26-0044 Basis of Design.pdf

G575 Lift Station Repairs at the

UNITED STATES MARINE CORPS BASE

CAMP GEIGER, NORTH CAROLINA

July 23, 2026

A/E Contract: N40085-22-D-0002

Task Order No.: N40085-25-F-0675

Project No.: 26-0044

BASIS OF DESIGN

LIFT STATION G575

Final Design Submittal

UNCLASSIFIED//FOR OFFICIAL USE ONLY

2505A G575 Basis of Design UNCLASSIFIED//FOR OFFICIAL USE ONLY

G575 Lift Station Repairs MBF Architects, P.A.

United States Marine Corps Base Camp Geiger MBFA No: 2505 Jacksonville, North Carolina

TABLE OF CONTENTS

REFERENCE DOCUMENTS Page 3

UTILITIES BASIS OF DESIGN Page 4

Appendices:

Appendix A: G575 Existing Pump Curves (Pentair/Fairbanks Morse)

Appendix B: G575 Proposed Pump Curves (Flygt)

Appendix C: G575 Pump Selection Analysis Summary

Appendix D: G575 Sewer System Design Calculations

Appendix E: G575 Structural Calculations

Appendix F: G575 Electrical Load Calculations

Appendix G: G575 Existing Generator Sizing Analysis

Appendix H: G575 Harmonic Distortion Analysis

G575 Lift Station Repairs MBF Architects, P.A.

United States Marine Corps Base Camp Geiger MBFA Job#: 2505 Jacksonville, North Carolina

REFERENCE DOCUMENTS

All work will comply with the latest edition of the following codes and standards:

FC 1-300-09N Navy and Marine Corps Design Procedures, with Change 1, 17 April 2025

UFC 3-201-01 Civil Engineering, 20 December 2022

UFC 3-240-01 Wastewater Collection and Treatment, with Change 4, 01 October 2024

UFC 3-250-01 Pavement Design for Roads and Parking Areas, 14 November 2016

UFC 3-301-01 Structural Engineering, Change 4, 3 June 2025

UFC 3-420-01 Plumbing Systems, 01 April 2021

UFC 3-501-01 Electrical Engineering, 27 November 2024

UFC 4-010-01 Minimum Antiterrorism Standards for Buildings, with Change 3, 24 May 2024

UFC 4-022-03 Security Fences and Gates, 01 October 2013

UTILITIES BASIS OF DESIGN

The following Federal DoD criteria govern the civil design herein:

FC 1-300-09N Navy and Marine Corps Design Procedures, with Change 1, 17 April 2025

UFC 3-201-01 Civil Engineering

UFC 3-240-01 Wastewater Collection and Treatment, with Change 4, 01 October 2024

UFC 3-250-01 Pavement Design for Roads and Parking Areas, 14 November 2016

UFC 3-301-01 Structural Engineering, Change 4, 3 June 2025

UFC 3-420-01 Plumbing Systems, 01 April 2021

UFC 3-501-01 Electrical Engineering, 27 November 2024

UFC 4-010-01 Minimum Antiterrorism Standards for Buildings, with Change 3, 24 May 2024

UFC 4-022-03 Security Fences and Gates, 01 October 2013

EXISTING CONDITIONS

Lift Station G575 (Camp Geiger Lift Station)

This project consists of improvements to the existing G575 Lift Station. The lift station is located on the east side of the intersection of 6th St and G St, adjacent to Hwy 17 and 53 Bypass of Camp Geiger.

The existing lift station consists of a cast-in-place concrete wet well structure measuring approximately

26 feet by 34 feet, with a depth of approximately 23 feet. Adjacent to the wet well structure is an above ground precast structure measuring approximately 68 feet by 25 feet, which contains the pump valves and a generator room. Influent into the lift station is from a 30-inch diameter gravity sewer main which receives flow from several additional gravity sewer lines adjacent to the lift station. Discharge from the lift station is through approximately 3 miles of 16-inch diameter force main piping.

The wet well is a two-chambered wet well consisting of an influent chamber and wet well chamber with four (4) submersible sewage pumps. The influent chamber is divided into two channels. One channel contains an electric macerator (drum grinder/,muffin monster). The other channel contains a mechanical bar screen with a compactor shoot for solids disposal. Flow in the influent chamber can be directed to either or both channels by slide gates. Effluent enters one or two 18-inch diameter pipes, which directs flow to the adjacent wetwell chamber, which houses the submersible sewage pumps.

Existing pumps are Pentair/Fairbanks Morse. There are two (2) 71 HP pumps with a design operating condition of 3,000 GPM at 51 feet TDH, and two (2) 20 HP pumps with a design operating condition of 1,400

GPM at 32 feet TDH. Interior piping generally consists of 6-inch diameter DI for the small pumps (20 HP), and 12-inch diameter DI for the large pumps (71 HP). The pump valving also contains a 6-inch surge relief valve and 6-inch piping back to the wet well. Pump curves for the existing pumps are included as an attachment to this BOD document.

There is a 200 KW diesel generator located in a room on the west side of the building, and an electrical control room located between the generator room and the pump valve room. There is a meter vault located on the force main discharge piping on the opposite side of the building (east) from the generator room, along with bypass piping connections. Located adjacent to the generator room, there is an above ground fuel storage tank as well as a new outdoor generator set that has yet to be installed.

There is a monorail and hoist attached to wet well roof structure that is used to pull out the wet well equipment for maintenance and installation purposes.

A 6,000-gallon double-wall bioxide chemical storage tank is adjacent to the wet well, opposite of the electrical and pump valve room. During field investigations, it was noted that chemical tank was not in use.

Power supply to the Lift Station is 480V/3-Phase supplied by a 225 KVA pad mounted transformer.

PROPOSED IMPROVEMENTS

Lift Station G575 (Camp Geiger Lift Station)

Pumps

Proposed work consists of replacing all four (4) existing submersible sewage pumps. An analysis was performed comparing the lift station system curve against proposed pumps curves. Recommendations are to install two (2) new 35 HP pumps with a design operating point of 2,000 GPM at 50 feet of TDH, and two (2) new 110 HP pumps with a design operating point of 3,000 GPM at 87 feet of TDH.

The hydraulic analysis indicates that the small and large pumps do not operate efficiently if attempting to run at the same time. Control and operations should be such that either one or two small pumps run simultaneously, or one or two large pumps run simultaneously.

The new pumps will be installed with new 316 stainless steel guide rail systems, pump bases and elbows.

Existing 6-inch diameter discharge piping and valves between the small pump discharge and force main connection will be replaced with 10-inch diameter piping and valves. The existing 12-inch diameter discharge piping for the large pumps and existing 16-inch diameter force main will remain unchanged.

Pump curves for the proposed pumps and a summary of the pump selection analysis are included as an attachment to this BOD document.

Screens and Grinders

During field investigations, the existing solids removal system, both mechanical screen and macerator equipment, were noted to have been recently installed functioning as intended. Therefore, no new work is proposed for the lift station’s solids removal system.

