Fort Bragg Wastewater
Collection System Master
Plan
City of Fort Bragg
August 1, 2026
City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | i
Contents
EXECUTIVE SUMMARY .............................................................................................................................. 1 ES.1 Background ............................................................................................................................... 1 ES.2 Key Master Plan Components .................................................................................................. 1 ES.3 Capital Improvement Program (CIP)......................................................................................... 2 ES.4 Capital Plan Funding ................................................................................................................. 6 ES.5 System Hydraulic Analysis ........................................................................................................ 6 ES.6 Condition Assessments............................................................................................................. 7 ES.7 Geotechnical, Environmental, and Climate Risk and Resilience .............................................. 7 CHAPTER 1 Introduction................................................................................................................1-1
1.1 Master Plan Purpose & Goals ................................................................................................1-1
1.2 Wastewater Collection System ..............................................................................................1-2
1.3 Report Organization ...............................................................................................................1-3 CHAPTER 2 Data Collection and Hydraulic Modeling ...................................................................2-1
2.1 Existing Model Development..................................................................................................2-1
2.2 Manhole Field Survey...........................................................................................................2-10
2.3 Flow Monitoring ....................................................................................................................2-12 CHAPTER 3 Existing and Future Capacity Analysis......................................................................3-1
3.1 Introduction.............................................................................................................................3-1
3.2 Infiltration & Inflow (I&I) Analysis............................................................................................3-1
3.3 Hydraulic Model Calibration ...................................................................................................3-3
3.4 Existing and Future Capacity Analysis...................................................................................3-6 CHAPTER 4 Risk Assessment.......................................................................................................4-1
4.1 Risk Assessment Framework.................................................................................................4-1
4.2 Data Preparation ....................................................................................................................4-3
4.3 Summary of Findings and Recommendations .......................................................................4-4
4.4 Applying the Risk Model.......................................................................................................4-10 CHAPTER 5 Condition Assessment...............................................................................................5-1
5.1 Introduction.............................................................................................................................5-1
5.2 Lift Stations.............................................................................................................................5-1
5.3 Force Mains............................................................................................................................5-1
5.4 Gravity Mains .........................................................................................................................5-3 CHAPTER 6 Geotechnical Desktop Assessment ..........................................................................6-1
6.1 Geologic Assessment and Hazards .......................................................................................6-1 City of Fort Bragg
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6.2 Summary of Wastewater Collection System..........................................................................6-1
6.3 Areas of Concern for the Rehabilitation of the Wastewater Collection Facilities ...................6-2
6.4 Recommended Further Action ...............................................................................................6-5 CHAPTER 7 Climate Risk ..............................................................................................................7-1
7.1 Climate Resilience Assessment.............................................................................................7-1
7.2 Recommended Resilience Strategies ....................................................................................7-2 CHAPTER 8 Capital Improvement Program ..................................................................................8-1
8.1 Introduction.............................................................................................................................8-1
8.2 Ten-Year Capital Plan Overview............................................................................................8-1
8.3 Planning Criteria...................................................................................................................8-15
8.4 Prioritization strategy............................................................................................................8-16
8.5 Cost Estimating ....................................................................................................................8-16
8.6 Preliminary Engineering Reports .........................................................................................8-18
8.7 Condition Assessment Program...........................................................................................8-19 CHAPTER 9 Funding Opportunities ...............................................................................................9-1
9.1 Overview.................................................................................................................................9-1
9.2 Water Infrastructure Finance and Innovation Act...................................................................9-2
9.3 U.S. Department of Housing and Urban Development Community Development Block Grants...........................................................................................................................9-3
9.4 Economic Development Administration Public Works and Economic Adjustment Assistance Programs .............................................................................................................9-3
9.5 U.S. Department of Agriculture Water and Waste Disposal Loans and Grant Program .......9-4
9.6 Congressional Earmarks ........................................................................................................9-4
9.7 State Revolving Funds ...........................................................................................................9-5
9.8 USACE Section 219 Environmental Infrastructure Program..................................................9-8
9.9 Climate Bond (Proposition 4) .................................................................................................9-8
9.10 Funding Recommendations .................................................................................................9-10 CHAPTER 10 Conclusions and Recommendations.......................................................................10-1 City of Fort Bragg
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Tables
Table ES-1: 10-Year Capital Improvement Plan........................................................................................... 2 Table 2-1. GIS Feature Class to Hydraulic Model Element .......................................................................2-2 Table 2-2. Data Source and Possible Errors .............................................................................................2-8 Table 2-3. Sewer Lift Station Information.................................................................................................2-10 Table 2-4. List of Monitoring Locations, Total ADWF, and Area..............................................................2-12 Table 3-1. Total Basin Area and Hourly Flow (GPM) ................................................................................3-5 Table 3-2. Monitored Basin RTS................................................................................................................3-7 Table 3-3. Sewer Duty Factors (GPD/Acre) per Land Use Type...............................................................3-7 Table 3-4. Preliminary Proposed CIP Projects for Existing, Near Term, and Build-Out (10-Year Storm)..........................................................................................................................................3-17 Table 4-1. Total Risk – LoF and CoF Weighting........................................................................................4-1 Table 4-2. Likelihood of Failure Factors, Data Sources, and Weights.......................................................4-2 Table 4-3. Consequence of Failure Factors Data Sources and Weights ..................................................4-3 Table 5-1. Condition Rating Methodology..................................................................................................5-2 Table 5-2. Summary of Lift Station Improvements ....................................................................................5-4 Table 5-3. Lift Station Replacement Costs by Timeframe .........................................................................5-4 Table 5-4. Summary of Lift Station Improvements ....................................................................................5-5 Table 5-5. Decision Support Framework ...................................................................................................5-5 Table 5-6. Gravity Main Repair Recommendations ...................................................................................5-7 Table 8-1: 0-5 Year Capital Projects..........................................................................................................8-3 Table 8-2. 6-10 Year Capital Projects........................................................................................................8-6 Table 8-3. >10 Year Capital Projects .......................................................................................................8-11 Table 9-1. Interest Rates Effective April 1, 2025 .......................................................................................9-4 Table 9-2. CWSRF Interest Rates .............................................................................................................9-5 Table 9-3. CWSRF Disadvantaged Community Citeria.............................................................................9-6 Table 9-4. CWSRF Principal Forgiveness Criteria ....................................................................................9-6 Table 9-5. CWSRF Schedule.....................................................................................................................9-6 Table 9-6. Climate Bond Funding ..............................................................................................................9-9 City of Fort Bragg
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Table 9-7. Potential Funding and Project Eligibility Matrix.......................................................................9-11 Table 9-8. Available Funding Summary...................................................................................................9-11 City of Fort Bragg
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Figures
Figure ES-1: 10-Year Capital Plan Projects.................................................................................................. 5 Figure 1.1 - Wastewater Collection System Map.......................................................................................1-2 Figure 2-1. Fort Bragg Sewer Network ......................................................................................................2-5 Figure 2-2. Fort Bragg Sewer Core Network .............................................................................................2-7 Figure 2-3. Data Quality .............................................................................................................................2-9 Figure 2-4. Junctions Surveyed with Invert Elevation..............................................................................2-11 Figure 2-5. Map of Flow Monitoring Sites and Node Sewershed Area....................................................2-13 Figure 3-1. RTK Unit Hydrograph Method .................................................................................................3-2 Figure 3-2. Possible FM-04 Sanitary and Storm Sewer Cross-Connections.............................................3-3 Figure 3-3. Fort Bragg Node Sewershed Area ..........................................................................................3-4 Figure 3-4. Weekday Monitoring Basin Diurnal Patterns...........................................................................3-6 Figure 3-5. City’s Future Land Use Categories..........................................................................................3-9 Figure 3-6. City's Proposed Rezoning Plan .............................................................................................3-10 Figure 3-7. GP Mill Site Illustrative Land Use Plan..................................................................................3-11 Figure 3-8. Future Development Lots ......................................................................................................3-12 Figure 3-9. Existing Max d/D and Flooding (10-Year Storm)...................................................................3-15 Figure 3-10. Proposed CIP Projects For Existing, Near Term, and Build-Out (10-Year Storm)..............3-23 Figure 4-1. Wastewater Collection System Risk Formula ........................................................................4-5 Figure 4-2. Cumulative Length Compared to Total Risk............................................................................4-6 Figure 4-3. Total Risk.................................................................................................................................4-7 Figure 4-4. Likelihood of Failure ................................................................................................................4-8 Figure 4-5. Consequence of Failure ..........................................................................................................4-9 Figure 5-1. Force Mains .............................................................................................................................5-1 Figure 5-2. Elm Street Lift Station Force Main...........................................................................................5-3 Figure 6-1. Cypress St. Perched Water.....................................................................................................6-4 Figure 8-1. - 0-5 Yr Capital Projects ..........................................................................................................8-5 Figure 8-2. 6-10 yr Capital Projects .........................................................................................................8-10 Figure 8-3. >10 Yr Capital Projects..........................................................................................................8-13 City of Fort Bragg
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Appendices
Appendix A. Manhole Survey.....................................................................................................................A-1 Appendix B. Flow Monitoring .....................................................................................................................B-1 Appendix C. Model Calibration Results .................................................................................................... C-1 Appendix D. Risk Factors & Weighting ..................................................................................................... D-1 Appendix E. CCTV Inspection Plan ...........................................................................................................E-1 Appendix F. CCTV Results ........................................................................................................................F-1 Appendix G. Lift Station Visual Assessment Report................................................................................. G-1 Appendix H. Climate Resilience................................................................................................................ H-1 Appendix I. Desktop Geotechnical Assessment .........................................................................................I-1 Appendix J. Preliminary Engineering Reports ........................................................................................... J-1 Appendix K. CIP Projects...........................................................................................................................K-1 City of Fort Bragg
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ACRONYMS AND ABBREVIATIONS
AACEI Association for Advancement of Cost Engineering International AC Asbestos Cement
ACP Asbestos Cement Pipe
ACS American Community Survey
ADWF Average Dry Weather Flow
APN Assessors Parcel Number
BI Base Infiltration
BWP Base Wastewater Production
CAD Computer-Aided Design
CCI Construction Cost Index
CCTV Closed-Circuit Television
CDBG Community Development Block Grant
CDF Controlled Low-Density Fill
CIP Capital Improvement Program
CIPP Cast-In-Place Pipe
City The City of Fort Bragg
CIWQS California Integrated Water Quality System
CMP Corrugated Metal Pipe
CMU Concrete Masonry Unit
CNRA California Natural Resources Agency
CoF Consequence of Failure
CRA Climate Resilience Assessment
CSMP Wastewater Collection System Master Plan
CWSRF Clean Water State Revolving Funds
DAC Disadvantaged Community
DTSC Department of Toxic Substances Control
DWF Dry Weather Flow
DWSRF Drinking Water State Revolving Funds
EDA Economic Development Administration
ENR Engineering News-Record
EPA Environmental Protection Agency
ERDIP Earthquake Resistant Ductile Iron Pipe
ESRI Environmental Systems Research Institute
EVRUL Evaluated Remaining Useful Life
FFY Federal Fiscal Year
FOG Fats, Oils, and Grease
FRP Fiber Reinforced Plastic
FRPM Fiberglass-Reinforced Plastic Mortar
GIS Geographic Information System
GP Georgia-Pacific
GPD Gallons per Day
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GPM Gallons per Minute
GPR Green Project Reserve Funding
HDPE High-Density Polyethylene
HUD U.S. Department of Housing and Urban Development
HVAC Heating, Ventilation, and Air Conditioning
I&I Inflow and Infiltration
IIJA Infrastructure Investment and Jobs Act
IUP Intended Use Plan
LiDAR Light Detection and Ranging
JOL Joint Offset, Large
JOM Joint Offset, Medium
LoF Likelihood of Failure
LOI Letters of Interest
LS Sewer Lift Station
MCC Motor Control Center
MGD Million Gallons per Gay
MHI Median Household Income
NASSCO National Association of Sewer Service Companies
NOAA National Oceanic and Atmospheric Administration
NOFA Notice of Funding Availability
NTNC Non-Transient, Non-Community
OMRR&R Operation, Maintenance, Repair, Rehabilitation and Replacement
OPC Opinions of Probable Cost
OUL Original Useful Life
PACP Pipeline Assessment Certification Program
PPA Project Partnership Agreement
PVC Polyvinyl Chloride Pipe
RDII Rainfall Derived Inflow and Infiltration
RPM Fiberglass-Reinforced Plastic Mortar
RTK R value of the basin unit hydrograph
RTS Return-to-Sewer
RUL Remaining Useful Life
SCADA Supervisory Control and Data Acquisition
SDAC Small Disadvantaged Community
SRF State Revolving Funds
SSO Sewer System Overflow
SWMM Storm Water Management Model
SWRCB California State Water Resources Control Board
UN Utility Network
UPS Un-interruptible Power Supply
USACE U.S. Army Corps of Engineers
USDA United States Department of Agriculture
USGS United States Geological Survey
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V&A V&A Consulting Engineers
VC Vitrified Clay
VCP Vitrified Clay Pipe
WIFIA Water Infrastructure Finance and Innovation Act
WRDA Water Resources Development Act
WWTP Wastewater Treatment Plant
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EXECUTIVE SUMMARY
ES.1 Background
The City of Fort Bragg (City) wastewater collection system includes 31 miles of gravity pipeline, 3 miles of force main pipeline, and 6 lift stations. The collection system delivers wastewater to the City’s 4.9 million gallon per day (MGD) wastewater treatment plant. The oldest facilities were constructed in the 1960s and are approximately 65 years old or older, while newer sections are estimated to be 20 years old or newer. Approximately 4.5 miles of gravity pipeline (14.5%) has been rehabilitated with slip liners or cast-in-place pipe (CIPP). The City’s gravity mains range from 6” to 30” in diameter, and are of various materials, with the majority being vitrified clay pipe (VCP) as well as some asbestos cement (AC), poly vinyl chloride (PVC), corrugated metal pipe (CMP), and others.
The City’s major force mains are constructed of Techite (fiberglass-reinforced plastic mortar - RPM) pipe, apart from the new Pudding Creek force main, which is high-density polyethylene (HDPE).
The City’s wastewater collection system currently operates successfully with adequate capacity.
However, the system is aging and exhibits evidence of age-related deterioration in some areas, including groundwater infiltration, corrosion, and structural compromise. Additional factors such as population growth, land use, and climate change will also challenge the system over time. The City anticipates a need to plan for overall system renewal, and investment in resilience and expansion.
The focus of this Wastewater Collection System Master Plan (CSMP) is to develop and document a transparent, data-driven, and repeatable capital planning process for the City’s wastewater collection system. The CSMP identifies and prioritizes capital projects to promote collection system resilience, with adequate collection facilities to meet current and future demand. The City-owned and operated Wastewater Treatment Plant is not included in this planning effort, as it has undergone an extensive rehabilitation and upgrade in 2020.
Key capital planning factors include:
• Evaluating system hydraulic performance for anticipated operating conditions • Studying the impact of re-zoning and development of the City’s industrial areas on available capacity
• Identifying strategies to prioritize system investment to maintain system resilience in response to anticipated climate, seismic, and environmental threats.
ES.2 Key Master Plan Components
The key components in this master plan are incorporated into the following chapters:
• Chapter 2 – Data Collection & Modeling
o Flow Study
o Manhole Survey
• Chapter 3 – Capacity Analysis
• Chapter 4 – Risk Analysis
• Chapter 5 – Condition Assessment
o Lift Station Condition Survey
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o Force Mains
o CCTV Inspection
• Chapter 6 – Desktop Geotechnical Assessment
• Chapter 7 – Climate Risks
• Chapter 8 – Capital Plan
• Chapter 9 – Funding Opportunities
The most significant components of this plan are summarized below.
ES.3 Capital Improvement Program (CIP)
CHAPTER 8 contains the detailed 10-year capital improvement plan for the wastewater collection system. Projects included represent priority capacity, operational, and asset renewal improvements need to meet existing and future demands, facilitate system operations, and keep the current system performing at expected levels of service.
The 10-Year Capital Improvement Plan projects are summarized in Table ES-1 and are graphically shown on the map in Figure ES-1. The table groups the projects based on priority, identifying those projects expected to be completed in the next five years and those expected to be completed between years six and ten. To support the City’s alignment with applicable funding, two project cost estimates are included for some applicable capital projects. The Escalated Existing Project Cost shows the costs to address current deficiencies only. The Escalated Buildout Project Cost shows project cost to address current and future anticipated capacity deficiencies if full buildout scenarios are realized. Each project is categorized by the key driver:
Capacity, Asset Renewal, Build-out, or Other as described below. Projects discussed in the text are referenced by their CIP ID.
Table ES-1: 10-Year Capital Improvement Plan
Priority
CIP ID
Project Name Category
Total
Pipe
Length
(ft)
Time
Frame
Escalated
Existing
Project Cost1
Escalated
Buildout
Project
Cost1
2 F-01 Elm Street Force Main CIPP
Lining
Asset
Renewal
2,293 0-5
yrs
$1,053,000
1 P-01 Chief Celeri Dr Sewer Main
Replacement2
Capacity 1,882 0-5
yrs
$2,853,000
3 P-02 WWTP Inflow Sewer Main
Replacement2
Capacity 2,305 0-5
yrs
$6,103,000
4 P-03 E Alder St Sewer Main
Replacement
Capacity 797 0-5
yrs
$892,000
1 0-5 year costs escalated to 2027 dollars, 6-10 year costs escalated to 2032 dollars 2 See project sheets, Appendix J.
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Priority
CIP ID
Project Name Category
Total
Pipe
Length
(ft)
Time
Frame
Escalated
Existing
Project Cost1
Escalated
Buildout
Project
Cost1
8 P-06 E Oak St Sewer Main
Replacement III
Capacity 989 0-5
yrs
$377,000
6 P-10 S Franklin St Sewer Main
Replacement
Capacity 633 0-5
yrs
$351,000
7 P-11 S Harrison St Sewer Main
Replacement
Capacity 662 0-5
yrs
$291,000
5 P-16 E Oak St Sewer Main
Replacement IV2
Capacity 1,971 0-5
yrs
$724,000 $866,000
9 P-34 North Fort Bragg Sewer Main
Extension
Buildout 1,970 0-5
yrs
- $471,000
10 P-35 GP Mill Sewer Main
Extension I (Noyo Center)
Build-out 1,074 0-5
yrs
- $471,000
11 R-01 CCTV Condition Inspection Asset
Renewal
- 0-5
yrs
$500,000
12 R-02 Lift Station Rehabilitation Asset
Renewal
- 0-5
yrs
$442,000
13 R-03 0-5 yr CIPP Lining Projects Asset
Renewal
- 0-5
yrs
$500,000
14 O-01 Capital Plan Update Other - 0-5
yrs
$110,000
0-5 Year Subtotal: $14,196,000 $15,280,000
30 P-04 E Oak St Sewer Main
Replacement I
Capacity 316 6-10
yrs
$112,000
15 P-05 E Oak St Sewer Main
Replacement II
Capacity 2,893 6-10
yrs
$1,399,000
35 P-07 N Franklin St Sewer Main
Replacement
Capacity 472 6-10
yrs
$286,000
31 P-08 E Chestnut St Sewer Main
Replacement
Capacity 703 6-10
yrs
$359,000
40 P-09 Hazel St Sewer Main
Replacement
Capacity 357 6-10
yrs
$230,000
38 P-12 S Main St Sewer Main
Replacement II
Capacity 66 6-10
yrs
$432,000
16 P-13 Cedar St Replacement I Capacity 2,171 6-10
yrs
$961,000 $1,224,000
34 P-14 Cedar St Replacement II Capacity 399 6-10
yrs
$145,000
23 P-15 Dennison Ln Sewer Main
Replacement
Capacity 656 6-10
yrs
$239,000 $526,000
37 P-17 E Fir St Sewer Main
Replacement
Capacity 1,140 6-10
yrs
$686,000 $1,951,000
17 P-18 E Laurel St Sewer Main
Replacement
Capacity 783 6-10
yrs
$399,000 $504,000
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Priority
CIP ID
Project Name Category
Total
Pipe
Length
(ft)
Time
Frame
Escalated
Existing
Project Cost1
Escalated
Buildout
Project
Cost1
36 P-19 E Pine St Sewer Main
Replacement
Capacity 745 6-10
yrs
$380,000 $971,000
27 P-20 E Redwood Ave Sewer Main
Replacement
Capacity 703 6-10
yrs
$359,000 $452,000
32 P-21 N Harold St Sewer Main
Replacement
Capacity 433 6-10
yrs
$221,000 $279,000
39 P-22 N Main St Sewer Main
Replacement
Capacity 1829 6-10
yrs
$1,176,000 $3,605,000
22 P-23 N McPherson St Sewer Main
Replacement
Capacity 908 6-10
yrs
$429,000 $1,068,000
21 P-24 N Sanderson Way Sewer
Main Replacement
Capacity 647 6-10
yrs
$330,000 $416,000
33 P-25 N Whipple St Sewer Main
Replacement
Capacity 439 6-10
yrs
$224,000 $282,000
18 P-26 E Chestnut St Sewer Main
Replacement II
Capacity 3,617 6-10
yrs
$1,567,000 $1,725,000
26 P-27 Minnesota Ave Sewer Main
Replacement
Capacity 700 6-10
yrs
$246,000
25 P-28 S Sanderson Way Sewer
Main Replacement
Capacity 613 6-10
yrs
$216,000
19 P-29 Maple St Sewer Main
Replacement
Capacity 180 6-10
yrs
$66,000
29 P-30 Park St Sewer Main
Replacement
Capacity 250 6-10
yrs
$91,000
20 P-31 South Harold St Sewer Main
Replacement
Capacity 902 6-10
yrs
$364,000
28 P-32 Cypress St Sewer Main
Replacement
Capacity 674 6-10
yrs
$245,000
24 P-33 Georgia-Pacific-Haul Rd
Sewer Main Replacement
Capacity 874 6-10
yrs
$326,000
41 P-36 S Main St Sewer Main
Extension
Build-Out 2334 6-10
yrs
$647,000
42 R-04 CCTV Condition Inspection Asset
Renewal
- 6-10
yrs
$634,000
43 R-05 6-10 yr CIPP Lining Projects Asset
Renewal
- 6-10
yrs
$761,000
44 O-02 Capital Plan Update Other - 6-10
yrs
$127,000
6-10 Year Subtotal: $13,010,000 $19,689,000
10-Year Total: $27,206,000 $34,969,000
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Figure ES-1: 10-Year Capital Plan Projects
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Capacity-related capital projects were identified by evaluating current system flows, projected nearterm capacity needs (over the next 10 years), and expected capacity needs at buildout, which includes potential development of the Georgia-Pacific (GP) Mill site, development of seven undeveloped lots within the City, the North Fort Bragg Sewer Main Extension, and future annexation areas (See Figure 4.7).
Build-Out - Projects intended to accommodate future potential development and associated system build-out beyond current capacity needs. These projects include installation of new pipelines or upsizing of existing infrastructure to support planned growth and projected peak flows under key design storm conditions.
Asset renewal projects include replacement and rehabilitation of existing infrastructure to keep the current system operating as expected. These include projects for known existing system renewal requirements, such as the Elm Street Force Main rehabilitation project (F-01), projects for rehabilitation of the lift stations (R-02), and placeholders for gravity main rehabilitation projects identified through the condition assessment program (R-03, R-04).
Other capital projects include a condition assessment program and periodic updates to the capital plan every 5 years. The condition assessment program will be used to identify rehabilitation projects suitable for the placeholder asset renewal projects and to prioritize those projects in the capital plan.
ES.4 Capital Plan Funding
CHAPTER 9, Funding Opportunities, provides a summary of grants and funding options from state and federal sources that may be considered for funding projects. Each funding program has specific requirements surrounding permits and project timelines. Each program’s process, timeline, and requirements should be reviewed within the context of the City’s overall goals, financial considerations, project timelines, and debt financing policies.
It is important to note that funding levels and eligibility requirements are prone to yearly changes.
This Master Plan report provides initial funding guidance, but updated funding availability and program requirements should be reviewed before developing an application. Long-term, rate and capital facility charge increases may be needed to recover the costs for projects that do not closely align with grant funding opportunities.
ES.5 System Hydraulic Analysis
A hydraulic model of the City’s wastewater collection system was developed from the City’s Geographic Information System (GIS) database and is discussed in CHAPTER 3, Existing and Future Capacity Analysis. To calibrate and validate the model, an 8 week flow study was performed during the winter of 2024, where flows in the system were monitored at 7 locations. The model was calibrated and validated using this flow data and used to characterize the system’s current performance and its expected performance under future buildout conditions. Capital projects were developed to remediate potential performance deficiencies under these scenarios.
A significant finding of the flow study and hydraulic model development is that the City’s system experiences significant inflow & infiltration (I&I) in some areas of the collection system. Causes of this I&I could be cross-connection with the stormwater system, illicit connections to the collection system, and groundwater infiltration through cracks, displaced joints, or other pipe defects. This I&I City of Fort Bragg
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increases flow in the system and requires increased conveyance and treatment capacity. The recommended condition assessment program should focus on identifying I&I sources and prioritization of capital projects to address these deficiencies.
ES.6 Condition Assessments
Condition assessments conducted as part of this master plan are discussed in detail in CHAPTER 5, Condition Assessment. Three types of assessments were completed:
Lift Stations – A visual condition assessment was conducted at the City’s six lift stations. Most components of the lift stations were assessed to be in fair to good condition with exceptions noted in Section 5.2.2. Individual rehabilitation recommendations over the next 10 years were developed in conjunction with city staff and are provided in Table 5-4. For the Capital Improvement Plan, all the recommended improvements that were identified to be contracted out have been aggregated into a single project, R-02.
Force Mains – A desktop evaluation for the City’s 6 force mains was performed based on pipeline age, criticality, and pipe material. The City’s 2 smaller force mains (Noyo Point and Noyo heights) have lower criticality, are newer, and are constructed of more resilient materials, so do not warrant rehabilitation in the 10-year CIP time horizon. The City’s 4 major force mains (Elm Steet, North Noyo, South Noyo, and Pudding Creek) were originally constructed of Techite pipe. As this material ages, it has been found to fail catastrophically and without warning. Fortunately, the City has or is currently addressing rehabilitation of this pipe type for all these major lines except the Elm Street Lift Station force main. Project F-01 is included in the Capital Improvement Plan to address the Elm Street force main issue within the next 5 years.
Gravity Mains – A limited closed-circuit television (CCTV) survey was conducted as part of this master planning effort. Approximately 4% of the system was inspected, focusing on portions of the system that was suspected to be in poor condition and/or potentially contributing to I&I observed in the flow study. A decision support framework was developed and applied to the results of the CCTV inspection. CIPP lining projects identified from the results of the CCTV inspection are included in project R-03.
ES.7 Geotechnical, Environmental, and Climate Risk and
Resilience
The City’s infrastructure faces more challenges than just meeting fire flow and aging. The wastewater collection system also faces geotechnical, environmental, and climate risks. The evaluation of these risks and recommendations are provided in CHAPTER 6, Geotechnical Desktop Assessment and CHAPTER 7, Climate Risk.
Geotechnical risks are related to the topography and geology of a geographic area. The City is located on a seismically active, uplifted coastal terrace and faces key geotechnical risks such as:
• Seismic Risk – although there are no fault lines crossing the City’s service area, differential movement, especially at bridge crossings, may pose risks to the wastewater collection system. Mitigation strategies may include use of articulating joints or earthquake resistant ductile iron pipe (ERDIP) for highly critical infrastructure.
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• Densification – Significant settlement due to soil spreading or groundwater fluctuation could damage the system.
• Landslides & Bluff Erosion – Differential settlement or pipe displacement due to landslides pose a risk to the collection system.
• Soil Corrosivity – Terrace deposits are acidic (corrosive) and become more so towards the coast.
Environmental Risks are risks stemming from natural hazards or contamination that can directly impact the system or require specific infrastructure. Key environmental risks include:
• Flooding/Extreme Weather Events - The City is susceptible to flooding and severe winter storms, especially the lift stations that are located near sea level. • Wildfire – Significant fires have occurred in Northern California in the last few years, and wildfire can disrupt power supplies and monitoring systems which can interrupt lift station function.
• Chemically Impacted Sites – Several chemically impacted sites are located within the City of Fort Bragg. Many of these sites are identified as having been remediated to meet standards set forward by regulatory agencies. It should be noted that there may be residual chemically impacted soils that may require special testing and handling to determine material reuse or disposal during construction projects. The Department of Toxic Substances Control (DTSC) GeoTracker website should be referenced during future system upgrades or rehabilitation projects.
Climate Risks are risks driven by long-term changes in climate patterns that may increase the frequency or severity of environmental risks. Key climate change impacts include:
• Hotter Temperatures – Hotter weather adds demand and stress to the City’s utility systems and can exacerbate wildfire threat to infrastructure. Remote facilities may be vulnerable to wildfire.
• Variability in Precipitation – More intense weather events may increase landslide risk and erosion and may increase peak flows into the collection system due to infiltration and inundation.
• Sea-Level Rise – Sea-level rise can increase risk of landslides and erosion, and increased saltwater intrusion can shorten the lifespan of pipes and equipment. It also increases the likelihood of inundation of infrastructure, resulting in flooding lift stations in low-lying areas and surface water inflow into the collection system.
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CHAPTER 1 INTRODUCTION
1.1 Master Plan Purpose & Goals
This 2026 Wastewater Collection System Master Plan (CSMP) develops and documents a transparent, data-driven, and repeatable capital planning process to provide the City of Fort Bragg (City) with a master plan and 10-year capital improvement plan that identifies and prioritizes improvements and other planning actions for the wastewater collection system. This plan establishes a basis of understanding of the City’s wastewater collection system needs, developing and documenting a transparent, data-driven, and repeatable capital planning process While the system currently performs adequately, the City recognizes the system is aging and will need to adapt for the future, taking into account community growth, system reliability, and a changing environment. The CSMP will help the City identify and prioritize these needs so that they can be proactively addressed before they become emergencies. Projects that are defined from these efforts will be used for the basis of annual capital planning in the coming years. The CSMP will identify and prioritize capital projects to promote wastewater collection system resilience, with adequate collection facilities to meet current and future demand. In the development of the CSMP, the City weighed available budget with many factors, including aging infrastructure, technological advances, community growth, and seismic, environmental, and climate risk.
Key planning factors include:
• Evaluating system hydraulic performance for anticipated operating conditions • Studying the impact of re-zoning and development of the City’s industrial areas • Identifying strategies to prioritize system investment to maintain system resilience in response to anticipated climate, seismic, and environmental threats.
The master plan provides defensible justification, supporting data, a transparent process, and assesses impacts to the City if the projects are not completed. This will provide the City with a balanced view to compare these needed wastewater collection system projects with other, more visible civil projects to support budget approval.
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1.2 Wastewater Collection System
It is important to understand the
boundaries of what is addressed in the
CSMP. The CSMP includes the collection
system infrastructure upstream from the
inlet structure to the wastewater treatment
plant (WWTP) and assesses the current
state of - and primary threats to - the use
and integrity of the City-owned wastewater
collection system assets, which includes
31 miles of gravity main, 3 miles of force
main pipelines, and 6 pump stations.
(Figure 1.1). The City-owned and operated
Wastewater Treatment Plant is not
included in this planning effort, as it has
undergone an extensive rehabilitation and
upgrade in 2020.
The oldest facilities were constructed in
the 1960s and are approximately 65 years
old or older, while newer sections are
estimated to be 20 years old or newer. The
major pump stations were installed in the
early 1970’s.
The collection system delivers wastewater
to the City’s 4.9 million gallon per day
(MGD) wastewater treatment plant. The
system generally flows from east to west.
The gravity main system is composed of
pipes from 4 inches to 30 inches in
diameter. Pipe materials include vitrified clay (VC), asbestos-cement (AC), polyvinyl chloride (PVC), Techite, and corrugated metal (CMP).
The system has 6 pump stations to collect
wastewater at low points and pump it to higher
locations to be conveyed on to the treatment plant
by gravity. Force mains serving the pump stations
range from 3” to 14”. Three of the four major force mains (Elm Street, North & South Noyo force mains) are Techite pipe, and the fourth (Pudding Creek force main) is high-density polyethylene (HDPE). The two smaller force mains (Noyo Heights and Noyo Point) are steel and PVC respectively.
The entire system flows into a 30” CMP line leading across the GP Mill site to the headworks of the wastewater treatment plant on the costal bluff on the west edge of the City.
Figure 1.1 - Wastewater Collection System
Map
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1.3 Report Organization
The following sections are provided in the CSMP, and describe the major activities of this master planning effort:
• CHAPTER 1 Introduction – Describes the CSMP purpose and goals, provides an overview of the wastewater collection system, and describes the report organization. • CHAPTER 2 Data Collection and Hydraulic Modeling – Discusses development of the hydraulic model from existing geographic information system (GIS) information, survey of selected manholes for updates to the model, and the flow monitoring study used for model calibration and validation.
• CHAPTER 3 Existing and Future Capacity Analysis – Presents the infiltration & inflow analysis, hydraulic model calibration/validation, projected future build out development areas, and a capacity analysis for existing conditions and future build-out wastewater flow conditions.
• CHAPTER 4 Risk Assessment – Discusses development of a risk model to prioritize system condition assessment and aid in capital project prioritization. • CHAPTER 5 Condition Assessment – Describes the condition assessment activities undertaken as part of the master planning process and presents their results. This chapter also develops an ongoing condition assessment framework to systematically identify corrective actions based on pipe condition.
• CHAPTER 6 Geotechnical Desktop Assessment – Analyzes the current and future geotechnical risks associated with the wastewater collection system. • CHAPTER 7 Climate Risk – Assesses system risk and resilience associated with present and future climate environments and recommends resilience strategies. • CHAPTER 8 Capital Improvement Program – Presents the recommended capital projects and the 10-year CIP.
• CHAPTER 9 Funding Opportunities – Discusses potential funding opportunities to implement the CIP.
• CHAPTER 10 Conclusions and Recommendations – Summarizes the recommendations, conclusions, and findings of the master planning effort.
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CHAPTER 2 DATA COLLECTION AND
HYDRAULIC MODELING
This chapter documents HDR’s development of a hydraulic model for the City’s wastewater collection system. This effort consisted of a GIS review and data gap analysis to develop an model of the existing collection system. HDR also collected and reviewed customer water meter data, historical water use and production, and wastewater treatment plant (WWTP) influent data to support development of the wastewater model. This data was used to calculate expected flows in the collection system.
2.1 Existing Model Development
HDR developed a wastewater system GIS database based upon the computer-aided design (CAD) drawing of Fort Bragg’s utility systems, provided by the City and dated September 2022. HDR created the model according to the GIS data, provided suggested edits, and identified data gaps to the City to make the GIS compliant with U.S. Environmental Protection Agency (EPA) Storm Water Management Model (SWMM) 5. The data gap analysis and recommended actions outlined in this report were used to ultimately support an AquaTwin Sewer wastewater system model.
2.1.1 CAD Drawing Review
The CAD Drawing provided by the City contained lines and points to represent wastewater lines and manholes from several sources like as-built drawings. The lines and points were labelled with additional information such as diameter, direction of flow, manhole number, depth of manhole, rim elevation, and invert elevation. This information was derived from several as-built drawings available to the City. Upon review of the CAD drawing, it was observed that the available pipe diameter and rim and invert elevation information could be used to populate additional attributes in the GIS database. This additional information was then be used to create the AquaTwin wastewater system model.
During the review of the CAD drawing, it was also observed that some rim and invert elevations were missing, which would create a data gap in the AquaTwin model. It was also noted that the full comprehensive wastewater network has a large number of wastewater lines and manholes which, if modeled, would result in an unnecessarily complex and inefficient hydraulic model.
The available wastewater lines and manholes were skeletonized to a “core network” for more efficient processing without losing accuracy. The “core network” included pipes 10-inches or greater in diameter, smaller lines required to achieve full connectivity within the model, and additional areas specified by the City. After the CAD drawing review was completed, there were still several manholes on the core network that were missing rim and invert elevations. Since data on those manholes was necessary for the core network wastewater system model to be representative and accurate, HDR worked with the City to fill this data gap.
2.1.2 GIS Integration
HDR determined which GIS feature classes would support which hydraulic modeling facility types.
Wastewater system facility types include the following three (3) distinct model elements:
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• Conduit – represent wastewater force and gravity mains. • Junctions – required at the end point of every pipe, at reducers, tees, crosses, and manholes.
• Pumps – represent individual pumps within a lift station. • Storage – represents wet wells for lift stations.
Table 2-1 lists the feature classes HDR recommended for modeling and their corresponding hydraulic model element.
Table 2-1. GIS Feature Class to Hydraulic Model Element City’s GIS Feature Class AquaTwin Hydraulic Model Element SewerLine Conduit
SewerJunction Junction
SewerDevice Junction
It should be noted that Minor Service Lines and Service Points are not required to be modeled.
Flows typically are loaded to the nearest junction node; adding an additional pipeline for each service in the collection system would create unnecessary overhead in the model. Fittings are only necessary at Major Service Line junctions where a manhole is not present.
2.1.3 Description of Attributes
The AquaTwin Import Center allows attributes maintained within the GIS database to be “mapped” and imported into the model. For example, pipeline diameter, material, and age can be synchronized with the model if these fields are available within GIS. Attribute data refined during the hydraulic model development process was incorporated back into the City GIS.
2.1.3.1 Asset ID
One key component to GIS integration is a unique identifier for data integration. Asset identifiers must be unique across all hydraulic model elements (i.e. if a junction has an ID of 1, no other element can have an ID of 1). A review of the City GIS data reveals all feature classes currently have a unique identifier in field named AssetID, which is generated automatically by the Environmental Systems Research Institute (ESRI) Utility Network. The City’s GIS data also includes an AssetType field where an element’s feature class type is specified (i.e. whether a conduit is a gravity main pipe or a force main). These feature classes determine flow behavior in the model and support hydraulic model integration.
2.1.3.2 Model Attribute
Not every facility within the GIS database gets modeled. Therefore, HDR recommended that a “Model” attribute be added to every feature class with a coded value domain that can return a “Y/N” value. Examples of facilities that would have a “N” value include privately owned features, abandoned features, proposed features, removed features, to be abandoned features, or hydraulically insignificant features that would create unnecessary overhead in the model.
The goal is to have a more efficient but accurate model by simplifying the structure of the collection system. This was done by modeling pipes with a diameter of 10 inches or larger then manually City of Fort Bragg
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adding back any smaller pipes to ensure a fully connected core network. The flow contribution of other pipes not modeled is accounted for by adding proportional flow to the simplified diameter.
Features within the core network had the Model field as “Y”, and everything outside the core network had the Model field as “N”. This approach helped reduce the number of wastewater lines and manholes in the model and made it less prone to errors, thus ultimately reducing the data gap. It should be noted that smaller pipes and manholes that indicate Model field as “N” will not be ignored, instead the flow through those structures will simply be loaded to the next major manhole and pipe, thus reducing the need to find accurate slopes, diameter, and elevation for those smaller less relevant structures. This process is discussed in more detail in 2.1.4.2.
2.1.3.3 Data Quality
A data quality attribute was recommended to identify the source of junction attributes (i.e. invert and rim elevation) necessary for the hydraulic model. HDR added a “Data Quality” attribute where these sources may be recorded. The Data Quality field primarily relies on the availability of invert and rim elevation of junctions. HDR examined the CAD drawing to identify any data gaps that would require supplementing with field measurements. HDR filled some of these data gaps by using light detection and ranging (LiDAR) data and interpolation. Rim and invert elevations determined this way are less reliable than those acquired from the CAD drawing and so would be candidates for a field survey.
The results of the data gap analysis are further described in 2.1.4 GIS Network and Data Gaps.
2.1.3.4 Survey
A survey attribute was assigned to note whether a junction is recommended to be surveyed, with the possible values as “Y” or “N”. In an ideal scenario, to get the most accurate data, any invert or rim elevation that does not have a strong data quality would be surveyed. However, surveying is costly, and thus, in many instances interpolations can be made to obtain the rim and invert elevation of a junction with missing data. For example, if the immediate upstream and downstream junctions have data available, then a uniform slope can be assumed for the pipe, and the rim and invert elevations can be interpolated. When appropriate, this approach avoids the cost of a field survey. HDR used the data quality attribute and best engineering judgement to recommend the junctions to be surveyed.
In summary, fields from the wastewater model to be added into the GIS database for streamlined integration are summarized below. Suggested data types are shown in parenthesis:
1. Junction:
a. AssetID (String)
b. AssetType (String)
c. InvElev (Double)
d. RimElev (Double)
e. Model (String)
f. DataQuality (String)
g. Survey (String)
2. Conduit:
a. AssetID (String)
b. AssetType (String)
c. Diameter (Integer)
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d. UpElev (Double) - is equal to invert elevation of upstream junction e. DownElev (Double) - is equal to invert elevation of downstream junction f. Model (String)
3. Pump:
a. AssetID (String)
b. Design Flow (Double)
c. Design Head (Double)
d. Model (String)
2.1.4 GIS Network and Data Gaps
A review of the current wastewater system GIS and CAD drawing was performed to determine gaps in necessary attribute data. The main areas of concern with the GIS are missing rim and invert elevation data for junctions, which are necessary for the model. This review examined only the active conduits and junctions in the system owned by the agency.
2.1.4.1 Asset ID
Figure 2-1 shows the complete wastewater network currently available in the GIS database, along with a total count of junctions. In summary, a total of 936 junctions which includes 457 manholes, 378 fittings, and 101 cleanouts are available in the GIS.
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Figure 2-1. Fort Bragg Sewer Network
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2.1.4.2 Model
The current GIS database includes a comprehensive inventory of all wastewater lines and junctions (Figure 2-1). Locating accurate data for all structures is a labor and cost intensive procedure. It also makes the model more intricate and complex, which is prone to errors. Thus, HDR created a “core network” to identify the structures that should be modelled. All structures can be maintained in the GIS database, but the AquaTwin wastewater model can be simplified by adding the field called model assigning Yes (Y) or No (N) values to each structure and then only the structures with Model = Y can be used for modeling and locating detailed information like rim and invert elevation.
Documented logic to assign Model = Y:
1. For pumps, select all pumps to be modeled and assign Model = Y. The pumps to be modelled were coordinated with the City staff. Private pumps are generally left out as Model = N.
2. Next for pipes, assume all wastewater lines as Model = N.
3. Select all force mains and assign Model = Y.
4. From the gravity mains, select all pipes with diameter greater than or equal to 10 inch and assign Model = Y.
5. Inevitably there will be a few smaller pipes that are needed to ensure connectivity. Manually trace these lines, select, and assign Model = Y.
6. Ensure that the lines provide reasonable coverage for the City so that flows from all areas can be accounted for. If necessary, select the wastewater lines that need to be included and extended to provide spatial coverage and assign Model = Y.
7. Ensure that all pumps that need to be modeled are connected. Select necessary wastewater lines to ensure connection to pumps and assign Model = Y.
8. Finally for junctions, all manholes and fittings that fall on the core pipeline network can be selected and assigned Model = Y.
9. Exception: After completing this process, a manual data cleaning process was performed to analyze whether junctions were needed to be surveyed. In some cases, a small fraction of pipes and junctions were updated to Model = N due to lack of clean data. This does not affect the integrity of the model.
Figure 2-2 shows a map of the existing wastewater system GIS and shows the core network that is included in the AquaTwin model (Model = Y). After the data gap analysis was conducted, the City requested a few additional lines of interest to be added to the core network. These lines were added to the model so the City can observe the behavior of these specific pipes and are highlighted in Figure 2-2.
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Figure 2-2. Fort Bragg Sewer Core Network
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2.1.4.3 Data Quality
All wastewater junctions within the core network were compared against the CAD drawing, and the data for rim elevation and invert elevation was populated. The CAD drawing listed invert elevation, rim elevation, and invert depth for some of the primary manholes in the network. However, several manholes lacked comprehensive data. HDR used LiDAR to fill those data gaps. Following scenarios exist for data availability:
• Rim from CAD = Rim was noted on CAD Drawing
• Rim from LiDAR = Rim was estimated from LiDAR
• Invert from CAD = Invert was noted on CAD Drawing
• Invert from CAD Depth = Rim minus depth noted on CAD Drawing. (Rim could either be noted on CAD or estimated from LiDAR)
• Invert interpolated = Invert was interpolated by assuming uniform slope.
Since both Rim and Invert elevations are needed, possible data quality combinations are:
(A) CAD drawing = Rim from CAD + Invert from CAD
(B) Rim from CAD + Invert from CAD depth
(C) Rim from CAD + Invert interpolated
(D) Rim from LiDAR + Invert from CAD
(E) Rim from LiDAR + Invert from CAD depth
(F) Rim from LiDAR + Invert interpolated
It is important to keep in mind the accuracy level of each data source and resulting data quality. For example, an element flagged with data quality (A) can potentially be the most accurate because it was listed on CAD drawing, but the data on the CAD drawing itself was sourced from as-built drawings and was manually typed into the CAD drawing and could contain hand typing errors and may use an unknown datum. The possible exceptions or cautions for each data source are listed in Table 2-2.
Table 2-2. Data Source and Possible Errors
Data Source Possible Errors
CAD Drawing Typing errors, unknown datums, as-built drawings could be dated.
CAD Depth It is unknown if depth was measured from ground surface or rim.
Interpolation Assumes uniform slope of pipe.
LiDAR Rim elevation is almost never same ground elevation shown in LiDAR.
Figure 2-3 shows a summary of junctions by data quality. A total of 140 manholes have valid data available which is data quality (A). Data quality was not determined for the additional lines requested by the City as they were included after the data gap analysis was conducted.
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Figure 2-3. Data Quality
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2.1.4.4 Lift Stations And Force Mains
Sewer lift station (LS) data was provided by the City and shown in Table 2-3. The City confirmed that each LS employs two pumps, which doubles the capacity of the station. Wet well storage volumes were assumed to equal 6 hours of flow at capacity at each LS, for minimum storage for modeling purposes. It was assumed that wet wells were 15 ft deep below surface.
Table 2-3. Sewer Lift Station Information
Sewer Lift Stations Pumping
Rate
Surface
Elev.
Invert
Elevation Capacity Wet Well Volume
Station # Station Name GPM FT FT GPM Gal
1 Pudding Creek 465 21.27 6.27 930 334,800
2 Elm Street 800 55.88 40.88 1600 576,000
3 South Noyo 460 11.82 -3.18 920 331,200
4 North Noyo 353 14.31 -0.69 706 254,160
5 Noyo Point 45 97.02 82.02 90 32,400
6 Sanderson/Noyo
Heights
190 143.54 128.54 380 136,800
2.2 Manhole Field Survey
HDR provided the City with a selection of junctions to survey to fill the data gap identified regarding invert data. HDR contracted Mendocino Surveyors, Inc. to survey a total of 201 junctions. Of these surveyed junctions, 179 had a recorded invert that was used to update the model. The remaining junctions were missing invert data due to the manhole being inaccessible or being paved over, etc.
Figure 2-4 shows the 179 surveyed junctions with available invert data. The detailed survey results can be found in Appendix A - Manhole Survey.
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Figure 2-4. Junctions Surveyed with Invert Elevation
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2.3 Flow Monitoring
V&A Consulting Engineers (V&A) performed wastewater system flow and rainfall monitoring on portions of the City’s system for eight weeks from January 3rd to March 2nd, 2024, at seven flow monitoring stations. The complete report can be referenced in Appendix B – Flow Monitoring. The seven monitoring site locations are listed in Table 2-4, along with the total average dry weather flow (ADWF) and area for each monitoring basin. A monitoring site’s contributing area includes all the area upstream of it, which may include multiple basins if one basin is upstream of another. Figure 2-5 shows the location of all monitoring sites and their contributing basins. V&A’s monitoring served to establish baseline wastewater system flows and peak flow conditions during rainfall events. This monitoring provided data for model calibration and was used to determine existing dry- and wetweather flows. ADWF curves were developed during dry days, when infiltration and inflow (I/I) had the least impact on baseline flow.
Table 2-4. List of Monitoring Locations, Total ADWF, and Area Monitoring Site Manhole ID Basin ADWF
(MGD)
Basin Area
(Acres)
Contributing
Area (Acres)
3 FM-01 Mnhl-Chnnl-4588 0.034 131.0 131.0
FM-02 Mnhl-Chnnl-4058 0.155 114.1 245.1
FM-03 Mnhl-Chnnl-4112 0.228 397.9 729.3
FM-04 Mnhl-Chnnl-4125 0.315 86.4 86.4
FM-05 Mnhl-Chnnl-4117 0.032 12.2 12.2
FM-06 Mnhl-Chnnl-4284 0.011 16.7 16.7
FM-07 Mnhl-Chnnl-4264 0.038 196.2 196.2
3 Basin area plus all upstream basin areas.
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Figure 2-5. Map of Flow Monitoring Sites and Node Sewershed Area City of Fort Bragg
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CHAPTER 3 EXISTING AND FUTURE
CAPACITY ANALYSIS
3.1 Introduction
This chapter documents HDR’s capacity analysis of an existing and future wastewater model for the City. This capacity analysis consisted of spatially calibrating the existing model to existing flows, developing future flows and conditions, and evaluation of system capacity during a 10-year design storm and a selection of proposed projects for a Capital Improvement Program (CIP).
3.2 Infiltration & Inflow (I&I) Analysis
Infiltration and inflow into the wastewater collection system from groundwater had to be accounted for to predict increased flows as a result of rainfall. Rainfall Derived Inflow and Infiltration (RDII) refers to the increased portion of flow in the system during and after a rainfall event. RDII at each node in the model is determined based on the measured rainfall, the sewershed area contributing to RDII at each manhole, and a basin unit hydrograph that characterizes the system’s response during a rainfall event. Measured rainfall was acquired by V&A from collecting wastewater flow and rainfall monitoring on portions of the City’s system for eight weeks from January 3rd to March 2nd, 2024.
Because V&A collected data for multiple monitoring basins, each basin could be analyzed and calibrated individually.
3.2.1 Unit Hydrographs
Unit hydrographs are defined by three parameters (RTKs):
• R = Fraction of rainfall volume entering wastewater system • T = Time to peak flow response
• K = Ratio of time of recession of response
Figure 3-1 shows how the three hydrographs are used to develop a total RDII response. The rainfall volume entering the system at each manhole in the model is calculated using the rainfall time-series, the sewershed area, and the R value of the basin unit hydrograph (RTKs). The T and K parameters describe how that volume is distributed over time.
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Figure 3-1. RTK Unit Hydrograph Method
3.2.2 Sewershed Area Allocation
Sewershed areas were defined for the model to accurately represent the percentage of rainfall that enters the system and are directly used to calculate inflow volumes. Incorporating too large an area depresses R values that represent the percentage of rainfall that enters the system. For this reason, Areas without sewers, such as the GP Mill Site and the northernmost extents of the City were omitted. Node sewershed areas as described in Section 3.3.2 were allocated to the model as RDII inflow. Each node was also allocated a unit hydrograph to support calibration.
3.2.3 System Cross-Connection
Based on the RTKs and the amount of rainwater that appears to enter FM-04, HDR suspects there may be a cross-connection between the wastewater and storm sewer systems within FM-04.
Possible locations for this cross-connection are where the two systems cross, which have been highlighted in Figure 3-2
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Figure 3-2. Possible FM-04 Sanitary and Storm Sewer Cross-Connections
3.3 Hydraulic Model Calibration
With the hydraulic model of the existing wastewater system developed in AquaTwin Sewer, the model was calibrated to flow measurements collected by V&A to ensure existing and future results were accurate. This effort consisted of loading the model with existing wastewater system flows, and calibrating model results to the collected flow data.
3.3.1 Design Storm Development
V&A performed wastewater system flow and rainfall monitoring portions of the City’s system for eight weeks from January 3rd to March 2nd, 2024. Hydraulic analyses were conducted during the storm event of greatest intensity during this flow monitoring period, which corresponded to a five-year 24- hour storm that occurred on January 31st. As rainfall data for a 10-year storm event was not available, this event was modeled by scaling up the 5-year rainfall data from the flow monitoring to meet the NOAA Atlas 14 minimum rainfall criteria for a 10-year storm. A 10-year storm was chosen as it is more conservative than a 5-year storm, and a 25-year storm is generally considered too conservative for the purpose of master planning level analysis in northern California.
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3.3.2 Node Sewershed areas
Sewershed areas were developed for each node in the model to describe the area around the node that contributes flow. Sewershed areas were only developed from areas within City limits that are served by the existing collection system. This excludes areas such as the northernmost extents of the City, and much of the City west of Shoreline Highway – referred to as the GP Mill Site. Figure 3-3 shows sewer basins for the existing wastewater collection system.
Figure 3-3. Fort Bragg Node Sewershed Area
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3.3.3 Dry-Weather Calibration
Dry weather flow (DWF) consists of two flow components: base wastewater production (BWP) and base infiltration (BI). It was assumed that BWP and BI were included as part of the basin ADWFs reported in V&A’s flow monitoring. Basin ADWFs were used to develop diurnal patterns and hourly flow rates (GPM) for each monitored basin. An hourly flow rate for the unmonitored parts of the system – referred to collectively as the unmonitored basin – was derived from the difference between the total ADWF for the monitored basins (0.813 MGD) and the average influent to the WWTP over the duration of the flow monitoring (2.024 MGD), per data provided by the City. The hourly flow rate for each basin was averaged over its total area to develop an average basin hourly flow (GPM/Acre). Basin areas, total ADWFs, and hourly flows are shown in Table 3-1.
Table 3-1. Total Basin Area and Hourly Flow (GPM)
Monitoring Site Basin Area
(Acres)
Basin ADWF
(MGD)
Basin Hourly
Flow (GPM)
Average Basin
Hourly Flow
(GPM/Acre)
FM-01 131.0 0.034 23.6 0.18
FM-02 114.1 0.155 107.6 0.94
FM-03 397.9 0.228 158.3 0.40
FM-04 86.4 0.315 218.8 2.53
FM-05 12.2 0.032 22.2 1.82
FM-06 16.7 0.011 7.6 0.46
FM-07 196.2 0.038 26.4 0.13
Unmonitored 352.9 1.211 841.0 2.38
Total 1,307.3 2.024 - -
Calculated average hourly flows were then applied to the individual node sewershed areas in the model and loaded in as DWF inflow. DWF results were calibrated by scaling the DWF inflow so that model results for each monitored basin matched its diurnal pattern. Calibration results are included in Appendix C. As no flow monitoring data was available for the unmonitored basin, DWF inflows were scaled so that flow into the WWTP approximated the average influent to the WWTP.
3.3.3.1 Diurnal Patterns
Normalized weekly diurnal patterns were developed from the flow monitoring data and applied to the model. Diurnal patterns were developed for each flow monitoring basin by taking the average flow at each time-step and dividing by the daily average. Figure 3-4 shows the diurnal patterns determined using weekday flows. These patterns are used as the basis for model development. No adjustment was necessary to the diurnal during model calibration.
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Figure 3-4. Weekday Monitoring Basin Diurnal Patterns
3.3.4 Wet-Weather Calibration Results
Wet-weather flows were calibrated by determining RTKs that result in modeled wet-weather flows that matched observed flows. Calibrated RTKs and model results are included in Appendix C. The unmonitored basin had no flow data to be calibrated against and thus no RTKs could be developed for this basin. To support calibration of the unmonitored basin, FM-03 RTKs were used, as FM-03 is the largest monitored basin and is considered representative of the unmonitored basin.
3.4 Existing and Future Capacity Analysis
3.4.1 Unit Sewer Duty Factors
Unit sewer duty factors for future sewer flow were developed using water meter usage and parcel data provided by the City. A return-to-sewer (RTS) ratio was developed for each basin based on the percent difference between basin ADWF as reported by V&A’s flow monitoring and the average water meter demand from January 2020 and June 2021. The calculated RTS ratios are shown in Table 3-2, and were applied to the water meter demand to yield sewer flow at each meter.
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Diurnal Multiplier
Hour
FM-01 FM-02 FM-03 FM-04 FM-05 FM-06 FM-07
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Table 3-2. Monitored Basin RTS
Monitored Basin Total ADWF
(MGD)
Basin ADWF
(MGD)
Annual 2020-21
(MGD)
Annual 2020-21
RTS
FM-01 0.034 0.034 0.006 589%
FM-02 0.189 0.155 0.064 244%
FM-03 0.732 0.228 0.245 93%
FM-04 0.315 0.315 0.059 538%
FM-05 0.032 0.032 0.019 171%
FM-06 0.011 0.011 0.011 98%
FM-07 0.038 0.038 0.015 258%
Total 1.351 0.813 0.418
As shown in Table 3-2, contrasting the Basin ADWF with the water meter-based winter water usage results in return to sewer ratios greater than 100% for most monitored basins. As discussed with City staff and the flow monitoring subconsultant, the data indicates a significant presence of groundwater base infiltration (BI) throughout the system.
