WQ0022873_20180418_Application

CAPE FEAR
ENGINEERING
151 Poole Rd,Suite 100;Behnlle,NC,28451
TEL[phone];FAX[phone]
www.capefearengineering.com
Transmittal
To NCDEQ -Division of Water Resources Date April 18, 2018
PERCS Unit File 427-06B "34"
1617 Mail Service Center Subject Cameron Woods
Raleigh, NC 27699-1617 Phase 6B
Attn Monti Hassan, P.E Sewer Permitting
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your REMRWR
❑ Sent via Mail [' Sent via Courier
APR 4 2018
2
Quantity Drawing No Description water Resources
1 Copy Response Letter
Perm%ttm9 5caeh
1 Copy Cover Letter
1 Copy Alternate Sewer Extension Application. ASEA 04-16 (Revised Sheet)
1 Copy Flow Tracking/Acceptance Form. FTSE 04-16
1 Copy Email from Brunswick County
1 Copy Project Narrative & Calculations
1 Copy Pump Curve
1 Copy Pressure Sewer Design Analysis
1 Copy Revised Sheets (CS 102, CS 103, C-503, C-505, & C-506)
1 Copy Data Compact Disc
REMARKS Please find the enclosed documents for your review If you have any questions or require additional
information, please contact our office Thank you
CC Cape Fear Engineering, I
File 427-06B "34"
Signed •
celyn Paint
Received By
Date

CAPE FEAR
ENGINEERING
151 Poole Rd.,Suite 100;Belville,NC,28451
TEL[phone];FAX[phone]
www.capefeatengineenng.com
Transmittal
To NCDEQ -Division of Water Resources Date April 18, 2018
PERCS Unit File 427-06B "34"
1617 Mail Service Center Subject Cameron Woods
Raleigh, NC 27699-1617 Phase 6B
Attn Monti Hassan, P E Sewer Permitting
❑As Requested ❑ For Your Files ❑ For Distribution ® For your Review/Action/Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity Drawing No Description
1 Copy Response Letter
1 Copy Cover Letter
1 Copy Alternate Sewer Extension Application ASEA 04-16 (Revised Sheet)
1 Copy Flow Tracking/Acceptance Form FTSE 04-16
1 Copy Email from Brunswick County
1 Copy Project Narrative & Calculations
1 Copy Pump Curve
1 Copy Pressure Sewer Design Analysis
1 Copy Revised Sheets (CS 102, CS 103, C-503, C-505, & C-506)
1 Copy Data Compact Disc
REMARKS Please find the enclosed documents for your review If you have any questions or require additional
information, please contact our office Thank you
CC Cape Fear Engineering, In
File 427-06B "34"
Signed
J elyn Painter
Received By
Date

April 18,, 2018
Monti Hassan
Environmental Engineer
PERCS Unit
Division of Water Resources
Subject: Cameron Woods — Phase GB Sewer Permit Response Letter
Monti,
Below are my responses to your comments on the Cameron Woods Phase 6B sewer permit
submittal, Please let me know if you have any additional questions or need anything else,
General Review
A CD containing revised plans and specifications has been providedw'ith this submittal
of additional information
Application/FTSE
The FTSE has been revised and is now consistent with the application, both have been
provided
It has been confirmed and the cover letter has been revised and provided
The specification references have been updated to match the provided specifications

The FTSE has been revised and the revised document has been provided
The pump stations have been added to the FTSE and the revised FTSE has been
provided
Plans/Specifications
We have verified that the wetlands are isolated and not connected to surface waters
The note has been added to all applicable sheets
The label has been revised The revised sheet has been provided
Sheet C-505 has changed since the last submittal The requested information is now on
sheet C-506
The detail has been revised so that the dimensions are legible Please note, this is the
same detail that was approved for 3A dated 1-18 Permit No WQ0039379
On sheet C-503 Detail S-13 has been revised to show the above information

The detail provided 'is a Brunswick County Standard Detail I had a conversation with the
Brunswick County Utilities Engineer and they confirmed that the detail 'is correct as
written However I added a note to the detail stating that per NCDEQ requirements, the
vent must be 2-feet higher than the 100-year flood elevation,
Brunswick County does not allow leakage Therefore a leakage formula is not provided I
have included an email from an engineering project manager at Brunswick County
stating this
Calculations
Modified modeling information from Crane Pumps has been included with this submittal
Please note that Cameron Woods Phase 6B is a specific neighborhood/phase of
development located within the overall Waterbrook Woods low pressure sewer system
The 12 unrts associated with Phase 6B are included in the overall hydraulic modeling of
the entire Waterbrook Woods project and downstream sewer system
The minimum and maximum scour velocities for the entire model are shown in the
calculations provided The tables provided show the lowest five velocities as well as the
highest five velocities All other pipe segments are not shown because they fall in
between these minimum and maximum values
Pumps 10 and 11 are being used to model 6B The pump curve for these two pumps
have been provided

5 Please provide permit number and downstream flow capacity of existing 4-inch force
main along Jenrette Road SW, where the proposed 2-inch LPSS will tie into, per 15A
NCAC 02T 0305(b)(2)
The permit number for this forcemain is WQ 0022873 The 4-inch forcemain has been
included in the overall model This model has also included all existing and planned low
pressure sewer and pump station connections downstream of the proposed Cameron
Woods subdivision to the point of free gravity discharge at the castlebrook pump station
This analysis shows that there should be no capacity issues in the downstream system
as a result of the Waterbrook Woods/Cameron Woods development
6 All engineering design calculations/analysis must be signed, sealed, and dated by a
professional engineer, per 15A NCAC 02T 0105(c)(2)
All design calculations have been added to the overall Sewer Design Narrative and
Calculations document which has been signed and sealed
Sincerely,
jvt jut:tun/IA)
VV
J nnifer Willia s, PE

