent Invert
614.00 ft
614.00 ft
High Level Alarm
613.50 ft
613.50 ft
Secondary Lead Pump On
613.00 ft
613.00 ft
Primary Lag Pump On
612.50 ft
612.50 ft
Primary Lead Pump On
(Target WL)
612.00 ft
612.00 ft
Pump Off
608.85 ft
608.75 ft
Low Level Alarm
608.35 ft
608.00 ft
Minimum Submergence El
607.02
606.68 ft
Station Invert
605.35 ft
605.00 ft
Minimum Submergence L 1.68 ft
Low Level Alarm Above Minimum Submergence El? YES
DATE 06.06.2019
COMPUTED CMB
BY

Process Mechanical Calculations
3. Influent Pump Curves from Selected Manufacturers

Curve number
Pump performance curves SjUL„ZER
Reference curve
XFP 306M-CB2 60 HZ
XFP 306M-CB2 60 HZ
Discharge
Frequency
DN300
60 Hz
Density
Viscosity
Testnorm
Rated speed
Date
62,32 Ib/ft3
1,077E-5 ft2/s
ISO 9906: 2012, HI 11.6/14.6 Gr
1190 rpm
2018-12-31
Flow Head Rated power Power input Hydraulic efficiency NPSH
5560 US g.p.n 84 ft 147 hp 154 hp 80,1 % 17,5 ft
H/ft p psi
160 68
150
64
140
60
130 56
120 52
11 48
100 44
90 40
84
36.36
32
7080
28
60
50
24
20
40
16
30
12
20
8
10
4
0
0
146.6
120
100
80
60
40
20
0
80.08
70
60
50
40
30
20
10
0
NPSH/ft
30
25
17.49
10
5
0
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5560 6000 6500 7000 7500 Q/US g.p.m.
Impeller size
N° of vanes
Impeller
Solid size
Revision
18,3 inch
2
Contrablock Plus impeller
4,13 x 4,72 inch
Head
�
VF
- (Note:
°
50
60 Y.
p r2s0/g 70
P
�250/
effici
P1
ncy is
is not i
not included. — 55 Hz
cluding any VFD losses) — 50 Hz
— 45 H�
6
Influent
0
Pum
o
70
0
Shaft
ower P2
Hydra
lic effici
nc
NPSH
values
Sulzer reserves the right to change any data and dimensions without prior notice Spaix® 4, Version 4.3.9 - 2018/05/22 (Build 407)
and can not be held responsible for the use of information contained in this software. Data version June 201 i

►�► P E N TA I R
Customer
Pump Performance Datasheet
Project name
Default
Encompass 2.0 - 18.5.4
Item number
: 003
Size
: 12" 2436MV (1-121`1C)
Service
Stages
: 1
Quantity
: 1
Based on curve number
: 12-2436MV-1200-1-121"1C
Quote number
: 243486
Date last saved
: 03 Jan 2019 2:10 PM
Operating Conditions
Liquid
Flow, rated
: 5,560.0 USgpm
Liquid type
: Water
Differential head / pressure, rated (requested)
: 84.00 ft
Additional liquid description
Differential head / pressure, rated (actual)
: 84.06 ft
Solids diameter, max
: 0.00 in
Suction pressure, rated / max
: 0.00 / 0.00 psi.g
Solids diameter limit
: 4.25 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
: 1.000 / 1.000 SG
Speed, rated
: 711 rpm :
Viscosity, rated
: 1.00 cP
Impeller diameter, rated
25.70 in
Vapor pressure, rated
: 0.34 psi.a
Impeller diameter, maximum
25.88 in
Material
Impeller diameter, minimum
20.75 in
Material selected
: Cast Iron
Efficiency
83.01 %
Pressure Data
NPSH required / margin required
: 9.53 / 0.00 ft
Maximum working pressure
: 50.27 psi.g
nq (imp. eye flow) / S (imp. eye flow)
: 39 / 191 Metric units
Maximum allowable working pressure
: 126.0 psi.g
Minimum Continuous Stable Flow
: 1,500.0 USgpm
Maximum allowable suction pressure
: N/A
Head, maximum, rated diameter
: 116.1 ft
Hydrostatic test pressure
: 200.0 psi.g
Head rise to shutoff
: 38.27 %
Driver & Power Data (@Max density)
Flow, best eff. point
: 5,957.1 USgpm
Driver sizing specification
: Maximum power
Flow ratio, rated / BEP
: 93.33
Margin over specification
: .00
Diameter ratio (rated / max)
: 99.30 %
Service factor
1.00
:1.00
Head ratio (rated dia / max dia)
: 97.84 %
Power, hydraulic
: 118 hp
Cq/Ch/Ce/Cn [ANSI/HI 9.6.7-2010]
: 1.00 / 1.00 / 1.00 / 1.00
power, rated
: 140 hp
Selection status
: Acceptable
Power, maximum, rated diameter
: 159 hp
Minimum recommended motor rating
: 200 hp / 149 kW
200
.r 150
100
a 50
0
150
135
120
105
90
75
N
= 60
45
30
15
0
30
15
0_
Z 0
0
Power
- - Minimum Continuous Stable Flow
Max allowable flow
Preferred operating region
25.88 in
25.70 in 63 377
81
83
83
81 78
20.75 in 73
1,000 2,000 3,000
4,000 5,000 6,000
Flow - USgpm
_ NPSHr
I I I
7,000 8,000 9,000 10,000
GUTHRIE SALES AND SERVICES INC PHONE: [phone] • FAX: [phone]
�k P E N TA I R 30003 BRENTWOOD, TN 37027
JTGUTHRIE.COM

Customer Pump Performance Datasheet
E INFIA Reference Ebara Quotation System 19.0.6
Item number
Service
Quantity
Quote number
Operating Conditions
Flow, rated
Head, rated (requested)
Head, rated (actual)
Suction pressure, rated / max
NPSH available
Frequency
Performance
Speed
Impeller dia.
Impeller diameter, maximum
Impeller diameter, minimum
Efficiency
NPSH required / margin required
Ns (imp. eye flow) / Nss (imp. eye flow)
MCSF
Head max.
Head rise to shutoff
Flow, best eff. point
Flow ratio, rated / BEP
Diameter ratio (rated / max)
Head ratio (rated dia / max dia)
Cq/Ch/Ce/Cn [ANSI/H19.6.7-2010]
Selection status
200
Q
150
100
d 50
Zuu
180
160
140
120
100
N
2 80
60
40
20
0
50
= 25
U)
D- 0
001 Product Description
: 300DSC4EEC
Stages
: 1
1 Based on curve number
:EEC
965831 Date last saved
: 17 Apr 2019 1:56 PM
Liquid
5,560.0 USgpm
Liquid type
: Water
84.00 ft
Additional liquid description
84.04 ft
Solids diameter, max
: 0.00 in
0.00 / 0.00 psi.g
Solids concentration, by volume
: 0.00 %
Ample
Temperature
: 68.00 deg F
60 Hz
Fluid density
: 1.000 / 1.000 SG
Viscosity
: 1.00 cP
1185 rpm
Vapor pressure, rated
: 0.00 psi.a
16.89 in
Material
19.02 in
Material selected
: Standard
15.67 in
Pressure Data
81.15 %
Maximum working pressure
: 57.48 psi.g
20.69 / 0.00 ft
Maximum allowable working pressure
: N/A
2,675 / 9,851 US Units
Maximum allowable suction pressure
: N/A
2,868.2 USgpm
Hydrostatic test pressure
: N/A
132.8 ft
Driver & Power Data (@Max density)
58.05 %
Driver sizing specification
: Rated power
5,257.3 USgpm
Margin over specification
: 0.00 %
105.76 %
Service factor
: 1.15 (Fixed)
88.82 %
Power, hydraulic
: 118 hp
68.69 %
Power, rated
: 145 hp
1.00 / 1.00 / 1.00 / 1.00
Power, maximum
: 152 hp
Acceptable
Motor rating
: 175 hp / 130 kW
— MCSF
100
90
80
70
0
60 '
U
50 C
40 U
W
30
20
10
0
Z 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000
Flow - USgpm
INTERSTATE UTILITY SALES INC Pumps Americas Corporation
P.O. BOX 473400, CHARLOTTE, NC 28247 USA
Tel:[phone] Fax:[phone] iusinc.com

Process Mechanical Calculations
4. Bar Screen Calculations

CLIENT SRU COMPUTED BY / DATE MCN 01/05/18
CDNPROJECT Grant Creek Improvements CHECKED BY / DATE LBK 01/05/18
smithDETAIL Screen Channel Sizing Calculations REVISION NO. / DATE - -
PROJECT NO. 220453 REVIEWED BY / DATE
Calculation Description: Screen Channel Velocity and Sizing Calculations
1.0 Objective
To calculate screen channel velocity and verify channel size
2.0 Procedure
Insert applicable parameters into yellow highlighted cells
3.0 References/Data Sources
4.0 Assumptions / Limitations
The screens will be downstream of the influent splitter box
Each screen is sized for 12 mgd and a bypass channel is provided with a manual bar rack for emergencies
Channels are 3.5 feet wide and 5 feet deep

DOWNSTREAM WATER LEVEL KNOWN
PROJECT NAME:
Grant Creek, Salisbury, NC - Peak Flow Per Channel 30% Blinding
CHANNEL WIDTH
3.5
FEET
CHANNELDEPTH
5
FEET
FLOW
2.5
MGD
BAR SIZE
0.315
INCHES
BAR SPACING
0.5
INCHES
CHANNEL VELOCITY
0.669796
FT/SEC
VELOCITY THROUGH BARS
1.559667
FT/SEC
FREE SPACE BETWEEN BARS
2.147239
FEET
DOWNSTREAM WATER LEVEL
1.65
FEET
CHANNEL FREEBOARD
3.305957
FEET
HEADLOSS
0.044043
FEET
UPSTREAM WATER LEVEL
1.694043
FEET
BLINDING FACTOR
30
PERCENT
RECOMMENDED CHANNEL DEPTH
3.194043
FEET
APPROACH VELOCITY
1 0.652382
FT/SEC
NOTES:
All yellow colored cells may be modified as required for the application
BLINDING FACTOR: refers to the % of debris on the bar rack and this impacts velocities
and the upstream water level. With a VMR Multi -Rake Bar Screen 0-30% is usually
sufficient for typical municipal applications.

DOWNSTREAM WATER LEVEL KNOWN
PROJECT NAME:
Grant Creek, Salisbury, NC - Peak Flow Per Channel No Blinding
CHANNEL WIDTH
3.5
FEET
CHANNELDEPTH
5
FEET
FLOW
12
MGD
BAR SIZE
0.315
INCHES
BAR SPACING
0.5
INCHES
CHANNEL VELOCITY
1.768261
FT/SEC
VELOCITY THROUGH BARS
2.882265
FT/SEC
FREE SPACE BETWEEN BARS
2.147239
FEET
DOWNSTREAM WATER LEVEL
3
FEET
CHANNELFREEBOARD
1.884988
FEET
HEADLOSS
0.115012
FEET
UPSTREAM WATER LEVEL
3.115012
FEET
BLINDING FACTOR
0
PERCENT
RECOMMENDED CHANNEL DEPTH
4.615012
FEET
APPROACH VELOCITY
1.702974
FT/SET
DOWNSTREAM WATER LEVEL KNOWN
PROJECT NAME:
Grant Creek, Salisbury, NC - Peak Flow Per Channel 30% Blinding
CHANNEL WIDTH
3.5
FEET
CHANNELDEPTH
5
FEET
FLOW
12
MGD
BAR SIZE
0.315
INCHES
BAR SPACING
0.5
INCHES
CHANNEL VELOCITY
1.768261
FT/SEC
VELOCITY THROUGH BARS
4.117522
FT/SEC
FREE SPACE BETWEEN BARS
2.147239
FEET
DOWNSTREAM WATER LEVEL
3
FEET
CHANNELFREEBOARD
1.693035
FEET
HEADLOSS
0.306965
FEET
UPSTREAM WATER LEVEL
3.306965
FEET
BLINDING FACTOR
30
PERCENT
RECOMMENDED CHANNEL DEPTH
4.806965
FEET
APPROACH VELOCITY
1.604124
FT/SEC
NOTES:
All yellow colored cells may be modified as required for the application
BLINDING FACTOR: refers to the % of debris on the bar rack and this impacts velocities
and the upstream water level. With a VMR Multi -Rake Bar Screen 0-30% is usually
sufficient for typical municipal applications.
DOWNSTREAM WATER LEVEL KNOWN
PROJECT NAME:
Grant Creek, Salisbury, NC - Peak Flow Per Channel 25% Blinding
CHANNEL WIDTH
3.5
FEET
CHANNEL DEPTH
5
FEET
FLOW
12
MGD
BAR SIZE
0.315
INCHES
BAR SPACING
0.5
INCHES
CHANNEL VELOCITY
1.768261
FT/SEC
VELOCITY THROUGH BARS
3.843021
FT/SEC
FREE SPACE BETWEEN BARS
2.147239
FEET
DOWNSTREAM WATER LEVEL
3
FEET
CHANNELFREEBOARD
1.741546
FEET
HEADLOSS
0.258454
FEET
UPSTREAM WATER LEVEL
3.258454
FEET
BLINDING FACTOR
25
PERCENT
RECOMMENDED CHANNEL DEPTH
4.758454
FEET
APPROACH VELOCITY
1.628006
FT/SEC

Smith
CLIENT SRU
PROJECT Grant Creek Improvements
DETAIL Screenings Quantities
PROJECT NO. 220453
Calculation Description: Screenings Loading Calculation
1.0 Objective
To calculate the screenings quantity to the influent screenings dumpsters
2.0 Procedure
Insert ADF and peak flow to calculations
3.0 References/Data Sources
Ref info taken from M&E Wastewater Engineering Book, Table 5-7, page 329
4.0 Assumptions / Limitations
Existing screenings dumpsters will be relocated to new screening structure
The ADF is 5 mgd and the peak flow is 24 mgd
COMPUTED BY / DATE MCN 02/15/19
CHECKED BY / DATE LBK 06/11/19
REVISION NO. / DATE
REVIEWED BY / DATE

Grant Creek Screen Loading
Size of Opening
Size of Opening
Moisture Content
Volume of Screenings
Volume of Screenings
Volume of Screenings
Weight of Screenings
Weight of Screenings
mm
Inches
%
ft3/Mgal
ft3
ft3
Ibs/day
Ibs/hour
Range
Typical
Avg. Daily Dry Weather (5 MGD)
Max Flow (24 MGD)
Max Flow (24 MGD)
Max Flow (24 MGD)
12.5
0.5
60-90
5 to 10
7
35
168
10920
455
18.75
0.75
3 to 7
5
25
120
7800
325
25
1
50-80
2to 5
3
15
72
4680
195
37.5
1.5
50-80
1 to 2
1.5
7.5
36
2340
97.5
50
2
50-80
0.5 to 1.5
0.8
4
19.2
1248
52
Volume of Screenings for 2 Screens (Avg)
Volume of Screenings for per Screen (Avg)
8 yd dumpster would last:
4 yd dumpster would last:
Notes
ft3
yd
ft3 yd
days
days
Base info taken from M&E Wastewater Engineering Book, Table 5-7, page 329
70
2.6
35 1.3
6.17
3.09
Weight of screenings - 65 pounds per ft3 per Ross Stroud
Volume of Screenings for 2 Screens (Peak)
Volume of Screenings per Screen (Peak)
8 yd dumpster would last:
4 yd dumpster would last:
ft3
yd
ft3
yd
days
days
336
12.4
168
6.2
1.29
0.64

Process Mechanical Calculations
S. Grit Removal Calculations

CLIENT SRU COMPUTED BY / DATE MCN 05/20/19
CDNPROJECT Grant Creek Improvements CHECKED BY / DATE LBK 06/11/19
SmithDETAIL Grit Quantity Calculations REVISION NO. / DATE - -
PROJECT NO. 220453 REVIEWED BY / DATE
Calculation Description: Grit Quantity Calculations
1.0 Objective
To calculate the quantitiy of grit to the grit removal dumpsters
2.0 Procedure
Insert AIDE and peak flows into calculations
3.0 References/Data Sources
Metcalf and Eddy Grit Quantities
4.0 Assumptions / Limitations
Two 4 yard dumpsters will be utilized at grit removal
The ADF is 5 mgd and the peak flow is 24 mgd
The grit removal facilities are downstream of influent screening and pumping

Grant Creek Grit Quantity Calcs
Grit Quantity at
Grit Quantity at
Grit Quantity at
Grit Quantity at
Time to Fill a 4 yd
Time to Fill a 4
Range of Grit Quantities, cf/MG
Average Flow, cf
Average Flow, cy
Peak Flow, cf (24
Peak Flow, cy
dumpster at
yd dumpster at Notes
(5 mgd)
(5 mgd)
mgd)
(24 mgd)
Average Flow, day
Peak Flow, day
0.53
2.65
0.10
12.72
0.47
40.75
8.49
2.5
12.5
0.46
60
2.22
8.64
1.80
5
25
0.93
120
4.44
4.32
0.90 Worst case scenario
*Range of grit quantities from Metcalf and Eddy
Solids Capacity of Westech
classifier
25 cf/h
Quantity of grit if running 1 Time to fill a 4 yd
hours a day 25 cf dumpster, day
0.93 cy 4.32
Quantity of grit if running 2 Time to fill a 4 yd
hours a day 50 cf dumpster, day
1.85 cy 2.16
Quantity of grit if running 6 150 cf Time to fill a 4 yd
hours a day dumpster, day
5.56 cy 0.72
*Estimated
operation time

Process Mechanical Calculations
6. Grit Slurry Pump Curves

CDM
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Improvements CHECKED BY
Smith
DETAIL Cover Sheet CHECKBY ED CSF
Pump Performance -System Analysis Calculations for
Grant Creek WWTP Grit Pumps
Station Description:
The Grant Creek screening structure houses two grit pumps. The pumps have individual suction and discharge
pipes. The discharge location is at the top of the grit classifier. Discharge piping includes 5-8 psi of loss through
the cyclone.
1.0 Contents
1 Cover 5.0 NPSH Mininum Wet Well Liquid Level
2 Equations 6.0 NPSH Target Wet Well Liquid Level
3 Pump Data 7.0 NPSH Maximum Wet Well Liquid Level
4.1A Scenario 1 System Data 8.0 Model Schematic
4.1 B Scenario 1 Affinity Data 9.0 Hydraulic Model Components
4.1C Scenario 1 Curves
1.1 Purpose/Objective:
Meet minimum and maximum hydraulic conditions.
1.2 Procedure/Approach:
Model the pump station using WaterGems for the minimum and maximum head conditions.
1.3 Data and References:
1. CDM, 1993. Pumps and Pumping System Hydraulics
2. Cameron Hydraulic Data, 19th Edition
3. Wemco Revised Proposal # 861551- Grant Creek WWTP Grit Pump.pdf
1.4 Assumptions
Additional assumptions are noted throughout this document in green text.
and Limitations:
1 Pump 1 in the model includes reducers and plug valves and full k values. Pump 2 has shorter piping lengths,
does not include reducers and plug valves (to represent full bore pinch valve), and has 70 % k values
for the purpose of evaluating the runout condition.
1.5 Legend:
The following text and cell color codes are used in this spreadsheet and indicate the following:
blue shaded cell = value that requires manual input
text black text = notes, equations, and results that do not need updating for typical calculations
<<--text green text with arrow = notes, assumptions, or references to data sources

��M
Smith
CLIENT Salisbury -Rowan Utilities
Grant Creek WWTT
PROJECT
Improvements
DETAIL Equations
JOB NO. 141904-220453 DATE 06.06.2019
DATE CHECKED 06.06.2019 COMPUTED BY CMB
CHECKED BY CSF
2.0 Equations
This sheet summarizes the key equations used in this calculation brief
1. Flow at reduced speed is calculated according to the affinity law for flow:
Q i _ n 1
2 n 2
Where:
Q1=
Full speed flow (gpm)
Qz=
Reduced speed flow (gpm)
nl=
Full speed (rpm)
nZ=
Reduced speed (rpm)
2. Head at reduced speed is calculated according to the affinity law for head:
2
H, n,
H2 n2
Where:
H1=
Full speed head (ft)
Hz=
Reduced speed head (ft)
n1=
Full speed (rpm)
nz=
Reduced speed (rpm)