Since each water meter is assigned to a parcel with specific land use and zoning designations, total sewer consumption (gallons per day - GPD) could be determined per land use type. Total sewer consumptions were then divided by the total area (Acres) of each land use within the monitored basins to develop sewer duty factors (GPD/Acre). These duty factors are shown in Table 3-3 and were used to develop and allocate near-term and build-out sewer flows. As noted from Table 3-2, the City’s high BI is included in the duty factors below to account for this unmetered impact on the collections system.
Table 3-3. Sewer Duty Factors (GPD/Acre) per Land Use Type Land Use Type Total Sewer
Generation (GPD)
Area (Acres) Sewer Duty
Factor
(GPD/Acre)
4 Central Business District 50,556 46 1,107
General Commercial 16,254 27 604
Harbor District 35,379 4 8,307
Heavy Industrial 7,460 46 164
High Density Residential 7,540 11 659
Highway Visitor Commercial 55,626 87 640
Light Industrial 1,732 47 37
Low Density Residential 503,341 296 1,700
Medium Density Residential 59,178 57 1,045
Neighborhood Commercial 1,558 5 328
4 Includes base infiltration
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Office Commercial 17,844 35 512
Open Space 16,333 10 1,633
Parks and Recreation 7,902 13 628
Public Facilities and Services 5,449 99 55
Suburban Residential 1,323 6 217
Timber Resources Industrial 126 5 26
Very High Density Residential 105,441 80 1,313
Grand Total 893,041 872 N/A
3.4.2 Future Sewer Flow Projections
Figure 3-5 shows the anticipated build-out condition for the City as depicted in the 2013 Inland Land Use, Development, and General Plan. This analysis includes projected flows for the future build out to the entire City sphere of influence. Most of these areas cover the rural residential areas located in the west and south of the City’s utility service area. Other areas of potential growth include the Harbor District area in the south along the Noyo River.
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Figure 3-5. City’s Future Land Use Categories
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Figure 3-6 shows a subsequent land use map provided by the City that shows proposed rezoning within the City. This rezoning plan was used to update future land use categories for the GP Mill Site. This rezoning map does not contain proposed zoning for the Annexation Areas, which are the areas that account for much of the build-out scenario development.
Figure 3-6. City's Proposed Rezoning Plan
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The GP Mill Site land use was further supplemented with Hornberger and Worstell’s Mill Site Illustrative Plan for Discussion – In Progress 02.12.2025. This plan is shown in Figure 3-7 and includes the Noyo Center development south of the wastewater treatment plant. The remaining areas within the GP Mill Site boundary that have no land use designation shown in the figure are planned to remain undeveloped at build-out.
Figure 3-7. GP Mill Site Illustrative Land Use Plan
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To determine future capacity needs for the wastewater collection system, two scenarios were developed for analysis based on information provided by the City: near-term and build-out.
Developments for these scenarios were specified by the City and are shown in Figure 3-8 and detailed in the following sections.
Figure 3-8. Future Development Lots
3.4.2.1 Near-Term
The near-term scenario includes the projected growth over the next 10 years that incorporated undeveloped lots and potential future development plans specified by the City. Based upon input from City Staff, potential near-term developments include two undeveloped lots to the south near the City of Fort Bragg
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Mendocino College Coast Center, the Noyo Center in the GP Mill area, and four near-term specific development plans specified by the City. The undeveloped lots (APN: 01845036, APN: 01845041) were specified by the City as being developed in the near term. Flows for these lots have been projected assuming that these areas get developed following the land use categories shown in Figure 3-5. The four specific development plans are listed below:
1. A 69-unit housing project near the intersection of South Street and River Drive. This project was completed in the summer of 2022. However, it has been included in the near-term projections to capture its flows because it was not operational during the metering activity.
2. A 15,000 square-foot retail development south of Noyo Bridge.
3. Grocery Outlet: This property is located near the intersection of South Franklin Street and South Street. It is a 16,157 square-foot, one-story, retail store with a 55-space parking lot.
4. Avalon Hotel: A 65-room inn contained within three separate, three-story buildings for a total area of 43,469 square feet. It consists of a restaurant (660 square feet) with 63 seats and a bar (818 square feet) with 40 seats located in one of the three buildings. Additionally, there is a 3,064 square-foot event center proposed as a separate single-story structure. The total lot area for Avalon Hotel is 3.65 acres.
5. The Noyo Center, part of the development in the GP Mill area.
6. The City also proposed a North Fort Bragg Sewer Main Extension project to serve the industrial area on the northernmost end of City Limits that lies outside of the current wastewater service area.
3.4.2.2 Build-Out
The build-out scenario expands on the near-term development scenario and also includes the potential development of the GP Mill Site, five additional undeveloped lots within the City, and the future annexation areas. Annexation Area 6 is unlikely to be developed in a manner that would impact the wastewater system because it’s in a low-lying, heavily forested area. If Annexation Area 6 does develop, it would need to be evaluated at that time.
Areas within the GP Mill Site boundary that have no land use designation are planned to remain undeveloped at build-out and thus have no flows assigned. Flows for the undeveloped lots within the City and the future annexation areas have been projected assuming that they are developed following the land use categories shown in Figure 3-5.
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3.4.3 Capacity Analysis and Improvements
With the wastewater model now calibrated with existing and future sewer flows, HDR conducted a system capacity analysis to identify projects for a CIP. These CIP projects will address existing and future deficiencies in the wastewater collection system.
3.4.3.3 Planning Criteria
System capacities for the existing, near-term, and build-out conditions were evaluated during a 10- year storm event. A depth over diameter (d/D) of over 0.8 was considered deficient, as was any amount of flooding at the nodes. Flooding in this case refers to the surcharge height at a node reaching ground level.
Existing Capacity Analysis
Existing facilities with potential capacity limitations and exhibited flooding conditions, based on a 10- year design storm, are shown in Figure 3-9. All lift stations remain within capacity during a 10-year event. It should be noted that capacity results for the unmonitored basins are based on uncalibrated data and thus may be of limited accuracy.
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Figure 3-9. Existing Max d/D and Flooding (10-Year Storm) City of Fort Bragg
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Preliminary CIP Projects
The analysis of the existing system identified areas that are predicted to experience capacity constraints under projected flows from a 10-year storm under existing, near-term, and build-out conditions. A total of twenty-six preliminary CIP projects were developed to address flooding at the nodes and reduce max d/D to 0.8 or below. These preliminary CIP projects involve upsizing existing gravity mains and lift stations and also constructing new mains and lift stations to serve future areas.
These CIP projects are summarized in Table 3-4 and pictured in Figure 3-10. As shown, approximately 30% of these improvements are required to upsize older 6-inch pipelines to more modern 8-inch or greater standards.
Projects P-4 and P-5 require further upsizing to accommodate additional build-out conditions. This additional upsizing is indicated in Figure 3-10 and detailed in Table 3-4. Final CIP projects are developed in Chapter 9. It is recommended that proposed projects within the unmonitored basin not be considered until the basin is metered. Rather, proposed projects within this basin should be revisited after the City acquires new wastewater flow metering data to calibrate the model in this area..
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Table 3-4. Preliminary Proposed CIP Projects for Existing, Near Term, and Build-Out (10-Year Storm) Scenario CIP ID Project Name Project Description Total Pipe Footage (FT)
Existing P-1 WWTP Interceptor
Replacement
Increase 23 FT of 12-inch pipe diameter to 39-inch.
Increase 475 FT of 18-inch pipe diameter to 33-inch.
Increase 443 FT of 24-inch pipe diameter to 33-inch.
Increase 492 FT of 24-inch pipe diameter to 36-inch.
Increase 2,283 FT of 30-inch pipe diameter to 39-inch.
3,716
Existing P-2 Oak Street Sewer
Main Replacement
Increase 167 FT of 6-inch pipe diameter to 10-inch.
Increase 1,538 FT of 6-inch pipe diameter to 15-inch.
Increase 317 FT of 6-inch pipe diameter to 8-inch.
Increase 232 FT of 8-inch pipe diameter to 24-inch.
Increase 205 FT of 8-inch pipe diameter to 30-inch.
Increase 716 FT of 10-inch pipe diameter to 15-inch.
Increase 1,462 FT of 10-inch pipe diameter to 18-inch.
Increase 130 FT of 12-inch pipe diameter to 18-inch.
Increase 342 FT of 12-inch pipe diameter to 24-inch.
Increase 174 FT of 18-inch pipe diameter to 24-inch.
Increase 188 FT of 18-inch pipe diameter to 30-inch.
5,471
Existing P-3 South Franklin
Sewer Main
Replacement
Increase 662 FT of 6-inch pipe diameter to 18-inch.
Increase 340 FT of 8-inch pipe diameter to 18-inch.
Increase 633 FT of 8-inch pipe diameter to 21-inch.
Increase 364 FT of 12-inch pipe diameter to 18-inch.
Increase 358 FT of 12-inch pipe diameter to 21-inch.
Increase 66 FT of 12-inch pipe diameter to 24-inch.
Increase 606 FT of 18-inch pipe diameter to 24-inch.
3,029
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Scenario CIP ID Project Name Project Description Total Pipe Footage (FT)
Existing P-4 Cedar Street
Sewer Main
Replacement
Increase 922 FT of 6-inch pipe to 8-inch. For build-out, 11 FT must be increased to 12-inch, and 908 FT must be increased to 15-inch.
Increase 1142 FT of 6-inch pipe to 10-inch. For build-out, 331 FT must be increased to 15-inch.
Increase 42 FT of 6-inch pipe to 12-inch. For build-out, must be increased to 15- inch.
Increase 304 FT of 6-inch pipe to 15-inch. For build-out, must be increased to 18- inch.
Increase 980 FT of 6-inch pipe to 18-inch. For build-out, 649 FT must be increased to 21-inch, and 11 FT must be increased to 24-inch.
Increase 472 FT of 8-inch pipe to 10-inch. For build-out, 326 FT must be increased to 15-inch, and 146 FT must be increased to 18-inch.
Increase 1401 FT of 8-inch pipe to 12-inch. For build-out, 197 FT must be increased to 15-inch, and 1204 FT must be increased to 18-inch.
Increase 3401 FT of 8-inch pipe to 18-inch. For build-out, 3169 FT must be increased to 24-inch, and 232 FT must be increased to 27-inch.
Increase 439 FT of 10-inch pipe to 18-inch. For build-out, must be increased to 24- inch.
Increase 747 FT of 15-inch pipe to 18-inch. For build-out, 376 FT must be increased to 24-inch, and 371 FT must be increased to 27-inch.
Increase 226 FT of 18-inch pipe to 21-inch. For build-out, must be increased to 27- inch.
Increase 946 FT of 18-inch pipe to 24-inch. For build-out, must be increased to 30- inch.
Increase 1831 FT of 21-inch pipe to 24-inch. For build-out, must be increased to 30- inch.
Build-out also requires additional upsizing:
Increase 495 FT of 6-inch pipe to 15-inch.
13,349
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Scenario CIP ID Project Name Project Description Total Pipe Footage (FT)
Existing P-5 East Chestnut
Street Sewer Main
Replacement
Increase 1316 FT of 6-inch pipe to 8-inch. For build-out, 700 FT must be increased to 10-inch.
Increase 176 FT of 6-inch pipe to 10-inch. For build-out, must be increased to 12- inch.
Increase 1737 FT of 6-inch pipe to 12-inch. For build-out, 987 FT must be increased to 15-inch.
Increase 384 FT of 8-inch pipe to 10-inch. For build-out, must be increased to 12- inch.
Increase 1183 FT of 8-inch pipe to 12-inch. For build-out, must be increased to 15- inch.
Build-out also requires additional upsizing:
Increase 143 FT of 6-inch pipe to 10-inch.
Increase 342 FT of 12-inch pipe to 15-inch.
5,281
Existing
P-6 South Harold
Street Sewer Main
Replacement
Increase 431 FT of 6-inch pipe diameter to 10-inch.
Increase 902 FT of 6-inch pipe diameter to 12-inch.
1,333
Existing P-7 Cypress Street
Sewer Main
Replacement
Increase 1,356 FT of 8-inch pipe diameter to 10-inch.
Increase 193 FT of 8-inch pipe diameter to 12-inch.
1,549
Near
Term
P-8 North Fort Bragg
Sewer Main
Extension
Place new 1,970 FT of 8-inch main. 1,970
Near
Term
P-9 Noyo Center
Sewer Main
Extension
Place new 1074 FT of 15-inch main. 1,074
Near
Term
P-10 Bay View Avenue
Sewer Main
Extension
Place new 1,968 FT of 8-inch main. 1,968
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Scenario CIP ID Project Name Project Description Total Pipe Footage (FT)
Build-Out P-11 North GP Mill Site
Sewer Main
Extension
Place new 3,939 FT of 8-inch force main.
Place new 3,261 FT of 10-inch main.
Increase 472 FT of 6-inch pipe diameter to 8-inch.
Install proposed lift station with 80 GPM capacity.
7,672
Build-Out P-12 South GP Mill Site
Sewer Main
Extension
Place new 2,360 FT of 10-inch main.
Place new 423 FT of 18-inch main.
2,783
Build-Out P-13 South GP Mill Site
Sewer Main
Extension
Place new 2,349 FT of 10-inch main. 2,349
Build-Out P-14 South GP Mill Site
Sewer Main
Extension
Place new 3,607 FT of 12-inch main. 3,607
Build-Out P-15 Nurnberger Lane
Sewer Main
Extension
Place new 5,407 FT of 12-inch main. 5,407
Build-Out P-16 Dennison Lane
Sewer Main
Extension
Place new 4,775 FT of 12-inch main.
Place new 233 FT of 15-inch main.
5,008
Build-Out P-17 Cedar Street
Sewer Main
Extension
Place new 2,183 FT of 8-inch main. 2,183
Build-Out P-18 Monsen Way
Sewer Main
Extension
Place new 2,839 FT of 6-inch main. 2,839
Build-Out P-19 Sherwood Road
Sewer Main
Extension
Place new 6,799 FT of 12-inch main.
Place new 2,047 FT of 18-inch main.
8,846
Build-Out P-20 East Chestnut
Street Sewer Main
Extension
Place new 2,988 FT of 10-inch main. 2,988
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Scenario CIP ID Project Name Project Description Total Pipe Footage (FT)
Build-Out P-21 George PacificHaul Road Sewer
Main Extension
Place new 621 FT of 4-inch force main.
Place new 716 FT of 6-inch main.
Place new 852 FT of 12-inch main.
Place new 4,302 FT of 15-inch main.
Install proposed lift station with 80 GPM capacity.
6,491
Build-Out P-22 Basin Street
Sewer Main
Extension
Increase 1,161 FT of 8-inch pipe diameter to 10-inch.
Increase 372 FT of 8-inch pipe diameter to 12-inch.
Increase 236 FT of 10-inch pipe diameter to 12-inch.
1,769
Build-Out P-23 North Harbor
Drive Sewer Main
Replacement
Increase 251 FT of 8-inch pipe diameter to 21-inch.
Increase 30 FT of 12-inch pipe diameter to 21-inch.
281
Build-Out P-24 South Harbor
Drive Sewer Main
Extension
Place new 730 FT of 12-inch main. 730
Build-Out LS-1 South Noyo Lift
Station
Improvement
Increase South Noyo LS capacity from 920 GPM to 1,500 GPM. N/A Build-Out P-25 East Ocean View
Drive Sewer Main
Extension
Place new 23,420 FT of 8-inch main. 23,420
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Figure 3-10. Proposed CIP Projects For Existing, Near Term, and Build-Out (10-Year Storm) City of Fort Bragg
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CHAPTER 4 RISK ASSESSMENT
This section documents the methodology and analysis used to develop risk scores for the City’s wastewater collection system gravity mains. Risk scores are a numerical value representing the relative risk for each pipe segment, calculated using defined likelihood of failure (LoF) and consequence of failure (CoF) factors and weighting.
In this master plan, these risk scores were used to prioritize targeted gravity main condition assessment, but may also be used to prioritize repair, rehabilitation, or maintenance work. Without definitive condition information, these risk scores are only representative of relative risk in comparison to other pipes in the system. Therefore, the scores are appropriate for guiding assessment and planning efforts but should not be interpreted as definitive evidence that rehabilitation is required. Additional field investigation and condition assessment will be necessary to verify actual asset condition and to estimate remaining useful life.
4.1 Risk Assessment Framework
A risk model was developed for gravity mains in the wastewater collection system. The model calculates a Total Risk Score for each pipe by first generating a LoF score and a CoF score, then multiplying them using targeted weighting factors. Because LoF-related risks can be more easily mitigated through repairs, replacements, or other asset interventions, the LoF score is typically weighed more heavily than the CoF score. Section 3 provides the complete risk formula and how the LoF and CoF scores were incorporated.
The relative weights of Likelihood of Failure and Consequence of Failure were defined and applied in collaboration with the City to support level of service objectives. The assigned weights are provided in Table 4-1 below.
Table 4-1. Total Risk – LoF and CoF Weighting
Factor Weighting Factor (%)
Likelihood of Failure 60
Consequence of Failure 40
4.1.1 Risk Factors
To develop the risk model, potential risk factors were first identified based on common failure modes and consequences then refined to better reflect available data and the City’s level-of service objectives. Each factor was assigned a weighted value to represent its relative importance within the overall framework.
Weightings for both the LoF and CoF factors were established using a pair-wise comparison analysis. In this method, each factor is compared against every other factor in a matrix and assigned a score from 1 to 3. The most important factor in each pair receives the highest score, 3. The least important factor in each pair receives the lowest score, 1. If a pair of factors are assessed to be of equal importance, each will receive a score of 2. The scores for each factor are then summed, and the final weighting is calculated as the percentage for that factor’s total points relative to the overall point total for all factors.
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4.1.2 LoF Factors and Weights
The four criteria selected to evaluate the Likelihood of Failure are summarized in Table 4-2 below, along with their descriptions and associated data sources. Detailed scoring tables for each factor are provided in Appendix D.
The following data sources were used and are referenced in the table below:
• Fort Bragg Utility Network (UN) - Fort Bragg GIS Utility Network • I&I Analysis – Infiltration & Inflow Analysis
• CIWQS – California Integrated Water Quality System (CIWQS) Sanitary Sewer Database • Operations Staff Experience
Table 4-2. Likelihood of Failure Factors, Data Sources, and Weights No. Factor Data Data Source(s) Weight
(%)
1 Remaining Useful
Life
Pipe Material Fort Bragg UN 21
Approximate Install Date Fort Bragg UN
2 I&I RTK Value I&I Analysis 38
3 SSO History SSO Count CIWQS 29
4 Groundwater
Fluctuations
Known Groundwater
Fluctuation
Operations Staff Experience 12
• Remaining Useful Life (RUL) - Pipes that are nearing or have exceeded their estimated service life are more likely to fail and therefore receive a higher LoF score. However, it should be noted that RUL is an estimate based on industry standards or manufacturer data is not always a reliable indicator of actual pipe conditions. Pipes may deteriorate more quickly or slowly depending on site-specific conditions, construction methods, and manufacturing differences. The RUL was calculated as a percentage of life left based on industry data.
• Inflow and Infiltration – Gravity mains are non-pressurized pipes that operate largely at atmospheric pressure when not flowing full. And when they are surrounded by highly saturated soils, the resulting pressure differential between external groundwater and the interior of the pipe can cause groundwater to infiltrate into the system, contributing to I&I.
This infiltration increases both the hydraulic load that the gravity system must convey without causing overflows and the volume of water that the wastewater treatment plant must treat during peak wet-weather conditions. Significant I&I is often indicative of structural deficiencies, such as cracks, fractures, or offset joints. Meaning these pipes should be prioritized for repair or replacement to maintain a sealed collection system, reduce unnecessary wet-weather flows, and mitigate potential sewer system overflows. As part of this Master Plan, an I&I analysis was conducted to calculate RTK parameters for monitored flow basins, where (R) is the fraction of rainfall volume entering the system, (T) represents the time to peak flow response, and (K) represents the ratio of the recession time to the response time. Pipes located within flow basins exhibiting higher RTK values are therefore assigned higher LoF scores due to their greater likelihood of contributing to ongoing I&I and reflecting underlying structural issues.
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• Sewer System Overflow (SSO) History – A documented history of SSOs, excluding events attributed to operator or customer error, or structural failures that have since been corrected, indicates a higher likelihood of future failures. These may be underlying conditions like areas susceptible to grease or debris accumulation, root intrusion, or existing system capacity limitations. Accordingly, pipes with past SSO occurrences (which do not meet the exclusion criteria) were assigned higher LoF scores.
• Groundwater Fluctuations – Pipes located in areas with known groundwater fluctuations may experience increased stress from ground movement. These fluctuations can displace pipe segments, leading to offset joints or pipe sag, and therefore will result in an elevated LoF score.
4.1.3 CoF Factors
As discussed with the City, the three criteria selected and associated weighting used to evaluate the Likelihood of Failure are summarized in Table 4-3 below, along with their descriptions and associated data sources. Detailed scoring tables for each factor are provided in Appendix D.
Table 4-3. Consequence of Failure Factors Data Sources and Weights No. Factor Data Data Source(s) Weight
(%)
1 Diameter Pipe Diameter (Inches) GIS 17%
2 Critical
Facilities
Proximity to Schools,
Parks, Hospitals,
Coastguard Station
Fort Bragg UN/ ESRI Maps/ City
Information/ GIS
33%
3 Proximity to
Water Bodies
Proximity (Feet) to Water
Bodies
GIS 50%
• Diameter – Larger-diameter pipes are assumed to convey higher flow volumes, which means failures can result in larger spills, affect a broader service area, and require more costly repairs or replacements. Accordingly, larger pipes are assigned higher CoF scores than smaller-diameter pipes.
• Critical Facilities – Pipes that serve or are located near critical facilities represent locations where an SSO or unexpected service disruption could have greater impact on public health, safety, or operational impacts. These locations will therefore receive higher CoF scores. • Proximity to Water Bodies – Spills occurring near water bodies can introduce pollutants directly into sensitive environments and be more challenging to contain. As a result, pipes with shorter distances to nearby water bodies will receive elevated CoF scores.
4.2 Data Preparation
To accurately score the criteria listed above, some data processing was required. Data preparation processes are detailed below.
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4.2.1 Consequence of Failure
• Diameter – No data processing was required. Pipe diameter values were taken directly from the City’s GIS Utility Network.
• Critical Facilities – In coordination with the City, HDR identified parcels associated with essential services and vulnerable populations. Gravity mains serving these parcels, or with upstream manholes located near parcel access points were flagged as being in proximity to a critical facility. When a pipe segment was located near multiple critical facilities, the highest applicable score was applied.
• Proximity to Water Bodies – This factor was evaluated using spatial data from the Fort Bragg Utility Network (gravity mains) and waterbody features from United States Geological Survey (USGS) Base Maps. The distance between each pipe segment and the nearest water body was calculated in GIS and used to assign CoF scores.
4.2.2 Likelihood of Failure
• Remaining Useful Life (RUL) – RUL is determined by pipe age and material. However, these attributes were not consistently available for the City’s gravity mains. The City does maintain reliable spatial data for cured-in-place pipe (CIPP) lining projects, and a significant portion of the system is known to consist of clay pipe installed as early as the 1970s.
Therefore clay pipe installed in 1970 was used as a conservative baseline estimate for unknown segments, while CIPP-lined pipes were assigned ages based on known installation dates. RUL was then calculated using material-specific estimated useful lives for clay pipe and CIPP.
• Inflow and Infiltration – RTK parameters used for scoring were developed as part of the flow monitoring study described in Chapter 4. No additional data processing was required. • SSO History – SSO records were obtained from the CIWQS database for the ten-year period from 2014-2024. Records were reviewed to remove incidents attributed to incidental or unrelated causes (e.g. operator error, construction accident, private lateral overflow), leaving only those events indicative of capacity constraints, infrastructure failure, root blockage, or susceptibility to fats, oils, and grease (FOG). • Groundwater Fluctuations – City staff identified pipe segments located within areas known to experience groundwater fluctuations. These segments were flagged accordingly for LoF scoring.
4.3 Summary of Findings and Recommendations
A total of 819 active sewer main segments, approximately 30 miles, were assessed using the risk framework. A risk score was calculated for each pipe based on the formula in Figure 4-1 and the process described above. The possible risk scores can range from 0 to 5, with 5 indicating the highest relative risk. In this assessment, risk scores ranged from 0 to 3.05. Due to limited data on pipe age and condition, these scores represent relative, not absolute, risk. They can help prioritize segments for repair or replacement based on condition or hydraulic needs and can also guide system renewal or further condition assessment.
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Figure 4-1. Wastewater Collection System Risk Formula
Based on this analysis, the following conclusions are provided:
• The system has a low variance of relative risk scores with approximately 80% of the system falling within a total risk range from 1.5 to 2.5. This flatness may be due in part to a lack of variance in pipe attribute data like material and installation date and the limited number of pipes that were affected by the selected risk factors like SSO history and critical facilities. • The system has low relative risk scores. The highest risk score calculated is 3.05 out of 5.
Approximately 99% of the system has a risk score of 2.5 out of 5 or below. • LoF scores indicate some high risk pipe. The highest calculated LoF score is 4.03 out of 5.
However, the majority of the system have relatively low LoF scores, approximately 73% of the system has an LoF risk score of 2.5 or below. There is only about 1 mile of pipe (3% of the system) with a LoF score above 3.0. Note that the factors used to calculate LoF represent indirect evidence of potential condition. Actual condition (and ultimately likelihood of failure) should be ascertained by condition assessment. • The most impactful drivers of LoF and Total Risk are I&I and Known Groundwater Fluctuation.
• CoF scores have a nominal impact on the highest risk pipes. CoF scores range from 1.00 to
3.34 out of 5. Some of the highest risk pipes are driven partially by association with critical facilities and to a lesser extent, proximity to water bodies.
Figure 4-2 compares the risk scores with the cumulative pipe length for the collection system. The figure supports the conclusion that there is low relative risk in the system based on the parameters and formulas used in this analysis. The figure shows that there is only approximately one mile of pipe with risk scores greater than 2.5 or higher.
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Figure 4-2. Cumulative Length Compared to Total Risk
Figure 4-3. Total Risk shows the distribution of total risk scores across the collection system. The highest-risk segments are primarily located North of Pudding Creek, along Oak Street and East Alder Street, near parks like the Coastal Trail, and in proximity to critical facilities such as schools and the hospital.
Figure 4-4. Likelihood of Failure highlights the estimated likelihood of pipe failure scores across the system. These results closely align with the high-risk areas shown in the Total Risk assessment, particularly North of Pudding Creek and within the City’s dense central area. Elevated likelihood of failure in these areas is largely driven by I&I, and groundwater fluctuations.
Figure 4-5. Consequence of Failure shows the consequence of failure score for each pipe segment.
The highest-consequence areas include those near critical facilities such as the high school, Mendocino Coast Hospital, and pipes near bodies of water.
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Figure 4-3. Total Risk
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Figure 4-4. Likelihood of Failure
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Figure 4-5. Consequence of Failure
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4.4 Applying the Risk Model
The risk model provides a numerical value that quantifies the risk factors analyzed for the City. It provides a risk score for each of the pipes relative to the other pipes in the system. Because the risk model incorporates factors that the City believes are major risks to the collection infrastructure, it can be used as a guide to reduce risk of service failure in the system. The factors used for LoF and CoF represent indirect evidence of the condition and criticality of each of the pipes, however none of the factors used provide direct evidence of pipeline condition. Therefore, the risk model should be used to prioritize assessment and rehabilitation work, however it should not be relied upon as direct evidence that a rehabilitation action is needed. Additional assessment will be needed to determine the true condition and expected useful life of any given asset.
Examples of how the risk model can be used are:
• Prioritizing condition assessment – The risk model can be used to prioritize condition assessment to ensure that projects identified through the condition assessment results address the highest risk portions of the system.
• Prioritizing existing capital projects – When two or more projects are proposed (e.g. valve installation, pipeline expansion or enlargement) the risk model can be used to break a tie when other considerations are equal. If all other considerations are equal and one or more projects must be delayed, the pipe segment with the lower risk score can be differed because the risks are comparatively lower.
• Prioritizing maintenance – Frequently maintenance staff must choose between multiple demands on their time. Using the risk model to determine what maintenance activities should be done first enables the City to make risk-based maintenance decisions.
One of the main purposes of the risk model was to facilitate pipe selection for CCTV. The risk model as it currently stands provides indirect evidence of condition based on industry factors and environmental conditions. CCTV inspection provides direct evidence of the condition of the pipe and therefore is a better factor for determining LoF. However, only a small portion (7 %) of the system has been inspected and this portion was selected from the highest risk areas identified by the current risk model. It is recommended that the model continue to be used to select additional areas to visually inspect the pipe until a significant portion of the system is inspected. Once that is complete, the City should update the risk model to directly incorporate CCTV results and to reflect any changes based on pipe renewal. This will further strengthen the model so that it can be more effective in planning new capital projects, selecting priority areas for CCTV inspection, and prioritizing maintenance activities.
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CHAPTER 5 CONDITION ASSESSMENT
5.1 Introduction
This section of the Master Plan discusses condition, renewal strategies, and capital renewal projects for each of the key asset groups in the wastewater collection system, lift stations, force mains, and gravity mains.
While earlier sections of this report address the collection system’s current and projected capacity, even well-designed and adequately sized systems will naturally degrade and lose functionality over time. Proactive planning for asset renewal helps prevent unexpected failures, supports long-term cost management, and reduces unplanned strain on staff and financial resources. Renewal planning often relies on estimated useful lives (i.e. design life), however, age alone is not always an accurate measure of condition. Many assets continue operating effectively beyond their predicted lifespan and sometimes assets fail early due to environmental and other factors. Condition assessments allow the City to more accurately refine these lifespan estimates and direct renewal funding where it is most needed.
Because condition assessment can sometimes require significant cost and staffing resources, this section considers the cost-benefit of targeted assessments, helping the City to prioritize condition assessment only where it is expected to be cost-effective and provide greater value than relying on standard useful-life assumptions or run-to-failure strategies.
5.2 Lift Stations
As part of this master planning effort, a visual condition assessment was conducted for the City’s six lift stations, South Noyo, North Noyo, Sanderson, Pudding Creek, Elm Street, and Noyo Point.
A detailed report of this assessment is included under Appendix G CHAPTER 10Appendix G - Lift Station Visual Assessment Report. The report provides an assessment of condition of these facilities, establishes a desktop estimate of remaining useful lives, and develops a cost opinion range for equipment renewal.
This section will summarize the condition rating methodology, key findings, rehabilitation recommendations, and capital project packaging.
5.2.1 Methodology
Assets relating to the following at each lift station were assessed as part of this condition assessment:
• Below-Grade Inlets & Wet Wells
• Valve Vaults
• Pumps
• Electrical Systems
• Structures
• Site Features
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The condition assessment methodology is summarized in Table 5-1 below. Each asset in this assessment was assigned a condition rating from 1 to 5 (1 representing ‘excellent’ or ‘new condition and 5 representing ‘Imminent Failure’). Each of these ratings were associated with an evaluated remaining useful life (EVRUL) percentage, ranging from 100% to less than 5% of its original useful life (OUL). Each of these condition ratings is associated with a recommended maintenance effort. A detailed description of the logic applied to assign condition ratings is provided in Appendix G.
Table 5-1. Condition Rating Methodology
Condition
Rating
Description % of OUL
EVRUL
Recommended Maintenance Effort
1 Excellent or New Condition 100% Normal Preventive Maintenance 2 Good - Minor Defects Only 75% Normal Preventive Maintenance, Minor Corrective Maintenance
3 Fair – Moderate Deterioration 50% Normal Preventive Maintenance, Major Corrective Maintenance
4 Poor – Significant Deterioration 25% Rehabilitation, if possible 5 Failure Imminent -Virtually
Unserviceable
> 5% Replace
5.2.2 Key Findings
Most components at each of the lift stations were assessed to be in fair to good condition with the following exceptions:
• Elm Street Lift Station
Many structural components are in poor condition including asphalt driveway, manhole cover, perimeter fencing, building double door, building wall/floor interface, and entry sidewalk. The railing at the abandoned dry well has failed and should be replaced as soon as possible.
• North Noyo Lift Station
The building door is in poor condition, and the site should be repaved. • Noyo Point Lift Station
The valve vault piping is in poor condition. The pump discharge piping is severely corroded and should be replaced as soon as possible.
• Pudding Creek Lift Station
The generator building is in poor condition and has significant leaks, the building door is in poor condition. The electrical components inside of the pump building have degraded beyond their service life and should be replaced as soon as possible. • Sanderson Lift Station
The motor control center structure and the valve vault piping are in poor condition. • South Noyo Lift Station
The building door is in poor condition, and the site should be paved.
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5.2.2.1 Recommendations & Project Packaging
All individual rehabilitation recommendations are summarized in Table 5-3 at the end of this section.
The table includes a description of the recommendation, timeframe, and a replacement cost estimate. Each of the recommendations are categorized both by discipline (e.g. electrical, mechanical, civil/structural) and project category (e.g. paving, replace/repair structural, electrical, etc.).
These recommendations were also reviewed by City Operations staff, who identified the improvements that could be addressed by in-house maintenance staff and which ones should be contracted as capital improvements.
These categorizations were used to group and define capital projects.
For the Capital Improvement Plan, all the recommended improvements that have been identified to be contracted out have been aggregated into a single project. This is because the work will need to be planned strategically to be able to maintain collection system operations while each station is shut down for repairs and because the different rehabilitation activities are dispersed throughout the stations. The project may need to span two to three years to maintain operations and accommodate increased flows during wet weather seasons. The improvements during the 6-to-10-year timeframe have also been included since they are significantly smaller and would be more efficient to complete if each site is taken offline only once.
To estimate project costs, additional markups have been applied. The mark-up factors are shown below as percentages:
Project planning, staging, and contract overhead: 20%
Engineering: 12%
Construction Management: 12%
Contingency: 35%
These percentages are conservative to account for unanticipated costs due to current economic uncertainty in material and labor costs, as well as cost impacts for potential bypass pumping and staging over multiple years.
Total project costs are provided in Table 5-2 below. A more detailed breakdown of the raw project costs grouped by category across the 1-to-5 year and 6-to-10-year timeframe are shown in Table 5-3. Table 5-4 shows the individual renewal recommendations for each site that make up each of the project categories.
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Table 5-2. Summary of Lift Station Improvements
Costa Component
$177,500 1-5 yr replacement costs
$48,000 6-10 yr replacement costs
$225,500 Raw cost total
$178,145 Project markups
$403,645.00 Total project cost
a Costs shown in 2025 dollars
Table 5-3. Lift Station Replacement Costs by Timeframe
Project Categories Sites Costa
1-5 yr
Electrical Improvements (Short Term) Elm St, Pudding Creek, Sanderson $20,500 Paving (Short Term) Elm St, N. Noyo, S. Noyo $33,000
Mechanical Repair/Replace (Short
Term)
Elm St, Noyo Point, Sanderson $42,500
Civil Repair/Replace (Short Term) Elm St, N. Noyo, Noyo Point, Pudding Creek, S. Noyo
$33,500
Seal/Recoat (Short Term) Elm St, N. Noyo, Pudding Creek, S.
Noyo
$33,000
Wet Well Repair (Short Term) N. Noyo, Pudding Creek, S. Noyo $15,000 6-10 yr
Electrical Improvements (6-10 yr) Noyo Point $1,000
Paving (6-10 yr) Noyo Point, Sanderson, $5,000
Mechanical Repair/Replace (6-10 yr) Noyo Point $4,000
Civil Repair/Replace (6-10 yr) Noyo Point, Pudding Creek, Sanderson $15,500 Seal/Recoat (6-10 yr) Elm St, N. Noyo, Pudding Creek $7,500 Wet Well Repair (6-10 yr) Sanderson $15,000
In-House
Electrical In-House Noyo Point, Pudding Creek $5,500
Mechanical Repair/Replace In House Noyo Point, S. Noyo, Sanderson $7,000 Exercise Spare Pump In House Elm St $500
Civil Repair/Replace In House Elm St, Sanderson $6,000
Seal/Recoat In House Pudding Creek, Sanderson $2,500
Wet/Well In House Pudding Creek $1,000
a Costs shown in 2025 dollars
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Table 5-4. Summary of Lift Station Improvements
Location Improvement Timeframe
(yrs)
Replacement
Cost Estimate a
Project Type Discipline Project
Category
S. Noyo Surface prepare and coat the top of the wet
well structure where exposed aggregate
visible
<5 $5,000 Capital
Improvement
Civil/Structural Wet/Dry well
S. Noyo Recoat handrails <5 $2,000 Capital
Improvement
Civil/Structural Seal/Recoat
S. Noyo Replace building door <5 $1,000 Capital
Improvement
Civil/Structural Replace/Repair
Structure
S. Noyo Install asphalt paving and base to dirt area
adjacent to wet well
<5 $15,000 Capital
Improvement
Civil/Structural Paving
S. Noyo Recoat/spot repair damaged coating inside the
abandoned drywell
<5 $2,000 Capital
Improvement
Civil/Structural Wet/Dry well
S. Noyo Add net or grate under to valve vault hatch <5 $3,000 In-House Repair Mechanical Replace/Repair Structure
N. Noyo Surface prepare and coat the top of the wet
well structure where exposed aggregate
visible
<5 $5,000 Capital
Improvement
Civil/Structural Wet/Dry well
N. Noyo Recoat handrails <5 $2,000 Capital
Improvement
Civil/Structural Seal/Recoat
N. Noyo Replace building door <5 $1,000 Capital
Improvement
Civil/Structural Replace/Repair
Structure
N. Noyo Replace site paving and base <5 $5,000 Capital
Improvement
Civil/Structural Paving
N. Noyo Recoat/spot repair damaged coating inside the
abandoned drywell
<5 $2,000 Capital
Improvement
Civil/Structural Wet/Dry well
N. Noyo Recoat areas of peeling coating of conduits 6-10 $1,000 Capital Improvement
Civil/Structural Seal/Recoat
Sanderson Replace MCC Fiber Reinforced Plastic (FRP)
panel
<5 $5,000 Capital
Improvement
Electrical Electrical
Sanderson Replace MCC wood structure roof and
framing. Extend the roof farther past the panel
<5 $5,000 In-House Repair Civil/Structural Replace/Repair Structure
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Location Improvement Timeframe
(yrs)
Replacement
Cost Estimate a
Project Type Discipline Project
Category
to provide additional UV protection of panels;
or
Sanderson Alternatively replace existing wood structure with a new ventilated prefabricated housing
6-10 $10,000 Capital
Improvement
Civil/Structural Replace/Repair
Structure
Sanderson Coat the interior of the wet well structure 6-10 $15,000 Capital Improvement
Civil/Structural Wet/Dry well
Sanderson Provide backup system to pump controls <5 $4,000 In-House Repair Mechanical Replace/Repair Structure
Sanderson Provide a safety net or grate under wet well
hatch
<5 $1,000 In-House Repair Mechanical Replace/Repair
Structure
Sanderson Coat the upper wall of the valve vault 6-10 $1,000 In-House Repair Civil/Structural Seal/Recoat Sanderson Replace the valve vault piping <5 $12,000 Capital Improvement
Mechanical Replace/Repair
Structure
Sanderson Regrade the site entrance 6-10 $3,000 Capital Improvement
Civil/Structural Paving
Pudding
Creek
Remove and recoat the coatings on the
underside of the roof inside and outside
building, repair roof and wall cracks, repair
leaks through the roof vents inside generator
building
<5 $20,000 Capital
Improvement
Civil/Structural Seal/Recoat
Pudding
Creek
Replace or prepare and recoat generator parts
showing corrosion
<5 $10,000 Capital
Improvement
Electrical Electrical
Pudding
Creek
Replace failed UPS (battery) <5 $5,000 In-House Repair Electrical Electrical Pudding
Creek
Prepare and recoat transfer switch panel 6-10 $1,000 Capital Improvement
Electrical Electrical
Pudding
Creek
Prepare and recoat portion handrail 6-10 $1,000 Capital Improvement
Civil/Structural Seal/Recoat
Pudding
Creek
Remove surface corrosion on engine silencer
piping
<5 $1,000 Capital
Improvement
Civil/Structural Seal/Recoat
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Location Improvement Timeframe
(yrs)
Replacement
Cost Estimate a
Project Type Discipline Project
Category
Pudding
Creek
Repair top portion of exterior Concrete
Masonry Unit (CMU) wing wall
6-10 $1,000 Capital
Improvement
Civil/Structural Replace/Repair
Structure
Pudding
Creek
Remove surface corrosion on generator
exhaust louver
6-10 $1,000 Capital
Improvement
Civil/Structural Seal/Recoat
Pudding
Creek
Prepare and recoat monorail 6-10 $1,000 Capital
Improvement
Civil/Structural Seal/Recoat
Pudding
Creek
Replace all existing electrical inside the pump
building
<5 $5,000 Capital
Improvement
Electrical Electrical
Pudding
Creek
Prepare and recoat pump discharge piping <5 $1,000 Capital Improvement
Mechanical Seal/Recoat
Pudding
Creek
Prepare and coat the top wall of the wet well <5 $1,000 Capital Improvement
Civil/Structural Wet/Dry well
Pudding
Creek
Prepare and recoat portions of the pump
building walls
6-10 $1,500 Capital
Improvement
Civil/Structural Seal/Recoat
Pudding
Creek
Provide maintenance and remove surface
corrosion of the wet well access hatch
<5 $1,000 In-House Repair Civil/Structural Wet/Dry well Pudding
Creek
Replace generator building door <5 $2,000 Capital
Improvement
Civil/Structural Replace/Repair
Structure
Elm St Replace asphalt driveway <5 $10,000 Capital
Improvement
Civil/Structural Paving
Elm St Replace manhole cover <5 $1,000 In-House Repair Civil/Structural Replace/Repair Structure
Elm St Replace inlet slide gate <5 $10,000 Capital
Improvement
Mechanical Replace/Repair
Structure
Elm St Recoat bypass piping connection <5 $500 In-House Repair Civil/Structural Seal/Recoat Elm St Replace handrail into abandoned drywell <5 $5,000 Capital Improvement
Civil/Structural Replace/Repair
Structure
Elm St Replace perimeter fencing <5 $15,000 Capital
Improvement
Civil/Structural Replace/Repair
Structure
Elm St Repair exterior concrete slab over abandoned
drywell
<5 $2,000 Capital
Improvement
Civil/Structural Seal/Recoat
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Location Improvement Timeframe
(yrs)
Replacement
Cost Estimate a
Project Type Discipline Project
Category
Elm St Remove surface corrosion from exterior
electric service panel
6-10 $500 Capital
Improvement
Civil/Structural Seal/Recoat
Elm St Remove surface corrosion from exterior radio
antenna
6-10 $500 Capital
Improvement
Civil/Structural Seal/Recoat
Elm St Replace exterior FRP conduit <5 $500 Capital
Improvement
Electrical Electrical
Elm St Repair small section of building roof <5 $1,500 Capital Improvement
Civil/Structural Replace/Repair
Structure
Elm St Replace building double door <5 $2,000 Capital
Improvement
Civil/Structural Replace/Repair
Structure
Elm St Exercise spare self-priming pump <5 $500 In-House Repair Maintenance Maintenance Elm St Prepare and recoat pump frames 6-10 $1,000 In-House Repair Civil/Structural Seal/Recoat Elm St Repair underside of building roof coating <5 $1,000 Capital Improvement
Civil/Structural Replace/Repair
Structure
Elm St Check and seal the interface between the
building perimeter wall and floor
<5 $4,000 Capital
Improvement
Civil/Structural Seal/Recoat
Elm St Remove surface corrosion from generator
louver
6-10 $500 Capital
Improvement
Civil/Structural Seal/Recoat
Elm St Remove surface corrosion from engine
silencer piping
6-10 $500 Capital
Improvement
Civil/Structural Seal/Recoat
Elm St Replace concrete entry sidewalk <5 $3,000 In-House Repair Civil/Structural Paving Elm St Prepare and recoat exterior water piping 6-10 $1,000 In-House Repair Mechanical Seal/Recoat Noyo Point Replace MCC panel support 6-10 $3,000 Capital Improvement
Civil/Structural Replace/Repair
Structure
Noyo Point Replace wet well floats and rails 6-10 $4,000 Capital Improvement
Mechanical Replace/Repair
Structure
Noyo Point Replace the pump discharge elbows <5 $1,500 Capital Improvement
Mechanical Replace/Repair
Structure
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Location Improvement Timeframe
(yrs)
Replacement
Cost Estimate a
Project Type Discipline Project
Category
Noyo Point Repair/recoat the valve vault coating 6-10 $1,500 Capital Improvement
Civil/Structural Replace/Repair
Structure
Noyo Point Replace the valve vault piping and valves <5 $15,000 Capital Improvement
Mechanical Replace/Repair
Structure
Noyo Point Add nets or grates under the wet well and
valve vault hatches
<5 $3,000 In-House Repair Mechanical Replace/Repair
Structure
Noyo Point Provide sunshade over MCC and electrical
service panel
<5 $5,000 Capital
Improvement
Civil/Structural Replace/Repair
Structure
Noyo Point Regrade site 6-10 $2,000 Capital
Improvement
Civil/Structural Paving
Noyo Point Remove abandoned electrical junction box in
wet well
<5 $500 In-House Repair Electrical Electrical
a Costs shown in 2025 dollars
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5.3 Force Mains
The City currently operates six force mains in the wastewater collection system shown in Figure 5-1.
These include:
• Elm Street Lift Station Force Main, a 2,293 ft 14” diameter Techite pipeline • North Noyo Force Main, a 1,510 ft 12” diameter Techite pipeline • South Noyo Force Main, a 3,500 ft 10” diameter Techite and Ductile Iron pipeline • Pudding Creek force main, a 2,922 ft 12” diameter HDPE pipeline • Noyo Point Force Main, an 819 ft 3” PVC pipeline
• Noyo Heights (Sanderson) Force Main, a 787 ft 4” pipeline of unknown material Figure 5-1. Force Mains
The Techite force mains are of particular concern for potential failure. Techite, or fiberglass-reinforced plastic mortar (RPM) pipe is a composite pipe material and was commonly used for wastewater and drainage applications beginning in the latter half of the 20th century. The pipe consists of glass fiber reinforcement embedded in a resin matrix, typically combined with a sand or aggregate “mortar” core to provide stiffness. Long-term field performance of Techite pipe has demonstrated several limitations that can significantly impact reliability as the pipe ages. This type of pipe has been found to fail catastrophically and without warning, and conventional condition assessment methods do not provide a reliable predictor of failure.
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The City’s existing Techite lines are 50-60 years old and are reaching the end of their design life.
Therefore, proactive rehabilitation and/or replacement of the City’s Techite pipelines is recommended.
The City has already replaced the Pudding Creek Force Main, formerly a Techite pipeline, with a new HDPE line. The City is also currently executing projects to rehabilitate the North and South Noyo force mains using CIPP technology. Consequently, these lines will not need replacement or rehabilitation in the next 10 years.
The Noyo Point Force Main is a newer 3” PVC line that serves approximately four residences. The likelihood and consequence of failure of this line is low, so it is not recommended for replacement or rehabilitation in the next 10 years.
The Noyo Heights (Sanderson) Force Main is also a small line servicing a few residential properties.
The pipe material is unknown, but it’s 4” diameter makes it unlikely to be Techite (Techite was typically only used for large diameter pipes). Based on field observations during the Noyo Heights Pumps station condition assessment, it’s likely this line is steel. However, the pipe material should be verified during the valve vault piping replacement project at this location outlined in Section 1.1.
Because this line also has low likelihood and consequences of failure, it is not recommended for replacement or rehabilitation in the next 10 years.
The Elm Street Force Main is a critical 14” Techite line connected to the Elm Street Lift Station that conveys wastewater from most of the north-western portion of the city (Figure 5-2). Therefore, it is recommended for rehabilitation as soon as practicable. CIPP is the recommended rehabilitation method. As the structural integrity of the old Techite pipe is not assured, it is recommended that the CIPP be designed to replace the full structural strength of the Techite line. This project is identified as project F-01 in the Capital Plan, Chapter 9. Unit costs for the CIPP rehabilitation were based on quotes the City received for the current CIPP rehabilitation project for the North and South Noyo Force Main rehabilitation project.
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Figure 5-2. Elm Street Lift Station Force Main
5.4 Gravity Mains
As part of this master plan, the City allocated budget to inspect approximately 1.5 miles (19 individual pipe segments) of the system’s highest-priority gravity mains using CCTV. While this represents only a small portion of the overall system (approximately 4%), it includes the portion of the system most suspected to be in poor condition. These pipes were selected first based on City staff knowledge of recurring maintenance concerns. The remaining segments were then prioritized by focusing on high-risk pipes located within high-inflow basins (identified during the flow monitoring effort described in Chapter 3), specifically basin FM-04 (located in the center of the City, spanning from Oak Street between South Whipple Street and South Sanderson Way) and basin FM-01 (north City of Fort Bragg
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of Pudding Creek). The selected pipe segments can be found in Appendix E - CCTV Inspection Plan.
Targeting condition assessment and repair efforts in these high-inflow basins prioritizes the reduction of RDII. RDII is generally associated with system overflows and increased demand at the wastewater treatment plant during peak wet-weather events, making repairs in these areas particularly impactful.
A National Association of Sewer Service Companies (NASSCO) pipeline assessment certification program (PACP) review of the CCTV videos for the inspected gravity mains was conducted. The inspection process classifies defects encountered along the pipe length and assigns standard codes to characterize the defects. The CCTV defect coding was imported into Aquanuity’s AquaTwin platform and evaluated using NASSCO PACP–based criteria, in accordance with the decision support framework defined in the section below.
Of the 19 gravity mains inspected, 15 inspections were complete and successfully captured data across the entire pipe segment. The remaining four were partial inspections, which were required to conclude prematurely due to either significant offsets or root intrusion. In these cases, inspectors were unable to complete a reverse inspection because of accessibility constraints or because the opposite terminal of the line ended at a cleanout, through which the CCTV inspection camera could not pass. The full inspection reports are found in Appendix F - CCTV Results.
5.4.1 Decision Support Framework
NASSCO PACP condition ratings consist of two primary components. Operations and maintenance (O&M) codes, such as root intrusion or deposited grease, identify defects that can largely be mitigated through adjustments to O&M practices. For example, increased cleaning frequency or routine root cutting along the pipe to mitigate root intrusion. Structural condition defects relate to the structural integrity of the pipe and include issues such as cracking or broken pipe. All defects are scored on a scale of 1 through 5, with a score of 5 representing the highest severity/worst condition.
Industry best practices recommend repair or replacement for grade 4 or 5 structural defects, such as collapsed pipe (grade 5) or breaks (grade 4 or 5, depending on severity). Grade 5 defects are typically recommended for immediate repair within the next 5 years, while grade 4 defects are generally recommended to be addressed with lower urgency within 6 to 10 years. Some grade 4 defects, such as cracking or minor offsets, may not warrant significant intervention but should be monitored for signs of worsening condition.
O&M defects rated grade 3 or higher generally indicate maintenance concerns that may require more frequent intervention to maintain full pipe functionality and reduce the risk of sanitary sewer overflow events.
A particular focus of the City, especially for pipes located within basins known to experience high RDII, was the potential presence of historical stormwater system connections that may still exist and contribute to high inflow during wet weather. Accordingly, the CCTV review placed special emphasis on identifying areas of potential cross connections, with the intent of planning future targeted smoke or dye testing activities to confirm their presence where suspected.
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Based on this focus, a decision support framework (Table 5-5) was developed and aligned with City priorities for application to the CCTV data collected as part of this gravity main condition assessment effort.
Table 5-5. Decision Support Framework
Grade/Code Type Recommendation
Structural Defect Grade
5 Repair within 1 to 5 years
4 Repair within 6 to 10 years
3 Monitor condition on a more frequent basis
0 to 2 Monitor condition on standard schedule
O&M Defect Grade
3 to 5 Consider increasing cleaning frequency or source control <3 Clean on standard schedule
RDII-Specific Defects
Infiltration Runner/Gusher or Tap
Active
Un-traceable connections (i.e. infiltration or taps that can’t be clearly connected to a nearby property, especially those with high flow) should be smoke or dye tested and rehabilitated if cross-connections are confirmed
5.4.2 Recommendations
Application of the Decision Support Framework to the PACP defects identified eight pipes with O&M or structural defects coded as grade 4 or higher.
One pipe (Swr-Grvty-Mn-5523) was found to have O&M defects that scored grade 3 or higher and had multiple incidents of root intrusion. Since this pipe was unable to be fully inspected due to a large rootball, cleaning and re-inspection is recommended within the next 5 years to evaluate potential pipeline lining needs.
Of the remaining seven pipes, two were assessed during video review as non-critical at this time and are recommended for re-inspection in the 6-to-10-year timeframe.
Only one infiltration defect was coded, identified as an Infiltration Dripper-Lateral (IDL). However, the lateral connection was clearly traced back to a known property and was therefore dismissed as a potential for stormwater cross-connection. Review of the identified lateral connections revealed no obvious untraceable connections, and as a result, no targeted smoke or dye testing is recommended at this time. A summary of gravity main repair recommendations is presented in City of Fort Bragg
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Table 5-6, below.
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Table 5-6. Gravity Main Repair Recommendations
# AssetID Grade Diameter Length Details Recommendation CIP ID
1 Swr-Grvty-Mn47894 10" 763 2 JOMs @ 172.9 Structural defects to be addressed by
CIP project P-05
P-05
2 Swr-Grvty-Mn50995 8" 200 JOL @ 175.2.
Difficult access -
East side of Hwy
1 CIPP R-3
3 Swr-Grvty-Mn51794 6" 522 Multiple JOMs
throughout line,
not lined
CIPP R-3
4 Swr-Grvty-Mn58105 8" 241 JOL @ 27.1 CIPP R-3
5 Swr-Grvty-Mn51505 6" 705 JOL @ 480.9 and
464.4 - Liner
Failure? Review
Picture
CIPP R-3
6 Swr-Grvty-Mn55234 6" 335 Large Root Ball -
unable to inspect
majority of pipe
Clean & re-inspect R-1
7 Swr-Grvty-Mn51034 8" 496 JOM @ 22.2 Recommended for
re-inspection > 5yrs
R-4
8 Swr-Grvty-Mn51594 6" 259 JOM @ 0.1 Recommended for
re-inspection > 5yrs
R-4
City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | 6-1
CHAPTER 6 GEOTECHNICAL DESKTOP
ASSESSMENT
6.1 Geologic Assessment and Hazards
HDR prepared a geologic assessment and hazard analysis related to the City’s drinking water distribution system as part of the water distribution master plan development in 2025. This assessment was presented in a technical memorandum entitled Geotechnical Evaluation of City of Fort Bragg Seismic Safey Elements Related to Water Distribution Systems dated Apri 1, 2025. This report was included as Appendix J of the Water Distribution System Master Plan Report. In the memorandum it is was stated that “Although the memorandum was prepared specifically as part of the water distribution master planning effort, it is applicable to other City agencies responsible for infrastructure such as the stormwater and sewer systems.” Rather than repeat the context of that memorandum herein, it is included as Appendix I to this document for background on the city geotechnical and geologic conditions and related seismic and non-seismic hazards. Most of the identified seismic and non-seismic hazards are applicable to the City’s wastewater collection system, though some are related to existing water distribution system alignments, such as the distribution main that crosses Noyo River, the Noyo River intake, and the identified slope instability identified along the banks of the Noyo River and Pudding Creek where existing water distribution pipelines and apparent facility are located within the creek or adjacent to identified potentially unstable slopes.
The memorandum is organized as follows:
• Topography and Geology
• Emergency Access
• Water Supply and Distribution System
• Geotechnical Condition Assessment
• Geologic and Non-Geologic Hazards
• Areas of Concern for Rehabilitation of Water Distribution Facilities • Limitations
This section of the report addresses the Areas of Concern for the Rehabilitation of the Sewer Collection Facilities that also includes a summary of the Sewer Collection system described in more detail in other sections of this report.
6.2 Summary of Wastewater Collection System
The City’s wastewater collection system evolved from a smaller localized collection system in the late 1880s to a modern system that included the construction of a wastewater treatment plant in 1971. The plant was significantly upgraded between 2017 and 2022. The wastewater treatment plant upgrades were designed by HDR. The existing collection system consists of 30 miles of pipelines, gravity pipes, six lift stations, and an ocean outfall. The system generally consists of gravity wastewater collection lines within roadways that slope from the east to west, following the general ground topography that tie to service lines following the intersecting streets in a north/south direction. There are a number of facilities that incorporate small lift stations to connect to the City of Fort Bragg
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August 1, 2026 | 6-2
wastewater system and there are larger lift stations that service areas that cannot be connected to the wastewater treatment plant by gravity as follows:
• South Side of Noyo River
South Noyo and College Lift Stations
• North Side of Noyo River
Noyo Point, North Noyo, and Noyo Heights Lift Stations
• South of Pudding Creek
Elm Street Lift Station
• North of Pudding Creek
Pudding Creek Lift Station
The City has also documented areas of high groundwater within sewer line alignment between East Redwood and Cedar Street on the north and East Chestnut on the south. High Groundwater has also been noted along the Noyo River, likely associated with the Noyo River induced groundwater level and North of Pudding Creek at the Ocean Lake Adult Mobile Home Park likely induced by impounded reservoir at the mobile home park.
