WQ0004230_Engineering Plans_20240708

DocuSign Envelope ID:64CE46B9-846049F1-BAA8-61516502162C
CERIFFICATION CHECKLIST
To be completed by the certifying engineer prior to operation of the permitted sewers,per 15A NCAC 02T.0116,
Certifying Engineer:_ Jeffrey Ray, PE A 4 17 2024
Certification Review Date: Aril 15,2024
Project Name: Crescent Mills PS & FM f
wqoo 43434 Project county: Johnston County
1) Has permittee Information changed since the permit was Issued(or last modified):change of mailing address,
change of ownership,transfer from developer to HOA/POA,etc. ❑Yes ®No
• If yes,please provide either a change of ownership form or new contact Information.Note that transfer of
permits from the developer to the HOA/POA must occur with the first certification.
2) Have the as-built drawings have been signed,sealed,and dated by an N.C.PE? ® Yes ❑ No
3) Final Engineering certification? ® Yes ❑No
• If Partial Engineering certification, provide detailed narrative Including what Is being certified in the current
phase,what was previously certified(if applicable),and what Is left to be certified.
4) Adequate Information related to sewer lines: ® Yes ❑ No ❑ N/A
• Three feet minimum cover has been provided for ail sewers unless ferrous pipe was Installed.
• Minimum diameters for gravity sewers are 8-Inches for public lines and 6-Inches for private lines.
• Manholes have been installed:At the end of each line,at all changes In grade,size,or alignment,at all
Intersections,and at distances not greater than 425 feet;minimum diameter shall be 4 feet(48-inches).
5) Adequate information related to pump stations: ® Yes ❑ No ❑N/A
• Ensure power reliability option was selected per 15A NCAC 02T.03a5(h).
6) Was project construction completed in accordance with all of the following: ® Yes ❑ No ❑ N/A
• 15A NCAC 02T,Minimum Design Criteria IMDC)for the Permitting of Gravity Sewers(latest version),and MDC
for the Permitting of Pumn Stations and Force Mains(latest version)?
If not,a variance approval Is required In accordance with 15A NCAC 02T,0105(b),prior to certification and operation.
• Contact the Central Office to discuss the variance to determine a course of action.
• Applicant must submit two copies of the variance request form,plans,specifications,calculations,and any other
pertinent Information to the Central Office(one hard copy,one digital copy),
• The central office will review the variance request, and if approvable,specific language regarding the variance
will be Incorporated into the permit,either via a special condition or a supplementary letter.A copy of the
reissued permit with variance language or the variance letter must be maintained with the original documents.
7) Does the project contains high priority lines(15A NCAC 02T:0402(2))? ❑ Yes ® No
• If yes,ensure that the permit already contains the necessary condition related to high priority lines 15A NCAC
02T.0403 (a)(5).If the permit does not Include this language,the Fast Track reviewer will reissue the permit with
the appropriate language.
8) Are Permit modifications are required for any changes resulting In non-compllance with this permit(including but not
limited to pipe length changes of 10%or greater,change in flow,pump station design capacity design change of 5%or
greater,and/or change in the number/type of connections)? ❑ Yes ® No
• If yes,a permit modification request must be submitted to the appropriate Regional Office,and a modified
permit with revised certification must be issued prior to certification and operation.
North Carolina Department of Environmental Qualityl D"lon of Water Resources
Raleigh Regional Officel 1628 Man Service Center,Raleigh,NC 27699.1528
Phyelcal Address: 3800 Barrett Drive.Raleigh,NC 27609 M-791-4200

TRANSMITTAL
Highfill Infrastructure Engineering,P.C.
2703 Jones Franklin Road,Suite 201
H I G H F I L L Cary,North Carolina 27518
Tel [phone] � NC Firm License No.C5
To: Reviewer Copies:
NCDEQ Raleigh Regional Office �1r'^ .)24
3800 Barrett Drive
Raleigh, NC 27609 al�:� <<� '.egtoi-- 10 rice
Date: April 17,2024 N Dep'i of L„';_rCSt�;: ,7ial Q,ua
From: Jeffrey Ray, PE Proj.No.: GCO2101
ASH2201 APR 17 2024
Subject: Crescent Mills PS& FM
Engineer's Certification Package, NCDEQ Permit No.WQ0043434 ,kIP1h cg 0n`ti Q cICC
WE ARE SENDING YOU:
®Attached ❑Shop Drawings ❑Samples
COPIES DATE NO. DESCRIPTION
1 Engineer's Certification
1 Certification Checklist
1 Calculations Package
1 Record Drawings
COMMENTS:
Engineering is our profession.Service is our passion.