CLIENT Salisbury -Rowan Utilities
JOB NO.
Smlth
PROJECT Grant
DATE
ImpCrerovements
Improvements
CHECKED
DETAIL Pump Performance Data
CHECKED
BV
3.0 Pump Data Enter the performance data for up to seven pumps on this sheet.
Pump No. 1
Manf:
Hayward Gordon
Model:
XR3(8) Torus Recessed
Impeller Pump
Motor:
15
hp
Speed:
1800
rpm
Impeller:
7
in
Head
A
ow
(gpm)
Eff
r
(ft)
49.5
0
0 %
12
49.4
100
21 %
9.5
48.6
200
35 %
8.5
47.7
250
37 %
8.7
45.8
300
38%
9
42.2
400
39 %
10
37.7
500
38%
12
32.9
600
34%
14
30.2
645
31.
17.5
30.2
645
31 %
117.5
Pump Curves as Entered Above
Pump No. 1
60.0
50.0
Y 40.0
s 30.0
s 20.0
10.0
0.0
0 500 1000
Flow (gpm)
Pump No. 2
Manf:
Hayward Gordon
Model:
XR3(8) Torus Recessed
Impeller Pump
Motor:
15
hp
Speed:
1800
rpm
Impeller:
7
in
ea
(ft)
ow
(gpm)
Eff
r
(ft)
49.5
0
0%
12
49.4
100
21 %
9.5
48.6
200
35 %
8.5
47.7
250
37 %
8.7
45.8
300
38%
9
42.2
400
39 %
10
37.7
500
38%
12
32.9
600
34%
14
30.2
645
31 %
17.5
30.2
645
31 %
17.5
Pump No. 2
60.0
50.0
r 40.0
0 30.0
xa 20.0
10.0
0.0
0 500 1000
Flow (gpm)
141904-220453
06.06.2019
CSF
Pump No.
Manf:
Model:
Motor:
Speed:
Impeller:
Read --ow
(ft) (gpm) Eff
Pump No. 3
1.2
1.0
r 0.8
0 0.6
= 0.4
0.2
0.0
0 0.5 1
Flow (gpm)
DATE
COMPUTED
By
Model:
06.06.2019
CMB
Eff
Pump No. 4
1.2
1.0
0.8
0 0.6
d
= 0.4
0.2
0.0
0 0.5 1
Flow (gpm)

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT DATE CHECKED 06.06.2019 COMPUTED BY CMB
Improvements
DETAIL Scenario I System CHECKED BY CSF
4.1A Scenario 1 System Data
sheet presents the hydraulic data used to generate low, high, and typical system curves
ScenarioThis
• Operation
System Curve •
System Curve ID
System Curve ID
System .-
Pumping out of grit suction well to the top ofthe standipipe on
the grit classifier. 70% k values. 5 PSI loss through cyclone
utilized for this condition. Plug valves and reducers also
pipe lengths.
.-
Pumping out of grit suction well to the top ofthe
standpipe on the grit classifier. 8 PSI loss through
cyclone utilized for this condition. This scenario uses
PMP 1 which has longer pipe lengths.
Description:
Model File Name:
Maymlliiiift

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
DM_ PROJECT Grant Creek WWTT Improvements DATE 06.06.2019 COMPUTED BY CMB
S m th CHECKED
DETAIL Scenario 1 Affinity Data CHECKED BY CSF
4.1113 Scenario 1 Affinity Data This sheet generates data for multi -speed performance curves using the affinity laws for the indicated pump configuration.
Scenario Name:
1
Pump Operation
Select pump status for this scenario
Notes on this scenario:
Pump 11 ON
Pump 2
Pump 3
Pump 4 WUFF
1PUMP51 OFF jPump
6
Pump 7
***This head formula is static and
does not include
if statements.
Head, Flow, and
Efficiency
vs. Speed
100% Speed
95%
Speed
90% Speed
85%
Speed
80% Speed
75% Speed
70% Speed
60% Speed
Head
Flow
Eff
NPSRr (ft)
Head
Flow
Eff
Head
Flow
Eff
Head
Flow
Eff
Head
Flow
Eff
Head
Flow
Eff
Head
Flow
Eff
Head
Flow
ft
m
ft
m
ft
m
ft
m
ft
m
ft
m
ft
m
ft(ADM)Eff
50
0
0%
12
45
0
0%
40
0
0%
36
0
0%
32
0
0%
28
0
0%
24
0
0%
18
0
0%
49
100
21%
9.5
45
95
21%
40
90
21%
36
85
21%
32
80
21%
28
75
21%
24
70
21%
18
60
21%
49
200
35%
8.5
44
190
35%
39
180
35%
35
170
35%
31
t 60
35%
27
150
35%
24
140
35%
17
120
35%
48
250
37%
8.7
43
238
37%
39
225
37%
34
213
37%
31
200
37%
27
188
37%
23
175
37%
17
150
37%
46
300
38%
9
41
285
38%
37
270
38%
33
255
38%
29
240
38%
26
225
38%
22
210
38%
16
180
38%
42
400
39%
10
38
380
39%
34
360
39%
30
340
39%
27
320
39%
24
300
39%
21
280
39%
15
240
39%
38
500
38%
12
34
475
38%
31
450
38%
27
425
38%
24
400
38%
21
375
38%
18
350
38%
14
300
38%
33
600
34%
14
30
570
34%
27
540
34%
24
510
34%
21
480
34%
19
450
34%
16
420
34%
12
360
34%
30
645
31%
17.5
27
613
31%
24
581
31%
22
548
31%
19
516
31%
17
484
31%
15
452
31%
11
387
31%
30
645
31%
17.5
27
613
31%
24
581
31%
22
548
31%
19
516
31%
17
484
31%
15
452
31%
11
387
1 31%
100
1 Pump
Operation
High
Head
90
80
Low Head
70
60
21% 35% 37% 38%
50
100%�
_
39%
w
95% 1
= 38%
40
qn '
83%
m
85%
=
30
80%
31%
70
20
65 %
10
0
0
200
400
600
800
1,000
1,200
Flow (gpm)
Efficiency -Head Iso Lines
Speed
100%
90 %
85%
80%
75%
70 %
60
Eff.
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
0%
50
E
40
36
32
28
24
18
21%
49
40
36
32
28
24
18
35%
49
39
35
31
27
24
17
37%
48
43
39
34
31
27
23
17
38%
46
41
37
33
29
26
22
16
39%
42
38
34
30
27
24
21
15
38%
38
34
31
27
24
21
18
14
34%
33
30
27
24
21
19
16
12
31%
30
27
24
22
19
17
15
11
31%
30
27
24
22
19
17
15
11
Efficiency -Flow Iso Lines
Speed
100%
95%
90 %
85%
80%
75%
70 %
60
Eff.
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
0%
0
0
0
0
0
0
0
0
21%
100
95
90
85
80
75
70
60
35%
200
190
180
170
160
150
140
120
37%
250
238
225
213
200
188
175
150
38%
300
285
270
255
240
225
210
180
39%
400
380
360
340
320
300
280
240
38%
500
475
450
425
400
375
350
300
34%
600
570
540
510
480
450
420
360
31%
645
613
581
548
516
484
452
387
31%
645
613
581
548
516
484
452
387

1 Pump Operation
CD
Smith
so
Maximum Head
Minimum Head
70
60 — — — — —
— — — — — — — — — — — — — — — — — — — — — — — — — -
100%
50
------------
-------
--------— — — — — — — —
Rated Point
40— — — — —
------------
— — —
----------— — — — — — — —
a�
2
30--------
---------------
— — — — —
-- ----
— — —
— — — — — — — —
20--------
— ------ — -------------+-
10 ------
— — — — — — —
Rated Operating Condition:
0.36 mgd (250 gpm) at 44' TDH
0
0
100 200 300
400
500 600 700
Flow (gpm)

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
CDM. PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Smith Improvements CHECKED BY
a minimum OW CHECKED
DETAIL Condition BY CSF
5.0 Net Positive Suction Head (NPSH) Investigation at Minimum Wet Well Liquid Level
NPSH. = Hb.r+ H.t.t - Hvap - Hf
where:
NPSH. = Net Positive Suction Head Available
Hb.r= Barometric Pressure
HST ,=Static Suction Head
H,= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude:
1 677.21
Ift
Water Temperature:
70
F
Pump Centerline Elev:j
667.25
ft
Scaled from pmech dwgs
Minimum Wet Well Liquid Level:
677.21
ft
Atmospheric Pressure:
33.30 ft
(From Table below)
Specific Gravity:
0.998
(From Table below)
Barometric Pressure:
33.37 ft
Static Suction Head:
9.96 ft
Fluid Vapor Pressure:
0.890 ft
(From Table below)
Suction Friction Losses:
3.67 ft
Value obtained using PMP1 Piping
NPSH Available:
38.77 ft
NPSHr:
@ 270.00 gpm
9
Margin:
76.78
Adequate Margin:
YES
(In POR)
PROPERTIES OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.61
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.201
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
Table 3
Temp
(C)
Abs. Vapor
Press (m)
Specific
I Gravity
0
0.611
1.000
5
0.871
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
801
47.34
0.9718
901
70.1
0.9653
1001
101.331
0.9584
Table 4
Temp
(F)
Abs. Vapor
Press (ft)
Specific
Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
CDM. PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Smith Improvements CHECKED BY
a minimum OW CHECKED
DETAIL Condition BY CSF
6.0 Net Positive Suction Head (NPSH) Investigation at Target Wet Well Liquid Level
NPSH. = Hb.r+ Hst.t - Hvap - Hf
where:
NPSH. = Net Positive Suction Head Available
Hb.r= Barometric Pressure
HST ,=Static Suction Head
H,= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude:
1 677.21
Ift
Water Temperature:
70
F
Pump Centerline Elev:j
667.25
ft
Target Wet Well Liquid Level:
677.81
ft
Atmospheric Pressure:
33.30 ft
Specific Gravity:
0.998
Barometric Pressure:
33.37 ft
Static Suction Head:
10.56 ft
Fluid Vapor Pressure:
0.890 ft
Suction Friction Losses:
3.1 ft
NPSH Available:
39.94 ft
NPSHr:
9.5
Margin:
76.21
Adequate Margin:
YE
PROPERTIES OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.61
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.201
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
Scaled from pmech dwgs
(From Table below)
(From Table below)
(From Table below)
@ 325.00 gpm
(In POR)
Table 3
Temp
(C)
Abs. Vapor
Press (m)
Specific
I Gravity
0
0.611
1.000
5
0.871
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
801
47.34
0.9718
901
70.1
0.9653
1001
101.331
0.9584
Table 4
Temp
(F)
Abs. Vapor
Press (ft)
Specific
Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
CDM. PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Smith Improvements CHECKED BY
a minimum OW CHECKED
DETAIL Condition BY CSF
7.0 Net Positive Suction Head (NPSH) Investigation at Maximum Wet Well Liquid Level
NPSH. = Hb.r+ H.t.t - Hvap - Hf
where:
NPSH. = Net Positive Suction Head Available
Hb.r= Barometric Pressure
HST ,=Static Suction Head
H,= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude:
1 677.21
Ift
Water Temperature:
70
F
Pump Centerline Elev:j
667.25
ft
Scaled from pmech dwgs
Maximum Wet Well Liquid Level:
677.21
ft
Atmospheric Pressure:
33.30 ft
(From Table below)
Specific Gravity:
0.998
(From Table below)
Barometric Pressure:
33.37 ft
Static Suction Head:
9.96 ft
Fluid Vapor Pressure:
0.890 ft
(From Table below)
Suction Friction Losses:
2.52 ft
Value obtained using PMP2 Piping
NPSH Available:
39.92 ft
NPSHr:
@ 428.00 gpm
10
Margin:
74.95
Adequate Margin:
YES
(In POR)
PROPERTIES OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.61
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.201
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
Table 3
Temp
(C)
Abs. Vapor
Press (m)
Specific
I Gravity
0
0.611
1.000
5
0.871
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
801
47.34
0.9718
901
70.1
0.9653
1001
101.331
0.9584
Table 4
Temp
(F)
Abs. Vapor
Press (ft)
Specific
Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

Smith
8.0 Model Schematic
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453
PROJECT Grant Creek WWTT DATE
Improvements CHECKED
DETAILNSPH at Minimum Flow CHECKED
Condition BY
06.06.2019
CSF
DATE
COMPUTED
BY
06.06.2019
CMB

DM
Smith
CLIENT Salisbury -Rowan Utilities JOB NO. 115043 DATE 06.06.2019
PROJECT Grant Creek WWTT Improvements DATE 06.06.2019 COMPUTED BY GMB
CHECKED
DETAIL Hydraulic Model Components CHECKED BY CSF
Note: The values below were taken from the model at the design condition scenario.
Hydraulic Model - Pipe Table
ID
Label
Length
(Scaled)
(ft)
Start Node
Stop Node
Diameter (in)
Material
Hazen-
Williams C
Minor Loss
(Derived)
Flow
(gpm)
Velocity
(ft/s)
HeadlessCoefficient
Gradient (ft/ft)
Length
(User
Defined) (ft)
39
P-3
33
PMP-1
J-1
3
Ductile Iron
120
0.5
284
12.88
1.532
1
48
P-9
33
PMP-2
J-3
3
Ductile Iron
120
0.5
292
13.26
1.623
1
62
P-12
37
Grit Chamber
J-4
4
Ductile Iron
120
1.5
292
7.46
0.232
8
66
P-15
37
Grit Chamber
J-5
4
Ductile Iron
120
1.5
284
7.24
0.219
8
70
P-18
41
J-4
J-6
4
Ductile Iron
120
0.5
292
7.46
0.207
3
71
P-19
37
J-6
PMP-2
4
Ductile Iron
120
0.5
292
7.46
0.279
2
73
P-20
42
J-5
J-7
4
Ductile Iron
120
0.5
284
7.24
0.196
3
74
P-21
38
J-7
PMP-1
4
Ductile Iron
120
0.5
284
7.24
0.264
2
82
P-25
42
GPV-2
Top of Classifier
4
Ductile Iron
120
1.5
284
7.24
0.671
2
85
P-27
55
GPV-3
Top of Classifer
4
Ductile Iron
120
1.5
292
7.46
0.711
2
90
P-28
33
J-1
J-1A
4
Ductile Iron
120
5
284
7.24
1.418
1 3
93
P-30
32
J-3
J-3A
4
Ductile Iron
120
5
292
7.46
1.503
3
96
P-32
30
J-1A
J-10
4
Ductile Iron
120
1
284
7.24
0.181
7
98
P-33
29
J-3A
J-11
4
Ductile Iron
120
0.5
292
7.46
0.107
10
100
P-34
25
J-10
J-12
4
Ductile Iron
120
0.5
284
7.24
0.091
13
102
P-35
28
J-12
J-13
4
Ductile Iron
120
0.5
284
7.24
0.128
6
106
P-37
32
J-11
J-15
4
Ductile Iron
120
1.5
292
7.46
0.103
33
108
P-38
23
J-13
J-16
4
Ductile Iron
120
0.5
284
7.24
0.162
4
110
P-39
23
J-16
J-17
4
Ductile Iron
120
1
284
7.24
1 0.114
1 15
112
P-40
29
J-17
J-18
4
Ductile Iron
120
0.5
284
7.24
0.091
13
114
P-41
27
J-15
J-19
4
Ductile Iron
120
0.5
292
7.46
0.107
10
116
P-42
48
J-19
GPV-3
3
Ductile Iron
120
0
292
1 13.26
1 0.258
1
117
P-43
30
J-18
GPV-2
3
1 Ductile Iron
1 120
1 0
284
1 12.88
0.244
1
Hydraulic Model - Junction Table
ID
Label
Elevation
ft
Zone
Demand Collection
Demand
pm
Hydraulic
Grade ft
Pressure
psi
38
J-1
668
<None>
<Collection: 0 items>
0
718.78
22
47
J-3
668
<None>
<Collection: 0 items>
0
717.33
21
61
J-4
667.25
<None>
<Collection: 0 items>
0
676.89
4
65
J-5
667.25
<None>
<Collection: 0 items>
0
675.68
4
69
J-6
667.25
<None>
<Collection: 0 items>
0
675.94
4
72
J-7
667.25
<None>
<Collection: 0 items>
0
675.15
3
89
J-1A
686.6
<None>
<Collection: 0 items>
0
714.56
12
92
J-3A
686.6
<None>
<Collection: 0 items>
0
711.61
11
95
J-10
674.72
<None>
<Collection: 0 items>
0
713.46
17
97
J-11
678.03
<None>
<Collection: 0 items>
0
709.82
14
99
J-12
674.72
<None>
<Collection: 0 items>
0
712.37
16
SOS
J-13
674.72
<None>
<Collection: 0 items>
0
711.67
16
105
J-15
678.03
<None>
<Collection: 0 items>
0
704.17
11
107
J-16
678.03
<None>
<Collection: 0 items>
0
711.08
14
109
J-17
678.03
<None>
<Collection: 0 items>
0
709.52
14
111
J-18
687.1
<None>
<Collection: 0 items>
0
708.44
9
113
J-19
687.1
<None>
<Collection: 0 items>
0
702.38
7
Hydraulic Model - Reservoir Table so
Elevation
Flow (Out net)
Hydraulic
ID
Label
ft
Zone
pm
Grade ft
G rit
32
Chamber
677.21
<None>
270
677.21
G rit
34
Chamber
678.4
<None>
410
678.4
Top of
42
Classifier
688.69
<None>
-270
688.69
Top of
49
Classifer
688.69
<None>
-410
688.69

Process Mechanical Calculations
7. Pump Curves from Selected Manufacturers

w 50
w
U_
0
Q
w
= 40
H
0
H
30
20
U
0
z
w 10
W
x
N
ci
H
N
CAPACITY M3/HR
0 50 100 150 200
0 10 20 30 40 50 60
LITER /SEC
. I'm
km-
PA
N I
W
m
p
RAW
__1
NPSH
FT M
40--12
MEN.-
20
15
ILI
5
0
--
_
0
200 400
600
800 1000
M
oCAPACITY
USGPM
JUN
f.
r
1 Lr)DATE
DRN.
CURVE NO.
CD
JAN.24,79
J.P.
005 -10483
SIZE: 3 x 4 x 8l-2
FREE EYE AREA
12.1 So. IN.
IMP. PART NO.
202 - - 585
00
r-
MODEL: R3 - 8
FSPEED:1750
RPM
MAX. SPHERE: 2 8
PERFORMANCE CURVES
— TORUS PUMPS
d
N
Hayward
Gordon Lid.
Toronto MonmW Cslwy Vancouver
W
W
i
0
Q
W
2
J
Q
H
0
H

EGGERTURO PUMPS
Performance curves:
North America Inc
TV 71-80 H6
LB 3B
Juliette -GA 31046
E G G E R
Offer no.:
Order no.
Phone : [phone]
Serial no./quantity
1Plece
Fax: -
[e-mail]
Delivery date:
Data sheet pos. no Page 1 of 1
Customer
Date / Our ref.:
2019-04-12
-
Person/Dept.
Customer order
ZIP/City
Project / Installation
Item no.
Impeller
Reference number 020.01.0703-01
Type: No. of vanes
Max.
Min.
Sel. H: Free passage:
Bearing bracket:
Vortex impeller 8
11.102 inc
8.3071 inc
9.3519 In h 3.1496 inch
LB 3B
Operating data
Speed:
Duty point:
Suction port:
Discharge port:
1166 rpm
Q =250 US g.p.m.
H = 44 ft
DN100
DN80
Power data referred to:
62.315 IbKt3
1.0769E-5 ft2/s Wastewater
[ft1
Head - - -
48
- - - - - - - - -
-,- - - - - - - - - - -
- - -, - - - - ; - - - - -,- - - - -,- - - -
44
- - - - - - - - -
1
44
ft
40
---------
----- - - - - --
54:7°°
--------------------------
36
- - - -
- - -
32
- - --
-----
- ---- - -- - -- ---
28
- - - - - - - - - - - - - - - - - - - -
24
- - - -
- - - -
- - - - - , - - - - - - - - - -
0 9.352
20
- - - - -
- - - - -
16
- - -- - - --
- - -- - - -- - -
-- - - -- - - -- - - ---- - - - - --
12
- - - -
---------
- - - -
--------------
----------------------------
Efficiency
50.3
40
- - - - -, - - - -
— - -
-
fZf 9.352'
30
- - - - -, - - - -
- - - -
- - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - -
20
- --
- - - - --
-----------
10
- - - - - - - -
-,- - -
- - - - - - , - -
- - -,- - - - - - - - - - - - - - - - - - - - - ,- - - -
[12
Shaft pow er P2 - - -
-
- - - - - -
- - - - - - - - _ 9.352 (P2) -
10
- - - -
- - - - -
- - - - - - - - - -, - - - - - ,-
5.55 hp
2
---------
----
----------
--------
[f
NPSH-value$
—0 9.352
25
1- - -
- - - - ,
20
--- - - - - --
- - -
- - - - -- J -----
15
- - - - -, -
- - - -
- -
10
- - - - -
- - - - --9.16ft
- - - -
250 US g.p.m. I
- - - - - - - - - - - - - - -
0 100
200 300 400
500 600 700 800 [US g.p.m.]
SWISS ENGINEERED PUMPS SINC- "- I Consulting I Hydraulic Design I Manufacturing I Service

�WEMCOPUMP 3x3Model C
50
40
WE
04
0
40 -r--
30
0
= 20
m
.2
r-
W
10
0i
15
a
x
d 10
3
0
D.
d
L
x 5
Y
W
00
0+
0
PSHR
440 W. 800 S. Salt Lake City, Utah 84110
Phone'.[phone] F— (801 ) 355-9303
SALES ORDER NO:
DW06777
RPM:
996
0
L
0
L
0
U
L
100 200 300 400 500 600 'D N
0
c a
100 200 300 400 500
U.S. Gallons per Minute (GPM)
LU
ti
ti
N
o
�
3
0
o
co
r
CD
a
O p d
£
a a E
w
y
E U
=
U
o a
y
U
® Copyright 2001 WEIR Specilty Pumps
All Rights Reserved.
BASED ON:
TEST
DATE:
4/25/2008
SERIAL NO.:
07DWO6777-01
TEST NO.:
15150-1-0
Impeller Size:
Full

Process Mechanical Calculations
8. Equalization Tank Sizing Calculations

CLIENT SRU
COMPUTED BY / DATE MCN 04/ 05/ 18
CDM PROJECT Grant Creek Improvements
SmithDETAIL Trickling Filter Storage Calc
CHECKED BY / DATE LBK 04/06/18
REVISION NO. / DATE - -
PROJECT NO. 229856
REVIEWED BY / DATE
Calculation Description: Trickling Filter Storage Cale
1.0 Objective
Calculate storage in each trickling filter that will be converted to EQ
2.0 Procedure
3.0 References/Data Sources
1962 Record Drawings
4.0 Assumptions / Limitations
The existing trickling filters will be converted into equalization tanks.
The equalization tanks will be identical.