The approximately 30 miles of pipelines are reported to be a combination of vitrified clay pipe (VCP), CMP, Asbestos Cement Pipe (ACP) and more modern plastic pipe. The VCP likely predates the 1971 system upgrades, ACP was typically installed in the 1970s and modern PVC and ductile iron pipe were used as ACP manufacturing was phased out.
HDR also understands that some of the older sewer lines were likely once part of a combined stormwater and sewer system and it is unknown how storm water connections were abandoned once the combined sewer was discontinued, likely with the construction of the treatment plant.
The sewer system pipe network was likely constructed with granular pipe bedding that could act as a subsurface drain system hydraulically connecting upland areas with the areas to the west. Over time this induces artificially elevated groundwater levels within and adjacent to the pipe trenches. Also, older VCP and ACP and its connections can fail resulting in leakage into the granular ballast.
6.3 Areas of Concern for the Rehabilitation of the
Wastewater Collection Facilities
Section 8 of HDRs 1 April 2025 memorandum address seismic and non-seismic hazards the City of Fort Bragg infrastructure including:
• Seismicity
• Fault Offset, Strong Ground Shaking Liquefaction and Tsunami Impacts • Local Geology including presence of:
o Fill,
o Coastal and Inland Marine Deposits,
o Colluvium along incised river and creek slopes,
o Alluvium and
o Beach deposits.
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August 1, 2026 | 6-3
• Corrosivity
• Erosion
• Flooding
• Fire Hazards
• Extreme Weather Events
• Chemically Impacted Sites
The hazards associated with each of these items are included by reference into this report and not reproduced herein.
Areas of Concern are discussed in Section 9 of the memorandum including Densification and Liquefaction, Corrosivity, Groundwater, Seismic Response and Bluff Erosion. The following sections supplement those discussions addressing:
• Occurrence of High Groundwater,
• Slope Instability and
• Seismically Induced Deformation
6.3.1 Occurrences of High Groundwater
The City has noted the occurrences of groundwater or seepage into the utility trenches at a number of locations, as documented in HDR’s GIS inventory. The locations of the elevated groundwater can be summarized as follows
1. Noyo Harbor (North and South areas)
2. Cypress Street, focused between Georgia Pacic Haul Road and River Drive, west of the hospital
3. Central Fort Bragg between East Chestnut Street on the south and East Redwood on the north, and between North Main Street on the west and N/S Whipple on the east (about 9 blocks), then moving east 3 blocks between South Harold Street on the west to the east, to California Way on the east (13 blocks), and
4. Day Use Road between the Pudding Creek lift station and the Ocean Lakes mobile home park.
The occurrence of groundwater is likely based on local subsurface conditions and trench backfill material. A brief discussion of each area is presented below. • Noyo Lift Station
The North and South Noyo lift stations are located at the toe of the existing bluff slope with ground surface elevations of approximately Elev 20 feet (+/- 5 feet) and the wet/dry wall sump base slabs are likely found on the underlying bedrock. However, the force main lines from the sumps and within the utility trenches are likely at a depth of 4 feet within near surface fill and alluvium. Being located at the toe of the steep slope and adjacent to the Noyo River, groundwater conditions are likely to vary based on tide fluctuation and surface run-on/off and associated infiltration in the lower harbor areas. Water infiltration can then accumulate in the granular trench backfill and can be a nuisance if interconnected with extended trench lengths without the use of trench dams.
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August 1, 2026 | 6-4
• Cypress Street
The area of Cypress Street has historically been an open space area with limited surface gradient to promote surface flow. Therefore, rainfall and irrigation water infiltrates into the subgrade resulting in a localized perched water zone. Review of aerial photographs indicate that there appears to be a natural drainage extending from Sequoia Circle northwest toward Cypress Street. Review of 1920 topographic map of Fort Bragg (USACE Tactical Map) indicates there was a mapped drainage that extended to the southeast to the Noyo River and to the northwest to a water feature at the lumber plant, which has been interrupted overtime with subsequent development and roadway construction.
Figure 6-1. Cypress St. Perched Water
• Central Fort Bragg
Central Fort Bragg has generally been in its current configuration for many decades, located on the uplifted terrace that gently slopes from east to west with a relative uniform 160-foot drop in elevation in 9,300 feet (approximately 1.4 feet in 100 feet). The topography generally drains to the north towards Pudding Creek, however, there is local cross drainage. For example, East Alder Street and East Maple Streets both appear to be in topographic low areas and collect stormwater with increased infiltration / elevated groundwater. • Pudding Creek Lift Station
Pudding Creek Lift Station is located adjacent to the north bank of Pudding Creek with a ground surface of approximately Elev. 20 feet. The lift station wet/dry wells are approximately 18 feet deep and are likely found on the underlying bedrock. As with the other lift stations, City of Fort Bragg
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August 1, 2026 | 6-5
the force main valves and piping is located at a depth of 4 feet below ground surface and is likely located in the overlying alluvium. The lift station is located directly downstream of the lake at the Ocean Lakes Mobile home Park with the lake outfall immediately south of the lift station. Seepage from the lake is likely the source of high groundwater.
6.3.2 Slope Instability
The State Of California has identified the steep creekbanks of Noyo River and Pudding Creek as having a high likelihood of slope instability. The North and South Noyo lift stations could be at risk for the material generated from a slope failure above the lift stations and lift stations, force mains and collection lines are located along the top of slope are also potential at risk for slope deformation undermining the facilities, such as at the south end of Noyo Heights and Sanderson Street South.
The risk is greater when the facilities setback less than 20 feet from the top of slope.
6.3.3 Seismically Induced Deformation
The depth of the collection system varies across the city and loose, coarse grained and saturated terrace deposits are susceptible to densification because of strong seismic ground shaking. The amount of settlement can be highly variable and place these facilities at risk for differential movement that could result in change in pipe slopes and, if the magnitude of settlement is large, possible pipe/joint offset. Pipe settlement could also induce pipe joint damage and accompanying leakage, that could also be a source for observed elevation ground water.
There are no pipelines crossing the river or creek and the potential for liquefaction-induced breaks in stream is highly unlikely. However, there are pipes that pass through the State of California Department of Transportation Highway 1 bridges over the Noyo River and Pudding Creek and strong ground shaking could result in differential movement at the bridge abutments and could result in pipe damage or joint separation.
6.4 Recommended Further Action
Section 10 of the attached memorandum provides several recommendations that are applicable to the wastewater collection system, including the following evaluations at critical facilities including the lift stations and the treatment plant:
• Evaluate the peak ground acceleration based on current code requirements. Compare to the design criteria used when the facility was constructed to determine seismic risk to the facility. • Determine the thickness of fill and/or terrace deposits at the sites, the depth to bedrock and an understanding of the groundwater depth and seasonal fluctuation. • Mapping of areas of slope instability along pipeline corridors and within 300 feet of a component or facility at a local scale.
In addition, the occurrence of locally elevated groundwater should be investigated to document stabilized water level in the sewer line trenches. The investigation could consist of narrow excavated trenches performed by City maintenance division staff. The exploration will also provide an opportunity to install trench dams to cut off groundwater flow within the pipe bedding, isolating trench segments and allowing the city to better understand where pipe leakage may be of concern.
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August 1, 2026 | 6-6
The construction of trench dams will require excavation into the undisturbed trench wall and trench bottom (typically a distance of 12 inches) and then placing controlled low-density fill (CDF) to the base of structural pavement.
City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | 7-1
CHAPTER 7 CLIMATE RISK
The Climate Resilience Assessment (CRA) for Fort Bragg’s wastewater collection system evaluates how climate change will impact infrastructure reliability and community health. Using historical climate data and future projections, the assessment identifies vulnerabilities and outlines strategies to strengthen resilience against extreme events. This chapter summarizes the vulnerabilities and strategies, and the detailed assessment is available in Appendix H.
7.1 Climate Resilience Assessment
Climate Risks and System Challenges: Fort Bragg faces several primary climate hazards: sea level rise, flooding, wildfires, landslides, and erosion. Rising seas accelerate coastal erosion, increase saltwater intrusion, and shorten the lifespan of pipes and equipment. Inland flooding, driven by more intense precipitation and storm surge, threatens low-lying areas and increases infiltration, while alternating drought and heavy rain events heighten erosion and landslide risks. Wildfires pose direct threats to lift stations and indirect risks by disrupting power supplies and monitoring systems.
Collection System Priorities: The CRA identifies sanitary sewer lines as the highest priority for resilience improvements due to their flood exposure and potential impact on underserved communities. Lift stations are highly vulnerable, with failures likely to cascade across the system.
Manholes and junction boxes, while moderately at risk, are essential for maintaining system functionality. Supervisory Control and Data Acquisition (SCADA) systems require ongoing monitoring to ensure operational integrity and rapid response capability.
Regional Infrastructure Vulnerabilities: The water treatment plant and Fire Station #2 are located near wildfire-prone areas, which could hinder emergency response and system continuity. Critical regional systems that support wastewater collection operations are also exposed. Transportation networks, particularly Highway 1 bridges, remain elevated but require erosion risk assessments in partnership with Caltrans. Energy transmission lines are susceptible to wildfire, potentially disrupting pumping operations.
Vulnerability Risk Prioritization*
Collection System RVA
1. Conveyance Infrastructure
Sanitary Lines H C Critical
Manholes and junction boxes M H High
Outfalls L L Low
2. Pumping and Treatment
Lift stations C H Critical
3. Monitoring and Control
SCADA systems M M Moderate
* Prioritization is determined as the higher of the two factors, Risk and Vulnerability City of Fort Bragg
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August 1, 2026 | 7-2
7.2 Recommended Resilience Strategies
This section focuses on strategies to strengthen the wastewater collection system, informed by a CRA and supported by regional measures where relevant.
7.2.1 System-Specific Recommendations
The CRA assessed vulnerabilities for key assets: sanitary mains, manholes/junction boxes, outfalls, lift stations, and SCADA systems. Granular analysis enables targeted strategies for components most exposed to climate hazards. Recommended actions include:
• Hardening and elevating lift stations to reduce flood risk. • Reinforcing sanitary mains and outfalls against erosion and subsidence. • Securing SCADA systems with redundant power and cybersecurity measures. • Improving access to critical assets for emergency maintenance.
Risk Sanitary Sewer Lines
Localized
Flooding
High Prevent illegal stormwater interconnects. Ensure pressure relief for lines crossing under Noho River and Pudding Creek.
Line or replace sewer mains exposed to saline groundwater as sea levels rise.
Pipe Anchoring & Corrosion Protection: Install anti-flotation devices and apply advanced coatings or cathodic protection in low-lying areas.
Surge Mitigation: Incorporate surge relief valves and pressure monitoring at critical low points.
Landslide Critical Harden steep slopes with engineered stabilization measures.
Hazard
Sea Level Rise Critical
Risk Manholes and Junction boxes
Prevent illegal stormwater interconnects. Ensure pressure relief for lines crossing under Noho River and Pudding Creek.
Floodproofing: Elevate or seal manhole covers; install watertight gaskets to reduce inflow.
Inflow/Infiltration Control: Deploy check valves and improve drainage grading around structures.
Sea Level Rise
High Line or replace sewer mains exposed to saline groundwater as sea levels rise.
Landslide High Harden steep slopes with engineered stabilization measures.
Hazard
High
Localized
Flooding
Risk Lift Stations
Localized
Flooding
High Have back-up generators located nearby, but not on site. Seal the structure's openings. Stock pile sand bags for rapid deployment Have back-up generators(generators, battery storage) located nearby, but not on site, and automatic transfer switches.
Flood Adaptation: Elevate electrical components and SCADA panels; consider submersible pumps for stations in hazard zones.
Hazard
Sea Level Rise Critical
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Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | 7-3
7.2.2 Supporting Regional Measures
Regional strategies that enhance wastewater system resilience include ensuring transportation access for repair crews, energy reliability through backup power and distributed resources, and telecommunications continuity for SCADA operations. Natural system restoration (e.g., watershed management) supports source protection and reduces flood impacts.
7.2.3 Next Steps
Develop operational protocols for emergency response and staff safety, including remote coordination and robust communication. Conduct further studies on flooding scenarios, land subsidence, wildfire risk near facilities, and salinity at intake points. Integrate planning across infrastructure, community, and ecological systems to ensure long-term adaptability.
Risk SCADA
Elevate equipment in the lift station. Have back up power source.
Redundant Communication & Power: Integrate backup power and remote monitoring capability.
Hazard
Sea Level Rise High
City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | 8-1
CHAPTER 8 CAPITAL IMPROVEMENT
PROGRAM
8.1 Introduction
This chapter provides a list of recommended improvements within the City’s wastewater collection system and summarizes the capital improvements and their associated planning level costs. The resulting CIP provides the proposed prioritization, timing, and sizing of the recommended improvements. The recommended capital projects are based on the near-term and build-out scenarios modeled and described in Chapter 4, Existing and Future Capacity Analysis. As with any infrastructure planning assessment, the actual timing and sizing will be dictated by the realized impact of growth and the year-to-year increase in demand in the service area and future annexation areas. This chapter documents the following components of the capital planning process:
• Capital Plan (0 to 5 years, 6 to 10 years, and >10 years), including descriptions, locations, and sizes of collection system improvements
• Planning Criteria used to identify projects and recommended improvements • Project Prioritization
• Planning level opinions of probable cost (OPC) of improvements through the planning period, including documentation of the cost basis for each type of project
8.2 Ten-Year Capital Plan Overview
Table 8-1 and Table 8-2 below summarize the 10-year capital improvement plan for the wastewater collection system, broken up into 0-to-5-year and 6-to-10-year ranges. The locations of these projects are shown in Figure 8-1 and Figure 8-2. These tables and maps illustrating all CIP project physical locations are also found in Appendix K.
Table 8-3 and Figure 8-3 identify capital projects that are not expected to be constructed within the next 10 years but have been identified as a potential need beyond the 10-year planning horizon.
These projects are documented for future planning purposes but are not included in the 10-year capital plan. This table and their corresponding maps are also found in Appendix K.
Each of these CIP summary tables identifies a time frame, a prioritization ranking, and provides details about the project, including planning level costs.
Some of the identified projects are located along roads with pre-existing City projects (e.g. the Water Distribution System Master Plan (2025) and the Paving Plan) and may benefit from bundling with pre-existing work as to minimize disturbance in the roadway. Relevant associated projects and their planning periods are identified in Table 8-1,Table 8-2, and Table 8-3.
CIP projects fall into four categories, each of which had different planning criteria and triggers for project identification. The planning criteria and reasons for each of these projects as well as a description of planning-level cost basis are described further later in this Chapter.
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The categories are as follows:
• Capacity – Projects intended to correct hydraulic capacity deficiencies, such as predicted manhole surcharging, overflows, and insufficient pipe capacity during key design storms for the existing system.
• Build-Out - Projects intended to accommodate future development and associated system build-out. These projects include installation of new pipelines or upsizing of existing infrastructure to support planned growth and projected peak flows under key design storm conditions.
• Renewal - Projects focused on replacing or rehabilitating existing infrastructure to maintain reliable system performance.
• Other - Projects supporting system planning, including capital plan updates.
Capacity projects were evaluated under a 10-year design storm for two alternatives: (1) existing conditions and (2) future ‘build-out’ assuming completion of all known planned developments.
Planning-level cost estimates are provided in the following tables for each alternative to address capacity deficiencies under current demand or at full build-out. These two alternatives allow the City to evaluate whether to prioritize projects that address existing capacity needs or to advance improvements designed to accommodate future development, based on available funding and knowledge of planned development implementation.
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Table 8-1: 0-5 Year Capital Projects
Priority
CIP ID
Project Name
Category
Project Description Buildout Project Alternative
Description Assoc. Projects
Escalated5
Existing
Project Cost
Escalated5
Buildout
Project Cost
1 P-01 Chief Celeri Dr Sewer
Main Replacement6
Capacity Replace 1408 FT of 18-inch pipe with
36-inch.
Replace 474 FT of 24-inch pipe with
36-inch.
P-10: Chief Celeri Dr Water
Main Replacement
(0-5 yrs)
$2,853,000
2 F-01 Elm Street Force Main
CIPP Lining
Renewal CIPP lining of 2293 FT of 14” force
main $1,053,000
3 P-02 WWTP Inflow Sewer
Main Replacement6
Capacity Replace 2305 FT of 30-inch pipe with
42-inch
P-3: Noyo Center Water
Line (0-5 yrs) $6,103,000
4 P-03 E Alder St Sewer Main
Replacement
Capacity Replace 174 FT of 18-inch pipe with
24-inch.
Replace 187 FT of 18-inch pipe with
30-inch.
Replace 231 FT of 18-inch pipe with
24-inch.
Replace 205 FT of 18-inch pipe with
30-inch.
P-10: Chief Celeri Dr Water
Main Replacement
(0-5 yrs)
$892,000
5 P-16 E Oak St Sewer Main
Replacement IV6
Capacity Replace 303 FT of 6-inch pipe with
16-inch.
Replace 319 FT of 6-inch pipe with 18-
inch.
Replace 146 FT of 8-inch pipe with 10-
inch.
Replace 1203 FT of 8-inch pipe with
12-inch.
Replace 303 FT of 6-inch pipe
with 18-inch.
Replace 319 FT of 6-inch pipe
with 18-inch.
Replace 146 FT of 8-inch pipe
with 18-inch.
Replace 1203 FT of 8-inch pipe
with 18-inch.
Paving Plan
(0-5 yrs) $724,000 $866,000
6 P-10 S Franklin St Sewer
Main Replacement
Capacity Replace 633 FT of 8-inch pipe with 24-
inch. $351,000
7 P-11 S Harrison St Sewer
Main Replacement
Capacity Replace 662 FT of 6-inch pipe with 18-
inch. $291,000
5 Costs escalated to 2027 dollars
6 See Project Sheet, Appendix J
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August 1, 2026 | 8-4
Priority
CIP ID
Project Name
Category
Project Description Buildout Project Alternative
Description Assoc. Projects
Escalated5
Existing
Project Cost
Escalated5
Buildout
Project Cost
8 P-06 E Oak St Sewer Main
Replacement III
Capacity Replace 167 FT of 6-inch pipe with 10-
inch. Replace 822 FT of 6-inch pipe
with 16-inch.
V-1: Oak St. Valves
(0-5 yrs) $377,000
9 P-34 North Fort Bragg
Sewer Main Extension
Build-out Install new 1970 FT of 8 inch pipe
diameter.
P-2: N Fort Bragg Water
Main Extension
(0-5 yrs)
$471,000
10 P-35 GP Mill Sewer Main
Extension I (Noyo
Center)
Build-out Install new 1074 FT of 16-inch
pipe diameter.
P-3: Noyo Center Water
Line
(0-5 yrs)
$471,000
11 R-01 CCTV Condition
Inspection
Asset
Renewal
Placeholder for CCTV Condition
Inspection of gravity mains. $500,000
12 R-02 Lift Station
Rehabilitation
Asset
Renewal
Consolidated electrical, mechanical,
and structural upgrades at multiple lift
stations,
$442,000
13 R-03 0-5 yr CIPP Lining
Projects
Asset
Renewal
Targeted CIPP lining projects based
on known pipe condition.
CIPP Lining 241 ft 8” line, Pudding
Creek
CIPP lining 521 ft 6” line, Sanderson
Way
$500,000
14 O-01 Capital Plan Update Other 10-year capital plan update $110,000
0-5 Yr Subtotal $14,196,000 $15,280,000
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Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | 8-5
Figure 8-1. - 0-5 Yr Capital Projects
City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | 8-6
Table 8-2. 6-10 Year Capital Projects
Priority
CIP ID
Project Name
Category
Project Description Buildout Project Alternative
Description Assoc. Projects
Escalated7
Existing
Project Cost
Escalated7
Buildout
Project Cost
15 P-05 E Oak St Sewer Main
Replacement II
Capacity Replace 715 FT of 10-inch pipe with 16-
inch. Replace 1462 FT of 10-inch pipe
with 18-inch. Replace 716 FT of 6-inch
pipe with 16-inch.
V-1: Oak St. Valves
(0-5 yrs)
$1,399,000
16 P-13 Cedar St Replacement I Capacity Replace 919 FT of 6-inch pipe with 8- inch.
Replace 11 FT of 6-inch pipe with 18-
inch.
Replace 1241 FT of 8-inch pipe with 18-
inch.
Replace 11 FT of 6-inch pipe with 12-
inch.
Replace 906 FT of 6-inch pipe with 16-
inch.
Replace 11 FT of 6-inch pipe with 24-
inch.
Replace 1241 FT of 8-inch pipe with 24-
inch.
P-1: Cedar St
Water Line
Replacement
(0-5 yrs)
$961,000 $1,224,000
17 P-18 E Laurel St Sewer Main
Replacement
Capacity Replace 783 FT of 8-inch pipe with 18-
inch.
Replace 783 FT of 8-inch pipe with 24-
inch.
$399,000 $504,000
18 P-26 E Chestnut St Sewer
Main Replacement II
Capacity Replace 176 FT of 6-inch pipe with 10-
inch.
Replace 1734 FT of 6-inch pipe with 12-
inch.
Replace 143 FT of 6-inch pipe with 8-
inch.
Replace 384 FT of 8-inch pipe with 10-
inch.
Replace 1180 FT of 8-inch pipe with 12-
inch.
Replace 176 FT of 6-inch pipe with 12-
inch.
Replace 748 FT of 6-inch pipe with 12-
inch.
Replace 986 FT of 6-inch pipe with 16-
inch.
Replace 143 FT of 6-inch pipe with 10-
inch.
Replace 384 FT of 8-inch pipe with 12-
inch.
Replace 1180 FT of 8-inch pipe with 16-
inch.
Replace 342 FT of 12-inch pipe with 16-
inch.
P-9: East Chestnut
Street Water Main
Replacement
(6-10 yrs)
$1,567,000 $1,725,000
19 P-29 Maple St Sewer Main
Replacement
Capacity Replace 180 FT of 6-inch pipe with 10-
inch.
P-8: Maple St
Water Main Loop
(6-10 yrs)
$66,000
7 Costs escalated to 2032 dollars
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August 1, 2026 | 8-7
Priority
CIP ID
Project Name
Category
Project Description Buildout Project Alternative
Description Assoc. Projects
Escalated7
Existing
Project Cost
Escalated7
Buildout
Project Cost
20 P-31 South Harold St Sewer
Main Replacement
Capacity Replace 902 FT of 6-inch pipe with 12-
inch.
P-8: Maple St
Water Main Loop
(6-10 yrs)
$364,000
21 P-24 N Sanderson Way Sewer
Main Replacement
Capacity Replace 647 FT of 6-inch pipe with 18-
inch.
Replace 647 FT of 6-inch pipe with 24-
inch.
P-1: Cedar St
Water Line
Replacement (0-5
yrs)
$330,000 $416,000
22 P-23 N McPherson St Sewer
Main Replacement
Capacity Replace 225 FT of 18-inch pipe with 24-
inch.
Replace 410 FT of 6-inch pipe with 10-
inch.
Replace 42 FT of 6-inch pipe with 12-
inch.
Replace 231 FT of 8-inch pipe with 18-
inch.
Replace 225 FT of 18-inch pipe with 30-
inch.
Replace 410 FT of 6-inch pipe with 10-
inch.
Replace 42 FT of 6-inch pipe with 16-
inch.
Replace 231 FT of 8-inch pipe with 30-
inch.
$429,000 $1,068,000
23 P-15 Dennison Ln Sewer Main
Replacement
Capacity Replace 331 FT of 6-inch pipe with 10-
inch.
Replace 325 FT of 8-inch pipe with 10-
inch.
Replace 331 FT of 6-inch pipe with 16-
inch.
Replace 325 FT of 8-inch pipe with 16-
inch.
Replace 494 FT of 6-inch pipe with 8-
inch.
P-1: Cedar St
Water Line
Replacement
(0-5 yrs)
$239,000 $526,000
24 P-33 Georgia-Pacific-Haul Rd
Sewer Main Replacement
Capacity Replace 681 FT of 8-inch pipe with 10-
inch.
Replace 193 FT of 8-inch pipe with 12-
inch.
$326,000
25 P-28 S Sanderson Way Sewer
Main Replacement
Capacity Replace 613 FT of 6-inch pipe with 8-
inch.
$216,000
26 P-27 Minnesota Ave Sewer
Main Replacement
Capacity Replace 700 FT of 6-inch pipe with 8-
inch.
$246,000
27 P-20 E Redwood Ave Sewer
Main Replacement
Capacity Replace 703 FT of 8-inch pipe with 18-
inch.
Replace 703 FT of 8-inch pipe with 24-
inch.
P-1: Cedar St
Water Line
Replacement
(0-5 yrs)
$359,000 $452,000
28 P-32 Cypress St Sewer Main
Replacement
Capacity Replace 674 FT of 8-inch pipe with 10-
inch.
$245,000
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August 1, 2026 | 8-8
Priority
CIP ID
Project Name
Category
Project Description Buildout Project Alternative
Description Assoc. Projects
Escalated7
Existing
Project Cost
Escalated7
Buildout
Project Cost
29 P-30 Park St Sewer Main
Replacement
Capacity Replace 250 FT of 6-inch pipe with 10-
inch.
P-8: Maple St
Water Main Loop
(6-10 yrs)
$91,000
30 P-04 E Oak St Sewer Main
Replacement I
Capacity Replace 316 FT of 6-inch pipe with 8-
inch.
P-13: E. Alder St
Water Main
Replacement (6-10
yrs)
$112,000
31 P-08 E Chestnut St Sewer
Main Replacement
Capacity Replace 363 FT of 12-inch pipe with 18-
inch.
Replace 340 FT of 8-inch pipe with 18-
inch.
P-3: Noyo Center
Water Line (0-5
yrs)
$359,000
32 P-21 N Harold St Sewer Main
Replacement
Capacity Replace 433 FT of 8-inch pipe with 18-
inch.
Replace 433 FT of 8-inch pipe with 24-
inch.
$221,000 $279,000
33 P-25 N Whipple St Sewer Main
Replacement
Capacity Replace 439 FT of 10-inch pipe with 18-
inch.
Replace 439 FT of 10-inch pipe with 24-
inch.
$224,000 $282,000
33 P-14 Cedar St Replacement II Capacity Replace 399 FT of 6-inch pipe with 10- inch.
P-1: Cedar St
Water Line
Replacement (0-5
yrs)
$145,000
35 P-07 N Franklin St Sewer Main
Replacement
Capacity Replace 130 FT of 12-inch pipe with 18-
inch.
Replace 342 FT of 12-inch pipe with 24-
inch.
P-13: E. Alder St
Water Main
Replacement
$286,000
36 P-19 E Pine St Sewer Main
Replacement
Capacity Replace 375 FT of 15-inch pipe with 18-
inch.
Replace 370 FT of 15-inch pipe with 18-
inch.
Replace 375 FT of 15-inch pipe with 24-
inch.
Replace 370 FT of 15-inch pipe with 30-
inch.
$380,000 $971,000
37 P-17 E Fir St Sewer Main
Replacement
Capacity Replace 196 FT of 8-inch pipe with 12-
inch.
Replace 944 FT of 18-inch pipe with 24-
inch.
Replace 196 FT of 8-inch pipe with 16-
inch.
Replace 944 FT of 18-inch pipe with 30-
inch.
$686,000 $1,951,000
38 P-12 S Main St Sewer Main
Replacement II
Capacity Replace 66 FT of 12-inch pipe with 24-
inch.
$432,000
39 P-22 N Main St Sewer Main
Replacement
Capacity Replace 1829 FT of 21-inch pipe with
24-inch.
Replace 1829 FT of 21-inch pipe with
30-inch.
$1,176,000 $3,605,000
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Priority
CIP ID
Project Name
Category
Project Description Buildout Project Alternative
Description Assoc. Projects
Escalated7
Existing
Project Cost
Escalated7
Buildout
Project Cost
40 P-09 Hazel St Sewer Main
Replacement
Capacity Replace 357 FT of 12-inch pipe with 24-
inch.
$230,000
41 P-36 S Main St Sewer Main
Extension
BuildOut Install new 2334 FT of 8-inch pipe
diameter.
$647,000
42 R-04 CCTV Condition
Inspection
Asset
Renewal
Placeholder for CCTV Condition
Inspection of gravity mains.
$634,000
43 R-05 6-10 yr CIPP Lining
Projects
Asset
Renewal
Placeholder for CIPP lining projects to
be identified through condition
assessment
$761,000
44 O-02 Capital Plan Update Other 10-year capital plan update $127,000 6-10 Yr Subtotal $13,010,000 $19,689,000
City of Fort Bragg
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Figure 8-2. 6-10 yr Capital Projects
City of Fort Bragg
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Table 8-3. >10 Year Capital Projects
Priority
CIP ID
Project Name
Category
Project Description Assoc. Projects Escalated8 Project
Cost
45 P-53 Basin St Sewer Main
Replacement
BuildOutIncrease 235 FT of 10-inch pipe diameter to 12-inch. Increase 1160 FT of 8-inch pipe diameter to 10-inch. Increase 372 FT of 8-inch pipe diameter to 12-inch.
$728,000
46 P-40 Cedar St Sewer Main
Extension I
BuildOutInstall new 694 FT of 12-inch pipe diameter. P-1: Cedar St Water Line Replacement (0-5
yr)
$250,000
47 P-45 Cedar St Sewer Main
Extension I
BuildOutInstall new 2182 FT of 8-inch pipe diameter. P-1: Cedar St Water Line Replacement (0-5
yr)
$661,000
48 P-46 Cedar St Sewer Main
Extension III
BuildOut
Install new 2839 FT of 8-inch pipe diameter. P-1: Cedar St Water Line Replacement (0-5
yr)
$859,000
49 P-43 Dennison Ln Sewer Main
Extension
BuildOutInstall new 3439 FT of 12-inch pipe diameter. Install new 232 FT of 16-inch pipe diameter.
P-1: Cedar St Water
Line Replacement (0-5
yr)
$1,332,000
50 P-49 E Chestnut St Sewer Main
Extension
BuildOutInstall new 2988 FT of 10-inch pipe diameter.
$942,000
51 P-44 Fawn Ln Sewer Main
Extension
BuildOutInstall new 1335 FT of 12-inch pipe diameter. P-1: Cedar St Water Line Replacement (0-5
yr)
$480,000
52 P-47 Fort Bragg Sherwood Rd
Sewer Main Extension
BuildOutInstall new 1613 FT of 12-inch pipe diameter. Install new 2046 FT of 18-inch pipe diameter. $1,552,000
53 P-50 Georgia-Pacific-Haul Rd
Sewer Main Extension
BuildOutInstall new 852 FT of 12-inch pipe diameter. Install new 4301 FT of 16-inch pipe diameter. Install new 232 FT of 8-inch pipe diameter. Install proposed lift station with 80 GPM capacity. $2,786,000
54 P-37 GP Mill Sewer Main Extension
II
BuildOutInstall new 2360 FT of 10-inch pipe diameter. Install new 422 FT of 18-inch pipe diameter. $945,000
55 P-38 GP Mill Sewer Main Extension
III
BuildOutInstall new 2348 FT of 10-inch pipe diameter. Install new 3606 FT of 12-inch pipe diameter. $2,036,000
8 Costs escalated to 2035 dollars
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Priority
CIP ID
Project Name
Category
Project Description Assoc. Projects Escalated8 Project
Cost
56 P-39 GP Mill Sewer Main Extension
IV
BuildOutInstall new 3261 FT of 10-inch pipe diameter. Install new 3939 FT of 8-inch pipe diameter. Install proposed lift station with 80 GPM capacity
P-10: Chief Celeri Dr
Water Main
Replacement (6-10 yr)
$2,808,000
57 P-55 Highway 20 Sewer Main
Extension
BuildOutInstall new 729 FT of 12-inch pipe diameter.
$262,000
58 P-51 Jacobsen Ln Sewer Main
Extension I
BuildOut
Install new 620 FT of 4-inch pipe diameter.
$116,000
59 P-52 Jacobsen Ln Sewer Main
Extension II
BuildOutInstall new 483 FT of 8-inch pipe diameter.
$147,000
60 P-48 Lyta Way Sewer Main
Extension
BuildOut
Install new 5186 FT of 12-inch pipe diameter.
$1,863,000
61 P-54 N Harbor Dr Sewer Main
Replacement
BuildOutIncrease 30 FT of 12-inch pipe diameter to 24-inch. Increase 251 FT of 8-inch pipe diameter to 24-inch. $197,000
62 P-41 Nurnberger Ln Sewer Main
Extension
BuildOutInstall new 3059 FT of 12-inch pipe diameter. P-1: Cedar St Water Line Replacement (0-5
yr)
$1,099,000
63 P-56 Ocean View Sewer Main
Extension
BuildOut
Install new 23053 FT of 8-inch pipe diameter.
$6,974,000
64 P-42 Peterson Ln Sewer Main
Extension
BuildOutInstall new 1654 FT of 12-inch pipe diameter. P-1: Cedar St Water Line Replacement(0-5
yr)
$594,000
65 LS-1 South Noyo LS Improvement BuildOutIncrease South Noyo LS capacity from 920 GPM to 1,500 GPM. $7,337,000
>10 Yr Subtotal $33,968,000
City of Fort Bragg
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Figure 8-3. >10 Yr Capital Projects
City of Fort Bragg
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8.3 Planning Criteria
CIP projects fall into three categories, each of which had different criteria and triggers for project identification. The planning criteria and reasons for each of these projects as well as a description of planning-level cost basis are described further in this section.
8.3.1 Capacity Projects
Capital projects categorized under capacity improvements were identified through the capacity analysis effort described in Chapter 4 – Existing and Future Capacity Analysis. A capital project was identified wherever a capacity deficiency was identified when modeled under a 10-year design storm.
Capacity deficiencies were identified using industry best practices. Deficiency indicators include sanitary sewer overflows (SSOs), surcharge at manholes, or insufficient pipe capacity (specifically, d/D ratios greater than 0.8). Using a conservative approach, any pipe meeting one or more of these criteria was recommended for capital improvement. Where applicable, multiple improvement alternatives were identified to evaluate opportunities for enhancing overall system hydraulic performance. In coordination with the City, Individual pipe segments with deficiencies were combined into system reaches to make reasonable capital project extents.
8.3.2 System Renewal
System Renewal projects focus on the proactive replacement and rehabilitation of aging infrastructure. Renewal projects were identified for lift stations, force mains, and gravity mains based on the condition assessment efforts described in Chapter 6 – Condition Assessment.
In addition to the gravity main projects identified through condition assessment, an annual CIPP liner budget has been added, this allows the City to proactively address system repairs as infrastructure continues to age. CIPP liner is the preferred method of general gravity main repair as it is a costefficient alternative to open trench repair or replacement and can adequately address structural concerns and will perform similarly to an open trench repair project.
Results from the CCTV condition assessment and decision support framework analysis identified the need for near-term CIPP lining projects for segment Swr-Grvty-Mn-5810 along Highway 1 (241 ft, 8” line) and Swr-Grvty-Mn-5179 in S. Sandersen Way (521 ft, 6” line). These address structural deficiencies found during the CCTV inspection.
Renewal projects for the gravity collection system should be added to the CIP when condition assessment identifies structural deficiencies as defined by the decision support framework outlined in Section 6.
8.3.2.1 Condition Inspection of Gravity Mains
A condition assessment inspection program for the City’s gravity mains is recommended.
Placeholder projects R-01 (years 0-5) and R-04 (years 5-10) are identified to implement this program. This will enable the City to identify and prioritize the most appropriate system renewal projects and ensure that rehabilitation efforts are focused on assets with demonstrated structural City of Fort Bragg
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need. Estimated placeholder inspection costs were developed based on the cost of the CCTV inspection and flow study carried out as part of this Master Plan.
8.3.3 Other
This capital plan includes non-construction projects that support the City’s ongoing efforts to improve and refine capital planning and asset maintenance practices. These capital program–related projects are necessary for the City to effectively respond to changing system conditions, evolving priorities, and regulatory and stakeholder requirements over time. This section describes the underlying drivers for these projects.
8.3.3.2 Capital Plan Update
It is recommended that the City update its 10-year capital plan at least every five years to adapt to changing conditions and to reassess the need, timing, prioritization, and funding of identified CIP projects. This project provides an estimated budget to support those update efforts. Key activities include updating current and projected capacity demands, verifying and refining the hydraulic model, updating the risk assessment model, and revising or extending the 10-year capital plan as appropriate.
8.4 Prioritization strategy
CIP projects for gravity mains were initially prioritized first by identifying predicted SSO volume in gallons, with higher SSO volume having higher priority. Next, projects with manhole surcharge were prioritized in ascending order of minimum surcharge. Last, projects with pipe overcapacity (d/D >
0.8) were prioritized in descending order of overcapacity. This initial list was reviewed with the City and revised based on staff knowledge and risk scores, including known conditions or impact to local businesses or environmental health and safety.
As discussed in Section 6.2, the Elm Street Force main is constructed of Techite pipe, which is subject to sudden and catastrophic failure. Therefore, this was identified as a high-priority project and placed in the 0-5 year timeframe.
The Lift Station Rehabilitation project consolidates all of the electrical, mechanical, and structural projects identified during the Lift Station inspections. These projects are largely maintenance activities and should be addressed relatively soon so as not to evolve into larger problems.
Therefore, this project was placed in the 0-5 year timeframe. The City may, however, decide to break this project up into different projects and prioritize them individually based on the preferences and knowledge of City staff.
8.5 Cost Estimating
This section discusses the unit costs used to develop the OPC for each of the recommended capital projects. Costs are order of magnitude, planning level costs and consist of construction costs, engineering, legal and administrative costs, and expenditures for land acquisition. The OPCs are intended to assist in budgeting for the implementation of the CIP.
It should be noted that OPCs for projects vary depending on the phase of the project when they are developed, which determines the level of detail. The Association for the Advancement of Cost City of Fort Bragg
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Engineering International (AACE International) recommended practices, outline typical cost estimate accuracy based on the overall status of the project. The cost estimates for the projects identified in the 10-year CIP should be considered study-level estimates (Estimate Classification 4) with an expected accuracy of +50 to -30 percent. OPCs should be verified and updated during the predesign phase of each project.
8.5.1 Unit Costs
Unit costs and OPCs are based on information known at this time (e.g., system needs, projected growth rates, development patterns). Costs are order of magnitude, planning level costs and consist of construction costs; engineering, legal, and administrative costs; and expenditures for land acquisition. The OPCs are intended to assist in budgeting for the implementation of the CIP.
Project costs in the ten-year capital plan overview have been adjusted for inflation using Engineering News-Record’s (ENR) Construction Cost Index (CCI). The ENR CCI is computed from prices of construction material and labor and is based on a value of 100 in the year 1913 and escalated each year. Cost data in this report are based on the 2024 ENR CCI (20-city average) of 11,455. Future CCI was projected using the formula for compound growth (see formula below) and assuming an annual escalation rate of 3%.
𝐹𝑢𝑡𝑢𝑟𝑒 𝐸𝑁𝑅 𝐶𝐶𝐼 = 𝐵𝑎𝑠𝑒 𝐶𝐶𝐼 ∗ (1 + 𝑟)
𝑛
𝐵𝑎𝑠𝑒 𝐶𝐶𝐼 (2024) = 11,455
𝑟 = 𝐴𝑛𝑢𝑎𝑙 𝐸𝑠𝑐𝑎𝑙𝑡𝑖𝑜𝑛 𝑅𝑎𝑡𝑒
𝑛 = 𝑛𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝑦𝑒𝑎𝑟𝑠 𝑖𝑛 𝑡ℎ𝑒 𝑓𝑢𝑡𝑢𝑟𝑒
Project cost data presented in this report was adjusted using the ratio of the future CCI to the base (2024) CCI (see formula below). Projects were adjusted for the mid-point of their respective timeframes. For example, projects identified for the next 5 years were adjusted for 2027 dollars and projects identified for the five-to-ten-year range were adjusted for 2032 dollars.
𝐴𝑑𝑗𝑢𝑠𝑡𝑒𝑑 𝑃𝑟𝑜𝑗𝑒𝑐𝑡 𝐶𝑜𝑠𝑡 = 2025 𝑃𝑟𝑜𝑗𝑒𝑐𝑡 𝐶𝑜𝑠𝑡 ∗
𝐹𝑢𝑡𝑢𝑟𝑒 𝐸𝑁𝑅 𝐶𝐶𝐼
𝐵𝑎𝑠𝑒 𝐶𝐶𝐼
Construction costs are intended to cover the material, equipment, labor, and services necessary to build the proposed project. Prices used in this study were obtained from budgetary prices provided by vendors, as well as a review of construction costs from projects in the region, similar recent master plans in the region, cost estimating guides, and other pertinent sources of construction cost information.
Facility costs (e.g., lift station improvements) include allowances for site work, soil conditions, site piping, mechanical/HVAC, electrical, and instrumentation and control. Linear project costs (e.g., pipeline costs) include allowances for fittings and for incidental items such as dewatering, erosion control, traffic control, utility coordination and mitigation, and concrete removal and replacement.
Engineering, legal, and administrative services may include items such as preliminary investigations and reports, site and route surveys, geotechnical and foundation explorations, preparation of design drawings and specifications, engineering services during construction, construction observation, sampling and testing, start-up services, legal fees, financing fees, and administrative costs. The City of Fort Bragg
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costs presented in this report include a 29 percent allowance, based on input from the City for design (12%), permitting (2%), and construction management (15%), and a 20% contingency.
8.5.2 Capacity & Build-Out Projects
Construction cost estimates were developed based on the current conceptual design information for the Fort Bragg Wastewater System Improvements project. Cost estimates are based on available project descriptions including pipe length and diameter, and unit costs were derived using industrystandard production rates, cost databases, and historical data from similar projects.
The estimate is organized by standard construction divisions and includes demolition, buried piping, and major equipment. Direct costs (labor, materials, equipment, and subcontractors) were combined with typical contractor markups, and applicable sales tax has been included. As this estimate is based on limited design data, it should be considered an opinion of probable cost, and actual costs may vary due to design refinement, site conditions, and market factors.
8.5.3 System Renewal
8.5.3.1 CIPP Lining
A recurring placeholder budget for CIPP lining projects is included at five-year intervals. The annual budget amount was derived from prior Water Enterprise capital budgets for CIPP lining and in consultation with City staff.
8.5.3.2 Lift Station Improvements
Planning-level cost estimates (i.e., rough order-of-magnitude) were developed for each recommended improvement based on engineering judgment and experience after site visits to each lift station. Individual improvements to be contracted out were identified in consultation with City Staff, and were consolidated into one lump sum to be executed in any order and combination across the 10-yr Capital Plan.
8.5.3.3 Condition Assessment
Planning-level cost estimates for Condition Assessment CCTV inspections were developed based on costs for CCTV inspection conducted under the Condition Assessment efforts described in Chapter 6, with a target of full system inspection every 10 years.
8.5.3.4 Force Main Renewal
Planning-level cost estimates for force main renewal were developed based on recent cost estimates for the South Noyo and North Noyo force main lining projects.
8.6 Preliminary Engineering Reports
Preliminary Engineering Reports were developed for three priority and representative projects from the Capital Plan: P-01 (Chief Celeri Drive Sewer Main Replacement), P-02 (WWTP Inflow Sewer Main Replacement), and P-16 (East Oak Street Sewer Main Replacement). An additional report was developed for P-16 reflecting the option to include capacity for potential future buildout. These reports provide the level of detail necessary to support the funding process, including project City of Fort Bragg
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schedules, planning-level cost estimates, mapping, project descriptions, and design triggers. These preliminary Engineering Reports can be found in Appendix J.
The projects were selected in consultation with City staff, taking into consideration the project prioritization previously discussed, City staff knowledge of system conditions, and staff knowledge of other co-located projects.
8.7 Condition Assessment Program
A condition assessment inspection program for the City’s gravity mains is recommended.
Placeholder projects R-01 (years 0-5) and R-04 (years 5-10) are identified to implement this program. This will enable the City to identify and prioritize the most appropriate system renewal projects and ensure that rehabilitation efforts are focused on assets with demonstrated structural need. Estimated placeholder inspection costs were developed based on the cost of CCTV inspection efforts carried out as part of this Master Plan.
One goal of the condition assessment program should be to identify and characterize infiltration into the gravity main system. As noted in Chapter 4, the flow studies performed as part of the master planning effort identified likely significant groundwater infiltration and/or storm drain crossconnections in monitoring basins FM-02 and FM-04. This was evidenced by persistent high base flows during the wet-weather season, even between rain events. Infiltration sources could be either high groundwater levels during the wet season, cross-connection to the storm drain system, or others causes. Addressing the causes of this infiltration may reduce wet-weather flow in these basins and may consequently reduce the need for increased hydraulic capacity in these areas.
Focused condition assessment is recommended in these areas, especially in the potential crossconnection locations identified in section 3.2.3. Assessment methods may include:
• CCTV inspections
• Pole camera manhole inspections
• Smoke testing for illicit connections and cross-connections • Dye testing for cross-connections
• Focused flow studies
The results of the assessment should be used to identify and prioritize CIP projects that will reduce this infiltration. After completing infiltration mitigation projects, focused flow studies in these areas should be conducted to re-characterize the performance of the system during the wet season, and the hydraulic model should be re-run with the updated parameters. Evaluating the new results for d/D, manhole surcharge, and SSO should be used to further refine CIP prioritization and my eliminate the necessity for some capacity-related CIP projects identified in this master plan.
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CHAPTER 9 FUNDING OPPORTUNITIES
This section discusses the various funding opportunities and strategies that are available to the City and how they might be applied to the projects presented in the ten-year capital plan.
9.1 Overview
This section provides a summary of potential funding options from state and federal sources that may be considered for funding projects listed in section 8.2, Ten-Year Capital Plan Overview, above.
No opinions or recommendations on debt or financing structures are provided as these decisions need to be made in the context of the City’s financial situation, long-term financial plans, project costs, and funding available during the respective application period(s).
Significant recent changes have occurred in water infrastructure programs based on the new funding priorities of the current federal Administration. The previous federal Administration’s passage of the Infrastructure Investment and Jobs Act (IIJA) prioritized funding allocations for projects focused on resiliency, climate change, sustainability and green infrastructure. New federal priorities have transitioned to expanding and improving U.S. energy infrastructure. While there is still water infrastructure related funding available through IIJA, strategically aligning projects to specific programs and new federal priorities is an important next step to improve the likelihood of project funding and reduce the time and costs of applying to multiple programs.
In general, most funding programs cover construction costs as well as development phase activities, including preliminary engineering work and environmental document preparation, acquisition of property, legal work, and engineering design including permit fees. Costs incurred prior to a funding award may be covered, depending on the program-specific restrictions. Federal funding programs will have additional requirements which are not addressed in this report—such as Davis-Bacon prevailing wages, Build America, Buy America Act or American Iron and Steel provisions, adherence to federal procurement (including Brooks Act), environmental review, etc.—as part of assistance agreements.
It is important to consider applying to these programs as early as practical since engineering and environmental review documents must be prepared and reviewed prior to commencing with construction. Preparing applications early leaves time for drafts to be reviewed by agency partners and proper permit acquisition prior to deadline requirements. Since each funding program has specific requirements surrounding permits and project timelines, the individual program’s process, timeline, and requirements should be reviewed within the context of the City’s overall goals, financial situation, project timelines, and debt policies. The following programs have been identified as potential funding sources for projects listed in the Master Plan and are summarized herein:
• Water Infrastructure Finance and Innovation Act (WIFIA) • Community Development Block Grants (CDBG)
• U.S. Department of Agriculture Water and Waste Disposal Loans and Grants • Economic Development Administration (EDA) Grants
• Congressional Earmarks
• State Revolving Funds (SRF)
• U.S. Army Corps of Engineers’ (USACE) Section 219 Environmental Infrastructure Program • California Climate Bond (Proposition 4)
City of Fort Bragg
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9.2 Water Infrastructure Finance and Innovation Act
WIFIA is a long-term, supplemental loan program administered by the EPA. This program is intended to move projects forward that need additional funding beyond the capacity of other funding programs (e.g., SRFs). WIFIA can provide direct loans and loan guarantees to eligible borrowers for water infrastructure projects. WIFIA can only fund 49 percent of project costs; other funding sources must be obtained for the other 51 percent. If other funding sources include other federal programs, the total federal involvement is limited to 80 percent. Most water-related infrastructure projects are eligible under WIFIA. All SRF eligible projects are eligible under WIFIA. In addition to general costs associated with a project, WIFIA loans can also include debt issuance reserve funds and debt issuance costs.
Highlights of WIFIA:
• $7.5 billion in available funding until fully
expended
• Funding available for 49% of project
• No more than 80% from federal sources
• $5 million project minimum for communities of
25,000 or less
• Interest based on U.S. Treasury securities
• Maturity up to 35 years
• Debt payments can be sculpted
• Defer payments up to 5 years after
substantial completion
• If invited to apply after submittal of letter
of interest, application fee is $100,000
(large communities) or $25,000 (small
communities)
• Credit assurance review fee is typically
$100,000–300,000 (application fee is
credited)
• Service fees do apply for the life of the
loan (+/- $8,000–26,000 per year)
WIFIA is typically used for larger projects with a minimum project size of $20 million. Similar projects in a CIP can be combined to form one larger project to meet the minimum project size or to simplify the overall process by having one loan instead of multiple loans if the projects will be constructed over a limited timeframe (i.e., EPA suggests a 5-year period).
The interest rate on WIFIA loans is based on U.S. Treasury securities and may be lower than bonds (depending on maturity, ratings, and market). One advantage of WIFIA financing is the ability to defer repayment of principal and interest for 5 years after substantial completion of the project.
Another potential advantage of WIFIA financing is the ability to negotiate the repayment terms. For example, U.S. Treasury rates at longer debt maturities may be much lower than other market debt instruments at the same maturity when compared to shorter term debt where the spread may be less. At shorter maturities, the spread between private market rates and U.S. Treasury rates may not be enough to provide a significant benefit. By issuing debt at a shorter maturity in the private market (for the 51 percent of costs that WIFIA will not cover) and then pushing WIFIA debt to a longer maturity (e.g., 30–35 years), sculpting repayments may provide a potential interest saving versus issuing both sources of debt at equal, longer maturities. However, bond markets and the U.S.
Treasury securities market can vary significantly, and somewhat independently, year to year. WIFIA debt can be prepaid without penalty.
EPA accepts Letters of Interest (LOI) on a rolling basis from the date listed in the Notice of Funding Availability (NOFA). Prospective borrowers can submit a LOI for review by EPA on a rolling basis from the date listed in the NOFA until the earlier of (1) the commitment of all available funding made available for that round or (2) publication of a subsequent notice cancelling or overriding the current City of Fort Bragg
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NOFA. A rolling selection process allows EPA to provide year-round access to WIFIA funding and quicker selection decisions to prospective borrowers. The LOI is essentially a pre-application that EPA reviews and prioritizes against other LOIs. If the project is prioritized within the funding range, EPA will invite the prospective borrower to make a formal application (the application $100,000 fee is then due). Prospective borrowers must submit a formal application within a year of the invitation to apply.
9.3 U.S. Department of Housing and Urban Development
Community Development Block Grants
The U.S. Department of Housing and Urban Development (HUD) provides annual funding to states, cities, and counties to stimulate the development of urban communities. In California, annual funding allocations are administered by the California Department of Housing and Community Development.
Based on Federal and State requirements, eligible projects must benefit low- and moderate-income persons, aid in the prevention of extreme poverty areas, or meet an urgent need. Eligible nonentitlement applicants in California include cities with populations below 50,000 or counties with a population of less than 200,000. One of the eligible activities under the program are public improvements including water and wastewater system updates. For public facilities projects to be eligible, the improvement must directly benefit a disadvantaged community.
Based on recent U.S. census data, Fort Bragg has a median household income that is below the state average and a higher population of person in poverty when compared to the state average.
Based on these statistics, valve and water line replacement projects may qualify for HUD funding if Fort Bragg can present a compelling case that improvements are needed to serve portions of the City with moderate income levels. Portions of GP Mill Sewer Main Extension projects may be eligible if it serves future developments that will address local housing needs. Fort Bragg should consider reaching out to the California Department of Housing and Community Development to discuss proposed water conveyance projects and how they align with the department’s future funding priorities.
9.4 Economic Development Administration Public Works
and Economic Adjustment Assistance Programs
The Economic Development Administration (EDA) awards grants for projects that advance economic development. Special consideration is given to projects that incorporate EDA priorities, including workforce development. Eligible projects include acquisition and improvement of land for public works use, water and sewer improvement projects, and other construction and pre-construction improvements that assist with community economic development. For the current funding cycle, EDA was appropriated $121.5 million for the public works program. Historically, the average grant award has been $1.4 million, but EDA expects awards in the current cycle to range between $600,000–5,000,000. The program has cost-match requirements that vary depending on the community’s relative needs.
The GP Mill Sewer Extension projects may qualify for EDA grant funding if the City can show that the project will serve new developments and industries needed for local economic development.
EDA’s primary mission is to fund projects in communities that are experiencing economic stress due to loss of industry. Fort Bragg projects align with EDA priorities because the City’s economy was City of Fort Bragg
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built on timber and logging. With the recent reduction in lumber milling, the City could make a compelling case that it would benefit from funding due to economic challenges from loss of industry.
9.5 U.S. Department of Agriculture Water and Waste
Disposal Loans and Grant Program
The United States Department of Agriculture (USDA) allocates funding for clean drinking water, sanitary sewer disposal, and stormwater drainage for households in eligible rural areas through Water and Waste Disposal Grants. Most state and local governmental agencies are eligible for funding. Eligible service areas include rural areas with populations of 10,000 or less and tribal lands in rural areas. Funding is available in the form of long-term, low-interest loans with up to a 40-year payback period. It should be noted that interest may be set at market rates for counties with a high median household income (MHI). A cost-benefit analysis should be used to evaluate if a USDA loan would be worth applying for when compared to water revenue bonds. To qualify, Fort Bragg must propose projects that expand services to very small, rural parts of the town. Eligible activities include legal and engineering fees, acquisitions, start-up operations and maintenance, interest incurred during construction, and the purchase of facilities to expand service. Potentially applicable interest rates are shown in Table 9-1.
Table 9-1. Interest Rates Effective April 1, 2025
Financial Status Interest Rate
Poverty 2.500%
Intermediate 3.375%
Market 4.250%
Fort Bragg qualifies as a small and rural community based on the USDA’s eligibility criteria of providing loans to populations of 10,000 or less. For large projects including WWTP Inflow Sewer Main Replacement or the Oak Street Sewer Main Replacements, the low interest rates offered by the USDA may offer some cost savings over the lifetime of the project when compared to market interest rates. USDA loan funding should primarily be used to fund larger projects that cannot be funded primarily through rate revenues and reserves.
9.6 Congressional Earmarks
Earmarks are direct congressional funding for a specific local project. Earmarks are administered through federal agencies and projects must qualify based on established program requirements.
Earmarks are not merit based and circumvent the traditional grant application process. Earmarked projects are selected for funding and then follow an application process to ensure projects meet agency/program guidelines. Accessing earmark funding requires direct support from a congressional representative. To receive earmark funding, the utility needs to have a strong connection to a congressional representative and have direct meetings to present the value of the project to the state/county/community.
SRF funding may be reduced significantly due to allocations of funding to earmarks In FY2026, congress elected not to earmark SRF funding and the entirety of the SRF allocations will be allotted to the states. However, the trend of earmarking funds from the SRF programs may continue in the City of Fort Bragg
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future. If Fort Bragg has a high priority project, it could consider reaching out to a congressional representative about earmark funding for the project. Earmarked funding could result in significant saving for the City if awarded.
9.7 State Revolving Funds
SRF programs are low-interest, revolving loan programs administered by the state with EPA oversight. There are two SRF programs: the Clean Water SRF (CWSRF) and the Drinking Water SRF (DWSRF). The CWSRF distributes funding annually for wastewater utility treatment and conveyance improvements. Examples of eligible projects include treatment facility upgrades, collection system rehabilitation, non-point source projects, and estuary projects. SRF requirements in many states, including California, are a mixture of federal and state-level requirements based on state law or state management preferences.