Design Package
Project: Crescent Mills PS & FM
Owner:Johnston County APR 1 2024
By:Jeffrey Ray, PE at Highfill Infrastructure Engineering, PC
Date: 01/25/2024
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Table of Contents A'. 0
1. System Curve Calculator lk
2. System Curve Plot 286 -
3. Wet Well Calculations lL•Zy:
4. Submergence %��JFFFREY R�y,•`�`�•
5. Selected Pump—Pump Curve ffff1fiil,j1111�1`
SEAL NOT VALID UNLESS SIGNED AND DATED
Design Notes:
Basis of Design was submitted to Johnston County dated January 11, 2022. Design notes below
are provided from the technical memorandum.
The CMPS is designed to accommodate flows from the entire Crescent Mills development.
However, the basin build-out flow rate will be utilized to size certain permanent infrastructure
to facilitate future development.These items include wet well size, force main size, and
buried/permanent electrical infrastructure.
Table 2.1—Design Flows
Condition • a •D . •D Design Pumping
Development 274,240* 685,600 500 (rounded)
Basin Build-Out 570,661 1,426,653 1,000
*The development has an initial (Phase 1) approved flow of 64,640 GPD.

1. System Curve Calculator

SYSTEM CURVE CALCULATOR
PROJECT Crescent Mills PS and FM
FOR Johnston County
PROJECT# GCO2101
PUMP SYSTEM 1 Pump Running for Crescent Mills Development Flows(SW GPM)
CALC.BY JBR
DATE 1/5/2022
FILENAME N:ICAAY{OarolPra(etutAtliron W00dAk5H2201 gV"07101_Syftt-cww_saocM]at FM MPAISTA 21.Z5-d-)C kLd tw
DESIGN PUMPING RATE A64.34
GPM
MAX.DISCH.WATER SURF.ELEV. FT. MIN.DISCH,WATER SURF.ELEV. 238.34 FT.
MIN.SUCTION WATER SURF.ELEV. FT. MAX.SUCTION WATER SURF.ELEV. 177 FT.
MAXIMUM STATIC HEAD FT. MINIMUM STATIC HEAD 61.34 FT.
LENGTH OF TOT. VELOCITY HEAD HEAD
ITEM DIA. OR QTY, COEFF.1 CDEFF.2 FLOW FLOW VEt HEAD LOSS L Loss 2
(IN) (FT) (C or K) (C or K) (GPM) (FPS) (FT) (m (FT)
90 BEND 4 1 0.3 n/a 100 500.00 12.77 2.53 0.76 0.76
REDUCER 10 6 4 0.70 100 500.00 12.77 2.04 1.73 1.73
PIPE(H/W EQUATION) 10 25 125 100 100 500.00 2.04 0.06 0.05 D.07
90 BEND 10 1 0.3 n/a 100 500.00 2.04 0.06 0.02 0.02
REDUCER 10 12 8 0.28 100 500.00 3.19 2.04 0.03 0.03
PIPE{H/WEQUATION) 10 70 125 100 100 500.00 2.04 0.06 0.13 0.20
SWINGCHECKVALVE 10 1 1.9 n/a 100 500.00 2.04 0.06 0,12 0.12
45 BEND 10 3 0.2 n/a 100 500.00 2.04 0.06 0.04 0.04
90 BEND 10 2 0.3 n/a 100 500.00 2.04 0.06 0.04 0.04
TEE BRANCH TO LINE 10 2 1 n/a 100 S00.00 2.04 0.06 0.13 0.13
TEE STRAIGHT THRU 10 2 0.2 n/a 100 500.00 2.04 0.06 0.03 0.03
GATE VALVE 10 3 0.2 n/a 100 500.D0 2.04 0.06 0,04 0.04
PLUG VALVE 10 1 1 n/a 100 500.DO 2.04 0.06 0.06 0.06
45 BEND 10 4 0.2 n/a 100 500.00 2.04 0.06 C.0S 0.05
PIPE(H/W EQUATION) 10 910 140 120 100 500.D0 2.04 0.06 1.36 1.81
45 BEND 10 2 0.2 n/a 1DO 500.00 2.04 0.06 0.03 0.03
TOT.FRICTION HEAD(IFT)l 4.61 1 5.15
At SDO GPM,the controlling high point Is located at STA 02+00 jTDH HIGH(FT) 68.9S 69.49
Elevation of pipe at STA.02+00 Is 238.34. JTDH LOW(FT) 65.95 66.49
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2. System Curve Plot