Manhole Repairs and New Gravity Sewer Pipe

Proposed gravity sewer system improvements include the replacement of five existing manholes and the installation of one new manhole, and the replacement of approximately 1,800 LF of gravity sewer main, ranging in size from 8-inch diameter to 30-inch diameter. New piping is proposed to be HDPE pipe.

Temporary bypass pumping will be required during construction of the new work. Recommended bypass flow requirements, number of duty pumps, backup pumps, length of temporary transfer piping, and pump HP requirements are indicated on the project plans. The proposed design of the replacement gravity sewer system includes a combination of replace-in-place and parallel construction.

Structural

Proposed structural improvements include replacement of the existing overhead mounted trolley/hoist system with a new hoist system that will travel in the X and Y direction in the wet well and allow for removal of all pumps, valves, fittings, and macerator pump.

Once the crane system is finalized, structural review for the crane cut sheet will be performed to verify if this matches the design intent. The crane is currently assumed to be 2 tons capacity. Crane support beams are designed for 2 tons capacity with 25% vertical impact loading and additional lateral load of 20% rated capacity of the crane. Structural analysis is performed for verification that the existing concrete beam can support the new crane loading. New layout of the steel framing system is developed for additional movement of the crane in the wet well portion such that all equipment in the pit area can be removed with the hoist. The extent of the crane reach stays the same as the pedestal location is in the same grid line. New column/pedestal is added based on the updated beam layout for this multi-directional movement of crane.

Per section 706.2 (Addition or replacement of roofing or equipment) of the International existing building code

(IEBC) Chapter 7 (Alteration - Level 1), any gravity load carrying structural element whose gravity load-carrying capacity is not decreased can support an increase in gravity load of not more than 10% without needing to be strengthened to comply with the current International building code(IBC). Structural engineers have verified that the new pump configuration and associated weight does not cross this 10% threshold for the lift station foundation loading, thus the foundation is considered technically compliant without requiring a full structural overhaul.

Electrical

Electrical work that is incidental to work performed under other divisions includes replacing the four existing wastewater pumps with higher capacity pumps. To accommodate this upgrade, the existing

Adjustable Speed Drives (ASDs), currently installed in the existing Motor Control Center (MCC), will be replaced with larger units to account for the increase in driven load. The proposed replacements will be the same brand and model as existing - Allen Bradley PowerFlex 753 and a spare ASD of each size will be provided.

The capacity of the existing electrical distribution system has been evaluated, and the National Electrical

Code load calculations attached indicate that the existing system has sufficient capacity to support the proposed increase in load. For the generator, a sizing analysis was conducted and the results demonstrate that the existing 230kW Standby Diesel Engine Generator sufficient capacity to support the increase in load. It should be noted that, concurrent to this ongoing design, a new generator and automatic transfer switch are being installed onsite to replace the existing units. It is expected that they will be in service before construction for this project commences. For the purposes of this report and project design, references to “existing” generator and transfer switch refer to the replacement equipment.

No measures for ASD-generated harmonics mitigation are provided in the existing installation. To meet

IEEE 519 harmonics limitations in accordance with UFGS requirements, two options are available. The preferred method will be to replace the existing ASDs with low harmonic units utilizing passive filters. The alternative is to install a remote-mounted active harmonics filter. The MCC vendor has advised that low harmonics ASDs cannot be retrofitted in the existing MCC. A remote-mounted active harmonics filter will, therefore, be provided, sized as shown in the attached Harmonic Distortion Analysis.

Additional scope items included a request for design of a lightning protection system and surge protective devices at key distribution equipment, where not currently equipped, to protect against line transients.

Per government preference, an integral lightning system with lighting rods affixed to the roof, interconnected with bonding conductors, and connected to a grounding electrode via down-conductors, will not be provided. Rather, a Mast Lighting Protection System will be specified using masts constructed of wood. Regarding surge suppression, it was observed that the recently replaced motor control center was furnished with a surge protection device and the utility transformer is equipped with surge arresters on the primary termination. To further bolster surge protection, an additional surge protection device will be installed on the load side of the existing Main Disconnect.

Stantec was advised that there were repeated, unexplained, ASD failures at several lift station sites. This, based on discussions with plant staff, explains the government’s request for a lightning protection system and surge protection measures. It was eventually understood that the failures were caused by corrosion on the ASD circuit boards induced by hydrogen sulfide liberated from the wet wells adjacent to the electrical rooms. To remedy this situation, the rooms were sealed, air conditioned, and air purifiers were installed in the electrical rooms. Stantec was advised by the plant staff that this remedy was successful, and they no longer experience ASD failures.

STORMWATER SYSTEM AND MANAGEMENT

The impervious surfaces for both areas will be less than or equal to the existing impervious surfaces for each area. As such, no stormwater control measures are anticipated.

EROSION & SEDIMENTATION CONTROL

An erosion and sedimentation control permit through NCDEQ is not expected as the disturbance area is less than 1.0 acre.

PERMITS

The following permits are anticipated to be required:

Sewer Extension Permit - NCDEQ

ATTACHMENTS

G575 Existing Pump Curves (Pentair/Fairbanks Morse)

G575 Proposed Pump Curves (Flygt)

G575 Pump Selection Analysis Summary

G575 Sewer System Design Calculations

G575 Structural Calculations

G575 Electrical Load Calculations

G575 Existing Generator Sizing Analysis

G575 Harmonic Distortion Analysis

Appendix A

G575 Existing Pump Curves

(Pentair/Fairbanks Morse)

Appendix B

G575 Proposed Pump Curves (Flygt)

Project:

NP 3202 MT 3~ 642

Created By:

Vincent Bischoff

Created On:

2/20/26

Last Update:

NP 3202 MT 3~ 642 | Configuration Summary

Flygt's self-cleaning non-clog N-pumps feature innovative designs and functions that deliver high sustained efficiency and the most reliable operation. This makes them the most reliable choice available for a broad range of wastewater applications for tough applications such as unscreened sewage, wastewater and sludge up to an 8 percent solids concentration. Impeller material available in Hardened cast Iron, Hard Iron and Stainless Steel to fit any wastewater application.

0 1000 2000 3000 4000

Flow (USgpm)

H ea d (f

t) Po w er

H

p) N

PS

H r (f t)

Ef fic ie nc y

81.2%

Ø33 m m

642 Ø334 mm

642 Ø334 mm P1 642 Ø334 mm P2

642 Ø334 mm p

642 Ø334 mm o

1976.10 USgpm

49.22 ft

81.0 %

72.6 %

1976.10 USgpm

33.89 Hp

30.38 Hp

1976.10 USgpm

13.01 ft

Curve: ISO 9906

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for additional performance guarantees.

GENERAL

Explosion Proof Yes Approval

FM

Max. Pumped Media Temp.