For example, federal statutes limit additional subsidization to disadvantaged communities (DACs), but the state SRF will have discretion on how a disadvantaged community is defined for their state program. The California CWSRF program is administered by the California Water Board and operates as a direct local loan program. Based on federal regulations, states must set interest rates for loans below market rates. The California Water Board set interest rates at 2.1% for 2026. Loan repayment periods are typically less than 30 years but a maximum term of 40 years. The CWSRF interest rates for specific funding allocations in federal fiscal year (FFY) 2025/2026 are provided in Table 9-2.
Table 9-2. CWSRF Interest Rates
Base Program Principal Forgiveness (equivalent to a grant and referred to as a grant in some cases by the SRF program) is available in the base program to help small and disadvantaged communities fund water infrastructure projects. These are applied to applicants that intend to obtain an SRF subsidized loan.
Entities meeting the criteria for financial hardship consideration may be eligible for reduced interest rates and loan principal forgiveness. Principal forgiveness eligibility is predominantly based on the MHI of the community a water system serves. The size of the population served also contributes to the interest rates or loan forgiveness awarded for a project. The types of projects eligible for forgiveness either address a public health order or a drinking water emerging contaminant. Some Loan Community Type Interest Rate Loan Forgiveness
Planning <3,300 connections or
<10,000 persons
<80% of state MHI (DAC)
<60% of state MHI
(SDAC)
N/A Up to 100%
Forgivable Loans Small DAC N/A Up to 100%
Repayable
Construction
Small SDAC with Water
Rates >=1.5% MHI
0.00% Interest Up to 100%
Expanded
Repayable
Construction
Small DAC or Expanded
Small DAC/SDAC
½ General Obligation
Bond Rate
N/A
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forgiveness is also available for projects eligible for Green Project Reserve funding (GPR) with a sustainability factor. GPR funding is reserved for projects that utilize green infrastructure, create energy saving, or have some environmental benefits. The CWSRF Disadvantaged Community (DAC) criteria and principal forgiveness criteria is provided on Table 9-3 and Table 9-4, respectively.
Table 9-3. CWSRF Disadvantaged Community Citeria
Disadvantaged Community Definitions
Disadvantaged Community= MHI 80% or Less of State Annual MHI Disadvantaged Community (DAC) MHI <80% statewide MHI
Small Community <3,300 connections or <10,000 people
Expanded Small Community 3,3000-6,600 connections or 10,000 – 20,000 people Medium DAC 20,000 – 100,000 people and a MHI< 80% state MHI Table 9-4. CWSRF Principal Forgiveness Criteria
Construction Grants and Principal Forgiveness
Type of Community Residential Water
Rates as a % of MHI
% of Total Eligible
Project Cost
Max Amount Per
Connection
Small DAC/SDAC; Eligible
NTNC That Serves a Small
DAC/SDAC; Expanded Small
DAC/SDAC; or Small Non-DAC
with MHI < 150% of Statewide
MHI
N/A Up to 100% $80,000
Medium DAC >=1.5% Up to 50% $40,000
After an initial review, Fort Bragg may meet the disadvantaged community requirements. The 2024 American Community Survey 5-year estimates lists Fort Bragg’s MHI as $56,481 which is about 56% of the state MHI of $100,149. The City’s population in 2024 was 7,032 which is also below the small community definition of having a population of 10,000 or less. Depending on the project Fort Bragg may be eligible for principal forgiveness/grant funding through the state SRF program. It is recommended to City confirm its eligibility with a State Water Board representative. The CWSRF application and funding schedule is provided in Table 9-5.
Table 9-5. CWSRF Schedule
Historical Schedule of Annual Water Board SRF Milestones Submit Capitalization Grant Applications to the U.S. EPA June Draft Intended Use Plan (IUP) and Draft Supplemental IUPs Posted for Public Comment
June
Board Workshop July
Deadline for Public Comments on Draft IUP and Draft Supplemental IUPs Late July City of Fort Bragg
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Historical Schedule of Annual Water Board SRF Milestones State Water Board Considers IUP and Supplemental IUP at Regularly Scheduled Meetings
August
Receive Capitalization Grant Agreements from the U.S. EPA October As noted in Table 9-5, there are several SRF milestones. SRF funding is made available under the California State Water Resources Control Board (SWRCB) and projects must be on the Intended Use Plan (IUP) Fundable List to receive CWSRF funding. Additionally, the IUP serves as the guide for SRF funding and receives annual updates.
Further, The CWSRF application consists of four packages: General Information, Technical, Environmental, and Financial Packages.
• The General Information Package provides an overview of applicant and project data. • The Technical Package details water rights, vulnerabilities, adaptation, and mitigation measures to highlight the project specific impacts (e.g. how does the project specifically impact the project area?).
• The Environmental Package summarizes environmental documents and environmental contact information.
• The Financial Package details applicant financial information to determine the ability to maintain infrastructure or financial security associated with the project.
All the near-term CIP projects would likely qualify for SRF funding. The City should prioritize applying for SRF funding with projects that have the greatest societal benefit. Projects that serve disadvantaged portions of the community and improve public safety will score highest on the SRF scoring criteria. Additionally, the City should apply for projects where other alternative funding sources are not available. The GP Mill Sewer Main Extension projects (P-35, P-37, P-38, P-39) may be partially funded through developer agreements. Therefore, projects like the Chief Celeri Drive Sewer Main Replacement (P-01) and the Oak Street Sewer Main Replacement IV (P-16) should be prioritized when applying for SRF funding.
The SRF process should be started early in the project schedule, particularly if bond supported loans are needed. In California, application packages including environmental reviews should be completed in the spring to be eligible for the upcoming fiscal year. It should be noted that submitting a General package will assign a SWRCB Project Manager who can help advise on submission of the other packages. If projects are selected and placed on the state’s intended use plan, it may take a year or more for contracts to be approved and for the project to receive funding. If the City intends to use SRF funding for any proposed projects, it is suggested that conversations with SWRCB officials begin approximately a year and a half before project funding is needed. It should also be noted that eligibility for SRF funding is contingent on completion and approval of environmental reviews before the start of any construction activities.
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9.8 USACE Section 219 Environmental Infrastructure
Program
The USACE Section 219 Environmental Infrastructure Program (219 Program) provides the authority for the Army Corps to partner with non-federal entities to facilitate the development of various types of water-related environmental infrastructure across the United States. Examples of eligible projects under the 219 Program include (but are not limited to) water supply, wastewater treatment, and stormwater management. As stipulated in the authorities of the 219 Program, the USACE has a high degree of discretion over which projects it carries out, subject to statutory guidelines.
Generally, the steps to securing a partnership and funding with the USACE under the 219 Program are as follows:
1. Identify project need, details, scope, and cost.
2. Confirm eligibility under Section 219 general criteria.
3. Secure Congressional authorization via the biennial Water Resources Development Act (WRDA) or other piece of legislation.
4. Engage USACE local division to determine interest, capacity, and personnel. a. The City is located in the San Francisco District, which is within the South Pacific Division.
i. phone: 415-503-6958/ 415-503-6804, email: [email protected]
5. Secure Congressional appropriations via the annual appropriation process.
6. Negotiate and sign a Project Partnership Agreement (PPA) with the USACE.
7. Project execution and completion.
As noted above, Congress must provide the USACE with specific authorization under the bipartisan Water Resources Development Act (WRDA) which is generally negotiated and passed every two years. This will require the City to work with its Congressional Delegation.
The Section 219 Program cost share is 75% federal and 25% non-federal. There will be no less than 25% non-federal cost share required for all projects. Additionally, pre-agreement costs will be 100% federal with 100% of the operation, maintenance, repair, rehabilitation and replacement (OMRR&R) costs of the project after construction coming from the non-Federal sponsor.
9.9 Climate Bond (Proposition 4)
In November 2024, the Climate Bond (Proposition 4) was voter approved for $10 billion in infrastructure investments aimed at protecting drinking water, reducing wildfire and flood risks, restoring natural places, supporting healthy working lands, and expanding access to parks and outdoor spaces. As of April 23, 2026, more than half of allocated funds has been committed (as shown in Table 9-6).
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Table 9-6. Climate Bond Funding
Breakdown of Climate Bond Funding By Chapters
Chapter Allocation Committed9 Balance10
Ch. 2 Safe Drinking Water,
Drought, Flood, and Water
Resilience
$3,771,500,000 $2,092,225,000 $1,679,277,000
Ch. 3 Wildfire and Forest
Resilience
$1,488,750,000 $956,149,000 $532,598,000
Ch. 4 Coastal Resilience $1,191,000,000 $419,149,000 $771,848,000 Ch. 5 Extreme Heat Mitigation $446,625,000 $370,022,000 $76,603,000 Ch. 6 Protect Biodiversity and
Accelerating Nature-Based
Climate Solutions
$1,191,000,000 $613,971,000 $577,028,000
Ch. 7 Climate Smart,
Sustainable, Resilient Farms,
Ranches, and Working Lands
$297,750,000 $251,777,000 $45,976,000
Ch. 8 Parks Creation and
Outdoor Access
$694,750,000 $516,930,000 $177,821,000
Ch. 9 Clean Air $843,625,000 $612,409,000 $231,217,000
Ch. 10 Statewide Bond Costs $75,000,000 $21,989,000 $53,011,000 $10,000,000,000 $5,854,621,000 $4,145,379,000
Based on the project scope, Chapter 2 of the Climate Bond are the most relevant to the proposed project. Under Chapter 2 Safe Drinking Water, Drought, Flood, and Water Resilience, the following programs are potential funding opportunities: Water Quality and Clean, Safe Reliable Drinking Water and Water Reuse and Recycling grant programs.
Water Quality and Clean, Safe Reliable Drinking Water grant program supports failing and atrisk water systems and consolidations (drinking water) and projects addressing violations and septicto-sewer projects (wastewater). The total bond allocation for this grant program is $585,000,000.
The DWSRF and CWSRF IUP serve as guides for these Climate Bond funds. 9 “Committed” represents dollar amounts proposed to the Legislature or authorized through the state budget process for programs or projects. It also includes any outyear dollars that administering departments have proposed in new budget requests or in proposals approved in prior budgets or in legislation. These figures are updated approximately every six months and published in the Proposition 4 Allocation Balance Report.
10 “Balance” represents dollar amounts available for new budget appropriations (which give departments the authority to spend) or commitments for the purposes specified in the Proposition 4 bond language.
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Water Reuse and Recycling program provides low interest loans and grants for the planning and construction of California recycled water projects. Its total bond allocation is $386,250,000 to support municipal wastewater.
9.10 Funding Recommendations
As outlined in the Fort Bragg Master Plan, some of the City’s wastewater infrastructure including the Chief Celeri Drive Sewer Main, the WWTP Inflow Sewer Main, and Elm Street Force Main CIPP need to be addressed to properly serve the City. This is especially important due to the potential for structural deterioration of pipe infrastructure, which could present leak and flow concerns with older pipes causing release into freshwater bodies or the ocean. Table 9-7 outlines the funding mechanisms described in this section and identifies high-priority CIP projects that may be eligible based on eligibility requirements. One or several of these programs and strategies could be utilized when considering how to fund long-term CIP projects. Additionally, Table 9-8 describes the current available funding levels and type of funding mechanisms for each program that has been identified as a potential funding mechanism for Fort Bragg. It is important to note that funding levels and eligibility requirements are prone to yearly changes. The tables below provide initial funding guidance, but updated funding availability and program requirements should be reviewed before developing an application.
Long-term, sewer rate increases may be needed to recover revenue for projects that do not closely align with grant priorities. For other projects that serve new development areas like the GP Mill Sewer Extension projects, developer agreements should be leveraged when possible. This will allow the City to focus its attention on applying for other improvement projects like conveyance system rehabilitation and updates. It is best practice to conduct a rate study every five years to project revenue requirements based on anticipated increases in operations and maintenance (O&M) costs.
A current rate study is also necessary for the SRF financial package. Fort Bragg’s recent rate study should satisfy this requirement. For larger system improvement and expansion projects beyond localized sewer main extensions, long-term debt like SRFs, WIFIA, and Water Revenue Bonds will likely provide more support than many of the grant programs that are more prone to year-to-year budget decisions. For treatment capacity expansions and infrastructure modernization projects over $20 million, WIFIA loans could be considered. All the near-term CIP projects could also be combined into a single application for WIFIA as a larger wastewater transmission improvement project.
Although current WIFIA interest rates are not as competitive as they were previously, the ability to defer principal payments and sculpting repayments is worth consideration. Programs like WIFIA will only fund new infrastructure projects, long-term maintenance and repairs should predominantly be funded using wastewater rate revenue when possible. Mid-sized projects like the Chief Celeri Drive Sewer Main Replacement or the Elm Street CIPP lining project could be funded through a combination of rate increases, and SRF funding.
The loan process should be started early whenever possible, and efforts in capital improvement planning can aid this process. When planning for future land use changes, capital improvement planning with funding programs in mind is important to secure funding and allowing for a quick response when additional funding opportunities arise. When developing a funding strategy, it is helpful to develop a long-term plan which includes project milestones and how they line up with funding application deadlines. Developing a long-term funding plan would allow the City to apply for program funding early, providing adequate time for necessary environmental and compliance reviews that can create project delays and delay funding awards.
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As described in the grants section, some grant funding is available that may cover the cost of system expansions that service low income and disadvantage communities. Based on U.S. Census and SRF criteria, Fort Bragg qualifies as a low-income disadvantaged community. The City’s disadvantaged status can be leveraged when applying to programs like HUD Community Development Grants and the EDA Public Works and Economic Adjustment Assistance Program.
When applying for grants, projects that improve transmission or serve disadvantaged parts of the City should be prioritized. For EDA funding, GP Mill Sewer Extension projects may be eligible if the City can show that it will serve new developments that are needed for local economic development.
New Federal funding priorities have made grant funding levels more uncertain. Some annual funding programs have temporarily paused or halted funding allocations all together. With uncertainty regarding the future of some federal grant programs, the City should monitor funding notices and maintain communication with funding agencies to learn about updates to grant funding availability as soon possible to maximize the potential for these outside funding sources. Project planning, initial environmental reviews, and early engineering designs should be developed as soon as possible.
Starting to plan early will assist with the development of grant applications that will have limited application windows when notices of funding availability are posted. A correlation of the City’s water system CIP and potential funding source eligibility is provided in Table 9-7. A summary of the criteria associated with the potentially applicable funding sources is provided in Table 9-8.
Table 9-7. Potential Funding and Project Eligibility Matrix CIP
ID
Project Name WIFIA HUD
CDBG
EDA
Public
Works
USDA
Loans
and
Grants
EPA
SRF
Climate
Bond
(Prop 4)
USACE
Section
219
P-01 Chief Celeri Drive
Sewer Main
Project
X X X X X
F-01 Elm Street Force
Main CIPP Lining
X X X X X
P-02 WWTP Inflow
Sewer Main
Replacement
X X X X X
P-16 E Oak Street
Replacement IV
X X X X X
Table 9-8. Available Funding Summary
Source Funding Type Available $a Notes
WIFIA Long-Term Loan 49% of eligible projects
over $20M and $5M for
small communities
Interest rate based on U.S.
Treasury Securities
Maturity up to 35 years
Sculpted debt
• Letters of Interest on a rolling
basis
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Source Funding Type Available $a Notes
CWSRF Loan/Some Grant
Funding Available
$391 million Low interest for 20-year maturity
Amount of funding is likely to
decline after 2026
Broad eligibility
HUD Community
Development Block
Grants
Grant $3.3 billion in FY2026 Funds allocated to state, city, and county
Project must resolve a problem
that will help revitalize the
community
Short project completion window,
24 months
EDA Public Works
and Economic
Adjustment
Grant $30 million Must promote economic
development in
disadvantaged areas
Percent match requirements
depending on disadvantaged
status
USDA Water and
Wastewater Loans
and Grants
Predominately
loans and some
grants
Varies based on annual
funding allocations
Projects must serve rural
communities (population less
than 10,000)
Interest rates vary based on
communities disadvantaged
status
Up to 40-year payback period
USACE Section 219
Program
Congressional
authorization
$5 million Projects must secure
Congressional authorization
Projects must engage USACE
staff
Cost share: 75% federal, 25%
non-federal
Must involve water-related
environmental infrastructure
projects
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Source Funding Type Available $a Notes
California Natural
Resources Agency
(CNRA) Climate
Bond (Proposition 4)
Voter Approved
Bond FundingGrant/Non-Grant
$10 billion Projects must safeguard our
communities, natural
resources, and future in the
face of climate change.
Eligibility under chapter 2 Water
Quality and Clean, Safe
Reliable Drinking Water and
Water Reuse and Recycling
grant programs. All funding
has been allocated but not
committed.
aAvailable funds provided in 2025 dollars
References
WIFIA – https://www.epa.gov/wifia
DWSRF- https://www.waterboards.ca.gov/drinking_water/services/funding/SRF.html CWSRF - https://www.waterboards.ca.gov/water_issues/programs/grants_loans/srf/ HUD Community Development Block Grants - https://www.hud.gov/hud-partners/community-cdbg EDA Public Works and economic adjustment - https://www.eda.gov/funding/fundingopportunities/fiscal-year-2025-public-works-and-economic-adjustment-assistance USDA Water and Wastewater loans and grants - https://www.rd.usda.gov/programs-services/waterenvironmental-programs/water-waste-disposal-loan-grant-program USACE 219 – https://www.nap.usace.army.mil/Portals/39/docs/Civil/219/219AUTH-Updated-Jan2025.pdf?ver=6G7ygOU8z7J7qDMRthQRfw%3d%3d Climate Bond (Prop 4) -
https://bondaccountability.resources.ca.gov/Propositions/Proposition_4_Climate_Bond American Community Survey (ACS) Datahttps://data.census.gov/profile/Fort_Bragg_city,_California?g=160XX00US0625058#income-andpoverty City of Fort Bragg
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CHAPTER 10 CONCLUSIONS AND
RECOMMENDATIONS
Like many communities, the City’s wastewater collection system faces the challenges of aging infrastructure, evolving system demands, and climate change. Much of the gravity system was constructed in the 1960’s or earlier and is made of materials with estimated useful lives of 70 to 75 years. This makes the older parts of the system 65+ years old, and the City is seeing effects of system degradation due to infrastructure age. Additionally, the major force mains in the City’s system were constructed of Techite, which is a pipe material that has been demonstrated to be increasingly fragile with age, and are also reaching the end of their useful life.
Currently, the City’s wastewater collection system performs it’s function adequately, however the City anticipates that additional focus and resources will be needed to rehabilitate and maintain the system into the future, and to enhance it to meet future system demands. This 2025 Wastewater Collection System Master Plan will help the City identify and prioritize these needs to improve system reliability and to minimize emergency conditions now and into the future. This plan provides a transparent, data-driven, and repeatable capital planning process that identifies and prioritizes improvements and other planning actions for the wastewater collection system.
The flow study and hydraulic analysis of the system showed it is generally well-sized for current needs. However, capacity deficiencies were identified in some areas, which are likely compounded by infiltration and inflow into the system. These deficiencies are further exacerbated when future build-out is included in the analysis. Projects P-03 through P-33 address the current capacity deficiencies, with options to accommodate anticipated build-out capacity needs as well. The capital plan prioritizes these projects based on identified under-capacity areas from the hydraulic model, risk of failure, City staff experience, and – where available – condition information.
Additionally, key elements of the system show significant degradation and are at the end of their useful lives. Noteworthy projects identified to address degradation include the Chief Celeri Drive gravity main (P-01) and the WWTP Inflow gravity main (P-02).
The four major force mains are another concern. These were originally constructed of Techite pipe and are at the end of their useful lives. To address this problem, the City has already replaced the Pudding Creek force main with HDPE pipe and is currently executing projects to rehabilitate the North and South Noyo force mains. The Elm Street pump station force main is the final Techite main to be addressed and is included in project F-01.
The North Fort Bragg Sewer Main extension and the proposed Noyo Center development are the only known near-term development projects expected to increase system demands beyond the existing system capability. The anticipated capacity improvement projects (P-34 and P-35) have been included in the 10-year CIP, with the Noyo Center sewer main extension pending the start of the Center’s development.
Given the system’s age, this Master Plan also recommends implementing a systematic condition assessment program (projects R-01 and R-04) and a placeholder budget for renewal projects identified from this program (projects R-03 and R-05). This will allow the City to prioritize renewal projects based on the condition assessment framework, focusing renewal funding where it is most needed. A primary goal of the condition assessment program should be to identify and characterize City of Fort Bragg
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infiltration into the gravity main system. Focusing renewal projects on these problem infiltration areas can help mitigate the need and urgency for downstream capacity projects.
It is recommended that the City update its 10-year capital plan every five years to adapt to changing conditions and to reassess the need, timing, prioritization, and funding of identified CIP projects (O01 & O-02).
Following City Council review, this Master Plan and CIP will be incorporated into the City’s annual budgeting process. To support project implementation, project sheets have been developed, and project funding eligibility has been assessed for three of the highest priority projects (P-01: Chief Celeri Dr Sewer Main Replacement, P-02 WWTP Inflow Sewer Main Replacement, and P-16: E Oak St Sewer Main Replacement IV).
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Appendix A. Manhole Survey
ASSID HDR SSM Point# Northing Easting Description Elevation in ft. Invert in ft. Geoid Ellipsoid
Elev
Latitude
(Dec
Deg)
Longitud
e (Dec
Deg) HRMS VRMS PDOP HDOP VDOP SATS DATE TIME NOTE
MNHL_CHNNL_4039 5A 1230 2299758.8828 6051903.9569 MH5A,NRIM,INV-9.10 48.16 9.10 -102.55 -54.39 39.463172123.8056970.0390 0.0727 0.8634 0.4692 0.7247 30 DT02-27-2025 TM10:12:24 MNHL_CHNNL_4040 2 1241 2291082.3513 6049639.1644 MH2,NRIM,INV-6.88 51.36 6.88 -102.78 -51.42 39.439231123.8131040.0310 0.0522 0.9066 0.5479 0.7223 25 DT02-27-2025 TM13:23:43 MNHL_CHNNL_4043 2A 1240 2291067.3958 6049765.9689 MH2A,NRIM,INV-7.98 53.32 7.98 -102.78 -49.46 39.439197123.8126540.0414 0.0722 0.9916 0.5797 0.8046 26 DT02-27-2025 TM13:16:26 MNHL_CHNNL_4045 3 1239 2291022.5910 6050134.7895 MH3,NRIM,INV-11.46 58.87 11.46 -102.76 -43.89 39.439094123.8113450.0404 0.0719 0.9945 0.5782 0.8093 26 DT02-27-2025 TM13:13:01 MNHL_CHNNL_4046 95 1242 2290962.6583 6050631.4254 MH95,NRIM,INV-13.31 64.16 13.31 -102.73 -38.58 39.438957123.8095830.0317 0.0507 0.9637 0.5675 0.7788 26 DT02-27-2025 TM13:48:34 MNHL_CHNNL_4050 1 1234 2298300.1530 6051526.1134 MH1,NRIM,PCLFT,INV-17.20_TS 20.24 17.20 -102.59 -82.35 39.459147123.806932NA DT02-27-2025 TM10:30:04 MNHL_CHNNL_4051 14 1004 2296877.2556 6050889.6071 MH14,N-RIM,INV-3.95 56.83 3.95 -102.64 -45.81 39.455206123.8090860.020 0.028 0.749 0.418 0.621 34 DT01-14-2025 TM11:46:48 MNHL_CHNNL_4057 28 1007 2295728.8725 6050852.6145 MH28,NRIM,INV-7.32' 54.33 7.32 -102.66 -48.33 39.452052123.8091360.022 0.038 0.888 0.483 0.745 30 DT01-14-2025 TM12:19:15 MNHL_CHNNL_4058 29 1275 2295697.8691 6050846.4069 MH29,NRIM,INV-8.96 55.74 8.96 -102.66 -46.92 39.451967123.8091560.0348 0.0523 0.9009 0.4706 0.7682 28 DT03-11-2025 TM11:39:57 MNHL_CHNNL_4059 30 1274 2295696.0083 6050829.6297 MH30,NRIM,INV-6.93 55.46 6.93 -102.66 -47.21 39.451961123.8092150.0282 0.0420 0.8647 0.4544 0.7357 29 DT03-11-2025 TM11:36:22 MNHL_CHNNL_4069 42 1267 2295171.5275 6051727.4729 MH42,NRIM,INV-6.94 69.86 6.94 -102.62 -32.76 39.450570123.8059990.0425 0.0713 0.7978 0.4354 0.6685 32 DT03-11-2025 TM10:10:33 MNHL_CHNNL_4070 43 1212 2295175.7381 6051565.3428 MH43,NRIM,INV-6.84 67.76 6.84 -102.63 -34.87 39.450573123.8065730.0283 0.0416 0.9868 0.5099 0.8449 26 DT02-26-2025 TM11:41:57 MNHL_CHNNL_4072 45 1010 2295111.2364 6050985.9091 MH45,N-RIM,INV-5.14 66.65 5.14 -102.66 -36.01 39.450364123.808620.021 0.032 0.918 0.453 0.798 32 DT01-14-2025 TM13:33:55 MNHL_CHNNL_4073 51 1276 2294700.3673 6051551.5500 MH51,NRIM,INV-8.47 73.17 8.47 -102.64 -29.47 39.449267123.8065890.0370 0.0561 0.8784 0.4693 0.7426 28 DT03-11-2025 TM11:46:05 MNHL_CHNNL_4074 60A 1025 2294710.9042 6052159.7596 MH60A,NRIM,INV-6.30 78.19 6.30 -102.61 -24.41 39.449329123.8044360.027 0.048 0.977 0.520 0.827 27 DT01-14-2025 TM15:04:51 MNHL_CHNNL_4075 50 1016 2294260.4840 6051149.5360 MH50,NRIM,INV-6.73 73.19 6.73 -102.67 -29.47 39.448038123.8079810.025 0.037 0.923 0.456 0.802 31 DT01-14-2025 TM14:12:29 MNHL_CHNNL_4076 54 1228 2294231.8839 6051720.9257 MH54,NRIM,INV-7.63 80.95 7.63 -102.64 -21.69 39.447990123.8059560.0354 0.0551 0.8600 0.4464 0.7351 32 DT02-27-2025 TM09:43:01 MNHL_CHNNL_4077 52 1020 2294255.4943 6051543.9368 MH52,NRIM,INV-10.40 77.75 10.40 -102.64 -24.90 39.448045123.8065840.028 0.047 0.979 0.510 0.835 27 DT01-14-2025 TM14:42:51 MNHL_CHNNL_4079 148A 1209 2295291.5762 6052834.0297 MH148A,NRIM,INV-3.20 87.29 3.20 -102.56 -15.27 39.450960123.8020890.0441 0.0633 0.9383 0.4648 0.8151 25 DT02-26-2025 TM11:10:41 MNHL_CHNNL_4085 159 1037 2294212.7876 6052647.9172 MH159,NRIM,INV-8.82' 84.78 8.82 -102.59 -17.81 39.447988123.8026730.0212 0.0328 0.8881 0.4522 0.7644 33 DT01-21-2025 TM13:04:44 MNHL_CHNNL_4086 155 1205 2294203.9549 6053016.5066 MH155,NRIM,INV-12.85 95.94 12.85 -102.57 -6.63 39.447984123.8013670.0425 0.0630 0.8469 0.4474 0.7191 32 DT02-26-2025 TM10:44:07 MNHL_CHNNL_4087 153A 1199 2294653.6585 6053029.0409 MH153,NRIM,INV-3.54 97.70 3.54 -102.56 -4.86 39.449219123.8013540.0240 0.0448 0.9126 0.5209 0.7494 29 DT02-26-2025 TM10:03:58 MNHL_CHNNL_4088 151 1202 2294635.5848 6053752.4835 MH151,NRIM,INV-1.90 109.41 1.90 -102.52 6.88 39.449209123.7987910.0419 0.0817 0.8606 0.4891 0.7081 28 DT02-26-2025 TM10:25:54 MNHL_CHNNL_4089 151A 1204 2294631.6185 6053944.3403 MH151A,NRIM,INV-2.93 112.51 2.93 -102.51 9.99 39.449209123.7981120.0313 0.0494 0.8927 0.4831 0.7506 30 DT02-26-2025 TM10:35:44 MNHL_CHNNL_4090 150 1203 2294247.9832 6053931.0536 MH150,NRIM,INV-3.70 117.77 3.70 -102.52 15.25 39.448155123.7981320.0350 0.0660 0.9342 0.5083 0.7838 26 DT02-26-2025 TM10:34:27 MNHL_CHNNL_4092 165A 1043 2293725.4948 6053759.9676 MH165A,NRIM,INV-3.39 113.56 3.39 -102.54 11.03 39.446711123.7987010.0315 0.0491 0.7926 0.4346 0.6629 33 DT01-21-2025 TM13:59:36 MNHL_CHNNL_4093 165 1042 2293729.5934 6053585.6631 MH165,NRIM,INV-3.81 106.35 3.81 -102.54 3.80 39.446713123.7993190.0208 0.0323 0.8072 0.4339 0.6807 34 DT01-21-2025 TM13:52:47 MNHL_CHNNL_4094 164 1041 2293739.8898 6053384.7656 MH164,NRIM,INV-5.61,, 101.43 5.61 -102.55 -1.13 39.446730123.8000310.0194 0.0298 0.8794 0.4537 0.7534 32 DT01-21-2025 TM13:45:48 MNHL_CHNNL_4095 168A 1046 2293268.4885 6053749.8729 MH168A,NRIM,INV-5.52' 110.35 5.52 -102.54 7.81 39.445456123.7987050.0273 0.0502 0.9276 0.5245 0.7651 30 DT01-21-2025 TM14:20:56 MNHL_CHNNL_4096 170 1047 2293301.4887 6053374.7943 MH170,NRIM,INV-4.22' 106.04 4.22 -102.56 3.48 39.445526123.8000350.0213 0.0385 0.9234 0.5124 0.7682 31 DT01-21-2025 TM14:27:19 MNHL_CHNNL_4097 166 1049 2292820.2466 6054135.0011 MH166,NRIM,INV-6.86' 120.40 6.86 -102.53 17.88 39.444247123.797310.0209 0.0387 1.0367 0.5478 0.8801 28 DT01-21-2025 TM14:42:19 MNHL_CHNNL_4101 78 1166 2293009.6923 6052277.0288 MH78,NRIM,INV-4.03 94.78 4.03 -102.62 -7.85 39.444666123.8039010.0346 0.0627 0.9802 0.5670 0.7996 22 DT02-11-2025 TM14:03:31 MNHL_CHNNL_4105 77 1278 2292766.6449 6051906.4952 MH77,NRIM,INV-7.85 80.69 7.85 -102.64 -21.96 39.443978123.8051960.0632 0.1055 1.0791 0.5992 0.8974 19 DT03-11-2025 TM12:52:27 MNHL_CHNNL_4106 73 1167 2293483.5659 6051919.0519 MH73,NRIM,INV-6.75 84.41 6.75 -102.63 -18.23 39.445947123.8052020.0365 0.0702 0.9863 0.5867 0.7930 22 DT02-11-2025 TM14:09:17 MNHL_CHNNL_4108 83 1164 2292394.2190 6052266.9021 MH83,NRIM,INV-6.25 82.05 6.25 -102.63 -20.58 39.442976123.8038940.0300 0.0498 0.9007 0.5051 0.7457 27 DT02-11-2025 TM13:47:03 MNHL_CHNNL_4109 190 1094 2292402.9378 6052600.6412 MH190,NRIM,INV-4.93 98.67 4.93 -102.61 -3.94 39.443018123.8027130.0308 0.0613 0.9196 0.4927 0.7765 26 DT02-10-2025 TM10:10:55 MNHL_CHNNL_4113 90 1035 2291933.1110 6051462.0313 MH90,NRIM,INV-8.92' 67.85 8.92 -102.68 -34.83 39.441666123.8067110.0208 0.0333 0.8935 0.4822 0.7522 30 DT01-21-2025 TM11:37:31 MNHL_CHNNL_4115 96 1225 2291016.1957 6051682.9888 MH96,NRIM,INV-8.13 66.97 8.13 -102.68 -35.71 39.439161123.8058640.0503 0.0746 0.8564 0.4551 0.7254 31 DT02-27-2025 TM09:21:54 MNHL_CHNNL_4116 98 1158 2291009.0833 6052037.4782 MH98,NRIM,INV-6.29 73.70 6.29 -102.66 -28.96 39.439161123.8046090.0379 0.0652 0.9069 0.4736 0.7735 30 DT02-11-2025 TM13:10:35 MNHL_CHNNL_4117 99 1159 2291005.1741 6052225.7376 MH99,NRIM,INV-7.75 80.00 7.75 -102.65 -22.65 39.439160123.8039420.0351 0.0610 0.9479 0.4900 0.8114 28 DT02-11-2025 TM13:17:54 MNHL_CHNNL_4118 92 1238 2290995.7344 6051436.6984 MH92,NRIM,INV-6.01 60.95 6.01 -102.69 -41.75 39.439092123.8067340.0263 0.0486 0.9440 0.5324 0.7796 25 DT02-27-2025 TM12:55:37 MNHL_CHNNL_4119 88 1163 2291493.4241 6051873.4500 MH88,NRIM,INV-6.65 73.90 6.65 -102.66 -28.77 39.440482123.8052230.0259 0.0433 0.9256 0.5013 0.7781 27 DT02-11-2025 TM13:46:16 MNHL_CHNNL_4120 87 1162 2291495.3074 6052075.5993 MH87SDLID,NRIM,INV-4.28 80.25 4.28 -102.65 -22.41 39.440498123.8045080.0311 0.0542 0.9870 0.5197 0.8390 26 DT02-11-2025 TM13:33:30 MNHL_CHNNL_4123 84 1235 2292070.4236 6052259.3849 MH84,NRIM,INV-6.09 85.79 6.09 -102.64 -16.85 39.442086123.8038980.0382 0.0639 0.8445 0.4390 0.7214 32 DT02-27-2025 TM10:50:53 MNHL_CHNNL_4126 192 1098 2292131.9929 6052756.0714 MH192,NRIM,INV-6.10 95.15 6.10 -102.61 -7.46 39.442282123.8021430.0354 0.0569 0.8253 0.4378 0.6996 36 DT02-10-2025 TM10:50:13 MNHL_CHNNL_4127 191 1097 2292145.4937 6052593.9182 MH191,NRIM,INV-3.25 91.65 3.25 -102.62 -10.97 39.442311123.8027190.0418 0.0721 0.8366 0.4442 0.7089 36 DT02-10-2025 TM10:47:53 MNHL_CHNNL_4128 195 1095 2292235.3182 6052455.9351 MH195,NRIM,INV-3.16 89.50 3.16 -102.62 -13.12 39.442550123.8032130.0336 0.0593 0.8637 0.4641 0.7284 32 DT02-10-2025 TM10:18:06 MNHL_CHNNL_4129 185 1093 2292389.9184 6052970.5131 MH185,NRIM,INV-5.13 103.05 5.13 -102.59 0.46 39.443002123.8014020.0446 0.0792 0.7581 0.4173 0.6330 26 DT02-10-2025 TM10:04:05 MNHL_CHNNL_4130 177 1091 2292365.9926 6053729.1605 MH177,NRIM,INV-5.63 120.45 5.63 -102.55 17.89 39.442978123.7987150.0475 0.0857 0.8603 0.4538 0.7308 32 DT02-10-2025 TM09:51:41 MNHL_CHNNL_4131 176 1090 2292358.3707 6054109.7924 MH176,NRIM,INV-6.27 125.47 6.27 -102.54 22.94 39.442977123.7973670.0585 0.0984 0.8046 0.4201 0.6862 28 DT02-10-2025 TM09:43:51 MNHL_CHNNL_4132 297 1293 2292354.1080 6054345.6037 MH297,NRIM,INV-5.20 129.33 5.20 -102.52 26.80 39.442979123.7965320.0333 0.0483 0.8923 0.5310 0.7171 27 DT03-11-2025 TM14:38:00 Lat/Lon Datum: NAD 83 (2011) EPOCH 2010 Clean Out, No Inv.
Vertical Datum: NAVD 88 Geoid: 2018 Unable to Locate, Location to be verified with City of Fort Bragg Total Station Control (TS)
Job Description: GPS locate Sanitary Sewer Manhole within the City of Fort Bragg MSURV Job Number 24833 Job Date: 12/1/2024-3/21/2025 Control Point (CP) Projection: State Plane 83: CA 2 Control Check (CHK)
MNHL_CHNNL_4133 296 1110 2292351.1039 6054509.0400 MH296,N-RIM,INV-3.90 129.03 3.90 -102.51 26.52 39.442979123.7959530.0372 0.0567 0.8089 0.4259 0.6877 27 DT02-10-2025 TM12:01:29 MNHL_CHNNL_4134 289 1109 2292352.9206 6054656.9640 MH289,N-RIM,INV-7.29 129.34 7.29 -102.51 26.83 39.442992123.7954290.0544 0.0821 0.7932 0.4196 0.6732 27 DT02-10-2025 TM11:59:59 MNHL_CHNNL_4136 184 1092 2292379.9271 6053348.2481 MH184,NRIM,INV-5.85 108.06 5.85 -102.57 5.49 39.442995123.8000640.0470 0.0820 0.7924 0.4294 0.6660 34 DT02-10-2025 TM09:57:40 MNHL_CHNNL_4137 260A 1288 2292579.7982 6054386.9976 MH260A,NRIM,INV-5.26 127.37 5.26 -102.52 24.86 39.443600123.7964010.0315 0.0483 0.9486 0.5618 0.7644 23 DT03-11-2025 TM13:59:01 MNHL_CHNNL_4138 258 1050 2292785.2452 6054309.3567 MH258,NRIM,INV-9.20' 123.98 9.20 -102.52 21.46 39.444160123.796690.0231 0.0417 0.9638 0.5209 0.8109 28 DT01-21-2025 TM14:52:11 MNHL_CHNNL_4139 262 1059 2292774.2674 6054600.8623 MH262,NRIM,INV-2.82 119.08 2.82 -102.50 16.58 39.444146123.7956570.0433 0.0719 1.2503 0.5975 1.0983 25 DT01-24-2025 TM14:08:12 MNHL_CHNNL_4140 263 1289 2292550.1945 6055500.0561 MH263,NRIM,INV-3.12 127.14 3.12 -102.46 24.68 39.443579123.7924580.0799 0.1359 1.0726 0.6523 0.8515 19 DT03-11-2025 TM14:11:37 MNHL_CHNNL_4142 262A 1062 2292547.7438 6055639.4959 MH262A,NRIM,INV-3.85 129.16 3.85 -102.45 26.70 39.443580123.7919640.0640 0.0882 1.1233 0.5819 0.9609 18 DT01-24-2025 TM14:43:15 MNHL_CHNNL_4146 270 1113 2291885.7416 6055908.4073 MH270,NRIM,INV-8.32 142.69 8.32 -102.45 40.24 39.441778123.7909660.0354 0.0609 0.9954 0.5356 0.8390 32 DT02-10-2025 TM13:04:36 MNHL_CHNNL_4151 278 1111 2291874.0434 6055421.8298 MH278,NRIM,INV-5.85 140.47 5.85 -102.47 38.00 39.441719123.7926880.0361 0.0613 0.8152 0.4586 0.6740 33 DT02-10-2025 TM12:52:40 MNHL_CHNNL_4159 347 1074 2291828.3459 6057877.2195 MH347,NRIM,INV-7.52' 160.53 7.52 -102.35 58.18 39.441726123.7839920.0267 0.0379 0.9176 0.4780 0.7832 29 DT01-30-2025 TM13:03:54 MNHL_CHNNL_4160 346 1292 2292154.7930 6057893.2286 MH346,NRIM,INV-5.38 160.48 5.38 -102.34 58.13 39.442623123.7839580.0434 0.0646 0.8934 0.5310 0.7185 26 DT03-11-2025 TM14:30:36 MNHL_CHNNL_4162 334 1076 2291173.1546 6057698.4464 MH334,NRIM,INV-4.78' 160.29 4.78 -102.37 57.92 39.439918123.784580.0295 0.0430 0.9996 0.5215 0.8527 28 DT01-30-2025 TM13:31:44 MNHL_CHNNL_4167 342 1070 2292484.0483 6057897.5414 MH342,NRIM,INV-5.77 162.69 5.77 -102.34 60.35 39.443527123.7839660.0303 0.0492 0.9230 0.5093 0.7698 30 DT01-30-2025 TM11:38:52 MNHL_CHNNL_4168 343 1071 2292482.5611 6058296.7266 MH343,NRIM,INV-5.97 172.76 5.97 -102.32 70.44 39.443545123.7825520.0464 0.0805 0.9261 0.5125 0.7714 28 DT01-30-2025 TM11:48:07 MNHL_CHNNL_4169 345 1073 2292483.8268 6058965.3478 MH345,NRIM,INV-5.68' 185.80 5.68 -102.28 83.52 39.443584123.7801850.0305 0.0652 1.0411 0.5987 0.8517 24 DT01-30-2025 TM12:05:07 MNHL_CHNNL_4170 341 1116 2292914.5872 6057907.2267 CO341,NRIM,NO INV 166.70 -102.33 64.37 39.444710123.7839610.0543 0.0974 1.0133 0.5402 0.8574 21 DT02-10-2025 TM13:36:31 MNHL_CHNNL_4178 175 1102 2291877.1559 6054086.1606 MH175,NRIM,INV-5.28 124.07 5.28 -102.54 21.53 39.441655123.7974170.0521 0.0816 0.8597 0.4551 0.7294 35 DT02-10-2025 TM11:19:33 MNHL_CHNNL_4180 271 1114 2291484.5546 6055908.3127 MH271,NRIM,INV-5.85 145.04 5.85 -102.45 42.59 39.440676123.7909390.0344 0.0589 0.9650 0.5215 0.8119 33 DT02-10-2025 TM13:11:49 MNHL_CHNNL_4182 174 1082 2291378.2610 6054086.7576 MH174,NRIM,INV-3.53' 125.67 3.53' -102.55 23.12 39.440286123.797380.0297 0.0540 0.9795 0.5428 0.8153 25 DT01-30-2025 TM14:34:03 MNHL_CHNNL_4183 197 1146 2290978.2178 6054077.8276 MH197,NRIM,INV-3.00 129.66 3.00 -102.55 27.10 39.439187123.7973830.0468 0.0772 0.8308 0.4518 0.6972 33 DT02-11-2025 TM11:19:12 MNHL_CHNNL_4185 194A 1160 2291136.0825 6052572.2711 MH194A,NRIM,INV-3.96 103.89 3.96 -102.63 1.26 39.439539123.8027240.0286 0.0502 1.0147 0.5155 0.8740 26 DT02-11-2025 TM13:22:00 MNHL_CHNNL_4187 189 1106 2291477.7618 6052950.4321 MH189,N-RIM,INV-2.96 105.43 2.96 -102.61 2.82 39.440497123.8014090.0548 0.0894 0.8875 0.4682 0.7539 32 DT02-10-2025 TM11:35:37 MNHL_CHNNL_4188 181 1104 2291473.5872 6053334.9550 MH181,NRIM,INV-3.40 115.08 3.40 -102.59 12.50 39.440507123.8000480.0337 0.0519 0.8581 0.4564 0.7266 35 DT02-10-2025 TM11:25:41 MNHL_CHNNL_4189 198 1149 2290942.0099 6053696.6247 MH198,NRIM,INV-4.35 129.37 4.35 -102.57 26.80 39.439067123.798730.0282 0.0458 0.9103 0.4789 0.7742 33 DT02-11-2025 TM11:31:00 MNHL_CHNNL_4190 307 1084 2290701.2012 6054569.0586 MH307,NRIM,INV-5.19' 144.40 5.19 -102.53 41.87 39.438453123.7956250.0323 0.0563 0.9561 0.5841 0.7569 24 DT01-30-2025 TM15:04:29 MNHL_CHNNL_4193 302 1085 2289924.0675 6055373.6343 MH302,NRIM,INV-4.81' 147.44 4.81 -102.50 44.94 39.436364123.7927220.0283 0.0495 0.9840 0.6153 0.7679 23 DT01-30-2025 TM15:14:34 MNHL_CHNNL_4195 312 1271 2289304.3612 6055865.2681 MH312,NRIM,INV-2.15 155.93 2.15 -102.48 53.44 39.434689123.7909390.0294 0.0472 0.8305 0.4522 0.6966 31 DT03-11-2025 TM10:43:37 MNHL_CHNNL_4198 338 1119 2289902.4560 6056668.5250 MH338,NRIM,INV-6.55 161.79 6.55 -102.44 59.36 39.436375123.7881370.0401 0.0653 0.9960 0.5247 0.8466 29 DT02-10-2025 TM14:03:34 MNHL_CHNNL_4199 339 1118 2289630.9428 6056662.4365 MH339,NRIM,INV-4.03 161.04 4.03 -102.44 58.60 39.435629123.788140.0402 0.0664 0.9314 0.5087 0.7802 29 DT02-10-2025 TM13:59:17 MNHL_CHNNL_4200 340 1117 2289362.6660 6056633.2071 MH340,NRIM,INV-4.95 164.57 4.95 -102.45 62.12 39.434891123.7882240.0398 0.0655 0.9599 0.5248 0.8037 29 DT02-10-2025 TM13:55:15 MNHL_CHNNL_4201 298 1078 2290521.7723 6055880.1653 MH298,NRIM,INV-5.76' 152.13 5.76 -102.47 49.66 39.438032123.7909710.0237 0.0356 0.9824 0.5077 0.8411 28 DT01-30-2025 TM13:54:54 MNHL_CHNNL_4206 304 1080 2290613.7266 6055358.4214 MH304,NRIM,CLEANOUT-NO INV. 146.53 NO INV -102.49 44.04 39.438256123.7928240.0248 0.0404 0.9982 0.5338 0.8435 26 DT01-30-2025 TM14:16:06 MNHL_CHNNL_4207 303 1079 2290234.6941 6055378.5386 MH303,NRIM,INV-4.37' 146.73 4.37 -102.50 44.24 39.437217123.7927270.0311 0.0478 0.9589 0.5049 0.8152 28 DT01-30-2025 TM14:02:56 MNHL_CHNNL_4209 212 NOT LOCATED SEE NOTE UNABLE TO LOCATE PAVED OVER MNHL_CHNNL_4210 213 1144 2289424.0858 6053722.0965 MH213,NRIM,INV-2.79 113.92 2.79 -102.59 11.33 39.434902123.7985340.0298 0.0505 0.8491 0.4682 0.7084 32 DT02-11-2025 TM11:05:24 MNHL_CHNNL_4213 204 1154 2289971.7895 6052711.9954 MH204,NRIM,INV-8.61 99.18 8.61 -102.64 -3.46 39.436350123.8021480.0344 0.0524 0.8628 0.4445 0.7394 32 DT02-11-2025 TM12:34:26 MNHL_CHNNL_4216 117 1138 2288647.1613 6051979.3736 MH117,NRIM,INV-7.89 109.16 7.89 -102.69 6.47 39.432674123.8046480.0306 0.0486 0.8482 0.4480 0.7203 33 DT02-11-2025 TM10:31:17 MNHL_CHNNL_4217 118 1130 2288222.8307 6051963.3012 MH118,NRIM,INV-7.55 116.96 7.55 -102.70 14.26 39.431509123.8046750.0416 0.0596 0.8957 0.4598 0.7687 29 DT02-11-2025 TM09:39:12 MNHL_CHNNL_4227 103 1236 2290566.5709 6051664.7342 MH103,NRIM,INV-6.59 69.99 6.59 -102.69 -32.69 39.437926123.8058970.0315 0.0528 0.8789 0.4509 0.7544 30 DT02-27-2025 TM10:57:20 MNHL_CHNNL_4239 135 1215 2285229.6408 6051014.8807 MH135,NRIM,INV-7.45 111.18 7.45 -102.78 8.40 39.423241123.8078220.0382 0.0612 0.9536 0.5489 0.7798 25 DT02-26-2025 TM13:34:45 MNHL_CHNNL_4242 1 1171 2290923.8338 6049499.4024 MH1,NRIM,INV-7.84 51.37 7.84 -102.79 -51.42 39.438788123.8135880.0328 0.0504 0.9879 0.5757 0.8029 26 DT02-11-2025 TM14:45:13 MNHL_CHNNL_4244 101 1156 2290622.1616 6052026.1287 MH101,NRIM,INV-7.54 74.13 7.54 -102.67 -28.54 39.438098123.8046220.0417 0.0728 1.0074 0.5059 0.8712 18 DT02-11-2025 TM13:02:04 MNHL_CHNNL_4248 101A 1155 2290353.5834 6052019.1076 MH101A,NRIM,INV-5.70 75.06 5.70 -102.67 -27.61 39.437361123.8046270.0398 0.0643 0.9525 0.4914 0.8160 29 DT02-11-2025 TM12:50:17 MNHL_CHNNL_4249 62 1018 2293772.6658 6051561.2954 MH62,NRIM,INV-5.22 81.17 5.22 -102.65 -21.48 39.446721123.8064890.027 0.041 0.902 0.465 0.773 28 DT01-14-2025 TM14:29:31 MNHL_CHNNL_4255 63 1017 2293781.8763 6051149.8375 MH63,NRIM,INV-3.51 76.80 3.51 -102.67 -25.87 39.446724123.8079460.025 0.037 0.901 0.458 0.775 30 DT01-14-2025 TM14:22:34 MNHL_CHNNL_4263 144 NOT LOCATED SEE NOTE UNABLE TO LOCATE PAVED OVER MNHL_CHNNL_4264 246 1303 2284717.3187 6052270.9750 MH246,NRIM,INV-6.43 31.27 6.43 -102.72 -71.45 39.421903123.803340.0406 0.0864 1.0740 0.5777 0.9054 22 DT03-11-2025 TM16:26:46 MNHL_CHNNL_4264 245 NOT LOCATED SEE NOTE UNABLE TO LOCATE MNHL_CHNNL_4267 255 1121 2284691.7894 6053468.8511 MH255,NRIM,INV-6.16 145.02 6.16 -102.66 42.36 39.421898123.7990990.0574 0.0993 0.9683 0.5710 0.7820 19 DT02-10-2025 TM14:29:28 MNHL_CHNNL_4269 249 1120 2283926.6640 6052380.2912 MH249,NRIM,INV-9.50 96.43 9.50 -102.72 -6.30 39.419738123.8028970.0638 0.0985 0.8943 0.5125 0.7329 28 DT02-10-2025 TM14:20:21 MNHL_CHNNL_4276 226 1134 2288603.1887 6053692.1508 MH226,NRIM,INV-6.39 111.52 6.39 -102.60 8.91 39.432647123.7985820.0538 0.0733 0.7909 0.4259 0.6664 34 DT02-11-2025 TM10:05:20 MNHL_CHNNL_4277 225 1133 2288578.1132 6053744.1815 MH225,NRIM,INV-6.58 112.02 6.58 -102.60 9.42 39.432581123.7983960.0363 0.0528 0.7912 0.4257 0.6669 35 DT02-11-2025 TM10:02:09 MNHL_CHNNL_4278 229A 1135 2288465.7276 6052874.6427 MH229A,NRIM,INV-5.34 110.51 5.34 -102.65 7.87 39.432225123.8014660.0485 0.0875 0.8941 0.4716 0.7597 29 DT02-11-2025 TM10:12:33 MNHL_CHNNL_4283 219 1140 2289298.4235 6052975.4861 MH219,NRIM,INV-7.45 106.58 7.45 -102.63 3.94 39.434516123.8011680.0436 0.0775 0.8478 0.4562 0.7146 30 DT02-11-2025 TM10:46:23 MNHL_CHNNL_4288 208 1150 2290626.1781 6052729.8122 MH208,NRIM,INV-4.74 101.63 4.74 -102.63 -1.00 39.438148123.8021310.0398 0.0590 0.8472 0.4255 0.7326 34 DT02-11-2025 TM12:14:03 MNHL_CHNNL_4289 209 1297 2290770.8468 6052741.9672 MH209,NRIM,INV-4.97 103.30 4.97 -102.63 0.67 39.438545123.8020980.0274 0.0412 0.9381 0.5413 0.7663 27 DT03-11-2025 TM15:02:55 MNHL_CHNNL_4290 187 1099 2291930.2615 6052956.7366 MH187,NRIM,INV-5.19 101.73 5.19 -102.60 -0.87 39.441740123.8014190.0381 0.0594 0.8046 0.4271 0.6819 37 DT02-10-2025 TM11:00:42 MNHL_CHNNL_4294 69 1032 2293523.7055 6051554.9399 MH69,NRIM,INV-4.13 81.31 4.13 -102.65 -21.34 39.446037123.8064940.0187 0.0271 0.8405 0.4500 0.7099 30 DT01-21-2025 TM10:33:03 MNHL_CHNNL_4296 181A 1105 2291475.0780 6053158.4861 MH181A,N-RIM,INV-2.96 107.64 2.96 -102.60 5.04 39.440501123.8006730.0306 0.0472 0.8257 0.4384 0.6997 35 DT02-10-2025 TM11:30:51 MNHL_CHNNL_4297 1281 2294930.1334 6052686.5391 ASSID?,TOP,C/O_NOINV 88.03 NO INV -102.58 -14.55 39.449960123.8025860.0525 0.0963 1.0003 0.5560 0.8315 21 DT03-11-2025 TM13:13:44 MNHL_CHNNL_4318 35A 1005 2295709.7882 6050958.1522 MH35A,NRIM,INV-6.81 55.62 6.81 -102.66 -47.04 39.452005123.8087610.022 0.035 0.838 0.457 0.703 32 DT01-14-2025 TM11:57:08 MNHL_CHNNL_4321 37 1008 2295619.5758 6051578.1682 MH37,N-RIM,INV-6.86 63.64 6.86 -102.62 -38.98 39.451792123.8065590.022 0.036 0.851 0.448 0.724 33 DT01-14-2025 TM13:16:21 MNHL_CHNNL_4327 39 1023 2295167.6734 6051959.6228 MH39,NRIM,INV-5.57' 71.58 5.57 -102.61 -31.03 39.450572123.8051770.028 0.048 1.010 0.531 0.859 26 DT01-14-2025 TM14:54:01 MNHL_CHNNL_4328 41 1229 2295171.5381 6051787.9404 MH41,NRIM,INV-6.46 70.32 6.46 -102.62 -32.30 39.450573123.8057850.0407 0.0634 0.8514 0.4517 0.7217 32 DT02-27-2025 TM09:49:58 MNHL_CHNNL_4329 47 1009 2295208.6100 6050973.6401 MH47,N-RIM,INV-3.81 63.19 3.81 -102.66 -39.47 39.450631123.8086710.024 0.037 0.983 0.497 0.848 27 DT01-14-2025 TM13:26:38 MNHL_CHNNL_4330 NOT LOCATED SEE NOTE UNABLE TO LOCATE, PER DEPT. OF MNHL_CHNNL_4331 51A 1277 2294720.5200 6051807.5875 MH51A,NWRIM,INV-5.98 75.16 5.98 -102.62 -27.46 39.449336123.8056830.0303 0.0479 0.9061 0.4862 0.7646 28 DT03-11-2025 TM11:51:21 MNHL_CHNNL_4335 49 1012 2294268.0466 6050966.0561 MH49,N-RIM,INV-7.13 71.76 7.13 -102.67 -30.92 39.448048123.8086310.027 0.039 0.843 0.421 0.731 34 DT01-14-2025 TM13:58:01 MNHL_CHNNL_4336 49A 1015 2294261.0742 6050954.1151 MH49A,NRIM,INV-5.91' 71.65 5.91 -102.68 -31.03 39.448029123.8086730.022 0.031 0.858 0.430 0.743 33 DT01-14-2025 TM14:05:42 MNHL_CHNNL_4337 53 1227 2294248.1036 6051706.4504 MH53,NRIM,INV-11.50 80.47 11.50 -102.64 -22.16 39.448034123.8060080.0338 0.0516 0.8578 0.4462 0.7327 33 DT02-27-2025 TM09:40:54 MNHL_CHNNL_4338 60 1197 2294706.4837 6052335.1026 MH60,NRIM,INV-6.76 80.09 6.76 -102.60 -22.51 39.449327123.8038150.0388 0.0819 0.9245 0.4971 0.7795 27 DT02-26-2025 TM09:52:09 MNHL_CHNNL_4339 59 1198 2294727.1716 6052353.1609 MH59,NRIM,INV-5.86 79.82 5.86 -102.60 -22.78 39.449384123.8037520.0315 0.0710 1.0621 0.5885 0.8842 23 DT02-26-2025 TM09:56:23 MNHL_CHNNL_4341 148 1210 2295285.5732 6052823.3760 MH148,NRIM,INV-3.90 87.65 3.90 -102.56 -14.92 39.450943123.8021270.0412 0.0579 0.9324 0.4699 0.8053 25 DT02-26-2025 TM11:11:54 MNHL_CHNNL_4342 147A 1211 2295334.4839 6053043.5145 MH147A,NRIM,INV-5.35 90.26 5.35 -102.55 -12.29 39.451089123.8013510.0355 0.0518 0.9178 0.4716 0.7874 26 DT02-26-2025 TM11:17:44 MNHL_CHNNL_4343 149 1207 2294905.3025 6052498.9495 MH149,NRIM,INV-4.69 84.15 4.69 -102.59 -18.44 39.449881123.8032490.0622 0.0851 0.9059 0.4910 0.7613 23 DT02-26-2025 TM10:59:43 MNHL_CHNNL_4345 145 1201 2294977.9867 6053549.4758 MH145F,NRIM,INV-6.54 99.31 6.54 -102.53 -3.22 39.450138123.7995340.0614 0.1657 0.8967 0.5088 0.7384 20 DT02-26-2025 TM10:18:36 MNHL_CHNNL_4346 146 1285 2295292.1388 6053250.8409 MH146A,NRIM,INV-3.58_TS 90.19 3.58 -102.54 -12.35 39.450984123.800614NA DT03-11-2025 TM13:38:02 MNHL_CHNNL_4347 147 1246 2295296.6353 6053229.8493 MH146,NRIM,INV-4.27_TS 90.83 4.27 -102.54 -11.71 39.450995123.800688NA DT02-27-2025 TM14:24:41
UNDER CANOPY COULD NOT GET FIXED
READING, LOCATED USING TOTAL STATION
MNHL_CHNNL_4351 153 1286 2294645.0557 6053384.4590 MH153,NRIM,INV-4.79 107.77 4.79 -102.54 5.23 39.449215123.8000950.0502 0.0788 1.0706 0.6246 0.8697 21 DT03-11-2025 TM13:46:05 MNHL_CHNNL_4353 153B 1026 2294663.5634 6052669.6035 MH153B,NRIM,INV-2.84 86.85 2.84 -102.58 -15.73 39.449227123.8026270.034 0.069 1.003 0.527 0.853 24 DT01-14-2025 TM15:24:19 MNHL_CHNNL_4356 153C 1279 2294701.4645 6052486.1636 MH153,NRIM,INV-6.73 81.44 6.73 -102.59 -21.15 39.449321123.803280.0479 0.0833 0.9418 0.5187 0.7862 25 DT03-11-2025 TM12:59:07 MNHL_CHNNL_4357 153D 1027 2294360.6865 6052478.3188 MH153D,NRIM,INV-4.31 81.47 4.31 -102.59 -21.13 39.448385123.8032830.033 0.060 0.922 0.504 0.772 27 DT01-14-2025 TM15:31:50 MNHL_CHNNL_4358 163 1040 2293749.0214 6053009.3520 MH163,NRIM,INV-7.31, 94.85 7.31 -102.57 -7.72 39.446735123.801360.0199 0.0301 0.8538 0.4409 0.7311 33 DT01-21-2025 TM13:39:52 MNHL_CHNNL_4360 162 1039 2293757.9113 6052639.6611 MH162,NRIM,INV-5.01, 90.20 5.01 -102.59 -12.40 39.446739123.802670.0189 0.0285 0.8356 0.4340 0.7140 34 DT01-21-2025 TM13:31:37 MNHL_CHNNL_4364 168 1045 2293289.5418 6053748.3463 MH168,NRIM,INV-5.51' 109.88 5.51 -102.54 7.33 39.445514123.7987120.0219 0.0391 0.8410 0.4715 0.6964 31 DT01-21-2025 TM14:17:02 MNHL_CHNNL_4365 167 1044 2293251.9570 6054143.7285 MH167,NRIM,INV-5.83' 114.68 5.83 -102.52 12.16 39.445432123.7973090.0213 0.0353 0.7509 0.4271 0.6176 34 DT01-21-2025 TM14:08:24 MNHL_CHNNL_4366 167A 1287 2293250.1934 6054311.6025 MH167A,NRIM,INV-4.12 117.45 4.12 -102.51 14.94 39.445437123.7967150.0752 0.1177 0.9150 0.5530 0.7290 26 DT03-11-2025 TM13:57:58 MNHL_CHNNL_4372 172 1272 2292991.2609 6052982.8324 MH172,NRIM,INV-3.99 106.26 3.99 -102.59 3.67 39.444654123.8014010.0397 0.0605 0.8883 0.4536 0.7638 30 DT03-11-2025 TM11:13:28 MNHL_CHNNL_4373 173 1048 2293282.1560 6052613.6968 MH173,NRIM,INV-2.20' 98.80 2.20' -102.60 -3.80 39.445432123.8027280.0237 0.0444 0.9127 0.5105 0.7566 28 DT01-21-2025 TM14:33:29 MNHL_CHNNL_4386 80 1226 2292408.2966 6051657.1372 MH80,NRIM,INV-7.53 71.89 7.53 -102.66 -30.77 39.442981123.8060530.0290 0.0439 0.8461 0.4455 0.7194 33 DT02-27-2025 TM09:33:50 MNHL_CHNNL_4387 72 NOT LOCATED SEE NOTE UNABLE TO LOCATE, PER DEPT. OF MNHL_CHNNL_4388 91 NOT LOCATED SEE NOTE UNABLE TO LOCATE IN MENDO MILL MNHL_CHNNL_4389 97 1157 2291011.4155 6051861.0719 MH97,NRIM,INV-7.45 69.38 7.45 -102.67 -33.29 39.439158123.8052330.0305 0.0528 0.9362 0.4817 0.8027 29 DT02-11-2025 TM13:04:38 MNHL_CHNNL_4390 94A 1244 2290869.4636 6050768.9948 MH94A,NRIM,INV-12.82 65.55 12.82 -102.73 -37.18 39.438708123.8090890.0458 0.0692 0.9280 0.5505 0.7471 27 DT02-27-2025 TM13:58:24 MNHL_CHNNL_4391 94 1243 2290866.8200 6050735.0626 MH94,NRIM,INV-13.98 66.25 13.98 -102.73 -36.48 39.438699123.8092090.0434 0.0683 1.0478 0.6031 0.8568 25 DT02-27-2025 TM13:50:21 MNHL_CHNNL_4392 87A 1161 2291492.1832 6052235.9483 MH87A,NRIM,INV-4.43 85.05 4.43 -102.64 -17.60 39.440498123.803940.0327 0.0571 0.9519 0.4980 0.8113 26 DT02-11-2025 TM13:28:06 MNHL_CHNNL_4396 194 1107 2291493.0356 6052580.0590 MH194,N-RIM,INV-5.58 101.55 5.58 -102.63 -1.07 39.440519123.8027220.0504 0.0792 0.8585 0.4470 0.7330 34 DT02-10-2025 TM11:40:13 MNHL_CHNNL_4398 191A 1096 2292164.9470 6052527.4241 MH191A,NRIM,INV-3.67 91.55 3.67 -102.62 -11.07 39.442360123.8029550.0522 0.0978 0.9944 0.5363 0.8374 28 DT02-10-2025 TM10:29:48 MNHL_CHNNL_4401 260 1060 2292572.9384 6054687.0317 MH260,NRIM,INV-6.77 124.88 6.77 -102.50 22.38 39.443598123.7953380.0510 0.0898 0.9877 0.5005 0.8515 26 DT01-24-2025 TM14:20:28 MNHL_CHNNL_4402 261 1061 2292556.2692 6055273.3158 MH263,NRIM,INV-5.17 127.73 5.17 -102.47 25.26 39.443584123.7932610.0375 0.0662 1.0555 0.5397 0.9070 25 DT01-24-2025 TM14:31:26 MNHL_CHNNL_4413 274 1077 2291226.2923 6055894.2287 MH274,NRIM,INV-4.46' 146.32 4.46 -102.46 43.86 39.439967123.790970.0253 0.0374 0.9704 0.5019 0.8305 30 DT01-30-2025 TM13:43:22 MNHL_CHNNL_4415 344 1072 2292481.7627 6058696.7081 MH344,NRIM,INV-5.96 180.86 5.96 -102.30 78.56 39.443564123.7811360.0415 0.0801 0.9352 0.5203 0.7770 27 DT01-30-2025 TM11:57:05 MNHL_CHNNL_4422 282 1081 2291241.5669 6055383.7682 MH282,NRIM,INV-6.11' 144.54 6.11 -102.48 42.06 39.439981123.7927790.0277 0.0467 1.0570 0.5638 0.8941 25 DT01-30-2025 TM14:23:27 MNHL_CHNNL_4428 180 1103 2291416.3835 6053709.4142 MH180,NRIM,INV-4.73 122.31 4.73 -102.57 19.74 39.440370123.7987180.0434 0.0676 0.8390 0.4468 0.7101 36 DT02-10-2025 TM11:20:50 MNHL_CHNNL_4429 308 1296 2290944.4095 6054254.9421 MH308,NRIM,INV-2.98 132.30 2.98 -102.55 29.76 39.439104123.7967540.0286 0.0425 0.9376 0.5447 0.7632 27 DT03-11-2025 TM14:58:09 MNHL_CHNNL_4430 309 1083 2290756.5903 6054251.5813 MH309,NRIM,INV-2.60' 132.66 2.60 -102.55 30.11 39.438588123.7967530.0315 0.0625 1.0073 0.5833 0.8212 24 DT01-30-2025 TM14:50:30 MNHL_CHNNL_4434 318A NOT LOCATED SEE NOTE UNABLE TO LOCATE MNHL_CHNNL_4451 214 1143 2289527.4055 6053722.1052 MH214,NRIM,INV-8.72 118.65 8.72 -102.59 16.06 39.435185123.7985410.0297 0.0518 0.8716 0.4793 0.7279 30 DT02-11-2025 TM11:02:10 MNHL_CHNNL_4452 215 1142 2289527.7301 6053400.6945 MH215,NRIM,INV-11.09 117.41 11.09 -102.61 14.80 39.435169123.7996790.0277 0.0472 0.8293 0.4593 0.6905 32 DT02-11-2025 TM10:56:10 MNHL_CHNNL_4455 111 1139 2289311.7407 6051994.7250 MH111,NRIM,INV-7.21 100.07 7.21 -102.68 -2.61 39.434499123.8046410.0545 0.0969 0.8938 0.4692 0.7607 30 DT02-11-2025 TM10:39:34 MNHL_CHNNL_4456 119 1131 2287909.8931 6052035.5994 MH119,NRIM,INV-5.40 119.15 5.40 -102.70 16.45 39.430654123.8043970.0360 0.0511 0.8932 0.4644 0.7630 31 DT02-11-2025 TM09:44:16 MNHL_CHNNL_4465 115 1237 2287537.3135 6051580.6926 MH115,NRIM,INV-10.61 119.57 10.61 -102.73 16.84 39.429606123.8059810.0285 0.0454 0.9193 0.4681 0.7912 30 DT02-27-2025 TM11:08:48 MNHL_CHNNL_4467 1A 1257 2290858.4367 6049377.9547 MH1A,NRIM,INV-NA 55.84 NA -102.80 -46.96 39.438602123.8140130.0226 0.0387 0.8589 0.4478 0.7329 34 DT02-27-2025 TM16:17:27SEALED SHUT MNHL_CHNNL_4480 71 1033 2293313.8596 6051501.2084 MH71,NRIM,INV-4.07 83.20 4.07 -102.66 -19.46 39.445458123.8066690.0185 0.0291 0.8450 0.4479 0.7166 30 DT01-21-2025 TM10:39:09 MNHL_CHNNL_4490 206 1152 2290632.6160 6052380.1199 MH209(6),NRIM,INV-5.41 84.84 5.41 -102.65 -17.81 39.438146123.8033690.0470 0.0696 0.8496 0.4279 0.7340 33 DT02-11-2025 TM12:22:10 MNHL_CHNNL_4491 207 1151 2290635.1998 6052423.6986 MH207,NRIM,INV-3.82 85.99 3.82 -102.64 -16.65 39.438156123.8032150.0488 0.0737 0.8579 0.4301 0.7424 33 DT02-11-2025 TM12:18:32 MNHL_CHNNL_4496 229 1136 2288620.3214 6052665.9728 MH229,NRIM,INV-5.66 108.81 5.66 -102.66 6.15 39.432638123.8022160.0407 0.0626 0.8686 0.4580 0.7381 31 DT02-11-2025 TM10:22:28 MNHL_CHNNL_4498 217 1141 2289246.3347 6053224.3343 MH217,NRIM,INV-4.30 108.18 4.30 -102.62 5.56 39.434387123.8002830.0337 0.0580 0.8165 0.4460 0.6839 32 DT02-11-2025 TM10:50:55 MNHL_CHNNL_4515 258A NOT LOCATED SEE NOTE UNABLE TO LOCATE, PER DEPT. OF MNHL_CHNNL_4517 285 1108 2292096.8749 6054964.5861 MH285,N-RIM,INV-4.11 132.26 4.11 -102.49 29.76 39.442306123.7943220.0615 0.0960 0.8574 0.4467 0.7318 34 DT02-10-2025 TM11:51:17 MNHL_CHNNL_4531 205A 1153 2290173.3613 6052369.2115 MH205A,NRIM,INV-5.10 87.36 5.10 -102.65 -15.30 39.436885123.8033750.0496 0.0771 0.8143 0.4198 0.6978 34 DT02-11-2025 TM12:29:08 MNHL_CHNNL_4532 1283 2295006.0506 6052645.2108 ASSID,TOP,C/O,4'',NOINV 86.66 NO INV -102.58 -15.91 39.450166123.8027380.0483 0.0799 1.1309 0.6141 0.9498 22 DT03-11-2025 TM13:16:35 MNHL_CHNNL_4533 NOT LOCATED SEE NOTE
MNHL_CHNNL_4544 NOT LOCATED SEE NOTE
MNHL_CHNNL_4545 NOT LOCATED SEE NOTE
NOT A MANHOLE, STORM DRAIN W/GRATE
IN NORTHEASE CORNER OF PARKING LOT.
