Attach C - UFC_3_240_01_2020_c2_wastewater.pdf

UFC 3-240-01

1 May 2020

Change 2, 1 January 2021

UNIFIED FACILITIES CRITERIA (UFC)

APPROVED FOR PUBLIC RELEASE; DISTRIBUTION UNLIMITED

DRAFT

WASTEWATER COLLECTION AND

TREATMENT

WASTEWATER COLLECTION AND

TREATMENT

FA706024R0003 - SOW Attach C

Change 2, 1 January 2021

UNIFIED FACILITIES CRITERIA (UFC)

WASTEWATER COLLECTION AND TREATMENT

Any copyrighted material included in this UFC is identified at its point of use.

Use of the copyrighted material apart from this UFC must have the permission of the copyright holder.

Indicate the preparing activity beside the Service responsible for preparing the document.

U.S. ARMY CORPS OF ENGINEERS

NAVAL FACILITIES ENGINEERING SYSTEMS COMMAND (Preparing Activity)

AIR FORCE CIVIL ENGINEER CENTER

Record of Changes (changes are indicated by \1\ ... /1/)

Change No. Date Location 1 1 Aug 2020 Corrected oil droplet sizes in section A-12.1.

2 1 Jan 2021 1. Changed heading 33.42 Minimum Flow Depths from

[Replacement] to [Delete] and deleted the paragraph.

2. Deleted heading and paragraph for 34.11 Ladders [Addition] and replaced it with 34.11 Steps, Rungs and Ladders [Addition], revised the previous criteria for ladders and included new criteria for steps in manholes.

This UFC supersedes UFC 3-240-01 dated November 2012, UFC 3-240-02 dated November 2012 and UFC 4-832-01N dated January 2004.

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FOREWORD

The Unified Facilities Criteria (UFC) system is prescribed by MIL-STD 3007 and provides planning, design, construction, sustainment, restoration, and modernization criteria, and applies to the Military Departments, the Defense Agencies, and the DoD Field Activities in accordance with USD (AT&L) Memorandum dated 29 May 2002. UFC will be used for all DoD projects and work for other customers where appropriate. All construction outside of the United States is also governed by Status of Forces Agreements (SOFA), Host Nation Funded Construction Agreements (HNFA), and in some instances, Bilateral Infrastructure Agreements (BIA).

Therefore, the acquisition team must ensure compliance with the most stringent of the UFC, the SOFA, the HNFA, and the BIA, as applicable.

UFC are living documents and will be periodically reviewed, updated, and made available to users as part of the Services’ responsibility for providing technical criteria for military construction. Headquarters, U.S. Army Corps of Engineers (HQUSACE), Naval Facilities Engineering Systems Command (NAVFAC), and Air Force Civil Engineering Center (AFCEC) are responsible for administration of the UFC system. Defense agencies should contact the preparing service for document interpretation and improvements. Technical content of UFC is the responsibility of the cognizant DoD working group. Recommended changes with supporting rationale may be sent to the respective DoD working group by submitting a Criteria Change Request (CCR) via the Internet site listed below.

UFC are effective upon issuance and are distributed only in electronic media from the following source:

• Whole Building Design Guide web site http://www.wbdg.org/ffc/dod.

Refer to UFC 1-200-01, DoD Building Code (General Building Requirements), for implementation of new issuances on projects.

AUTHORIZED BY:

CHRISTINE T. ALTENDORF PhD, PE, SES P.E., PMP, SES

R. DAVID CURFMAN, P.E.

Chief Engineer

Chief, Engineering and Construction US Army Corps of Engineers

Naval Facilities Engineering Systems Command

NANCY J. BALKUS, P.E., SES

Deputy Director of Civil Engineers DCS Logistics, Engineering & Force Protection (HAF/A4C) HQ United States Air Force

MICHAEL McANDREW Deputy Assistant Secretary of Defense (Construction) and Acting Deputy Assistant Secretary of Defense (Housing) Office of the Assistant Secretary of Defense (Sustainment)

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UNIFIED FACILITIES CRITERIA (UFC)

REVISION SUMMARY SHEET

Document: UFC 3-240-01 Wastewater Collection and Treatment

Superseding: UFC 3-240-01 dated 1 November 2012, with Change 1 dated 1 November 2014, UFC 3-240-02 dated 1 November 2012 with Change 2 dated 1 January 2019, and UFC 4-832-01N dated 16 January 2004.

Description: This revised UFC consolidates criteria for domestic wastewater collection, domestic wastewater treatment, industrial wastewater collection and industrial wastewater treatment into one UFC. The use of industry standards and federal codes aided in the consolidation of these criteria documents. This revision updates technical requirements, industry standards, and maximizes uniformity among Tri-Service requirements. Appendix C contains a complete list of referenced wastewater requirements and Appendix B contains a complete list of referenced best practices.

Reasons for Document:

• This revised UFC updates wastewater collection and treatment criteria that was previously contained in multiple criteria documents and efficiently consolidates them into a single UFC.

• Establishes technical requirements by maximizing the use of industry standards to meet DOD requirements.

• Reorganizes the content to align with industry standards.

• Coordinates criteria requirements in other core and specialty UFC criteria documents.

Impact:

• This revision will have minimal impacts on design cost.

Unification Issues:

• FC 1-300-09N is referenced for Navy design procedures.

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TABLE OF CONTENTS

CHAPTER 1 INTRODUCTION

1-1 BACKGROUND

1-2 PURPOSE AND SCOPE

1-3 APPLICABILITY

1-4 GENERAL BUILDING REQUIREMENTS

1-5 CYBERSECURITY

1-6 NON-GOVERNMENT STANDARD MODIFICATIONS

1-7 COMMENTARY

1-8 GLOSSARY

1-9 REFERENCES

1-10 BEST PRACTICES

CHAPTER 2 PLANNING AND DESIGN

2-1 SAFETY

2-2 PLANNING

2-2.1 Domestic Wastewater Collection

2-2.2 Domestic Wastewater Treatment

2-2.3 Industrial Wastewater Systems

2-2.4 Solids Management

2-2.5 Planning For Non-War Emergencies

2-3 EXISTING CONDITIONS

2-3.1 Existing Sewers

2-3.2 Modifications to Existing Wastewater Treatment Facilities

2-4 DESIGN

2-4.1 Design Criteria

2-4.2 Design Approval

2-5 FEDERAL DISCHARGE REQUIREMENTS

2-6 CORROSION CONTROL

2-6.1 Hydrogen Sulfide and Other Internally Corrosive Conditions

2-6.2 Materials Selection

2-7 SECURITY

2-8 OPERATION AND MAINTENANCE

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2-8.2 Operation and Maintenance Manuals