Storage per Existing Tank
Assumptions:
Tank Diam (ft)
130
Tank Rad (ft)
65
Height (ft)
8.25
Height w freeboard (ft)
6.75
Usable Height (ft)
6.25
Slope Height Change (ft)
0.75
Slope (ft/ft)
0.0115
Pi
3.14
Gal/ft3
7.48
Cylindrical Vol Per Tank (gal) 620,209
Conical Vol Per Tank (gal) 24,808
Total Vol Per Tank (gal) 645,017
Diurnal EQ Vol Required: 170,000
Wet Weather EQ Vol Required: 860,000
Diurnal Vol:
Wet Weather Vol:
Assumptions:
Original Volume
620,209
Tank Rad (ft)
40.5
Diurnal Volume
192,624
Usable Height:
5
Wet Weather Vol:
427,584
Pi
3.14
Wet Weather Vol (2 tanks):
855,169
Gal/ft3
7.48
Required Total Volume
860,000
to accout for sloped bottom Calculated Volume
192,624
Calculated Total Volume
1,240,418
Required Volume
170,000

Process Mechanical Calculations
9. RAS/WAS Pump Station Wet Well Volume

Selisb,ry Rowan Utilities ill 10 1419D4-220483
TA
06.06.2019 couaUMD CMBth of WewellChek o CSF
�h
IN
[1, 1
Figure E.4 Schematic, side— high-level entry
rrv. 29 -
5 24
12 f 4A
I
�•n u tE�L m
�o
Flow per pump Nsl
Figure E.] Recommended sump dimensions
'The Length mdud the lengthfromcenter of volutofo back of tlischarge elbowa Vclearance
Wetwell Dimensio Use
Width 16.1] k 1].5
Length 12.021t 12
Depth 29.001t 28

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
CDNIPROJECT Grant Creek WWTT Improvements DATE 06.06.2019 COMPUTED CMB
Smith CHECKED BY
DETAIL Wetwell Elevation CHECKED CSF
BY
For Constant Speed Operation
Pump Cycle Volume
Maximum Starts Per Hour
6
Minimum Cycle Time
10 min
Pump Station Max Flow at
Min Speed
1,200 gpm
Requried Storage Volume
3,000 gal
Wetwell Length
17.5 ft
Wetwell Width
12 ft
Wet Well Area
210 ft
Storage Volume Per Foot
1,571 gal/ft
Wet Well Staae Need
1.91 ft
Calculated Use
Station Influent Invert 625.00 ft 625.00 ft
High Level Alarm 624.50 ft 624.50 ft
Laa Pump On 624.00 ft 624.00 ft
Lead Pump On (Target WL)
623.00 ft
623.00 ft
Pump Off
621.09 ft
621.00 ft
Low Level Alarm
620.59 ft
620.50 ft
Minimum Submergence El
619.87
619.78 ft
Station Invert
618.59 ft
618.50 ft
Minimum Submergence L 1.28 ft
Low Level Alarm Above Minimum Submergence El? YES

Process Mechanical Calculations
10. RAS Pump Curves

CD M
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
Grant Creek WWTT DATE COMPUTED
PROJECT 06.06.2019 CMB
Improvements CHECKED BY
S m
t h
DETAIL Cover Sheet CH BY ED CSF
Pump Performance -System Analysis Calculations for
Grant Creek VVMP RAS Pump Station
Station Description:
The pump station will house RAS and WAS pumps. There will be 3 RAS pumps and 2 WAS pumps. WAS pumps
will discharge to the digesters and RAS pumps will be pumping to the eq/junction box. All pumps will be
submersible solids handling pumps.
1.0 Contents
1 Cover 5.0 NPSH Minimum Wet Well Liquid Level
2 Equations 6.0 NPSH Target Wet Well Liquid Level
3 Pump Data 7.0 NPSH Maximum Wet Well Liquid Level
4.1A Scenario 1 System Data 8.0 Model Schematic
4.1B Scenario 1 Affinity Data 9.0 Hydraulic Model Components
4.1C Scenario 1 Curves 10.0 Submersible Wetwell Design 1
4.2A Scenario 2 System Data 11.0 Submersible Wetwell Design 2
4.213 Scenario 2 Affinity Data
4.2C Scenario 2 Curves
1.1 Purpose/Objective:
Meet minimum and maximum hydraulic conditions.
1.2 Procedure/Approach:
Model the pump station using WaterGems for the minimum and maximum head conditions.
1.3 Data and References:
1. CDM, 1993. Pumps and Pumping System Hydraulics
2. Cameron Hydraulic Data, 19th Edition
1.4 Assumptions
Assumed Grade El. 646.5
and Limitations:
Additional assumptions are noted throughout this document in green text.
1.5 Legend:
The following text and cell color codes are used in this spreadsheet and indicate the following:
blue shaded cell = value that requires manual input
text black text = notes, equations, and results that do not need updating for typical calculations
<<--text green text with arrow = notes, assumptions, or references to data sources

��M
Smith
CLIENT Salisbury -Rowan Utilities
Grant Creek WWTT
PROJECT
Improvements
DETAIL Equations
JOB NO. 141904-220453 DATE 06.06.2019
DATE CHECKED 06.06.2019 COMPUTED BY CMB
CHECKED BY CSF
2.0 Equations
This sheet summarizes the key equations used in this calculation brief
1. Flow at reduced speed is calculated according to the affinity law for flow:
Q i _ n 1
2 n 2
Where:
Q1=
Full speed flow (gpm)
Qz=
Reduced speed flow (gpm)
nl=
Full speed (rpm)
nZ=
Reduced speed (rpm)
2. Head at reduced speed is calculated according to the affinity law for head:
2
H, n,
H2 n2
Where:
H1=
Full speed head (ft)
Hz=
Reduced speed head (ft)
n1=
Full speed (rpm)
nz=
Reduced speed (rpm)

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
Smlth PROJECT Grant CreImprovements
DATE O6.06.2019 COMPUTED CMB
Improvements CHECKED By
DETAIL Pump Performance Data CHECKED CSF
BY
Pump Data Enter the performance data for up to seven pumps on this sheet.
Pump No. 1
Manf:
ASS
Model:
XFP 206J-CB2
Motor:
33.5
hp
Speed:
1190
rpm
Impeller:
12.9
in
Head
(ft)
ow
(gpm)
Eff
r
(ft)
75
0
0%
3
68.5
400
15%
4
60
800
50%
5
54
1200
65%
6.5
49
1600
73%
9
43
2000
77%
11
41
2101
78%
12
35
2400
78%
14
27.5
2800
75%
19
11
3500
50%
1 32
Pump Curves as Entered Above
Pump No. 1
80 —
60
r
s 40
x
20
0
0 2000 4000
Flow (gpm)
Pump No. 2
Manf:
I ASS
Model:1
XFP 206J-CB2
Motor:
33.5
hp
Speed:
1190
rpm
Impeller:
12.9
in
ea
(ft)
ow
(gpm)
Eff
r
(ft)
75
0
0%
3
68.5
400
15%
4
60
800
50%
5
54
1200
65%
6.5
49
1600
73%
9
43
2000
77%
11
41
2101
78%
12
35
2400
78%
14
27.5
2800
75%
19
11
3500
1 50%
1 32
Pump No. 2
80
60
r
0 40
x
20
0
0 2000 4000
Flow (gpm)
Pump No. 3
Manf:
ASS
Model:
XFP 206J-CB2
Motor:
33.5
hp
Speed:
1190
rpm
Impeller:
12.9
in
Head
(ft)
ow
(gpm)
Eff
r
(ft)
75
0
0%
3
68.5
400
15%
4
60
800
50%
5
54
1200
65%
6.5
49
1600
73%
9
43
2000
77%
11
2101
78%
12
35
2400
78%
14
g41
27.5
2800
75%
19
11
3500
50%
1 32
Pump No. 3
so
60
r
0 40
x
20
0
0 2000 4000
Flow (gpm)
Eff
Pump No. 4
1.2
1
0.8
0 0.6
d
x 0.4
0.2
0
0 0.5 1
Flow (gpm)

■
CLIENT
PROJECT
DETAIL
Salisbury -Rowan Utilities
Grant Creek WWTT
Improvements
Scenario I System
JOB NO.
DATE CHECKED
CHECKED BY
141904-220453 DATE
06.06.2019 COMPUTED BY
CSF
06.06.2019
CMB
4.1A Scenario 1 System Data
sheet presents the hydraulic data used to generate low, high, and typical system curves
ScenarioThis
One • Operation
System
Curve •
System Curve ID
Maximum Head
System Curve ID.- .
System
.-
.-
Description:
RAS
Pump pumping to EQ/RAS Junction Box. 0% k values.
RAS Pump pumping to EQ/RASE./-AS
'Model
File Name:
Model File Name:
Model File Name:
IN WON
may�
One Operation
.............................................
50
................................
....
....
Design Head
................................MaximumHeadMinimum
...............................
Head
.........................����i.....���.......
.....................0.90
09
...��i............
..........._.��i�.�i�...�i�
...................
.............................................
.............................................
.............................................
.............................................
.............................................
..............................
..........

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
DM_ PROJECT Grant Creek WWTT Improvements DATE 06.06.2019 COMPUTED BY CMB
S m th CHECKED
DETAIL Scenario 1 Affinity Data CHECKED BY CSF
4.113 Scenario 1 Affinity Data This sheet generates data for multi -speed performance curves using the affinity laws for the indicated pump configuration.
Scenario Name:
One Pump Operation
Select pump status for this scenario
Pump 1 ON
1 Pump 4 WUFF
I Pump 51 OF
Pump 6
Pump 7
Notes on this scenario:
Head, Flow,
and Efficiency
vs. Speed
100% Speed
95% Speed
90% Speed
85%
Speed
80% Speed
75% Speed
70% Speed
65% Speed
Head
ft)
Flow
m
Eff
NPSRr (ft)
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
75
0
0%
3
68
0
0%
61
0
0%
54
0
0%
48
t640
0%
42
0
0%
37
0
0%
32
0
0%
69
400
15%
4
62
380
15%
55
360
15%
49
340
15%
44
15%
39
300
15%
34
280
15%
29
260
157/6
60
800
50%
5
54
760
50%
49
720
50%
43
680
50%
38
50%
34
600
50%
29
560
50%
25
520
50%
54
1,200
65%
6.5
49
1,140
65%
44
1,080
65%
39
1,020
65%
35
960
65%
30
900
65%
26
840
65%
23
780
657/6
49
1,600
73%
9
44
1,520
73%
40
1,440
73%
35
1,360
73%
31
1,280
73%
28
1,200
73%
24
1,120
73%
21
1,040
73%
43
2,000
77%
11
39
1,900
77%
35
1,800
77%
31
1,700
77%
28
1,600
77%
24
1,500
77%
21
1,400
77%
18
1,300
77%
41
2,101
78%
12
37
1,996
78%
33
1,891
78%
30
1,786
78%
26
1,681
78%
23
1,576
78%
20
1,471
78%
17
1,366
78%
35
2,400
78%
14
32
2,280
78%
28
2,160
78%
25
2,040
78%
22
1,920
78%
20
1,800
78%
17
1,680
78%
15
1,560
78%
28
2,800
75%
19
25
2,660
75%
22
2,520
75%
20
2,380
75%
18
2,240
75%
15
2,100
75%
13
1,960
75%
12
1,820
75%
11
3,500
50%
32
10
3,325
50%
9
3,150
50%
8
2,975
50%
7
2,800
50%
6
2,625
50%
5
2,450
50%
5
2,275
507/o
Efficiency -Head Iso Lines
Speed
100%M6861
85%
80%
75%
70 %
65%
Eff.
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
0%
75
54
48
42
37
32
15%
69
49
44
39
34
29
50%
60
43
38
34
29
25
65%
54
49
44
39
35
30
26
23
73%
49
44
40
35
31
28
24
21
77%
43
39
35
31
28
24
21
18
78%
41
37
33
30
26
23
20
17
78%
35
32
28
25
22
20
17
15
75%
28
25
22
20
18
15
13
12
50%
11
10
9
1 8
7
6
5
5
Efficiency -Flow Iso Lines
Speed
100%
95%
90%
85%
80%
75%
70 %
65%
Eff.
Flow
(qpm)m
Flow
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
0%
0
0
0
0
0
0
0
0
15%
400
380
360
340
320
300
280
260
50%
800
760
720
680
640
600
560
520
65%
1,200
1,140
1,080
1,020
960
900
840
780
73%
1,600
1,520
1,440
1,360
1,280
1,200
1,120
1,040
77%
2,000
1,900
1,800
1,700
1,600
1,500
1,400
1,300
78%
2,101
1,996
1,891
1,786
1,681
1,576
1,471
1,366
78%
2,400
2,280
2,160
2,040
1,920
1,800
1,680
1,560
75%
2,800
2,660
2,520
2,380
2,240
2,100
1,960
1,820
50%
3,500
3,325
3,150
2,975
2,800
2,625
2,450
2,275

80
44
0.99 MGD
100%
70
95% 3
'
50'
60
9 0 %
85%
'
50
80%
40
75%
—_
M
2
I
70%
30
65% ]
—_
I Pump Operation
1 3.50 MGD I
Operating Range
65%
73 %
77%
78%
Rated Point
20 1 -�
10 — — —
I ---+-
0
0 500 1,000 1,500
2,000 2,500 3,000
Flow (gpm)
c M
Smith
Maximum Head
_ Design Head
Minimum Head
Ab 50%
Rated Operating Condition:
3 mgd (2,100 gpm) at 41' TDH
3,500 4,000 4,500 5,000

■
CLIENT
PROJECT
DETAIL
Salisbury -Rowan Utilities
Grant Creek WWTT
Improvements
Scenario 2 System
JOB NO.
DATE CHECKED
CHECKED BY
141904-220453 DATE
06.06.2019 COMPUTED BY
CSF
06.06.2019
CMB
4.2A Scenario 2 System Data
sheet presents the hydraulic data used to generate low, high, and typical system curves
ScenarioThis
• Operation
System Curve •
System Curve ID
Maximum Head
System Curve ID.-
.
System .-
.-
Description:
2 RAS Pumps pumping to EQ/RAS Junction Box. 70% k
2 RAS Pumps pumping to EC/RAS Junction Box.
2 RAS Pumps pumping to EC/RAS Junction Box.
Model File Name:
Salisbury RASWAS
Gems Model �A•� 18
��•�: ..
��•�
may
70
. Operation
60
Maximum Head — Design Head
----------------------------------
Head
----------------------------------------
----------------------------------------
----------------------------------------
----------------------------------------
4.---------------------------------------
--------------
-------------
---------------------
-------------
----
WOO
-------------
--------------------
----------------------------------------
----------------------------------------
----------------------------------------
--=-------------------------------------
20
----------------------------------------
----------------------------------------
----------------------------------------
----------------------------------------
10
----------------------------------------
----------------------------------------
•
-----
-----
----------------
-------
---
-------------
------

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
DM_ PROJECT Grant Creek WWTT Improvements DATE 06.06.2019 COMPUTED BY CMB
S m th CHECKED
DETAIL Scenario 2 Affinity Data CHECKED BY CSF
4.213 Scenario 2 Affinity Data This sheet generates data for multi -speed performance curves using the affinity laws for the indicated pump configuration.
Scenario Name:
2 Pump Operation
Select pump status for this scenario
Pump 1 ON
1 Pump 4 WXYFF
Pump 5 1 OFF
Pump 6
Pump 7
Notes on this scenario:
Head, Flow,
and Efficiency
vs. Speed
100% Speed
95% Speed
90% Speed
85%
Speed
80% Speed
75% Speed
70% Speed
65% Speed
Head
ft)
Flow
m
Eff
NPSRr (ft)
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
75
0
0%
3
68
0
0%
61
0
0%
54
0
0%
48
t640
0%
42
0
0%
37
0
0%
32
0
0%
69
800
15%
4
62
760
15%
55
720
15%
49
680
15%
44
15%
39
600
15%
34
560
15%
29
520
15%60
1,600
50%
5
54
1,520
50%
49
1,440
50%
43
1,360
50%
38
50%
34
1,200
50%
29
1,120
50%
25
1,040
50%
54
2,400
65%
6.5
49
2,280
65%
44
2,160
65%
39
2,040
65%
35
1,920
65%
30
1,800
65%
26
1,680
65%
23
1,560
657/6
49
3,200
73%
9
44
3,040
73%
40
2,880
73%
35
2,720
73%
31
2,560
73%
28
2,400
73%
24
2,240
73%
21
2,080
73%
43
4,000
77%
11
39
3,800
77%
35
3,600
77%
31
3,400
77%
28
3,200
77%
24
3,000
77%
21
2,800
77%
18
2,600
77%
41
4,202
78%
12
37
3,992
78%
33
3,782
78%
30
3,572
78%
26
3,362
78%
23
3,152
78%
20
2,941
78%
17
2,731
78%
35
4,800
78%
14
32
4,560
78%
28
4,320
78%
25
4,080
78%
22
3,840
78%
20
3,600
78%
17
3,360
78%
15
3,120
787/6
28
5,600
75%
19
25
5,320
75%
22
5,040
75%
20
4,760
75%
18
4,480
75%
15
4,200
75%
13
3,920
75%
12
3,640
75%
11
7,000
50%
32
10
6,650
50%
9
6,300
50%
8
5,950
50%
7
5,600
50%
6
5,250
50%
5
4,900
50%
5
4,550
50%
Efficiency -Head Iso Lines
Speed
100%M6861
85%
80%
75%
70%
65%
Eff.
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
0%
75
54
48
42
37
32
15%
69
49
44
39
34
29
50%
60
43
38
34
29
25
65%
54
49
44
39
35
30
26
23
73%
49
44
40
35
31
28
24
21
77%
43
39
35
31
28
24
21
18
78%
41
37
33
30
26
23
20
17
78%
35
32
28
25
22
20
17
15
75%
28
25
22
20
18
15
13
12
50%
11
10
9
8
7
6
5
5
Efficiency -Flow Iso Lines
Speed
100%
95%
90%
85%
80%
75%
70%
65%
Eff.
Flow
(qpm)m
Flow
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
0%
0
0
0
0
0
0
0
0
15%
800
760
720
680
640
600
560
520
50%
1,600
1,520
1,440
1,360
1,280
1,200
1,120
1,040
65%
2,400
2,280
2,160
2,040
1,920
1,800
1,680
1,560
73%
3,200
3,040
2,880
2,720
2,560
2,400
2,240
2,080
77%
4,000
3,800
3,600
3,400
3,200
3,000
2,800
2,600
78%
4,202
3,992
3,782
3,572
3,362
3,152
2,941
2,731
78%
4,800
4,560
4,320
4,080
3,840
3,600
3,360
3,120
75%
5,600
5,320
5,040
4,760
4,480
4,200
3,920
3,640
50%
7,000
6,650
6,300
5,950
5,600
5,250
4,900
4,550
:�
�mmmm
mm

CDM.
2 Pump Operation
Smith
80
2.50 MGD
100%
6.50 MGD
70
Operating Range --------------------------------
9 5 % %
'
505
Maximum Head
60
90%
---------
----
----- Design Head
65%
85%
Minimum Head
50
73%
—------------ ----
80
77%
75% �___
Rated Point 78/
40
-� --
'
------ --- --------
a
=
7030 %
�
'
65% . --
—
20
-T --------
I
10
--------�--- —— —
— — — — — — — — — — —
50%
dow
Rated Operating Condition:
6 mgd (4,200 gpm) at 41' TDH
0
0
1,000 2,000
3,000 4,000 5,000
6,000 7,000 8,000
Flow (gpm)