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3. Wet Well Calculations
• Page 1:Wet Well Designed for the Build-Out Flow rate of 1,000 GPM
• Page 2:Wet Well parameters based on Crescent Mills Flows(500 GPM)
• Page 3:Wet Well parameters based on ADF of Phase 1 Flow (64,640 GPD)

HIGHFILL INFRASTRUCTURE ENGINEERING,PC
PUMP STATION CALCULATIONS
PROJ:Crescent Mills Development After running calculations for 500 GPM pumping rate for the entire
FOR:Johnston Coun Crescent Mills Development, separate calcuations below show the"Phase
BY:JBR
DATE:8/30/2021 1"approved ADF for the temporary flows to Little Poplar Crk PS.
1. PUMP SIZE
(remaining Capacity)
AVG DAILY FLOW: 64,640 GPD= 44.9 GPM (calculations attached)
PEAKING FACTOR: 2.5 (calculations attached)
PEAK FLOW: 161.600 GPD= 112.2 GPM (pumping capacity req'd)
PUMPING CAPACITY TO USE: 500 GPM
FORCE MAIN SIZE: 10 INCHES
CHECK FM VELOCITY: 2.0 FPS (2.0 fps,minimum)
2. WETWELL VOLUME
AVG DAILY FLOW: 44.9 GPM
DESIGN CYCLES/HOUR: 2.1 (must be between 2 and B at AD flow)
CYCLE TIME: 28.6 MIN
VOL: 1168 GALLONS (per Section 2.D4 equation,NCDERN PS Guidance Manual)
WETWELL CIA: 10 FT
UNIT VOLUME: 587.5GAUFT CURRENT DESIGN WITH
RECYD STORAGE DEPTH: 1.99 FEET CURRENT APPROVED FLOWS
3. CHECK CYCLE TIME
FILL TIME: 26.0 MIN
PUMP RUN TIME: 2.3 MIN Total Run Tim
OVERRUN 1: 0.2 MIN 2.6 Min
OVERRUN 2: 0.0 MIN 500 GPM
TIME FOR ONE CYCLE: 28.6 MIN 1282 Gallons transferred
CYCLES PER HOUR: 2.1 CY/HR
4. EMERGENCY STORAGE AVAILABLE
PUMP ON ELEV: 176.00 FT
OVERFLOW ELEV: 200.50 FT
WETWELL UNIT VOL: 587.5 GAUFT
STORAGE VOL AVAIL: 14393 GAL
AD FLOW: 45 GPM
RESPONSE TIME AVAIL: 5.3 HOURS
RESPONSE TIME NEEDED: 0 HOURS
CHECK: OK
5. PUMP STATION KEY ELEVATIONS GRADE
TOP WETWELL: 200.50 FT
GRADE: 200.00 FT
INV.IN: 179.50 FT INV IN
HIGH ALARM: 177.00 FT 6.00 inches above both pumps on HIGH ALARM
BOTH PUMPS ON: 176.50 FT 6.00 Inches above lead pump on LAG ON
LEAD PUMP ON: 176.00 FT 24.00 inches above pumps off LEAD ON
PUMPS OFF: 174.00 FT 48.00 Inches above suction of pump BOTH OFF
SUCTION OF PUMP: 170.00 FT 6.00 inches above bat.invert SUCT PUMP
INV.OF WETWELL: 169.50 FT W.WELL NVERT
TOP OF WW TO W.WELL INVERT: 31.00 FT SCNHMAT&