CHAPTER 3 – 10 STATES STANDARDS CHAPTERS 10, 20, AND 30

3-1 MODIFICATIONS TO CHAPTER 10 ENGINEERING REPORTS AND

FACILITY PLANS

3-1.1 SECTION 11 ENGINEERING REPORT OR FACILITY PLAN

3-2 MODIFICATIONS TO CHAPTER 20 – ENGINEERING PLANS AND

SPECIFICATIONS

3-3 MODIFICATIONS TO CHAPTER 30 – DESIGN OF SEWERS

3-3.1 SECTION 31 APPROVAL OF SEWERS [Supplement]

3-3.2 SECTION 33 DETAILS OF DESIGN AND CONSTRUCTION

[SUPPLEMENT]

3-3.3 SECTION 34 MANHOLES

3-3.4 SECTION 35 INVERTED SIPHONS [SUPPLEMENT]

3-3.5 SECTION 38 PROTECTION OF WATER SUPPLIES

CHAPTER 4 – MODIFICATIONS TO CHAPTER 40 WASTEWATER PUMPING

STATIONS

4-1 SECTION 41 GENERAL [SUPPLEMENT]

4-2 SECTION 42 DESIGN

4-3 SECTION 46 ALARM SYSTEMS [SUPPLEMENT]

4-4 SECTION 49 FORCE MAINS

CHAPTER 5 – MODIFICATIONS TO CHAPTER 50 WASTEWATER TREATMENT

FACILITIES

5-1 SECTION 51 PLANT LOCATION

5-2 SECTION 53 DESIGN

5-3 SECTION 55 PLANT OUTFALLS

5-4 SECTION 57 SAFETY [SUPPLEMENT]

5-5 SECTION 58 LABORATORY [SUPPLEMENT]

CHAPTER 6 MODIFICATIONS TO CHAPTER 60 SCREENING, GRIT REMOVAL,

AND FLOW EQUALIZATION

CHAPTER 7 MODIFICATIONS TO CHAPTER 70 SETTLING

CHAPTER 8 MODIFICATIONS TO CHAPTER 80 SLUDGE PROCESSING,

STORAGE, AND DISPOSAL

8-1 SECTION 81 GENERAL. [ADDITION]

CHAPTER 9 MODIFICATIONS TO CHAPTER 90 BIOLOGICAL TREATMENT

CHAPTER 10 MODIFICATIONS TO CHAPTER 100 DISINFECTION

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10-1 SECTION 102 CHLORINE DISINFECTION

CHAPTER 11 MODIFICATIONS TO CHAPTER 110 SUPPLEMENTAL TREATMENT

PROCESSES

CHAPTER 12 SMALL TREATMENT SYSTEMS

12-1 GENERAL

12-2 PACKAGED TREATMENT PLANT

CHAPTER 13 ON-SITE WASTEWATER TREATMENT AND DISPOSAL

13-1 GENERAL

13-2 ALTERNATIVE SEWER SYSTEMS

13-3 HOLDING TANKS

13-4 NONLIQUID SATURATED TREATMENT SYSTEMS

CHAPTER 14 INDUSTRIAL WASTEWATER COLLECTION AND TREATMENT

14-1 INDUSTRIAL AND OILY WASTE CONTROL SYSTEMS

14-2 SPILL PREVENTION, CONTROL, AND COUNTERMEASURE PLANS. ..

14-3 INDUSTRIAL DISCHARGE LIMITS

14-4 GENERAL PRETREATMENT REGULATIONS FOR EXISTING AND

NEW SOURCES OF POLLUTION (40 CFR 403)

14-4.1 Industrial Discharges

14-4.2 Industrial User (40 CFR 403.3(j))

14-4.3 Categorical Industrial User

14-4.4 Non-Significant Categorical Industrial User (40 CFR 403.3(v)(2))

14-4.5 Significant Industrial User (40 CFR 403.3(v))

14-4.6 Middle-Tier Categorical Industrial User (40 CFR 403.12(e)(3)(i)-(iii)). . 48

14-4.7 National Pretreatment Standards: Prohibited Discharges (40 CFR 403.5)

14-4.8 National Pretreatment Standards: Categorical standards (40 CFR 403.6)

14-5 DIRECT DISCHARGE (40 CFR 122)

14-6 INDIRECT DISCHARGE

14-7 CONVENTIONAL POLLUTANTS (40 CFR 401.16)

14-8 INDUSTRIAL POLLUTANTS

14-8.1 Toxic Pollutants (40 CFR 401.15)

14-8.2 Priority Pollutants (40 CFR 423)

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14-8.3 Nonconventional Pollutants

14-9 INDUSTRIAL WASTEWATER SURVEYS

14-9.1 Physical Characteristics

14-9.2 Waste Stream Characteristics

14-9.3 Waste Stream Flows

14-10 PRELIMINARY DESIGN

14-10.1 Facility Industrial Wastewater Survey

14-11 DESIGN

14-11.1 Process Changes

14-11.2 Establishing the Design Flow

14-11.3 Industrial Wastewater Collection

14-11.4 Industrial Wastewater Treatment

14-11.5 Flow and Load Equalization

14-11.6 Solids Removal

14-11.7 pH Control

14-11.8 Removal of Inorganic Constituents

14-11.9 Removal of Organic Constituents

CHAPTER 15 OILY WASTE TREATMENT

15-1 OILY WASTE SOURCES

15-1.1 Oily Waste Characteristics

15-1.2 Oily Waste Waste Oil

15-1.3 Sampling

15-2 IDENTIFICATION OF FLOWS

15-3 OILY WASTE OIL COLLECTION

15-3.1 Waste Stream Minimization

15-3.2 Pumps

15-4 OILY WASTE TREATMENT

15-4.1 Oil Water Separators

15-4.2 Conventional Pollutants

15-4.3 Emulsified Oils

15-4.4 Dissolved Oils

15-4.5 Industrial Pollutants

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15-4.6 Pretreatment Techniques