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
CDM. PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Smith Improvements CHECKED BY
DETAIL NSPH at Minimum WWL CH BYKED CSF
5.0 Net Positive Suction Head (NPSH) Investigation at Minimum Wet Well Liquid Level
NPSH. = Hb.r+ H.t.t - Hvap - Hf
where:
NPSH. = Net Positive Suction Head Available
Hb.r= Barometric Pressure
HST ,=Static Suction Head
H,= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude:
1 646.5
ft
Water Temperature:
70
F
Pump Centerline Elev:j
619.56 lft
Minimum Wet Well Liquid Level:
1 620.5
ft
Atmospheric Pressure:
33.30
ft
Specific Gravity:
0.998
Barometric Pressure:
33.37
ft
Static Suction Head:
0.94
ft
Fluid Vapor Pressure:
0.890
It
Suction Friction Losses:
0.00
It
NPSH Available:
33.42
ft
NPSHr:
Margin:
61.10
Adequate Margin:
PROPERTIES OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.61
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.201
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
(From Table below)
(From Table below)
(From Table below)
@ 2266.00 gpm
(In POR)
Table 3
Temp
(C)
Abs. Vapol
Press (m)
Specific
Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.331
0.9584
Table 4
Temp
(F)
Abs. Vapo
Press (ft)
Specific
Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
1 3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
CDM. PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Smith Improvements CHECKED BY
DETAIL NSPH at Target WWL CH BY
CSF
6.0 Net Positive Suction Head (NPSH) Investigation at Target Wet Well Liquid Level
NPSH. = Hb.r+ H.t.t - Hvap - Hf
where:
NPSH. = Net Positive Suction Head Available
Hb.r= Barometric Pressure
HST ,=Static Suction Head
H,= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude:
1 646.5
ft
Water Temperature:
70
F
Pump Centerline Elev:j
619.56
ft
Target Wet Well Liquid Level:
623
ft
Atmospheric Pressure:
33.30
ft
Specific Gravity:
0.998
Barometric Pressure:
33.37
ft
Static Suction Head:
3.44
ft
Fluid Vapor Pressure:
0.890
It
Suction Friction Losses:
0.00
It
NPSH Available:
35.92
ft
NPSHr:
Margin:
58.24
Adequate Margin:
PROPERTIES OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.61
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.201
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
(From Table below)
(From Table below)
(From Table below)
@ 2384.00 gpm
(In POR)
Table 3
Temp
(C)
Abs. Vapol
Press (m)
Specific
Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.331
0.9584
Table 4
Temp
(F)
Abs. Vapo
Press (ft)
Specific
Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
1 3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
CDM. PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Smith Improvements CHECKED BY
DETAIL NSPH at Max WWL CH BYKED CSF
7.0 Net Positive Suction Head (NPSH) Investigation at Maximum Wet Well Liquid Level
NPSH. = Hb.r+ H.t.t - Hvap - Hf
where:
NPSH. = Net Positive Suction Head Available
Hb.r= Barometric Pressure
HST ,=Static Suction Head
H,= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude:
1 646.5
ft
Water Temperature:
70
F
Pump Centerline Elev:j
619.56 lft
Maximum Wet Well Liquid Level:
1 624.5
ft
Atmospheric Pressure:
33.30
ft
Specific Gravity:
0.998
Barometric Pressure:
33.37
ft
Static Suction Head:
4.94
ft
Fluid Vapor Pressure:
0.890
It
Suction Friction Losses:
0.00
It
NPSH Available:
37.42
ft
NPSHr:
Margin:
54.57
Adequate Margin:
PROPERTIES OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.61
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.201
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
(From Table below)
(From Table below)
(From Table below)
@ 2601.00 gpm
(In POR)
Table 3
Temp
(C)
Abs. Vapol
Press (m)
Specific
I Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.331
0.9584
Table 4
Temp
(F)
Abs. Vapo
Press (ft)
Specific
Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
1 3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

Smith
8.0 Model Schematic
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453
PROJECT Grant Creek WWTT DATE
Improvements CHECKED
DETAILNSPH at Minimum Flow CHECKED
Condition BY
06.06.2019
CSF
DATE
COMPUTED
BY
06.06.2019
CMB

DM
Smith
CLIENT Salisbury -Rowan Utilities JOB NO. 115043 DATE 06.06.2019
PROJECT Grant Creek W WTT Improvements DATE 06.06.2019 COMPUTED BY CMB
CHECKED
DETAIL Hydraulic Model Components CHECKED BY C$F
Note: The model contains both RAS and WAS pumps and associated piping. Values shown below are for 2 pumps running at design level conditions.
Hydraulic Model - Pipe Table
ID
Label
Length
(Scaled)
(ft)
Start Node
Stop Node
Diameter (in)
Material
Hazen-
Williams C
Minor Loss
Coefficient
(Derived)
Flow
(gpm)
Velocity
MIS)
Headloss
Gradient
(ft/ft)
Length
(User
Defined)
(ft)
36
P-1
61
RAS 1
R-1
100
Ductile Iron
120
0
0
0
0
1
37
P-2
49
RAS 2
R-1
100
Ductile Iron
120
0
-2,160
0.09
0
1
38
P-3
46
RAS 3
R-1
100
Ductile Iron
120
0
-2,204
0.09
0
1
39
P-4
47
R-1
WAS 1
100
Ductile Iron
1 120
0
1 368
0.02
1 0
1
40
P-5
54
R-1
WAS 2
100
Ductile Iron
120
0
0
0
0
1
42
P-6
40
RAS 1
J-1
10
Ductile Iron
120
6
0
0
0
39
44
P-7
42
RAS 2
J-2
10
Ductile Iron
120
6.5
2,160
8.82
0.231
39
46
P-8
41
RAS 3
J-3
10
Ductile Iron
120
5.5
2,204
9
0.196
42
48
P-9
42
WAS 1
J-4
6
Ductile Iron
120
5
368
4.18
0.048
39
50
P-10
42
WAS 2
J-5
6
Ductile Iron
120
5
0
0
0
39
51
P-11
16
1-3
J-2
16
Ductile Iron
120
0.5
2,204
3.52
0.027
4
52
P-12
21
1-2
J-1
16
Ductile Iron
120
0.5
4,364
6.96
0.105
4
63
P-14
18
1-4
J-5
6
Ductile Iron
120
1.5
368
4.18
0.115
4
83
P-18
29
1-5
J-6
6
Ductile Iron
120
2
368
4.18
0.015
433
93
P-22
27
1-7
J-8
4
Ductile Iron
120
2.5
368
9.41
0.441
10
94
P-23
19
1-8
GPV-1
4
Ductile Iron
120
1
368
9.41
0.441
4
96
P-24
24
GPV-1
J-9
4
Ductile Iron
120
2
368
9.41
0.441
8
100
P-26
47
1-9
1-11
4
Ductile Iron
120
2.75
0
0
0
10
102
P-27
35
J-11
Bottom of Digester
4
Ductile Iron
120
2.25
1 0
1 0
0
95
105
P-28
19
J-9
1-13
4
Ductile Iron
120
5.5
368
9.41
0.457
21
108
P-30
23
J-13
1-14
6
Ductile Iron
120
12.25
368
4.18
0.097
40
111
P-32
20
J-14
1-15
6
Ductile Iron
120
0.75
368
4.18
0.016
87
114
P-34
23
J-15
1-16
6
Ductile Iron
120
0.5
368
4.18
0.015
83
115
P-35
17
J-16
TOP OF DIGESTER
6
Ductile Iron
120
1
368
4.18
0.026
21
121
P-38
94
1-1
1-18
16
Ductile Iron
120
2
4,364
6.96
0.015
348
126
P-42
35
1-6
J-7
4
Ductile Iron
120
3.5
368
9.41
0.132
141
Hydraulic Model - Junction Table
ID
Label
Elevatio
n (ft)
Zone
Demand Collection
Demand (gpm)
Hydraulic
Grade ft
Pressure
(psi)
41
J-1
642.33
<None>
<Collection: 0 items>
0
653.69
5
43
1-2
642.33
<None>
<Collection: 0 items>
0
654.11
5
45
1-3
642.33
<None>
<Collection: 0 items>
0
654.22
5
47
1-4
642.33
<None>
<Collection: 0 items>
0
732.68
39
49
1-5
642.33
<None>
<Collection: 0 items>
0
732.22
39
82
1-6
655
<None>
<Collection: 0 items>
0
725.82
31
85
1-7
659.98
<None>
<Collection: 0 items>
0
707.26
20
92
1-8
655.02
<None>
<Collection: 0 items>
0
702.85
21
95
1-9
657.79
<None>
<Collection: 0 items>
0
692.96
15
99
J-11
657.79
<None>
<Collection: 0 items>
0
675.58
8
104
J-13
659.98
<None>
<Collection: 0 items>
0
683.36
10
107
J-14
657.61
<None>
<Collection: 0 items>
0
679.5
9
110
J-15
655.08
<None>
<Collection: 0 items>
0
678.11
10
113
J-16
1 670
<None>
<Collection: 0 items>
0
676.86
3
120
J-18
636
<None>
<Collection: 0 items>
0
648.33
5
Hydraulic Model - Reservoir Table
Elevatio
Hydraulic
ID
Label
Zone
Flow (Out net) (gpm)
n (ft)
Grade (ft)
30
R-1
624
<None>
4,732
624
EQ/RAS
JUNCTION
53
BOX
646.5
<None>
-4,364
646.5
TOP OF
64
DIGESTER
676.3
<None>
-368
676.3
Bottom of
103
Digester
675.58
<None>
0
675.58
Hydraulic Model - Pump Table
Hydraulic
Hydraulic
Flow
ID
Label
Elevatio
Pump
Status (Initial)
Grade
Grade
(Total)
Pump Head
n (ft)
Definition
(Discharge
(ft)
(Suction) (ft)
) (ft)
(gpm)
Fairbanks - 8"
5434SMV
31
RAS 1
619
1200T8D1A
Off
624
653.69
0
0
Fairbanks - 8"
5434SMV
32
RAS 2
619
1200 T8131A
On
624
663.13
2,160
39.13

Selisb,ry Rowan Utilities ill 10 1419D4-220483
TA
06.06.2019 couaUMD CMBth of WewellChek o CSF
�h
IN
[1, 1
Figure E.4 Schematic, side— high-level entry
rrv. 29 -
5 24
12 f 4A
I
�•n u tE�L m
�o
Flow per pump Nsl
Figure E.] Recommended sump dimensions
'The Length mdud the lengthfromcenter of volutofo back of tlischarge elbowa Vclearance
Wetwell Dimensio Use
Width 16.1] k 1].5
Length 12.021t 12
Depth 29.001t 28

CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
CDNIPROJECT Grant Creek WWTT Improvements DATE 06.06.2019 COMPUTED CMB
Smith CHECKED BY
DETAIL Wetwell Elevation CHECKED CSF
BY
For Constant Speed Operation
Pump Cycle Volume
Maximum Starts Per Hour
6
Minimum Cycle Time
10 min
Pump Station Max Flow at
Min Speed
1,200 gpm
Requried Storage Volume
3,000 gal
Wetwell Length
17.5 ft
Wetwell Width
12 ft
Wet Well Area
210 ft
Storage Volume Per Foot
1,571 gal/ft
Wet Well Staae Need
1.91 ft
Calculated Use
Station Influent Invert 625.00 ft 625.00 ft
High Level Alarm 624.50 ft 624.50 ft
Laa Pump On 624.00 ft 624.00 ft
Lead Pump On (Target WL)
623.00 ft
623.00 ft
Pump Off
621.09 ft
621.00 ft
Low Level Alarm
620.59 ft
620.50 ft
Minimum Submergence El
619.87
619.78 ft
Station Invert
618.59 ft
618.50 ft
Minimum Submergence L 1.28 ft
Low Level Alarm Above Minimum Submergence El? YES

Process Mechanical Calculations
11. RAS Pump Curves from Selected Manufacturers

SULZER
XFP 206J-CB2 60 HZ
Operating data specification
Flow
Efficiency
NPSH
Temperature
No. of pumps
Pump data
2100 US g.p.m.
77,8 %
12,4 ft
68 'F
1
Power input
Head
Rated power
Fluid
Nature of system
30 hp
41 ft
27,9 hp
Wastewater
Single head pump
Type XFP 206J-CB2 60 HZ
Make
SULZER
Series
XFP PE4-PE7
Impeller
Contrablock Plus impeller
N° of vanes
2
Impeller size
12,9 inch
Free passage
3,54 x 4,33 inch
Suction flange
DN200
Discharge flange
DN200
Type of installation
Moment of inertia
10,4 lb ft2
wet well vertical installation 2"
Motor data
Rated voltage
480 V
Frequency
60 Hz
Rated power P2
33,5 hp
Nominal Speed
1190 rpm
Number of poles
6
Efficiency
93 %
Power factor
0,794
Rated current
40,7 A
Starting current
305 A
Rated torque
148 Ibf ft
Starting torque
416 Ibf ft
Degree of protection
IP 68
Insulation class
F
No. starts per hour
10
Sulzer reserves the right to change any data and dimensions without prior notice Spaix® 4, Version 4.3.9 - 2018/05/22 (Build 407)
and can not be held responsible for the use of information contained in this software. Data version June 20V

►�► P E N TA I R
Customer
Pump Performance Datasheet
Project name
Default
Encompass 2.0 - 18.5.4
Item number
: 003
Size
: 8" 5434SMV
Service
Stages
: 1
Quantity
: 1
Based on curve number
: 8-5434SMV-1200-T8D1A
Quote number
: 243486
Date last saved
: 03 Jan 2019 2:12 PM
Operating Conditions
Liquid
Flow, rated
: 2,100.0 USgpm
Liquid type
: Water
Differential head / pressure, rated (requested)
: 41.00 ft
Additional liquid description
Differential head / pressure, rated (actual)
: 41.05 ft
Solids diameter, max
: 0.00 in
Suction pressure, rated / max
: 0.00 / 0.00 psi.g
Solids diameter limit
: 3.50 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
: 1.000 / 1.000 SG
Speed, rated
: 1185 rpm
Viscosity, rated
: 1.00 cP
Impeller diameter, rated
: 12.51 in
Vapor pressure, rated
: 0.34 psi.a
Impeller diameter, maximum
14.00 in
Material
Impeller diameter, minimum
11.00 in
Material selected
: Cast Iron
Efficiency
77.05 %
Pressure Data
NPSH required / margin required
: 16.25 / 0.00 ft
Maximum working pressure
: 31.66 psi.g
nq (imp. eye flow) / S (imp. eye flow)
: 55 / 140 Metric units
Maximum allowable working pressure
: 75.00 psi.g
Minimum Continuous Stable Flow
: 500.0 USgpm
Maximum allowable suction pressure
: N/A
Head, maximum, rated diameter
: 73.15 ft
Hydrostatic test pressure
: 80.00 psi.g
Head rise to shutoff
: 78.31 %
Driver & Power Data (@Max density)
Flow, best eff. point
: 2,190.5 USgpm
Driver sizing specification
: Maximum power
Flow ratio, rated / BEP
: 95.87
Margin over specification
: .00
Diameter ratio (rated / max)
: 89.36 %
Service factor
1.00
:1.00
Head ratio (rated dia / max dia)
: 63.80 %
Power, hydraulic
: 21.75 hp
Cq/Ch/Ce/Cn [ANSI/HI 9.6.7-2010]
: 1.00 / 1.00 / 1.00 / 1.00
power, rated
: 27.86 hp
Selection status
: Acceptable
Power, maximum, rated diameter
: 28.16 hp
Minimum recommended motor rating
: 30.00 hp / 22.37 kW
32
24
16
O 8
a
0
150
135
120
105
90
75
N
= 60
45
30
15
0
30
C 15
0_
Z 0
0
Power
I
- Minimum Continuous Stable Flow
Max allowable flow
Preferred operating region
m
65T 70
12.51 in 75
77 79
80
80 79
77 75
11.00 in
70
500
1,000 1,500 2,000 2,500
Flow - USgpm
GUTHRIE SALES AND SERVICES INC
�k P E N TA I R 30003 BRENTWOOD, TN 37027
JTGUTHRIE.COM
NPSHr
I
3,000 3,500 4,000
PHONE: [phone] • FAX: [phone]

Customer Pump Performance Datasheet
EINFIA Reference Ebara Quotation System 19.0.6
Item number
Service
Quantity
Quote number
Operating Conditions
Flow, rated
Head, rated (requested)
Head, rated (actual)
Suction pressure, rated / max
NPSH available
Frequency
Performance
Speed
Impeller dia.
Impeller diameter, maximum
Impeller diameter, minimum
Efficiency
NPSH required / margin required
Ns (imp. eye flow) / Nss (imp. eye flow)
MCSF
Head max.
Head rise to shutoff
Flow, best eff. point
Flow ratio, rated / BEP
Diameter ratio (rated / max)
Head ratio (rated dia / max dia)
Cq/Ch/Ce/Cn [ANSI/H19.6.7-2010]
Selection status
60
Q 45
30
d 15
0
200
180
160
12.64 in
140
120 11.7
100 11.5
= 80
60
40
20
002 Product Description
: 25ODLFU637
Stages
: 1
1 Based on curve number
: DLY-C608-9203
965831 Date last saved
: 17 Apr 2019 2:00 PM
Liquid
2,100.0 USgpm
Liquid type
: Water
41.00 ft
Additional liquid description
41.60 ft
Solids diameter, max
: 0.00 in
0.00 / 0.00 psi.g
Solids concentration, by volume
: 0.00 %
Ample
Temperature
: 68.00 deg F
60 Hz
Fluid density
: 1.000 / 1.000 SG
Viscosity
: 1.00 cP
1770 rpm
Vapor pressure, rated
: 0.00 psi.a
11.77 in
Material
12.64 in
Material selected
: Cast Iron
11.54 in
Pressure Data
57.67 %
Maximum working pressure
: 50.36 psi.g
- / 0.00 ft
Maximum allowable working pressure
: N/A
2,937 / - US Units
Maximum allowable suction pressure
: N/A
339.7 USgpm
Hydrostatic test pressure
: N/A
116.3 ft
Driver & Power Data (@Max density)
183.72 %
Driver sizing specification
: Rated power
1,557.1 USgpm
Margin over specification
: 0.00 %
134.86 %
Service factor
: 1.15 (Fixed)
93.15 %
Power, hydraulic
: 21.74 hp
60.71 %
Power, rated
: 37.70 hp
1.00 / 1.00 / 1.00 / 1.00
Power, maximum
: 43.34 hp
Acceptable
Motor rating
: 50.00 hp / 37.28 kW (Fixed)
- MCSF
100
90
80
70
0
60
U
50 C
N
U
40
W
30
20
10
0 r I I I I I I I I I I I I I I F 0
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400
Flow - USgpm
INTERSTATE UTILITY SALES INC Pumps Americas Corporation
P.O. BOX 473400, CHARLOTTE, NC 28247 USA
Tel:[phone] Fax:[phone] iusinc.com

Process Mechanical Calculations
12. WAS Pump Curves

CDM
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Improvements CHECKED BY
Smith
DETAIL Cover Sheet CHECKBY ED CSF
Pump Performance -System Analysis Calculations for
Grant Creek WWTP WAS Pump Station
Station Description:
The pump station will house RAS and WAS pumps. There will be 3 RAS pumps and 2 WAS pumps. WAS pumps
will discharge to the digesters and RAS pumps will be pumping to the manhole number 5. All pumps will be
submersible solids handling pumps. WAS pumps can discharge to the top of the digester or the bottom of the
digester.
1.0 Contents
1 Cover 5.0 NPSH Minimum Wet Well Liquid Level
2 Equations 6.0 NPSH Target Wet Well Liquid Level
3 Pump Data 7.0 NPSH Maximum Wet Well Liquid Level
4.1A Scenario 1 System Data 8.0 Model Schematic
4.1 B Scenario 1 Affinity Data 9.0 Hydraulic Model Components
4.1C Scenario 1 Curves
4.2A Scenario 2 System Data
4.213 Scenario 2 Affinity Data
4.2C Scenario 2 Curves
1.1 Purpose/Objective:
Meet minimum and maximum hydraulic conditions.
1.2 Procedure/Approach:
Model the pump station using WaterGems for the minimum and maximum head conditions.
1.3 Data and References:
1. CDM, 1993. Pumps and Pumping System Hydraulics
2. Cameron Hydraulic Data, 19th Edition
1.4 Assumptions
Additional assumptions are noted throughout this document in green text.
and Limitations:
1 The bottom discharge piping inside the digester was not shown on record drawings and was therefore assumed
to discharge just passed the digester interior wall at the elevation shown on the exteior of the digester.
1.5 Legend:
The following text and cell color codes are used in this spreadsheet and indicate the following:
blue shaded cell = value that requires manual input
text black text = notes, equations, and results that do not need updating for typical calculations
<<--text green text with arrow = notes, assumptions, or references to data sources

��M
Smith
CLIENT Salisbury -Rowan Utilities
Grant Creek WWTT
PROJECT
Improvements
DETAIL Equations
JOB NO. 141904-220453 DATE 06.06.2019
DATE CHECKED 06.06.2019 COMPUTED BY CMB
CHECKED BY CSF
2.0 Equations
This sheet summarizes the key equations used in this calculation brief
1. Flow at reduced speed is calculated according to the affinity law for flow:
Q i _ n 1
2 n 2
Where:
Q1=
Full speed flow (gpm)
Qz=
Reduced speed flow (gpm)
nl=
Full speed (rpm)
nZ=
Reduced speed (rpm)
2. Head at reduced speed is calculated according to the affinity law for head:
2
H, n,
H2 n2
Where:
H1=
Full speed head (ft)
Hz=
Reduced speed head (ft)
n1=
Full speed (rpm)
nz=
Reduced speed (rpm)