CAPE FEAR
ENGINEERING
Apnl 18, 2018
Monti Hassan,P E
PERCS Unit
NCDEQ
Subject: Sewer Permit Application Submittal for Cameron Woods,Phase 6B
Low Pressure Sewer System to Construct 12 Units
Brunswick County,North Carolina
Dear Mr Hassan
Cape Fear Engmeenng, Inc. (CFE) is submitting an application for the low pressure sewer system to be
installed for Cameron Woods Phase 6B which proposes a total of 12 multifamily units (4 dwellings/unit, 3
bedrooms/dwelling)
Flow from this project will go to downstream sewers permitted under WQ CS00284 and will eventually
discharge to the Ocean Isle Beach WWTP (WQ 0006085) An additional flow of 10,080 gpd is being
requested for the addition of 48 units.
For your review we have provided the sewer application (ASEA 04-16), a flow tracking application (FTSE),
sewer project narrative and calculations,technical specifications, and construction plans
I trust that the information provided is sufficient for your approval of this request and execution of the permit
application If you have any questions or need any additional information,please contact me directly
Sincerely,
J / 1 .
Je'1 er Williams, E
Cc: CFE File 427-06B "34"
151 Poole Road, Suite 100 • Belville, NC 28451 • TEL [phone] • FAX [phone]
www capefearengineerinq corn
P1427 Cameron Woods1427-065 Cameron Woods Ph 6BIADMIMSEWERWCDEQ Submata112018-04-11 Re-SubmtaalICOVER LETTER doe

VII. PRESSURE SEWER DESIGN CRITERIA—15A NCAC 02T.0305:
1 Number of simplex pump stations(STEP tanks/effluent pumps,vacuum pits,etc)provided 48
2 What is the nearest 100-year flood elevation to the facility 17 feet mean sea level
Is any of the proposed project located withm the 100-year flood plain' ❑ Yes ®No
3 If Yes, are the following items provided per 15A NCAC 02T 0305(e)
Water-tight seals on all station hatches and manholes; and
Control panels vents extend two feet above the100-year flood plain elevations ❑Yes ❑No ®N/A
If No,what measures are bemg taken to protect them against floodmg9
4 Volume of storage in wet well above pump on elevation 360 Gallons(include calculations)
5 How power reliability will be provided in accordance with 15A NCAC 02T 0305(h)(D)
® Wet well storage provides 24 hours worth of wastewater storage,or
❑ Wet well storage provides wastewater storage based on power reliability and response times
(See"Policy for Meeting Reliability Requirements")
➢ Provide 3 years of power history date in the area.
➢ Provide response time to replace a failed pump. This would include travel time,time to replace pump,etc.
➢ Wet well storage would be based on whichever is greater.
All other pump stations meet the reliability requirements of 15A NCAC 02T 0305(h)(1) ❑Yes ❑No ®N/A
6 Summanze simplex pump station design elements
Design Element Plan Sheet Specification
Reference Reference
Emergency Contact Placard or Sticker C-505 021 01-3.0c
Screened Wet Well Vent C-505 021 01-3 Oc
Restricted Access Details C-505 021 01-3.0c
Control Panel C-505 021 01-3 Oc
High Water Alarms(Audible&Visual) C-505 021 01-3 Oc
Valves(Check,Gate,etc) C-503 021 01-3 Oc
Air Relief Valves N/A 021 01-2 Ok
7 Summarize the pipe length by diameter to be permitted Lines from a building to the septic or pump tank should be excluded
(provide attachments if necessary)
Zone From Node To Node Diameter(in) Length(feet) #Pumps in Zone Pump Model
Specified for Zone
N/A N/A N/A 2 1555 N/A N/A
8 Air release valve station locations per 15A NCAC 02T 0305(1)(provide attachments if necessary)
Air Release Valve# Station Plan Sheet Reference
N/A
FORM ASEA 04-16 Page 3 of 5

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Flow Tracking/Acceptance for Sewer Extension Applications
(FTSE 04-16)
Entity Requesting Allocation: BRUNSWICK COUNTY
Project Name for which flow is being requested: Cameron Woods -Phase 6B
More than one FTSE may be required for a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposed wastewater flow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: OCEAN ISLE BEACH
b. WWTP Facility Permit#: WQ 0006085
All flows are in MGD
c. WWTP facility's permitted flow 1.05
d. Estimated obligated flow not yet tributary to the WWTP 0.621
e. WWTP facility's actual avg. flow 0.335
f. Total flow for this specific request 0.010
g. Total actual and obligated flows to the facility 0.966
h. Percent of permitted flow used 92%
II. Complete this section for each pump station you are responsible for along the route of this
proposed wastewater flow.
List pump stations located between the project connection point and the WWTP:
(A) (B) (C) (D)=(B+C) (E)—(A-D)
Design Obligated,
Average Daily Approx Not Yet Total Current
Pump Station Firm Flow** Current Avg. Tributary Flow Plus
(Name or Capacity,* (Firm/pf), Daily Flow, Daily Flow, Obligated Available
Number) MGD MGD MGD MGD Flow Capacity***
Castlebrook 1.01 0.410 .0024 0.01525 0.01765 0.392
*The Firm Capacity of any pump station is defined as the maximum pumped flow that
can be achieved with the largest pump taken out of service.
**Design Average Daily Flow is the firm capacity of the pump station divided by a peaking
factor(pf)not less than 2.5.
***A Planning Assessment Addendum shall be attached for each pump station located
between the project connection point and the WWTP where the Available Capacity is<0.
Downstream Facility Name(Sewer): Ocean Ridge Plantation Ph 5
Downstream Permit Number: WQ0022873
Page 1 of 6
FTSE 04-16