15-4.7 Gravity Separation

15-4.8 Enhanced Gravity Separation

15-4.9 Other Types of Treatment

15-4.10 Inspection and Maintenance

15-4.11 Redundancy

CHAPTER 16 OILY WASTE AND WASTE OIL COLLECTION AND TREATMENT. .. 68

16-1 SOURCES

16-2 SHIP DISCHARGE VALUES

16-3 SITE LAYOUT

16-4 IDENTIFICATION OF FLOWS

16-4.1 Facility Daily Flow

16-4.2 Design Flow For Pier Oily Waste

16-5 GRAVITY FLOW COLLECTION SYSTEM

16-5.1 Design Flow For Pier Oily Waste

16-6 PRESSURIZED PIER COLLECTION SYSTEM

16-7 PUMP STATIONS

16-8 OILY WASTE TREATMENT

16-8.1 Equalization

16-8.2 Primary Treatment

16-8.3 Secondary Treatment

16-8.4 Tertiary Treatment

16-8.5 Redundancy

16-8.6 Discharge to Publicly Owned Treatment Works

16-8.7 Direct Discharge

16-8.8 Emulsified Oil Treatment

16-8.9 Hydrogen Sulfide Formation

16-8.10 Dissolved Metals Removal

16-8.11 Sludge Disposal

APPENDIX A BEST PRACTICES

A-1 WHOLE BUILDING DESIGN GUIDE

A-2 MATERIALS

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A-2.1 Rigid Conduit

A-2.2 Flexible Conduit

A-3 TRENCHLESS TECHNOLOGY

A-4 DOMESTIC WASTEWATER FLOWS

A-4.1 Average Hourly Flow

A-5 WASTEWATER COLLECTION

A-5.1 Pump Stations

A-5.2 Thrust Restraint for Force Mains

A-6 WASTEWATER TREATMENT FACILITIES

A-6.1 Health and Safety

A-6.2 Security

A-6.3 Operator Considerations

A-6.4 Plant Location

A-6.5 Special Consideration for the Tropics and Semiarid Locations Outside of the United States

A-6.6 Special Consideration for Cold and Arctic Locations Outside the United States

A-6.7 Preliminary Treatment

A-6.8 Primary Treatment

A-6.9 Settling

A-6.10 Biological Treatment

A-6.11 Support Systems for Wastewater Treatment Operations

A-6.12 Advanced Wastewater Treatment

A-6.13 Disinfection

A-7 SOLIDS PROCESS DESIGN AND MANAGEMENT

A-8 NATURAL SYSTEMS

A-8.1 Facultative Ponds

A-8.2 Algae Control

A-8.3 Aerated Ponds

A-8.4 Aerobic Ponds

A-9 ON-SITE TREATMENT SYSTEMS

A-9.1 Alternative Sewer Systems

A-10 BIOASSAY OF WASTEWATER

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A-10.1 Standard Bioassay Procedures

A-10.2 Rapid Bioassay Procedures

A-11 INDUSTRIAL WASTEWATER TREATMENT

A-11.1 Biological Systems

A-11.2 Nutrients

A-11.3 Source Separation

A-12 OIL-WATER SEPARATORS

A-12.1 Types of Oily Waste

A-12.2 Field Investigation

A-12.3 Oily Waste Treatment

A-12.4 Emulsions

A-12.5 Grit Removal

A-12.6 Gravity Separators

A-12.7 Parallel Plate Separators

A-12.8 Maintenance

A-12.9 Emulsified Oil Treatment

A-12.10 Oil and Oily Sludge Removal and Disposal

A-13 LOAD EQUALIZATION TANK SIZING

A-14 BEST PRACTICE REFERENCES

APPENDIX B GLOSSARY

B-1 ACRONYMS

APPENDIX C REFERENCES

TABLES

Table 3-1 Domestic Wastewater Allowances 1

Table 3-2 Minimum Peak Flow Factors

Table 3-3 Minimum Slopes

Table A-1 Best Practices for Primary Settling

Table A-2 Surface Overflow Rates

Table A-3 Load Equalization Tanks

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CHAPTER 1 INTRODUCTION

1-1 BACKGROUND.

People have used different terminology to describe wastewater treatment facilities for many years. Today people use terms such as sewage treatment plant, wastewater treatment plant, wastewater treatment facility, or publicly owned treatment works to describe domestic wastewater treatment facilities. Recommended Standards for Wastewater Facilities uses the terms wastewater facilities or wastewater treatment facilities. The EPA generally uses the terms municipal wastewater treatment facilities and wastewater treatment facilities. In recent years, Water Environment Federation (WEF) started using the term water resource recovery facilities (WRRF) to describe domestic wastewater treatment facilities since the wastewater industry is becoming more focused on resource recovery. These terms apply only to domestic wastewater treatment. This terminology should not be used interchangeably with industrial wastewater treatment facilities.

1-2 PURPOSE AND SCOPE.

This Unified Facilities Criteria (UFC) provides requirements for domestic wastewater collection, domestic wastewater treatment, industrial wastewater collection, and industrial wastewater treatment for the Department of Defense (DoD).

1-3 APPLICABILITY.

This UFC applies to service elements and contractors involved in the planning, design, and construction of permanent DoD facilities worldwide. It is applicable to all methods of project delivery and levels of construction. The contingency operation wastewater flows are applicable to facilities supporting military operations.

1-4 GENERAL BUILDING REQUIREMENTS.

Comply with UFC 1-200-01, DoD Building Code. UFC 1-200-01 provides applicability of model building codes and government unique criteria for typical design disciplines and building systems, as well as for accessibility, antiterrorism, security, high performance and sustainability requirements, and safety. Use this UFC in addition to UFC 1-200-01 and the UFCs and government criteria referenced herein.

1-5 CYBERSECURITY.

All control systems (including systems separate from an energy management control system) must be planned, designed, acquired, executed, and maintained in accordance with UFC 4-010-06, and as required by individual Service Implementation Policy.

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1-6 NON-GOVERNMENT STANDARD MODIFICATIONS.

UFC 3-240-01 modifies Recommended Standards for Wastewater Facilities (known hereafter as the “10 States Standards”) for domestic wastewater collection treatment.