CLIENT Salisbury -Rowan Utilities
JOB NO.
Smlth
PROJECT Grant
DATE
ImpCrerovements
Improvements
CHECKED
DETAIL Pump Performance Data
CHECKED
BV
3.0 Pump Data Enter the performance data for up to seven pumps on this sheet.
Pump No. 1
Manf:
ASS
Model:
XFP 101G CB1
Motor:
24.8
hp
Speed:
3550
rpm
Impeller:
7.28
in
Head
(ft)
ow
(gpm)
Eff
r
(ft)
227.5
0
0 %
4
185.0
100
31 %
7
153.0
200
45%
10.5
127.0
300
51 %
14.5
108.0
385
53%
17.8
104.0
400
53%
18
79.0
500
49%
24
52.5
600
40%
30
44.0
628
36%
32
44.0
628
36%
1 32
Pump Curves as Entered Above
Pump No. 1
250.0
200.0
r 150.0
a
100.0
50.0
0.0
0 500 1000
Flow (gpm)
Pump No. 2
Manf:
ASS
Model:
XFP 101G C131
Motor:
24.8
hp
Speed:
3550
rpm
Impeller:
7.28
in
ea
(ft)
ow
(gpm)
Eff
r
(ft)
227.5
0
0%
4
185.0
100
31 %
7
153.0
200
45%
10.5
127.0
300
51 %
14.5
108.0
385
53%
17.8
104.0
400
53%
18
79.0
500
49%
24
52.5
600
IS'4
30
44.0
628
36%
32
44.0
628
1 36%
132
Pump No. 2
250.0
200.0
r 150.0
m
S 100.0
50.0
0.0
0 500 1000
Flow (gpm)
141904-220453
06.06.2019
CSF
Pump No.
Manf:
Model:
Motor:
Speed:
Impeller:
Read --ow
(ft) (gpm) Eff
Pump No. 3
1.2
1.0
r 0.8
0 0.6
= 0.4
0.2
0.0
0 0.5 1
Flow (gpm)
DATE
COMPUTED
By
Model:
06.06.2019
CMB
Eff
Pump No. 4
1
1
� 1
v 1
2
0
0
0
0 0.5 1
Flow (gpm)

CDM
Smith
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453 DATE 06.06.2019
Grant Creek WWTT
PROJECT DATE CHECKED 06.06.2019 COMPUTED BY CMB
Improvements
DETAIL Scenario 1 System CHECKED BY CSF
4.1A Scenario 1 System Data
This sheet presents the hydraulic data used to generate low, high, and typical system curves
Scenario Name: 1 Pump Operation
LOW SYSTEM CURVE
HIGH SYSTEM CURVE
TYPICAL SYSTEM CURVE
System Curve ID = ILow Head
System Curve ID = IHigh Head
System Curve ID = IDesign Head
r
System Description:
Pumping from the RAS/WAS Pump Station to the bottom of
Digester 1.70 % k values.
System Description:
Pumping from the RAS/WAS Pump Station to the top of
the standpipe in Digester 1.
System Description:
Pumping from the RAS/WAS Pump Station to the top of the
standpipe in Digester 1.
Model File Name:
Salisbury RASWAS
WaterGems Model 01.09.2018
Model File Name:
Salisbury RASWAS
WaterGems Model
01.092018
Model File Name:
Salisbury RASWAS
WaterGems Model
01.09.2018
a�
y
Model Scenario:
Base
Model Scenario:
Base
Model Scenario:
Base
Suction WSE or HGL (ft) =
624
Suction WSE or HGL (ft) =
621
Suction WSE or HGL (ft) =
622
Discharge WSE or HGL (ft) =
675.58
Discharge WSE or HGL (ft) =
676.3
Discharge WSE or HGL (ft) =
676.3
Static Head (ft) =
51.58
Static Head (ft) =
55.3
Static Head (ft) =
54.3
Pipe Friction Coefficient =
140
Pipe Friction Coefficient =
120
Pipe Friction Coefficient =
120
Flow from model (gpm) =
334
Flow from model (gpm) =
285
Flow from model (gpm) =
288
TDH from Model (ft) =
105.63
TDH from Model (ft) =
109.39
TDH from Model (ft) =
109.2
Friction Head (Hf) =
54.05
Friction Head (Hf) =
54.09
Friction Head (Hf) =
54.9
Percent o
Modeled Flow
ow
(gpm)
Head
(ft)
I -low
(gpm)
ea
(ft)
ow
(gpm)
Head
(ft)
0 %
0
52
0
55
0
54
10%
33
52
29
56
29
55
20%
67
54
57
58
58
57
30%
100
57
86
61
86
60
40%
134
62
114
65
115
64
50%
167
67
143
70
144
70
60%
200
73
171
76
173
76
70%
234
80
200
83
202
83
80%
267
87
228
91
230
91
90%
301
96
257
100
259
99
100%
334
106 1
285
109
288
109
120%
401
127
342
131
346
131
140%
468
152
399
156
403
157
150%
501
166
428
170
432
171
1 Pump Operation
180 High Head
Design Head
Low Head
160 —
140
120
100
9
W
-.0000
80
60
40
20
0
0 100 200 300 400 600 600
Flow (gpm)

DM_
S m th
CLIENT
PROJECT
DETAIL
Salisbury -Rowan Utilities
Grant Creek WWTT Improvements
Scenario 1 Affinity Data
JOB NO.
DATE
CHECKED
CHECKED BY
141904-220453
06.06.2019
CSF
DATE
COMPUTED BY
06.06.2019
CMB
4.113 Scenario 1 Affinity Data This sheet generates data for multi -speed performance curves using the affinity laws for the indicated pump configuration.
Scenario Name:
1
Pump Operation
Select pump status for this scenario
Pump 11 ON Pump 2
***This head formula is static and does not include if statements.
Pump 3
Pump 4 WUFF
1PUMP51 OFF jPump
6
Pump 7
Notes on this scenario:
Head, Flow,
and Efficiency
vs. Speed
100% Speed
95% Speed
90% Speed
85% Speed
80% Speed
75% Speed
70% Speed
60% Speed
Head
ft
Flow
m
Eff
NPSRr (ft)
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft(ADM)Eff
Flow
228
0
0%
4
205
0
0%
184
0
0%
164
0
0%
146
0
0%
128
0
0%
111
0
0%
82
0
0%
185
100
31%
7
167
95
31%
150
90
31%
134
85
31%
118
80
31%
104
75
31%
91
70
31%
67
60
31
153
200
45%
10.5
138
190
45%
124
180
45%
111
170
45%
98
160
45%
86
150
45%
75
140
45%
55
120
45%
127
300
51%
14.5
115
285
51%
103
270
51%
92
255
51%
81
240
51%
71
225
51%
62
210
51%
46
180
51%
108
385
53%
17.8
97
366
53%
87
347
53%
78
327
53%
69
308
53%
61
289
53%
53
270
53%
39
231
53%
104
400
53%
18
94
380
53%
84
360
53%
75
340
53%
67
320
53%
59
300
53%
51
280
53%
37
240
53%
79
500
49%
24
71
475
49%
64
450
49%
57
425
49%
51
400
49%
44
375
49%
39
350
49%
28
300
49%
53
600
40%
30
47
570
40%
43
540
40%
38
510
40%
34
480
40%
30
450
40%
26
420
40%
19
360
40%
44
628
36%
32
40
597
36%
36
565
36%
32
534
36%
28
502
36%
25
471
36%
22
440
36%
16
377
36%
44
628
36%
32
40
597
36%
36
565
36%
32
534
36%
28
502
36%
25
471
36%
1 22
440
36%
1 16
377
1
36
Efficiency -Head Iso Lines
Speed
100%g05
90%
85%
80%
75%
70%
60%
Eff.
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
0%
228184
164
146
128
111
82
31%
185
150
134
118
104
91
67
45%
153
124
111
98
86
75
55
51%
127
115
103
92
81
71
62
46
53%
108
97
87
78
69
61
53
39
53%
104
94
84
75
67
59
51
37
49%
79
71
64
57
51
44
39
28
40%
53
47
43
38
34
30
26
19
36%
44
40
36
32
28
25
22
16
36%
44
1 40
36
1 32
1 28
25
22
1 16
Efficiency -Flow Iso Lines
Speed
100%
95%
90%
85%
80%
75%
70%
60%
Eff.
Flow
(qpm)m
Flow
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
0%
0
0
0
0
0
0
0
0
31%
100
95
90
85
80
75
70
60
45%
200
190
180
170
160
150
140
120
51%
300
285
270
255
240
225
210
180
53%
385
366
347
327
308
289
270
231
53%
400
380
360
340
320
300
280
240
49%
500
475
450
425
400
375
350
300
40%
600
570
540
510
480
450
420
360
36%
628
597
565
534
502
471
440
377
36%
628
597
565
534
502
471
440
377
250
1 Pump Operation
200
31%
100%
High Head -
Design Head
95% 45%
Low Head
150
90%
85%
51%
80%
5 53%
.�Y.. 100
75% -
49%
70%
83%
50
� 36%
0'#�#
0 200
400 600 800 1,000 1,200
Flow (gpm)

1 Pump Operation
CD
Smith
0.19 MGD
0.46 MGD
200
100% 30%
Operating Range
95%
Maximum Head
'
Design Head
Minimum Head
90%
45%
150
----
85% '
51%
+,NS,
80%
5
75%
53%
cu
=
100
70%
�
49/
'
60%
/
�
40%
50
36%
00
36%
dop
I
do*
Isowsop
Rated Operating Condition:
0.40 mgd (275 gpm) at 110' TDH
0
0
100
200
300
400 500
600 700 800
Flow (gpm)

DM
CLIENT Salisbury -Rowan Utilities
Joe NO.
141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT
Improvements
DATE
CHECKED
06.06.2019 COMPUTED CMB
BY
SMIth
DETAIL NSPH at Minimum WWL
CHECKED
CSF
5.0 Net Positive Suction Head (NPSH) Investigation at Minimum Wet Well Liquid Level
NPSH. = Hb.r+ Hst.t - H_p - Hf
where:
NPSH.=Net Positive Suction Head Available
Hb•r= Barometric Pressure
H. t=Static Suction Head
H, p= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude: 646.5 ft
Water Temperature: 70 IF
Pump Centerline Elev: 619.5 ft
Minimum Wet Well Liquid Level: 1 621 ft
Atmospheric Pressure: 33.30 ft
Specific Gravity: 0.998
Barometric Pressure: 33.37 ft
Static Suction Head: 1.5 ft
Fluid Vapor Pressure: 0.890 ft
Suction Friction Losses:
0.00 ft
NPSH Available:
33.98 ft
NPSHr:
14
Margin:
58.80
Adequate Margin:
YES
OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.6
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.20
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
(From Table below)
(From Table below)
(From Table below)
@ 285.00 gpm
(In POR)
Table 3
Temp
(C)
Abs. Vapor
Press (m)
Specific
Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.33
0.9584
Table 4
Temp
(F)
Abs. Vapor
Press (ft)
Specific
Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

DM
CLIENT Salisbury -Rowan Utilities
Joe NO.
141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT
Improvements
DATE
CHECKED
06.06.2019 COMPUTED CMB
BY
SMIth
DETAIL NSPH at Target WWL
CHECKED
CSF
6.0 Net Positive Suction Head (NPSH) Investigation at Target Wet Well Liquid Level
NPSH. = Hb.r+ Hst.t - H_p - Hf
where:
NPSH.=Net Positive Suction Head Available
Hb•r= Barometric Pressure
H. t=Static Suction Head
H, p= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude: 646.5 ft
Water Temperature: 1 70 1 F
Pump Centerline Elev: 619.5 ft
Target Wet Well Liquid Level: 1 623 ft
Atmospheric Pressure: 33.30 ft
Specific Gravity: 0.998
Barometric Pressure: 33.37 ft
Static Suction Head: 3.5 ft
Fluid Vapor Pressure: 0.890 ft
Suction Friction Losses:
0.00 ft
NPSH Available:
35.98 ft
NPSHr:
15
Margin:
58.31
Adequate Margin:
YES
OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.6
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.20
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
(From Table below)
(From Table below)
(From Table below)
@ 288.00 gpm
(In POR)
Table 3
Temp
(C)
Abs. Vapor
Press (m)
Specific
Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.33
0.9584
Table 4
Temp
(F)
Abs. Vapor
Press (ft)
Specific
Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

DM
CLIENT Salisbury -Rowan Utilities Joe NO. 141904-220453 DATE 06.06.2019
PROJECT Grant Creek WWTT DATE 06.06.2019 COMPUTED CMB
Improvements CHECKED BY
SMIth
DETAIL NSPH at Max WWL CHECKED
CSF
7.0 Net Positive Suction Head (NPSH) Investigation at Maximum Wet Well Liquid Level
NPSH. = Hb.r+ Hst.t - H_p - Hf
where:
NPSH.=Net Positive Suction Head Available
Hb•r= Barometric Pressure
H. t=Static Suction Head
H, p= Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude: 646.5 ft
Water Temperature: 1 70 1 F
Pump Centerline Elev: 619.5 ft
Maximum Wet Well Liquid Level: 1 624 ft
Atmospheric Pressure: 33.30 ft
Specific Gravity: 0.998
Barometric Pressure: 33.37 ft
Static Suction Head: 4.5 ft
Fluid Vapor Pressure: 0.890 ft
Suction Friction Losses:
0.00 ft
NPSH Available:
36.98 ft
NPSHr:
18
Margin:
51.32
Adequate Margin:
YES
OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.6
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.20
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
(From Table below)
(From Table below)
(From Table below)
@ 334.00 gpm
(In POR)
Table 3
Temp
(C)
Abs. Vapor
Press (m)
Specific
Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.33
0.9584
Table 4
Temp
(F)
Abs. Vapor
Press (ft)
Specific
Gravity
60
0.59
0.999
70
0.89
0.998
80
1.20
0.997
85
1.40
0.996
90
1.60
0.995
100
2.20
0.993
110
3.00
0.991
120
3.90
0.989
130
5.00
0.986
140
6.80
0.983
150
8.80
0.981
160
11.2
0.977
170
14.2
0.974
180
17.8
0.970

Smith
8.0 Model Schematic
CLIENT Salisbury -Rowan Utilities JOB NO. 141904-220453
Grant Creek WWTT
DATE
PROJECT
Improvements
CHECKED
DETAIL Model Schematic
CHECKED
BY
9/1/17
CSF
DATE
COMPUTED
BY
06.06.2019
CMB

CDM_
Smith
CLIENT Salisbury-RowanUtilitiesJOB NO. 115043 DATE 06.06.2019
PROJECT Grant Creek W WTT Improvements DATE 06.06.2019 COMPUTED BY CMB
CHECKED
DETAIL Hydraulic Model Components CHECKED BY CSF
Note: The model contains both RAS and WAS pumps and associated piping. Values shown below are for 1 pump running at design level conditions.
Hydraulic Model - Pipe Table
Length Minor Loss Length
ID Label (Scaled) Start Node Stop Node Diameter (in) Material Hazen- Coefficient Flow Velocity ss (User
(gpm) (ft/s) Graadientdient
(Ft) Williams C (Derived) (ft/ft) Defined) (ft)
36
P-1
61
RAS 1
R-1
100
Ductile Iron
120
0
0
0
0
1
37
P-2
49
RAS 2
R-1
100
Ductile Iron
120
0
0
0
0
1
38
P-3
46
RAS 3
R-1
100
Ductile Iron
120
0
0
0
0
1
39
P-4
47
R-1
WAS 1
100
Ductile Iron
120
0
371
0.02
0
1
40
1 P-5
1 54
R-1
WAS
100
Ductile Iron
120
0
0
0
0
1
42
P-6
40
RAS 1
J-1
10
Ductile Iron
120
6.5
0
0
0
39
44
P-7
42
RAS 2
J-2
10
Ductile Iron
120
6.5
0
0
0
39
46
P-8
41
RAS 3
J-3
10
Ductile Iron
120
5.5
0
0
0
39
48
P-9
42
WAS 1
J-4
6
Ductile Iron
120
5
371
4.21
0.049
39
50
P-10
42
WAS
J-5
6
Ductile Iron
120
5.3
0
0
0
39
51
P-11
16
J-3
J-2
16
Ductile Iron
120
0.3
0
0
0
4
52
P-12
21
J-2
J-1
16
Ductile Iron
120
0.3
0
0
0
4
63
P-14
18
J-4
J-5
6
Ductile Iron
120
2
371
4.21
0.152
1 4
83
P-18
29
J-5
J-6
6
Ductile Iron
120
3.35
371
4.21
0.016
433
93
P-22
27
J-7
J-8
4
Ductile Iron
120
3
371
9.48
0.518
10
94
P-23
19
J-8
GPV-1
4
Ductile Iron
120
1
371
9.48
0.448
4
96
P-24
24
GPV-1
J-9
4
Ductile Iron
120
2
371
9.48
0.448
8
100
P-26
47
J-9
J-11
4
Ductile Iron
120
2.75
0
0
0
10
102
P-27
35
J-11
Bottom of Digester
4
Ductile Iron
120
2.25
0
0
0
95
105
P-28
19
J-9
J-13
4
Ductile Iron
120
3.6
371
9.48
0.338
21
108
P-30
23
J-13
I J-14
6
Ductile Iron
120
1 12.45
371
4.21
0.1
1 40
111
P-32
20
J-14
J-15
6
Ductile Iron
120
0.75
371
4.21
0.016
87
114
P-34
23
J-15
J-16
6
Ductile Iron
120
0.5
371
4.21
0.015
83
115
P-35
17
J-16
TOP OF DIGESTER
6
Ductile Iron
120
1
371
4.21
0.027
21
121
P-38
31
J-1
1-18
16
Ductile Iron
120
1.3
0
0
0
174
124
P-40
52
J-18
J-19
18
Ductile Iron
120
0.5
0
0
0
98
125
P-41
42
J-19
Flow Control Box
30
Ductile Iron
120
1.8
0
0
0
20
126
P-42
35
J-6
J-7
4
Ductile Iron
120
2
371
9.48
0.119
141

Process Mechanical Calculations
13. WAS Pump Curves from Selected Manufacturers

SULZER
XFP101 G CB1 60HZ (wet pit/dry pit)
Operating data specification
Flow
Efficiency
NPSH
Temperature
No. of pumps
Pump data
361 US g.p.m.
52,9 %
17,2 ft
68 'F
1
Power input
Head
Rated power
Fluid
Nature of system
21,2 hp
112 ft
19,4 hp
Wastewater
Single head pump
Type XFP101G CB1 60HZ (wet pit/dry pit)
Make
SULZER
Series
XFP PE1-PE3
Impeller
Contrabloc impeller, 1 vane
N° of vanes
1
Impeller size
7,28 inch
Free passage
3 inch
Suction flange
DN100
Discharge flange
DN100
Type of installation
Moment of inertia
0,327 lb ft2
Wet Well installation with
pedestal (without cooling jacket)
Motor data
Rated voltage
460 V
Frequency
60 Hz
Rated power P2
24,8 hp
Nominal Speed
3550 rpm
Number of poles
2
Efficiency
91,7 %
Power factor
0,893
Rated current
28,4 A
Starting current
283 A
Rated torque
36,7 Ibf ft
Starting torque
113 Ibf ft
Degree of protection
IP 68
Insulation class
H
No. starts per hour
15
Sulzer reserves the right to change any data and dimensions without prior notice Spaix® 4, Version 4.3.9 - 2018/05/22 (Build 407)
and can not be held responsible for the use of information contained in this software. Data version June 20V

►�► P E N TA I R
Customer
Pump Performance Datasheet
Project name
Default
Encompass 2.0 - 18.5.4
Item number
: 003
Size
: 3" 5433MV
Service
Stages
: 1
Quantity
: 1
Based on curve number
: 3-5433MV-1800-T3C1A
Quote number
: 243486
Date last saved
: 03 Jan 2019 2:13 PM
Operating Conditions
Liquid
Flow, rated
: 350.0 USgpm
Liquid type
: Water
Differential head / pressure, rated (requested)
: 105.0 ft
Additional liquid description
Differential head / pressure, rated (actual)
: 105.3 ft
Solids diameter, max
: 0.00 in
Suction pressure, rated / max
: 0.00 / 0.00 psi.g
Solids diameter limit
: 2.00 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
: 1.000 / 1.000 SG
Speed, rated
: 1765 rpm
Viscosity, rated
: 1.00 cP
Impeller diameter, rated
: 10.72 in
Vapor pressure, rated
: 0.34 psi.a
Impeller diameter, maximum
: 12.00 in
Material
Impeller diameter, minimum
: 9.00 in
Material selected
: Cast Iron
Efficiency
: 58.47 %
Pressure Data
NPSH required / margin required
: 10.96 / 0.00 ft
Maximum working pressure
: 56.96 psi.g
nq (imp. eye flow) / S (imp. eye flow)
: 22 / 126 Metric units
Maximum allowable working pressure
: 85.00 psi.g
Minimum Continuous Stable Flow
: 100.0 USgpm
Maximum allowable suction pressure
: N/A
Head, maximum, rated diameter
: 131.6 ft
Hydrostatic test pressure
: 125.0 psi.g
Head rise to shutoff
: 25.34 %
Driver & Power Data (@Max density)
Flow, best eff. point
: 522.3 USgpm
Driver sizing specification
: Maximum power
Flow ratio, rated / BEP
: 67.01 %
Margin over specification
: 0.00 %
Diameter ratio (rated / max)
: 89.33 %
Service factor
:1.00
Head ratio (rated dia / max dia)
: 73.70 %
Power, hydraulic
: 9.28 hp
Cq/Ch/Ce/Cn [ANSI/HI 9.6.7-2010]
: 1.00 / 1.00 / 1.00 / 1.00
power, rated
: 15.60 hp
Selection status
: Acceptable
Power, maximum, rated diameter
: 24.28 hp
Minimum recommended motor rating
: 30.00 hp / 22.37 kW
32
24
16
O 8
a
0
200
180
160
140
120
100
N
= 80
60
40
20
0
30
C 15
0-
Z 0
0
Power
I
- Minimum Continuous Stable Flow
12.00 in - Max allowable flow
Preferred operating region
45 50 55
60 65
67 68
68
10.72 in 67
65
60
9.00 in
50
NPSHr
I � I
100 200 300 400 500 600 700 800
Flow - USgpm
900 1,000 1,100
GUTHRIE SALES AND SERVICES INC PHONE: [phone] • FAX: [phone]
�k P E N TA I R 30003 BRENTWOOD, TN 37027
JTGUTHRIE.COM