III. Certification Statement:
I Ann B.Hardy, County Manager certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the
receiving wastewater treatment facility and that the flow from this project is not anticipated to
cause any capacity related sanitary sewer overflows or overburden any downstream pump station
en route to the receiving treatment plant under normal circumstances,given the implementation of
the planned improvements identified in the planning assessment where applicable. This analysis
has been performed in accordance with local established policies and procedures using the best
available data. This certification applies to those items listed above in Sections I and II plus all
attached planning assessment addendums for which I am the responsible party. Signature of this
form indicates acceptance of this wastewater flow.
0J3,
/301/7
Signing Official Signature Date
Approved as to Form.
917-County Attorney
Page 2 of 6
FTSF 04-16

N (!}:a�cagey Mowed
Jennifer Williams - -- —
From: Amy Aycock <amy [e-mail]>
Sent Monday, November 6,2017 1:44 PM
To: Jennifer Williams
Subject: RE.Grinder pump station vent detail
Jennifer,
I am going to answer both questions in this email...
For the comment below,since this area is above the 100-yr flood elevation, detail S-13(A),which has this note,can be
ignored. After reviewing the note on the detail with Bill,it is written correctly-)that whichever is lower-either the
electrical meter base or the 100-year flood plain,we only want the vent to be 2'above the lower of the two
elevations. It is a little confusing, but that is how Public Utilities wanted it written....
To answer your second question,the county does not allow leakage,that is why we don't include the formula in the
specs.
Hopefully these will satisfactorily answer NCDEQ comments...
Please let me know if you need anything else.
Thanks,
Amy Aycock
Engineenng Project Manager
Brunswick County
Office 910-253-2407
Cell. 910-471-4049

Project Narrative & Calculations
For
Sewer Permitting
Subject:
Cameron Woods Phase 6B
(12 Multifamily Units)
Brunswick County,North Carolina
Prepared for:
Cameron Woods Development, LLC
,�,,•��,� C A RO
OQ`, ;FESS � o-
' 'SEAL
Date: 041 512
April 18 2018 s
Prepared by:
CAPE FEAR ENGINEERING, INC
151 Poole Road, Suite 100
Belville, NC 28451
[phone]

GENERAL:
Cameron Woods is a proposed community located at the intersection of Old Georgetown
Road (SR 1163) and Jenrette Road in Brunswick County, North Carolina.
This submittal includes improvements to serve 12 multifamily units (4 dwellings/unit, 3
bedrooms/dwelling) for a total of 48 units in Phase 6B of the development.
The proposed sewer force mains serving the lots mentioned above will tie into an existing
4-inch force main along Jenrette Road SW (SR 1981). Flow will go to a downstream
sewer system (WQCS00284) and will ultimately discharge at the Ocean Isle Beach
WWTP (WQ 0006085)
The proposed low pressure system for this section will consist of approximately 1,555 LF
of 2-inch force main
WASTEWATER PROJECTION:
The projected ultimate average flow from the proposed service connections is anticipated
to be 10,080 GPD. This is based on 12 multifamily units (4 dwellings/unit, 3
bedrooms/dwelling) each with wastewater flows of 840 GPD (210 GPD/dwelling).
SYSTEM DESIGN:
The low pressure sewer system has been designed such that at build-out a scour velocity
of 2 fps is achieved in all force main pipes and the total dynamic head does not exceed
maximum head requirements of the individual grinder pumps.
Additionally, the system has been designed such that all previously permitted low
pressure units are not adversely affected by the proposed additional units and that there is
sufficient capacity for future areas of planned development.
Included in this submittal is a design analysis by Crane Pumps & Systems showing that
the low pressure sewer system meets minimum NCDEQ design criteria.
TREATMENT FACILITY:
Currently the Ocean Isle Beach WWTP has the capacity to accept flow from Cameron
Woods Phase 6B.
OPERATION AND MAINTENANCE:
Brunswick County will be responsible for the operation and maintenance of the sanitary
sewer system

BANNES SUE SYSTEMS Models OGP-L
PRES 'R
Performance Curve
2HP, 345RPM, 60Hz
www.cranepumps corn
PS-093 Submersible Grinder Pumps
TOTAL HEAD
METERS FEET '
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Testing is performed with water,specific gravity 1 0 @ 68°F @(20°C),other fluids may vary performance
„,-...---------„t
t I I A
1 CRAN E i PUMPS & SYSTEMS SECTION
PAGE 3
e; DATE 3/07
A Crane Co Company USA [phone]•Canada [phone]•International-[phone] .

BARNES'
PRESSURE SYSTEMS
PRESSURE SEWER DESIGN ANALYSIS
FOR
CAMERON WOODS
NEAR
BRUNSWICK COUNTY, NC
PREPARED FOR:
CAPE FEAR ENGINEERING
151 Poole Road STE 100
Belville, NC 28451
ON BEHALF OF:
Pumps Parts & Services, Inc.
9325 Forsythe Park Drive
Charlotte, NC 28273
PREPARED BY:
Pressure Sewer Specialist
Crane Pumps&Systems
Crane Pumps &Systems, Inc , a Crane Co Company
3/30/2018

1.0 Introduction:
This design analysis examines the use of a low pressure sewer system for
Cameron Woods.
Careful review of the layout plans and profile for this parcel confirm that low
pressure sewer is definitely a cost effective alternative versus a conventional gravity
system. This approach is not only a technical solution, but also allows for many
economic/ cost advantages that can be realized by the Brunswick County.
2.0 System Analysis:
Based on the data below, furnished by Cape Fear Engineering, we have
performed a complete hydraulic analysis including branch and mainline pipe sizing.
This design analysis is based on using the EPA recommended rational method using
the simplified equation Q=AN+B. A detailed explanation of this formula is included with
this report. The actual model was analyzed with KY Pipe, the gold standard of
hydraulic modeling.
Data furnished to enable design analysis includes but not limited to:
• 210# GPD per connection
• 384 Connections
• SDR-21 Pipe Type
• 120C-Factor
• 1 Terminal end location at 11 PSI
• 1 Drawing
The pump recommended is capable of delivering 31 GPM against a total
dynamic head of 0 feet (0 PSIG) and 23 GPM against a total dynamic head of 150 feet
(65 PSIG). This pump is also capable of operating at negative total dynamic head
without overloading the motor, due to our design including an integral anti-siphon
valve.
Good engineering practice suggests the installation of cleanouts and
flushing connections, which typically are located at the end of each main, at all
intersections, and at sharp changes in directions as well. In line connections should be
placed at 800 to 1,000 foot intervals depending on terrain and system layout, as
recommended by the EPA
3.0 LPS Major components recommended:
• 384 Brunswick County engineered Units with OGP Pump
• 38,400 Linear feet of 1 '/2 " SDR-21 ( House laterals)
• 12,933 Linear feet of 2" SDR-21
• 2,906 Linear feet of 3" SDR-21
• 2,961 Linear feet of 4" SDR-21
• 2,126 Linear feet of 6" SDR-21
• 384 Lateral Valve Kits