104 °F Impeller Diameter 334 mm

MATERIAL AND COATING

Impeller Material Hard-Iron Volute Material Grey Cast Iron

MOTOR

Rated Voltage 460 V Coupling D

Motor Efficiency Class Standard Rated Power 35 Hp

INSTALLATION

Installation Type P - Semi-Permanent, Wet

Created By:

Vincent Bischoff

Created On:

2/20/26

Last Update:

NP 3202 MT 3~ 642 | Product Details

Description

N 3202 The Flygt N-series are equipped with the Flygt invented N-technology with its innovative self-cleaning impeller. Solid objects entering the pump will pass through the impeller between the impeller vanes. If an object gets caught on the leading edge of one of the vanes, it will slide along the backswept shape towards the perimeter of the inlet where it will be guided by a relief groove through the pump housing. This ensures a high sustained total efficiency over time. Due to the mechanical self-cleaning design, a sludge concentration of solids up to 8% can easily be pumped. The pump can easily be installed in either permanently or temporary submerged, or horizontally or vertically dry installations.

Flexible and Modular Design

The modular hydraulic design enables customization of the hydraulics to meet the requirements of many applications.

o Replaceable wear ring in two materials, gray iron or Hard Iron, for different operation conditions o Hardened gray iron impeller for typical wastewater applications o Hard-Iron impeller for heavy duty wastewater applications containing abrasive and corrosive content o Chopper ring intended for tough wastewater applications where cutting is required due to long fibres and solid concentrations up to 10-12% o Stainless steel impeller for special applications that require duplex stainless steel

Robust and Reliable o Short shaft overhang reduces shaft deflection and increases seal and bearing life o Class H Motor designed for submersible use. Heat is concentrated to the stator core for improved cooling properties.

o The Plug-in seal with Active Seal system eliminates the risk associated with incorrect installation and careless handling. All in one unit. Available in Tungsten carbide (WCCR) or Silicone carbide

(SiC) depending on pumped media.

o Motor cable SUBCAB® specially developed for submersible use o Offers flexible cooling systems, e.g. closed-loop cooling system, media cooled or external cooling that allows full motor potential in dry installations.

o Premium brand bearings, greased for life, ensures a minimum of 50 000 hours of duty o Leakage sensor and motor temperature sensor as standard

The N 3202 is available with the following options o ATEx, FM, CSA-approvals o Premium efficiency motors o Hard Iron hydraulic design o Stainless Steel hydraulic design o Vibration-sensor, extended motor temperature sensors, additional leakage-sensor, current-sensor and pump memory o Compatible with SmartRun® Wastewater pump controller o Compatible with MAS 801 monitoring system

Product Features o State-of-the-art wastewater pump with N-technology o Sustained high efficiency pumping with energy savings up to 25% o Flexible and modular design o Robust and reliable

Construction Materials Impeller Material Hard-Iron

Volute Material Grey Cast Iron

Stator Cover Material

Motor Rated Power 35 Hp

Motor Denomination

30-18-6AA

Motor Efficiency Class Standard

Version Code

Frequency 60 Hz

Max P2 (1x)

32.95 Hp

Number Of Poles

Number Of Phases

Rated Motor Speed

1,170 RPM

Rated Voltage 460 V

Rated Current 43 A

Start Current 243 A

Starting Current, Direct Starting 243 A

Starting Current, Star Delta 81 A

Start Current Ratio 5.69

Insulation Class H

Approval

FM

Total moment of inertia

9.06 ft²lbf

Type of duty S1

Stator Variant

Motor Module

Motor Issue

Locked Rotor Code F

Max starts per hour

Power Factor 100% 0.86

Power Factor 75% 0.83

Power Factor 50% 0.75

Efficiency 100%

89.1 %

Efficiency 75% 90 %

Efficiency 50%

89.6 %

Created By:

Vincent Bischoff

Created On:

2/20/26

Last Update:

NP 3202 MT 3~ 642 | Hydraulic Data & Performance Curve

0 500 1000 1500 2000 2500 3000 3500 4000

Flow (USgpm)

H ea d (f

t) Po w er

H

p) N

PS

H r (f t)

Ef fic ie nc y

81.2%

Ø33 m m

642 Ø334 mm

642 Ø334 mm P1

642 Ø334 mm P2

642 Ø334 mm p

642 Ø334 mm o

1976.10 USgpm

49.22 ft

81.0 %

72.6 %

1976.10 USgpm

33.89 Hp

30.38 Hp

1976.10 USgpm

13.01 ft

Curve: ISO 9906

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for additional performance guarantees.

Created By:

Vincent Bischoff

Created On:

2/20/26

Last Update:

Selection Fluid and Operating Conditions

Series N 3000 Name

NP 3202 MT 3~ 642

Frequency 60 Hz Total Flow 2,000 USgpm Total Head 50 ft Pump Flow 2,000 USgpm Pump Head 50 ft System Type Single Pump Operating Pumps Standby Pumps No Standby Pump

Curve Code Impeller Diameter 334 mm Inlet Diameter 250 mm Outlet Diameter 8 in Number Of Vanes

Fluid Type Water Fluid Temperature

39.2 °F Specific Gravity

Density

62.43 lb/ft³ Dynamic Viscosity

1.57 cP Fluid Vapor Pressure

0.12 psi Atmospheric Pressure

14.7 psi Elevation 0 ft Ambient Temperature 68 °F NPSH Available

33.68 ft Submergence 0 ft

Design Point Design Curve

Flow 1,976.1 USgpm Head

49.22 ft Overall Efficiency ( o)

72.6 % Pump Efficiency ( p)

80.99 % Input Power (P1)

33.89 Hp

Shaft power (P2)

30.38 Hp

NPSHR

13.01 ft Speed

1,174 RPM

Static Head 17 ft Flow To BEP Ratio

94.29 %

Rated Speed 60 Hz Max Flow 3,699.9 USgpm H@QMin

83.24 ft H@QMax

18.29 ft

BEP

81.21 %

BEP Flow 2,095.82 USgpm BEP Head

47.31 ft Max P2

32.95 Hp

Specific Energy

0.0002 kWh/USgal

Created By:

Vincent Bischoff

Created On:

2/20/26

Last Update:

NP 3202 MT 3~ 642 | Duty Analysis

0 500 1000 1500 2000 2500 3000 3500 4000

Flow (USgpm)

H ea d (f t)

81.2%

Ø33 m m

1976.10 USgpm

49.22 ft

Curve: ISO 9906

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for additional performance guarantees.