Chapters 3 modifies Chapters 10, 20 and 30 of the 10 State Standards. Chapters 4 through 11 modify chapters 40 through 110 of the 10 States Standards. The 10 State Standards section modifications are one of four actions, according to the following legend:

[Addition] – Add new section, including new section number, not shown in 10 States Standards.

[Deletion] – Delete referenced 10 States Standards section.

[Replacement] – Delete referenced 10 States Standards section or noted portion and replace it with the narrative shown.

[Supplement] – Add narrative shown as a supplement to the narrative shown in the referenced section of 10 States Standards.

1-7 COMMENTARY.

Limited commentary has been added to the chapters. Section designations for such commentary are preceded by a “[C]” and the commentary narrative is highlighted with light gray.

1-8 GLOSSARY.

APPENDIX B contains acronyms, abbreviations, and terms.

1-9 REFERENCES.

APPENDIX C contains a list of references used in this document. The publication date of the code or standard is not included in this document. Unless otherwise specified, the most recent edition of the referenced publication applies.

1-10 BEST PRACTICES.

Appendix A provides guidance for accomplishing engineering services related to wastewater collection and treatment systems. The Designer of Record (DoR) is expected to review and interpret this guidance as it conforms to criteria and contract requirements and apply the information according to the needs of the project. If a Best Practices document has guidelines or requirements that differ from the Unified Facilities Guide Specifications (UFGS) or UFC, the UFGS and the UFC prevail. If a best practices document has guidelines or requirements that are not discussed in the UFGS or UFC, the DoR must submit a list of the guidelines or requirements being used for the project with sufficient documentation to the Authority Having Jurisdiction (AHJ) for review and approval before beginning design.

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CHAPTER 2 PLANNING AND DESIGN

2-1 SAFETY.

Comply with DODINST 6055.01 and applicable Occupational Safety and Health Administration (OSHA) safety and health standards.

2-2 PLANNING.

Use UFC 3-201-01 for planning topics such as wetlands and flood hazard areas. Use the Installation’s existing utility maps and planning documents to develop population estimates and plans for new service areas. Use WEF MOP 8, Chapter 2, Principles of Integrated Design for additional planning guidance.

2-2.1 Domestic Wastewater Collection.

In addition to population estimates, account for flow from industrial pretreatment, and ship to shore sources. Permits may be required for domestic wastewater collection systems.

2-2.2 Domestic Wastewater Treatment.

Plan the domestic wastewater treatment facility for current population and future population growth, minimum 5 years, using the Installation’s master development plan.

Account for seasonal fluctuations, low flow, peak flow, existing combined sewer flows, flow from industrial pretreatment, flow from ship-to-shore sources, receiving waterbody quality, and discharge requirements. Plan for future expansion of new treatment components. Provide space for future expansion in the layout of new treatment components and processes. A life-cycle cost analysis should be conducted to account for future capacity issues, capital investment, operation and maintenance, and constructability. Applicable construction and operating permits are required for the treatment of domestic wastewater.

2-2.2.1 Pilot Testing.

Pilot testing should be performed as part of the planning effort because of the time required to perform tests. Evaluate the need for pilot testing using the 10 State Standards. Pilot testing can be used to verify performance predictions or determine the effectiveness of unit treatment processes needed for the design of a domestic wastewater treatment facility.

2-2.3 Industrial Wastewater Systems.

Plan the industrial wastewater treatment facility for the largest current and future peak flow, minimum 5 years, using the Installation’s master development plan. Industrial wastewater may be discharged directly to a receiving waterbody when industrial wastewater effluent meets or exceeds receiving waterbody discharge requirements or indirectly to a domestic wastewater treatment facility when the industrial wastewater

Change 2, 1 January 2021 effluent meets or exceeds pretreatment requirements. Applicable construction and operating permits are required for the treatment or pretreatment of industrial wastewater. Refer to Figure 2-1 for an illustration of planning considerations. Use WEF MOP FD-3, Section 1, Planning and Managing Industrial Wastewater Pretreatment Processes.

Figure 2-1 Planning Considerations

2-2.3.1 Pilot Testing.

Pilot testing should be performed as part of the planning effort because of the time required to perform pilot testing. Pilot testing can be used to verify performance predictions or determine the effectiveness of unit treatment processes needed for design of industrial wastewater treatment facilities. Conduct pilot testing on the wastewater stream requiring treatment, when available, or on an equivalent wastewater stream.

2-2.4 Solids Management.

Use WEF MOP 8, Chapter 18 through 25 for guidance on solids or biosolids management.

Use Solids Process Design and Management, Chapter 2, Considerations of Planning of Biosolids Management Projects, for guidance on developing a biosolids management plan.

Industrial Waste Characterization

• Identify industrial wastewater sources

• Identify types of pollutants

• Identify pollutant loads and flows

• Identify any variation in loads or flows

• Identify any existing treatment processes

Regulatory Requirements and Treatment Criteria

• Define treatment objectives

• Identify discharge options, direct or indirect

• Identify categorical standards

• Identify permit requirements

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2-2.5 Planning For Non-War Emergencies.

Use Emergency Planning, Response, and Recovery for guidance when planning for non-war emergencies, such as earthquakes, hurricanes, tornadoes, and floods.

2-3 EXISTING CONDITIONS.

Use UFC 3-201-01 for preliminary site analysis and evaluation of existing conditions, such as geotechnical site investigation, environmental considerations, surveying, and topographic surveying.

2-3.1 Existing Sewers.

Use WEF MOP FD-6 for guidance when evaluating and rehabilitating existing sewers.

2-3.2 Modifications to Existing Wastewater Treatment Facilities.

Evaluate the effect of modifications on each individual wastewater treatment processes and notify the AHJ of any undersized treatment process or required upgrades to accommodate the modifications.

2-4 DESIGN.

Use UFC 3-201-01 for topics such as site development, grading, and storm drainage systems.

2-4.1 Design Criteria.

2-4.1.1 Within the United States.

For Installations located in the United States and its territories and possessions, the wastewater system must comply with the following criteria precedence:

1. EPA or State as applicable and local regulations for the project location;

2. Utility provider’s requirements;

3. Criteria indicated in this UFC;

4. UFC 01-200-02 for energy and sustainability; and

5. Appendix A for design guidance.

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2-4.1.2 Foreign Countries.