HIGHFILL INFRASTRUCTURE ENGINEERING,PC
PUMP STATION CALCULATIONS
PROJ:Crescent Mills PS and FM Wet Well is designed for the build-out flow rate of 1000 GPM.Starts set at
FOR:MCADAMS the maximum 8 starts per hour and submergence based on 4-inch inlet.
BY:JBR
DATE: 1 011 3120 21 Calculations below set the overal depth and size of wet well.
1. PUMP SIZE
AVG DAILY FLOW: 570,661 GPD- 396.3 GPM (ca:culations attached)
PEAKING FACTOR: 2.5 (ca culations attached)
PEAK FLOW: 1,426.653 GPD= 990.7 GPM (pumping capac'ty req'd)
PUMPING CAPACITY TO USE: 1000 GPM
FORCE MAIN SIZE: 10 INCHES
CHECK FM VELOCITY: 4A FPS (2 0 fps,minimum)
2. WETWELL VOLUME
AVG DAILY FLOW: 396.3 GPM
DESIGN CYCLESIHOUR: 8 (must be between 2 and 8 at AD flow)
CYCLE TIME: 7.5 MIN
VOL: 1794 GALLONS (per Section 2.04 equation,NCDERN PS Guidance Manual)
WETWELL DIA: 10 FT
UNIT VOLUME: 587.5GAUFT FUTURE CONDITION
REQ'D STORAGE DEPTH: 3.05 FEET
3. CHECK CYCLE TIME
FILL TIME: 4.5 MIN
PUMP RUN TIME: 1.8 MIN
OVERRUN II: 0.7 MIN
OVERRUN 2: 0.3 MIN
TIME FOR ONE CYCLE: 7.3 MIN
CYCLES PER HOUR: 8.2 CY/HR
4. EMERGENCY STORAGE AVAILABLE
PUMP ON ELEV: 177.50 FT
OVERFLOW ELEV: 200.50 FT
WETWELL UNIT VOL: 587.5 GALIFT
STORAGE VOL AVAIL: 13512 GAL
AD FLOW: 396 GPM
RESPONSE TIME AVAIL: 0,6 HOURS
RESPONSE TIME NEEDED: 0 HOURS
CHECK: OK
'Support ng calcs for submergence provided in separate calculations._
S. PUMP STATION KEY ELEVATIONS GRADE
TOP WETWELL: 20C.50 FT
GRADE: 200.00 FT
INV.IN: 179.50 FT INV IN
HIGH ALARM: 179.00 FT 6 00 inches below Inv.In HIGH ALARM
BOTH PUMPS ON: 178.50 FT 6.00 inches below h gh alarm LAG ON
LEAD PUMP ON: 177.5C F i 12.00 Inches below both pumps on LEAD ON
PUMPS OFF: 174.00 FT 42.00 inches below lead pump on BOTH OFF
SUCTION OF PUMP: 170 00 FT 48.00 inches below pumps off SUCT PUMP
INV.OF WETWELL: 1%50 FT 6.00 inches below bot.sucton pipe w.wELLINVERT
TOP OF wW TO W.WELL INVERT: 31 OC FT SCHEMATIC

4. Submergence

HIGHFILL INFRASTRUCYURE ENGINEERING,PC
PUMP STATION CALCULATIONS-NPSH AND OPERATING RANGE
PROI: Crescent Mills Development
FOR:Johnston County
BY:JBR
DATE: 8/30/2021
unless noted otherwise,design guide references ore from"Pump Station Design",by Sonks et a),3rd edition
Wet well Design l0 12.31
no free fall of inlet water
horizontal velocity at suction should be<=1 fps
space intakes at 2.50 where D=Intake bell diameter
size Intake bells with max.entrance velocity of 4.5-5.0 fps at Q for lowest TDH condition
for multiple intakes in aline along a wall with Q>5000 gpm,Install baffle wall between intakes with length of 5.75D(min) not practical h
wastewater due to low velocities created
install fillets at corner where walls meet floor with min.height of D/2 at 45-deg angle
In lieu of above fillets in clean water applications only: to avoid underwater vortices place suction bell 0/4 above floor and install suctior
floor cane(to keep velocity at Intake of bell constant)
For trench wet wells,see refer to special design guidance
Misc Design Considerations:
suction valves upstream of pumps should be ball valves,cone valve,or full port plug valves
5 pipe diameters between suction isolation valve(or fitting)and pump inlet reducer(inlet reducer connected to pump
Motors:
moderate size motors can start 4x per h-ur,submersible motors 12x per hour(large motor are custome and can specify starts/hourl
centrifugal pumps use NEMA B(standard)or NEMA E(high efficiency)motors. NEMA require larger starters and have higher Inrush current
but are more efficient.
typically will spec ODP or TEFC motors for pump stations. ODP are less expensive. TEFC protects from spray down water,broken pipes,
dusty environments.
Force main design: 2 fps min,6.8 fps normal max(energy loss typically limits velocity)
Pump Suction:8 fps max(reduce for energy savings and less erosion)
Pump Discharge 12 fps max(reduce for energy savings and less erosion)
Velocity at suction bell inlet:For Q<5,000 gpm,velocity<9 ft/s;For 5,000<Q<20,000,Velocity<8 ft/s;Q>20,000 gpm,Velocity<7 ft/
Design Steps. p 12.54 starts a detailed check list of the process of selecting and specifying pump!
Pump base mass Sx equipment weight
Submergence:
S/D=1+2.3F where, S=submergence
D=intake bell OD
F=Froude number(F=v/((gD)A0.5)
v=velocity at suction bell inlet
g=32.3 ft/sA2
Peak Flow= 500 8pm= 1,11 cis
suction bell Inlet dia= 4 Inches= 0.33 ft
suction bell Inlet area= C.D9 sf
Velocity at suction bell inlet= 12.77 fps
F= 3.897
S/D= 9.96
S= 39.9 Inches= 3.32 ft
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