Name Q (1x) [USgpm]

H (1x) [ft]

P2 (1x) [Hp]

Q [USgpm]

H [ft]

P2 [Hp] p

SE

[kWh/USgal]

NPSHr [ft]

DP @ 1x 1,976.1 49.22 30.38 1,976.1 49.22 30.38 80.99 0.0002 13.01

Created By:

Vincent Bischoff

Created On:

2/20/26

Last Update:

NP 3202 MT 3~ 642 | Variable Speed Curve

0 500 1000 1500 2000 2500 3000 3500 4000

Flow (USgpm)

H ea d (f

t) Po w er

H

p) N

PS

H r (f t)

Ef fic ie nc y

81.2%

Ø33 m m

Hz

Ø33 m m

Hz

Ø33 m m

Hz

Ø33 m m

Hz

Ø33 m m

Hz

642 Ø334 mm @ 40 Hz

642 Ø334 mm @ 45 Hz

642 Ø334 mm @ 50 Hz

642 Ø334 mm @ 55 Hz

642 Ø334 mm @ 60 Hz

642 Ø334 mm @ 40 Hz P1

642 Ø334 mm @ 45 Hz P1

642 Ø334 mm @ 50 Hz P1

642 Ø334 mm @ 55 Hz P1

642 Ø334 mm @ 60 H

642 Ø334 mm @ 40 Hz P2

642 Ø334 mm @ 45 Hz P2

642 Ø334 mm @ 50 Hz P2

642 Ø334 mm @ 55 Hz P2

642 Ø334 mm @ 60 H

642 Ø334 mm @ 40 Hz p642 Ø334 mm @ 45 Hz p642 Ø334 mm @ 50 Hz p642 Ø334 mm @ 55 Hz p642 Ø334 mm @ 60 H

642 Ø334 mm @ 40 Hz o642 Ø334 mm @ 45 Hz o642 Ø334 mm @ 50 Hz o642 Ø334 mm @ 55 Hz o642 Ø334 mm @ 60 H

1976.10 USgpm

49.22 ft

81.0 %

72.6 %

1976.10 USgpm

33.89 Hp

30.38 Hp

1976.10 USgpm

13.01 ft

Curve: ISO 9906

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for additional

Created By:

Vincent Bischoff

Created On:

2/20/26

Last Update:

NP 3202 MT 3~ 642 | Variable Speed Analysis

0 500 1000 1500 2000 2500 3000 3500 4000

Flow (USgpm)

H ea d (f t)

81.2%

Ø33 m m

Hz

Ø33 m m

Hz

Ø33 m m

Hz

Ø33 m m

Hz

Ø33 m m

Hz

1976.10 USgpm

49.22 ft

Curve: ISO 9906

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for additional performance guarantees.

Name Speed Q (1x) [USgpm]

H (1x) [ft]

P2 (1x) [Hp]

Q [USgpm]

H [ft]

P2 [Hp] p

SE

[kWh/USgal

NPSHr [ft]

DP @ 1x 40 Hz 989.15 25.07 8.25 989.15 25.07 8.25 76.01 0.0001 5.81

DP @ 1x 45 Hz 1,262.42 30.15 12.21 1,262.42 30.15 12.21 78.88 0.0001 7.28

Created By:

Vincent Bischoff

Created On:

2/20/26

Last Update:

DP @ 1x 50 Hz 1,512.45 35.87 17.13 1,512.45 35.87 17.13 80.1 0.0002 8.97

DP @ 1x 55 Hz 1,748.85 42.23 23.16 1,748.85 42.23 23.16 80.68 0.0002 10.88

DP @ 1x 60 Hz 1,976.1 49.22 30.38 1,976.1 49.22 30.38 80.99 0.0002 13.01

Created By:

Vincent Bischoff

Created On:

2/20/26

Last Update:

NP 3202 MT 3~ 642 | Dimensional Data & Drawing

NP 3315 MT 3~ 637

Created By:

Vincent Bischoff

Created On:

2/23/26

Last Update:

NP 3315 MT 3~ 637 | Configuration Summary

Flygt's self-cleaning non-clog N-pumps feature innovative designs and functions that deliver high sustained efficiency and the most reliable operation. This makes them the most reliable choice available for a broad range of wastewater applications for tough applications such as unscreened sewage, wastewater and sludge up to an 8 percent solids concentration. Impeller material available in Hardened cast Iron, Hard Iron and Stainless Steel to fit any wastewater application.

0 2000 4000 6000

Flow (USgpm)

H ea d (f

t) Po w er

H

p) N

PS

H r (f t)

Ef fic ie nc y

82.1%

Ø40 m m

637 Ø407 mm

637 Ø407 mm P1637 Ø407 mm P2

637 Ø407 mm ηp 637 Ø407 mm ηo

3077.57 USgpm

91.56 ft

81.8 %

76.0 %

3077.57 USgpm

93.82 Hp

87.19 Hp

3077.57 USgpm

12.50 ft

Curve: ISO 9906

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for additional performance guarantees.

GENERAL

Explosion Proof Yes Approval

CSA

Max. Pumped Media Temp.

104 °F Impeller Diameter 407 mm

MATERIAL AND COATING

Impeller Material Hard-Iron Volute Material Grey Cast Iron

MOTOR

Rated Voltage 460 V Coupling D

Motor Efficiency Class Standard Rated Power 110 Hp

INSTALLATION

Installation Type P - Semi-Permanent, Wet

Created By:

Vincent Bischoff

Created On:

2/23/26

Last Update:

NP 3315 MT 3~ 637 | Product Details

Description

N 3315

Wastewater N-Technology Pump

Flygt N-pumps take on the toughest applications and get the job done. Every component is designed and manufactured to deliver sustained high efficiency. Thanks to patented N-technology with its innovative self-cleaning impeller, Flygt N-pumps deliver the highest total efficiency. They lower your energy bill and reduce unplanned maintenance costs. That adds up to total peace of mind – and big savings over the long term.

Most solid objects entering the pump will pass through the impeller between the impeller vanes. If an object gets caught on the leading edge of one of the vanes, it will slide along the backswept shape towards the perimeter of the inlet.

Due to the mechanical self-cleaning design, a sludge concentration up to 8% can easily be pumped.

Flexible and Modular Design

This self-cleaning pump features innovative functions that make it the best choice for a broad range of applications. The modular hydraulic design enables you to tailor the hydraulics to meet the requirements of virtually any application.

o Replaceable wear ring in two materials, gray iron or Hard-Iron, for different operation conditions o Hardened gray iron impeller for typical wastewater applications o Hard-Iron impeller for abrasive and corrosive applications o Short shaft overhang reduces shaft deflection and increases seal and bearing life o Motor designed for submersible use. Heat is concentrated to the stator core for improved cooling properties.

o The double mechanical seal system consists of two sets of mechanical shaft seals that work independently to provide double security. Available in Tungsten carbide (WCCR) or Silicone carbide

(SiC) depending on pumped media. Motor cable SUBCAB® specially developed for submersible use.

o Offers flexible cooling systems, e.g. closed loop cooling system, media cooled or external cooling.