For Installations located outside of the United States and its territories and possessions, the wastewater system must comply with the following criteria precedence:

1. The Foreword of this UFC (All construction outside of the United States is also governed by Status of Forces Agreements (SOFA), Host Nation Funded Construction Agreements (HNFA), and in some instances, Bilateral Infrastructure Agreements (BIA));

2. Final Governing Standards (FGS);

3. DoD 4715.05-G, Overseas Environmental Baseline Guidance Document

(OEBGD);

4. Utility provider’s requirements;

5. Criteria indicated in this UFC;

6. UFC 01-200-02 for energy and sustainability; and

7. Appendix A for design guidance.

DoD 4715.05-G, Overseas Environmental Baseline Guidance Document (OEBGD) applies when there are no FGSs in place. Therefore, in foreign countries, this UFC will be used for DoD projects to the extent that it is allowed by and does not conflict with the applicable international agreements and the applicable FGS or OEBGD.

2-4.2 Design Approval.

The DoR must identify, assist, and provide, as applicable, all permits, approvals, and fees required for the design and construction of the new project from federal, state, and local regulatory authorities or overseas equivalent. The DoR must be a Professional Engineer experienced and licensed. Licensure in the location of the project may be required to obtain permits and approvals. For new or rehabilitated sanitary sewer systems or facilities such as service extensions, domestic wastewater treatment, or industrial wastewater treatment, coordinate with the applicable primacy agency to determine permitting requirements. Consult with the Government Project Manager to determine the appropriate signatories for permit applications.

2-4.2.1 Within the United States.

In the United States and its territories and possessions, the Government will review permits for acceptability.

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2-4.2.2 Foreign Countries.

In locations outside of the United States and its territories and possessions with host nation agreements, follow permit approval procedure as directed in project scope and by the Government Project Manager.

In locations outside of the United States and its territories and possessions without host nation agreements, the Government will review and approve plans for compliance.

2-5 FEDERAL DISCHARGE REQUIREMENTS.

In the United States and its territories and possessions, the EPA implements the Clean Water Act and regulates quality standards for surface waters. The Clean Water Act provides Federal regulations for the discharge of pollutants into the waters of the United States. The National Pollutant Discharge Elimination System (NPDES) 40 CFR 122 and the National Pretreatment Program 40 CFR 403.6 provide specific discharge standards and requirements for pollutants based on industry, pollutant, available technology, and type of source. The EPA may delegate this authority to individual states territories or possessions.

2-6 CORROSION CONTROL.

Use AWWA M27, WEF MOP 8, Chapter 8, Materials of Construction and Corrosion Control and ASCE MOP 60, Chapter 4, Corrosion Processes and Controls in Municipal Wastewater Collection Systems for guidance on corrosion control.

2-6.1 Hydrogen Sulfide and Other Internally Corrosive Conditions.

In areas where high hydrogen sulfide concentrations, such as piping in wet wells or manholes, provide corrosion resistant materials, coatings, or linings.

2-6.2 Materials Selection.

Approach selection of construction materials for corrosion control systems in accordance with the recommendations of WEF MOP 8, Chapter 8, Materials of Construction and Corrosion Control and AWWA M27. Corrosion control systems, such as coatings, linings, polyethylene encasement, or cathodic protection may be used to protect materials from corrosion. Explicit approval by the AHJ is required prior to providing a cathodic protection system on a buried pipeline. Use UFC 3-570-01 for the design of cathodic protection systems.

2-7 SECURITY.

Security must be an integral part of wastewater resource recovery system design.

Planners, engineers, and security and antiterrorism personnel must determine site-specific protective measures for wastewater systems. Use UFC 4-020-01 to establish protective measures. The engineering risk analysis, conducted as part of UFC 4-020-

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01, should be consistent with the terrorism risk analysis conducted by installation security or antiterrorism staff.

2-8 OPERATION AND MAINTENANCE.

Provide a design that:

• Minimizes operation and maintenance requirements, including additional training, higher level of operator certifications, or equipment that is not provided by the project. The AHJ must approve any operating equipment that is not provided by the project and required to maintain continuous operation of the wastewater treatment facility;

• Minimizes the number of operators required to operate the wastewater treatment facility. For new wastewater treatment facilities, the number of operators and level of training or operator certification required to operate the wastewater treatment facility must be approved by the AHJ. For existing wastewater treatment facilities, any increases to the number of operators, level of training, or operator certification required to operate the wastewater treatment facility must be approved by the AHJ. Give special consideration to minimizing operation and maintenance requirements in remote locations, including the limited availability of qualified operators available, technical support, and training opportunities;

• Includes operator training required to operate the wastewater treatment facility;

• Provides more than one piece of equipment, tank, or piping and isolation valves required to maintain continuous operation. Size equipment, tanks, and piping to maintain continuous operation with one piece of equipment or tank out of service.

• Provides space for the repair and removal of equipment without requiring the removal of equipment or pipe not in need of repair or replacement;

• Provides access, walkways, and space that complies with the applicable OSHA general industry and construction standards for operations, maintenance, and inspections;

• Provides tanks with isolation valves and drains to facilitate cleaning, inspection, and maintenance; and

• Provides drains with means of draining and containing pollutants that cannot be released to the environment.

2-8.2 Operation and Maintenance Manuals.

Prepare and furnish a site-specific operation and maintenance manual for wastewater pump stations and wastewater treatment systems, domestic or industrial. Operation and maintenance manual must include operating and maintenance procedures for the

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CHAPTER 3 – 10 STATES STANDARDS CHAPTERS 10, 20, AND 30

3-1 MODIFICATIONS TO CHAPTER 10 ENGINEERING REPORTS AND

FACILITY PLANS.

For Navy: Use Chapter 10 except as modified by FC 1-300-09N.

3-1.1 SECTION 11 ENGINEERING REPORT OR FACILITY PLAN.

11.23 Population Projection and Planning Period [Replacement].

Use Chapter 2 to determine the minimum project planning period. Phased construction of wastewater facilities should be considered in rapid growth areas. Sewers and other facilities should be designed for the applicable Installation and project planning period.

11.23.1 Design Population [Addition].

Determine design population by the resident and nonresident populations. The effects of factors such as birth rates, death rates, and immigration are not applicable to military installations. The present and future populations may be obtained from the Installation’s planning documents. Facilities that are not occupied and are included in the Installations current demotion plan should not be considered when determining resident and nonresident populations.