* * * * * * * * * CRANg pumps & sysTras * * * * * * * * * *
HYDRAULIC ANALYSIS
FOR
CAMERON WOODS
BRUNSWICK COUNTY NC
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Date & Time: Thu Mar 30 10:39:54 2018
************************************************
SUMMARY OF ORIGINAL DATA
************************************************
UNITS SPECIFIED
FLOWRATE = gallons/minute
HEAD (HGL) = feet
PRESSURE = psig
PIPELINE DATA
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
PIPE NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR
NAME #1 #2 (ft) (in) COEFF. LOSS COEFF.
P-1 J-15 J-13 1031.19 3.15 120.0000 0.00
P-2 J-2 J-4 330.83 4 .05 120.0000 0.00
P-3 J-3 J-33 22.01 2.14 120.0000 0.00
P-4 J-4 J-6 659.10 4.05 120.0000 0.00
P-5 J-5 J-19 21.35 2.14 120.0000 0.00
P-6 J-6 J-9 574.84 4.05 120.0000 0.00
P-7 J-7 J-47 21.29 2.14 120.0000 0.00
P-8 J-8 J-46 26.48 2.14 120.0000 0.00
P-9 J-9 J-18 60.69 5.96 120.0000 0.00
P-10 J-10 J-35 18.46 2.14 120.0000 0.00
P-11 J-11 J-9 364 .10 3.15 120.0000 0.00
P-12 J-12 J-34 20.91 2.14 120.0000 0.00
P-13 J-14 J-39 39.36 2.14 120.0000 0.00
P-14 J-32 J-27 133.81 4.05 120.0000 0.00
P-15 J-1 J-42 22.02 2.14 120.0000 0.00
P-16 J-16 J-38 19.73 2.14 120.0000 0.00
P-17 J-13 J-32 423.57 4.05 120.0000 0.00
P-18 J-19 J-4 1603.04 2.14 120.0000 0.00
P-19 J-18 J-21 297.73 5.96 120.0000 0.00
P-20 J-20 J-36 35.58 2.14 120.0000 0.00
P-21 J-21 R-2 1768.04 5.96 120.0000 0.00
P-22 J-23 J-22 289.51 2.14 120.0000 0.00
P-23 J-22 J-21 189.17 3.15 120.0000 0.00

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O-Pump-13 ---- 37.00 37.00
R-2 ---- 56.00 81.40
O-Pump-6 ---- 46.00 39.00
O-Pump-9 ---- 44.00 37.00
O-Pump-2 ---- 22.00 22.00
O-Pump-3 ---- 23.00 23.00
0-Pump-10 ---- 41.00 41.00
0-Pump-11 ---- 41.00 41.00
O UTPUT OPTION DATA
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
MAXIMUM AND MINIMUM PRESSURES = 5
MAXIMUM AND MINIMUM VELOCITIES = 5
MAXIMUM AND MINIMUM HEAD LOSS/1000 = 5
S YSTEM CONFIGURATION
NUMBER OF PIPES (P) = 60
NUMBER OF END NODES (J) = 47
NUMBER OF PRIMARY LOOPS (L) = 0
NUMBER OF SUPPLY NODES (F) = 14
NUMBER OF SUPPLY ZONES (Z) = 1
Case: HYDRAULIC SAMPLE A
P IPELINE RESULTS
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
P IPE NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/
N AME #1 #2 LOSS LOSS VELO. 1000 1000
gpm ft ft ft/s ft/f ft/f
P-1 J-15 J-13 57.99 10.55 0.00 2.39 10.23 10.23
P-2 J-2 J-4 115.79 3.58 0.00 2.89 10.81 10 81
P-3 J-3 J-33 0.00 0.00 0.00 0.00 0.00 0.00
2-4 J-4 J-6 115.79 7.12 0.00 2.89 10.81 10.81
P-5 J-5 J-19 0.00 0.00 0.00 0.00 0 00 0.00
P-6 J-6 J-9 115.79 6.21 0.00 2.89 10.81 10.81
P-7 J-7 J-47 0.00 0.00 0.00 0.00 0.00 0.00
2-8 J-8 J-46 0.00 0.00 0.00 0.00 0.00 0.00
P-9 J-9 J-18 174.66 0 21 0.00 2.01 3.52 3.52
P-10 J-10 J-35 0 00 0 00 0.00 0.00 0.00 0.00
P-11 J-11 J-9 58.87 3.83 0.00 2.43 10.52 10.52
2-12 J-12 J-34 0 00 0.00 0.00 0.00 0.00 0.00
2-13 J-14 J-39 0.00 0.00 0.00 0.00 0.00 0.00
P-14 J-32 J-27 115.79 1.45 0.00 2.89 10.81 10.81
2-15 J-1 J-42 0.00 0.00 0.00 0.00 0.00 0.00
2-16 J-16 J-38 0.00 0.00 0.00 0.00 0.00 0.00
2-17 J-13 J-32 115.79 4.58 0.00 2.89 10.81 10.81
P-18 J-19 J-4 0.00 0.00 0.00 0.00 0.00 0.00
P-19 J-18 J-21 174.66 1.05 0.00 2.01 3.52 3.52