MNHL_CHNNL_4546 BY4 1217 2284801.8515 6051098.8262 MHBY4,NRIM,INV-6.79 113.90 6.79 -102.78 11.11 39.422071123.8074940.0339 0.0490 0.9723 0.5603 0.7946 23 DT02-26-2025 TM13:45:22 MNHL_CHNNL_4547 BY1 1218 2284668.9685 6051110.4006 MHBY1,NRIM,INV-5.32 112.81 5.32 -102.78 10.03 39.421707123.8074440.0329 0.0473 1.0090 0.5726 0.8307 22 DT02-26-2025 TM13:49:32 MNHL_CHNNL_4561 242 1301 2285065.6279 6052486.5956 MH242,NRIM,INV-5.09 10.53 5.09 -102.71 -92.18 39.422871123.8026010.0326 0.0557 0.8508 0.4789 0.7033 29 DT03-11-2025 TM16:18:42 MNHL_CHNNL_4562 HD1 1123 2285069.9204 6052666.0858 MHHD1,NRIM,INV-8.90 14.38 8.90 -102.70 -88.32 39.422892123.8019660.0502 0.0827 0.9331 0.5476 0.7556 28 DT02-10-2025 TM14:49:44 MNHL_CHNNL_4563 HD2 1122 2285131.0351 6052698.2911 MHHD2,NRIM,INV-6.64 12.22 6.64 -102.69 -90.48 39.423062123.8018570.0440 0.0736 0.9563 0.5543 0.7792 27 DT02-10-2025 TM14:46:54 MNHL_CHNNL_4564 HD3 1124 2284988.5750 6052969.2337 MHHD3,NRIM,INV-7.18 14.91 7.18 -102.68 -87.77 39.422685123.8008880.0492 0.0936 1.3788 0.7340 1.1672 18 DT02-10-2025 TM14:59:10 MNHL_CHNNL_4565 DI1 1125 2285101.5914 6053064.3918 MHDI1,N-RIM,INV-5.82 13.65 5.82 -102.67 -89.02 39.423001123.8005590.0487 0.0999 1.2959 0.7191 1.0781 17 DT02-10-2025 TM15:09:56 MNHL_CHNNL_4566 DI2 1127 2285489.2465 6053035.1816 MHDI2,N-RIM,INV-3.57 11.96 3.57 -102.67 -90.71 39.424063123.8006890.0576 0.0936 0.9455 0.5775 0.7487 26 DT02-10-2025 TM15:25:55 MNHL_CHNNL_4567 DI3 1126 2285688.2828 6053246.0777 MHDI3,N-RIM,INV-3.20 11.76 3.20 -102.66 -90.90 39.424621123.7999570.0496 0.0877 1.0439 0.5952 0.8576 24 DT02-10-2025 TM15:20:49 MNHL_CHNNL_4568 224 1299 2288381.2694 6053824.5040 MH224,NRIM,INV-6.61 113.39 6.61 -102.60 10.79 39.432045123.7980980.0324 0.0520 0.9118 0.5280 0.7434 28 DT03-11-2025 TM15:33:51 MNHL_CHNNL_4571 130 1300 2286275.1837 6051178.3965 MH130,NRIN,INV-6.45 110.35 6.45 -102.76 7.59 39.426120123.8073160.0363 0.0625 0.8523 0.4874 0.6992 29 DT03-11-2025 TM16:00:00 MNHL_CHNNL_4599 SSMH 1269 2288856.9218 6055844.2594 MHSSMH?,NRIM,INV-3.85 150.08 3.85 -102.49 47.59 39.433460123.7909820.0280 0.0500 0.9506 0.5089 0.8029 28 DT03-11-2025 TM10:36:49 MNHL_CHNNL_4600 NOT LOCATED SEE NOTE UNABLE TO LOCATE, PER DEPT. OF MNHL_CHNNL_4601 NOT LOCATED SEE NOTE UNABLE TO LOCATE, PER DEPT. OF MNHL_CHNNL_4621 267 1063 2292531.1393 6055943.8559 MH267,NRIM,INV-8.34 142.27 8.34 -102.44 39.84 39.443551123.7908860.0300 0.0561 0.9722 0.5495 0.8020 25 DT01-24-2025 TM14:57:25 MNHL_CHNNL_4624 277 1112 2291863.7922 6055689.3511 MH277,NRIM,INV-3.83 145.17 3.83 -102.46 42.71 39.441706123.791740.0372 0.0656 0.9508 0.5225 0.7943 31 DT02-10-2025 TM12:57:27 MNHL_CHNNL_4635 NOT LOCATED SEE NOTE UNABLE TO LOCATE, PER DEPT. OF MNHL_CHNNL_4639 NOT LOCATED SEE NOTE
MNHL_CHNNL_4640 45A 1011 2294803.4711 6050964.5866 MH45A,N-RIM,INV-3.72 67.81 3.72 -102.67 -34.85 39.449518123.8086740.023 0.033 0.882 0.436 0.767 33 DT01-14-2025 TM13:48:29 MNHL-CHNNL-4495 1298 2288629.8095 6052408.2736 ASID4495,NRIM,C/O,NO-INV 107.71 NO INV -102.67 5.04 39.432650123.8031290.0404 0.0632 0.9554 0.5485 0.7822 27 DT03-11-2025 TM15:28:19 MNHL-CHNNL-4588 1266 2298292.1436 6051525.5655 ASSID_4588,INV-18.19,FLOOR_TS 20.22 18.19 -102.59 -82.37 39.459125123.806933NA DT03-11-2025 TM09:56:02 MNHL-CHNNL-4620 1290 2292500.3238 6056904.4866 ASSID4620,NRIM,C/O,NO-INV 154.45 NO INV -102.39 52.06 39.443518123.7874830.0845 0.1398 1.1239 0.6639 0.9069 20 DT03-11-2025 TM14:23:11 MNHL-CHNNL-4629 1294 2291011.8402 6057694.6670 ASSID4629,NRIM,INV-5.20 161.69 5.20 -102.37 59.32 39.439475123.7845820.0598 0.0926 0.9591 0.5537 0.7831 25 DT03-11-2025 TM14:56:16 MNHL-CHNNL-4641 1273 2293309.5609 6052989.9319 ASSID4641,NRIM,INV-5.45 100.81 5.45 -102.58 -1.77 39.445528123.8013980.0513 0.0756 0.8857 0.4528 0.7612 28 DT03-11-2025 TM11:19:00 1 2290983.9318 6049364.5548 OPUS_BASE_CORRECTION SUM=48.956595-.10 -102.80 -53.84 39.438946123.814069 1000 2290983.9318 6049364.5548 CP_5/8''RB_GPS_BASE 48.96 -102.80 -53.84 39.438946123.814069 1002 2290362.4621 6048422.2288 CP_MAGW/SHINER-NRUNWAY 49.45 -102.86 -53.41 39.437188123.8173610.021 0.028 0.820 0.439 0.693 32 DT01-14-2025 TM11:10:33 1003 2289061.3873 6049236.5819 CP_MAGW/SHINER-SRUNWAY 74.32 -102.83 -28.51 39.433661123.8143860.022 0.030 0.851 0.451 0.722 31 DT01-14-2025 TM11:21:25 1028 2289061.4980 6049236.5757 CHK_CP_MAG1003 74.31 -102.83 -28.52 39.433662123.8143860.027 0.047 0.892 0.500 0.739 27 DT01-14-2025 TM15:41:49 1029 2290362.4941 6048422.3155 CHK_CP_MAG1002 49.75 -102.86 -53.11 39.437188123.8173610.024 0.042 0.888 0.500 0.734 27 DT01-21-2025 TM09:54:41 1030 2290362.3854 6048422.2357 CHK-CP_MAG1002 49.77 -102.86 -53.09 39.437188123.8173610.0185 0.0268 0.8255 0.4649 0.6822 30 DT01-21-2025 TM10:15:15 1031 2289061.4049 6049236.5762 CHK-CP_MAG1003 74.32 -102.83 -28.51 39.433661123.8143860.0214 0.0310 0.8600 0.4743 0.7174 29 DT01-21-2025 TM10:20:56 1053 2289061.4160 6049236.5749 CHK_CP_MAG1003 74.31 -102.83 -28.52 39.433662123.8143860.0234 0.0364 0.8809 0.5141 0.7154 29 DT01-21-2025 TM15:45:59 1054 2290362.3856 6048422.2278 CHK_CP_MAG1003 49.76 -102.86 -53.10 39.437188123.8173610.0241 0.0377 0.9562 0.5415 0.7881 27 DT01-21-2025 TM15:50:00 1055 2290983.9412 6049364.5550 CHK_BASE2025.01.24 48.96 -102.80 -53.84 39.438946123.814069 DT01-24-2025 TM10:52:31 1056 2290362.3700 6048422.2989 CHK-CP_MAG1002 49.75 -102.86 -53.11 39.437188123.8173610.0395 0.0597 0.8664 0.4738 0.7253 31 DT01-24-2025 TM12:34:54 1057 2289061.4503 6049236.5803 CHK-CP_MAG1002 74.29 -102.83 -28.54 39.433662123.8143860.0369 0.0563 0.8681 0.4753 0.7264 31 DT01-24-2025 TM12:43:55 1058 2284870.4159 6050970.9140 CP_BRTOP,MEN-59.95 110.10 -102.79 7.31 39.422252123.8079520.0359 0.0563 0.9115 0.4795 0.7753 29 DT01-24-2025 TM12:57:54 1064 2289061.4034 6049236.6013 CHK_CP_MAG1003 74.33 -102.83 -28.50 39.433661123.8143860.0528 0.0943 0.8575 0.5070 0.6918 26 DT01-24-2025 TM15:18:01 1065 2290362.4016 6048422.2854 CHK_CP_MAG1002 49.77 -102.86 -53.09 39.437188123.8173610.0470 0.0814 0.8732 0.5265 0.6966 26 DT01-24-2025 TM15:28:12 1066 2290983.9412 6049364.5550 CHK_BASE1.30.2025 48.96 -102.80 -53.84 39.438946123.814069 30 DT01-30-2025 TM10:14:37 1067 2290362.4319 6048422.3371 CHK-CP_MAG1002 49.76 -102.86 -53.10 39.437188123.8173610.0346 0.0491 0.9090 0.4711 0.7774 31 DT01-30-2025 TM11:03:48 1068 2289061.4392 6049236.6836 CHK-CP_MAG1003 74.33 -102.83 -28.50 39.433662123.8143860.0594 0.0841 0.8772 0.4692 0.7412 32 DT01-30-2025 TM11:10:28 1086 2289061.4141 6049236.6737 CHK-CP_MAG1003 74.34 -102.83 -28.49 39.433662123.8143860.0368 0.0605 0.9624 0.6048 0.7487 24 DT01-30-2025 TM15:27:42 1087 2290362.2897 6048422.3648 CHK_CP_MAG1002 49.80 -102.86 -53.06 39.437188123.8173610.0604 0.0981 1.0455 0.6212 0.8412 24 DT01-30-2025 TM15:37:15 1088 2290362.4184 6048422.3548 CHK_CP_MAG1002 49.72 -102.86 -53.13 39.437188123.8173610.0546 0.0807 0.8223 0.4289 0.7018 27 DT02-10-2025 TM09:16:47 1089 2289061.4850 6049236.6704 CHK_CP_MAG1003 74.24 -102.83 -28.59 39.433662123.8143860.0636 0.0966 0.8013 0.4189 0.6832 36 DT02-10-2025 TM09:25:49 1128 2290362.3819 6048422.2607 CHK-CP_MAG1002 49.72 -102.86 -53.14 39.437188123.8173610.0605 0.0817 0.8643 0.4511 0.7373 32 DT02-11-2025 TM09:21:48 1129 2289061.4231 6049236.5742 CHK-CP_MAG1003 74.28 -102.83 -28.55 39.433662123.8143860.0755 0.0995 0.8699 0.4483 0.7456 26 DT02-11-2025 TM09:29:30 1169 2289061.3955 6049236.5902 CHK-CP_MAG1003 74.30 -102.83 -28.53 39.433661123.8143860.0328 0.0506 0.8718 0.5386 0.6854 28 DT02-11-2025 TM14:35:25 1170 2290362.4312 6048422.2751 CHK-CP_MAG1002 49.74 -102.86 -53.12 39.437188123.8173610.0256 0.0401 0.9781 0.5756 0.7909 26 DT02-11-2025 TM14:39:12 1172 2290362.4385 6048422.3647 CHK-CP_MAG1002 49.73 -102.86 -53.12 39.437188123.8173610.0450 0.0724 0.8664 0.4461 0.7428 32 DT02-21-2025 TM11:10:52 1173 2289061.4783 6049236.6483 CHK-CP_MAG1003 74.31 -102.83 -28.52 39.433662123.8143860.0242 0.0387 0.8710 0.4455 0.7484 33 DT02-21-2025 TM11:17:49 1174 2296877.3156 6050889.7248 CHK_1004 56.83 -102.64 -45.81 39.455207123.8090850.0221 0.0355 0.9336 0.4675 0.8081 30 DT02-21-2025 TM11:37:31 1175 2295728.8903 6050852.6095 CHK_1007 54.31 -102.66 -48.35 39.452052123.8091360.0321 0.0511 0.8912 0.4552 0.7662 31 DT02-21-2025 TM11:45:08 1177 2295709.8574 6050958.1965 CHK_1005 55.66 -102.66 -46.99 39.452006123.8087610.0567 0.0924 0.8634 0.4521 0.7355 32 DT02-21-2025 TM11:59:01 1178 2295619.5831 6051578.2068 CHK_1008 63.58 -102.62 -39.05 39.451792123.8065590.0433 0.0705 0.8474 0.4437 0.7220 31 DT02-21-2025 TM12:02:51 1179 2295167.6715 6051959.6706 CHK_1023 71.56 -102.61 -31.05 39.450572123.8051760.0250 0.0405 1.0302 0.5133 0.8932 27 DT02-21-2025 TM12:06:46 1180 2295208.6093 6050973.6746 CHK_1009 63.17 -102.66 -39.49 39.450631123.808670.0312 0.0533 1.0714 0.5202 0.9367 27 DT02-21-2025 TM12:10:32 1181 2295111.2127 6050986.0287 CHK_1010 66.62 -102.66 -36.05 39.450364123.808620.0234 0.0384 1.0033 0.4965 0.8719 29 DT02-21-2025 TM12:11:45 1182 2294803.4760 6050964.6440 CHK_1011 67.76 -102.67 -34.91 39.449518123.8086740.0258 0.0460 0.9545 0.5147 0.8039 27 DT02-21-2025 TM12:57:17 1183 2294261.0154 6050954.1186 CHK_1015 71.60 -102.68 -31.08 39.448028123.8086730.0314 0.0562 0.9375 0.5157 0.7829 27 DT02-21-2025 TM13:01:05 1184 2294267.9998 6050966.0685 CHK_1012 71.69 -102.67 -30.98 39.448048123.8086310.0232 0.0420 0.9332 0.5160 0.7776 27 DT02-21-2025 TM13:02:03 1185 2294260.4416 6051149.5822 CHK_1016 73.16 -102.67 -29.51 39.448037123.8079810.0242 0.0434 0.9250 0.5165 0.7674 27 DT02-21-2025 TM13:03:54 1186 2294255.4730 6051543.9866 CHK_1020 77.73 -102.64 -24.91 39.448045123.8065840.0325 0.0609 0.9585 0.5481 0.7864 25 DT02-21-2025 TM13:07:07 1187 2293772.6297 6051561.3323 CHK_1018 81.11 -102.65 -21.54 39.446721123.8064890.0298 0.0538 0.9352 0.5397 0.7638 25 DT02-21-2025 TM13:10:31 1188 2293781.8626 6051149.9196 CHK_1017 76.83 -102.67 -25.84 39.446724123.8079460.0305 0.0543 0.8813 0.5295 0.7045 25 DT02-21-2025 TM13:15:23 1189 2294710.9220 6052159.8306 CHK_1025 78.17 -102.61 -24.44 39.449329123.8044360.0321 0.0666 0.9340 0.5616 0.7463 21 DT02-21-2025 TM13:21:02 1190 2294663.5501 6052669.6581 CHK_1026 86.88 -102.58 -15.70 39.449227123.8026270.0377 0.0714 0.9226 0.5627 0.7312 23 DT02-21-2025 TM13:24:37 1191 2294360.6517 6052478.3903 CHK_1027 81.51 -102.59 -21.09 39.448385123.8032830.0261 0.0513 0.9106 0.5640 0.7150 24 DT02-21-2025 TM13:28:14 1192 2292774.1856 6054600.8065 CHK_1059 119.01 -102.50 16.50 39.444146123.7956580.0311 0.0807 1.0326 0.6162 0.8285 19 DT02-21-2025 TM13:35:05 1193 2289061.4433 6049236.6798 CHK_CP_MAG1003 74.31 -102.83 -28.52 39.433662123.8143860.0497 0.0776 0.8835 0.5479 0.6931 24 DT02-21-2025 TM13:53:15 1194 2290362.4626 6048422.3243 CHK_CP_MAG1002 49.77 -102.86 -53.08 39.437188123.8173610.0287 0.0445 0.9948 0.6083 0.7872 22 DT02-21-2025 TM13:58:56 1195 2290362.4319 6048422.2366 CHK_CP_MAG1002 49.75 -102.86 -53.11 39.437188123.8173610.0347 0.0544 0.9227 0.4773 0.7897 30 DT02-26-2025 TM09:14:48 1196 2289061.4355 6049236.5635 CHK_CP_MAG1003 74.31 -102.83 -28.52 39.433662123.8143860.0237 0.0379 0.9282 0.4819 0.7933 30 DT02-26-2025 TM09:18:38 1219 2295244.8807 6053244.8166 CP_MAG,MH146 91.60 -102.54 -10.94 39.450854123.8006320.0366 0.0493 1.0195 0.5803 0.8382 23 DT02-26-2025 TM14:08:46 1220 2294992.5931 6053211.8088 CP_MAG,MH146 96.57 -102.55 -5.97 39.450160123.8007310.0365 0.0481 0.9920 0.5735 0.8094 23 DT02-26-2025 TM14:10:31 1221 2289061.4551 6049236.5961 CHK_CP_MAG1003 74.32 -102.83 -28.51 39.433662123.8143860.0225 0.0326 0.9806 0.5616 0.8039 24 DT02-26-2025 TM14:37:05 1222 2290362.4307 6048422.2452 CHK-CP_MAG1002 49.80 -102.86 -53.06 39.437188123.8173610.0341 0.0518 1.0253 0.5853 0.8418 23 DT02-26-2025 TM14:44:16 1223 2290362.4782 6048422.3027 CHK-CP_MAG1002 49.76 -102.86 -53.09 39.437188123.8173610.0308 0.0456 0.8390 0.4492 0.7086 31 DT02-27-2025 TM09:11:00 1224 2289061.4910 6049236.6227 CHK-CP_MAG1003 74.30 -102.83 -28.53 39.433662123.8143860.0291 0.0432 0.8525 0.4530 0.7222 31 DT02-27-2025 TM09:15:46 1231 2298301.2521 6051541.8531 CP_MAG,LFT 20.21 -102.59 -82.38 39.459151123.8068760.0412 0.0716 0.8428 0.4550 0.7095 32 DT02-27-2025 TM10:21:41 1232 2298268.9925 6051606.5859 CP_MAG,LFT 21.76 -102.59 -80.83 39.459066123.8066450.0312 0.0521 0.8620 0.4671 0.7244 32 DT02-27-2025 TM10:23:27 1233 2298268.9937 6051606.5827 BS_CHK1232,CP_MAG,LFT_TS 21.74 -102.59 -80.84 39.459066123.806645 DT02-27-2025 TM10:28:35 1245 2294992.5915 6053211.8061 BS_CHK,CP_MAG1220_TS 96.57 -102.55 -5.97 39.450160123.800731 DT02-27-2025 TM14:21:41 1247 2289061.4497 6049236.6117 CHK-CP_MAG1003 74.34 -102.83 -28.49 39.433662123.8143860.0500 0.0730 0.9032 0.5327 0.7295 28 DT02-27-2025 TM14:46:22 1248 2290362.4338 6048422.2955 CHK-CP_MAG1002 49.76 -102.86 -53.10 39.437188123.8173610.0275 0.0407 0.8218 0.5000 0.6523 30 DT02-27-2025 TM14:58:24 1261 2290362.4412 6048422.2807 CHK-CP_MAG1002 49.73 -102.86 -53.13 39.437188123.8173610.0486 0.0725 0.8420 0.4510 0.7110 29 DT03-11-2025 TM09:13:55 1262 2289061.4342 6049236.5792 CHK-CP_MAG1003 74.29 -102.83 -28.54 39.433662123.8143860.0332 0.0474 0.8480 0.4522 0.7174 31 DT03-11-2025 TM09:17:43 1263 2298301.2643 6051541.8264 BS_CHK,1231_TS 20.20 -102.59 -82.39 39.459151123.806877 DT03-11-2025 TM09:44:46 1264 2298281.4945 6051521.2855 CP_SCRIBE,CC_TS 20.16 -102.59 -82.43 39.459096123.806948 DT03-11-2025 TM09:47:29ON CONCRETE SLAB OUTSIDE OF SOUTH 1265 2298268.9896 6051606.6026 BS_CHK1232_TS 21.76 -102.59 -80.83 39.459066123.806645 DT03-11-2025 TM09:52:35 1284 2294992.5473 6053211.8016 BS_CHK1220_TS 96.60 -102.55 -5.95 39.450160123.800731 DT03-11-2025 TM13:34:22 1304 2289061.4382 6049236.5808 CHK-CP_MAG1003 74.33 -102.83 -28.50 39.433662123.8143860.0475 0.0782 0.8353 0.4650 0.6939 30 DT03-11-2025 TM16:39:25 1305 2290362.4333 6048422.2712 CHK-CP_MAG1002 49.77 -102.86 -53.09 39.437188123.8173610.0634 0.1024 0.8378 0.4643 0.6974 30 DT03-11-2025 TM16:42:50 5000 2290983.9318 6049364.5548 CP_SPK-BASE 48.96 -102.80 -53.84 39.438946123.814069 DT01-07-2025 TM10:43:27 City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | B-1
Appendix B. Flow Monitoring
Fort Bragg Wastewater Collection
System Master Plan
WET WEATHER OPEN CHANNEL FLOW MONITORING
Prepared for: HDR
2365 Iron Point Road, Suite 300
Folsom, CA 95630
Original Report Date:
Revised Report Date:
July 26, 2024
September 9, 2024
Prepared by:
V&A Project No. 23-0169, Rev01
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Table of Contents V&A Project No. 23-0169, Rev01 i
Table of Contents
Table of Contents ..................................................................................................................................... i Tables ............................................................................................................................................... ii Figures .............................................................................................................................................. ii Photo Log ......................................................................................................................................... iii Abbreviations and Acronyms ................................................................................................................... iv Terms and Definitions ............................................................................................................................. v Executive Summary ................................................................................................................................. 1 Scope and Purpose ........................................................................................................................... 1 Monitoring Sites and Basins .............................................................................................................. 1 Findings ............................................................................................................................................ 2 Recommendations ............................................................................................................................ 4 1 Introduction ...................................................................................................................................... 1
1.1 Scope and Purpose ..................................................................................................................... 1
1.2 Flow Monitoring Sites and Isolated Sewerage Basins .................................................................. 1 2 Methods and Procedures .................................................................................................................. 4
2.1 Confined Space Entry ................................................................................................................. 4
2.2 Flow Meter Installation ............................................................................................................... 5
2.3 Flow Calculation.......................................................................................................................... 6
2.4 Measurement Error and Uncertainty ........................................................................................... 7
2.4.1 Flow Addition versus Flow Subtraction............................................................................ 7
2.5 Average Dry Weather Flow Determination ................................................................................... 9
2.6 Flow Attenuation ....................................................................................................................... 10 3 Results and Analysis ....................................................................................................................... 11
3.1 Rainfall Monitoring ................................................................................................................... 11
3.1.1 Rain Gauge Locations .................................................................................................. 11
3.1.2 Regional Rainfall Event Classification .......................................................................... 15
3.1.3 Rain Gauge Triangulation Distribution .......................................................................... 19
3.2 Flow Monitoring ........................................................................................................................ 21
3.2.1 Average Flow Analysis ................................................................................................... 21
3.2.2 Peak Measured Flows and Pipeline Capacity Analysis .................................................. 23 4 Recommendations .......................................................................................................................... 27 Appendix A Flow Monitoring Sites: Data, Graphs, Information............................................................... A-1 HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Table of Contents V&A Project No. 23-0169, Rev01 ii
Tables
Table ES-1. List of Monitoring Sites ............................................................................................................................ 1 Table ES-2. List of Rain Gauge Sites .......................................................................................................................... 2 Table 1-1. List of Monitoring Locations ...................................................................................................................... 1 Table 1-2. Isolated Flow Monitoring Basin Characteristics ....................................................................................... 2 Table 3-1. Recorded Rainfall .................................................................................................................................... 11 Table 3-2. Summary of Rainfall Data ....................................................................................................................... 12 Table 3-3. Rainfall Event Classification Summary ................................................................................................... 19 Table 3-4. Rain Gauge Distribution per Monitoring Site .......................................................................................... 20 Table 3-5. Dry Weather Flow ..................................................................................................................................... 21 Table 3-6. Capacity Analysis Summary..................................................................................................................... 24 Figures
Figure ES-1. Map of Monitoring Sites and Basin (provided by HDR) ........................................................................ 3 Figure 1-1. Map of Flow Monitoring Sites and Basins (provided by HDR) ................................................................ 3 Figure 2-1. Typical Installation for Flow Meter with Submerged Sensor .................................................................. 5 Figure 2-2. Sample ADWF Diurnal Flow Patterns ...................................................................................................... 9 Figure 2-3. Attenuation Illustration ........................................................................................................................... 10 Figure 3-1. Location of Rain Gauges ........................................................................................................................ 13 Figure 3-2. Rainfall Monitoring (triangulated to the geographic center of the monitoring area) .......................... 14 Figure 3-3. Rainfall Accumulation Plot ..................................................................................................................... 15 Figure 3-4. NOAA Northern California Rainfall Frequency Map .............................................................................. 16 Figure 3-5. Rainfall Event Classification – 24-Hour Period (RG Central) ............................................................... 17 Figure 3-6. Rainfall Event Classification – 24-Hour Period (RG NE) ....................................................................... 17 Figure 3-7. Rainfall Event Classification – 24-Hour Period (RG East) .................................................................... 18 Figure 3-8. Rainfall Event Classification – 24-Hour Period (RG South) .................................................................. 18 Figure 3-9. Rainfall Event Classification - 24-Hour (RG North) ............................................................................... 19 Figure 3-10. Rainfall Inverse Distance Weighting Method ...................................................................................... 20 Figure 3-11 Average Dry Weather Flow (Flow Schematic) ...................................................................................... 22 Figure 3-12. Peaking Factors .................................................................................................................................... 24 Figure 3-13. Capacity Summary: Max d/D Ratios ................................................................................................... 25 Figure 3-14. Peak Measured Flow (Flow Schematic) .............................................................................................. 26 HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Table of Contents V&A Project No. 23-0169, Rev01 iii
Photo Log
Photo 2-1. Confined Space Entry ................................................................................................................................ 4 Photo 2-2. Typical Personal Four-Gas Monitor ........................................................................................................... 4 HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Abbreviations and Acronyms V&A Project No. 23-0169, Rev01 iv
Abbreviations and
Acronyms
Abbreviations/Acronyms Definition
ADWF ........................................Average Dry Weather Flow CCTV .........................................Closed-Circuit Television CIP ............................................Capital Improvement Plan CO .............................................Carbon Monoxide d/D............................................Depth/Diameter Ratio FT. .............................................Feet
FM .............................................Flow Monitor GPD ...........................................Gallons per Day GWI ...........................................Groundwater Infiltration H2S ...........................................Hydrogen Sulfide IN. .............................................Inch
I/I ..............................................Inflow and Infiltration IDM ...........................................Inch-Diameter Mile IDW ...........................................Inverse Distance Weighting LEL ............................................Lower Explosive Limit MAX. ..........................................Maximum
MGD ..........................................Million Gallons per Day MIN. ..........................................Minimum
NOAA .........................................National Oceanic and Atmospheric Administration N/A ...........................................Not applicable PF ..............................................Peaking Factor PWS ..........................................Personal Weather Station Q ...............................................Flow Rate RDI ............................................Rainfall-Dependent Infiltration RG .............................................Rain Gauge V&A ...........................................V&A Consulting Engineers, Inc.
WEF ...........................................Water Environment Federation WRCC ........................................Western Regional Climate Center WU ............................................Weather Underground HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Terms and Definitions V&A Project No. 23-0169, Rev01 v
Terms and Definitions
Term Definition
Average dry
weather flow
(ADWF)
The average flow rate or pattern from days without noticeable inflow or infiltration response. ADWF usage patterns for weekdays and weekends differ and must be computed separately. ADWF is expressed as a numeric average and may include the influence of normal groundwater infiltration (not related to a rain event).
Basin Sanitary sewer collection systems upstream of a given location (often a flow meter), including all pipelines, inlets, and appurtenances, also refer to the ground surface area near and enclosed by pipelines. A basin may refer to the entire collection system upstream from a flow meter or exclude separately monitored basins upstream.
Depth/diameter
(d/D) ratio
The depth of water in a pipe is a fraction of the pipe's diameter. A measure of the fullness of the pipe used in the capacity analysis.
Infiltration and
inflow
Infiltration and inflow (I/I) rates are calculated by subtracting the ADWF flow curve from the instantaneous flow measurements taken during and after a storm event. Flow in excess of the baseline consists of inflow, rainfall-responsive infiltration, and rainfall-dependent infiltration.
Combined I/I is the total sum in gallons of additional flow attributable to a storm event.
Infiltration,
groundwater
Groundwater infiltration (GWI) is groundwater that enters the collection system through pipe defects.
GWI depends on the depth of the groundwater table above the pipelines as well as the percentage of the system that is submerged. The variation of groundwater levels and subsequent groundwater infiltration rates are seasonal by nature. On a day-to-day basis, groundwater infiltration rates are relatively steady and will not fluctuate greatly.
Infiltration,
rainfalldependent
Rainfall-dependent infiltration (RDI) is similar to groundwater infiltration but occurs as a result of stormwater. The stormwater percolates into the soil submerges more of the pipe system, and enters through pipe defects. RDI is the slowest component of storm-related infiltration and inflow, beginning gradually and often lasting 24 hours or longer. The response time depends on the soil permeability and saturation levels.
Inflow Inflow is defined as water discharged into the sewer system, including private sewer laterals, from direct connections such as downspouts, yard and area drains, holes in manhole covers, crossconnections from storm drains, or catch basins. Inflow creates a peak flow problem in the sewer system and often dictates the required capacity of downstream pipes and transport facilities to carry these peak instantaneous flows. Overflows are often attributable to high inflow rates.
Peak Wet
Weather Flow
The highest daily flow during and immediately after a significant storm event includes sanitary flow, infiltration, and inflow.
Peaking factor
(PF)
PF is the ratio of peak measured flow to average dry weather flow. This ratio expresses the degree of fluctuation in flow rate over the monitoring period and is used in the capacity analysis.
Surcharge When the flow level is higher than the crown of the pipe, then the pipeline is said to be in a surcharged condition. The pipeline is surcharged when the d/D ratio is greater than 1.0.
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Executive Summary V&A Project No. 23-0169 ES-1
Executive Summary
Scope and Purpose
This executive summary is a general overview of V&A Consulting Engineers' (V&A) findings, conclusions, and recommendations of the temporary flow performed on portions of the City of Fort Bragg's (City) sanitary sewer collection system. V&A Consulting Engineers (V&A) was retained by HDR to perform sanitary sewer flow monitoring for eight (8) weeks from January 3rd to March 2nd, 2024. Open-channel flow monitoring was conducted at seven (7) scoped flow monitoring locations. There were two general purposes of this study:
1. Establish the baseline sanitary sewer flows at the flow monitoring sites
2. Establish the peak flow condition during the rainfall events and indicate the relative available sewer capacity at the flow monitoring nodes.
Monitoring Sites and Basins
The flow monitoring site locations were selected and approved by HDR and the City and are listed in Table ES-1.
Table ES-1. List of Monitoring Sites
Monitoring Site Manhole No.
Monitored
Pipe
Measured
Pipe
Diameter (in) Location
FM-01 4588 West Outlet 12 Next to the Pump Station off of 1184 N Main St
FM-02 4058 East Outlet 24 Within Pump Station off of 398 W Elm St FM-03 4112 East Inlet 20 Chief Celeri Dr x E Alder St
FM-04 4125 East Inlet 10 E Oak St x W Whipple St
FM-05 4117 South Inlet 6 246 Maple St
FM-06 4284 East Inlet 6 Walnut St x Dubois Ln
FM-07 4264 West Outlet 12 19498 Coast Rd (Pump Station) HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169 ES-2
The rainfall monitoring site locations were selected by V&A and are listed in Table ES-2.
Table ES-2. List of Rain Gauge Sites
Rain Gauge Source X (Longitude) Y (Latitude) Total Rain (in) RG Central (WU) KCAFORTB86 -123.79300 39.46400 27.05
RG NE (WU) KCAFORTB45 -123.77891 39.42668 30.25
RG East (WU) KCAFORTB54 -123.76166 39.41316 34.21
RG South (WU) KCAFORTB103 -123.77500 39.38800 25.79
RG North (WU) KCAFORTB79 -123.79700 39.48300 26.08
Findings
The following briefly discusses the findings of V&A's evaluation of the wastewater collection system flow data within the Study Area.
A total of 128,290 linear feet of sanitary sewer was flow monitored as part of the project. The maximum pipe diameter within the metered collection system was 24 inches. The minimum pipe diameter within the metered collection system was 6 inches. The metered collection system comprises various pipe materials, including PVC, RCP, VCP (clay), concrete, and undocumented pipe material. The most common documented material in the metered areas was PVC.
A triangulated total of 28.87 inches of rainfall was recorded during the flow metering period. Four events from this period were analyzed: Rain Event 1 (January 19th –25th, Rain Event 2 (Jan 30th – February 8th), Rain Event 3 (Feb 16th – 22nd), and Rain Event 3 (Feb 29th – March 4th). Rain Event 1 had a triangulated average of 4.02 inches, Rain Event 2 had a triangulated average of 9.23 inches, Rain Event 3 had a triangulated average of 5.01 inches, and Rain Event 4 had a triangulated average of 2.55 inches. The East rain gauge (RG East) saw the highest intensity rainfall during the monitoring period, with Event 1 being classified as a <1-year, 6-day storm and Event 2 as a 6-year, 9-day storm, Event 3 as a 2-year, 4-day storm, and Event 4 as a <1year, 4-day storm. All sites appear to have adequate dry weather flow capacity with d/D ratios ranging from 0.10 to 0.32. Sites FM-01 and FM-02 were flow meters installed upstream from a pump station. Sites FM-04, FM-06, and FM-07 had peaking factors of 10.6, 11.2, and 10.3 calculated for this monitoring period, respectively.
Sites FM-03 and FM-04 were the only sites to have max d/D > 0.75. Both sites surcharged during Rain Event 2 (Jan 30th – February 8th). The level for both sites returned to baseline before the next rain event.
Figure ES-1 shows the location of all monitoring devices utilized as part of this study and their basins.
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169 ES-3
Figure ES-1. Map of Monitoring Sites and Basin (provided by HDR) HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Executive Summary V&A Project No. 23-0169, Rev01 ES-4
Recommendations
V&A advises that future I/I reduction plans consider the following recommendations:
1. Master Plan and Model Implementation: This study focuses on inflow and infiltration generation; the study results can be used to update the master plan and compare with previous model assumptions and flow monitoring results.
2. Capacity Analysis: Two sites (FM-03 and FM-04) surcharged during the monitoring period, approximately 2 feet above the pipe crown for FM-03 and 0.3 feet for FM-04. The following possible capacity concerns are noted:
a. Dry weather: No site showed an average flow level greater than 50% full pipe conditions (greater than 0.5 d/D).
b. Wet Weather: With the exception of sites FM-04, FM-06, and FM-07, wet weather peaking factors ranged from 2.7 to 6.8. This is typically considered to be within acceptable limits and no further action is recommended unless the City wishes to pursue I/I identification. It should be noted that while these limits may be within normally acceptable limits, higher intensity storms than those that occurred during the monitoring period could cause higher wet weather responses.
i. It should be noted that FM-02 and FM-03 had peaking factors > 5, which may be considered above the standard for some municipalities.
ii. Sites FM-04, FM-06, and FM-07 had peaking factors > 7; These PFs appear to be due to a wet-weather response. An investigation of I/I sources, and source disconnect / rehabilitation program, would be recommended in these basins.
3. I/I Investigation Methods: Potential I/I investigation methods include the following:
a. Smoke testing.
b. Manhole Inspection.
c. Private I/I and Building Evaluations
d. Mini-basin flow monitoring.
e. Night-time reconnaissance work is done to (1) investigate and determine direct point sources of inflow and (2) determine the areas and/or pipe reaches responsible for high levels of infiltration contribution.
f. CCTV inspection.
4. I/I Reduction Cost Effective Analysis: Follow I/I investigation, an evaluation can be conducted to determine which is more cost-effective: (1) elimination of priority sources of inflow/infiltration and systematically rehabilitating or replacing the faulty pipelines or (2) continued treatment of the additional rainfall-dependent I/I flow.
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Introduction V&A Project No. 23-0169, Rev01 1
1 Introduction
1.1 Scope and Purpose
V&A Consulting Engineers (V&A) was retained by HDR to perform sanitary sewer flow monitoring and rainfall monitoring within the City of Fort Bragg' (City) collection system. Flow and rainfall monitoring were performed over the period of eight weeks from January 3rd to March 2nd, 2024. Open-channel flow monitoring was conducted at seven scoped flow monitoring locations. There were two general purposes of this study:
1. Establish the baseline sanitary sewer flows at the flow monitoring sites
2. Establish the peak flow condition during the rainfall events and indicate the relative available sewer capacity at the flow monitoring nodes.
1.2 Flow Monitoring Sites and Isolated Sewerage Basins
Flow monitoring sites are defined as the manholes where flow monitors are secured and the pipelines in which flow sensors are placed. Capacity analysis and flow rate information are presented on a site-by-site basis. The flow monitoring sites were selected and approved by HDR and the City of Fort Bragg. Information regarding the flow monitoring locations is listed in Table 1-1 and illustrated in Flow monitoring site data may include the flows of one or many drainage basins. Flow monitoring basins are localized areas of a sanitary sewer collection system upstream of a given location (often a flow meter), including all pipelines, inlets, and appurtenances. The basin refers to the ground surface area near and enclosed by the pipelines. A basin may refer to the entire collection system upstream from a flow meter or may exclude separately monitored basins upstream, requiring basin isolation (subtraction of upstream flows). The basins, basin attributes, and basin isolation equations are listed in Table 1-2.
Table 1-1. List of Monitoring Locations
Monitoring
Site
Manhole
No.
Monitored
Pipe
Expected
Pipe
Diameter (in)
Measured
Pipe
Diameter (in) Location
FM-01 4588 West Outlet 12 12 Next to Pump Station off of 1184 N Main St
FM-02 4058 East Outlet 24 24 Within Pump Station off of 398 W Elm St
FM-03 4112 East Inlet 18 20 Chief Celeri Dr x E Alder St FM-04 4125 East Inlet 6 10 E Oak St x W Whipple St
FM-05 4117 South Inlet 6 6 246 Maple St
FM-06 4284 East Inlet 6 6 Walnut St x Dubois Ln
FM-07 4264 West Outlet 10 12 19498 Coast Rd (Pump
Station)
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Introduction V&A Project No. 23-0169, Rev01 2
Table 1-2. Isolated Flow Monitoring Basin Characteristics Isolated Basin Flow Meter Flow Isolation Calculation
Iso Area
(Acres) IDM1
Pipe Length
(miles)
Basin 01 FM-01 Q1 = Q1 138 13.01 2.02
Basin 02 FM-02 Q2 = Q2 – Q1 115 89.42 11.65
Basin 03 FM-03 Q3 = Q3 – Q2 – Q1 398 40.55 4.83
Basin 04 FM-04 Q4 = Q4 86 14.76 2.46
Basin 05 FM-05 Q5 = Q5 12 2.78 0.46
Basin 06 FM-06 Q6 = Q6 17 2.42 0.40
Basin 07 FM-07 Q7 = Q7 196 20.34 2.47
(1) Inch-diameter miles (IDM) are the total miles of sewer multiplied by the diameter (in inches) of sewer pipe.
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Introduction V&A Project No. 23-0169, Rev01 3
Figure 1-1. Map of Flow Monitoring Sites and Basins (provided by HDR) HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Methods and Procedures V&A Project No. 23-0169, Rev01 4
2 Methods and Procedures
2.1 Confined Space Entry
A confined space (Photo 2-1) is defined as any space that is large enough and so configured that a person can bodily enter and perform assigned work, has limited or restricted means for entry or exit, and is not designed for continuous employee occupancy. In general, the atmosphere must be constantly monitored for sufficient levels of oxygen (19.5% to 23.5%), the presence of hydrogen sulfide (H2S) gas, carbon monoxide (CO) gas, and lower explosive limit (LEL) levels. A typical confined space entry crew has members with OSHA-defined responsibilities of Entrant, Attendant, and Supervisor. The Entrant is the individual performing the work. They are equipped with the necessary personal protective equipment to perform the job safely, including a personal four-gas monitor (Photo 2-2). If it is not possible to maintain line-of-sight with the Entrant, then more Entrants are required until line-of-sight can be maintained. The Attendant is responsible for maintaining contact with the Entrants to monitor the atmosphere using another four-gas monitor and maintaining records of all Entrants if there is more than one. The Supervisor is responsible for developing the safe work plan for the job at hand before entering.
Photo 2-1. Confined Space Entry Photo 2-2. Typical Personal Four-Gas Monitor HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Methods and Procedures V&A Project No. 23-0169, Rev01 5
2.2 Flow Meter Installation
V&A installed 7 area-velocity flow meters for temporary monitoring within the collection system using Hach FL900 flow meters. Hach FL900 flow meters use submerged sensors with a pressure transducer to collect depth readings and an ultrasonic Doppler sensor to determine the average fluid velocity. The ultrasonic sensor emits high-frequency sound waves, which are reflected by air bubbles and suspended particles in the flow. The sensor receives the reflected signal and determines the Doppler frequency shift, which indicates the estimated average flow velocity. The sensor is typically mounted at a manhole inlet to take advantage of smoother upstream flow conditions. The sensor may be offset to one side of the pipe to lessen the chances of fouling and sedimentation where these problems are expected to occur. Manual level and velocity measurements were taken during the installation of the flow meters, and again, when they were removed, they were compared to simultaneous level and velocity readings from the flow meters to ensure proper calibration and accuracy. Figure 2-1 shows a typical installation for a flow meter with a submerged sensor.
Figure 2-1. Typical Installation for Flow Meter with Submerged Sensor HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Methods and Procedures V&A Project No. 23-0169, Rev01 6
2.3 Flow Calculation
Data retrieved from the flow meters is placed into a spreadsheet program for analysis. Data analysis includes comparison to field calibration measurements as well as necessary geometric adjustments as required for sediment (sediment reduces the pipe's wetted cross-sectional area available to carry flow).