Product Features o State-of-the-art wastewater pump with N-technology o Sustained high efficiency with energy savings up to 25% o Flexible and modular design o Robust and reliable

Construction Materials Impeller Material Hard-Iron

Volute Material Grey Cast Iron

Stator Cover Material

Motor Rated Power 110 Hp

Motor Denomination

35-35-6AA

Motor Efficiency Class Standard

Version Code

Frequency 60 Hz

Max P2 (1x)

99.04 Hp

Number Of Poles

Number Of Phases

Rated Motor Speed

1,185 RPM

Rated Voltage 460 V

Rated Current 137 A

Start Current 965 A

Starting Current, Direct Starting 965 A

Starting Current, Star Delta

321.67 A

Start Current Ratio 7.03

Insulation Class H

Approval

CSA

Total moment of inertia

38.28 ft²lbf

Type of duty S1

Stator Variant

Motor Module

Motor Issue

Locked Rotor Code H

Max starts per hour

Power Factor 100% 0.81

Power Factor 75% 0.76

Power Factor 50% 0.66

Efficiency 100%

92.5 %

Efficiency 75% 93 %

Efficiency 50%

92.7 %

Created By:

Vincent Bischoff

Created On:

2/23/26

Last Update:

NP 3315 MT 3~ 637 | Hydraulic Data & Performance Curve

0 1000 2000 3000 4000 5000 6000 7000

Flow (USgpm)

H ea d (f

t) Po w er

H

p) N

PS

H r (f t)

Ef fic ie nc y

)82.1%

Ø40 m m

637 Ø407 mm

637 Ø407 mm P1 637 Ø407 mm P2

637 Ø407 mm ηp

637 Ø407 mm ηo

3077.57 USgpm

91.56 ft

81.8 %

76.0 %

3077.57 USgpm

93.82 Hp

87.19 Hp

3077.57 USgpm

12.50 ft

Curve: ISO 9906

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for additional

Created By:

Vincent Bischoff

Created On:

2/23/26

Last Update:

Selection Fluid and Operating Conditions

Series N 3000

Name

NP 3315 MT 3~ 637

Frequency 60 Hz

Total Flow 3,000 USgpm

Total Head 87 ft

Pump Flow 3,000 USgpm

Pump Head 87 ft

System Type Single Pump

Operating Pumps

Standby Pumps No Standby Pump

Curve Code

Impeller Diameter 407 mm

Inlet Diameter 250 mm

Outlet Diameter 10 in

Number Of Vanes

Fluid Type Water

Fluid Temperature

39.2 °F

Specific Gravity

Density

62.43 lb/ft³

Dynamic Viscosity

1.57 cP

Fluid Vapor Pressure

0.12 psi

Atmospheric Pressure

14.7 psi

Elevation 0 ft

Ambient Temperature 68 °F

NPSH Available

33.68 ft

Submergence 0 ft

Design Point Design Curve

Flow 3,077.57 USgpm

Head

91.56 ft

Overall Efficiency (ηo)

75.98 %

Pump Efficiency (ηp)

81.75 %

Input Power (P1)

93.82 Hp

Shaft power (P2)

87.19 Hp

NPSHR

12.5 ft

Speed

1,188 RPM

Flow To BEP Ratio

89.89 %

Rated Speed 60 Hz

Max Flow 5,988.44 USgpm

H@QMin

139.51 ft

H@QMax

36.55 ft

BEP

82.15 %

BEP Flow 3,423.71 USgpm

BEP Head

86.03 ft

Max P2

99.04 Hp

Specific Energy

0.0004 kWh/USgal

Created By:

Vincent Bischoff

Created On:

2/23/26

Last Update:

NP 3315 MT 3~ 637 | Duty Analysis

0 1000 2000 3000 4000 5000 6000

Flow (USgpm)

H ea d (f t)

82.1%

Ø40 m m

3077.57 USgpm

91.56 ft

Curve: ISO 9906

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for additional performance guarantees.

Name Q (1x) [USgpm]

H (1x) [ft]

P2 (1x) [Hp]

Q [USgpm]

H [ft]

P2 [Hp] ηp

SE

[kWh/USgal]

NPSHr [ft]

DP @ 1x 3,077.57 91.56 87.19 3,077.57 91.56 87.19 81.75 0.0004 12.5

Created By:

Vincent Bischoff

Created On:

2/23/26

Last Update:

NP 3315 MT 3~ 637 | Variable Speed Curve

0 1000 2000 3000 4000 5000 6000 7000

Flow (USgpm)

H ea d (f

t) Po w er

H

p) N

PS

H r (f t)

Ef fic ie nc y

)82.1%

Ø40 m m

Hz

Ø40 m m

Hz

Ø40 m m

Hz

Ø40 m m

Hz

Ø40 m m

Hz

637 Ø407 mm @ 40 Hz

637 Ø407 mm @ 45 Hz

637 Ø407 mm @ 50 Hz

637 Ø407 mm @ 55 Hz

637 Ø407 mm @ 60 Hz

637 Ø407 mm @ 40 Hz P1

637 Ø407 mm @ 45 Hz P1

637 Ø407 mm @ 50 Hz P1

637 Ø407 mm @ 55 Hz P1

637 Ø407 mm @ 60 Hz P1

637 Ø407 mm @ 40 Hz P2

637 Ø407 mm @ 45 Hz P2

637 Ø407 mm @ 50 Hz P2

637 Ø407 mm @ 55 Hz P2

637 Ø407 mm @ 60 Hz P2

637 Ø407 mm @ 40 Hz ηp637 Ø407 mm @ 45 Hz ηp637 Ø407 mm @ 50 Hz ηp637 Ø407 mm @ 55 Hz ηp637 Ø407 mm @ 60 Hz ηp

637 Ø407 mm @ 40 Hz ηo637 Ø407 mm @ 45 Hz ηo637 Ø407 mm @ 50 Hz ηo637 Ø407 mm @ 55 Hz ηo637 Ø407 mm @ 60 Hz ηo

3077.57 USgpm

91.56 ft

81.8 %

76.0 %

3077.57 USgpm

93.82 Hp

87.19 Hp

3077.57 USgpm

12.50 ft

Curve: ISO 9906

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for additional

Created By:

Vincent Bischoff

Created On:

2/23/26

Last Update:

NP 3315 MT 3~ 637 | Variable Speed Analysis

0 1000 2000 3000 4000 5000 6000

Flow (USgpm)

H ea d (f t)

82.1%

Ø40 m m

Hz

Ø40 m m

Hz

Ø40 m m

Hz

Ø40 m m

Hz

Ø40 m m

Hz

3077.57 USgpm

91.56 ft

Curve: ISO 9906

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for additional performance guarantees.

Name Speed Q (1x) [USgpm]

H (1x) [ft]

P2 (1x) [Hp]

Q [USgpm]

H [ft]

P2 [Hp] ηp

SE

[kWh/USgal

NPSHr [ft]

DP @ 1x 40 Hz 2,051.71 40.69 25.83 2,051.71 40.69 25.83 81.75 0.0002 5.56

DP @ 1x 45 Hz 2,308.18 51.5 36.78 2,308.18 51.5 36.78 81.75 0.0002 7.03

Created By:

Vincent Bischoff

Created On:

2/23/26

Last Update:

DP @ 1x 50 Hz 2,564.64 63.58 50.46 2,564.64 63.58 50.46 81.75 0.0003 8.68

DP @ 1x 55 Hz 2,821.11 76.93 67.16 2,821.11 76.93 67.16 81.75 0.0003 10.51

DP @ 1x 60 Hz 3,077.57 91.56 87.19 3,077.57 91.56 87.19 81.75 0.0004 12.5

Created By:

Vincent Bischoff

Created On:

2/23/26

Last Update:

NP 3315 MT 3~ 637 | Dimensional Data & Drawing

Appendix C

G575 Pump Selection Analysis Summary

Lift Station G575 Pump Analysis Summary

G575 Lift Station Pump Selection Analysis 26-0044 G575

Flow (GPM) TDH (feet) 0 17

600 22 1,250 35 1,800 53 2,400 79

Flow (GPM) TDH (feet) 0 17

600 21 1,200 30 1,800 45 2,400 65

Flow (GPM) TDH (feet) 0 60

500 49 1,000 40 1,250 35 1,500 30 2,000 16

Flow (GPM) TDH (feet) Scenario Notes Flow (GPM) TDH (feet) 1,986 49 one small pump

0 83 2,417 63 two small pumps 1,000 63 3,102 91 one large pump 1,950 50 3,102 91 two small & one large pump small pumps unable to run, flow is for one large pump only 2,000 49 3,102 91 one small & one large pump small pump unable to run, flow is for one large pump only 3,000 31 3,593 113 two large pumps

Existing Pump Flow 1,250 Proposed Pump Flow 1,950 Percent Change 56.00%

Percent Change in Flow

8" NP3202 MT 3 / 35HP / 1174 RPM

Small Pump System Curve (10" Piping)

Hydraulic Model Results with Proposed Pumps

Small Pump System Curve (6" Piping)

Existing Pump (Fairbanks Morse)

6" 5433 MV 20 HP

Proposed Pump (Flygt) one small pump two small pumps one large pump two small & one large pump one small & one large pump two large pumps

0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000

TD

H

(fe et

Flow (GPM)

Small Pump System Curve vs Pump Curves

Stantec G575 Lift Station Design Analysis 7/16/2026

Pump Analysis Summary

G575 Lift Station Pump Selection Analysis 26-0044 G575

Flow (GPM) TDH (feet) 0 17

2,000 50 4,000 138 6,000 273

Flow (GPM) TDH (feet) 0 68

1,500 59 2,190 55 3,000 51 4,500 42 6,000 30

Flow (GPM) TDH (feet) 0 140

1,500 112 3,000 90 4,500 66 6,000 36

Flow (GPM) TDH (feet) Scenario Notes Flow (GPM) TDH (feet) 1,986 49 one small pump

0 148 2,417 63 two small pumps 1,000 128 3,102 91 one large pump 2,000 110 3,102 91 two small & one large pump small pumps unable to run, flow is for one large pump only 3,000 90 3,102 91 one small & one large pump small pump unable to run, flow is for one large pump only 3,025 89 3,593 113 two large pumps 4,000 65

Existing Pump Flow 2,190 Proposed Pump Flow 3,025 Percent Change 38.13%

Percent Change in Flow

Hydraulic Model Results with Proposed PumpsProposed Pump (Flygt)

8" NP3231/675 3 / 110HP / 1185 RPM

System Curve (Large)

Existing Pump (Fairbanks Morse)

12" 5731 W/WD 75 HP

Proposed Pump (Flygt) 10" NP3315 MT 3 / 110HP / 1185 RPM one small pump two small pumps one large pump two small & one large pump one small & one large pump two large pumps

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000

TD

H

(fe et

Flow (GPM)

Large Pump System Curve vs Pump Curves

Stantec G575 Lift Station Design Analysis 7/16/2026

Appendix D

G575 Sewer System Design Calculations

Proposed Sewer System Piping Capacity and Design

Segment Pipe Diameter AreaFull AreaHalf Rfull Rhalf Slope n Qfull Qfull Qfull Vfull Qhalf Qhalf Qhalf Vhalf X Y S Upstream

MH

Upstream

MH

Upstream

MH

Downstream

MH

Downstream

MH

Downstream

MH NOTES

(inches) (sf) (sf) (cfs) (MGD) (GPM) (fps) (cfs) (MGD) (GPM) (fps) Invert Rim Height Invert Rim Height

New MH 6 (North Upstream of Existing MH 4) to New MH 4 18 1.77 0.88 0.38 0.38 0.0200 0.013 14.85 9.596 6,664 8.406 7.42 4.798 3,332 4.203 300 6 0.02 9.66 0 -9.66 3.66 13.24 9.58 Upstream elevation and length are assumptionss

New MH 5 (South Upstream of Existing MH 4) to New MH 4 24 3.14 1.57 0.50 0.50 0.0008 0.013 6.19 4.002 2,779 1.972 3.10 2.001 1,390 0.986 400 0.3 0.0008 3.43 15.18 11.75 3.13 13.24 10.11

MH 4 to MH 1 30 4.91 2.45 0.63 0.63 0.0019 0.013 17.73 11.460 7,958 3.614 8.87 5.730 3,979 1.807 155 0.29 0.0019 3.45 13.24 9.79 3.16 14.29 11.13

West Upstream of MH 1 to MH 1 8 0.35 0.17 0.17 0.17 0.0233 0.013 1.84 1.190 827 5.279 0.92 0.595 413 2.639 80 1.86 0.0233 5.02 14.53 9.51 3.16 14.29 11.13

MH 1 to MH 2 30 4.91 2.45 0.63 0.63 0.0038 0.013 25.38 16.404 11,392 5.173 12.69 8.202 5,696 2.587 60 0.23 0.0038 3.16 14.29 11.13 2.93 13.7 10.77

SW Upstream of MH 3 to MH 3 8 0.35 0.17 0.17 0.17 0.0250 0.013 1.91 1.234 857 5.474 0.95 0.617 429 2.737 200 5 0.025 14.7 -14.7 9.7 14.18 4.48 Upstream elevation and length are assumptionss

S Upstream of MH 3 to MH 3 8 0.35 0.17 0.17 0.17 0.0238 0.013 1.86 1.204 836 5.342 0.93 0.602 418 2.671 210 5 0.0238 14.7 -14.7 9.7 14.18 4.48 Upstream elevation and length are assumptionss

MH 3 to MH 2 8 0.35 0.17 0.17 0.17 0.1260 0.013 4.29 2.771 1,924 12.288 2.14 1.385 962 6.144 50 6.3 0.126 9.23 14.18 4.95 2.93 13.7 10.77

FM Vault to Wetwell 12 0.79 0.39 0.25 0.25 0.0200 0.013 5.04 3.255 2,260 6.415 2.52 1.627 1,130 3.208 300 6 0.02 8.93 -8.93 2.93 13.7 10.77 Pipe size, upstream elevation and length are assumptionss

Chezy-Manning equation used to calculate Qfull and Qhalf. Values then compared with Required Flow to determine capacity and flow velocities for selected pipe diameter.

Chezy-Manning formula: 1.49 x Area x (rH)2/3 x (S)1/2 n

Lift Station G575 4/20/2026

Appendix E

G575 Structural Calculations

Stantec Consulting Services Inc.