P-20 J-20 J-36 0.00 0.00 0.00 0.00 0.00 0.00
P-21 J-21 R-2 233.79 10.69 0.00 2.69 6.05 6.05
P-22 J-23 J-22 0.00 0.00 0.00 0 00 0.00 0.00
P-23 J-22 J-21 59.13 2.01 0.00 2.44 10.60 10.60
P-24 J-24 J-43 0.00 0.00 0.00 0.00 0.00 0.00
P-25 J-25 J-6 0.00 0.00 0.00 0.00 0.00 0.00
P-26 J-26 J-25 0.00 0.00 0.00 0.00 0.00 0.00
P-27 J-17 J-13 57.81 4.23 0.00 2.39 10.17 10.17
P-28 J-28 J-27 0.00 0.00 0.00 0.00 0.00 0.00
P-29 J-30 J-17 0.00 0.00 0.00 0.00 0.00 0.00
P-30 J-29 J-17 57.81 6.66 0.00 2.39 10.17 10.17
P-31 J-31 J-40 0.00 0.00 0.00 0.00 0.00 0.00
P-32 J-27 J-2 115.79 9.06 0.00 2.89 10.81 10.81
P-33 J-44 J-32 0.00 0.00 0.00 0.00 0.00 0.00
P-34 J-38 J-15 28.91 11.19 0.00 2.59 18.59 18.59
P-35 0-Pump-1 J-38 28.91 3.72 0.00 4.04 54.98 54 .98
P-36 J-39 J-15 29.08 1.61 0.00 2.60 18.80 18.80
P-37 0-Pump-5 J-19 0.00 0.00 0.00 0.00 0.00 0.00
P-38 J-33 J-2 0.00 0.00 0.00 0 00 0 00 0.00
P-39 0-Pump-6 J-33 0.00 0.00 0.00 0.00 0.00 0.00
P-40 J-34 J-11 29.44 22.83 0.00 2 64 19.23 19.23
P-41 O-Pump-7 J-34 29.44 3.03 0.00 4 12 56.87 56.87
P-42 J-35 J-11 29.43 21.91 0.00 2.64 19.21 19.21
P-43 0-Pump-8 J-35 29.43 5.36 0 00 4.11 56.82 56.82
P-44 J-36 J-18 0.00 0.00 0.00 0.00 0.00 0.00
P-45 0-Pump-9 J-36 0.00 0.00 0.00 0.00 0.00 0.00
P-46 J-37 J-22 59.13 2.65 0 00 2.44 10.60 10.60
P-47 0-Pump-2 J-39 29 08 3.30 0.00 4.07 55.58 55.58
P-48 J-40 J-29 28.58 24.31 0.00 2.56 18.21 18.21
P-49 0-Pump-3 J-40 28.58 5.24 0.00 4.00 53.83 53.83
P-50 J-42 J-29 29.22 1.23 0.00 2.62 18.97 18.97
P-51 0-Pump-4 J-42 29.22 5.06 0.00 4.09 56.10 56.10
P-52 J-43 J-37 29.57 7.17 0.00 2.65 19.39 19.39
P-53 0-Pump-10 J-43 29.57 4.96 0.00 4.13 57.34 57.34
P-54 J-45 J-37 29.56 7.57 0.00 2.65 19 38 19.38
P-55 0-Pump-11 J-45 29.56 5.77 0.00 4.13 57.29 57 29
P-56 J-46 J-25 0.00 0.00 0.00 0.00 0.00 0.00
P-57 0-Pump-12 J-46 0.00 0.00 0 00 0.00 0.00 0.00
P-58 J-41 J-45 0.00 0.00 0.00 0.00 0.00 0.00
P-59 J-47 J-6 0.00 0.00 0.00 0.00 0.00 0.00
P-60 O-Pump-13 J-47 0.00 0.00 0.00 0.00 0.00 0.00
NODE RESULTS
NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE
NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
gpm ft ft ft psi
J-1 0.00 137.47 47.00 90.47 39.20
J-2 0.00 110.26 46.00 64.26 27.85
J-3 0.00 110.26 46.00 64 .26 27.85
J-4 0.00 106.69 44.00 62.69 27.16
J-5 0.00 106. 69 45.00 61.69 26.73
J-6 0.00 99.56 44.00 55.56 24 .08
J-7 0.00 99.56 44.00 55.56 24.08
J-8 0.00 99.56 46.00 53.56 23.21
J-9 0.00 93.35 47.00 46.35 20.09
J-10 0.00 119.09 49.00 70.09 30.37