Area-velocity flow metering uses the continuity equation, = ⋅ = ⋅ ( − )
where Q: volume flow rate
v: average velocity as determined by the ultrasonic sensor A: cross-sectional area available to carry the flow
AT: total cross-sectional area with both wastewater and sediment AS: cross-sectional area of sediment
For circular pipe,
−
− −
= −
− −
D
D d
d
D
D
D d
A
W
W
W
T
2 sin cos 1
2 2
2 cos 1
4 1 1
2
−
− −
= −
− −
D
D d
d
D
D
D d
A
S
S
S
S
2 sin cos 1
2 2
2 cos 1
4 1 1
2 where dW: distance between wastewater level and pipe invert dS: depth of sediment
D: pipe diameter
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Methods and Procedures V&A Project No. 23-0169, Rev01 7
2.4 Measurement Error and Uncertainty
For traditional engineering applications, measurement "error" is a difference between a computed, estimated, or measured value and the generally accepted true or theoretically correct value. It can also be considered a difference between the desired and the actual performance of equipment. For equipment, an error is usually expressed as a percentage relative to accuracy (i.e., "…the velocity sensor has an accuracy of ±2% of the reading…").
However, for this study and flow monitoring applications, the cause of the measurement difference is important, and a distinction will be made between the equipment not performing to industry standards ("error") and expected inaccuracies ("uncertainty") associated with monitoring technology limitations.
Gauging "error" occurs when the equipment does not meet industry standards. This can occur as a result of the following common categories of conditions that can be encountered at a wastewater monitoring site.
Malfunctioning equipment (i.e., a sensor is damaged, battery life ends, or a desiccant canister becomes saturated)
Improper equipment choice or maintenance (i.e., the selected gauging equipment technologies are incompatible with hydraulic conditions within the sewer, or excessive gravel deposits are allowed to accumulate around the sensors without being removed) Improper equipment calibration (i.e., depth and/or velocity measurements are incorrectly taken within the sewer, or equipment is allowed to drift out of calibration) Field conditions within the sewer (i.e., foaming at the water surface that "blinds" an ultrasonic depth sensor or toilet paper catching and accumulating on a combination sensor, blinding the acoustic Doppler velocity meter)
For flow monitoring applications, gauging "uncertainty" is used to describe and quantify the expected inaccuracies that result from the limitations of the technologies that utilize indirect measurements to quantify wastewater flow.
It is important to try to install flow meters in "ideal" flow conditions. Ideal flow conditions are generally defined as laminar flow in a straight-through, constant-slope pipeline with no disturbances (elbows, tees, hydraulic shifts, etc.) 10 diameters upstream and 5 diameters downstream from the flow monitoring location. If ideal flow conditions are met, then an expected uncertainty of final flow calculation from an open-channel flow meter may be approximately ±5%. In many situations, ideal flow conditions cannot be met, and uncertainties increase.
2.4.1 Flow Addition versus Flow Subtraction
Due to the uncertainties involved in subtracting flows of similar magnitudes, adding flows at multiple monitoring sites is usually preferred over subtracting flows. Subtraction becomes an issue, especially when the flow difference from the subtraction falls within the measurement uncertainty range of the two larger flow data sets (i.e., subtracting a large flow from another large flow to obtain a small difference).
The following example best demonstrates this concept:
1. Meter A measures 2.00 MGD of flow and has an expected uncertainty of ±5%; thus, the uncertainty range of the flow measurement is ±0.10 MGD.
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Methods and Procedures V&A Project No. 23-0169, Rev01 8
2. Meter B measures 2.50 MGD of flow and has an expected uncertainty of ±6%; thus, the uncertainty range of the flow measurement is ±0.15 MGD.
3. Meter C measures 0.50 MGD of flow and has an expected uncertainty of ±8%; thus, the uncertainty range of the flow measurement is ±0.04 MGD.
Scenario 1 – Flow Addition
Meter A + Meter B = 2.00 MGD (±0.10) + 2.50 MGD (±0.15) = 4.50 MGD (±0.25) Overall uncertainty = ±0.25 / 4.50 = ±5.6%
The final uncertainty is essentially a weighted average of the component uncertainties for flow addition.
Scenario 2 – Flow Subtraction, Large Flow less Small Flow Meter B - Meter C = 2.50 MGD (±0.15) - 0.50 MGD (±0.04) = 2.00 MGD (±0.19) Overall uncertainty = ±0.19 / 2.00 = ±9.5%
The final uncertainty will always be greater than the component uncertainties for flow subtraction.
When subtracting a small flow from a large flow, the resulting uncertainties can still be manageable.
Scenario 3 – Flow Subtraction, Large Flow less a similarly Large Flow Meter B - Meter A = 2.50 MGD (±0.15) – 2.00 MGD (±0.10) = 0.50 MGD (±0.25) Overall uncertainty = ±0.25 / 0.50 = ±50%
The resulting uncertainties may not be manageable when subtracting similarly sized flow rates.
In this example, an uncertainty of ±50% may be considered unacceptable for confident analyses.
Scenario 3 is a very "real-world" situation. The uncertainties for Meter A and Meter B are extremely reasonable (indeed, most flow monitoring service providers would be extremely pleased with true meter uncertainties of ±5% to ±6%). However, the reality of the math is clear, and the above example demonstrates the concept of flow subtraction and compounding or inflating uncertainty ranges.
The following points are emphasized in relation to the items of this section:
For subtraction of flows, the overall uncertainty can be an inflated value that far exceeds the component uncertainties.
The smaller the resultant flow from the subtraction equation, the larger the percentage uncertainty.
Whenever possible, basin flows should be directly measured rather than calculated as a subtraction of two or more flow meters.
If flow subtraction cannot be avoided, it is better to have the magnitudes of the component flows be as dissimilar as possible.
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Methods and Procedures V&A Project No. 23-0169, Rev01 9
2.5 Average Dry Weather Flow Determination
For this study, four distinct average dry weather flow curves were established for each site location:
Mondays – Thursdays
Fridays
Saturdays
Sundays
Flows for many sites differ on Friday evenings compared to Mondays through Thursdays. Starting around 7 p.m., the flows often decrease (compared to Monday through Thursday). Similarly, flow patterns for Saturday and Sunday were also separated due to their unique evening flow pattern. This type of differentiation can be important when determining I/I response, especially if a rain event occurs on a Friday, Saturday, or Sunday evening.
Figure 2-2 illustrates a sample of varying flow patterns within a typical dry week1.
Figure 2-2. Sample ADWF Diurnal Flow Patterns
ADWF curves are taken from "Dry Days" when RDI had the least impact on the baseline flow. The overall average dry weather flow (ADWF) is calculated using the following equation:
+ ×
+ ×
+ ×
= − ×
7 1
7 1
7 1
7 4
ADWF ADWF Mon Thu ADWF Fri ADWF Sat ADWF Sun
1 Holiday flows can be extremely variable. Christmas flows are different from Thanksgiving flows and different from MLK Day flows. See Section Error! Reference source not found. for details on whether holiday ADWF curves were established for this project’s I/I analysis.
0.0 1.0
2.0 3.0
4.0 5.0
6.0 00 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 23 00 Flow (mgd)
Hour
Mon-Thu Friday Saturday Sunday
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Methods and Procedures V&A Project No. 23-0169, Rev01 10
2.6 Flow Attenuation
Flow attenuation in a sewer collection system is the natural process of reducing the peak flow rate through redistribution of the same flow volume over a longer period of time. This occurs as a result of friction (resistance), internal storage, and diffusion along the sewer pipes. Fluids are constantly working towards equilibrium. For example, a volume of fluid poured into a static vessel with no outside turbulence will eventually stabilize to a static state with a smooth fluid surface without peaks and valleys. Attenuation within a sanitary sewer collection system is based upon this concept. A flow profile with a strong peak will tend to stabilize towards equilibrium, as shown in Figure 2-3.
Figure 2-3. Attenuation Illustration
Each basin will have a specific flow profile within a sanitary sewer collection system. As the flows from the basins combine within the trunk sewer lines, the peaks from each basin will not necessarily coincide at the same time, and peak flows may attenuate prior to reaching the treatment facility due to the length and time of travel through the trunk sewers. The sum of the peak flows of the individual basins within a collection system will usually be greater than the peak flows observed at the treatment facility.
Time
Flow
Time
Flow
Time
Vol. X Volume Y
Volume X = Volume Y
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169, Rev01 11
3 Results and Analysis
3.1 Rainfall Monitoring
3.1.1 Rain Gauge Locations
V&A analyzed rainfall data from six (6) publicly available private weather stations (PWS) on Weather Underground2, choosing the best five (5) locations, allowing for solid coverage over the collection system, which has a diverse range of topographical features. Table 3-1 lists the recorded rainfall over the monitoring period at each site. Figure 3-1 illustrates the locations and labeling convention used for the five rain gauges as well as the location of the metered basins.
Table 3-1. Recorded Rainfall
Rain Gauge Source X (Longitude) Y (Latitude)
Total
Rain (in)
RG Central (WU) KCAFORTB86 -123.79300 39.46400 27.06
RG NE (WU) KCAFORTB45 -123.77891 39.42668 30.25
RG East (WU) KCAFORTB54 -123.76166 39.41316 34.21
RG South (WU) KCAFORTB103 -123.77500 39.38800 25.79
RG North (WU) KCAFORTB79 -123.79700 39.48300 26.08
Four rainfall events elicited significant I/I responses during the flow monitoring periods. These events were of varying intensity and duration. These selected events are summarized in Error! Reference source not found. and illustrated in Figure 3-2 to provide context. Event 1 was a multi-day event from January 19th through January 25th, which resulted in an I/I response. On average, 4.02 inches of rainfall was recorded over the period. This event was classified as approximately a <1-year, 6-day event.
Event 2 was a multi-day event from January 30th through February 8th, which resulted in an I/I response. On average, 9.23 inches of rainfall was recorded over the period. This event was classified as approximately a 4-year, 8-day event.
Event 3 was a multi-day event from February 16th through February 22nd, which resulted in an I/I response. On average, 5.01 inches of rainfall was recorded over the period. This event was classified as approximately a 2-year, 4-day event.
Event 4 was a multi-day event from February 29th through March 4th, which resulted in an I/I response. On average, 2.55 inches of rainfall was recorded over the period. This event was classified as approximately a <1-year, 4-day event.
2 Weather Underground (wunderground.com) collects data from 180,000+ weather stations across the country, including Automated Surface Observation System (ASOS) at airports, personal weather stations (PWS), and Meteorological Assimilation Data Ingest System (MADIS) managed by the National Oceanic and Atmospheric Administration (NOAA). While V&A has no direct control over the rain gauges, V&A performs additional QA/QC on the data to assure its suitability for use.
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169, Rev01 12
Table 3-2. Summary of Rainfall Data
Rain Gauge
Rain Event 1
Jan 19 – Jan 25, 2024
(in)
Rain Event 2
Jan 30 – Feb 8,
2024
(in)
Rain Event 3
Feb 16 – Jan 22,
2024
(in)
Rain Event 4
Feb 29 – Mar 4,
2024
(in)
RG Central 3.77 8.74 4.96 2.25
RG NE 4.23 9.30 4.94 3.1
RG East 4.72 11.76 6.34 1.7
RG South 3.71 8.23 4.37 2.59
RG North 3.56 8.48 4.35 2.35
Triangulated to
Geographic Center of
Monitoring Area
4.02 9.23 5.01 2.55
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169, Rev01 13
Figure 3-1. Location of Rain Gauges
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169, Rev01 14
Figure 3-2. Rainfall Monitoring (triangulated to the geographic center of the monitoring area) Figure 3-3 shows the rain accumulation plot of the period rainfall, as well as the historical average rainfall3 (triangulated to the geographic center of Fort Bragg), which was approximately 190% of the historical precipitation averages over the same period. 3 Historical data taken from the WRCC (Station 047769 at San Fransico WSO AP):
http://www.wrcc.dri.edu/summary/climsmnca.html
0.00 0.50
1.00 1.50
2.00 1-Jan3-Jan5-Jan7-Jan9-Jan
11-Jan13-Jan15-Jan17-Jan19-Jan21-Jan23-Jan25-Jan27-Jan29-Jan31-Jan 2-Feb4-Feb6-Feb8-Feb
10-Feb12-Feb14-Feb16-Feb19-Feb21-Feb23-Feb25-Feb27-Feb29-Feb 2-Mar4-Mar
Rain (inches per hour)
Event 1: 4.02 inches
Total Rainfall over Period: 28.87 inches
Event 2: 9.23 inches
Event 3: 5.01 inches
Event 4: 2.55 inches
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169, Rev01 15
Figure 3-3. Rainfall Accumulation Plot
3.1.2 Regional Rainfall Event Classification
It is important to classify the relative size of a major storm event that occurs over the course of a flow monitoring period4. Rainfall events are classified by intensity and duration. Based on historical data, the NOAA has developed frequency contour maps for storm events of given intensity and duration for all areas within the continental United States (Figure 3-4).
For example, the NOAA Rainfall Frequency Atlas5 classifies a 10-year, 24-hour storm event at the East rain gauge as 5.65 inches. This means that in any given year, at this specific location, there is a 10% chance that 5.65 inches of rain will fall in any 24-hour period. 4 Sanitary sewers are often designed to withstand I/I contribution to sanitary flows for specific-sized “design” storm events. 5 NOAA Western U.S. Precipitation Frequency Maps Atlas 14, Volume 6, 2011:
ftp://hdsc.nws.noaa.gov/pub/hdsc/data/sw/ca10y24h.pdf
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
40.0 3-Jan5-Jan7-Jan9-Jan
11-Jan13-Jan15-Jan17-Jan19-Jan21-Jan23-Jan25-Jan27-Jan29-Jan31-Jan 2-Feb4-Feb6-Feb8-Feb
10-Feb12-Feb14-Feb16-Feb18-Feb20-Feb22-Feb24-Feb26-Feb28-Feb 1-Mar3-Mar
Rain (inches)
Period Rainfall Triangulated
Historical Average
RG North
RG Central
RG NE
RG East
RG South
15.07 28.87
26.08 34.21
30.25 27.05
25.79 HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169, Rev01 16
Figure 3-4. NOAA Northern California Rainfall Frequency Map
From the NOAA frequency maps, for a specific latitude and longitude, the rainfall densities for period durations ranging from 1 hour to 20 days are known for rain events ranging from 1-year to 10-year intensities. These are plotted to develop a rain event frequency map specific to each rainfall monitoring site. Superimposing the peak measured densities for the rainfall events on the rain event frequency plot determines the classification of the rainfall event.
Figure 3-5 through Figure 3-9 show the classification plots for the four events from each rain gauge over the course of the flow monitoring period. The following items are noted:
RG East saw the highest intensity rainfall during the monitoring period, with Event 1 being classified as a <1-year, 6-day storm, Event 2 as a 6-year, 9-day storm, Event 3 as a 2-year, 4-day storm, and Event 3 as a <1-year, 4-day storm.
Fort Bragg
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169, Rev01 17
Figure 3-5. Rainfall Event Classification – 24-Hour Period (RG Central) Figure 3-6. Rainfall Event Classification – 24-Hour Period (RG NE) 1 2
5 10
25 0
1 2
3 4
5 6
Inches of Rain
1/19/24 - 1/25/24
1/30/24 - 2/8/24
2/16/24 - 2/22/24
2/29/24 - 3/4/24
Return Frequency
1-hr 2-hr 3-hr 6-hr 12-hr 24-hr
1 2
5 10
0 1
2 3
4 5
6 Inches of Rain
1/19/24 - 1/25/24
1/30/24 - 2/8/24
2/16/24 - 2/22/24
2/29/24 - 3/4/24
Return Frequency
1-hr 2-hr 3-hr 6-hr 12-hr 24-hr
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169, Rev01 18
Figure 3-7. Rainfall Event Classification – 24-Hour Period (RG East) Figure 3-8. Rainfall Event Classification – 24-Hour Period (RG South) 1 2
5 10
0 1
2 3
4 5
6 Inches of Rain
1/19/24 - 1/25/24
1/30/24 - 2/8/24
2/16/24 - 2/22/24
2/29/24 - 3/4/24
Return Frequency
1-hr 2-hr 3-hr 6-hr 12-hr 24-hr
1 2
5 10
0 1
2 3
4 5
6 Inches of Rain
1/19/24 - 1/25/24
1/30/24 - 2/8/24
2/16/24 - 2/22/24
2/29/24 - 3/4/24
Return Frequency
1-hr 2-hr 3-hr 6-hr 12-hr 24-hr
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169, Rev01 19
Figure 3-9. Rainfall Event Classification - 24-Hour (RG North) Table 3-3. Rainfall Event Classification Summary
Rain Gauge
Rain Event #1
Classification
Rain Event #2
Classification
Rain Event #3
Classification
Rain Event #4
Classification
RG Central (WU) KCAFORTB86 <1-Yr, 6-Day 4-Yr, 8-Day 2-Yr, 4-Day <1-Yr, 4-Day RG NE (WU) KCAFORTB45 <1-Yr, 6-Day 4-Yr, 8-Day <1-Yr, 4-Day <1-Yr, 4-Day RG East (WU) KCAFORTB54 <1-Yr, 6-Day 6-Yr, 9-Day 2-Yr, 4-Day <1-Yr, 4-Day RG South (WU) KCAFORTB103 <1-Yr, 6-Day 1.5-Yr, 9-Day <1-Yr, 4-Day <1-Yr, 4-Day RG North (WU) KCAFORTB79 <1-Yr, 6-Day 5-Yr, 9-Day 1.5-Yr, 4-Day <1-Yr, 4-Day
3.1.3 Rain Gauge Triangulation Distribution
The rainfall affecting the sanitary sewer collection system basins must be calculated based on their proximity to the rain gauge locations. The mean precipitation for each site's upstream basin was calculated by taking data from the rain gauges and using the inverse distance weighting (IDW) method.
IDW is an interpolation method that assumes the influence of each rain gauge location diminishes with distance. The center of an upstream basin6 is identified, and a weighted triangulated average of the precipitation data from nearby rain gauge locations is taken. 6 Note that the full basin upstream of the site was used instead of the isolated basins as the rain data will be compared to the flow at each site
1 2
5 10
25 50
0 1
2 3
4 5
6 Inches of Rain
1/19/24 - 1/25/24
1/30/24 - 2/8/24
2/16/24 - 2/22/24
2/29/24 - 3/4/24
2/25/19 - 3/13/19
3/20/19 - 3/29/19
Return Frequency
1-hr 2-hr 3-hr 6-hr 12-hr 24-hr
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring V&A Project No. 23-0169, Rev01 20
The IDW function is as follows:
=
p
p
d
d weight d
1 1
)( ,
where: d = distance
p = power (p > 0)
The value of p is user-defined. The most common choice for hydrological studies of watershed areas is p = 2.
Figure 3-10 illustrates the IDW method with sample data. The rain gauge distribution, as calculated for each flow monitoring site, is shown in Table 3-4.
Figure 3-10. Rainfall Inverse Distance Weighting Method Table 3-4. Rain Gauge Distribution per Monitoring Site
Site RG Central RG NE RG East RG South RG North
FM-01 79.2% 3.3% 1.6% 0.0% 15.9%
FM-02 47.3% 28.2% 8.7% 4.3% 11.5%
FM-03 51.9% 23.9% 7.7% 3.8% 12.6%
FM-04 35.5% 36.5% 11.0% 5.8% 11.2%
FM-05 30.6% 39.7% 12.1% 6.8% 10.8%
FM-06 19.6% 52.8% 13.1% 6.9% 7.5%
FM-07 12.2% 50.8% 18.1% 12.9% 6.0%
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Results and Analysis V&A Project No. 23-0169, Rev01 21
3.2 Flow Monitoring
3.2.1 Average Flow Analysis
Average dry weather flow (ADWF) curves were established during dry days when I/I had the least impact on the baseline flow. Table 3-5 summarizes the dry weather flow data measured for this study. ADWF curves for each site can be found in Appendix A. Figure 3-11 shows a flow schematic of the average daily flows and levels. The following ADWF analysis results are noted:
No site showed an average dry weather flow level greater than 50% pipe full conditions (greater than
0.5 d/D).
Table 3-5. Dry Weather Flow
Monitored
Site
Sediment
(in.)
Average
d/D Ratio
Mon-Thu
ADWF
(MGD)
Friday
AWDF
(MGD)
Saturday
ADWF
(MGD)
Sunday
ADWF
(MGD)
Overall
ADWF
(MGD)
FM01 none 0.15 0.03 0.03 0.04 0.04 0.03
FM02 none 0.10 0.21 0.18 0.17 0.14 0.19
FM03 none 0.29 0.73 0.72 0.78 0.71 0.73
FM04 none 0.32 0.32 0.30 0.32 0.30 0.31
FM05 none 0.32 0.03 0.03 0.03 0.03 0.03
FM06 none 0.26 0.011 0.011 0.012 0.009 0.01
FM07 none 0.13 0.04 0.04 0.03 0.04 0.04
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Results and Analysis V&A Project No. 23-0169, Rev01 22
Figure 3-11 Average Dry Weather Flow (Flow Schematic)
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Results and Analysis V&A Project No. 23-0169, Rev01 23
3.2.2 Peak Measured Flows and Pipeline Capacity Analysis Peak measured flows and the hydraulic grade line data (flow depths) are important to understanding the capacity limitations of a collection system. The peak flows and flow levels are the peak measurements taken across the entirety of the flow monitoring period. For this study, peak flows and peak levels correspond to rainfall events. The following capacity analysis definitions will be used:
The Peaking Factor (PF) is defined as the peak measured flow divided by the average dry weather flow (ADWF). Peaking factors are influenced by many factors, including size and topography of the tributary area, flow attenuation, flow restrictions, characteristics of I/I entering the collection system, and hydraulic features such as pump stations.
For this report, PF > 7 is highlighted in RED7; however, the City should refer to City standards when evaluating peaking factors. Peaking factor data should be used at the discretion of the City Engineer.
d/D Ratio is the peak measured depth of flow (d) divided by the pipe diameter (D). The d/D ratio for each site is computed based on the maximum depth of flow for the study. Standards for d/D ratio vary from agency to agency but typically range between d/D ≤ 0.5 and d/D ≤ 0.75 For this report, d/D ratios > 0.75 are highlighted in RED; however, the City should refer to City standards when evaluating d/D ratios, to be used at the discretion of the City Engineer.
Table 3-6 summarizes the peak recorded flows, depths, d/D ratios, and peaking factors per site during the flow monitoring period. Capacity analysis data are presented on a site-by-site basis and represent the hydraulic conditions only at the site locations; hydraulic conditions in other areas of the collection system will differ. Figure 3-12 and Figure 3-13 show bar graph summaries of the peaking factors and d/D ratios, respectively. Figure 3-14 shows the schematic diagram of the peak measured flows in each section with peak flow levels.
The following capacity analysis results are noted:
Peaking Factors
Site FM-04, FM-06, and FM-07 had peaking factors > 7; These PFs appear to be due to wetweather response. It should be noted that FM-02 and FM-03 had peaking factors > 5, which may be considered above the standard for some collection systems and cities.
d/D Ratio:
d/D > 0.75: No sites had a dry weather d/D > 0.75. However, sites FM-03 and FM-04 both had d/D > 0.75 over the monitoring period due to Rain Event 2. Levels returned to baseline before the next rain event.
7 WEF Manual of Practice FD-6 and ASCE Manual No. 62 suggests typical peaking factor ratios range between 3 and 4, with higher values possibly indicative of pronounced I/I flows.
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Results and Analysis V&A Project No. 23-0169, Rev01 24
Table 3-6. Capacity Analysis Summary
Site
ADWF
(MGD)
Peak
Measured
Flow (MGD)
Peaking
Factor
Pipe
Diameter, D
(IN) Max Depth, d (IN)
Max d/D
Ratio
Surcharge
above pipe
crown (FT)
FM-01 0.034 0.16 4.6 12 2.81 0.23 n/a
FM-02 0.189 1.30 6.8 24 5.05 0.21 n/a
FM-03 0.732 4.39 6.0 20 44.08 2.20 2.01
FM-04 0.315 3.34 10.6 10 13.70 1.37 0.31
FM-05 0.032 0.09 2.7 6 2.68 0.45 n/a
FM-06 0.011 0.12 11.2 6 3.33 0.55 n/a
FM-07 0.038 0.39 10.3 12 4.05 0.34 n/a
Figure 3-12. Peaking Factors
0 2
4 6
8 10
12 FM-01FM-02FM-03FM-04FM-05FM-06FM-07
Peaking Factor
PF = 7
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Results and Analysis V&A Project No. 23-0169, Rev01 25
Figure 3-13. Capacity Summary: Max d/D Ratios
0.0 0.5
1.0 1.5
2.0 2.5
FM-01FM-02FM-03FM-04FM-05FM-06FM-07
d/D Ratio
Surcharged
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Results and Analysis V&A Project No. 23-0169, Rev01 26
Figure 3-14. Peak Measured Flow (Flow Schematic)
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Recommendations V&A Project No. 23-0169 27
4 Recommendations
V&A advises that future I/I reduction plans consider the following recommendations:
1. Master Plan and Model Implementation: This study focuses on inflow and infiltration generation; the study results can be used to update the master plan and compare with previous model assumptions and flow monitoring results.
2. Capacity Analysis: Two sites (FM-03 and FM-04) were surcharged during the monitoring period, approximately 2 feet above the pipe crown for FM-03 and 0.3 feet for FM-04. The following possible capacity concerns are noted:
a. Dry weather: No site showed an average flow level greater than 50% full pipe conditions (greater than 0.5 d/D).
b. Wet Weather: With the exception of sites FM-04, FM-06, and FM-07, wet weather peaking factors ranged from 2.7 to 6.8. This is typically considered to be within acceptable limits and no further action is recommended unless the City wishes to pursue I/I identification. It should be noted that while these limits may be within normally acceptable limits, higher intensity storms than those that occurred during the monitoring period could cause higher wet weather responses.
i. It should be noted that FM-02 and FM-03 had peaking factors > 5, which may be considered above the standard for some municipalities.
ii. Sites FM-04, FM-06, and FM-07 had peaking factors > 7; These PFs appear to be due to a wet-weather response. An investigation of I/I sources, and source disconnect / rehabilitation program, would be recommended in these basins.
3. I/I Investigation Methods: Potential I/I investigation methods include the following:
a. Smoke testing.
b. Manhole Inspection.
c. Private I/I and Building Evaluations
d. Mini-basin flow monitoring.
e. Night-time reconnaissance work is done to (1) investigate and determine direct point sources of inflow and (2) determine the areas and/or pipe reaches responsible for high levels of infiltration contribution.
f. CCTV inspection.
4. I/I Reduction Cost Effective Analysis: Follow I/I investigation, an evaluation can be conducted to determine which is more cost-effective: (1) elimination of priority sources of inflow/infiltration and systematically rehabilitating or replacing the faulty pipelines or (2) continued treatment of the additional rainfall-dependent I/I flow.
HDR Fort Bragg Wet Weather Open Channel Flow Monitoring Recommendations V&A Project No. 23-0169 A-1
Appendix A
Flow Monitoring Sites:
Data, Graphs, Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: FM-01
Location: Next to Pump Station off of 1184 N Main St
Sanitary Sewer Flow Monitoring
HDR | Fort Bragg, California
Vicinity Map: FM-01
Data Summary Report
January 03, 2024 - March 02, 2024
| FM-01 - 1
FM-01
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: Mnhl-Chnnl-4588
Measured Pipe Diameter: 12 inchesADWF: 0.034 mgdPeak Measured Flow: 0.157 mgd Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Next to Pump Station off of
1184 N Main St
Rim Elevation: 23 feet
Plan View
Coordinates: 123.8068° W, 39.4592° NExpected Pipe Diameter: 12 inchesSediment: None | FM-01 - 2
FM-01
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitored West Outlet Pipe
North Inlet Pipe
| FM-01 - 3
FM-01
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Northeast Inlet Pipe
East Inlet Pipe
| FM-01 - 4
FM-01
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information North Inside Drop
| FM-01 - 5
FM-01
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.010.020.030.040.050.060.070.08
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
Flow (MGal)
0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF
0.000.010.020.030.040.050.060.070.08
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend
0.000.010.020.030.040.050.060.070.08
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 26.36 inchesAvg Daily Flow: 0.039 MGal Peak Daily Flow: 0.074 MGal Min Daily Flow: 0.015 MGal | FM-01 - 6
FM-01
Flow Summary: 1/3/2024 to 2/1/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.050.100.150.200.25
Jan 03
(Wed)
Jan 04
(Thu)
Jan 05
(Fri)
Jan 06
(Sat)
Jan 07
(Sun)
Jan 08
(Mon)
Jan 09
(Tue)
Jan 10
(Wed)
Jan 11
(Thu)
Jan 12
(Fri)
Jan 13
(Sat)
Jan 14
(Sun)
Jan 15
(Mon)
Jan 16
(Tue)
Jan 17
(Wed)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.050.100.150.200.25
Jan 18
(Thu)
Jan 19
(Fri)
Jan 20
(Sat)
Jan 21
(Sun)
Jan 22
(Mon)
Jan 23
(Tue)
Jan 24
(Wed)
Jan 25
(Thu)
Jan 26
(Fri)
Jan 27
(Sat)
Jan 28
(Sun)
Jan 29
(Mon)
Jan 30
(Tue)
Jan 31
(Wed)
Feb 01
(Thu)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 14.41 inches Period Avg Flow: 0.038 mgd Period Peak Flow: 0.125 mgd Period Min Flow: 0.011 mgd | FM-01 - 7
FM-01
Flow Summary: 2/2/2024 to 3/2/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.050.100.150.200.25
Feb 02
(Fri)
Feb 03
(Sat)
Feb 04
(Sun)
Feb 05
(Mon)
Feb 06
(Tue)
Feb 07
(Wed)
Feb 08
(Thu)
Feb 09
(Fri)
Feb 10
(Sat)
Feb 11
(Sun)
Feb 12
(Mon)
Feb 13
(Tue)
Feb 14
(Wed)
Feb 15
(Thu)
Feb 16
(Fri)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.050.100.150.200.25
Feb 17
(Sat)
Feb 18
(Sun)
Feb 19
(Mon)
Feb 20
(Tue)
Feb 21
(Wed)
Feb 22
(Thu)
Feb 23
(Fri)
Feb 24
(Sat)
Feb 25
(Sun)
Feb 26
(Mon)
Feb 27
(Tue)
Feb 28
(Wed)
Feb 29
(Thu)
Mar 01
(Fri)
Mar 02
(Sat)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 12.25 inches Period Avg Flow: 0.039 mgd Period Peak Flow: 0.157 mgd Period Min Flow: 0.004 mgd | FM-01 - 8
FM-01
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.020.040.060.080.100.12
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day
0.034 mgd
ADWF:
| FM-01 - 9
FM-01
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 2.81 Peak d/D Ratio: 0.23 Pipe Diameter: 12 inches inches Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter 75% d/D 50% d/D 02468101214 01/03
01/05
01/07
01/09
01/11
01/13
01/15
01/17
01/19
01/21
01/23
01/25
01/27
01/29
01/31
Level (in)
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22
02/24
02/26
02/28
03/01
0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM-01 - 10
FM-01
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.050
0.100
0.150
0.200
0.250
01/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/01 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
Rainfall: 3.8 inches
Rain Event 1
0.000
0.020
0.040
0.060
0.080
0.100
0.120
01/1801/1901/2001/2101/2201/2301/2401/2501/26
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 3.80 inches)
0.082
2.24 Peak Flow:
PF:
Peak Level:
mgd
in
2.39 d/D Ratio: 0.19
Capacity
Peak I/I Rate: 0.050 mgd
Inflow / Infiltration
Total I/I: 29,000 gallons
| FM-01 - 11
FM-01
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.050
0.100
0.150
0.200
0.250
01/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/15 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 8.77 inches
Rain Event 2
0.000
0.020
0.040
0.060
0.080
0.100
0.120
0.140
0.160
0.180
01/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/11 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 8.77 inches)
0.157
2.81 Peak Flow:
PF:
Peak Level:
mgd
in
4.60 d/D Ratio: 0.23
Capacity
Peak I/I Rate: 0.134 mgd
Inflow / Infiltration
Total I/I: 193,000 gallons
| FM-01 - 12
FM-01
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.1
0.1 0.2
0.2 0.3
02/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/29 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 4.88 inches
Rain Event 3
0.0 0.0
0.0 0.1
0.1 0.1
0.1 0.1
0.2 02/1602/1702/1802/1902/2002/2102/2202/2302/24
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 4.88 inches)
0.11 2.38
Peak Flow:
PF:
Peak Level:
mgd
in
3.18 d/D Ratio: 0.20
Capacity
Peak I/I Rate: 0.08 mgd
Inflow / Infiltration
Total I/I: 56,000 gallons
| FM-01 - 13
FM-01
I/I Summary: Rain Event 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.1
0.1 0.2
0.2 0.3
02/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/2903/0103/02 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 2.29 inches
Rain Event 4
0.0 0.0
0.0 0.1
0.1 0.1
0.1 02/2802/2903/0103/0203/03
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 4 Detail Graph
Storm Event I/I Analysis (Rain = 2.29 inches)
0.10 2.29
Peak Flow:
PF:
Peak Level:
mgd
in
3.05 d/D Ratio: 0.19
Capacity
Peak I/I Rate: 0.09 mgd
Inflow / Infiltration
Total I/I: 12,000 gallons
| FM-01 - 14
FM-01
Weekly Level, Velocity and Flow Hydrographs
1/1/2024 to 1/8/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
1/1 1/2 1/3 1/4 1/5 1/6 1/7
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.83 inches Rain Flow ADWF
Avg Level: 1.83 in. Peak Level: 2.47 in. Min Level: 1.29 in.
Avg Velocity: 0.77 fps Peak Velocity: 1.66 fps Min Velocity: 0.38 fps Avg Flow: 0.039 mgd Peak Flow: 0.111 mgd Min Flow: 0.013 mgd | FM-01 - 15
FM-01
Weekly Level, Velocity and Flow Hydrographs
1/8/2024 to 1/15/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
1/8 1/9 1/10 1/11 1/12 1/13 1/14
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.94 inches Rain Flow ADWF
Avg Level: 1.90 in. Peak Level: 2.78 in. Min Level: 1.23 in.
Avg Velocity: 0.73 fps Peak Velocity: 1.54 fps Min Velocity: 0.42 fps Avg Flow: 0.041 mgd Peak Flow: 0.125 mgd Min Flow: 0.012 mgd | FM-01 - 16
FM-01
Weekly Level, Velocity and Flow Hydrographs
1/15/2024 to 1/22/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
1/15 1/16 1/17 1/18 1/19 1/20 1/21
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.52 inches Rain Flow ADWF
Avg Level: 1.82 in. Peak Level: 2.45 in. Min Level: 1.25 in.
Avg Velocity: 0.80 fps Peak Velocity: 1.37 fps Min Velocity: 0.43 fps Avg Flow: 0.040 mgd Peak Flow: 0.082 mgd Min Flow: 0.013 mgd | FM-01 - 17
FM-01
Weekly Level, Velocity and Flow Hydrographs
1/22/2024 to 1/29/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
1/22 1/23 1/24 1/25 1/26 1/27 1/28
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 1.25 inches Rain Flow ADWF
Avg Level: 1.75 in. Peak Level: 2.51 in. Min Level: 1.11 in.
Avg Velocity: 0.74 fps Peak Velocity: 1.43 fps Min Velocity: 0.34 fps Avg Flow: 0.035 mgd Peak Flow: 0.091 mgd Min Flow: 0.011 mgd | FM-01 - 18
FM-01
Weekly Level, Velocity and Flow Hydrographs
1/29/2024 to 2/5/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
1/29 1/30 1/31 2/1 2/2 2/3 2/4
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 7.78 inches Rain Flow ADWF
Avg Level: 1.78 in. Peak Level: 2.62 in. Min Level: 1.27 in.
Avg Velocity: 0.89 fps Peak Velocity: 1.48 fps Min Velocity: 0.45 fps Avg Flow: 0.043 mgd Peak Flow: 0.102 mgd Min Flow: 0.013 mgd | FM-01 - 19
FM-01
Weekly Level, Velocity and Flow Hydrographs
2/5/2024 to 2/12/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
2/5 2/6 2/7 2/8 2/9 2/10 2/11
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 1.02 inches Rain Flow ADWF
Avg Level: 1.99 in. Peak Level: 2.81 in. Min Level: 1.39 in.
Avg Velocity: 0.94 fps Peak Velocity: 1.74 fps Min Velocity: 0.28 fps Avg Flow: 0.054 mgd Peak Flow: 0.157 mgd Min Flow: 0.012 mgd | FM-01 - 20
FM-01
Weekly Level, Velocity and Flow Hydrographs
2/12/2024 to 2/19/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
2/12 2/13 2/14 2/15 2/16 2/17 2/18
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.33 inches Rain Flow ADWF
Avg Level: 1.68 in. Peak Level: 2.56 in. Min Level: 1.12 in.
Avg Velocity: 0.75 fps Peak Velocity: 1.70 fps Min Velocity: 0.28 fps Avg Flow: 0.035 mgd Peak Flow: 0.134 mgd Min Flow: 0.010 mgd | FM-01 - 21
FM-01
Weekly Level, Velocity and Flow Hydrographs
2/19/2024 to 2/26/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
2/19 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.04 inches Rain Flow ADWF
Avg Level: 1.71 in. Peak Level: 2.60 in. Min Level: 1.24 in.
Avg Velocity: 0.79 fps Peak Velocity: 1.77 fps Min Velocity: 0.31 fps Avg Flow: 0.038 mgd Peak Flow: 0.144 mgd Min Flow: 0.009 mgd | FM-01 - 22
FM-01
Weekly Level, Velocity and Flow Hydrographs
2/26/2024 to 3/4/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
2/26 2/27 2/28 2/29 3/1 3/2
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 1.94 inches Rain Flow ADWF
Avg Level: 1.45 in. Peak Level: 2.53 in. Min Level: 1.05 in.
Avg Velocity: 0.52 fps Peak Velocity: 1.70 fps Min Velocity: 0.20 fps Avg Flow: 0.021 mgd Peak Flow: 0.133 mgd Min Flow: 0.004 mgd | FM-01 - 23
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: FM-02
Location: Within Pump Station off of 398 W Elm St
Sanitary Sewer Flow Monitoring
HDR | Fort Bragg, California
Vicinity Map: FM-02
Data Summary Report
January 03, 2024 - March 02, 2024
| FM-02 - 1
FM-02
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: Mnhl-Chnnl-4058
Measured Pipe Diameter: 24 inchesADWF: 0.189 mgdPeak Measured Flow: 1.297 mgd Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Within Pump Station off of 398
W Elm St
Rim Elevation: 52 feet
Plan View
Coordinates: 123.8092° W, 39.4520° NExpected Pipe Diameter: 24 inchesSediment: None | FM-02 - 2
FM-02
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitored East Outlet Pipe
North Inlet Pipe
| FM-02 - 3
FM-02
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information West Inlet Pipe
| FM-02 - 4
FM-02
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.100.200.300.400.500.60
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
Flow (MGal)
0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF
0.000.100.200.300.400.500.60
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend
0.000.100.200.300.400.500.60
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 27.58 inchesAvg Daily Flow: 0.290 MGal Peak Daily Flow: 0.564 MGal Min Daily Flow: 0.129 MGal | FM-02 - 5
FM-02
Flow Summary: 1/3/2024 to 2/1/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.200.400.600.801.001.201.40
Jan 03
(Wed)
Jan 04
(Thu)
Jan 05
(Fri)
Jan 06
(Sat)
Jan 07
(Sun)
Jan 08
(Mon)
Jan 09
(Tue)
Jan 10
(Wed)
Jan 11
(Thu)
Jan 12
(Fri)
Jan 13
(Sat)
Jan 14
(Sun)
Jan 15
(Mon)
Jan 16
(Tue)
Jan 17
(Wed)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.200.400.600.801.001.201.40
Jan 18
(Thu)
Jan 19
(Fri)
Jan 20
(Sat)
Jan 21
(Sun)
Jan 22
(Mon)
Jan 23
(Tue)
Jan 24
(Wed)
Jan 25
(Thu)
Jan 26
(Fri)
Jan 27
(Sat)
Jan 28
(Sun)
Jan 29
(Mon)
Jan 30
(Tue)
Jan 31
(Wed)
Feb 01
(Thu)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 14.95 inches Period Avg Flow: 0.222 mgd Period Peak Flow: 1.297 mgd Period Min Flow: 0.023 mgd | FM-02 - 6
FM-02
Flow Summary: 2/2/2024 to 3/2/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.200.400.600.801.001.201.40
Feb 02
(Fri)
Feb 03
(Sat)
Feb 04
(Sun)
Feb 05
(Mon)
Feb 06
(Tue)
Feb 07
(Wed)
Feb 08
(Thu)
Feb 09
(Fri)
Feb 10
(Sat)
Feb 11
(Sun)
Feb 12
(Mon)
Feb 13
(Tue)
Feb 14
(Wed)
Feb 15
(Thu)
Feb 16
(Fri)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.200.400.600.801.001.201.40
Feb 17
(Sat)
Feb 18
(Sun)
Feb 19
(Mon)
Feb 20
(Tue)
Feb 21
(Wed)
Feb 22
(Thu)
Feb 23
(Fri)
Feb 24
(Sat)
Feb 25
(Sun)
Feb 26
(Mon)
Feb 27
(Tue)
Feb 28
(Wed)
Feb 29
(Thu)
Mar 01
(Fri)
Mar 02
(Sat)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 12.95 inches Period Avg Flow: 0.358 mgd Period Peak Flow: 1.021 mgd Period Min Flow: 0.048 mgd | FM-02 - 7
FM-02
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.050.100.150.200.250.300.350.400.450.50
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day
0.189 mgd
ADWF:
| FM-02 - 8
FM-02
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 5.05 Peak d/D Ratio: 0.21 Pipe Diameter: 24 inches inches Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter 75% d/D 50% d/D 051015202530 01/03
01/05
01/07
01/09
01/11
01/13
01/15
01/17
01/19
01/21
01/23
01/25
01/27
01/29
01/31
Level (in)
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22
02/24
02/26
02/28
03/01
0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM-02 - 9
FM-02
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.200
0.400
0.600
0.800
1.000
1.200
1.400
01/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/01 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
Rainfall: 3.98 inches
Rain Event 1
0.000
0.200
0.400
0.600
0.800
1.000
1.200
1.400
01/1801/1901/2001/2101/2201/2301/2401/2501/26
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 3.98 inches)
1.258
4.81 Peak Flow:
PF:
Peak Level:
mgd
in
6.64 d/D Ratio: 0.20
Capacity
Peak I/I Rate: 0.847 mgd
Inflow / Infiltration
Total I/I: 284,000 gallons
| FM-02 - 10
FM-02
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.200
0.400
0.600
0.800
1.000
1.200
1.400
01/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/15 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 9.11 inches
Rain Event 2
0.000
0.200
0.400
0.600
0.800
1.000
1.200
1.400
01/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/11 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 9.11 inches)
1.297
5.05 Peak Flow:
PF:
Peak Level:
mgd
in
6.85 d/D Ratio: 0.21
Capacity
Peak I/I Rate: 1.083 mgd
Inflow / Infiltration
Total I/I: 2,444,000 gallons
| FM-02 - 11
FM-02
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
02/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/29 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 4.98 inches
Rain Event 3
0.0 0.2
0.4 0.6
0.8 1.0
1.2 02/1602/1702/1802/1902/2002/2102/2202/2302/24
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 4.98 inches)
1.02 4.02
Peak Flow:
PF:
Peak Level:
mgd
in
5.39 d/D Ratio: 0.17
Capacity
Peak I/I Rate: 0.76 mgd
Inflow / Infiltration
Total I/I: 1,520,000 gallons
| FM-02 - 12
FM-02
I/I Summary: Rain Event 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
02/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/2903/0103/02 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 2.47 inches
Rain Event 4
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
02/2802/2903/0103/0203/03
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 4 Detail Graph
Storm Event I/I Analysis (Rain = 2.47 inches)
0.65 3.37
Peak Flow:
PF:
Peak Level:
mgd
in
3.41 d/D Ratio: 0.14
Capacity
Peak I/I Rate: 0.41 mgd
Inflow / Infiltration
Total I/I: 224,000 gallons
| FM-02 - 13
FM-02
Weekly Level, Velocity and Flow Hydrographs
1/1/2024 to 1/8/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 1.0
2.0 3.0
4.0 5.0
6.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
Vel oci ty (fps)
Vel
0.00 0.20
0.40 0.60
0.80 1.00
1.20 1.40
1/1 1/2 1/3 1/4 1/5 1/6 1/7
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.86 inches Rain Flow ADWF
Avg Level: 2.22 in. Peak Level: 3.38 in. Min Level: 1.47 in.
Avg Velocity: 1.66 fps Peak Velocity: 2.88 fps Min Velocity: 0.39 fps Avg Flow: 0.170 mgd Peak Flow: 0.471 mgd Min Flow: 0.023 mgd | FM-02 - 14
FM-02
Weekly Level, Velocity and Flow Hydrographs
1/8/2024 to 1/15/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 1.0
2.0 3.0
4.0 5.0
6.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
Vel oci ty (fps)
Vel
0.00 0.20
0.40 0.60
0.80 1.00
1.20 1.40
1/8 1/9 1/10 1/11 1/12 1/13 1/14
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 4.09 inches Rain Flow ADWF
Avg Level: 2.41 in. Peak Level: 4.42 in. Min Level: 1.53 in.
Avg Velocity: 1.85 fps Peak Velocity: 3.68 fps Min Velocity: 0.42 fps Avg Flow: 0.212 mgd Peak Flow: 0.946 mgd Min Flow: 0.023 mgd | FM-02 - 15
FM-02
Weekly Level, Velocity and Flow Hydrographs
1/15/2024 to 1/22/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 1.0
2.0 3.0
4.0 5.0
6.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
Vel oci ty (fps)
Vel
0.00 0.20
0.40 0.60
0.80 1.00
1.20 1.40
1/15 1/16 1/17 1/18 1/19 1/20 1/21
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.76 inches Rain Flow ADWF
Avg Level: 2.46 in. Peak Level: 4.81 in. Min Level: 1.48 in.
Avg Velocity: 1.85 fps Peak Velocity: 5.17 fps Min Velocity: 0.52 fps Avg Flow: 0.221 mgd Peak Flow: 1.257 mgd Min Flow: 0.029 mgd | FM-02 - 16
FM-02
Weekly Level, Velocity and Flow Hydrographs
1/22/2024 to 1/29/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 1.0
2.0 3.0
4.0 5.0
6.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
Vel oci ty (fps)
Vel
0.00 0.20
0.40 0.60
0.80 1.00
1.20 1.40
1/22 1/23 1/24 1/25 1/26 1/27 1/28
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 1.23 inches Rain Flow ADWF
Avg Level: 2.60 in. Peak Level: 3.66 in. Min Level: 2.06 in.
Avg Velocity: 1.77 fps Peak Velocity: 3.06 fps Min Velocity: 0.79 fps Avg Flow: 0.220 mgd Peak Flow: 0.538 mgd Min Flow: 0.081 mgd | FM-02 - 17
FM-02
Weekly Level, Velocity and Flow Hydrographs
1/29/2024 to 2/5/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 1.0
2.0 3.0
4.0 5.0
6.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
Vel oci ty (fps)
Vel
0.00 0.20
0.40 0.60
0.80 1.00
1.20 1.40
1/29 1/30 1/31 2/1 2/2 2/3 2/4
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 8.18 inches Rain Flow ADWF
Avg Level: 2.92 in. Peak Level: 4.62 in. Min Level: 1.81 in.
Avg Velocity: 2.12 fps Peak Velocity: 6.34 fps Min Velocity: 0.63 fps Avg Flow: 0.321 mgd Peak Flow: 1.297 mgd Min Flow: 0.044 mgd | FM-02 - 18
FM-02
Weekly Level, Velocity and Flow Hydrographs
2/5/2024 to 2/12/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 1.0
2.0 3.0
4.0 5.0
6.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
Vel oci ty (fps)
Vel
0.00 0.20
0.40 0.60
0.80 1.00
1.20 1.40
2/5 2/6 2/7 2/8 2/9 2/10 2/11
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.98 inches Rain Flow ADWF
Avg Level: 3.31 in. Peak Level: 5.05 in. Min Level: 2.42 in.
Avg Velocity: 2.58 fps Peak Velocity: 3.88 fps Min Velocity: 0.73 fps Avg Flow: 0.448 mgd Peak Flow: 0.834 mgd Min Flow: 0.078 mgd | FM-02 - 19
FM-02
Weekly Level, Velocity and Flow Hydrographs
2/12/2024 to 2/19/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 1.0
2.0 3.0
4.0 5.0
6.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
Vel oci ty (fps)
Vel
0.00 0.20
0.40 0.60
0.80 1.00
1.20 1.40
2/12 2/13 2/14 2/15 2/16 2/17 2/18
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.72 inches Rain Flow ADWF
Avg Level: 2.84 in. Peak Level: 3.87 in. Min Level: 2.07 in.
Avg Velocity: 2.14 fps Peak Velocity: 3.69 fps Min Velocity: 0.55 fps Avg Flow: 0.304 mgd Peak Flow: 0.691 mgd Min Flow: 0.061 mgd | FM-02 - 20
FM-02
Weekly Level, Velocity and Flow Hydrographs
2/19/2024 to 2/26/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 1.0
2.0 3.0
4.0 5.0
6.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
Vel oci ty (fps)
Vel
0.00 0.20
0.40 0.60
0.80 1.00
1.20 1.40
2/19 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.99 inches Rain Flow ADWF
Avg Level: 3.11 in. Peak Level: 4.02 in. Min Level: 2.53 in.
Avg Velocity: 2.54 fps Peak Velocity: 6.33 fps Min Velocity: 0.86 fps Avg Flow: 0.397 mgd Peak Flow: 1.021 mgd Min Flow: 0.107 mgd | FM-02 - 21
FM-02
Weekly Level, Velocity and Flow Hydrographs
2/26/2024 to 3/4/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 1.0
2.0 3.0
4.0 5.0
6.0 Mon Tue Wed Thu Fri Sat
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
Vel oci ty (fps)
Vel
0.00 0.20
0.40 0.60
0.80 1.00
1.20 1.40
2/26 2/27 2/28 2/29 3/1 3/2
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.08 inches Rain Flow ADWF
Avg Level: 2.89 in. Peak Level: 3.80 in. Min Level: 2.42 in.
Avg Velocity: 1.95 fps Peak Velocity: 4.94 fps Min Velocity: 0.37 fps Avg Flow: 0.279 mgd Peak Flow: 0.647 mgd Min Flow: 0.048 mgd | FM-02 - 22
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: FM-03
Location: Chief Celeri Dr x E Alder St
Sanitary Sewer Flow Monitoring
HDR | Fort Bragg, California
Vicinity Map: FM-03
Data Summary Report
January 03, 2024 - March 02, 2024
| FM-03 - 1
FM-03
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: Mnhl-Chnnl-4112
Measured Pipe Diameter: 20 inchesADWF: 0.732 mgdPeak Measured Flow: 4.394 mgd Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Chief Celeri Dr x E Alder StRim Elevation: 65 feet Plan View
Coordinates: 123.8067° W, 39.4430° NExpected Pipe Diameter: 18 inchesSediment: None | FM-03 - 2
FM-03
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information South Outlet Pipe
Monitored East Inlet Pipe
| FM-03 - 3
FM-03
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information North Inlet Pipe
| FM-03 - 4
FM-03
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.501.001.502.002.503.003.50
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
Flow (MGal)
0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF
0.000.501.001.502.002.503.003.50
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend
0.000.501.001.502.002.503.003.50
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 27.38 inchesAvg Daily Flow: 1.432 MGal Peak Daily Flow: 2.937 MGal Min Daily Flow: 0.713 MGal | FM-03 - 5
FM-03
Flow Summary: 1/3/2024 to 2/1/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.501.001.502.002.503.003.504.004.505.00
Jan 03
(Wed)
Jan 04
(Thu)
Jan 05
(Fri)
Jan 06
(Sat)
Jan 07
(Sun)
Jan 08
(Mon)
Jan 09
(Tue)
Jan 10
(Wed)
Jan 11
(Thu)
Jan 12
(Fri)
Jan 13
(Sat)
Jan 14
(Sun)
Jan 15
(Mon)
Jan 16
(Tue)
Jan 17
(Wed)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.501.001.502.002.503.003.504.004.505.00
Jan 18
(Thu)
Jan 19
(Fri)
Jan 20
(Sat)
Jan 21
(Sun)
Jan 22
(Mon)
Jan 23
(Tue)
Jan 24
(Wed)
Jan 25
(Thu)
Jan 26
(Fri)
Jan 27
(Sat)
Jan 28
(Sun)
Jan 29
(Mon)
Jan 30
(Tue)
Jan 31
(Wed)
Feb 01
(Thu)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 14.87 inches Period Avg Flow: 1.157 mgd Period Peak Flow: 4.394 mgd Period Min Flow: 0.491 mgd | FM-03 - 6
FM-03
Flow Summary: 2/2/2024 to 3/2/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.501.001.502.002.503.003.504.004.505.00
Feb 02
(Fri)
Feb 03
(Sat)
Feb 04
(Sun)
Feb 05
(Mon)
Feb 06
(Tue)
Feb 07
(Wed)
Feb 08
(Thu)
Feb 09
(Fri)
Feb 10
(Sat)
Feb 11
(Sun)
Feb 12
(Mon)
Feb 13
(Tue)
Feb 14
(Wed)
Feb 15
(Thu)
Feb 16
(Fri)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.501.001.502.002.503.003.504.004.505.00
Feb 17
(Sat)
Feb 18
(Sun)
Feb 19
(Mon)
Feb 20
(Tue)
Feb 21
(Wed)
Feb 22
(Thu)
Feb 23
(Fri)
Feb 24
(Sat)
Feb 25
(Sun)
Feb 26
(Mon)
Feb 27
(Tue)
Feb 28
(Wed)
Feb 29
(Thu)
Mar 01
(Fri)
Mar 02
(Sat)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 12.83 inches Period Avg Flow: 1.710 mgd Period Peak Flow: 3.516 mgd Period Min Flow: 0.646 mgd | FM-03 - 7
FM-03
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.200.400.600.801.001.201.401.60
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day
0.732 mgd
ADWF:
| FM-03 - 8
FM-03
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Surcharged 24.1 inches over crown
Peak Measured Level: 44.1Peak d/D Ratio: 2.20Pipe Diameter: 20 inches inches
Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter
75% d/D
50% d/D
0 102030405060
01/03
01/05
01/07
01/09
01/11
01/13
01/15
01/17
01/19
01/21
01/23
01/25
01/27
01/29
01/31
Level (in)
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22
02/24
02/26
02/28
03/01
0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM-03 - 9
FM-03
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
1.000
2.000
3.000
4.000
5.000
01/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/01 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
Rainfall: 3.95 inches
Rain Event 1
0.000
0.500
1.000
1.500
2.000
2.500
3.000
3.500
01/1801/1901/2001/2101/2201/2301/2401/2501/26
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 3.95 inches)
3.043
14.60 Peak Flow:
PF:
Peak Level:
mgd
in
4.16 d/D Ratio: 0.73
Capacity
Peak I/I Rate: 2.067 mgd
Inflow / Infiltration
Total I/I: 4,712,000 gallons
| FM-03 - 10
FM-03
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
1.000
2.000
3.000
4.000
5.000
01/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/15 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 9.06 inches
Rain Event 2
0.000
0.500
1.000
1.500
2.000
2.500
3.000
3.500
4.000
4.500
5.000
01/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/11 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 9.06 inches)
4.394
44.08 Peak Flow:
PF:
Peak Level:
mgd
in
6.01 d/D Ratio: 2.20
Capacity
Peak I/I Rate: 3.559 mgd
Inflow / Infiltration
Total I/I: 15,572,000 gallons
| FM-03 - 11
FM-03
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 1.0
2.0 3.0
4.0 5.0
02/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/29 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 4.96 inches
Rain Event 3
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
02/1602/1702/1802/1902/2002/2102/2202/2302/24
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 4.96 inches)
3.21 18.53
Peak Flow:
PF:
Peak Level:
mgd
in
4.39 d/D Ratio: 0.93
Capacity
Peak I/I Rate: 2.43 mgd
Inflow / Infiltration
Total I/I: 8,790,000 gallons
| FM-03 - 12
FM-03
I/I Summary: Rain Event 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 1.0
2.0 3.0
4.0 5.0
02/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/2903/0103/02 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 2.44 inches
Rain Event 4
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 02/2802/2903/0103/0203/03
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 4 Detail Graph
Storm Event I/I Analysis (Rain = 2.44 inches)
1.86 9.39
Peak Flow:
PF:
Peak Level:
mgd
in
2.54 d/D Ratio: 0.47
Capacity
Peak I/I Rate: 1.23 mgd
Inflow / Infiltration
Total I/I: 1,880,000 gallons
| FM-03 - 13
FM-03
Weekly Level, Velocity and Flow Hydrographs
1/1/2024 to 1/8/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
40.0 45.0
50.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 4.50
5.00 1/1 1/2 1/3 1/4 1/5 1/6 1/7
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.85 inches Rain Flow ADWF
Avg Level: 5.92 in. Peak Level: 8.07 in. Min Level: 5.19 in.