801 Jones Franklin Road, Suite 300, Raleigh NC 27606-3394

Pump Station G575

– Structural Calculations

, 2026

The following calculations are included in this submittal package:

1. Design Load Summary

a. Load and Code Summary

b. ASCE Design Hazards Report Risk Category III

c. Component and Cladding Wind Load Monoslope Roof

2. Existing Roof Framing Analysis

a. Existing Monorail Support Plan

b. Existing Beam ID Plan Locations

c. Existing Monorail Support Beam

d. Existing Monorail Support Column (In Plane Loading)

e. Existing Monorail Support Column (Out of Plane Loading)

f. Existing Monorail Support Pier Foundation

g. Existing Monorail Support Pier

h. Existing Roof Beam (Ref.B1)

i. Existing Roof Beam (Ref.B2)

j. Existing Roof Beam (Ref.B3)

k. Existing Roof Beam Check (Ref.B1) with New Load Path

l. Existing Roof Beam Check (Ref.B2) with New Load Path

m. Existing Roof Column

3. New Framing Analysis

a. New Beam ID Plan Locations

b. New Biaxial Rail Support Beam B1

c. New Biaxial Rail Support Beam B2 (Bending Check – 17’ Span)

d. New Biaxial Rail Support Beam B2 (Shear Check – 17’ Span)

e. New Biaxial Rail Support Beam B2 (Torsion Check – 17’ Span)

f. New Biaxial Rail Support Beam B3 (Bending Check – 17’ Span)

g. New Biaxial Rail Support Beam B3 (Shear Check – 17’ Span)

h. New Biaxial Rail Support Beam B3 (Torsion Check – 17’ Span)

i. New Crane Beam Section

j. New Biaxial Rail Crane Beam B4 (Moment Check)

k. New Biaxial Rail Crane Beam B4 (Shear Check)

l. New Biaxial Rail Support Column (In Plane Loading)

m. New Biaxial Rail Support Column (Out of Plane Loading)

n. New Biaxial Rail Support Pier Foundation

o. New Biaxial Rail Support Pier

p. New Baseplate Design

July 23

RTA SET

anaryal Text Box

THIS CALCULATION PACKAGE CONTAINS 108 PAGE DOCUMENT.

Load and Code Summary

Codes References

• UFC 1-200-01 DOD BUILDING CODE, DECEMBER 17, 2024

• UFC 3-301-01 STRUCTURAL ENGINEERING, JUNE 3, 2025

• UFC 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, MAY 24,

• 2024 INTERNATIONAL BUILDING CODE, 2024 IBC

• ACI 350-20 CODE REQUIREMENTS FOR ENVIRONMENTAL ENGINEERING CONCRETE

STRUCTURES

• ASCE/SEI 7-22 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

• ACI 301-20 SPECIFICATIONS FOR STRUCTURAL CONCRETE

• ACI 318-19 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

• AISI S100-16 (2020) w/S2-20 THE NORTH AMERICAN SPECIFICATION FOR THE DESIGN

OF COLD FORMED STEEL STRUCTURAL MEMBERS

• ANSI/AISC 360-22 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

• AWS D1.1 STRUCTURAL WELDING CODE - STEEL

• AWS D1.3 STRUCTURAL WELDING CODE - SHEET STEEL

• TMS 402/602-22 BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY

STRUCTURES

Material Strengths and Assumptions

• Existing Structure Material Strength Assumptions o Concrete Strength f’c f’c = 4,000 psi for liquid bearing concrete tank walls and slab f’c = 4,000 psi for all concrete not otherwise specified f’c = 3,000 psi for footings o Reinforcing Bars fy = 60,000 psi for ASTM A 615 Grade 60, deformed

• New Construction Material Strengths o Weight of concrete = 150 pcf o f'c = 4,000 psi for all concrete not otherwise specified o fy = 60,000 psi (reinforcement)

Dead Load

• Roof Collateral Dead Load = 66.0 psf

Live Load

• Roof = 20 psf

• Ground Floor = 100 psf

• Stairs = 100 psf

• Mechanical/Electrical Rooms = 125 psf

Snow Load

• Ground Snow Load = 35 psf

• Snow Exposure Factor = 0.9

• Thermal Factor = 1.0

Wind Load

• Wind Speed (Ultimate) = 148 mph

• Wind Speed (10 YEAR MRI) = 80 mph

• Risk Category = III

• Exposure Category = C

• Internal Pressure Coefficient (Open) = + 0.00

Seismic Load

• Risk Category = III

• Importance Factor = 1.25

• Ss = 0.170

• S1 = 0.059

• SDS = 0.140

• SD1 = 0.083

• Seismic Design Category = B

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-22 Latitude: 34.657175

Risk Category: III Longitude: -77.329687

Soil Class: D - Stiff Soil Elevation: 9.26218506673112 ft (NAVD 88)

Wind

Results:

Wind Speed 148 Vmph

10-year MRI 80 Vmph

25-year MRI 96 Vmph

50-year MRI 108 Vmph

100-year MRI 118 Vmph

300-year MRI 130 Vmph

700-year MRI 139 Vmph

1,700-year MRI 148 Vmph

3,000-year MRI 153 Vmph

10,000-year MRI 164 Vmph

100,000-year MRI 179 Vmph

1,000,000-year MRI 196 Vmph

Data Source: ASCE/SEI 7-22, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Wed Mar 04 2026

Page 1 of 5https://ascehazardtool.org/ Wed Mar 04 2026 https://ascehazardtool.org/

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds.

Site is in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.12.3.

Page 2 of 5https://ascehazardtool.org/ Wed Mar 04 2026

PGA M : 0.079

SMS : 0.22

SM1 : 0.12

SDS : 0.14

SD1 : 0.083

TL : 8

SS : 0.17

S1 : 0.059

VS30 : 260

Seismic Design Category: B

Multi-Period Design Spectrum

S (g) vs T(s)a

Multi-Period MCE SpectrumR

S (g) vs T(s)a

Two-Period Design Spectrum

S (g) vs T(s)a

Two-Period MCE SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

Vertical ground motion data has not yet been made available by USGS.

MCE Vertical Response SpectrumR

Vertical ground motion data has not yet been made available by USGS.

Seismic

D - Stiff SoilSite Soil Class:

Results:

Page 3 of 5https://ascehazardtool.org/ Wed Mar 04 2026

Data Accessed: Wed Mar 04 2026

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.

Page 4 of 5https://ascehazardtool.org/ Wed Mar 04 2026

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.

Page 5 of 5https://ascehazardtool.org/ Wed Mar 04 2026

NAVFAC JOB TITLE MBF - Camp Lejeune Lift Stations

Camp Lejeune G575 North Carolina JOB NO. 175578902 SHEET NO.

-- CALCULATED BY TJF DATE 3/17/26

CHECKED BY AA DATE 3/17/26

CS2024 Ver 2024-08-04 www.struware.com

STRUCTURAL CALCULATIONS

FOR

MBF - Camp Lejeune Lift Stations

6/16/26

North Carolina JOB NO. 175578902 SHEET NO.