Customer Pump Performance Datasheet
E INFIA Reference Ebara Quotation System 19.0.6
Item number
Service
Quantity
Quote number
Operating Conditions
Flow, rated
Head, rated (requested)
Head, rated (actual)
Suction pressure, rated / max
NPSH available
Frequency
Performance
Speed
Impeller dia.
Impeller diameter, maximum
Impeller diameter, minimum
Efficiency
NPSH required / margin required
Ns (imp. eye flow) / Nss (imp. eye flow)
MCSF
Head max.
Head rise to shutoff
Flow, best eff. point
Flow ratio, rated / BEP
Diameter ratio (rated / max)
Head ratio (rated dia / max dia)
Cq/Ch/Ce/Cn [ANSI/H19.6.7-2010]
Selection status
32
L
24
16
O 8
D_
n
Zuu
180
160
140
120
100
co
= 80
60
40
20
0
003 Product Description : 10ODLMKFU618
Stages : 1
1 Based on curve number : DLMK-C612-9203
965831 Date last saved : 17 Apr 2019 2:04 PM
Liquid
350.0 USgpm
Liquid type
: Water
105.0 ft
Additional liquid description
105.1 ft
Solids diameter, max
: 0.00 in
0.00 / 0.00 psi.g
Solids concentration, by volume
: 0.00 %
Ample
Temperature
: 68.00 deg F
60 Hz
Fluid density
: 1.000 / 1.000 SG
Viscosity
: 1.00 cP
1765 rpm
Vapor pressure, rated
: 0.00 psi.a
11.61 in
Material
12.09 in
Material selected
: Standard
11.06 in
Pressure Data
56.26 %
Maximum working pressure
: 54.75 psi.g
- / 0.00 ft
Maximum allowable working pressure
: N/A
1,620 / - US Units
Maximum allowable suction pressure
: N/A
100.8 USgpm
Hydrostatic test pressure
: N/A
126.5 ft
Driver & Power Data (@Max density)
20.32 %
Driver sizing specification
: Rated power
658.0 USgpm
Margin over specification
: 0.00 %
53.19 %
Service factor
: 1.15 (Fixed)
96.09 %
Power, hydraulic
: 9.29 hp
89.76 %
Power, rated
: 16.51 hp
1.00 / 1.00 / 1.00 / 1.00
Power, maximum
: 22.39 hp
Acceptable
Motor rating
: 25.00 hp / 18.64 kW (Fixed)
- MCSF
0 100 200 300 400 500 600 700 800 900 1,000
Flow - USgpm
ncy i
100
90
80
70
0
60
U
50 N
U
40
W
30
20
10
0
1,100
INTERSTATE UTILITY SALES INC Pumps Americas Corporation
P.O. BOX 473400, CHARLOTTE, NC 28247 USA
Tel:[phone] Fax:[phone] iusinc.com

Process Mechanical Calculations
14. Magnetic Flow Meter Sizing

Mag Flowmeter Selection and Sizing
Influent Force Main Flow Meters
Line size: 24 in
Meter size: 24 in 1253.2
Flow range: 4 MGD to 24 MGD
Velocities: 2.22 ft/s to 13.30 ft/s
Servicable velocity target 0-39 ft/s
Preferred velocity target 2-20 ft/s
Sizing Results:
Note: Minimum of 5 straight pipe diameters upstream and 2 straight
pipe diameters downstream.
10 ft upstream length
4 ft downstream length
14 ft total pipe length plus meter lay length
Liner Material: PTFE, ETFE, PFA
Electrode Mat Hastelloy C-276
Line Size Conversion Factor (H2O)
Nominal Line Size
(in)
GPM Factor
0.15
0.055
0.3
0.220
0.5
0.947
1.0
2.693
1.5
6.345
2.0
10.459
2.5
14.922
3.0
23.042
4.0
39.679
6.0
90.048
8.0
155.94
10.0
245.78
12.0
352.51
14.0
421.70
16.0
550.80
18.0
697.19
20.0
866.51
24.0
1253.2
30.0
2006.0
36.0
2935.0
42.0
3746.5

Mag Flowmeter Selection and Sizing
Grit Effluent Flow Meter
Line size: 20 in
Meter size: 20 in 866.51
Flow range: 3 MGD to 7.5 MGD
Velocities: 2.40 ft/s to 6.01 ft/s
Servicable velocity target 0-39 ft/s
Preferred velocity target 2-20 ft/s
Sizing Results:
Note: Minimum of 5 straight pipe diameters upstream and 2 straight
pipe diameters downstream.
8.33 ft upstream length
3.33 ft downstream length
11.67 ft total pipe length plus meter lay length
Liner Material PTFE, ETFE, PFA
Electrode Mat Hastelloy C-276
Line Size Conversion Factor (H2O)
Nominal Line Size
(in)
GPM Factor
0.15
0.055
0.3
0.220
0.5
0.947
1.0
2.693
1.5
6.345
2.0
10.459
2.5
14.922
3.0
23.042
4.0
39.679
6.0
90.048
8.0
155.94
10.0
245.78
12.0
352.51
14.0
421.70
16.0
550.80
18.0
697.19
20.0
866.51
24.0
1253.2
30.0
2006.0
36.0
2935.0
42.0
3746.5

Mag Flowmeter Selection and Sizing
WAS Force Main Flow Meter
Line size: 6 in
Meter size: 6 in 90.048
Flow range: 0.25 MGD to 0.5 MGD
Velocities: 1.93 ft/s to 3.86 ft/s
Servicable velocity target 0-39 ft/s
Preferred velocity target 2-20 ft/s
Sizing Results:
Note: Minimum of 5 straight pipe diameters upstream and 2 straight
pipe diameters downstream.
2.5 ft upstream length
1 ft downstream length
3.5 ft total pipe length plus meter lay length
Liner Material: PTFE, ETFE, PFA
Electrode Mat: Hastelloy C-276
Line Size Conversion Factor (H2O)
Nominal Line Size (in)
GPM Factor
0.15
0.055
0.3
0.220
0.5
0.947
1.0
2.693
1.5
6.345
2.0
10.459
2.5
14.922
3.0
23.042
4.0
39.679
6.0
90.048
8.0
155.94
10.0
245.78
12.0
352.51
14.0
421.70
16.0
550.80
18.0
697.19
20.0
866.51
24.0
1253.2
30.0
2006.0
36.0
2935.0
42.0
3746.5

Mag Flowmeter Selection and Sizing
RAS Force Main Flow Meter
Line size: 16 in
Meter size: 16 in 550.8
Flow range: 1.5 MGD to ©MGD
Velocities: 1.89 ft/s to 7.56 ft/s
Servicable velocity target 0-39 ft/s
Preferred velocity target 2-20 ft/s
Sizing Results:
Note: Minimum of 5 straight pipe diameters upstream and 2 straight
pipe diameters downstream.
6.666667 ft upstream length
2.666667 ft downstream length
9.333333 ft total pipe length plus meter lay length
Liner Material: PTFE, ETFE, PFA
Electrode Mat: Hastelloy C-276
Line Size Conversion Factor (H2O)
Nominal Line Size
(in)
GPM Factor
0.15
0.055
0.3
0.220
0.5
0.947
1.0
2.693
1.5
6.345
2.0
10.459
2.5
14.922
3.0
23.042
4.0
39.679
6.0
90.048
8.0
155.94
10.0
245.78
12.0
352.51
14.0
421.70
16.0
550.80
18.0
697.19
20.0
866.51
24.0
1253.2
30.0
2006.0
36.0
2935.0
42.0
3746.5

Mag Flowmeter Selection and Sizing
Equalization Effluent Flow Meters
Line size: 24 in
Meter size: 24 in 1253.2
Flow range: 4 MGD to 18.75 MGD
Velocities: 2.22 ft/s to 10.39 ft/s
Servicable velocity target 0-39 ft/s
Preferred velocity target 2-20 ft/s
Sizing Results:
Note: Minimum of 5 straight pipe diameters upstream and 2 straight
pipe diameters downstream.
10 ft upstream length
4 ft downstream length
14 ft total pipe length plus meter lay length
Liner Material: PTFE, ETFE, PFA
Electrode Mat: Hastelloy C-276
Line Size Conversion
Factor (H2O)
Nominal Line Size
(in)
GPM Factor
0.15
0.055
0.3
0.220
0.5
0.947
1.0
2.693
1.5
6.345
2.0
10.459
2.5
14.922
3.0
23.042
4.0
39.679
6.0
90.048
8.0
155.94
10.0
245.78
12.0
352.51
14.0
421.70
16.0
550.80
18.0
697.19
20.0
866.51
24.0
1253.2
30.0
2006.0
36.0
2935.0
42.0
3746.5

Structural Design Calculations

Grant Creek Wastewater Treatment Plant
Project
ATC Permit Application — Buoyancy Calculations
DESIGN CALCULATIONS
STRUCTURAL
June 2019
Smith

TABLE OF CONTENTS
1. RAS/WAS PUMP STATION - BUOYANCY CHECK
2. SCREENING STRUCTURE - BUOYANCY CHECK

RAS/WAS Pump Station

Job #: 141904-220453 Calc By: BC
Smlth Client: Grant Creek CHK By/Date: JSM Date: 3/25/19
Project: RAS/WAS RVW By/Date: 4/2/19 Calc #: 1
Detail:
Check floating
L.:=15.5 f t i%
B.:=21 ft
toe := 2 f t e%
tbase = 2 f t
twall =1.75 f t e
tslab = 1 f t
294.5
Pup := Pw ' Hwater • B. • L. = i2r392-kip
l%
Wbase := peon' (L. + 2 • toe) • (B. + 2 • toe) • tbase=146.25 kip
Wwall := Pcone' twall • (L. • 2 +B. • 2 — 4 • twall) • Hw = 467.775 kip e
2.08
Wwall+Wbase-2r77-3— >1.25 Okay since the walls and slabs can resist uplift
Pup no additional weights need to be considered
Conservative, roof weight and soil
weight are not included

Screening Structure

Job #: 141904-220453 Calc By: BC
Smlth Client: Grant Creek CHK By/Date: JSM Date: 02/27/2019
Project: Screening Building RVW By/Date: 4/3/19 Calc #: 1
Detail:
Check floating for channel section
b :=12 in
Eltap := 650.5 f t �/
Elbase := 614 f t e%
648.5
Elsail :=B48-f t
El,w := 633 f t
Hwall := Eltop — Elbase = 36.5 f t le
34.5
Hsail := Elsoal — Elbase =.3r"' f t
H.:=E1W—E1base=19 ft
twa11=2.5 fte
tslab = L 5 f t e
tbase=3 ft V
L.:=41 ft+4 in=41.333 ft \1%
B.:=21.5 ftV
toe :=1.5 f t �✓%
Hwal1=36.5 ft
Abase:=(L•+toe) •(B.+2•toe) =(1.049.103) ft2
Pup:=PW-H,w•L.•B.=(1.054.103) kip e
W base := Pconc ' tbase ' Abase = 472.238 kip le
Wwall:=Pconc'twall-Hwall-(2•L.+B.)=(1.426.103) kipe
Wsail := Psoil - (2 • L. +B.) • toe • Hsoil = 637.5 kip
consider buoyant weight. wont affect
W +W +W results by inspection
wall base soil =2.407 >1.25 Okay conservatively ignores top slab weight
Pup due to large openings
SF is slightly higher since roof slab and interior
walls not considered

Job #: 141904-220453
Smlth Client: Grant Creek CHK By/Date: JSM
Project: Screening Building RVW By/Date: 4/3/19
Detail:
Calc By: BC
Date: 02/27/2019
Calc #: 2
Check floating for pump station portion
b :=12 in
Elt°P := 650.5 f t '%
Elbase := 605 f to
648.5
Elsoil :-=— 8--ft
Elw := 633 f td
Hwall := Eltop — Elbase = 45.5 f t e
Hs0i1:=E1s0il—E1base=43--ft 43.5
HW:= E1W — Elbase = 28 ft e%
twall = 2.5 f t l/
tslab =1.5 f t V
tbase = 3 f t -%
L.:= 23 f t= 23 f t e
B.:=21.5 ftC�
toe :=1.5 f t
Hwall = 45.5 f t
Abase (L• + toe • (B. + 2 • toe) = 600.25 f t 2 ,e
PuP := p21 • Hw • L. • B. = 863.99 kip l%
W base := Pconc ' tbase ' Abase = 270.113 kip v
Wwall:=Pconc'twall-Hwall•(2•L.+B.)=(1.152.103) kip e
Wsoil := psoil - (2 • L. +B.) • toe • Hsoil = 522.45 kip
consider buoyant weight. wont affect
W +W +soil
W results by inspection
wall base = 2.25 > 1.25 Okay conservatively ignores top slab weight
Pup due to large openings
SF is higher since roof slab and interior walls
not considered

CDM
Smith
cdmsmith.com

Electrical Load Calculations

Grant Creek WWTP Improvements Load Calculation
490 V SINGLF. ENDED RWGR
n6/07/19
NO.
DESCRIPTION
LOAD
CUSTOM MOTOR
DATA
QUANTITY
FEEDER
SIZING
FACTOR
DEM
FAC
VOLT
KV
CONN
OPER
DEMAND
EMERG
FEEDER
SIZING
FEEDER
SIZING
FEEDER
SIZING
SIZE
I UNIT
MOTOR RPM
ED'.
PF.
CONN
OPER
EMER
KVA
KVA
KVA
CONN. KVA
DEM. KVA
E. KVA
1
-
SWITCHGEAR BUS A
LB
I
1
1
0
1
2314.7
1608.9
1685.2
2395.1
1940.7
1773.1
2
-
SWITCHGEAR BUS B
LB
I
I
1
0
1
1552.6
919.7
1300.1
1751.4
1498.9
1498.9
THIS SHOWS 100%REDUNDANCY
SPARE CAPACITY
0
%
0.0
0.01
0.0
0.0
0.0
0.0
TOTAL
SINGLE ENDED SWGR
0.48
CONNECTED LOAD
LARGEST MOTOR CONNECTED
TOTAL MOTOR HP
TOTAL VFD LOAD
250
2720
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP = 500 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 4849.6
MIN FEEDER AMPS = 4900.0
MAX BREAKER TRIP = 4900.0
DEMAND LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
250
2055
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP = 500 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 3239.4
MIN FEEDER AMPS = 3300.0
MAX BREAKER TRIP = 3300.0
EMERGENCY LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
250
1885
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP = 500 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 3788.8
MIN FEEDER AMPS = 3800.0
MAX BREAKER TRIP = 3800.0
COMMENTS:
Q�6.
SEAL
039044 ?
4 ••.......• A �
0(,- al-111
Page 1

Grant Creek WWTP Improvements Load Calculation
480 V SWITCHGEAR BUS
06/07/19
NO.
DESCRIPTION
LOAD
CUSTOM MOTOR
DATA
QUANTITY
FEEDER
SIZING
FACTOR
DEM
FAC
VOLT
KV
CONN
OPER
DEMAND
EMERG
FEEDER
SIZING
FEEDER
SIZING
FEEDER
SIZING
SIZE
I UNIT
MOTOR RPM
EI7.
PF.
CONN
OPER
EMER
KVA
KVA
KVA
CONN. KVA
DEM. KVA
E. KVA
1
-
NEW SWBD
LB
1
0.8
1
0
1
1616.2
975.6
1252.8
1647.5
1243.3
1276.6
2
-
EXISTING SERVICE #4
LB
1
0
0
0
1
15.0
0.0
0.0
18.8
18.8
18.8
3
-
EXISTING SERVICE #4 BLOWER
250
HP
1800 RPM @ 60Hz
1
0.9
1
1
1
0.48
251.1
226.0
251.1
251.1
226.0
251.1
4
-
EXISTING SERVICE #4 BLOWER
250
HP
1800 RPM @ 6011z
1
0.9
0
1
1
0.48
251.1
226.0
0.0
251.1
226.0
0.0
5
-
EXISTING SERVICE #3
LB
I
1
1
0
1
181.3
181.3
181.3
226.6
226.6
226.6
SPARE CAPACITY
0
%
0.0
0.0
0.0
0.0
0.0
0.0
TOTAL
SWITCHGEAR BUS
0.48
CONNECTED LOAD
LARGEST MOTOR CONNECTED
TOTAL MOTOR HP
TOTAL VFD LOAD
250
1940
0
HP
HP
KVA
STARTER
RV
LARGEST MOTOR
MAX BREAKER TRIP = 600 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 3082.2
MIN FEEDER AMPS = 3100.0
MAX BREAKER TRIP = 3100.0
DEMAND LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
250
1535
0
HP
HP
KVA
STARTER
RV
LARGEST MOTOR
MAX BREAKER TRIP = 600 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 2233.2
MIN FEEDER AMPS = 2300.0
MAX BREAKER TRIP = 2300.0
EMERGENCY LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
250
1365
0
HP
HP
KVA
STARTER
RV
LARGEST MOTOR
MAX BREAKER TRIP = 600 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 2325.0
MIN FEEDER AMPS = 2400.0
MAX BREAKER TRIP = 2400.0
COMMENTS:
Page 2

Grant Creek WWTP Improvements Load Calculation
480 V SWITCHGEAR BUS
06/07/19
NO.
DESCRIPTION
LOAD
CUSTOM MOTOR
DATA
QUANTITY
FEEDER
SIZING
FACTOR
DEM
FAC
VOLT
KV
CONN
OPER
DEMAND
EMERG
FEEDER
SIZING
FEEDER
SIZING
FEEDER
SIZING
SIZE
I UNIT
MOTOR RPM
EI7.
PF.
CONN
OPER
EMER
KVA
KVA
KVA
CONN. KVA
DEM. KVA
E. KVA
1
-
EXISTING SERVICE #1
LB
I
1
1
0
1
236.3
236.3
236.3
295.4
295.4
295.4
2
-
EXISTING SERVICE #2
LB
1
0.5
1
0
1
558.8
279.4
558.8
698.5
698.5
698.5
3
-
POTENTIAL FUTURE AERATION BASIN UPGRADES
LB
1
0.8
1
0
1
757.5
404.0
505.0
757.5
505.0
505.0
SPARE CAPACITY
0
%
0.0
0.0
0.0
0.0
0.0
0.0
TOTAL
SWITCHGEAR BUS
0.48
CONNECTED LOAD
LARGEST MOTOR CONNECTED
TOTAL MOTOR HP
TOTAL VFD LOAD
200
780
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP = 400 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 2027.5
MIN FEEDER AMPS = 2100.0
MAX BREAKER TRIP = 2100.0
DEMAND LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
200
520
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP = 400 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 1266.2
MIN FEEDER AMPS = 1300.0
MAX BREAKER TRIP = 1300.0
EMERGENCY LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
200
520
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP = 400 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 1723.8
MIN FEEDER AMPS = 1800.0
MAX BREAKER TRIP = 1800.0
COMMENTS:
Page 3