Avg Velocity: 2.17 fps Peak Velocity: 2.98 fps Min Velocity: 1.50 fps Avg Flow: 0.772 mgd Peak Flow: 1.565 mgd Min Flow: 0.496 mgd | FM-03 - 14
FM-03
Weekly Level, Velocity and Flow Hydrographs
1/8/2024 to 1/15/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
40.0 45.0
50.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 4.50
5.00 1/8 1/9 1/10 1/11 1/12 1/13 1/14
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 4.07 inches Rain Flow ADWF
Avg Level: 6.40 in. Peak Level: 12.28 in. Min Level: 5.12 in.
Avg Velocity: 2.27 fps Peak Velocity: 3.04 fps Min Velocity: 1.42 fps Avg Flow: 0.921 mgd Peak Flow: 2.466 mgd Min Flow: 0.491 mgd | FM-03 - 15
FM-03
Weekly Level, Velocity and Flow Hydrographs
1/15/2024 to 1/22/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
40.0 45.0
50.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 4.50
5.00 1/15 1/16 1/17 1/18 1/19 1/20 1/21
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.72 inches Rain Flow ADWF
Avg Level: 7.23 in. Peak Level: 14.60 in. Min Level: 5.75 in.
Avg Velocity: 2.51 fps Peak Velocity: 3.09 fps Min Velocity: 1.38 fps Avg Flow: 1.182 mgd Peak Flow: 3.043 mgd Min Flow: 0.491 mgd | FM-03 - 16
FM-03
Weekly Level, Velocity and Flow Hydrographs
1/22/2024 to 1/29/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
40.0 45.0
50.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 4.50
5.00 1/22 1/23 1/24 1/25 1/26 1/27 1/28
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 1.23 inches Rain Flow ADWF
Avg Level: 7.36 in. Peak Level: 10.65 in. Min Level: 5.77 in.
Avg Velocity: 2.75 fps Peak Velocity: 3.24 fps Min Velocity: 1.87 fps Avg Flow: 1.311 mgd Peak Flow: 2.335 mgd Min Flow: 0.647 mgd | FM-03 - 17
FM-03
Weekly Level, Velocity and Flow Hydrographs
1/29/2024 to 2/5/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
40.0 45.0
50.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 4.50
5.00 1/29 1/30 1/31 2/1 2/2 2/3 2/4
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 8.12 inches Rain Flow ADWF
Avg Level: 11.05 in. Peak Level: 44.08 in. Min Level: 5.51 in.
Avg Velocity: 2.60 fps Peak Velocity: 3.12 fps Min Velocity: 1.30 fps Avg Flow: 1.845 mgd Peak Flow: 4.394 mgd Min Flow: 0.641 mgd | FM-03 - 18
FM-03
Weekly Level, Velocity and Flow Hydrographs
2/5/2024 to 2/12/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
40.0 45.0
50.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 4.50
5.00 2/5 2/6 2/7 2/8 2/9 2/10 2/11
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.99 inches Rain Flow ADWF
Avg Level: 10.68 in. Peak Level: 25.96 in. Min Level: 6.20 in.
Avg Velocity: 2.73 fps Peak Velocity: 2.97 fps Min Velocity: 2.11 fps Avg Flow: 2.018 mgd Peak Flow: 3.516 mgd Min Flow: 1.007 mgd | FM-03 - 19
FM-03
Weekly Level, Velocity and Flow Hydrographs
2/12/2024 to 2/19/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
40.0 45.0
50.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 4.50
5.00 2/12 2/13 2/14 2/15 2/16 2/17 2/18
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.66 inches Rain Flow ADWF
Avg Level: 7.89 in. Peak Level: 13.35 in. Min Level: 5.20 in.
Avg Velocity: 2.78 fps Peak Velocity: 2.98 fps Min Velocity: 2.19 fps Avg Flow: 1.448 mgd Peak Flow: 2.652 mgd Min Flow: 0.646 mgd | FM-03 - 20
FM-03
Weekly Level, Velocity and Flow Hydrographs
2/19/2024 to 2/26/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
40.0 45.0
50.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 4.50
5.00 2/19 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.00 inches Rain Flow ADWF
Avg Level: 9.75 in. Peak Level: 18.53 in. Min Level: 6.31 in.
Avg Velocity: 2.78 fps Peak Velocity: 3.03 fps Min Velocity: 2.26 fps Avg Flow: 1.885 mgd Peak Flow: 3.210 mgd Min Flow: 1.029 mgd | FM-03 - 21
FM-03
Weekly Level, Velocity and Flow Hydrographs
2/26/2024 to 3/4/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 5.0
10.0 15.0
20.0 25.0
30.0 35.0
40.0 45.0
50.0 Mon Tue Wed Thu Fri Sat
Level (i n)
Lev
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 4.50
5.00 2/26 2/27 2/28 2/29 3/1 3/2
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.06 inches Rain Flow ADWF
Avg Level: 7.22 in. Peak Level: 9.39 in. Min Level: 5.65 in.
Avg Velocity: 2.78 fps Peak Velocity: 2.95 fps Min Velocity: 2.48 fps Avg Flow: 1.279 mgd Peak Flow: 1.861 mgd Min Flow: 0.835 mgd | FM-03 - 22
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: FM-04
Location: E Oak St x W Whipple St
Sanitary Sewer Flow Monitoring
HDR | Fort Bragg, California
Vicinity Map: FM-04
Data Summary Report
January 03, 2024 - March 02, 2024
| FM-04 - 1
FM-04
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: Mnhl-Chnnl-4125
Measured Pipe Diameter: 10 inchesADWF: 0.315 mgdPeak Measured Flow: 3.343 mgd Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: E Oak St x W Whipple StRim Elevation: 107 feet Plan View
Coordinates: 123.8014° W, 39.4417° NExpected Pipe Diameter: 6 inchesSediment: None | FM-04 - 2
FM-04
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information West Outlet Pipe
Monitored East Inlet Pipe
| FM-04 - 3
FM-04
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Southeast Inlet Pipe
| FM-04 - 4
FM-04
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.200.400.600.801.001.201.401.601.80
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
Flow (MGal)
0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF
0.000.200.400.600.801.001.201.401.601.80
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend
0.000.200.400.600.801.001.201.401.601.80
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 27.96 inchesAvg Daily Flow: 0.632 MGal Peak Daily Flow: 1.604 MGal Min Daily Flow: 0.258 MGal | FM-04 - 5
FM-04
Flow Summary: 1/3/2024 to 2/1/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.501.001.502.002.503.003.50
Jan 03
(Wed)
Jan 04
(Thu)
Jan 05
(Fri)
Jan 06
(Sat)
Jan 07
(Sun)
Jan 08
(Mon)
Jan 09
(Tue)
Jan 10
(Wed)
Jan 11
(Thu)
Jan 12
(Fri)
Jan 13
(Sat)
Jan 14
(Sun)
Jan 15
(Mon)
Jan 16
(Tue)
Jan 17
(Wed)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.501.001.502.002.503.003.50
Jan 18
(Thu)
Jan 19
(Fri)
Jan 20
(Sat)
Jan 21
(Sun)
Jan 22
(Mon)
Jan 23
(Tue)
Jan 24
(Wed)
Jan 25
(Thu)
Jan 26
(Fri)
Jan 27
(Sat)
Jan 28
(Sun)
Jan 29
(Mon)
Jan 30
(Tue)
Jan 31
(Wed)
Feb 01
(Thu)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 15.12 inches Period Avg Flow: 0.613 mgd Period Peak Flow: 3.278 mgd Period Min Flow: 0.177 mgd | FM-04 - 6
FM-04
Flow Summary: 2/2/2024 to 3/2/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.501.001.502.002.503.003.504.00
Feb 02
(Fri)
Feb 03
(Sat)
Feb 04
(Sun)
Feb 05
(Mon)
Feb 06
(Tue)
Feb 07
(Wed)
Feb 08
(Thu)
Feb 09
(Fri)
Feb 10
(Sat)
Feb 11
(Sun)
Feb 12
(Mon)
Feb 13
(Tue)
Feb 14
(Wed)
Feb 15
(Thu)
Feb 16
(Fri)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.501.001.502.002.503.003.50
Feb 17
(Sat)
Feb 18
(Sun)
Feb 19
(Mon)
Feb 20
(Tue)
Feb 21
(Wed)
Feb 22
(Thu)
Feb 23
(Fri)
Feb 24
(Sat)
Feb 25
(Sun)
Feb 26
(Mon)
Feb 27
(Tue)
Feb 28
(Wed)
Feb 29
(Thu)
Mar 01
(Fri)
Mar 02
(Sat)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 13.16 inches Period Avg Flow: 0.655 mgd Period Peak Flow: 3.343 mgd Period Min Flow: 0.156 mgd | FM-04 - 7
FM-04
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.100.200.300.400.500.60
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day
0.315 mgd
ADWF:
| FM-04 - 8
FM-04
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Surcharged 3.7 inches over crown
Peak Measured Level: 13.7Peak d/D Ratio: 1.37Pipe Diameter: 10 inches inches
Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter
75% d/D
50% d/D
02468
1012141618
01/03
01/05
01/07
01/09
01/11
01/13
01/15
01/17
01/19
01/21
01/23
01/25
01/27
01/29
01/31
Level (in)
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22
02/24
02/26
02/28
03/01
0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM-04 - 9
FM-04
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.500
1.000
1.500
2.000
2.500
3.000
3.500
01/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/01 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
Rainfall: 4.04 inches
Rain Event 1
0.000
0.500
1.000
1.500
2.000
2.500
3.000
3.500
01/1801/1901/2001/2101/2201/2301/2401/2501/26
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 4.04 inches)
2.867
7.22 Peak Flow:
PF:
Peak Level:
mgd
in
9.10 d/D Ratio: 0.72
Capacity
Peak I/I Rate: 2.416 mgd
Inflow / Infiltration
Total I/I: 3,316,000 gallons
| FM-04 - 10
FM-04
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.500
1.000
1.500
2.000
2.500
3.000
3.500
4.000
01/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/15 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 9.22 inches
Rain Event 2
0.000
0.500
1.000
1.500
2.000
2.500
3.000
3.500
4.000
01/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/11 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 9.22 inches)
3.343
13.70 Peak Flow:
PF:
Peak Level:
mgd
in
10.62 d/D Ratio: 1.37
Capacity
Peak I/I Rate: 3.108 mgd
Inflow / Infiltration
Total I/I: 6,999,000 gallons
| FM-04 - 11
FM-04
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 02/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/29 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 5 inches
Rain Event 3
0.0 0.5
1.0 1.5
2.0 2.5
3.0 02/1602/1702/1802/1902/2002/2102/2202/2302/24
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 5.00 inches)
2.57 11.09
Peak Flow:
PF:
Peak Level:
mgd
in
8.15 d/D Ratio: 1.11
Capacity
Peak I/I Rate: 2.17 mgd
Inflow / Infiltration
Total I/I: 3,114,000 gallons
| FM-04 - 12
FM-04
I/I Summary: Rain Event 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
02/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/2903/0103/02 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 2.54 inches
Rain Event 4
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 02/2802/2903/0103/0203/03
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 4 Detail Graph
Storm Event I/I Analysis (Rain = 2.54 inches)
1.46 5.40
Peak Flow:
PF:
Peak Level:
mgd
in
4.63 d/D Ratio: 0.54
Capacity
Peak I/I Rate: 1.14 mgd
Inflow / Infiltration
Total I/I: 877,000 gallons
| FM-04 - 13
FM-04
Weekly Level, Velocity and Flow Hydrographs
1/1/2024 to 1/8/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 2.0
4.0 6.0
8.0 10.0
12.0 14.0
16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
8.0 9.0
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
1/1 1/2 1/3 1/4 1/5 1/6 1/7
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.87 inches Rain Flow ADWF
Avg Level: 3.19 in. Peak Level: 3.80 in. Min Level: 2.79 in.
Avg Velocity: 2.21 fps Peak Velocity: 3.25 fps Min Velocity: 1.81 fps Avg Flow: 0.325 mgd Peak Flow: 0.605 mgd Min Flow: 0.215 mgd | FM-04 - 14
FM-04
Weekly Level, Velocity and Flow Hydrographs
1/8/2024 to 1/15/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 2.0
4.0 6.0
8.0 10.0
12.0 14.0
16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
8.0 9.0
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
1/8 1/9 1/10 1/11 1/12 1/13 1/14
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 4.14 inches Rain Flow ADWF
Avg Level: 3.58 in. Peak Level: 6.52 in. Min Level: 2.67 in.
Avg Velocity: 2.79 fps Peak Velocity: 8.30 fps Min Velocity: 1.68 fps Avg Flow: 0.558 mgd Peak Flow: 2.857 mgd Min Flow: 0.202 mgd | FM-04 - 15
FM-04
Weekly Level, Velocity and Flow Hydrographs
1/15/2024 to 1/22/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 2.0
4.0 6.0
8.0 10.0
12.0 14.0
16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
8.0 9.0
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
1/15 1/16 1/17 1/18 1/19 1/20 1/21
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.83 inches Rain Flow ADWF
Avg Level: 4.13 in. Peak Level: 7.22 in. Min Level: 3.10 in.
Avg Velocity: 3.11 fps Peak Velocity: 6.61 fps Min Velocity: 1.94 fps Avg Flow: 0.702 mgd Peak Flow: 2.867 mgd Min Flow: 0.270 mgd | FM-04 - 16
FM-04
Weekly Level, Velocity and Flow Hydrographs
1/22/2024 to 1/29/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 2.0
4.0 6.0
8.0 10.0
12.0 14.0
16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
8.0 9.0
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
1/22 1/23 1/24 1/25 1/26 1/27 1/28
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 1.22 inches Rain Flow ADWF
Avg Level: 4.12 in. Peak Level: 5.35 in. Min Level: 3.08 in.
Avg Velocity: 2.84 fps Peak Velocity: 4.15 fps Min Velocity: 1.68 fps Avg Flow: 0.617 mgd Peak Flow: 1.219 mgd Min Flow: 0.242 mgd | FM-04 - 17
FM-04
Weekly Level, Velocity and Flow Hydrographs
1/29/2024 to 2/5/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 2.0
4.0 6.0
8.0 10.0
12.0 14.0
16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
8.0 9.0
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
1/29 1/30 1/31 2/1 2/2 2/3 2/4
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 8.30 inches Rain Flow ADWF
Avg Level: 5.62 in. Peak Level: 12.82 in. Min Level: 2.84 in.
Avg Velocity: 2.65 fps Peak Velocity: 5.46 fps Min Velocity: 1.42 fps Avg Flow: 0.935 mgd Peak Flow: 3.278 mgd Min Flow: 0.177 mgd | FM-04 - 18
FM-04
Weekly Level, Velocity and Flow Hydrographs
2/5/2024 to 2/12/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 2.0
4.0 6.0
8.0 10.0
12.0 14.0
16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
8.0 9.0
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 2/5 2/6 2/7 2/8 2/9 2/10 2/11
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.97 inches Rain Flow ADWF
Avg Level: 5.57 in. Peak Level: 13.70 in. Min Level: 3.41 in.
Avg Velocity: 2.18 fps Peak Velocity: 3.25 fps Min Velocity: 1.53 fps Avg Flow: 0.715 mgd Peak Flow: 3.343 mgd Min Flow: 0.275 mgd | FM-04 - 19
FM-04
Weekly Level, Velocity and Flow Hydrographs
2/12/2024 to 2/19/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 2.0
4.0 6.0
8.0 10.0
12.0 14.0
16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
8.0 9.0
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
2/12 2/13 2/14 2/15 2/16 2/17 2/18
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.85 inches Rain Flow ADWF
Avg Level: 4.30 in. Peak Level: 6.83 in. Min Level: 3.03 in.
Avg Velocity: 2.59 fps Peak Velocity: 5.28 fps Min Velocity: 1.50 fps Avg Flow: 0.612 mgd Peak Flow: 2.111 mgd Min Flow: 0.236 mgd | FM-04 - 20
FM-04
Weekly Level, Velocity and Flow Hydrographs
2/19/2024 to 2/26/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 2.0
4.0 6.0
8.0 10.0
12.0 14.0
16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
8.0 9.0
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
2/19 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.97 inches Rain Flow ADWF
Avg Level: 5.20 in. Peak Level: 11.09 in. Min Level: 3.42 in.
Avg Velocity: 2.21 fps Peak Velocity: 3.94 fps Min Velocity: 1.51 fps Avg Flow: 0.663 mgd Peak Flow: 2.567 mgd Min Flow: 0.251 mgd | FM-04 - 21
FM-04
Weekly Level, Velocity and Flow Hydrographs
2/26/2024 to 3/4/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 2.0
4.0 6.0
8.0 10.0
12.0 14.0
16.0 Mon Tue Wed Thu Fri Sat
Level (i n)
Lev
0.0 1.0
2.0 3.0
4.0 5.0
6.0 7.0
8.0 9.0
Vel oci ty (fps)
Vel
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
2/26 2/27 2/28 2/29 3/1 3/2
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.13 inches Rain Flow ADWF
Avg Level: 3.83 in. Peak Level: 5.40 in. Min Level: 2.84 in.
Avg Velocity: 2.23 fps Peak Velocity: 5.28 fps Min Velocity: 1.27 fps Avg Flow: 0.445 mgd Peak Flow: 1.459 mgd Min Flow: 0.156 mgd | FM-04 - 22
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: FM-05
Location: 246 Maple St
Sanitary Sewer Flow Monitoring
HDR | Fort Bragg, California
Vicinity Map: FM-05
Data Summary Report
January 03, 2024 - March 02, 2024
| FM-05 - 1
FM-05
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: Mnhl-Chnnl-4117
Measured Pipe Diameter: 6 inchesADWF: 0.032 mgdPeak Measured Flow: 0.087 mgd Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: 246 Maple StRim Elevation: 84 feet
Plan View
Coordinates: 123.8040° W, 39.4392° NExpected Pipe Diameter: 6 inchesSediment: None | FM-05 - 2
FM-05
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information West Outlet Pipe
North Inlet Pipe
| FM-05 - 3
FM-05
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Northeast Inlet Pipe
Monitored Southeast Inlet Pipe
| FM-05 - 4
FM-05
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.010.020.030.040.050.06
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
Flow (MGal)
0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF
0.000.010.020.030.040.050.06
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend
0.000.010.020.030.040.050.06
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 28.13 inchesAvg Daily Flow: 0.037 MGal Peak Daily Flow: 0.052 MGal Min Daily Flow: 0.028 MGal | FM-05 - 5
FM-05
Flow Summary: 1/3/2024 to 2/1/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.020.040.060.080.100.12
Jan 03
(Wed)
Jan 04
(Thu)
Jan 05
(Fri)
Jan 06
(Sat)
Jan 07
(Sun)
Jan 08
(Mon)
Jan 09
(Tue)
Jan 10
(Wed)
Jan 11
(Thu)
Jan 12
(Fri)
Jan 13
(Sat)
Jan 14
(Sun)
Jan 15
(Mon)
Jan 16
(Tue)
Jan 17
(Wed)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.020.040.060.080.100.12
Jan 18
(Thu)
Jan 19
(Fri)
Jan 20
(Sat)
Jan 21
(Sun)
Jan 22
(Mon)
Jan 23
(Tue)
Jan 24
(Wed)
Jan 25
(Thu)
Jan 26
(Fri)
Jan 27
(Sat)
Jan 28
(Sun)
Jan 29
(Mon)
Jan 30
(Tue)
Jan 31
(Wed)
Feb 01
(Thu)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 15.20 inches Period Avg Flow: 0.034 mgd Period Peak Flow: 0.067 mgd Period Min Flow: 0.021 mgd | FM-05 - 6
FM-05
Flow Summary: 2/2/2024 to 3/2/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.020.040.060.080.100.12
Feb 02
(Fri)
Feb 03
(Sat)
Feb 04
(Sun)
Feb 05
(Mon)
Feb 06
(Tue)
Feb 07
(Wed)
Feb 08
(Thu)
Feb 09
(Fri)
Feb 10
(Sat)
Feb 11
(Sun)
Feb 12
(Mon)
Feb 13
(Tue)
Feb 14
(Wed)
Feb 15
(Thu)
Feb 16
(Fri)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.020.040.060.080.100.12
Feb 17
(Sat)
Feb 18
(Sun)
Feb 19
(Mon)
Feb 20
(Tue)
Feb 21
(Wed)
Feb 22
(Thu)
Feb 23
(Fri)
Feb 24
(Sat)
Feb 25
(Sun)
Feb 26
(Mon)
Feb 27
(Tue)
Feb 28
(Wed)
Feb 29
(Thu)
Mar 01
(Fri)
Mar 02
(Sat)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 13.26 inches Period Avg Flow: 0.039 mgd Period Peak Flow: 0.087 mgd Period Min Flow: 0.024 mgd | FM-05 - 7
FM-05
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.010.020.030.040.050.06
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day
0.032 mgd
ADWF:
| FM-05 - 8
FM-05
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 2.68 Peak d/D Ratio: 0.45 Pipe Diameter: 6 inches inches Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter 75% d/D 50% d/D 01234567 01/03
01/05
01/07
01/09
01/11
01/13
01/15
01/17
01/19
01/21
01/23
01/25
01/27
01/29
01/31
Level (in)
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22
02/24
02/26
02/28
03/01
0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM-05 - 9
FM-05
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.020
0.040
0.060
0.080
0.100
0.120
01/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/01 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
Rainfall: 4.06 inches
Rain Event 1
0.000
0.010
0.020
0.030
0.040
0.050
0.060
01/1801/1901/2001/2101/2201/2301/2401/2501/26
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 4.06 inches)
0.055
2.29 Peak Flow:
PF:
Peak Level:
mgd
in
1.72 d/D Ratio: 0.38
Capacity
Peak I/I Rate: 0.027 mgd
Inflow / Infiltration
Total I/I: 27,000 gallons
| FM-05 - 10
FM-05
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.020
0.040
0.060
0.080
0.100
0.120
01/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/15 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 9.26 inches
Rain Event 2
0.000
0.010
0.020
0.030
0.040
0.050
0.060
0.070
0.080
0.090
0.100
01/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/11 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 9.26 inches)
0.087
2.68 Peak Flow:
PF:
Peak Level:
mgd
in
2.70 d/D Ratio: 0.45
Capacity
Peak I/I Rate: 0.058 mgd
Inflow / Infiltration
Total I/I: 71,000 gallons
| FM-05 - 11
FM-05
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.0
0.0 0.1
0.1 0.1
0.1 02/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/29 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 5.01 inches
Rain Event 3
0.0 0.0
0.0 0.0
0.0 0.1
0.1 0.1
0.1 02/1602/1702/1802/1902/2002/2102/2202/2302/24
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 5.01 inches)
0.07 2.49
Peak Flow:
PF:
Peak Level:
mgd
in
2.23 d/D Ratio: 0.42
Capacity
Peak I/I Rate: 0.04 mgd
Inflow / Infiltration
Total I/I: 91,000 gallons
| FM-05 - 12
FM-05
I/I Summary: Rain Event 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.0
0.0 0.1
0.1 0.1
0.1 02/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/2903/0103/02 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 2.56 inches
Rain Event 4
0.0 0.0
0.0 0.0
0.0 0.1
0.1 02/2802/2903/0103/0203/03
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 4 Detail Graph
Storm Event I/I Analysis (Rain = 2.56 inches)
0.04 2.14
Peak Flow:
PF:
Peak Level:
mgd
in
1.34 d/D Ratio: 0.36
Capacity
Peak I/I Rate: 0.01 mgd
Inflow / Infiltration
Total I/I: 6,000 gallons
| FM-05 - 13
FM-05
Weekly Level, Velocity and Flow Hydrographs
1/1/2024 to 1/8/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 1/1 1/2 1/3 1/4 1/5 1/6 1/7
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.87 inches Rain Flow ADWF
Avg Level: 1.95 in. Peak Level: 2.21 in. Min Level: 1.72 in.
Avg Velocity: 0.97 fps Peak Velocity: 1.24 fps Min Velocity: 0.68 fps Avg Flow: 0.035 mgd Peak Flow: 0.053 mgd Min Flow: 0.024 mgd | FM-05 - 14
FM-05
Weekly Level, Velocity and Flow Hydrographs
1/8/2024 to 1/15/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 1/8 1/9 1/10 1/11 1/12 1/13 1/14
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 4.16 inches Rain Flow ADWF
Avg Level: 1.94 in. Peak Level: 2.27 in. Min Level: 1.70 in.
Avg Velocity: 0.92 fps Peak Velocity: 1.23 fps Min Velocity: 0.71 fps Avg Flow: 0.033 mgd Peak Flow: 0.054 mgd Min Flow: 0.021 mgd | FM-05 - 15
FM-05
Weekly Level, Velocity and Flow Hydrographs
1/15/2024 to 1/22/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 1/15 1/16 1/17 1/18 1/19 1/20 1/21
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.87 inches Rain Flow ADWF
Avg Level: 1.96 in. Peak Level: 2.29 in. Min Level: 1.80 in.
Avg Velocity: 0.94 fps Peak Velocity: 1.25 fps Min Velocity: 0.79 fps Avg Flow: 0.034 mgd Peak Flow: 0.055 mgd Min Flow: 0.026 mgd | FM-05 - 16
FM-05
Weekly Level, Velocity and Flow Hydrographs
1/22/2024 to 1/29/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 1/22 1/23 1/24 1/25 1/26 1/27 1/28
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 1.22 inches Rain Flow ADWF
Avg Level: 1.95 in. Peak Level: 2.19 in. Min Level: 1.74 in.
Avg Velocity: 0.92 fps Peak Velocity: 1.14 fps Min Velocity: 0.72 fps Avg Flow: 0.033 mgd Peak Flow: 0.046 mgd Min Flow: 0.022 mgd | FM-05 - 17
FM-05
Weekly Level, Velocity and Flow Hydrographs
1/29/2024 to 2/5/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 1/29 1/30 1/31 2/1 2/2 2/3 2/4
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 8.36 inches Rain Flow ADWF
Avg Level: 1.94 in. Peak Level: 2.55 in. Min Level: 1.73 in.
Avg Velocity: 1.00 fps Peak Velocity: 1.70 fps Min Velocity: 0.68 fps Avg Flow: 0.036 mgd Peak Flow: 0.075 mgd Min Flow: 0.024 mgd | FM-05 - 18
FM-05
Weekly Level, Velocity and Flow Hydrographs
2/5/2024 to 2/12/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 2/5 2/6 2/7 2/8 2/9 2/10 2/11
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.96 inches Rain Flow ADWF
Avg Level: 2.04 in. Peak Level: 2.68 in. Min Level: 1.66 in.
Avg Velocity: 1.04 fps Peak Velocity: 1.76 fps Min Velocity: 0.77 fps Avg Flow: 0.040 mgd Peak Flow: 0.087 mgd Min Flow: 0.026 mgd | FM-05 - 19
FM-05
Weekly Level, Velocity and Flow Hydrographs
2/12/2024 to 2/19/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 2/12 2/13 2/14 2/15 2/16 2/17 2/18
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.91 inches Rain Flow ADWF
Avg Level: 1.98 in. Peak Level: 2.42 in. Min Level: 1.69 in.
Avg Velocity: 1.03 fps Peak Velocity: 1.31 fps Min Velocity: 0.75 fps Avg Flow: 0.037 mgd Peak Flow: 0.052 mgd Min Flow: 0.026 mgd | FM-05 - 20
FM-05
Weekly Level, Velocity and Flow Hydrographs
2/19/2024 to 2/26/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 2/19 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.96 inches Rain Flow ADWF
Avg Level: 2.20 in. Peak Level: 2.49 in. Min Level: 1.91 in.
Avg Velocity: 1.09 fps Peak Velocity: 1.60 fps Min Velocity: 0.74 fps Avg Flow: 0.046 mgd Peak Flow: 0.072 mgd Min Flow: 0.030 mgd | FM-05 - 21
FM-05
Weekly Level, Velocity and Flow Hydrographs
2/26/2024 to 3/4/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 Mon Tue Wed Thu Fri Sat
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 2/26 2/27 2/28 2/29 3/1 3/2
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.15 inches Rain Flow ADWF
Avg Level: 1.92 in. Peak Level: 2.16 in. Min Level: 1.75 in.
Avg Velocity: 0.99 fps Peak Velocity: 1.22 fps Min Velocity: 0.64 fps Avg Flow: 0.035 mgd Peak Flow: 0.046 mgd Min Flow: 0.025 mgd | FM-05 - 22
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: FM-06
Location: Walnut St x Dubois Ln
Sanitary Sewer Flow Monitoring
HDR | Fort Bragg, California
Vicinity Map: FM-06
Data Summary Report
January 03, 2024 - March 02, 2024
| FM-06 - 1
FM-06
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: Mnhl-Chnnl-4284
Measured Pipe Diameter: 6 inchesADWF: 0.011 mgdPeak Measured Flow: 0.122 mgd Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Walnut St x Dubois LnRim Elevation: 109 feet
Plan View
Coordinates: 123.8003° W, 39.4345° NExpected Pipe Diameter: 6 inchesSediment: None | FM-06 - 2
FM-06
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information West Outlet Pipe
North Inlet Pipe
| FM-06 - 3
FM-06
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitored East Inlet Pipe
South Inlet Pipe
| FM-06 - 4
FM-06
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | FM-06 - 5
FM-06
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.010.020.030.040.050.060.070.080.09
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
Flow (MGal)
0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF
0.000.010.020.030.040.050.060.070.080.09
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend
0.000.010.020.030.040.050.060.070.080.09
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 28.60 inchesAvg Daily Flow: 0.031 MGal Peak Daily Flow: 0.084 MGal Min Daily Flow: 0.009 MGal | FM-06 - 5
FM-06
Flow Summary: 1/3/2024 to 2/1/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.020.040.060.080.100.12
Jan 03
(Wed)
Jan 04
(Thu)
Jan 05
(Fri)
Jan 06
(Sat)
Jan 07
(Sun)
Jan 08
(Mon)
Jan 09
(Tue)
Jan 10
(Wed)
Jan 11
(Thu)
Jan 12
(Fri)
Jan 13
(Sat)
Jan 14
(Sun)
Jan 15
(Mon)
Jan 16
(Tue)
Jan 17
(Wed)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.020.040.060.080.100.12
Jan 18
(Thu)
Jan 19
(Fri)
Jan 20
(Sat)
Jan 21
(Sun)
Jan 22
(Mon)
Jan 23
(Tue)
Jan 24
(Wed)
Jan 25
(Thu)
Jan 26
(Fri)
Jan 27
(Sat)
Jan 28
(Sun)
Jan 29
(Mon)
Jan 30
(Tue)
Jan 31
(Wed)
Feb 01
(Thu)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 15.40 inches Period Avg Flow: 0.022 mgd Period Peak Flow: 0.107 mgd Period Min Flow: 0.003 mgd | FM-06 - 6
FM-06
Flow Summary: 2/2/2024 to 3/2/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.020.040.060.080.100.120.14
Feb 02
(Fri)
Feb 03
(Sat)
Feb 04
(Sun)
Feb 05
(Mon)
Feb 06
(Tue)
Feb 07
(Wed)
Feb 08
(Thu)
Feb 09
(Fri)
Feb 10
(Sat)
Feb 11
(Sun)
Feb 12
(Mon)
Feb 13
(Tue)
Feb 14
(Wed)
Feb 15
(Thu)
Feb 16
(Fri)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.020.040.060.080.100.12
Feb 17
(Sat)
Feb 18
(Sun)
Feb 19
(Mon)
Feb 20
(Tue)
Feb 21
(Wed)
Feb 22
(Thu)
Feb 23
(Fri)
Feb 24
(Sat)
Feb 25
(Sun)
Feb 26
(Mon)
Feb 27
(Tue)
Feb 28
(Wed)
Feb 29
(Thu)
Mar 01
(Fri)
Mar 02
(Sat)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 13.56 inches Period Avg Flow: 0.040 mgd Period Peak Flow: 0.122 mgd Period Min Flow: 0.007 mgd | FM-06 - 7
FM-06
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.010.010.020.020.030.030.040.04
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day
0.011 mgd
ADWF:
| FM-06 - 8
FM-06
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 3.33 Peak d/D Ratio: 0.55 Pipe Diameter: 6 inches inches Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter 75% d/D 50% d/D 01234567 01/03
01/05
01/07
01/09
01/11
01/13
01/15
01/17
01/19
01/21
01/23
01/25
01/27
01/29
01/31
Level (in)
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22
02/24
02/26
02/28
03/01
0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM-06 - 9
FM-06
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.020
0.040
0.060
0.080
0.100
0.120
01/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/01 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
Rainfall: 4.13 inches
Rain Event 1
0.000
0.010
0.020
0.030
0.040
0.050
0.060
0.070
0.080
01/1801/1901/2001/2101/2201/2301/2401/2501/26
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 4.13 inches)
0.074
2.90 Peak Flow:
PF:
Peak Level:
mgd
in
6.80 d/D Ratio: 0.48
Capacity
Peak I/I Rate: 0.062 mgd
Inflow / Infiltration
Total I/I: 131,000 gallons
| FM-06 - 10
FM-06
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.020
0.040
0.060
0.080
0.100
0.120
0.140
01/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/15 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 9.38 inches
Rain Event 2
0.000
0.020
0.040
0.060
0.080
0.100
0.120
0.140
01/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/11 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 9.38 inches)
0.122
3.33 Peak Flow:
PF:
Peak Level:
mgd
in
11.21 d/D Ratio: 0.55
Capacity
Peak I/I Rate: 0.117 mgd
Inflow / Infiltration
Total I/I: 474,000 gallons
| FM-06 - 11
FM-06
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.0
0.0 0.1
0.1 0.1
0.1 0.1
02/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/29 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 5.04 inches
Rain Event 3
0.0 0.0
0.0 0.0
0.0 0.1
0.1 0.1
0.1 0.1
0.1 02/1602/1702/1802/1902/2002/2102/2202/2302/24
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 5.04 inches)
0.09 3.09
Peak Flow:
PF:
Peak Level:
mgd
in
8.37 d/D Ratio: 0.52
Capacity
Peak I/I Rate: 0.08 mgd
Inflow / Infiltration
Total I/I: 232,000 gallons
| FM-06 - 12
FM-06
I/I Summary: Rain Event 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.0
0.0 0.1
0.1 0.1
0.1 02/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/2903/0103/02 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 2.66 inches
Rain Event 4
0.0 0.0
0.0 0.0
0.0 0.1
0.1 0.1
02/2802/2903/0103/0203/03
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 4 Detail Graph
Storm Event I/I Analysis (Rain = 2.66 inches)
0.06 2.71
Peak Flow:
PF:
Peak Level:
mgd
in
5.49 d/D Ratio: 0.45
Capacity
Peak I/I Rate: 0.05 mgd
Inflow / Infiltration
Total I/I: 48,000 gallons
| FM-06 - 13
FM-06
Weekly Level, Velocity and Flow Hydrographs
1/1/2024 to 1/8/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 1/1 1/2 1/3 1/4 1/5 1/6 1/7
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.90 inches Rain Flow ADWF
Avg Level: 1.55 in. Peak Level: 2.14 in. Min Level: 1.10 in.
Avg Velocity: 0.41 fps Peak Velocity: 1.04 fps Min Velocity: 0.16 fps Avg Flow: 0.011 mgd Peak Flow: 0.034 mgd Min Flow: 0.003 mgd | FM-06 - 14
FM-06
Weekly Level, Velocity and Flow Hydrographs
1/8/2024 to 1/15/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 1/8 1/9 1/10 1/11 1/12 1/13 1/14
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 4.21 inches Rain Flow ADWF
Avg Level: 1.66 in. Peak Level: 2.49 in. Min Level: 1.04 in.
Avg Velocity: 0.48 fps Peak Velocity: 1.06 fps Min Velocity: 0.14 fps Avg Flow: 0.015 mgd Peak Flow: 0.047 mgd Min Flow: 0.003 mgd | FM-06 - 15
FM-06
Weekly Level, Velocity and Flow Hydrographs
1/15/2024 to 1/22/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 1/15 1/16 1/17 1/18 1/19 1/20 1/21
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 3.95 inches Rain Flow ADWF
Avg Level: 1.90 in. Peak Level: 2.64 in. Min Level: 1.40 in.
Avg Velocity: 0.64 fps Peak Velocity: 1.21 fps Min Velocity: 0.25 fps Avg Flow: 0.023 mgd Peak Flow: 0.055 mgd Min Flow: 0.008 mgd | FM-06 - 16
FM-06
Weekly Level, Velocity and Flow Hydrographs
1/22/2024 to 1/29/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 1/22 1/23 1/24 1/25 1/26 1/27 1/28
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 1.22 inches Rain Flow ADWF
Avg Level: 2.01 in. Peak Level: 2.90 in. Min Level: 1.34 in.
Avg Velocity: 0.76 fps Peak Velocity: 1.30 fps Min Velocity: 0.34 fps Avg Flow: 0.029 mgd Peak Flow: 0.074 mgd Min Flow: 0.008 mgd | FM-06 - 17
FM-06
Weekly Level, Velocity and Flow Hydrographs
1/29/2024 to 2/5/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 1/29 1/30 1/31 2/1 2/2 2/3 2/4
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 8.49 inches Rain Flow ADWF
Avg Level: 2.34 in. Peak Level: 3.19 in. Min Level: 1.40 in.
Avg Velocity: 0.94 fps Peak Velocity: 1.77 fps Min Velocity: 0.28 fps Avg Flow: 0.046 mgd Peak Flow: 0.108 mgd Min Flow: 0.007 mgd | FM-06 - 18
FM-06
Weekly Level, Velocity and Flow Hydrographs
2/5/2024 to 2/12/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.5
1.0 1.5
2.0 2.5
Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 0.14
2/5 2/6 2/7 2/8 2/9 2/10 2/11
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.95 inches Rain Flow ADWF
Avg Level: 2.28 in. Peak Level: 3.33 in. Min Level: 1.79 in.
Avg Velocity: 1.05 fps Peak Velocity: 1.92 fps Min Velocity: 0.36 fps Avg Flow: 0.048 mgd Peak Flow: 0.122 mgd Min Flow: 0.012 mgd | FM-06 - 19
FM-06
Weekly Level, Velocity and Flow Hydrographs
2/12/2024 to 2/19/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 2/12 2/13 2/14 2/15 2/16 2/17 2/18
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 4.06 inches Rain Flow ADWF
Avg Level: 2.07 in. Peak Level: 2.82 in. Min Level: 1.69 in.
Avg Velocity: 0.72 fps Peak Velocity: 1.21 fps Min Velocity: 0.29 fps Avg Flow: 0.028 mgd Peak Flow: 0.069 mgd Min Flow: 0.009 mgd | FM-06 - 20
FM-06
Weekly Level, Velocity and Flow Hydrographs
2/19/2024 to 2/26/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 2/19 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.94 inches Rain Flow ADWF
Avg Level: 2.36 in. Peak Level: 3.09 in. Min Level: 2.05 in.
Avg Velocity: 0.98 fps Peak Velocity: 1.49 fps Min Velocity: 0.35 fps Avg Flow: 0.046 mgd Peak Flow: 0.091 mgd Min Flow: 0.013 mgd | FM-06 - 21
FM-06
Weekly Level, Velocity and Flow Hydrographs
2/26/2024 to 3/4/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
Mon Tue Wed Thu Fri Sat
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.02
0.04 0.06
0.08 0.10
0.12 2/26 2/27 2/28 2/29 3/1 3/2
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.24 inches Rain Flow ADWF
Avg Level: 2.14 in. Peak Level: 2.71 in. Min Level: 1.61 in.
Avg Velocity: 0.64 fps Peak Velocity: 1.38 fps Min Velocity: 0.18 fps Avg Flow: 0.027 mgd Peak Flow: 0.073 mgd Min Flow: 0.007 mgd | FM-06 - 22
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: FM-07
Location: 19498 Coast Rd
Sanitary Sewer Flow Monitoring
HDR | Fort Bragg, California
Vicinity Map: FM-07
Data Summary Report
January 03, 2024 - March 02, 2024
| FM-07 - 1
FM-07
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: Mnhl-Chnnl-4264
Measured Pipe Diameter: 12 inchesADWF: 0.038 mgdPeak Measured Flow: 0.395 mgd Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: 19498 Coast RdRim Elevation: 15 feet
Plan View
Coordinates: 123.8037° W, 39.4226° NExpected Pipe Diameter: 10 inchesSediment: None | FM-07 - 2
FM-07
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitored West Outlet Pipe
North Inlet Pipe
| FM-07 - 3
FM-07
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Northeast Inlet Pipe
Southeast Inlet Pipe
| FM-07 - 4
FM-07
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information South Inlet Pipe
| FM-07 - 5
FM-07
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.020.040.060.080.100.120.14
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
Flow (MGal)
0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF
0.000.020.040.060.080.100.120.14
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend
0.000.020.040.060.080.100.120.14
1/4
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
2/23
2/25
2/27
2/29
3/2
0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 28.85 inchesAvg Daily Flow: 0.064 MGal Peak Daily Flow: 0.115 MGal Min Daily Flow: 0.034 MGal | FM-07 - 6
FM-07
Flow Summary: 1/3/2024 to 2/1/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.050.100.150.200.250.300.350.400.45
Jan 03
(Wed)
Jan 04
(Thu)
Jan 05
(Fri)
Jan 06
(Sat)
Jan 07
(Sun)
Jan 08
(Mon)
Jan 09
(Tue)
Jan 10
(Wed)
Jan 11
(Thu)
Jan 12
(Fri)
Jan 13
(Sat)
Jan 14
(Sun)
Jan 15
(Mon)
Jan 16
(Tue)
Jan 17
(Wed)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.050.100.150.200.250.300.350.400.45
Jan 18
(Thu)
Jan 19
(Fri)
Jan 20
(Sat)
Jan 21
(Sun)
Jan 22
(Mon)
Jan 23
(Tue)
Jan 24
(Wed)
Jan 25
(Thu)
Jan 26
(Fri)
Jan 27
(Sat)
Jan 28
(Sun)
Jan 29
(Mon)
Jan 30
(Tue)
Jan 31
(Wed)
Feb 01
(Thu)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 15.53 inches Period Avg Flow: 0.056 mgd Period Peak Flow: 0.395 mgd Period Min Flow: 0.011 mgd | FM-07 - 7
FM-07
Flow Summary: 2/2/2024 to 3/2/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.050.100.150.200.250.300.350.400.45
Feb 02
(Fri)
Feb 03
(Sat)
Feb 04
(Sun)
Feb 05
(Mon)
Feb 06
(Tue)
Feb 07
(Wed)
Feb 08
(Thu)
Feb 09
(Fri)
Feb 10
(Sat)
Feb 11
(Sun)
Feb 12
(Mon)
Feb 13
(Tue)
Feb 14
(Wed)
Feb 15
(Thu)
Feb 16
(Fri)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF
0.000.050.100.150.200.250.300.350.400.45
Feb 17
(Sat)
Feb 18
(Sun)
Feb 19
(Mon)
Feb 20
(Tue)
Feb 21
(Wed)
Feb 22
(Thu)
Feb 23
(Fri)
Feb 24
(Sat)
Feb 25
(Sun)
Feb 26
(Mon)
Feb 27
(Tue)
Feb 28
(Wed)
Feb 29
(Thu)
Mar 01
(Fri)
Mar 02
(Sat)
Flow ( mgd)
0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 13.65 inches Period Avg Flow: 0.072 mgd Period Peak Flow: 0.288 mgd Period Min Flow: 0.028 mgd | FM-07 - 8
FM-07
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.000.020.040.060.080.100.120.140.16
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day
0.038 mgd
ADWF:
| FM-07 - 9
FM-07
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 4.05 Peak d/D Ratio: 0.34 Pipe Diameter: 12 inches inches Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter 75% d/D 50% d/D 02468101214 01/03
01/05
01/07
01/09
01/11
01/13
01/15
01/17
01/19
01/21
01/23
01/25
01/27
01/29
01/31
Level (in)
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22
02/24
02/26
02/28
03/01
0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM-07 - 10
FM-07
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0.450
01/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/01 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
Rainfall: 4.17 inches
Rain Event 1
0.000
0.050
0.100
0.150
0.200
0.250
01/1801/1901/2001/2101/2201/2301/2401/2501/26
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 1.1
1.2 1.3
1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 4.17 inches)
0.202
3.12 Peak Flow:
PF:
Peak Level:
mgd
in
5.24 d/D Ratio: 0.26
Capacity
Peak I/I Rate: 0.153 mgd
Inflow / Infiltration
Total I/I: 140,000 gallons
| FM-07 - 11
FM-07
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0.450
01/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/15 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 9.49 inches
Rain Event 2
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0.450
01/3001/3102/0102/0202/0302/0402/0502/0602/0702/0802/0902/1002/11 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 9.49 inches)
0.395
4.05 Peak Flow:
PF:
Peak Level:
mgd
in
10.26 d/D Ratio: 0.34
Capacity
Peak I/I Rate: 0.332 mgd
Inflow / Infiltration
Total I/I: 469,000 gallons
| FM-07 - 12
FM-07
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.1
0.1 0.2
0.2 0.3
0.3 0.4
0.4 0.5
02/0502/0602/0702/0802/0902/1002/1102/1202/1302/1402/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/29 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 5.09 inches
Rain Event 3
0.0 0.1
0.1 0.2
0.2 0.3
0.3 0.4
02/1602/1702/1802/1902/2002/2102/2202/2302/24
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 5.09 inches)
0.29 3.61
Peak Flow:
PF:
Peak Level:
mgd
in
7.48 d/D Ratio: 0.30
Capacity
Peak I/I Rate: 0.25 mgd
Inflow / Infiltration
Total I/I: 252,000 gallons
| FM-07 - 13
FM-07
I/I Summary: Rain Event 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.0 0.1
0.1 0.2
0.2 0.3
0.3 0.4
0.4 0.5
02/1502/1602/1702/1802/1902/2002/2102/2202/2302/2402/2502/2602/2702/2802/2903/0103/02 Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
Rainfall: 2.63 inches
Rain Event 4
0.0 0.0
0.0 0.1
0.1 0.1
0.1 0.1
0.2 0.2
02/2802/2903/0103/0203/03
Flow (mgd)
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 4 Detail Graph
Storm Event I/I Analysis (Rain = 2.63 inches)
0.16 2.75
Peak Flow:
PF:
Peak Level:
mgd
in
4.16 d/D Ratio: 0.23
Capacity
Peak I/I Rate: 0.10 mgd
Inflow / Infiltration
Total I/I: 50,000 gallons
| FM-07 - 14
FM-07
Weekly Level, Velocity and Flow Hydrographs
1/1/2024 to 1/8/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0.35
0.40 0.45
1/1 1/2 1/3 1/4 1/5 1/6 1/7
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.88 inches Rain Flow ADWF
Avg Level: 1.66 in. Peak Level: 2.84 in. Min Level: 1.08 in.
Avg Velocity: 0.66 fps Peak Velocity: 1.18 fps Min Velocity: 0.37 fps Avg Flow: 0.044 mgd Peak Flow: 0.149 mgd Min Flow: 0.013 mgd | FM-07 - 15
FM-07
Weekly Level, Velocity and Flow Hydrographs
1/8/2024 to 1/15/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0.35
0.40 0.45
1/8 1/9 1/10 1/11 1/12 1/13 1/14
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 4.27 inches Rain Flow ADWF
Avg Level: 1.65 in. Peak Level: 2.42 in. Min Level: 1.04 in.
Avg Velocity: 0.68 fps Peak Velocity: 1.14 fps Min Velocity: 0.36 fps Avg Flow: 0.045 mgd Peak Flow: 0.122 mgd Min Flow: 0.011 mgd | FM-07 - 16
FM-07
Weekly Level, Velocity and Flow Hydrographs
1/15/2024 to 1/22/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0.35
0.40 0.45
1/15 1/16 1/17 1/18 1/19 1/20 1/21
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 4.02 inches Rain Flow ADWF
Avg Level: 1.82 in. Peak Level: 3.07 in. Min Level: 1.39 in.
Avg Velocity: 0.79 fps Peak Velocity: 1.44 fps Min Velocity: 0.52 fps Avg Flow: 0.058 mgd Peak Flow: 0.218 mgd Min Flow: 0.026 mgd | FM-07 - 17
FM-07
Weekly Level, Velocity and Flow Hydrographs
1/22/2024 to 1/29/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0.35
0.40 0.45
1/22 1/23 1/24 1/25 1/26 1/27 1/28
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 1.20 inches Rain Flow ADWF
Avg Level: 1.83 in. Peak Level: 3.12 in. Min Level: 1.46 in.
Avg Velocity: 0.79 fps Peak Velocity: 1.39 fps Min Velocity: 0.51 fps Avg Flow: 0.058 mgd Peak Flow: 0.202 mgd Min Flow: 0.028 mgd | FM-07 - 18
FM-07
Weekly Level, Velocity and Flow Hydrographs
1/29/2024 to 2/5/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0.35
0.40 0.45
1/29 1/30 1/31 2/1 2/2 2/3 2/4
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 8.61 inches Rain Flow ADWF
Avg Level: 2.05 in. Peak Level: 4.05 in. Min Level: 1.45 in.
Avg Velocity: 0.86 fps Peak Velocity: 1.75 fps Min Velocity: 0.51 fps Avg Flow: 0.076 mgd Peak Flow: 0.395 mgd Min Flow: 0.026 mgd | FM-07 - 19
FM-07
Weekly Level, Velocity and Flow Hydrographs
2/5/2024 to 2/12/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0.35
0.40 0.45
2/5 2/6 2/7 2/8 2/9 2/10 2/11
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 0.94 inches Rain Flow ADWF
Avg Level: 2.14 in. Peak Level: 3.62 in. Min Level: 1.60 in.
Avg Velocity: 0.91 fps Peak Velocity: 1.45 fps Min Velocity: 0.61 fps Avg Flow: 0.083 mgd Peak Flow: 0.280 mgd Min Flow: 0.042 mgd | FM-07 - 20
FM-07
Weekly Level, Velocity and Flow Hydrographs
2/12/2024 to 2/19/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0.35
0.40 0.45
2/12 2/13 2/14 2/15 2/16 2/17 2/18
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 4.15 inches Rain Flow ADWF
Avg Level: 2.02 in. Peak Level: 3.19 in. Min Level: 1.60 in.
Avg Velocity: 0.79 fps Peak Velocity: 1.40 fps Min Velocity: 0.50 fps Avg Flow: 0.067 mgd Peak Flow: 0.211 mgd Min Flow: 0.030 mgd | FM-07 - 21
FM-07
Weekly Level, Velocity and Flow Hydrographs
2/19/2024 to 2/26/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0.35
0.40 0.45
2/19 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.91 inches Rain Flow ADWF
Avg Level: 2.10 in. Peak Level: 3.61 in. Min Level: 1.68 in.
Avg Velocity: 0.85 fps Peak Velocity: 1.50 fps Min Velocity: 0.54 fps Avg Flow: 0.077 mgd Peak Flow: 0.288 mgd Min Flow: 0.034 mgd | FM-07 - 22
FM-07
Weekly Level, Velocity and Flow Hydrographs
2/26/2024 to 3/4/2024
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
Mon Tue Wed Thu Fri Sat
Level (i n)
Lev
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 Vel oci ty (fps)
Vel
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0.35
0.40 0.45
2/26 2/27 2/28 2/29 3/1 3/2
Flow (mgd)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Rain (in/hr)
Total Weekly Rainfall: 2.20 inches Rain Flow ADWF
Avg Level: 1.95 in. Peak Level: 2.75 in. Min Level: 1.52 in.
Avg Velocity: 0.71 fps Peak Velocity: 1.24 fps Min Velocity: 0.48 fps Avg Flow: 0.056 mgd Peak Flow: 0.160 mgd Min Flow: 0.028 mgd | FM-07 - 23
V&A Project No. 23-0169
1000 Broadway
Suite 320
Oakland, CA 94607
510.903.6600
510.903.6601, Fax
City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | C-1
Appendix C. Model Calibration Results
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
Ft. Bragg Wastewater CSMP | 1
Appendix C: Model
Calibration Results
Ft. Bragg Wastewater CSMP
City of Fort Bragg
December 5, 2025
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 2
This page is intentionally left blank
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 3
Appendix C: Model Calibration Results
1.1 Dry Weather Flow (DWF) Calibration Results
This section includes DWF calibration results for each monitored basin. Model results are shown alongside field measurements from the flow monitoring performed by V&A.
Figure 4. A. 1. FM-01 DWF Calibration Results
Figure 4. A. 2. FM-02 DWF Calibration Results
0 10
20 30
40 50
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Average Flow (GPM)
Hour
FM-01 DWF Calibration Results
Field
Model
0 50
100
150
200
250
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Average Flow (GPM)
Hour
FM-02 DWF Calibration Results
Field
Model
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 4
Figure 4. A. 3. FM-03 DWF Calibration Results
Figure 4. A. 4. FM-04 DWF Calibration Results
Figure 4. A. 5. FM-05 DWF Calibration Results
0 100
200
300
400
500
600
700
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Average Flow (GPM)
Hour
FM-03 DWF Calibration Results
Field
Model
0 50
100
150
200
250
300
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Average Flow (GPM)
Hour
FM-04 DWF Calibration Results
Field
Model
0 5
10 15
20 25
30 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Average Flow (GPM)
Hour
FM-05 DWF Calibration Results
Field
Model
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 5
Figure 4. A. 6. FM-06 DWF Calibration Results
Figure 4. A. 7. FM-07 DWF Calibration Results
0 2
4 6
8 10
12 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Average Flow (GPM)
Hour
FM-06 DWF Calibration Results
Field
Model
0 10
20 30
40 50
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Average Flow (GPM)
Hour
FM-07 DWF Calibration Results
Field
Model
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 6
1.2 Wet-Weather Calibration Results
This section includes wet-weather RTKs and calibration results for each monitored basin. Model results are shown alongside flow and rainfall measurements from the flow monitoring performed by V&A.