-- CALCULATED BY TJF DATE 3/17/26

CHECKED BY AA DATE 3/17/26

www.struware.com

Code Search

Code:

Occupancy:

Occupancy Group = U

Risk Category & Importance Factors:

Risk Category = III

Wind Factor = 1.00

Snow Factor = 1.00

Seismic Importance factor = 1.25

Type of Construction:

Fire Rating:

Roof = 0.0 hr

Floor = 0.0 hr

Building Geometry:

Roof angle (θ) 0.13 / 12 0.6 deg

Building length 42.0 ft

Least width 26.0 ft

Mean Roof Ht (h) 28.0 ft

Parapet ht above grd 0.0 ft

Minimum parapet ht 0.0 ft hb for Elevated bldg 0.0 ft

Live Loads:

Roof 0 to 200 sf: 20 psf

200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf

Roofs used for roof gardens 100 psf

Floor:

Typical Floor 50 psf

Partitions 15 psf

Corridors above first floor 80 psf

Lobbies & first floor corridors 100 psf

Stairs and exit ways 100 psf

ASCE 7 - 22

Utility & Miscellaneous

North Carolina JOB NO. 175578902 SHEET NO.

-- CALCULATED BY TJF DATE 3/17/26

CHECKED BY AA DATE 3/17/26

Wind Loads : ASCE 7- 22

Ultimate Wind Speed 148 mph Nominal Wind Speed 114.6 mph Risk Category III Exposure Category C Enclosure Classif. Open Building Internal pressure +/-0.00 Bldg Directionality (Kd) 0.85

Kh MWFRS<=60 0.967

Kh all other 0.967

Type of roof Monoslope

Topographic Factor (Kzt)

Topography Flat

Hill Height (H) 0.0 ft H< 15ft;exp C

Half Hill Length (Lh) 0.0 ft ∴ Kzt=1.0

Actual H/Lh = 0.00

Use H/Lh = 0.00

Modified Lh = 0.0 ft

From top of crest: x = 0.0 ft

Bldg up/down wind? downwind

H/Lh= 0.00 K1 = 0.000 x/Lh = 0.00 K2 = 0.000 z/Lh = 0.00 K3 = 1.000

At Mean Roof Ht:

Kzt = (1+K1K2K3)^2 = 1.00

Gust Effect Factor h = 28.0 ft Flexible structure if natural frequency < 1 Hz (T > 1 second).

B = 26.0 ft If building h/B>4 then may be flexible and should be investigated.

/z (0.6h) = 16.8 ft h/B = 1.08

G = 0.85 Using rigid structure default

Rigid Structure Flexible or Dynamically Sensitive Structure ē = 0.20 Natural Frequency (η1) = 0.7 Hz ℓ = 500 ft Damping ratio (β) = 0.01 zmin = 15 ft /b = 0.660 c = 0.20 /α = 0.156 gQ, gv = 3.4 Vz = 128.9

Lz = 436.8 ft N1 = 2.37

Q = 0.92 Rn = 0.081

Iz = 0.22 Rh = 0.660 η = 0.699 h = 28.0 ft

G = 0.89 use G = 0.85 RB = 0.678 η = 0.649

RL = 0.244 η = 3.512 gR = 4.104

R = 1.524

Gf = 1.478

North Carolina JOB NO. 175578902 SHEET NO.

-- CALCULATED BY TJF DATE 3/17/26

CHECKED BY AA DATE 3/17/26

Ground Elevation Factor (Ke)

Grd level above sea level = 0 ft Ke = 1.0000 Constant = 0.00256

0.00256Ke = 0.00256

Enclosure Classification

Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller

Test for Open Building: All walls are at least 80% open.

Ao ≥ 0.8Ag

Test for Partially Enclosed Building: Predominately open on one side only

Input Test Ao 500.0 sf Ao ≥ 1.1Aoi NO

Ag 600.0 sf Ao > 4sf or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi ≤ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed

Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following:

Ao ≥ 1.1Aoi Ao > smaller of 4sf or 0.01 Ag Aoi / Agi ≤ 0.20 Where:

Ao = the total area of openings in a wall that receives positive external pressure.

Ag = the gross area of that wall in which Ao is identified.

Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao.

Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.

Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed.

(This type building will have same wind pressures as an enclosed building.)

Reduction Factor for large volume partially enclosed buildings (Ri) :

If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri.

Total area of all wall & roof openings (Aog): SF Unpartitioned internal volume (Vi) : CF

Ri = 1.00

North Carolina JOB NO. 175578902 SHEET NO.

-- CALCULATED BY TJF DATE

CHECKED BY AA DATE

Ultimate Wind Pressures

Wind Loads - Components & Cladding : h ≤ 60' Open Building - procedure doesn't apply

Base pressure (qh) = 54.2 psf Kh = 0.967 100.0 ft 30.0 ft

(Kd qh) = 46.1 psf h = 28.0 ft 0.2h = 5.6 ft 100.0 ft

Minimum parapet ht = 0.0 ft 0.6h = 16.8 ft 100.0 ft

Roof Angle (θ) = 0.6 deg GCpi = +/-0.00

Type of roof = Monoslope Kd qi = Kd qh = 46.1 psf

Roof GCp Surface Pressure (psf) User input

Area 10 sf 100 sf 500 sf 1000 sf 10 sf 100 sf 500 sf 1000 sf 50 sf 200 sf

Negative Zone 1 -1.70 -1.29 -1.00 -1.00 -78.3 -59.4 -46.1 -46.1 -65.1 -53.6 Negative Zone 1' -0.90 -0.90 -0.55 -0.40 -41.5 -41.5 -25.4 -18.4 -41.5 -34.5 Negative Zone 2 -2.30 -1.77 -1.40 -1.40 -106.0 -81.6 -64.5 -64.5 -88.9 -74.2 Negative Zone 3 -3.20 -2.14 -1.40 -1.40 -147.5 -98.6 -64.5 -64.5 -113.3 -83.9

Positive All Zones 0.30 0.20 0.20 0.20 16.0 16.0 16.0 16.0 16.0 16.0

Overhang Zone 1&1' -1.70 -1.60 -1.00 -1.00 -78.3 -73.7 -46.1 -46.1 -75.1 -61.8 Overhang Zone 2 -2.30 -1.59 -1.10 -1.10 -106.0 -73.4 -50.7 -50.7 -83.2 -63.6 Overhang Zone 3 -3.20 -1.96 -1.10 -1.10 -147.5 -90.5 -50.7 -50.7 -107.6 -73.4

Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 0 psf)

Parapet Kd qp = 0.0 psf Surface Pressure (psf) User input

Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 50 sf CASE A: Zone 2 : 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Zone 3 : 0.0 0.0 0.0 0.0 0.0 0.0 0.0

CASE B: Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 wall a = 3.0 ft

Walls GCp Surface Pressure at h Area 20 sf 100 sf 200 sf 500 sf 20 sf 100 sf 200 sf 500 sf 100 sf 200 sf

Negative Zone 4 -0.90 -0.80 -0.76 -0.70 -41.5 -36.9 -34.9 -32.3 -36.9 -34.9 Negative Zone 5 -1.80 -1.40 -1.23 -1.00…