J-11 0.00 97.18 49.00 48.18 20.88
J-12 0.00 120.01 49.00 71.01 30.77
J-13 0.00 125.35 34 .00 91.35 39.58
J-14 0.00 137.50 29.00 108.50 47.02
J-15 0.00 135.89 26.50 109.39 47.40
J-16 0.00 147.08 27.00 120.08 52.04
J-17 0.00 129.58 43.50 86.08 37.30
J-18 0.00 93.14 47.00 46.14 19.99
J-19 0.00 106.69 45.00 61.69 26.73
J-20 0.00 93.14 44.00 49.14 21.29
J-21 0.00 92.09 48.00 44 .09 19.11
J-22 0.00 94.10 48.50 45.60 19.76
J-23 0.00 94 .10 48.00 46.10 19.97
J-24 0.00 103.91 48.50 55.41 24 .01
J-25 0.00 99.56 50.00 49.56 21.48
J-26 0.00 99 56 46.00 53.56 23.21
J-27 0.00 119.32 48 .00 71.32 30.91
J-28 0.00 119.32 38.00 81.32 35 24
J-29 0.00 136.24 47 .00 89.24 38.67
J-30 0.00 129.58 28 .00 101.58 44.02
J-31 0.00 160.55 30.00 130.55 56.57
J-32 0.00 120.77 48.00 72.77 31.53
J-33 0.00 110.26 46.00 64.26 27.85
J-34 0.00 120.01 49.00 71.01 30.77
J-35 0.00 119.09 49.00 70.09 30.37
J-36 0.00 93.14 44 .00 49.14 21.29
J-37 0.00 96.75 48.50 48.25 20.91
J-38 0.00 147.08 27 .00 120.08 52.04
J-39 0.00 137.50 29.00 108.50 47.02
J-40 0.00 160.55 30.00 130.55 56.57
J-41 0.00 104 .32 48.00 56.32 24 .41
J-42 0.00 137.47 47 .00 90.47 39.20
J-43 0.00 103.91 48.00 55.91 24 .23
J-44 0.00 120.77 38.00 82.77 35.87
J-45 0.00 104 .32 48.00 56.32 24 .41
J-46 0.00 99.56 46.00 53.56 23.21
J-47 0.00 99.56 44 .00 55.56 24.08
0-Pump-1 ---- 150.80 20.00 130.80 56.68
0-Pump-4 ---- 142.53 40.00 102.53 44 .43
0-Pump-5 ---- 106.69 45.00 61.69 26.73
0-Pump-7 ---- 123.04 49.00 74 .04 32.08
0-Pump-8 ---- 124.45 49.00 75.45 32.70
0-Pump-12 ---- 99.56 39.00 60.56 26.24
0-Pump-13 ---- 99.56 37.00 62.56 27.11
R-2 ---- 81.40 56.00 25.40 11.01
0-Pump-6 ---- 110.26 46.00 64 .26 27.85
0-Pump-9 ---- 93.14 44 .00 49.14 21.29
0-Pump-2 ---- 140.80 22.00 118.80 51.48
0-Pump-3 ---- 165.79 23.00 142.79 61.88
0-Pump-10 ---- 108.88 41.00 67.88 29.41
0-Pump-11 ---- 110.09 41.00 69.09 29.94

MAXIMUM AND MINIMUM VALUES y6
tki 4 mfix
scow woc,rns.g
VELOCITIES ' _
PIPE MAXIMUM PIPE MINIMUM
NUMBER VELOCITY NUMBER VELOCITY =
(ft/s) (ft/s)
P-53 4.13 P-9 2.01
P-55 4.13 P-19 2.01
P-41 4 12 P-27 2.39
P-43 4.11 P-30 2.39
P-51 4.09 P-1 2.39
SUMMARY OF INFLOWS AND OUTFLOWS
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE FLOWRATE NODE
NAME gpm TITLE
Pump-1 28.91
Pump-2 29.08
Pump-3 28.58
Pump-4 29.22
Pump-7 29.44
Pump-8 29.43
Pump-10 29.57
Pump-11 29.56
R-2 -233.79
NET SYSTEM INFLOW = 233.79
NET SYSTEM OUTFLOW = -233.79
NET SYSTEM DEMAND = 0.00
***** HYDRAULIC SAMPLE A ANALYSIS COMPLETED *****
Case: HYDRAULIC SAMPLE B
PIPELINE PESULTS
STATUS CODE• XX -CLOSED PIPE CV -CHECK VALVE
PIPE NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/
NAME #1 #2 LOSS LOSS VELO 1000 1000
gpm ft ft ft/s ft/f ft/f
P-1 J-15 J-13 57.04 10.23 0.00 2.35 9.92 9.92
P-2 J-2 J-4 139 10 5.02 0 00 3.47 15.18 15.18
P-3 J-3 J-33 0.00 0 00 0.00 0.00 0.00 0.00
P-4 J-4 J-6 168.13 14.21 0.00 4.19 21.56 21.56
P-5 J-5 J-19 0.00 0.00 0.00 0.00 0.00 0.00