Grant Creek WWTP Improvements Load Calculation
480 V NEW SWBD
06/07/19
NO.
DESCRIPTION
LOAD
CUSTOM MOTOR
DATA
QUANTITY
FEEDER
SIZING
FACTOR
DEM
FAC
VOLT
KV
CONN
OPER
DEMAND
EMERG
FEEDER
SIZING
FEEDER
SIZING
FEEDER
SIZING
SIZE
I UNIT
MOTOR RPM
ED'.
PF.
CONN
OPER
EMER
KVA
KVA
KVA
CONN. KVA
DEM. KVA
E. KVA
1
-
INFLUENT PUMPS #1
250
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
251.1
251.1
251.1
251.1
251.1
251.1
2
-
INFLUENT PUMPS #2
250
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
251.1
251.1
251.1
251.1
251.1
251.1
3
-
INFLUENT PUMPS #3
250
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
251.1
251.1
251.1
251.1
251.1
251.1
4
-
INFLUENT PUMPS #4
250
HP
1800 RPM @ 6011z
1
0
0
1
I
1 0.48
251.1
1 0.0
0.0
251.1
0.0
0.0
5
-
BAR SCREEN CP
20
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
22.4
22.4
22.4
22.4
22.4
22.4
6
-
GRIT COLLECTOR CP
20
HP
1800 RPM @ 6011z
1
1
1
1
1
0.48
22.4
22.4
22.4
22.4
22.4
22.4
7
-
GRIT PUMP #1
20
HP
1800 RPM @ 6011z
1
1
1
1
1
0.48
22.4
22.4
22.4
22.4
22.4
22.4
8
-
GRIT PUMP #2
20
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
22.4
22.4
22.4
22.4
22.4
22.4
9
-
AIR COMPRESSOR #1
20
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
22.4
22.4
22.4
22.4
22.4
22.4
10
-
AIR COMPRESSOR #2
20
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
22.4
22.4
22.4
22.4
22.4
22.4
III-
IRAS PUMP #1
50
HP
1800 RPM @ 6011z
I
1
1
1
1
0.481
54.0
54.0
54.0
54.01
54.0
54.0
12
-
PAS PUMP #2
50
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
54.0
1 54.0
54.0
54.0
54.0
54.0
13
-
PAS PUMP #3
50
HP
1800 RPM @ 6011z
1
0
0
1
1
0.48
54.0
0.0
0.0
54.0
0.0
0.0
14
-
WAS PUMP #1
25
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
28.3
28.3
28.3
28.3
28.3
28.3
15
-
WAS PUMP #2
25
HP
1800 RPM @ 6011z
1
0
0
1
1
0.48
28.3
0.0
0.0
28.3
0.0
0.0
16
-
MOV
20
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
22.4
22.4
22.4
22.4
22.4
22.4
17
-
SLIDE GATES
10
HP
1800 RPM @ 6011z
I
1
11
1
1
0.48
11.6
11.6
11.6
11.6
11.6
11.6
18
-
LP-1
30
KVA
1800 RPM @ 6011z
1
0.6
0.6
1.25
1
0.48
30.0
18.0
18.0
37.5
22.5
22.5
19
-
LP-2
45
KVA
1800 RPM @ 6011z
1
0.6
0.6
1.251
1
0.48
45.0
27.0
27.0
56.3
33.8
33.8
20-
HVAC
60
FLA
1800 RPM @ 6011z
I
1
1
1.25
1
0.48
49.9
49.9
49.9
62.4
62.4
62.4
21
-
Booster Pump No. 1
30
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
33.3
33.3
33.3
33.3
33.3
33.3
22
-
Booster Pump No. 2
30
HP
1800 RPM @ 6011z
I
1
1
1
1
0.48
33.3
33.3
33.3
33.3
33.3
33.3
23
-
Booster Pump No. 3
30
HP
1800 RPM @ 60Hzj
1
0
1
1
1
0.48
33.3
0.0
33.3
33.3
0.0
33.3
SPARE CAPACITY
0
%1
1
0.0
0.0
0.0
0.0
0.0
0.0
TOTAL
NEW SWBD
0.48
CONNECTED LOAD
LARGEST MOTOR CONNECTED
TOTAL MOTOR HP
TOTAL VFD LOAD
250
1440
0
HP
HP
KVA
STARTER
VFD)
LARGEST MOTOR
MAX BREAKER TRIP = 500 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 2142.0
MIN FEEDER AMPS = 2200.0
MAX BREAKER TRIP - 2200.0
DEMAND LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
250
1085
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP - 500 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 1664.8
MIN FEEDER AMPS - 1700.0
MAX BREAKER TRIP - 1700.0
EMERGENCY LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
250
1115
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP - 500 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 1704.9
MIN FEEDER AMPS - 1800.0
MAX BREAKER TRIP - 1800.0
COMMENTS:
Page 4

Grant Creek WWTP Improvements Load Calculation
480 V EXISTING SERVICE 41
06/07/19
LOAD
CUSTOM MOTOR
QUANTITY
FEEDER
DEM
CONN
OPER
EMERG
FEEDER
FEEDER
FEEDER
DATA
SIZING
FAC
VOLT
DEMAND
SIZING
SIZING
SIZING
SIZE
UNIT
MOTOR RPM
EI7.
PF.
CONN
OPER
EMER
KVA
KVA
KVA
CONN. KVA
DEM. KVA
E. KVA
NO.
DESCRIPTION
FACTOR
KV
1
-
SERVICE #1
236.25
KVA
1800 RPM @ 6011z
I
1
1
1.25
1
0.48
236.3
236.3
236.3
295.4
295.4
295.4
189KW k 1.25 = 236.25KVA
SPARE CAPACITY
0
%
0.0
0.01
0.0
0.01
0.0
1 0.0
TOTAL
EXISTING SERVICE #1
1 0.48
CONNECTED LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP = 355.3
LARGEST MOTOR CONNECTED
0
HP
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 355.3
TOTAL MOTOR HP
0
HE
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 400.0
TOTAL VFD LOAD
0
KVA
DEMAND LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP= 355.3
LARGEST MOTOR OPERATING
0
HE
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 355.3
TOTAL MOTOR HP
0
HE
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 400.0
TOTAL VFD LOAD
0
KVA
EMERGENCY LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP= 355.3
LARGEST MOTOR OPERATING
0
HE
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 355.3
TOTAL MOTOR HP
0
HP
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 400.0
TOTAL VFD LOAD
0
KVA
COMMENTS:
Page 5

Grant Creek WWTP Improvements Load Calculation
480 V EXISTING SERVICE 92
06/07/19
LOAD
CUSTOM MOTOR
QUANTITY
FEEDER
DEM
CONN
OPER
EMERG
FEEDER
FEEDER
FEEDER
DATA
SIZING
FAC
VOLT
DEMAND
SIZING
SIZING
SIZING
SIZE
UNIT
MOTOR RPM
EI7.
PF.
CONN
OPER
EMER
KVA
KVA
KVA
CONN. KVA
DEM. KVA
E. KVA
NO.
DESCRIPTION
FACTOR
KV
1
-
SERVICE #2
558.75
KVA
1800 RPM @ 6011z
I
1
1
1.25
1
0.48
558.8
558.8
558.8
698.5
698.5
698.5
447KW k 1.25=558.75KVA
SPARE CAPACITY
0
%
0.0
0.01
0.0
0.01
0.01
0.0
TOTAL
EXISTING SERVICE #2
1 0.48
CONNECTED LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP = 840.2
LARGEST MOTOR CONNECTED
0
HP
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 900.0
TOTAL MOTOR HP
0
HE
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 900.0
TOTAL VFD LOAD
0
KVA
DEMAND LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP = 840.2
LARGEST MOTOR OPERATING
0
HE
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 900.0
TOTAL MOTOR HP
0
HE
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 900.0
TOTAL VFD LOAD
0
KVA
EMERGENCY LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP = 840.2
LARGEST MOTOR OPERATING
0
HE
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 900.0
TOTAL MOTOR HP
0
HP
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 900.0
TOTAL VFD LOAD
0
KVA
COMMENTS:
Page 6

Grant Creek WWTP Improvements Load Calculation
480 V EXISTING SERVICE 43
06/07/19
LOAD
CUSTOM MOTOR
QUANTITY
FEEDER
DEM
CONN
OPER
EMERG
FEEDER
FEEDER
FEEDER
DATA
SIZING
FAC
VOLT
DEMAND
SIZING
SIZING
SIZING
SIZE
UNIT
MOTOR RPM
EI7.
PF.
CONN
OPER
EMER
KVA
KVA
KVA
CONN. KVA
DEM. KVA
E. KVA
NO.
DESCRIPTION
FACTOR
KV
1
-
SERVICE #3
181.25
KVA
1800 RPM @ 6011z
I
1
1
1.25
1
0.48
181.3
181.3
181.3
226.6
226.6
226.6
145KW - 1.25 = 181.25KVA
SPARE CAPACITY
0
%
0.0
0.01
0.0
0.01
0.0
1 0.0
TOTAL
EXISTING SERVICE #3
1 0.48
CONNECTED LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP = 272.6
LARGEST MOTOR CONNECTED
0
HP
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 272.6
TOTAL MOTOR HP
0
HE
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 300.0
TOTAL VFD LOAD
0
KVA
DEMAND LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP = 272.6
LARGEST MOTOR OPERATING
0
HE
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 272.6
TOTAL MOTOR HP
0
HE
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 300.0
TOTAL VFD LOAD
0
KVA
EMERGENCY LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP = 272.6
LARGEST MOTOR OPERATING
0
HE
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 272.6
TOTAL MOTOR HP
0
HP
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 300.0
TOTAL VFD LOAD
0
KVA
COMMENTS:
Page 7

Grant Creek WWTP Improvements Load Calculation
480 V EXISTING SERVICE 94
06/07/19
LOAD
CUSTOM MOTOR
QUANTITY
FEEDER
DEM
CONN
OPER
EMERG
FEEDER
FEEDER
FEEDER
DATA
SIZING
FAC
VOLT
DEMAND
SIZING
SIZING
SIZING
SIZE
UNIT
MOTOR RPM
EI7.
PF.
CONN
OPER
EMER
KVA
KVA
KVA
CONN. KVA
DEM. KVA
E. KVA
NO.
DESCRIPTION
FACTOR
KV
1
-
SERVICE 4
15
KVA
1800 RPM @ 60Hz
I
1
1
1.25
1
0.48
15.0
15.0
15.0
18.8
18.8
18.8
12KW * 1.25 = 15KVA
SPARE CAPACITY
0
%
0.0
0.01
0.0
0.01
0.01
0.0
TOTAL
EXISTING SERVICE #4
1 0.48
CONNECTED LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP = 22.6
LARGEST MOTOR CONNECTED
0
HP
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 22.6
TOTAL MOTOR HP
0
HE
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 25.0
TOTAL VFD LOAD
0
KVA
DEMAND LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP = 22.6
LARGEST MOTOR OPERATING
0
HE
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 22.6
TOTAL MOTOR HP
0
HE
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 25.0
TOTAL VFD LOAD
0
KVA
EMERGENCY LOAD
STARTER
LARGEST MOTOR
MIN BREAKER TRIP = 22.6
LARGEST MOTOR OPERATING
0
HE
FV
MAX BREAKER TRIP = 0 A
MIN FEEDER AMPS = 22.6
TOTAL MOTOR HP
0
HP
MAIN BREAKER 80 % RATED
MAX BREAKER TRIP = 25.0
TOTAL VFD LOAD
0
KVA
COMMENTS:
Page 8

Grant Creek WWTP Improvements Load Calculation
460 V POTENTIAL FUTURE AERATION BASIN UPGRADES
06/07/19
NO.
DESCRIPTION
LOAD
CUSTOM MOTOR
DATA
QUANTITY
FEEDER
SIZING
FACTOR
DEM
FAC
VOLT
KV
CONN
OPER
DEMAND
EMERG
FEEDER
SIZING
FEEDER
SIZING
FEEDER
SIZING
SIZE
I UNIT
MOTOR RPM
EI7.
PF.
CONN
OPER
EMER
KVA
KVA
KVA
CONN. KVA
DEM. KVA
E. KVA
1
-
Aerator No. 1
200
HP
1800 RPM @ 6011z
I
1
1
1
1
0.46
191.2
191.2
191.2
191.2
191.2
191.2
2
-
Aerator No. 2
200
HP
1800 RPM @ 6011z
I
1
1
1
1
0.46
191.2
191.2
191.2
191.2
191.2
191.2
3
-
Aerator No. 3
200
HP
1800 RPM @ 6011z
1
0
0
1
1
0.46
191.2
0.0
0.0
191.2
0.0
0.0
4
-
A-Wr No. 4
60
HP
1800 RPM @ 6011z
I
1
1
1
1
0.461
61.3
61.31
61.3
61.3
61.31
61.3
5
-
Aerator No. 5
60
HP
1800 RPM @ 6011z
I
1
1
1
1
0.46
61.3
61.3
61.3
61.3
61.3
61.3
6
-
Aerator No. 6
60
HP
1800 RPM @ 60Hzj
1
0
0
1
1
0.46
61.3
0.0
0.0
61.3
0.0
0.0
SPARE CAPACITY
1 0
%
0.0
0.0
0.0
0.0
0.0
0.0
TOTAL
POTENTIAL FUTURE AERATION BASIN UPGRADES
0.46
CONNECTED LOAD
LARGEST MOTOR CONNECTED
TOTAL MOTOR HP
TOTAL VFD LOAD
200
780
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP = 400 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 1110.7
MIN FEEDER AMPS - 1200.0
MAX BREAKER TRIP - 1200.0
DEMAND LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
200
520
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP - 400 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 793.8
MIN FEEDER AMPS - 693.8
MAX BREAKER TRIP - 800.0
EMERGENCY LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
200
520
0
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP - 400 A
MAIN BREAKER 100 % RATED
MIN BREAKER TRIP = 793.8
MIN FEEDER AMPS - 693.8
MAX BREAKER TRIP - 800.0
COMMENTS:
Page 9

Salisbury -Rowan Utilities
Rowan County, North Carolina
Grants Creek WWTT
Improvements Project
Section 3
Grant Creek WWTT NPDES Permit

GC
OiLa) cof�
WCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P.E. John E. Skvarla, III
Governor Director
Secretary
March 26, 2013
Ms. Sonja Basinger, Environmental Services Manager
Salisbury — Rowan Utilities
I Water Street
Salisbury, NC 28144
Subject: NPDES Permit Modification
Permit Number NCO023884
Salisbury —Rowan WWTP
Rowan County
Dear Ms. Basinger:
Division personnel have reviewed and approved your application for minor modification of the subject
Permit. Accordingly we are forwarding the attached modified permit page. Please remove the existing
"Effluent Limitations and Monitoring Requirements" page and replace it with the one attached to this
letter.
This modification reduces the effluent monitoring frequencies for Biochemical Oxygen Demand
(BOD5), Total Suspended Solids (TSS), Ammonia Nitrogen (NH3-N) and Fecal Coliform from daily
(5/week) to 2/week monitoring. The modification was based upon an evaluation of three years of
facility effluent monitoring data. The facility's performance satisfies the criteria established in the
"DWQ Guidance Regarding the Reduction of Monitoring Frequencies in NPDES Permits for
Exceptionally Performing Facilities" as approved by the Director of the Division of Water Quality on
October 22, 2012, and justifies reduced monitoring for these parameters. The modified monitoring
frequencies will become effective on April 1, 2013.
Please note that modification has only been made to the monitoring frequencies associated with the
facility's existing design capacity/permitted flow (12.5 MGD). Daily monitoring has been retained in
the 20 MOD set of limits and monitoring requirements because they will be associated with lower
effluent limits and a new operational paradigm. After sufficient data have been reported to establish a
performance standard at the expanded flow level, monitoring frequency reduction for the targeted
parameters may be revisited.
This modification.is issued pursuant to the requirements of North Carolina General Statute 143-215.1
and the Memorandum of Agreement between North Carolina and the U.S. Environmental Protection
Agency dated October 15, 2007 (or as subsequently amended).
1617- Mail Servke Center, Raleigh, North Carolina 27699-1617
Lomgon:512 N. Salisbury SI. Raleigh, North Carolina 27604 One
Phone: W-807-63001 FAX: [phone] North Carolina
Intemehw .nmatarquality.urg /y n//
An Equal Opporluniry l AffirrnaliveAcllon Employer (�[�Lt�r{�1'[l J/

Ms. Sonja Basinger
NC0023884 Monitoring Frequency Modification 2013
p. 2
Please note that this permit is not transferable except after notice to the Division. The Division may
require modification or revocation and reissuance of the permit. This permit does not affect the legal
requirements to obtain other permits which may be required by the Division of Water Quality or permits
required by the Division of Land Resources, the Coastal Area Management Act or any other Federal or
Local governmental permit that may be required.
If you have any questions concerning this permit, please contact Bob Sledge at telephone number (919)
807-6398 or via e-mail at bob. [e-mail].
Sincerely,
fC� akild
or , P.E.
cc: Central Files
Mooresville Regional Office/Surface Water Protection Section
NPDES Permit File
cc: Aquatic Toxicology Unit
EPA Region 4 — Ben Ghosh

Permit NC0023884
A. (1) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (12.5 MGD)
During the period beginning April 1, 2013 and lasting until expansion beyond 12.5 MGD or expiration, the
Permittee is authorized to discharge from Outfall 001. Such discharges shall be limited and monitored by the
Permitter as specified below:
PARAMETER
EFFLUENT LIMITATIONS
MONITORING RE UIREMENTS
Q
Monthly
Weekly
Daily
Measurement
Sample
Sample
Average
Avera a
Maximum
Frequency
Type
Location'
Flown
12.5 MGD
Continuous
Recording:
Influent or .
Effluent '..
BOD, 5 day, 20 °C s
(April 1 to October 31
15.0 mglL
22.5 mg/L
2NVeek
Composite
Influent &
Effluent
BOD, 5 day, 20 °C s
November 1 to March 31
30.0 mglL
45.0 mglL
2NVeek
Composite
Influent &
Effluent .
Total Suspended Solids3
30.0 mg/L
45.0 mg/L
2/Week
Composite
Influent &
Effluent
NH3 as N
.
(April 1 to October 31
6.0 mg/L
18.0 mglL
2/Week
Composite
Effluent
NH3 as N
November 1 to March 31
12.0 mg/L
35.0 mg/L
2/Week
Composite
Effluent
Dissolved Oxygen
Daily avers e> 5.0 m /L
Daily
Grab
Effluent
Fecal Coliform
(geometric mean
200/100 mL
400/100 mL
2/Week
Grab
Effluent
Temperature
I
I
Daily
Grab
Effluent
H
> 6.0 and < 9.0 standard units
Daily
Grab
Effluent
Total Residual Chlorine4
28 /L
Daily
Grab
Effluent
Total Nitrogen
(NO2+NO3+TKN)
Weekly
Y
Composite
P
Effluent
Total Phosphorus
Weekly
Composite
Effluent
Total Silver
2/month
Composite
Effluent
Total Copper
2/month
Composite
Effluent
Chronic Toxicit 5
Quarterly
Composite
Effluent
Notes:
1. Combined effluent from the Grant Creek and Town Creek treatment trains, and after all treatment processes,
except that flow, BUD and TSS shall be sampled separately at the Town Creek treatment train and the Grant
Creek treatment train. BOD and TSS removal efficiency shall be calculated by mathematically aggregating the
values for the Grant Creek and Town Creek treatment trains. (Refer to A. (6.).)
2. 7.5 MGD at Grant Creek treatment train. 5.0 MGD at Town Creek treatment train.
3. The monthly average effluent BODS and Total Suspended Solids concentrations shall not exceed 15% of the
respective influent value (85 % removal).
4. Monitoring only applies if chlorine is added to the treatment system. Facility shall report all effluent TRC values
reported by a NC certified laboratory including field certified. However, effluent values below 50 µg/L will be
treated as zero for compliance purposes.
5. Chronic Toxicity limit (Coiodaphnia) at 5.3 % with testing in March, Juno, September and December (see A. (4)).
There shall be no discharge of floating solids or visible foam in other than trace amounts.

fir.
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
July 31, 2009
Mr. David Treme, City Manager
City of Salisbury
P.O. Box 479
Salisbury, North Carolina 28145
Subject: Issuance of NPDES Permit NCO023884
Salisbury -Rowan WWTP
Rowan County
Dear Mr. Treme,
Division personnel have reviewed and approved your application for renewal of the subject permit.
Accordingly, we are forwarding the attached NPDES discharge permit. This permit is issued pursuant to the
requirements of North Carolina General Statute 143-215.1 and the Memorandum of Agreement between North
Carolina and the U.S. Environmental Protection Agency dated October 15, 2007 (or as subsequently amended).
This final permit includes the following major changes from the draft permit sent to you on June 2, 2009:
Y Monitoring for cyanide was removed from the final permit, the facility will continue to monitor this
parameter through LIMP.
Please note that this discharge ultimately flows to High Rock lake, which is listed as impaired on the 303(d)
list for chlorophyll -a due to excessive nutrient inputs. A TMDL is currently in progress, and nutrient limitations are
a potential future requirement.
If any parts, measurement frequencies or sampling requirements contained in this permit arc unacceptable
to you, you have the right to an adjudicatory hearing upon written request within thirty (30) days following receipt
1017 Mail Service Rnler, rialei h, North Carolina 27699.1617
Location: 512 N. Salisbury St. Ralegh, North Carolina 27604
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: vnv mwaterquality.org
NorthCarolina
An Equal00potlunitylAllirmaliveAction Employer
pGZ-lltch lii'}LGc -< r li1ti

of this letter. This request must be in the form of a written petition, conforming to Chapter 150B of the North
Carolina General Statutes, and Filed with the Office of Administrative Hearings (6714 Mail Service Center, Raleigh,
North Carolina 27699-6714). Unless such demand is made, this decision shall be final and binding.
Please note that this permit is not transferable except after notice to the Division. The Division may
require modification or revocation and reissuance of the permit. This permit does not affect the legal requirements
to obtain other permits which may be required by the Division of Water Quality or permits required by the
Division of Land Resources, the Coastal Area Management Act or any other Federal or Local governmental permit
that may be required. If you have any questions concerning this permit, please contact Sergei Chernikov at
telephone number [phone].
Sincerely,
J
t-:w/Coleen H. Sullins
cc: Mao -Surface Water Protection
NPDES File
Central Files
cc via e-mail:
US EPA, Marshall Hyatt
Aquatic Toxicology Unit
Jennie Atkins
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 Otte
Location:512 N. Salisbury St. Raleigh, North Carolina 27604 NorthCarollna
Phone: [phone] FAX: 91M07.64921 Customer Service: 1-877.623-6748 Madly
www.ncwaterquality.org
An Equal Opportunity l Affirmalive Action Employer

Permit NI.UUZ3iii54
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful standards and regulations
promulgated and adopted by the North Carolina Environmental Management Commission, and the Federal Water
Pollution Control Act, as amended, the
City of Salisbury
is hereby authorized to discharge wastewater from the facilities located at the
Salisbury -Rowan WW17P
1915 Grubb Ferry Road
Salisbury
Rowan County
and
850 Heiligtown Road
East Spencer
Rowan County
to receiving waters designated as the Yadkin River in the Yadkin -Pee Dee River Basin in accordance with
effluent linutations, monitoring requirements, and other conditions set forth in Parts I, II, III, and IV
hereof.
The permit shall become effective September 1, 2009.
This permit and the authorization to discharge shall expire at midnight on June 30, 2014.
Signed this day July 31, 2009. �/A
�u� oleen 14. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission

SUPPLEMENT TO PERMIT COVER SHEET
All previous NPDES Permits issued to this facility, whether for operation or discharge are hereby
revoked. As of this permit issuance, any previously issued permit bearing this number is no longer
effective. Therefore, the exclusive authority to operate and discharge from this facility arises under the
permit conditions, requirements, terms, and provisions included herein.
The City of Salisbury is hereby authorized to:
1. Continue to operate and maintain the existing 7.5 MGD Grants Creek Wastewater Treatment Train
consisting of
➢ Influent Parshall flume
Four mechanical bar screens
➢ Pour grit chambers
Aeration basin with mechanical floating aerators and rnixers
Two circular clarifiers and two rectangular clarifiers
➢ Pour primary clarifiers
➢ Two trickling filters
Screw pump lift station
➢ Four aerobic digesters
➢ Chlorine contact basin with liquid chlorine disinfection
Belt filter press
➢ Standby power generator
➢ Sffluent pump station
Plow measurement. instrumentation
This treatment train is located on Grubb Perry Road neat: Spencer in Rowan County.
2. Continue to operate and maintain the existing 5.0 MGD Town Crcek Treatment Traci consisting of:
➢ Two mechanical bar screens
➢ Two grit and grease removal units
➢ Two aeration basins with fixed mechanical aerators and mixers
➢ Two secondary clarifiers
➢ Screw pump lift station
➢ Two aerobic digesters
Standby power generator
➢ Flow measurement
Belt filter press
➢ Effluent pump station
➢ Chlorine contact basin with liquid chlorine disinfection
This treatment train is located on I-Ieiligtown Road near East Spencer in Rowan County.
3. Continue to operate and maintain a declilorination system (as primary) and ultraviolet system (as
secondary), cascade post aerator, Parshall flume, effluent sampling station, standby power generator and
diffuser at the Yadkin River treatment train.
4. After receiving an Authorization to Constrict from the Division, construct and operates 20.0 MGD
wastewafcr treatment system.
5. Discharge from the Salisbury -Rowan W WTP at the location specified on the attached map via outfall
001 into the Yadkin River, currently classified WS-V waters in the Yadkin -Pee Dee River Basin.