11.23.1.1 Resident Population [Addition].

Determine the resident population on full occupancy of all housing and quarters served.

When the actual family population is unknown, the population of family housing units is typically estimated to be 3.6 residents per unit. Consider the number of National Guard, ROTC, reserve personnel, boarding schools, guesthouses, and any satellite functions such as service to a local community or other Federal agencies when estimating resident populations.

11.23.1.2 Non-resident Population [Addition].

Determine the non-resident population on full occupancy of all non-residential facilities.

Consider the number of civil service personnel, contractor personnel, and daytime students when estimating non-resident populations.

11.242 Hydraulic Capacity for Wastewater Facilities to Serve Existing Collection Systems [Supplement].

When actual flow data is not available, use paragraph 11.243.

Change 2, 1 January 2021

11.243 Hydraulic Capacity for Wastewater Facilities to Serve New Collection Systems [Replacement].

Hydraulic capacity for wastewater collection systems and wastewater facilities serving new collection systems.

a. Use Table 3-1 plus wastewater flow from industrial plants and major institutional and commercial facilities to compute the average daily flow unless water use data or other justification upon which to better estimate flow is provided.

b. When designing wastewater collection systems serving areas with wastewater generated by nonresidents or other short term uses, compute the average hourly flow rate based on the actual time period of waste generation.

c. Use the values in Table 3-1 and the peaking factors in Table 3-2 to compute peak flows. These peaking factors cover normal infiltration for wastewater collection systems built with modern construction techniques, refer to Chapter 30.

Table 3-1 Domestic Wastewater Allowances 1

Permanent Type of Installation or

Building Per Unit gal/unit/day (L/unit/d)

Flow duration, Hours

Single Family Housing 2, Per unit 300 (1136) 24 Multifamily Housing 2 Per Unit 250 (946) 24 Type of Installation or Building

Per Person gal/cap/day

(L/cap/d) Flow duration, hours Military Installations Per Person 100 (379) 24 Nonresident Personnel and Civilian Employees

Per Person 30 (114) 8

Military Training Camps Per Person 50 (189) 24 BOQ and BEQ Per Person 70 (265) 24 Barracks Per Person 50 (189) 24

Temporary Host Nation Facilities Military Installations Per Person 35 (132) 24 BOQ and BEQ Per Person 20 (76) 24 Barracks Per Person 15 (57) 24

1. Allowances do not include industrial or process wastes.

2. For the purpose of calculating populations in family housing areas, each housing unit is typically estimated to be 3.6 residents per unit.

Change 2, 1 January 2021

Table 3-2 Minimum Peak Flow Factors

Population Peak Factor Greater than 500,000 2.5 Between 100,000 and 500,000 3.0 Less than 100,000 4.0

d. Peak wastewater flow determined by total drainage fixture units may be used in lieu of estimated per capita peak flows if total drainage fixture unit flow is determined to be higher. Use UFC 3-420-01 and ASCE MOP 60 Chapter 3, titled Quantity of Wastewater to compute peak flow using total drainage fixture units.

e. When actual flow data is not available and the condition of existing wastewater collection systems is unfavorable, an additional allowance for infiltration and inflow should be made.

f. When a new collection system serves existing facilities, evaluate the potential for infiltration and inflow from existing service lines or non-wastewater connections. Make an additional allowance for infiltration and inflow when infiltration and inflow from existing service lines is expected.

Non-wastewater flows should be disconnect and rerouted or demolished.

11.244 Combined Sewer Interceptors [Replacement].

In addition to the above requirements, interceptors for existing combined sewers must have capacity to receive a sufficient quantity of combined wastewater for transport to /8treatment facilities to ensure attainment of the appropriate water quality standards.

[C] 11.243 Hydraulic Capacity for Wastewater Facilities to Serve New Collection Systems [Replacement].

Peaking factors for military facilities are higher than most peaking factors to accommodate small populations, small service areas and unexpected operational changes.

[C] 11.243 Hydraulic Capacity for Wastewater Facilities to Serve New Collection Systems [Replacement].

Using total drainage fixture units to determine peak flow is not typically used by civil engineers to design wastewater collection systems. Using total drainage fixture units for facilities in which a large number of people may assemble in one place may be beneficial.

Change 2, 1 January 2021

11.244.1 Combined Sewers [Addition].

New combined sewers are not allowed. When an existing combined sewer is rehabilitated, the stormwater interceptor should be separated from the wastewater collection system. Where stormwater interceptors are not separated from the wastewater collection system, rehabilitation of existing combined sewers may be approved when applicable regulations and permits allow rehabilitation of existing combined sewers.

11.245 Ship Chemical Holding Tank Discharges [Addition].

Use UFC 4-150-02 or contact the Government Project Manager for ship wastewater discharge capacities. Domestic wastewater discharges from ships have varying discharge capacities and high rates of flow.

11.246 Arctic Locations [Addition].

Wastewater systems in arctic locations practice water conservation. Water consumption is typically low, and infiltration is nil. If actual water consumption data are not available, base average daily wastewater flow for arctic locations on 80% of the flow determined for similar uses.

11.25 Organic Capacity [Supplement].

Pretreat normal laundry wastes when laundry flow exceeds 25% of the average daily wastewater flow.

11.250 Ship Chemical Holding Tank Discharges [Addition].

Ship wastewater discharges are more concentrated than typical domestic wastewater and may contain high concentrations of sodium from seawater use.

3-2 MODIFICATIONS TO CHAPTER 20 – ENGINEERING PLANS AND

SPECIFICATIONS.

For Navy: Use Chapter 20 except as modified by FC 1-300-09N.

3-3 MODIFICATIONS TO CHAPTER 30 – DESIGN OF SEWERS.

3-3.1 SECTION 31 APPROVAL OF SEWERS [Supplement].

Use a gravity collection system unless justification is provided to and approved by the AHJ. A gravity sewer system is typically justified until the cost of the gravity system exceeds the cost of a pumped system by more than 10 percent.

Change 2, 1 January 2021

31.1 Sewers for Collection of Ship Wastewater [Addition].

Use UFC 4-152-01 and UFC 4-150-02 for the design of piers, wharfs, and drydock wastewater collection facilities.

3-3.2 SECTION 33 DETAILS OF DESIGN AND CONSTRUCTION

[SUPPLEMENT].