9-6 J-6 J-9 197.33 16.67 0.00 4.92 29.00 29.00
9-7 J-7 J-47 0.00 0.00 0.00 0.00 0.00 0.00
P-8 J-8 J-46 0.00 0.00 0.00 0.00 0.00 0.00
9-9 J-9 J-18 197.33 0.27 0.00 2.27 4.42 4.42
P-10 J-10 J-35 0.00 0.00 0.00 0.00 0.00 0.00
P-11 J-11 J-9 0.00 0.00 0.00 0.00 0.00 0.00
9-12 J-12 J-34 0.00 0.00 0.00 0.00 0.00 0.00
9-13 J-14 J-39 0.00 0.00 0.00 0.00 0.00 0.00
9-14 J-32 J-27 109.99 1.31 0.00 2.74 9.82 9.82
P-15 J-1 J-42 0.00 0.00 0.00 0.00 0.00 0.00
9-16 J-16 J-38 0.00 0.00 0.00 0.00 0.00 0.00
9-17 J-13 J-32 109.99 4.16 0.00 2.74 9.82 9.82
9-18 J-19 J-4 29.04 30.05 0.00 2.60 18 75 18.75
9-19 J-18 J-21 226.86 1.70 0.00 2.61 5.72 5.72
9-20 J-20 J-36 0.00 0.00 0.00 0.00 0.00 0.00
P-21 J-21 R-2 226.86 10.11 0 00 2.61 5.72 5.72
9-22 J-23 J-22 0.00 0.00 0.00 0.00 0.00 0.00
9-23 J-22 J-21 0.00 0.00 0.00 0.00 0.00 0.00
P-24 J-24 J-43 0.00 0.00 0.00 0.00 0.00 0.00
9-25 J-25 J-6 29.20 4.32 0.00 2.62 18.94 18.94
9-26 J-26 J-25 0.00 0.00 0.00 0.00 0.00 0.00
P-27 J-17 J-13 52.95 3.60 0.00 2.19 8.64 8.64
9-28 J-28 J-27 0.00 0.00 0.00 0.00 0.00 0.00
9-29 J-30 J-17 0.00 0.00 0 00 0.00 0.00 0.00
9-30 J-29 J-17 52.95 5.66 0.00 2.19 8.64 8.64
9-31 J-31 J-40 0.00 0.00 0.00 0.00 0.00 0.00
9-32 J-27 J-2 109.99 8.24 0.00 2.74 9.82 9.82
9-33 J-44 J-32 0.00 0.00 0.00 0.00 0.00 0.00
P-34 J-38 J-15 28.24 10.72 0 00 2.53 17.80 17.80
P-35 0-Pump-1 J-38 28.24 3.56 0 00 3.95 52.65 52.65
9-36 J-39 J-15 28.80 1.59 0.00 2.58 18.46 18.46
P-37 0-Pump-5 J-19 29.04 5.77 0.00 4.06 55.44 55.44
P-38 J-33 J-2 29.11 20.28 0.00 2.61 18.83 18.83
9-39 0-Pump-6 J-33 29.11 5.36 0.00 4.07 55.69 55.69
P-40 J-34 J-11 0.00 0.00 0 00 0.00 0.00 0.00
P-41 0-Pump-7 J-34 0.00 0.00 0.00 0.00 0.00 0.00
9-42 J-35 J-i1 0 00 0.00 0.00 0.00 0.00 0 00
P-43 0-Pump-8 J-35 0.00 0.00 0.00 0.00 0.00 0.00
9-44 J-36 J-18 29 53 11.56 0.00 2.65 19.34 19.34
9-45 0-Pump-9 J-36 29.53 3.96 0.00 4.13 57.20 57.20
9-46 J-37 J-22 0.00 0.00 0.00 0.00 0.00 0.00
9-47 0-Pump-2 J-39 28.80 3.24 0.00 4.03 54.59 54.59
9-48 J-40 J-29 23.87 17.42 0.00 2.14 13.04 13.04
P-49 0-Pump-3 J-40 23 87 3.75 0.00 3.34 38.57 38.57
P-50 J-42 J-29 29 08 1.22 0.00 2.61 18.80 18.80
9-51 0-Pump-4 J-42 29 08 5.01 0.00 4.07 55.59 55.59
P-52 J-43 J-37 0.00 0.00 0.00 0.00 0.00 0.00
9-53 0-Pump-10 J-43 0.00 0 00 0.00 0.00 0.00 0.00
9-54 J-45 J-37 0.00 0.00 0 00 0.00 0.00 0.00
P-55 0-Pump-11 J-45 0.00 0 00 0.00 0.00 0.00 0.00
9-56 J-46 J-25 29 20 22 69 0.00 2.62 18.94 18 94
P-57 0-Pump-12 J-46 29.20 7.17 0.00 4.08 56.00 56 00
9-58 J-41 J-45 0.00 0.00 0.00 0.00 0.00 0.00
P-59 J-47 J-6 0.00 0.00 0.00 0.00 0 00 0 00
9-60 0-Pump-13 J-47 0.00 0.00 0.00 0.00 0.00 0.00

NODE RESULTS
NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE
NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
gpm ft ft ft psi
J-1 0.00 153.58 47.00 106.58 46.18
J-2 0.00 129.38 46.00 83.38 36.13
J-3 0.00 149.67 46.00 103.67 44 .92
J-4 0.00 124 .36 44.00 80.36 34 .82
J-5 0.00 154 42 45.00 109.42 47 .41
J-6 0.00 110.15 44 .00 66.15 28.67
J-7 0.00 110.15 44.00 66.15 28.67
J-8 0.00 137.16 46.00 91.16 39.50
J-9 0 00 93.48 47.00 46.48 20.14
J-10 0.00 93.48 49.00 44 .48 19.28
J-11 0.00 93.48 49.00 44 .48 19.28
J-12 0.00 93.48 49.00 44 .48 19.28
J-13 0.00 143.10 34 .00 109.10 47.28
J-14 0.00 154 .91 29.00 125.91 54.56
J-15 0.00 153.33 26.50 126.83 54 .96
J-16 0.00 164.04 27.00 137.04 59.39
J-17 0.00 146.70 43.50 103.20 44 .72
J-18 0.00 93.21 47.00 46.21 20.03
J-19 0.00 154 .42 45.00 109.42 47 .41
J-20 0.00 104 .77 44.00 60.77 26.33
J-21 0.00 91.51 48.00 43.51 18.85
J-22 0.00 91.51 48.50 43.01 18 .64
J-23 0.00 91.51 48.00 43.51 18.85
J-24 0.00 91.51 48 50 43.01 18.64
J-25 0.00 114.47 50.00 64 .47 27. 94
J-26 0.00 114.47 46.00 68.47 29.67
J-27 0.00 137.62 48.00 89.62 38.84
J-28 0.00 137.62 38.00 99.62 43.17
J-29 0.00 152.36 47.00 105.36 45.66
J-30 0.00 146.70 28.00 118.70 51.43
J-31 0.00 169.78 30.00 139.78 60.57
J-32 0.00 138.94 48.00 90.94 39.41
J-33 0.00 149.67 46.00 103.67 44 .92
J-34 0.00 93.48 49.00 44.48 19.28
J-35 0.00 93.48 49.00 44.48 19.28
J-36 0.00 104 .77 44 .00 60.77 26.33
J-37 0.00 91.51 48.50 43.01 18.64
J-38 0.00 164 .04 27.00 137.04 59.39
J-39 0.00 154.91 29.00 125.91 54 .56
J-40 0.00 169.78 30.00 139.78 60.57
J-41 0.00 91.51 48.00 43.51 18.85
J-42 0.00 153.58 47.00 106.58 46.18
J-43 0.00 91.51 48.00 43.51 18.85
J-44 0.00 138.94 38.00 100.94 43.74
J-45 0.00 91.51 48.00 43.51 18.85
J-46 0.00 137.16 46.00 91.16 39.50
J-47 0.00 110.15 44.00 66.15 28.67
0-Pump-1 ---- 167.60 20.00 147.60 63.96
O-Pump-4 ---- 158.59 40.00 118.59 51.39
O-Pump-5 ---- 160.19 45.00 115.19 49.91
O-Pump-7 ---- 93.48 49.00 44 .48 19.28
0-Pump-8 ---- 93.48 49.00 44.48 19.28
O-Pump-12 ---- 144.34 39.00 105.34 45. 65
O-Pump-13 ---- 110.15 37.00 73.15 31.70