JW
L—V
kl.
� klgll
4
Outfall 001
Y.
J.
'S
... ... . ...
"x.
�_ .. .. i )�r' � 'tb r /:.; l (,_ /lam (✓.I.i �I1. 1���._.�"i.%i,
6A,
(yi onal WWTPJ.
Yadkin River Re"F'
0
FacWty Lomfim
StiftGridAtod EITM/Solisbmy Latibide:
35*44'07" N
Lonztbxta
W 26'50" W
mt b) wale
R6ccMn2 Strerq Y,ylldn River Drainage sash
Yadkin .
NMES PennitNo. NCO023884
SrmmClam Wsiv &b_u&qhE
n07.04

Permit NC0023884
A. (1) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (12.5 MGD)
During the period beginning on the effective date of the permit and lasting until expansion beyond 12.5 MGD or
expiration, the Permittee is authorized to discharge from Outfall 001. Such discharges shall be limited and
monitored by the Pernuttee as specified below:
PARAMETER
EFFLUENT LIMITATIONS
MONITORING REQUIREMENTS
Monthly
Weekly
Daily
Measurement
Sample
Sample
Avery e
Avery a
Maximum
Frequeu
Tye
Location[
Flow s
12.5 MGD
Continuous
Recordin g
Influent or
Effluent
BOD, 5 day, 20 °C
15.0 mg/L
22.5 mg/L
Daily
Composite
Influent &
Effluent
(April 1 to October 31 3
BOD, 5 day, 20 °C
30.0 mg/L
45.0 mg/L
Daily
Composite
I Influent &
Effluent
November 1 to March 31 3
Total Suspended Solids3
[:7300g/L
45.0 mg/L
Daily
Composite
Influent &
Effluent
NH3 as N
6.0 mg/L
18.0 mg/L
Daily
Composite
Effluent.
April 1 to October 31)
NH3 as N
12.0 mg/L
35.0 mg/L
Daily
Composite
Effluent
November 1 to March 31)
Dissolved Oxygen
Daily average > 5.0 m /L
Daily
Grab
Effluent
Fecal Coliform
2001100 mL
400I100 mL
Daily
Grab
Effluent
(geometric mean
Temperature
Daily
Grab
Effluent
pH
> 6.0 and < 9.0 standard units
Daily
Grab
Effluent
Total Residual Chlorme4
28 /L
Daily
Grab
Effluent
Total Nitrogen
Weekly
Composite
Effluent
(NO2 + NO3 + TKN)
Total Phosphorus
Weekl
Composite
Effluent
Total Silver
2/month
Composite
Effluent
Total Copper
2/month
Composite
Effluent
Chronic Toxicit 5
Quarterly
Composite I
Effluent
Notes:
1. Combined effluent from the Grant Creek and Town Creek treatment trains, and after all treatment processes,
except that flow, BOD and I SS shall be sampled separately at the Town Creek treatment train and the Grant
Creek treatment train. BOD and TSS removal efficiency shall be calculated by mathematically aggregating the
values for the Grant Creek and'Fown Creek treatment trains. (Refer to A. (6.).)
2. 7.5 MGD at Grant Creek treatment train. 5.0 MGD at Town Creek treatment train.
3. The monthly average effluent BOD5 and Total Suspended Solids concentrations shall not exceed 15% of the
respective influent value (85 % removal).
4. Monitoring only applies if chlorine is added to the treatment system. Facility shall report all effluent TRC values
reported by a NC certified laboratory including field certified. However, effluent values below 50 µg/L will be
treated as zero for compliance purposes.
5. Chronic Toxicity limit (CeriodapNin) at 5.3 % with testing in March, June, September and December (see A. (4)).
Thete shall be no discharge of floating solids or visible foam in other than trace amounts.

I cttuu 1V l.V\ILJUU`f
A. (2) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (20 MGD)
During the period beginning after expansion beyond 12.5 MGD and lasting until expiration, the Permittee is
authorized to discharge from Outfall 001. Such discharges shall be limited and monitored by the Permittee as
specified below:
PARAMETER
EFFLUENT LIMITATIONS
MONITORING REQUIREMENTS
Monthly
Weekly
Daily
Measurement
Sample
Sample Locationt
Average
Average
Maximum
Frequency
Type
Flow
20.0 MGD
Continuous
Recording
Effluent
BOD, 5 day, 20 °C
5.0 mg/L
7.5 mg/L
Daily
Composite
Influent and Effluent
(April 1 to October 31 2
BOD, 5 day, 20 °C
10.0 mg/L
15.0 mglL
Daily
Composite
Influent and Effluent
November 1 to March 31 2
Total Suspended Solids2
30.0 mg/L
45.0 mg/L
Daily
Composite
Influent and Effluent
NH3 as N
1.0 mg/L
3.0 mg/L
Daily
Composite
Effluent
April 1 to October 31)
NH3 as N
2.0 mg/L
6.0 mg/L
Daily
Composite
Effluent
November 1 to March 31
Dissolved Oxygen
Daily average > 5.0 mg/L
Daily
Grab
Effluent
Fecal Coliform
(geometric mean)
200/100 mL 400/100 mL
Daily
Grab
Effluent
Temperature
Daily
Grab
Effluent
pH
> 6.0 and < 9.0 standard units
Daily
Grab
Effluent
Total Residual Chlorine3
28 pg/L
Daily
Grab
Effluent
Total Nitrogen
Weekly
Composite
Effluent
(NO2 + NO3 + TKN)
Total Phosphorus
Weekly
Composite
Effluent
Total Silver
2/month
Composite
Effluent
Total Copper
2/month
Composite
Effluent
Chronic Toxicity4
Quarterly
Composite
Effluent
Notes:
1. Effluent combined effluent from Grant Creek and Town Creek
2. The monthly average effluent BOD5 and Total Suspended Solids concentrations shall not exceed 15% of the
respective influent value (85 % removal).
3. Monitoring only applies if chlorine is added to the treatment system for disinfection. Facility shall report all
effluent TRC values reported by a NC certified laboratory including field certified. However, effluent values
below 50 µg/I, will be treated as zero for compliance purposes.
4. Chronic "toxicity limit (Ceriodaphnia) at 4.0 % with tests in March, June, September and December (see A. (5)).
There shall be no discharge of floating solids or visible foatn in other than trace amounts.

Permit NC:0023584
A. (3) INSTREAM MONITORING REQUIREMENTS:
EFFLUENT
CHARACTERISTICS
MONITORING REQUIREMENTS
Measurement Fre u . ency
Sam le T e
Sample Location
Dissolved Oxygen
June -September
3/week
Grab
Upstream & Downstream
October -Ma
1/week
pH
Temperature
June -September
3/week
Grab
Grab
Upstream & Downstream
Upstream & Downstream
October -May
June -September
1/week
5/week
October -Ma
1/week
Total phosphorus
June -September
11month
Grab
Upstream & Downstream
NO2. NO3
June -September
1/month
Grab
Upstream & Downstream
NH3 as N
June -September
1/month
Grab
Upstream &Downstream
Total Kjeldahl Nitrogen
June -September
1/month
Grab
Upstream & Downstream
Chlorophyll -a
June -September
I/month
Grab
Downstream
Notes:
upstream = at least 200 feet upstream of the discharge point
Downstream = 0.7 miles above Southern Railroad Bridge.
As a participant in the Yadkin Pee -Dee River Basin Association, the instream monitoring requirements as stated
above are waived. Should your membership in the agreement be terminated, you shall notify the Division
immediately and the instrcam monitoring requirements specified in your permit shall be reinstated.
As per 15A NCAC 2B.0505 (c) (4), stream sampling may be discontinued at such time as flow conditions in the
receiving waters or extreme weather conditions will result in a substantial risk of injury or death to persons collecting
samples. In such cases, on each day that sampling is discontinued, written justification for the discontinuance shall be
specified in the monitoring report for the month in which the event occurred. This provision shall be strictly
construed and may not be utilized to avoid the requirements of 15A NCAC 2B.0500 when performance of these
requirements is attainable. When sampling is discontinued pursuant to this provision, stream sampling shall be
resumed at the first opportunity after the risk period has ended.

rerun IN�XUL,�00.r
A. (4) CHRONIC TOXICITY PERMIT LIMIT (Quarterly) at 12.5 MGD
The effluent discharge shall at no time exhibit observable inhibition of reproduction or significant mortality to
Ceriodaphnia dubia at an effluent concentration of 5.3 %.
The permit holder shall perform at a minimum, quarterly monitoring using test procedures outlined in the "North
Carolina Ceriodaphnia Chronic Effluent Bioassay Procedure," Revised February 1998, or subsequent versions or
"North Carolina Phase II Chronic %y hole F fluent Toxicity Test Procedure" (Revised -February 1998) or subsequent
versions. The tests will be performed during the months of March, June, September, and December. Effluent
sampling for this testing shall be performed at the NPDES permitted final effluent discharge below all treatment
processes.
If the test procedure performed as the first test of any single quarter results in a failure or ChV below the permit limit,
then multiple -concentration testing shall be performed at a minimum, in each of the two following months as
described in "North Carolina Phase II Chronic Whole Effluent Toxicity Test Procedure" (Revised -February 1998) or
subsequent versions.
The chronic value for multiple concentration tests will be determined using die geometric mean of the highest
concentration having no detectable impairment of reproduction or survival and the lowest concentration that does
liave a detectable impairment of reproduction or survival. The definition of "detectable impairment," collection
methods, exposure regimes, and furdier statistical methods are specified in the "North Carolina Phase II Chronic
Whole Effluent ToxicityTest Procedure" (Revised -February 1998) or subsequent versions.
All toxicity testing results required as part of this permit condition will be entered on the Effluent Discharge
Monitoring Form (MR-1) for the months in which tests were performed, using the parameter code TGP313 for the
Pass/fail results and TF-IP313 for the Chronic Value. Additionally, DWQ Form AT-3 (original) is to be sent to the
following address:
[Attention: NC DENR / DWQ / Environmental Sciences Section
1621 Mail Senicc Center
Raleigh, North Carolina 27699-1621
Completed Aquatic Toxicity Tcst Forms shall be filed with the Environmental Sciences Branch no later than 30 [lays
after the end of the reporting period for which the report is made.
Test data shall be complete, accurate, include all supporting chemical/physical measurements and all
conceutration/response data, and be certified by laboratory supervisor and ORC or approved designate signature.
Total residual chlorine of the effluent toxicity sample must be measured and reported if chlorine is employed for
disinfection of the waste stream.
Should there be no discharge of flow from the facility during a month in which toxicity monitoring is required, the
permittee will complete the information located at the top of the aquatic toxicity (A"I) test form indicating the facility
name:, permit number, pipe number, county, and the month/year of the report with die notation of "No Flow" in the
comment area of the form. The report shall be submitted to the Environmental Sciences Branch at the address cited
above.
Should the permittee fail to monitor during a month in which toxicity monitoring is required, monitoring will be
required during the following month.Should any test data from this monitoring requirement or tests performed by the
North Carolina Division of Water Quality indicate potential impacts to the receiving stream, this permit may be re-
opened and modified to include alternate monitoring requirements or limits. If the Pcrmittee monitors any pollutant
more frequently then required by this permit, the results of such monitoring shall be included in the calculation &
reporting of the data submitted on the DMR & all AT Forms submitted.
NOTE: Failure to achieve test conditions as specified in the cited document, such as minimum control organism
survival, minimum control organism reproduction, and appropriate environmental controls, shall constitute an invalid
test and will require immediate follow-up testing to be completed no later than the last day of the month following
the month of the initial monitoring.

Permit NC0U:L5664
A. (5) CHRONIC TOXICITY PERMIT LIMIT (Quarterly) at 20 MGD
The effluent discharge shall at no time exhibit observable inhibition of reproduction or significant mortality to
Ceriodaphnia dubia at an effluent concentration of 4 %.
The permit holder shall perform at a minimum, quarterly monitoring using test procedures outlined in the "North
Carolina Ceriodaphnia Chronic Effluent Bioassay Procedure," Revised February 1998, or subsequent versions or
"North Carolina Phase II Chronic Whole Effluent Toxicity Test Procedure" (Revised -February 1998) or subsequent
versions. The tests will be performed during the months of March, June, September, and December. Effluent
sampling for this testing shall be performed at the NPDES permitted final effluent discharge below all treatment
processes.
If the test procedure performed as the first test of any single quarter results in a failure or ChV below the permit limit,
then multiple -concentration testing shall be performed at minimum, in each of the two following months as
described in "North Carolina Phase II Chronic Whole Effluent Toxicity "Pest Procedure" (Revised -February 1998) or
subsequent versions.
The chronic value for multiple concentration tests will be determined using the geometric mean of the highest
concentration having no detectable irnpttirment of reproduction or survival and the lowest concentration that does
have a detectable impairment of reproduction or survival. The definition of "detectable impairment," collection
methods, exposure regimes, and further statistical methods are specified in the "North Carolina Phase II Chronic
V hole Effluent Toxicity Test Procedure" (Revised -February 1998) or subsequent versions.
All toxicity testing results required as part of this permit condition will be entered on the Effluent Discharge
Monitoring Form (MR-1) for the months in which tests were performed, using the parameter code TGP3B for the
pass/fail results and TI-IP313 for the Chronic Value. Additionally, DWQ Form AT-3 (original) is to be sent to the
following address:
Attention: NC DENR / DWQ / Environmental Sciences Section
1621 Mail Service Center
Raleigh, North Carolina 27699-1621
Completed Aquatic Toxicity Test Forms shall be filed with the Environmental Sciences Branch no later than 30 clays
after the end of the reporting period for which the report is made.
'rest data shall be complete, accurate, include all supporting chemical/physical measurements and all
concentration/rdsponse data, and be certified by laboratory supervisor and ORC or approved designate signature.
Total residual chlorine of the effluent toxicity sample must be measured and reported if chlorine is employed for
disinfection of the waste stream.
Should there be no discharge of flow from the facility cluring a month in which toxicity monitoring is required, the
permittee will complete the information located at the top of the aquatic toxicity (AT) test form indicating the facility
name, permit number, pipe number, county, and the month/year of the report with the notation of "No Flow" in the
comment area of the form. The report shall be submitted to the Environmental Sciences Branch at the address cited
above.
Should the permittee fail to monitor during a month in which toxicity monitoring is required, monitoring will be
required during the following month. Should any test data from this monitoring requirement or tests performed by
the North Carolina Division of Water Quality indicate potential impacts to the receiving stream, this permit may be
re -opened and modified to include alternate monitoring requirements or ]knits. If the Penniucc monitors any
pollutant more frequently then required by this permit, the results of such monitoring shall be included in the
calculation & reporting of the data submitted on the DN-IR & all AT Forms submitted.
NOTE: Failure to achieve test conditions as specified in the cited document, such as minimum control organism
survival, minimum control organism reproduction, and appropriate environmental controls, shall constitute an invalid
test and will require knmediate follow-up testing to be completed no later than the last day of the month following
the month of the initial monitoring.

1'ermic Nl •UUZ-3664
A. (6) AGGREGATE CALCULATION OF GRANTS CREEK AND TOWN CREEK TSS AND
ROD REMOVAL EFFICIENCY
TSS %"VrP lna = (TSSGC lM X F10WGc) + ('SSTc lna X F10wrC)
FIO-,VGC + FlOWrC
TSS wwri1 i:fa = ( SSGC I?fa X FlowGC) + CFSS'1'C F.ffl X Flowl'C)
FIOWGC + Flowrc
TSS4aiB10VA1, = ['I - (1'sswwrP rua / TSS\x,%v P i a)J x 100%
Notes:
Lffluent
"Infl" = Influent
"GC" = Grants Creek Treatment Train
"TC" = Town Creek Treatment Train
"WWTP" = Salisbury -Rowan WW IT

Permit N00023884
A. (7) EFFLUENT POLLUTANT SCAN
The Pennittee shall perform an annual Effluent Pollutant Scan for all parameters listed in the attached table (using a
sufficiently sensitive detection level
in accordance with 40 CFR Part 136).
Samples shall represent seasonal
variations. Unless otherwise indicated, metals shall be analyzed as "total
metals".
Ammonia (as N)
Trans-1,24chloroethylene
Bis (2-chloroethyl) ether
Chlorine (total residual, TRC)
1,1-diehlomethylene
Bis (2-ehloroisopropyl) ether
Dissolved oxygen
1,24ehlompropane
Bis (2-ethylhcxy)) phthalate
Nitrate/Nitrite
1,3-diehloropmpylene
4-bromophenyl phenyl ether
Kjeldahl nitrogen
Pahylbemcne
Butyl benzyi phthalate
Oil and grease
Methyl bromide
2-ehloronaphthalcne
phosphorus
Methyl chloride
4-ehlorophcnyl phenyl ether
Total dissolved solids
Methylene chloride
Chrysene
ltardness
1,1,2,2-tetmehlomethane
Di-n-butyl phthalate
Antimony
Tetmehloroethylene
Di-n-oetyl phthalate
Arsenic
Toluene
Dibenzo(a,h)anthracene
Beryllium
1,1,1-trlehloroethane
1,2-diehlorobenrene
Cadmium
1,1 2-trichlomethanc
1,3-dichlombenrene
Chromium
Trichloroethylene
1;4-diehlorobenrene
Copper
Vinyl chloride
3,3-dichlorobenzidine
Lead
Acid -extractable compounds: Diethyl phthalate
Mercury
P-ehloro-m-cresol
Dimethyl phthalate
Nickel
2-chlorophenol
2,4-dinitrotoluene
Selenium
2,4-diehlomphenol
2,6-dinitrotoluc-ne
Silver
2,4-dimcthylphenol
!,2-diphcnylhydmzinc
'1Lallium
4,6-dinitro-o-cresol
Fluomnthene
Zinc
2,4-dinitrophcnol
Ilunrenc
Cyanide
2-numphenol
l4exachlorobenzene
Total phenolic compounds
44trophenol
Idesachlorobumdienc
valwil, gwnLAtt ¢im2c
Pcnmchlorophcnol
I lcxachlorocyclo-pentadicne
Acrolcin
Phenol
hlexachloroethane
Acrylonitrile
2,4,6-trichlorophenol
Indeno(1,2,3-cd)pyrene
Bcmcne
lynrr-nndnrl rompwsdi.
Isophoronc
Bromo9,rin
Accnaphthcne
Naphthalene
Carbon tetrachloride
Accnephthvicne
Nitrobenzene
Chlorobenzenc
Anthraecnc
N-nitrosodi-n-propy4aminc
Chlorodibromomethanc
Benridinc
N-nitrosodimethylaminc
Chlorocthauc
Benzo(a)anthmecne
N-nitrosorliphcnylamine
2-chlorocthylvinyl ether
Benzo(a)pyrene
Phenanthrene
Chloroform
3,4 benzofluomnthenc
Pyrcnc
Dichlotobromomethanc
Benzo(ghi)pcn4cne
1,2,4-trichlorobenzene
1,1-dichlorocth;me
Benzo(k)Btmmnthene
1 2-dichloroethme
Bis (2-chloroethoxy) methane
Test results shall be reported to the Division in DWQ Form- A MR-PPAI or in a form approved by the Director within
90 days of sampling. The report shall be submitted to the following address: Division of Water Quality, Water Quality
Section, Central Files, 1617 Mail Service Center, Raleigh, North Carolina 27699-1617.