Design structural components of gravity sanitary sewer systems in accordance with UFC 1-200-01, ASCE MOP 60 Chapter 9, and the pipe manufacturer’s recommendations. Provide appropriate seismic protection in areas subject to earthquakes. Use EPA 810-B-18-001 for seismic design guidance.

33.1.1 Building Connection [Addition].

Use UFC 3-420-01 to size building sewers and for minimum building sewer diameter.

33.2 Depth [Supplement].

Minimum cover over sewer pipes must be the most stringent of the following requirements:

• 2 ft (0.61 m);

• 3 ft (0.91 m) for plastic pipe subject to traffic loading;

• greater than frost penetration according to UFC 3-301-01; or

• sufficient to support imposed dead and live loads for the pipe materials and pipe bedding used.

Evaluate temporary conditions during construction and final conditions. Provide calculations for minimum cover.

33.41 Recommended Minimum Slopes [Replacement].

Design and construct sewers with a diameter of 42 inches (1050 mm) or less to give minimum cleansing velocities, when flowing full, of not less than 2.0 feet per second (0.6 m/s), based on Manning's formula using an "n" value of 0.013. Minimum slopes for sewers with a diameter of 42 inches (1050 mm) or less are indicated in Table 3-3. Best Practice: For sewer with a diameter of 42 inches or less, design sewers to provide a minimum velocity of 2.5 ft/sec (0.76 m/s), when flowing full.

Design and construct sewers with a diameter of 48 inches (1200 mm) or larger to give mean velocities, when flowing full, of not less than 3.0 feet per second (0.9 m/s), based on Manning’s formula using an “n” value of 0.013.

33.42 \2\ Minimum Flow Depths [Delete] /2/.

Change 2, 1 January 2021

Table 3-3 Minimum Slopes

Nominal Sewer Size Minimum Slope in Feet Per 100 Feet (m/100 m)

8 inch (200 mm) 0.40 10 inch (250 mm) 0.28 12 inch (300 mm) 0.22 15 inch (375 mm) 0.15 18 inch (450 mm) 0.12 21 inch (525 mm) 0.10 24 inch (600 mm) 0.08 27 inch (675 mm) 0.067 30 inch (750 mm) 0.058 33 inch (825 mm) 0.052 36 inch (900 mm) 0.046 39 inch (975 mm) 0.041

42 inch (1050 mm) 0.037

33.43 Minimization of Solids Deposition [Replacement].

Select the pipe diameter and slope to minimize settling problems. Do not use oversized sewers to justify flatter slopes.

33.45 High Velocity Protection [Supplement].

Design gravity sewers to maintain subcritical flow conditions. Where steep slopes are unavoidable, use drop manholes to prevent supercritical flow conditions. Design downstream pipes to prevent hydraulic jumps and other flow disturbances.

33.47 Maximum Flow Depths [Addition].

Design sewer mains to carry the peak flow at a flow depth of no more than 0.9 d, where d is the sewer diameter.

33.5 Alignment [Replacement].

Use straight alignments between manholes.

Curvilinear alignment of sewers is not allowed.

33.7.1 Trenchless Technology [Addition].

Before beginning trenchless pipe design, obtain approval from the AHJ. Use UFC 3- 230-01 for fusible pipe design.

Change 2, 1 January 2021

3-3.3 SECTION 34 MANHOLES.

34.1 Location [Replacement].

Install manholes at the end of each line; all changes in grade, size, or alignment; at all intersections; at distances not greater than 400 ft (120 m) for sewers that are 15 inches (375 (mm) or less, and at 500 ft (150 m) for sewers that are 18 inches (450 mm) to 30 inches (750 mm). Distances of up to 600 ft (185 m) may be approved in cases where adequate modern cleaning equipment for such spacing is provided. Greater spacing may be permitted in larger sewers when approved by the AHJ.

34.1.1 Building Connections [Addition].

UFC 3-420-01 provides requirements for building sewers. These requirements include items such as making connections, changes in direction, location of cleanouts and for building connections larger than 8 in. (200 mm), and manhole location.

34.6 Watertightness [Supplement].

Watertight manhole frames and covers must be used when the manhole rim elevation is in the 100 year flood plain.

34.10 Frames and Covers [Addition].

Frames and covers must be sufficient to withstand impact from wheel loads where subject to vehicular or airfield traffic.

34.11 Steps, Rungs and Ladders [Addition].

\2\ Provide steps or rungs in accordance with 29 CFR 1910.24(b) and ANSI A14.3 for manholes with a depth of 4 feet (1.2 m) or more above a lower level.

Provide a fixed ladder in accordance with 29 CFR 1029.23(d) and ANSI A14.3 for manholes with a depth greater than 20 ft (6.1 m). /2/

3-3.4 SECTION 35 INVERTED SIPHONS [SUPPLEMENT].

Depressed sewers must withstand internal pressures greater than atmospheric. Use pipe materials rated for force mains. Use inverted siphons only if no other option can be used.

3-3.5 SECTION 38 PROTECTION OF WATER SUPPLIES.

38.3 Relation to Water Mains [Replacement].

Use UFC 3-230-01 for horizontal and vertical separation distances from contaminated sources and wastewater sewer crossings.

Change 2, 1 January 2021

38.31 Horizontal and Vertical Separation [Delete].

38.32 Crossings [Delete].

Change 2, 1 January 2021

CHAPTER 4 – MODIFICATIONS TO CHAPTER 40 WASTEWATER PUMPING

STATIONS

4-1 SECTION 41 GENERAL [SUPPLEMENT].

Use pumping stations only where specifically identified in the project scope of work or upon written approval from the AHJ. Obtain written approval before beginning design.

41.1 Flooding [Supplement].

Use UFC 3-201-01 for flood design.

41.2 Accessibility and Security [Replacement].

Provide pumping stations with adequate access for personnel and equipment maintenance and replacement. Access points must be lockable and meet Installation security requirements.

All pump stations must be readily accessible from an all-weather road. For stations that are not enclosed, provide access for direct maintenance from a truck equipped with hoist attachments. For enclosed stations, include provisions in the structure to facilitate access for repair and to provide a means for removal and loading of equipment.

41.4 Safety [Supplement].

Design the pump station to protect maintenance personnel from toxic, explosive, or otherwise hazardous atmospheres.