R-2 ---- 81.40 56.00 25.40 11.01
O-Pump-6 ---- 155.03 46.00 109.03 47 .25
O-Pump-9 ---- 108.73 44.00 64 .73 28.05
0-Pump-2 ---- 158.15 22.00 136.15 59.00
0-Pump-3 ---- 173.53 23.00 150.53 65.23
O-Pump-10 ---- 91.51 41.00 50.51 21.89
0-Pump-11 ---- 91.51 41.00 50.51 21.89
MAXIMUM AND MINIMUM VALUES Ail
VELOCITIES
1Ce'1 1 4 ES
PIPE MAXIMUM PIPE MINIMUM
NUMBER VELOCITY NUMBER VELOCITY
(ft/s) (ft/s)
P-6 4 .92 P-48 2.14
P-4 4 .19 P-27 2.19
P-45 4.13 P-30 2.19
P-57 4.08 P-9 2.27
P-39 4.07 P-1 2.35
SUMMARY OF INFLOWS AND OUTFLOWS
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE FLOWRATE NODE
NAME gpm TITLE
Pump-1 28.24
Pump-2 28 .80
Pump-3 23.87
Pump-4 29.08
Pump-5 29.04
Pump-6 29.11
Pump-9 29.53
Pump-12 29.20
R-2 -226.86
NET SYSTEM INFLOW = 226.86
NET SYSTEM OUTFLOW = -226.86
NET SYSTEM DEMAND = 0.00
***** HYDRAULIC SAMPLE B ANALYSIS COMPLETED *****

CRANE
PUMPS & SYSTEMS
1,1
Pressure Systems D
How does Crane determine design Flow
There are various equations, charts, and formulas that exist when trying to
determine design flow in a low pressure sewer system.
In addition, local departments of environmental regulations may offer site
specific guidelines when determining design flow.
EPA recognizes the following formula as it "has almost exclusively become
the accepted method of practice."
Q=AN+B
EPA Manual 625/1-91/024
Where Q=Predicted Flow,
A=coefficient selected by engineer ( typically .5)
B=Factor selected by engineer( typically 20)
N=Number of EDUs or lots

CAMERON WOODS
PIPE TABLES
2 FPS
TABLE 1
PVC SDR 21
(IPS) (200 PSI)
EDU = 210 A = 0.525 B= 25
NOMINAL NOMINAL
PIPE Effective PIPE Volume
SIZE Diameter 1 GPM @ SIZE EDU's @ per 100 Ft.
(inches) (Inches) I 2 FPS (inches) 2 FPS (Gallons)
1 .00 1 .1814 7 1 .00 1 5.69
1 .25 1 .4925 11 1 .25 1 9.09
1 .50 1 .7092 14 1 .50 1 11 .92
2.00 2.1354 22 2.00 1 18.60
2.50 2.5846 33 2.50 15 27.25
3.00 3.1460 48 3.00 45 40.38
4.00 4.0463 80 4.00 105 66.80
5.00 5.0012 122 5.00 186 102.04
6.00 5.9551 174 6.00 283 144.68
8.00 7.7558 294 8.00 513 245.40
10.00 9.6667 457 10.00 824 381 .23
12.00 11 .4653 644 12.00 1 ,178 536.29

CAMERON WOODS
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PUMPS&SYSTEMS _ _____:_---.--------------N' 27(---61 q
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PIPE SCHEMATIC / <_3
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GPD=210 :C FACTOR= 120 :PIPE�MAT'L=SDR-21 (� i �s� ® 912

CAMERON WOODS
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PIPE NAMES �N ® <=4
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•
CAMERON WOODS
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ii GRA
PUMPS 14 SYSTEMS kjoh ` • _ r-
-
NODE NAMES _ - � 12'ji / r ci <=4
( ( <_'S
,� (� c © _8
Q=,AN*B L)(� J J `-� <=19
A=.525 :B=25 :N=384 : 4=226.5 GPM �J <=12
GPD=210 :'C FACTOR= 120 :PIPE tMAT�1=SBR-21 (� �� © '12

CAMERON WOODS
-233.8
0
Ir"': r 4 29.6
`
4
l' 3
,ie
29.9 '��� 1 � 29.6
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r
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7
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r (
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,'CRANE i gm <=125
-- --- ____hi ® <=1 5
PUMPS&SYSTEMS 28'6 ® <=2
<=25
HYDRAULIC SAMPLE A Q <=3
CONNECTION'POINT RR-2 AT 11 PSI <=4
PUMPS OPERATING 1,2,3,4,7;8,18,AND 11 11 <=6
11 <=8
Q=ATS+B C= <=10
A=.525 :,B=25 :IN=384 : Q=226.6 GPM 1 _=12
GPD=210 :C FACTOR= 120 :PIPE.P.7AT'L=SDR-21 >12
t

•
CAMERON WOODS -
-226.9
0
0
il � �""�'"��,�,,.- 029.5
C.
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fj-
n' ` +* 29
.
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29.1
•
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sY. �
28.2
28.8
f - i 'Pipe Diameter
MIIII <=05
GRAN E MO <=1.25
„ ® <=15
9 <=2
PUMPS&SYSTEMS
( '- <=2 5
HYDRAULIC SAMPLE B O <_3
CONNECTION POINT R-2 AT 11 PSI ® <=4
PUMPS OPERATING 1,2,3,4,5,6,9,AND 12 = <=o
<=8
Q=AN+B = <=10
A=.525 :B=25 :N=384 : Q=226.6 GPM @EN <=12
® •-12
GPD=210 :C FACTOR= 120 :PIPE f:7AT'L=SDR-21