41.5 Site Selection [Addition].

Pumping facilities must not be constructed beneath buildings, streets, roadways, railroads, aircraft aprons or runways, or other major surface structures. Consider availability of utilities such as electric power, potable water, fire protection, gas, steam, and telephone service.

Maintain a minimum setback to buildings and other occupied facilities of 500 ft (152 m) for medium and large pumping stations, unless adequate measures are provided for odor and gas control. Small wastewater pumping stations are defined as having peak flows less than 500 gpm (31.5 L/s); medium wastewater pumping stations are defined as having peak flowrates of 500 gpm (31.5 L/s) to 3200 gpm (202 L/s); and large wastewater pumping stations are defined as having peak flows greater than 3200 gpm (202 L/s).

41.6 Architectural [Addition].

Design pump station buildings to be architecturally compatible with the surrounding buildings in accordance with the Installations Appearance Plan.

Change 2, 1 January 2021

41.7 Upgrades to Existing Pumping Stations [Addition].

Existing pumping stations may be upgraded where a complete hydraulic analysis shows that the upgraded pumping station can operate at the proposed capacity in conformance with the jurisdictional requirements for a new pumping station of equal capacity. The hydraulic analysis must include effects on the existing force main to its point of discharge and, if networked, the effects on all other pumping stations connected to the system. This analysis is required whenever additional flow is added to a pump station, even if physical changes to the station are not proposed.

4-2 SECTION 42 DESIGN.

42.22 Equipment Removal [Supplement].

Provide space required to remove bolts from thrust harnesses of sleeve couplings and to slide couplings off joints. In the dry well or structure, provide a minimum clearance of 4 ft (1.2 m) between adjacent pump casings and a minimum of 3 ft (1.0 m) from each outboard pump to the closest wall. Maintain a 7 ft (2.1 m) minimum clearance between floor and overhead piping, where practicable.

42.3 Pumps [Supplement].

Evaluate the system characteristics and determine the requirements for the pumping systems, such as flow rates, system head-capacity curves, pump station location, area served, and force main velocities when selecting pumps. To determine system requirements, develop a system head-capacity curve which includes minimum, average and peak flow rates for the design condition and, if applicable, any interim conditions.

Select a minimum of three different pump manufacturers or pump models capable of:

• Discharging the peak flow for the system with one pump out of service and simultaneous pump operation;

• Operating for the full range of wet well levels;

• Discharging to either a gravity sanitary sewer or force main as applicable;

and

• Operating in the manufacturer’s recommended performance curve and maximizing pump efficiency for the design average and peak flow conditions.

Use WEF MOP FD-4 for guidance when developing system head-capacity curves and selecting pumps.

42.31 Multiple Units [Supplement].

A single pump may be used for a wastewater pumping stations serving extremely low flows, such as a remote gate house, when justification is provided to and approved by the AHJ.

Change 2, 1 January 2021

42.35.1 Pump Motors [Addition].

Select a pump motor enclosure suitable for the pump location. Provide totally enclosed fan-cooled motors for dry well pump installations. Ensure submersible pumps have watertight motor enclosures. Ensure temperature ratings of motors installed outdoors are adjusted to suit ambient operating conditions. To prevent condensation in dry wells, provide heat for pump motors designed to operate on an intermittent basis. Use motors rated for hazardous locations. Use motor starter technology for large motors to limit inrush current and mitigate electrical transients on electrical supply.

42.35.2 Motor Horsepower [Addition].

Select the pump motor horsepower such that it will accommodate any variation in flow and head along the entire design impeller curve without motor overload or failure.

42.38 Pumping Rates [Supplement].

Use a computer program for water hammer analysis of large pump stations.

42.39 Cavitation [Addition].

Confirm net positive suction head available is greater than the manufacturer’s net positive suction head required at all anticipated operating conditions.

42.4.1 Adjustable Speed Drives [Addition].

Select the simplest system that allows pumps to accomplish the required hydraulic effects. Evaluate cost, efficiency, reliability, structural requirements, ease of operation, and degree of maintenance necessary. Operation and maintenance are critical at military installations where adequate personnel cannot always be provided. Coordinate with the electrical DoR when using adjustable speed drives for variable speed pump operation. In general, adjustable speed drives are more expensive, less efficient, and require a higher degree of maintenance than across-the-line full voltage motor starters.

However, in some instances, adjustable speed drives may be the best approach.

42.4.2. Selection of Control Points [Addition].

Provide a minimum of 6 in. (150 mm) between pump control points used to start and stop successive pumps or to change pump speeds.

Set the high-water level in the wet well below the lowest incoming invert of the sewer and minimize the fall of wastewater releasing hydrogen sulfide.

42.62 Size [Supplement].

The minimum length, width, or diameter is 4 ft (1.2 m).

Change 2, 1 January 2021

42.65 Pressure Gauges [Addition].

Provide pressure gauges on discharge piping directly downstream of the pump in dry well pumping stations.

4-3 SECTION 46 ALARM SYSTEMS [SUPPLEMENT].

Provide alarms such as low level and high temperature when required by pump manufacturer to maintain the pump manufacturer’s warranty.

Remote monitoring systems must meet the requirements in UFC 4-010-06. Use UFC 4- 010-06 for cybersecurity Risk Management Framework (RMF).

4-4 SECTION 49 FORCE MAINS.

49.1 Velocity and Diameter [Replacement].

For grinder pumps, use a minimum 1¼ in. (32 mm) diameter. For small non-clog submersible pumps and pneumatic ejectors, use a minimum 4 in. (100 mm) diameter.

Size force mains based on hydraulic calculations considering factors such as velocity, friction loss, and power requirements.

Flow velocities should range from 2 to 5 feet per second (0.6 to 1.5 meters per second) for the design flow. The maximum velocity depends on new and existing piping materials and appurtenances. Ensure that the maximum pressure of the piping materials and appurtenances exceeds the maximum pressure of the system, including the potential for surge pressure.

49.2 Air and Vacuum Release Valves [Supplement].

Use AWWA M51 for guidance on air and vacuum release valves.

49.4.1 Rigid Conduit [Addition].

For ductile iron force mains, use AWWA C150/ANSI A21.50 to calculate the required pressure class or special thickness class.

49.4.2 Flexible Conduit [Addition].

For PVC…