1.2.1 FM-01 RTKs and Calibration Results
Response Type R T K
Short-Term 0.016 10.000 20.000
Medium-Term 0.017 5.000 25.000
Long-Term 0.018 20.000 30.000
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0 0.35
10 20
30 40
50 60
70 80
1/28 1/29 1/30 1/31 2/1 2/2 2/3 2/4
Rain (IN)
Flow (GPM)
Time
FM-01 Wet-Weather Calibration Results
Rain Field Model Result
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 7
1.2.2 FM-02 RTKs and Calibration REsults
Response Type R T K
Short-Term 0.058 0.100 40.000
Medium-Term 0.058 2.000 45.000
Long-Term 0.060 40.000 50.000
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0 0.35
100
200
300
400
500
600
700
800
900
1000
1/28 1/29 1/30 1/31 2/1 2/2 2/3 2/4
Rain (IN)
Flow (GPM)
Time
FM-02 Wet-Weather Calibration Results
Rain Field Model Result
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 8
1.2.3 FM-03 RTKs and Calibration REsults
Response Type R T K
Short-Term 0.170 0.100 8.000
Medium-Term 0.040 2.000 30.000
Long-Term 0.414 40.000 50.000
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0 0.35
500
1000
1500
2000
2500
3000
3500
1/28 1/29 1/30 1/31 2/1 2/2 2/3 2/4
Rain (IN)
Flow (GPM)
Time
FM-03 Wet-Weather Calibration Results
Rain Field Model Result
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 9
1.2.4 FM-04 RTKs and Calibration REsults
Response Type R T K
Short-Term 0.450 0.500 3.000
Medium-Term 0.450 0.500 3.000
Long-Term 0.100 500.000 4.000
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0 0.35
500
1000
1500
2000
2500
1/28 1/29 1/30 1/31 2/1 2/2 2/3 2/4
Rain (IN)
Flow (GPM)
Time
FM-04 Wet-Weather Calibration Results
Rain Field Model Result
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 10
1.2.5 FM-05 RTKs and Calibration REsults
Response Type R T K
Short-Term 0.010 0.100 1.000
Medium-Term 0.016 5.000 5.000
Long-Term 0.021 22.000 5.000
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0 0.35
10 20
30 40
50 60
1/28 1/29 1/30 1/31 2/1 2/2 2/3 2/4
Rain (IN)
Flow (GPM)
Time
FM-05 Wet-Weather Calibration Results
Rain Field Model Result
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 11
1.2.6 FM-06 RTKs and Calibration REsults
Response Type R T K
Short-Term 0.025 0.100 1.000
Medium-Term 0.035 5.000 5.000
Long-Term 0.030 22.000 5.000
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0 0.35
10 20
30 40
50 60
70 80
90 1/28 1/29 1/30 1/31 2/1 2/2 2/3 2/4
Rain (IN)
Flow (GPM)
Time
FM-06 Wet-Weather Calibration Results
Rain Field Model Result
Ft. Bragg Wastewater CMSP
Appendix C: Model Calibration Results
December 5, 2025 | 12
1.2.7 FM-07 RTKs and Calibration REsults
Response Type R T K
Short-Term 0.0060 0.010 1.000
Medium-Term 0.0075 0.500 1.000
Long-Term 0.0080 26.000 5.000
0.00 0.05
0.10 0.15
0.20 0.25
0.30 0 0.35
50 100
150
200
250
300
350
1/28 1/29 1/30 1/31 2/1 2/2 2/3 2/4
Rain (IN)
Flow (GPM)
Time
FM-07 Wet-Weather Calibration Results
Rain Field Model Result
City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | D-1
Appendix D. Risk Factors & Weighting
Appendix D – Risk Factor Scoring Tables
Likelihood of Failure
• Weighting: 60%
• Max score: 5
• Minimum score: 0
Remaining Useful Life
• Weighting: 21%
• Max score: 5
• Minimum score: 1
Value Grade
< -100% 5
10 to -100% 4
40 to 10% 3
90 to 40% 2
90 to 100% 1
Infiltration and Inflow (I&I)
• Weighting: 38%
• Max score: 5
• Minimum score: 1
Value Grade
>800% 5
400 to 800% 3
300 to 400% 2
<300% or unknown 1
SSO History
• Weighting: 29%
• Max score: 5
• Minimum score: 0
Value Grade
2 or more 5
1 3
0 0
Groundwater Fluctuations
• Weighting: 12%
• Max score: 5
• Minimum score: 1
Value Grade
Known Groundwater
Fluctuation
5 No Known Groundwater
Fluctuation
1 Consequence of Failure
• Weighting: 40%
• Maximum COF score: 5
• Minimum COF score: 0
Diameter
• Weighting: 17%
• Max score: 5
• Minimum score: 1
Value Grade
> 20 in 5
10 to 20 in 3
6 to 10 in 2
< 6 in 1
Critical Facilities
• Weighting: 33%
• Max score: 5
• Minimum score: 1
Value Grade
Hospitals & Critical Care
Facilities
5 WWTP 5
Schools and Coast
Guard Station
4 Parks 2
Other 1
Proximity to Water Bodies
• Weighting: 50%
• Max score: 5
• Minimum score: 1
Value Grade
< 50 ft 5
50 to 100 ft 4
100 to 150 ft 3
> 150 ft 1
City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | E-1
Appendix E. CCTV Inspection Plan
1 Ft. Bragg WWCS Master Plan
Gravity Main Segments for CCTV
Rank ID Description Reason City Notes Length (ft) AssetID Material Diameter FromMH ToMH HDR Notes 1 HDR-01 Pudding Creek, E of Hwy 1, along trailer
park
I&I, high winter base flows 241.0 Mn-5810 Unknown 8 4314 (9A) 4310 (9) 2 HDR-02 Pudding Creek, W. of Hwy 1 to Pump
Station
I&I, high winter base flows 495.8 Mn-5103 Unknown 8 4311 (12) 4313 (11) 453.4 Mn-5385 Unknown 8 4313 (11) 4594 (10A)
441.1 Mn-5109 Unknown 8 4594 (10A) 4050 (10)
3 FB-14 E of Hwy 1, N of the trailer park I&I 518.1 Mn-5112 Unknown 8 4308 (7) 4309 (8) 199.5 Mn-5099 Unknown 8 4309 (8) 4589
4 FB-15 Segment under Hwy 1 to Pudding creek pump station I&I 160.1 Mn-5301 Unknown 12 4589 4587 Under Highway 5 FB-16 Under Hwy 1 to Pudding Creek PS I&I 6" & 12" 97.2 Mn-5102 Unknown 6 4310 (9) 4050 (10) Under Highway
71.5 Mn-5268 Unknown 12 4050 (10) 4588
6 HDR-03 Oak St, between Harrison St and Harold
St, 10"
I&I, Potential Stormwater
cross-connect
762.5 Mn-4789 Unknown 10 4417 (179) 4125 (188)
7 HDR-07 E Oak St from Wall St to alley between
Harold & Corry, 6"
I&I, Potential Stormwater
cross-connect
167.2 Mn-5148 Unknown 6 4151 (278) 4152 (279)
173.6 Mn-4696 Unknown 6 4152 (279) 4410 (286)
126.3 Mn-4901 Unknown 6 4410 (286) 4623
205.1 Mn-4797 Unknown 6 4623 4174 (290)
151.7 Mn-4699 Unknown 6 4174 (290) 4176 (292)
338.9 Mn-5155 Unknown 6 4176 (292) 4181 (295) Tee in middle 538.8 Mn-4976 Unknown 6 4181 (295) 4179 (178)
8 HDR-06 Livingston St. from WIllow to Oak 622.9 Mn-4755 Unknown 6 4153 (287) 4410 (286) 9 FB-09 Jewett St, From High school area to E
Oak St
I&I S. Sanderson Way from Chestnut street to
Oak Street and include Jewett line
(culdesac one block east of Ssanderson).
This one is experiencing I&I and overfilling
the recently slipplined section.
688.2 Mn-4771 Unknown 6 Fttng-7648 4147 (320) No upstream MH 10 FB-08 S. Sanderson from Chestnut to Oak
Streets
I&I S. Sanderson Way from Chestnut street to
Oak Street and include Jewett line
(culdesac one block east of S Sanderson).
This one is experiencing I&I and overfilling
the recently slipplined section.
521.6 Mn-5179 Unknown 6 Clnt-7222 4201 (298) C/O at upstream end 704.7 Mn-5150 Unknown 6 4201 (298) 4413 (274)
258.6 Mn-5159 Unknown 6 4413 (274) 4180 (271)
401.2 Mn-4765 Unknown 6 4180 (271) 4146 (270)
11 FB-06 Franklin St from E Chestnut St to Hazel St I&I Franklin Street from Maple to Chestnut, experiencing significant I&I in this line and
looking for source.
365.3 Mn-5180 Unknown 8 4301 (107) 4248 (101A)
268.7 Mn-4644 Unknown 8 4248 (101A) 4244 (101)
12 FB-07 Franklin Street from Hazel St to Maple St I&I Franklin Street from Maple to Chestnut, experiencing significant I&I in this line and
looking for source.
328.3 Unknown 6 Clnt-7291 4116 (98) C/O at upstream end 13 FB-03 Alley in between Brandon and Harold, S.
of Bush
Frequent plugs Frequent plugs at 637 & 627, requiring
monthly maintenance. Need the line from
manhole (between slipline) running south.
384.6 Mn-4664 Unknown 6 Fttng-7716 4088 (151) No upstream MH 14 FB-04 Alley bewteen Perkins & Brandon, S. of
Bush
Frequent Plugs Frequent plugs. Need to run camera south from manhole. Manholes at north end are
offset and you cannot see from the south to
the north.
349.8 Unknown 6 Fttng-7715 4351 (153) No upstream MH
CCTVSegments_planned.xls
2 15 FB-02 Cedar St, from N Lincoln St to N Harold St Find end of line Find end of line (near 827 Cedar). There is a 6” running north that connects.
609.1 Mn-5146 Unknown 6 Fttng-7625 4137 (260A) No upstream MH 262.2 Mn-4679 Unknown 6 4137 (260A) 4651 (258A) Tee in line ~20' upstream of 4651 149.0 Mn-5474 Unknown 6 Fttng-7623 4651 (258A) No upstream MH 16 FB-01 From Harrison St. east to alley between
Harrison & McPherson, S. of Alder
Belly in Line Belly in pipe at 127 S Harrison, not sure the cleanout on the east side exists. These are
not really manholes, so getting the camera
in this location may prove difficult. Push
camera would be ideal in this location.
40.9 Mn-5736 Unknown 6 Clnt-7241 4126 (192) Upstream C/O 162.7 Mn-4784 Unknown 6 4126 (192) 4127 (191)
17 FB-13 S. McPherson from Maple to Hazel Potential I&I Groundwater from residential garage on N end running down street gutter (E side),
disappears into hole in gutter around 320
McPhereson
293.7 Mn-5536 Unknown 6 Fttng-7569 4991 (207) No upstream MH 18 FB-10 S Lincoln St, W. to Park St, N to Maple Frequent plugs This is a clay line, issues at manhole #309, frequent plugs on Park Street (worms).
Begginning at S Lincoln cross country to
Park, North to Maple. The segment on
Maple was recently reconstructed (we
think!), but issues continue in the line
running north o
216.6 Mn-5727 VCP 6 4190 (307) Fttng-7407 May be ell in line, downstream end is a tee?
279.1 Mn-5550 VCP 6 Fttng-7407 4430 (309) May be ell in line, upstream end might be tee?
19 HDR-05 Maple St, between Park St and Harold 179.5 Mn-5044 Unknown 6 Fttng-7406 4183 (197) Upstream end mioght be a tee (?) 20 HDR-04 South of Intersection of Maple St and S
Lincoln St
212.4 Mn-5166 VCP 6 Fttng7539 4190 (307) No upstream MH 21 FB-11 Cypress St., N. of Hospital Backups, Root intrusion Root intrusion in mian line running east on Cypress Street. The hospital is
experiencing frequent back-ups in there
line as well.
445.9 Mn-5445 Unknown 8 4276 (226) 4494 (227)
321.4 Mn-5450 Unknown 8 4494 (227) 4279 (228)
157.6 Mn-5068 Unknown 8 4278 (229A) 4279 (228)
22 FB-12 Corner of Grove St and Walnut St Backups Blind corner at Grove and Walnut, potentially undersized line issue. Has
experienced back-up.
377.5 Mn-4889 Unknown 6 4452 (215) 4284 (216) Blind corner 23 FB-05 Alley between McPherson and Harrison,
S. of Laurel
Odd angle Alley between North McPherson and North
Harrison heading towards E Laurel Street.
From manhole on the north heading south.
This one has an odd angle on Laurel.
391.5 Mn-5139 Unknown 6 Fttng-7615 4373 (173) No upstream MH, may be some cleanout along line
CCTVSegments_planned.xls
City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | F-1
Appendix F. CCTV Results
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN--4697 Date 10/23/2025 08:58
Street E OAK ST City FORT BRAGG
Comments
Manhole
Upstream MH SSMH-4623 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4174(290) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Polyethylene
Lining Method Cured-In-Place Pipe Pipe Joint Length
Total Length Length Surveyed 201.5
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/23/2025 08:11 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/23/2025 8:58:00 AM Pipe Segment Reference: MN-- 4697
Street: E OAK ST Upstream MH: SSMH-4623
Length Surveyed: 201.5 Downstream MH: SSMH4174(290)
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH-4623
00:01:26
00:01:26
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:39
00:01:39
14.7 Tap Factory
Position: 9
Severity: None
Size: 4
00:3:10
00:3:10
Distance Fault Observation Time Picture
70.6 Tap Factory
Position: 9
Severity: None
Size: 4
00:05:53
00:05:53
70.6 Infiltration Dripper Lateral
Position: 12 To 12
Severity: None
Maint Weight: 3
00:06:16
00:06:16
118.2
Tap Factory
Position: 3
Severity: None
Size: 4
00:09:28
00:09:28
Distance Fault Observation Time Picture
150.2
Tap Factory
Position: 3
Severity: None
Size: 4
00:10:56
00:10:56
201.5
Access Point Manhole
Severity: None
Remarks: SSMH4174(290)
00:13:49
00:13:49
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/23/2025 8:58:00 AM Pipe Segment Reference: MN-- 4697
Street: E OAK ST Upstream MH: SSMH-4623
Length Surveyed: 201.5 Downstream MH: SSMH4174(290)
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Severity
ID Number: SSMH-4623
(0.0) AMH - Access Point Manhole Remark:
SSMH-4623
(0.0) MWL - Miscellaneous Water Level
(14.7) TF - Tap Factory - Position: 9
(70.6) TF - Tap Factory - Position: 9
(70.6) IDL - Infiltration Dripper Lateral - Position:
12 To 12
(118.2) TF - Tap Factory - Position: 3
(150.2) TF - Tap Factory - Position: 3
(201.5) AMH - Access Point Manhole Remark:
SSMH-4174(290)
Total Distance: 201.5 ID Number: SSMH-4174(290)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 3 3
2 0 0 0
1 0 0 0
Overall 0 3 3
Number of
Defects 0 1 1
Pipe Rating 0000 3100 3100
Pipe Ratings
Index 0 3 3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:26
86 AMH - Access Point
Manhole
SSMH-4623
0 00:01:39
99 MWL - Miscellaneous
Water Level 5
14.7 00:3:10
190 TF - Tap Factory 4 9
70.6 00:05:53
353 TF - Tap Factory 4 9
70.6 00:06:16
376
IDL - Infiltration Dripper
Lateral 12 12
118.2 00:09:28
568 TF - Tap Factory 4 3
150.2 00:10:56
656 TF - Tap Factory 4 3
201.5 00:13:49
829
AMH - Access Point
Manhole
SSMH-4174(290)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-4789 Date 10/23/2025 11:26
Street E OAK ST City FORT BRAGG
Comments
Manhole
Upstream MH SSMH-4417(179) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4125(188) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 10 Width
Shape Circular Material Vitrified Clay Pipe
Lining Method None Pipe Joint Length
Total Length Length Surveyed 759.9
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/23/2025 11:27 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/23/2025 11:26:00 AM Pipe Segment Reference: MN4789 Street: E OAK ST Upstream MH: SSMH-4417(179)
Length Surveyed: 759.9 Downstream MH: SSMH4125(188)
Run Number: Direction of Survey: Downstream
Height (Diameter): 10 Material: Vitrified Clay Pipe
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4417(179)
00:01:30
00:01:30
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:43
00:01:43
1.2 Tap Factory
Position: 3
Severity: None
Size: 4
00:05:28
00:05:28
Distance Fault Observation Time Picture
27.3 Tap Break-in/Hammer
Position: 9
Severity: None
Size: 4
00:06:27
00:06:27
63.5 Crack Circumferential
Position: 12 To 12
Severity: None
Struct Weight: 1
00:07:36
00:07:36
158.1
Tap Factory
Position: 9
Severity: None
Size: 4
00:09:25
00:09:25
Distance Fault Observation Time Picture
172.9
Joint Offset Medium
Severity: None
Struct Weight: 3
00:10:11
00:10:11
172.9
Joint Offset Medium
Severity: None
Struct Weight: 3
00:10:32
00:10:32
268.7
Tap Factory
Position: 9
Severity: None
Size: 4
00:14:02
00:14:02
Distance Fault Observation Time Picture
311.9
Crack Circumferential
Position: 12 To 12
Severity: None
Struct Weight: 1
00:16:26
00:16:26
359.7
Crack Circumferential
Position: 12 To 12
Severity: None
Struct Weight: 1
00:18:19
00:18:19
359.7
Crack Circumferential
Position: 12 To 12
Severity: None
Struct Weight: 1
00:18:42
00:18:42
Distance Fault Observation Time Picture
485.8
Tap Break-in/Hammer
Position: 9
Severity: None
Size: 4
00:23:00
00:23:00
549.5
Miscellaneous Material
Change
Severity: None
Remarks: PE PIPE
00:24:48
00:24:48
759.9
Access Point Manhole
Severity: None
Remarks: SSMH4125(188)
00:31:41
00:31:41
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/23/2025 11:26:00 AM Pipe Segment Reference: MN4789 Street: E OAK ST Upstream MH: SSMH-4417(179)
Length Surveyed: 759.9 Downstream MH: SSMH4125(188)
Run Number: Direction of Survey: Downstream
Height (Diameter): 10 Material: Vitrified Clay Pipe
Severity
ID Number: SSMH-4417(179)
(0.0) AMH - Access Point Manhole Remark: SSMH4417(179) (0.0) MWL - Miscellaneous Water Level
(1.2) TF - Tap Factory - Position: 3
(27.3) TB - Tap Break-in/Hammer - Position: 9
(63.5) CC - Crack Circumferential - Position: 12 To
12 (158.1) TF - Tap Factory - Position: 9
(172.9) JOM - Joint Offset Medium
(172.9) JOM - Joint Offset Medium
(268.7) TF - Tap Factory - Position: 9
(311.9) CC - Crack Circumferential - Position: 12
To 12
(359.7) CC - Crack Circumferential - Position: 12
To 12
(359.7) CC - Crack Circumferential - Position: 12
To 12
(485.8) TB - Tap Break-in/Hammer - Position: 9
(549.5) MMC - Miscellaneous Material Change
Remark: PE PIPE
(759.9) AMH - Access Point Manhole Remark:
SSMH-4125(188)
Total Distance: 759.9 ID Number: SSMH-4125(188)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 6 0 6
2 0 0 0
1 4 0 4
Overall 10 0 10
Number of
Defects 6 0 6
Pipe Rating 3214 0000 3214
Pipe Ratings
Index 1.7 0 1.7
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:30
90 AMH - Access Point
Manhole
SSMH-4417(179)
0 00:01:43
103
MWL - Miscellaneous
Water Level 5
1.2 00:05:28
328 TF - Tap Factory 4 3
27.3 00:06:27
387 TB - Tap Break-in/Hammer 4 9
63.5 00:07:36
456 CC - Crack Circumferential 12 12
158.1 00:09:25
565 TF - Tap Factory 4 9
172.9 00:10:11
611
JOM - Joint Offset
Medium
172.9 00:10:32
632
JOM - Joint Offset
Medium
268.7 00:14:02
842 TF - Tap Factory 4 9
311.9 00:16:26
986 CC - Crack Circumferential 12 12
359.7 00:18:19
1099 CC - Crack Circumferential 12 12
359.7 00:18:42
1122 CC - Crack Circumferential 12 12
485.8 00:23:00
1380 TB - Tap Break-in/Hammer 4 9
549.5 00:24:48
1488
MMC - Miscellaneous
Material Change
PE PIPE
759.9 00:31:41
1901
AMH - Access Point
Manhole
SSMH-4125(188)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference Date 10/23/2025 08:38
Street E OAK ST City FORT BRAGG
Comments
Manhole
Upstream MH SSMH-4410(286) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4623 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Polyethylene
Lining Method Cured-In-Place Pipe Pipe Joint Length
Total Length Length Surveyed 118.3
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/23/2025 08:11 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/23/2025 8:38:00 AM Pipe Segment Reference:
Street: E OAK ST Upstream MH: SSMH4410(286)
Length Surveyed: 118.3 Downstream MH: SSMH-4623
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4410(286)
00:01:19
00:01:19
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:38
00:01:38
40.8 Tap Factory
Position: 3
Severity: None
Size: 4
00:04:16
00:04:16
Distance Fault Observation Time Picture
40.8 Miscellaneous Material
Change
Severity: None
Remarks: PIPE CHANGE
00:07:37
00:07:37
118.3
Access Point Manhole
Severity: None
Remarks: SSMH-4623
00:08:21
00:08:21
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/23/2025 8:38:00 AM Pipe Segment Reference:
Street: E OAK ST Upstream MH: SSMH4410(286)
Length Surveyed: 118.3 Downstream MH: SSMH-4623
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Severity
ID Number: SSMH-4410(286)
(0.0) AMH - Access Point Manhole Remark:
SSMH-4410(286)
(0.0) MWL - Miscellaneous Water Level
(40.8) TF - Tap Factory - Position: 3
(40.8) MMC - Miscellaneous Material Change
Remark: PIPE CHANGE
(118.3) AMH - Access Point Manhole Remark:
SSMH-4623
Total Distance: 118.3 ID Number: SSMH-4623
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 0 0
Number of
Defects 0 0 0
Pipe Rating 0000 0000 0000
Pipe Ratings
Index 0 0 0
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:19
79 AMH - Access Point
Manhole
SSMH-4410(286)
0 00:01:38
98 MWL - Miscellaneous
Water Level 5
40.8 00:04:16
256 TF - Tap Factory 4 3
40.8 00:07:37
457
MMC - Miscellaneous
Material Change
PIPE CHANGE
118.3 00:08:21
501
AMH - Access Point
Manhole
SSMH-4623
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-4699 Date 10/23/2025 09:33
Street E OAK ST City FORT BRAGG
Comments
Manhole
Upstream MH SSMH-4174(290) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4176(292) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Polyethylene
Lining Method Cured-In-Place Pipe Pipe Joint Length
Total Length Length Surveyed 146.8
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/23/2025 09:33 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/23/2025 9:33:00 AM Pipe Segment Reference: MN4699 Street: E OAK ST Upstream MH: SSMH-4174(290)
Length Surveyed: 146.8 Downstream MH: SSMH4176(292)
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4174(290)
00:01:20
00:01:20
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:35
00:01:35
0.0 Tap Factory
Position: 9
Severity: None
Size: 4
00:03:43
00:03:43
Distance Fault Observation Time Picture
146.8
Access Point Manhole
Severity: None
Remarks: SSMH4176(292)
00:07:52
00:07:52
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/23/2025 9:33:00 AM Pipe Segment Reference: MN4699 Street: E OAK ST Upstream MH: SSMH-4174(290)
Length Surveyed: 146.8 Downstream MH: SSMH4176(292)
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Severity
ID Number: SSMH-4174(290)
(0.0) AMH - Access Point Manhole Remark:
SSMH-4174(290)
(0.0) MWL - Miscellaneous Water Level
(0.0) TF - Tap Factory - Position: 9
(146.8) AMH - Access Point Manhole Remark:
SSMH-4176(292)
Total Distance: 146.8 ID Number: SSMH-4176(292)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 0 0
Number of
Defects 0 0 0
Pipe Rating 0000 0000 0000
Pipe Ratings
Index 0 0 0
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:20
80 AMH - Access Point
Manhole
SSMH-4174(290)
0 00:01:35
95 MWL - Miscellaneous
Water Level 5
0 00:03:43
223 TF - Tap Factory 4 9
146.8 00:07:52
472
AMH - Access Point
Manhole
SSMH-4176(292)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference Date 10/23/2025 10:49
Street E OAK ST City FORT BRAGG
Comments
Manhole
Upstream MH SSMH-4176(292) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4181(295) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Polyethylene
Lining Method Cured-In-Place Pipe Pipe Joint Length
Total Length Length Surveyed 215.2
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/23/2025 09:33 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed No
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/23/2025 10:49:00 AM Pipe Segment Reference:
Street: E OAK ST Upstream MH: SSMH-4176(292)
Length Surveyed: 215.2 Downstream MH: SSMH4181(295)
Run Number: Direction of Survey: Downstream
Height (Diameter): 6 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4176(292)
00:01:18
00:01:18
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:32
00:01:32
139.2
Tap Factory
Position: 3
Severity: None
Size: 4
00:06:51
00:06:51
Distance Fault Observation Time Picture
163.8
Tap Factory
Position: 9
Severity: None
Size: 4
00:08:24
00:08:24
215.2
Lining Feature Detached
Position: 12 To 12
Severity: None
Struct Weight: 3
00:12:08
00:12:08
215.2
Miscellaneous General
Observation
Severity: None
Remarks: COULD NOT
CONTINUE
00:12:41
00:12:41
Distance Fault Observation Time Picture
215.2
Miscellaneous Abandoned
Survey
Severity: None
Remarks: END OF VIDEO
00:13:03
00:13:03
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/23/2025 10:49:00 AM Pipe Segment Reference:
Street: E OAK ST Upstream MH: SSMH-4176(292)
Length Surveyed: 215.2 Downstream MH: SSMH4181(295)
Run Number: Direction of Survey: Downstream
Height (Diameter): 6 Material: Polyethylene
Severity
ID Number: SSMH-4176(292)
(0.0) AMH - Access Point Manhole Remark: SSMH4176(292) (0.0) MWL - Miscellaneous Water Level
(139.2) TF - Tap Factory - Position: 3
(163.8) TF - Tap Factory - Position: 9
(215.2) LFD - Lining Feature Detached - Position:
12 To 12
(215.2) MGO - Miscellaneous General Observation
Remark: COULD NOT CONTINUE
(215.2) MSA - Miscellaneous Abandoned Survey
Remark: END OF VIDEO
Total Distance: 215.2 ID Number: SSMH-4181(295)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 3 0 3
2 0 0 0
1 0 0 0
Overall 3 0 3
Number of
Defects 1 0 1
Pipe Rating 3100 0000 3100
Pipe Ratings
Index 3 0 3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:18
78 AMH - Access Point
Manhole
SSMH-4176(292)
0 00:01:32
92 MWL - Miscellaneous
Water Level 5
139.2 00:06:51
411 TF - Tap Factory 4 3
163.8 00:08:24
504 TF - Tap Factory 4 9
215.2 00:12:08
728
LFD - Lining Feature
Detached 12 12
215.2 00:12:41
761
MGO - Miscellaneous
General Observation
COULD NOT CONTINUE
215.2 00:13:03
783
MSA - Miscellaneous
Abandoned Survey
END OF VIDEO
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-5150 Date 10/22/2025 09:52
Street S SANDERSON WAY City FORT BRAGG
Comments
Manhole
Upstream MH SSMH-4201(298) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4413(274) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Polyethylene
Lining Method Cured-In-Place Pipe Pipe Joint Length
Total Length Length Surveyed 700.1
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/21/2025 14:12 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 9:52:00 AM Pipe Segment Reference: MN5150 Street: S SANDERSON WAY Upstream MH: SSMH-4201(298)
Length Surveyed: 700.1 Downstream MH: SSMH4413(274)
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4201(298)
00:01:49
00:01:49
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:02:06
00:02:06
106.9
Tap Factory
Position: 9
Severity: None
Size: 4
00:11:04
00:11:04
Distance Fault Observation Time Picture
148.8
Tap Factory
Position: 9
Severity: None
Size: 4
00:12:54
00:12:54
254.9
Tap Factory
Position: 9
Severity: None
Size: 4
00:16:44
00:16:44
254.9
Tap Factory
Position: 9
Severity: None
Size: 4
00:31:10
00:31:10
Distance Fault Observation Time Picture
480.9
Joint Offset Large
Severity: None
Struct Weight: 4
00:34:32
00:34:32
484.4
Joint Offset Large
Severity: None
Struct Weight: 4
00:35:16
00:35:16
532.3
Tap Factory
Position: 9
Severity: None
Size: 4
00:37:47
00:37:47
Distance Fault Observation Time Picture
575.2
Tap Factory
Position: 9
Severity: None
Size: 4
00:40:45
00:40:45
670.1
Tap Factory
Position: 9
Severity: None
Size: 4
00:46:50
00:46:50
700.1
Access Point Manhole
Severity: None
Remarks: SSMH4413(274)
00:51:49
00:51:49
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 9:52:00 AM Pipe Segment Reference: MN5150 Street: S SANDERSON WAY Upstream MH: SSMH-4201(298)
Length Surveyed: 700.1 Downstream MH: SSMH4413(274)
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Severity
ID Number: SSMH-4201(298)
(0.0) AMH - Access Point Manhole Remark:
SSMH-4201(298)
(0.0) MWL - Miscellaneous Water Level
(106.9) TF - Tap Factory - Position: 9
(148.8) TF - Tap Factory - Position: 9
(254.9) TF - Tap Factory - Position: 9
(254.9) TF - Tap Factory - Position: 9
(480.9) JOL - Joint Offset Large
(484.4) JOL - Joint Offset Large
(532.3) TF - Tap Factory - Position: 9
(575.2) TF - Tap Factory - Position: 9
(670.1) TF - Tap Factory - Position: 9
(700.1) AMH - Access Point Manhole Remark:
SSMH-4413(274)
Total Distance: 700.1 ID Number: SSMH-4413(274)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 8 0 8
3 0 0 0
2 0 0 0
1 0 0 0
Overall 8 0 8
Number of
Defects 2 0 2
Pipe Rating 4200 0000 4200
Pipe Ratings
Index 4 0 4
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:49
109
AMH - Access Point
Manhole
SSMH-4201(298)
0 00:02:06
126
MWL - Miscellaneous
Water Level 5
106.9 00:11:04
664 TF - Tap Factory 4 9
148.8 00:12:54
774 TF - Tap Factory 4 9
254.9 00:16:44
1004 TF - Tap Factory 4 9
254.9 00:31:10
1870 TF - Tap Factory 4 9
480.9 00:34:32
2072 JOL - Joint Offset Large
484.4 00:35:16
2116 JOL - Joint Offset Large
532.3 00:37:47
2267 TF - Tap Factory 4 9
575.2 00:40:45
2445 TF - Tap Factory 4 9
670.1 00:46:50
2810 TF - Tap Factory 4 9
700.1 00:51:49
3109
AMH - Access Point
Manhole
SSMH-4413(274)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-5159 Date 10/22/2025 11:30
Street S SANDERSON WAY City FORT BRAGG
Comments
Manhole
Upstream MH SSMH-4413(274) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4180(271) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Polyethylene
Lining Method Cured-In-Place Pipe Pipe Joint Length
Total Length Length Surveyed 255.1
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/21/2025 14:12 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 11:30:00 AM Pipe Segment Reference: MN5159 Street: S SANDERSON WAY Upstream MH: SSMH-4413(274)
Length Surveyed: 255.1 Downstream MH: SSMH4180(271)
Run Number: Direction of Survey: Downstream
Height (Diameter): 6 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4413(274)
00:03:00
00:03:00
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:03:14
00:03:14
0.1 Joint Offset Medium
Severity: None
Struct Weight: 3
00:06:29
00:06:29
Distance Fault Observation Time Picture
65.5 Tap Factory
Position: 9
Severity: None
Size: 4
00:09:18
00:09:18
73.0 Tap Factory
Position: 3
Severity: None
Size: 4
00:09:51
00:09:51
73.0 Tap Factory
Position: 3
Severity: None
Size: 4
00:13:18
00:13:18
Distance Fault Observation Time Picture
164.9
Tap Factory
Position: 9
Severity: None
Size: 4
00:14:58
00:14:58
209.2
Tap Factory
Position: 3
Severity: None
Size: 4
00:17:00
00:17:00
250.8
Tap Factory
Position: 12
Severity: None
Size: 4
00:20:08
00:20:08
Distance Fault Observation Time Picture
255.1
Access Point Manhole
Severity: None
Remarks: SSMH4180(271)
00:22:28
00:22:28
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 11:30:00 AM Pipe Segment Reference: MN5159 Street: S SANDERSON WAY Upstream MH: SSMH-4413(274)
Length Surveyed: 255.1 Downstream MH: SSMH4180(271)
Run Number: Direction of Survey: Downstream
Height (Diameter): 6 Material: Polyethylene
Severity
ID Number: SSMH-4413(274)
(0.0) AMH - Access Point Manhole Remark:
SSMH-4413(274)
(0.0) MWL - Miscellaneous Water Level
(0.1) JOM - Joint Offset Medium
(65.5) TF - Tap Factory - Position: 9
(73.0) TF - Tap Factory - Position: 3
(73.0) TF - Tap Factory - Position: 3
(164.9) TF - Tap Factory - Position: 9
(209.2) TF - Tap Factory - Position: 3
(250.8) TF - Tap Factory - Position: 12
(255.1) AMH - Access Point Manhole Remark:
SSMH-4180(271)
Total Distance: 255.1 ID Number: SSMH-4180(271)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 3 0 3
2 0 0 0
1 0 0 0
Overall 3 0 3
Number of
Defects 1 0 1
Pipe Rating 3100 0000 3100
Pipe Ratings
Index 3 0 3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:03:00
180
AMH - Access Point
Manhole
SSMH-4413(274)
0 00:03:14
194
MWL - Miscellaneous
Water Level 5
0.1 00:06:29
389
JOM - Joint Offset
Medium
65.5 00:09:18
558 TF - Tap Factory 4 9
73 00:09:51
591 TF - Tap Factory 4 3
73 00:13:18
798 TF - Tap Factory 4 3
164.9 00:14:58
898 TF - Tap Factory 4 9
209.2 00:17:00
1020 TF - Tap Factory 4 3
250.8 00:20:08
1208 TF - Tap Factory 4 12
255.1 00:22:28
1348
AMH - Access Point
Manhole
SSMH-4180(271)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-5099 Date 10/21/2025 13:33
Street PUDDING CREEK RD
HWY 1 City FORT BRAGG
Comments
Manhole
Upstream MH SSMH- 4309(8) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4589 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 8 Width
Shape Circular Material Polyethylene
Lining Method Pipe Joint Length
Total Length Length Surveyed 175.2
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned
Weather Dry - No Precipitation
During Survey Location Code
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed No
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/21/2025 1:33:00 PM Pipe Segment Reference: MN5099 Street: PUDDING CREEK RD HWY 1 Upstream MH: SSMH- 4309(8) Length Surveyed: 175.2 Downstream MH: SSMH-4589
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH- 4309(8)
00:01:14
00:01:14
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:27
00:01:27
175.2
Joint Offset Large
Severity: None
Struct Weight: 4
00:10:03
00:10:03
Distance Fault Observation Time Picture
175.2
Miscellaneous General
Observation
Severity: None
Remarks: ENDING VIDEO
00:10:42
00:10:42
175.2
Miscellaneous Abandoned
Survey
Severity: None
Remarks: CLEAR TO 175.2
00:11:11
00:11:11
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/21/2025 1:33:00 PM Pipe Segment Reference: MN5099 Street: PUDDING CREEK RD HWY 1 Upstream MH: SSMH- 4309(8) Length Surveyed: 175.2 Downstream MH: SSMH-4589
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Polyethylene
Severity
ID Number: SSMH- 4309(8)
(0.0) AMH - Access Point Manhole Remark:
SSMH- 4309(8)
(0.0) MWL - Miscellaneous Water Level
(175.2) JOL - Joint Offset Large
(175.2) MGO - Miscellaneous General
Observation Remark: ENDING VIDEO
(175.2) MSA - Miscellaneous Abandoned Survey
Remark: CLEAR TO 175.2
Total Distance: 175.2 ID Number: SSMH-4589
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 4 0 4
3 0 0 0
2 0 0 0
1 0 0 0
Overall 4 0 4
Number of
Defects 1 0 1
Pipe Rating 4100 0000 4100
Pipe Ratings
Index 4 0 4
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:14
74 AMH - Access Point
Manhole
SSMH- 4309(8)
0 00:01:27
87 MWL - Miscellaneous
Water Level 5
175.2 00:10:03
603 JOL - Joint Offset Large
175.2 00:10:42
642
MGO - Miscellaneous
General Observation
ENDING VIDEO
175.2 00:11:11
671
MSA - Miscellaneous
Abandoned Survey
CLEAR TO 175.2
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-5112 Date 10/21/2025 12:43
Street PUDDING CREEK RD
HWY 1 City FORT BRAGG
Comments
Manhole
Upstream MH SSMH- 4308(7) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4309 (8) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 8 Width
Shape Circular Material Polyethylene
Lining Method Pipe Joint Length
Total Length Length Surveyed 519.5
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned
Weather Dry - No Precipitation
During Survey Location Code
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/21/2025 12:43:00 PM Pipe Segment Reference: MN5112 Street: PUDDING CREEK RD HWY 1 Upstream MH: SSMH- 4308(7) Length Surveyed: 519.5 Downstream MH: SSMH-4309 (8)
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH- 4308(7)
00:01:36
00:01:36
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:58
00:01:58
519.5
Access Point Manhole
Severity: None
Remarks: SSMH-4309 (8)
00:15:50
00:15:50
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/21/2025 12:43:00 PM Pipe Segment Reference: MN5112 Street: PUDDING CREEK RD HWY 1 Upstream MH: SSMH- 4308(7) Length Surveyed: 519.5 Downstream MH: SSMH-4309 (8)
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Polyethylene
Severity
ID Number: SSMH- 4308(7)
(0.0) AMH - Access Point Manhole Remark:
SSMH- 4308(7)
(0.0) MWL - Miscellaneous Water Level
(519.5) AMH - Access Point Manhole
Remark: SSMH-4309 (8)
Total Distance: 519.5 ID Number: SSMH-4309 (8)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 0 0
Number of
Defects 0 0 0
Pipe Rating 0000 0000 0000
Pipe Ratings
Index 0 0 0
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:36
96 AMH - Access Point
Manhole
SSMH- 4308(7)
0 00:01:58
118
MWL - Miscellaneous
Water Level 5
519.5 00:15:50
950
AMH - Access Point
Manhole
SSMH-4309 (8)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-5179 Date 10/22/2025 08:32
Street S SANDERSON WAY City FORT BRAGG
Comments
Manhole
Upstream MH CLNT-7222 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4201(298) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Upstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Polyethylene
Lining Method Cured-In-Place Pipe Pipe Joint Length
Total Length Length Surveyed
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/21/2025 14:12 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 8:32:00 AM Pipe Segment Reference: MN5179 Street: S SANDERSON WAY Upstream MH: CLNT-7222
Length Surveyed: 0 Downstream MH: SSMH4201(298)
Run Number: Direction of Survey: Upstream
Height (Diameter): 6 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4201(298)
00:03:24
00:03:24
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:03:38
00:03:38
41.5 Joint Offset Medium
Severity: None
Struct Weight: 3
00:05:55
00:05:55
Distance Fault Observation Time Picture
93.3 Joint Offset Medium
Severity: None
Struct Weight: 3
00:08:08
00:08:08
93.3 Joint Offset Medium
Severity: None
Struct Weight: 3
00:09:25
00:09:25
131.8
Joint Offset Medium
Severity: None
Struct Weight: 3
00:10:20
00:10:20
Distance Fault Observation Time Picture
158.2
Joint Offset Medium
Severity: None
Struct Weight: 3
00:11:54
00:11:54
171.2
Joint Offset Medium
Severity: None
Struct Weight: 3
00:13:02
00:13:02
183.5
Joint Offset Medium
Severity: None
Struct Weight: 3
00:14:19
00:14:19
Distance Fault Observation Time Picture
210.1
Joint Offset Medium
Severity: None
Struct Weight: 3
00:16:38
00:16:38
210.1
Joint Offset Medium
Severity: None
Struct Weight: 3
00:17:28
00:17:28
210.1
Joint Offset Medium
Severity: None
Struct Weight: 3
00:18:49
00:18:49
Distance Fault Observation Time Picture
249.6
Joint Offset Medium
Severity: None
Struct Weight: 3
00:20:39
00:20:39
263.6
Joint Offset Medium
Severity: None
Struct Weight: 3
00:21:55
00:21:55
277.0
Joint Offset Medium
Severity: None
Struct Weight: 3
00:23:27
00:23:27
Distance Fault Observation Time Picture
288.3
Joint Offset Medium
Severity: None
Struct Weight: 3
00:25:21
00:25:21
300.2
Tap Factory
Position: 3
Severity: None
Size: 4
00:27:25
00:27:25
301.4
Joint Offset Medium
Severity: None
Struct Weight: 3
00:28:13
00:28:13
Distance Fault Observation Time Picture
313.8
Joint Offset Medium
Severity: None
Struct Weight: 3
00:30:56
00:30:56
313.8
Joint Offset Medium
Severity: None
Struct Weight: 3
00:35:13
00:35:13
346.7
Miscellaneous General
Observation
Severity: None
Remarks: COULD NOT
CONTINUE
00:42:35
00:42:35
Distance Fault Observation Time Picture
346.7
Miscellaneous General
Observation
Severity: None
Remarks: REVERSAL
NEEDED
00:43:12
00:43:12
346.7
Miscellaneous Abandoned
Survey
Severity: None
Remarks: 346.7 FT
00:43:38
00:43:38
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 8:32:00 AM Pipe Segment Reference: MN5179 Street: S SANDERSON WAY Upstream MH: CLNT-7222
Length Surveyed: 0 Downstream MH: SSMH4201(298)
Run Number: Direction of Survey: Upstream
Height (Diameter): 6 Material: Polyethylene
Severity
ID Number: SSMH-4201(298)
(0.0) AMH - Access Point Manhole Remark: SSMH4201(298) (0.0) MWL - Miscellaneous Water Level
(41.5) JOM - Joint Offset Medium
(93.3) JOM - Joint Offset Medium
(93.3) JOM - Joint Offset Medium
(131.8) JOM - Joint Offset Medium
(158.2) JOM - Joint Offset Medium
(171.2) JOM - Joint Offset Medium
(183.5) JOM - Joint Offset Medium
(210.1) JOM - Joint Offset Medium
(210.1) JOM - Joint Offset Medium
(210.1) JOM - Joint Offset Medium
(249.6) JOM - Joint Offset Medium
(263.6) JOM - Joint Offset Medium
(277.0) JOM - Joint Offset Medium
(288.3) JOM - Joint Offset Medium
(300.2) TF - Tap Factory - Position: 3
(301.4) JOM - Joint Offset Medium
(313.8) JOM - Joint Offset Medium
(313.8) JOM - Joint Offset Medium
(346.7) MGO - Miscellaneous General Observation
Remark: COULD NOT CONTINUE
(346.7) MGO - Miscellaneous General Observation
Remark: REVERSAL NEEDED
(346.7) MSA - Miscellaneous Abandoned Survey
Remark: 346.7 FT
Total Distance: 0 ID Number: CLNT-7222
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 51 0 51
2 0 0 0
1 0 0 0
Overall 51 0 51
Number of
Defects 17 0 17
Pipe Rating 3B00 0000 3B00
Pipe Ratings
Index 3 0 3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:03:24
204
AMH - Access Point
Manhole
SSMH-4201(298)
0 00:03:38
218
MWL - Miscellaneous
Water Level 5
41.5 00:05:55
355
JOM - Joint Offset
Medium
93.3 00:08:08
488
JOM - Joint Offset
Medium
93.3 00:09:25
565
JOM - Joint Offset
Medium
131.8 00:10:20
620
JOM - Joint Offset
Medium
158.2 00:11:54
714
JOM - Joint Offset
Medium
171.2 00:13:02
782
JOM - Joint Offset
Medium
183.5 00:14:19
859
JOM - Joint Offset
Medium
210.1 00:16:38
998
JOM - Joint Offset
Medium
210.1 00:17:28
1048
JOM - Joint Offset
Medium
210.1 00:18:49
1129
JOM - Joint Offset
Medium
249.6 00:20:39
1239
JOM - Joint Offset
Medium
263.6 00:21:55
1315
JOM - Joint Offset
Medium
277 00:23:27
1407
JOM - Joint Offset
Medium
288.3 00:25:21
1521
JOM - Joint Offset
Medium
300.2 00:27:25
1645 TF - Tap Factory 4 3
301.4 00:28:13
1693
JOM - Joint Offset
Medium
313.8 00:30:56
1856
JOM - Joint Offset
Medium
313.8 00:35:13
2113
JOM - Joint Offset
Medium
346.7 00:42:35
2555
MGO - Miscellaneous
General Observation
COULD NOT CONTINUE
346.7 00:43:12
2592
MGO - Miscellaneous
General Observation
REVERSAL NEEDED
346.7 00:43:38
2618
MSA - Miscellaneous
Abandoned Survey
346.7 FT
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-4765 Date 10/22/2025 12:36
Street S SANDERSON WAY City FORT BRAGG
Comments
Manhole
Upstream MH SSMH-4180(271) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4146(270) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Polyethylene
Lining Method Cured-In-Place Pipe Pipe Joint Length
Total Length Length Surveyed 399
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/22/2025 12:37 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 12:36:00 PM Pipe Segment Reference: MN4765 Street: S SANDERSON WAY Upstream MH: SSMH-4180(271)
Length Surveyed: 399 Downstream MH: SSMH4146(270)
Run Number: Direction of Survey: Downstream
Height (Diameter): 6 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4180(271)
00:01:28
00:01:28
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:40
00:01:40
60.8 Tap Factory
Position: 3
Severity: None
Size: 4
00:03:57
00:03:57
Distance Fault Observation Time Picture
60.8 Tap Factory
Position: 9
Severity: None
Size: 4
00:06:14
00:06:14
133.8
Tap Factory
Position: 3
Severity: None
Size: 4
00:07:04
00:07:04
164.6
Tap Factory
Position: 9
Severity: None
Size: 4
00:08:26
00:08:26
Distance Fault Observation Time Picture
235.4
Tap Factory
Position: 3
Severity: None
Size: 4
00:11:30
00:11:30
237.7
Tap Factory
Position: 9
Severity: None
Size: 4
00:11:58
00:11:58
299.5
Tap Factory
Position: 3
Severity: None
Size: 4
00:14:46
00:14:46
Distance Fault Observation Time Picture
358.8
Tap Factory
Position: 3
Severity: None
Size: 4
00:17:42
00:17:42
399.0
Access Point Manhole
Severity: None
Remarks: SSMH4146(270)
00:22:26
00:22:26
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 12:36:00 PM Pipe Segment Reference: MN4765 Street: S SANDERSON WAY Upstream MH: SSMH-4180(271)
Length Surveyed: 399 Downstream MH: SSMH4146(270)
Run Number: Direction of Survey: Downstream
Height (Diameter): 6 Material: Polyethylene
Severity
ID Number: SSMH-4180(271)
(0.0) AMH - Access Point Manhole Remark:
SSMH-4180(271)
(0.0) MWL - Miscellaneous Water Level
(60.8) TF - Tap Factory - Position: 3
(60.8) TF - Tap Factory - Position: 9
(133.8) TF - Tap Factory - Position: 3
(164.6) TF - Tap Factory - Position: 9
(235.4) TF - Tap Factory - Position: 3
(237.7) TF - Tap Factory - Position: 9
(299.5) TF - Tap Factory - Position: 3
(358.8) TF - Tap Factory - Position: 3
(399.0) AMH - Access Point Manhole Remark:
SSMH-4146(270)
Total Distance: 399 ID Number: SSMH-4146(270)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 0 0
Number of
Defects 0 0 0
Pipe Rating 0000 0000 0000
Pipe Ratings
Index 0 0 0
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:28
88 AMH - Access Point
Manhole
SSMH-4180(271)
0 00:01:40
100
MWL - Miscellaneous
Water Level 5
60.8 00:03:57
237 TF - Tap Factory 4 3
60.8 00:06:14
374 TF - Tap Factory 4 9
133.8 00:07:04
424 TF - Tap Factory 4 3
164.6 00:08:26
506 TF - Tap Factory 4 9
235.4 00:11:30
690 TF - Tap Factory 4 3
237.7 00:11:58
718 TF - Tap Factory 4 9
299.5 00:14:46
886 TF - Tap Factory 4 3
358.8 00:17:42
1062 TF - Tap Factory 4 3
399 00:22:26
1346
AMH - Access Point
Manhole
SSMH-4146(270)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-5109 Date 10/21/2025 10:14
Street PUDDING CREEK RD
HWY 1 City FORT BRAGG
Comments
Manhole
Upstream MH SSMH- 4594(10A) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4050 (10) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 8 Width
Shape Circular Material Polyethylene
Lining Method Pipe Joint Length
Total Length Length Surveyed 445.8
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/20/2025 15:07 Weather Dry - No Precipitation
During Survey Location Code
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/21/2025 10:14:00 AM Pipe Segment Reference: MN5109 Street: PUDDING CREEK RD HWY 1 Upstream MH: SSMH- 4594(10A) Length Surveyed: 445.8 Downstream MH: SSMH-4050 (10)
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4594(10A)
00:03:52
00:03:52
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:04:05
00:04:05
445.8
Access Point Manhole
Severity: None
Remarks: SSMH-4050 (10)
00:16:49
00:16:49
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/21/2025 10:14:00 AM Pipe Segment Reference: MN5109 Street: PUDDING CREEK RD HWY 1 Upstream MH: SSMH- 4594(10A) Length Surveyed: 445.8 Downstream MH: SSMH-4050 (10)
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Polyethylene
Severity
ID Number: SSMH- 4594(10A)
(0.0) AMH - Access Point Manhole Remark:
SSMH- 4594(10A)
(0.0) MWL - Miscellaneous Water Level
(445.8) AMH - Access Point Manhole
Remark: SSMH-4050 (10)
Total Distance: 445.8 ID Number: SSMH-4050 (10)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 0 0
Number of
Defects 0 0 0
Pipe Rating 0000 0000 0000
Pipe Ratings
Index 0 0 0
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:03:52
232
AMH - Access Point
Manhole
SSMH- 4594(10A)
0 00:04:05
245
MWL - Miscellaneous
Water Level 5
445.8 00:16:49
1009
AMH - Access Point
Manhole
SSMH-4050 (10)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-4696 Date 10/22/2025 16:06
Street E OAK ST City FORT BRAGG
Comments
Manhole
Upstream MH SSMH-4152(279) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4410(286) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Polyethylene
Lining Method Cured-In-Place Pipe Pipe Joint Length
Total Length Length Surveyed 98.4
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/22/2025 15:49 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 4:06:00 PM Pipe Segment Reference: MN4696 Street: E OAK ST Upstream MH: SSMH-4152(279)
Length Surveyed: 98.4 Downstream MH: SSMH4410(286)
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4152(279)
00:01:19
00:01:19
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:33
00:01:33
41.1 Tap Factory
Position: 3
Severity: None
Size: 4
00:04:57
00:04:57
Distance Fault Observation Time Picture
58.7 Tap Factory
Position: 9
Severity: None
Size: 4
00:07:33
00:07:33
98.4 Tap Factory
Position: 3
Severity: None
Size: 4
00:11:39
00:11:39
98.4 Access Point Manhole
Severity: None
Remarks: SSMH4410(4696)
00:18:12
00:18:12
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 4:06:00 PM Pipe Segment Reference: MN4696 Street: E OAK ST Upstream MH: SSMH-4152(279)
Length Surveyed: 98.4 Downstream MH: SSMH4410(286)
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Severity
ID Number: SSMH-4152(279)
(0.0) AMH - Access Point Manhole Remark:
SSMH-4152(279)
(0.0) MWL - Miscellaneous Water Level
(41.1) TF - Tap Factory - Position: 3
(58.7) TF - Tap Factory - Position: 9
(98.4) TF - Tap Factory - Position: 3
(98.4) AMH - Access Point Manhole Remark:
SSMH-4410(4696)
Total Distance: 98.4 ID Number: SSMH-4410(286)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 0 0
Number of
Defects 0 0 0
Pipe Rating 0000 0000 0000
Pipe Ratings
Index 0 0 0
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:19
79 AMH - Access Point
Manhole
SSMH-4152(279)
0 00:01:33
93 MWL - Miscellaneous
Water Level 5
41.1 00:04:57
297 TF - Tap Factory 4 3
58.7 00:07:33
453 TF - Tap Factory 4 9
98.4 00:11:39
699 TF - Tap Factory 4 3
98.4 00:18:12
1092
AMH - Access Point
Manhole
SSMH-4410(4696)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference MN-5148 Date 10/22/2025 15:33
Street E OAK ST City FORT BRAGG
Comments
Manhole
Upstream MH SSMH-4151(278) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH-4152(279) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Polyethylene
Lining Method Cured-In-Place Pipe Pipe Joint Length
Total Length Length Surveyed 162.8
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/22/2025 15:49 Weather Dry - No Precipitation
During Survey Location Code Other
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 3:33:00 PM Pipe Segment Reference: MN5148 Street: E OAK ST Upstream MH: SSMH-4151(278)
Length Surveyed: 162.8 Downstream MH: SSMH4152(279)
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH4151(278)
00:01:32
00:01:32
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
Remarks: 0
00:02:03
00:02:03
0.0 Miscellaneous General
Observation
Severity: None
Remarks: E OAK
00:08:00
00:08:00
Distance Fault Observation Time Picture
45.4 Tap Factory
Position: 3
Severity: None
Size: 4
00:11:03
00:11:03
73.4 Tap Factory
Position: 3
Severity: None
Size: 4
00:12:17
00:12:17
83.8 Tap Factory
Position: 9
Severity: None
Size: 4
00:13:15
00:13:15
Distance Fault Observation Time Picture
162.8
Access Point Manhole
Severity: None
Remarks: SSMH4152(279)
00:17:09
00:17:09
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/22/2025 3:33:00 PM Pipe Segment Reference: MN5148 Street: E OAK ST Upstream MH: SSMH-4151(278)
Length Surveyed: 162.8 Downstream MH: SSMH4152(279)
Run Number: Direction of Survey:
Downstream
Height (Diameter): 6 Material: Polyethylene
Severity
ID Number: SSMH-4151(278)
(0.0) AMH - Access Point Manhole Remark:
SSMH-4151(278)
(0.0) MWL - Miscellaneous Water Level Remark:
0 (0.0) MGO - Miscellaneous General Observation
Remark: E OAK
(45.4) TF - Tap Factory - Position: 3
(73.4) TF - Tap Factory - Position: 3
(83.8) TF - Tap Factory - Position: 9
(162.8) AMH - Access Point Manhole Remark:
SSMH-4152(279)
Total Distance: 162.8 ID Number: SSMH-4152(279)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 0 0
Number of
Defects 0 0 0
Pipe Rating 0000 0000 0000
Pipe Ratings
Index 0 0 0
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:32
92 AMH - Access Point
Manhole
SSMH-4151(278)
0 00:02:03
123
MWL - Miscellaneous
Water Level 5
0 0 00:08:00
480
MGO - Miscellaneous
General Observation
E OAK
45.4 00:11:03
663 TF - Tap Factory 4 3
73.4 00:12:17
737 TF - Tap Factory 4 3
83.8 00:13:15
795 TF - Tap Factory 4 9
162.8 00:17:09
1029
AMH - Access Point
Manhole
SSMH-4152(279)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference
TOP SECTION OF HDR
#02 Date 10/21/2025 08:36
Street PUDDING CREEK RD
HWY 1 City FORT BRAGG
Comments
Manhole
Upstream MH SSMH- (12) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH- 4313(11) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 8 Width
Shape Circular Material Polyethylene
Lining Method Pipe Joint Length
Total Length Length Surveyed 493.4
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/20/2025 15:07 Weather Dry - No Precipitation
During Survey Location Code
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/21/2025 8:36:00 AM Pipe Segment Reference: TOP SECTION OF HDR #02
Street: PUDDING CREEK RD HWY 1 Upstream MH: SSMH- (12)
Length Surveyed: 493.4 Downstream MH: SSMH- 4313(11)
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH- (10)
00:01:35
00:01:35
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:47
00:01:47
24.3 Joint Offset Medium
Severity: None
Struct Weight: 3
00:03:50
00:03:50
Distance Fault Observation Time Picture
80.1 Miscellaneous Water Level
Sag
Severity: None
Percent: 15
Struct Weight: 2
00:06:08
00:06:08
159.2
Miscellaneous Water Level
Sag
Severity: None
Percent: 10
Struct Weight: 2
00:08:44
00:08:44
281.7
Miscellaneous Water Level
Sag
Severity: None
Percent: 10
Struct Weight: 2
00:12:14
00:12:14
Distance Fault Observation Time Picture
454.1
Miscellaneous Water Level
Sag
Severity: None
Percent: 10
Struct Weight: 2
00:27:52
00:27:52
462.2
Miscellaneous General
Observation
Severity: None
Remarks: EDIT TO SSMH12
00:30:20
00:30:20
493.4
Miscellaneous General
Observation
Severity: None
Remarks: SSMH-12 TO
SSMH-4313(11)
00:39:08
00:39:08
Distance Fault Observation Time Picture
493.4
Access Point Manhole
Severity: None
Remarks: SSMH- 4313(11)
00:39:41
00:39:41
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/21/2025 8:36:00 AM Pipe Segment Reference: TOP SECTION OF HDR #02
Street: PUDDING CREEK RD HWY 1 Upstream MH: SSMH- (12)
Length Surveyed: 493.4 Downstream MH: SSMH- 4313(11)
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Polyethylene
Severity
ID Number: SSMH- (12)
(0.0) AMH - Access Point Manhole Remark: SSMH-
(10)
(0.0) MWL - Miscellaneous Water Level
(24.3) JOM - Joint Offset Medium
(80.1) MWLS - Miscellaneous Water Level Sag
(159.2) MWLS - Miscellaneous Water Level Sag
(281.7) MWLS - Miscellaneous Water Level Sag
(454.1) MWLS - Miscellaneous Water Level Sag
(462.2) MGO - Miscellaneous General Observation
Remark: EDIT TO SSMH-12
(493.4) MGO - Miscellaneous General Observation
Remark: SSMH-12 TO SSMH-4313(11)
(493.4) AMH - Access Point Manhole Remark:
SSMH- 4313(11)
Total Distance: 493.4 ID Number: SSMH- 4313(11)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 3 0 3
2 8 0 8
1 0 0 0
Overall 11 0 11
Number of
Defects 5 0 5
Pipe Rating 3124 0000 3124
Pipe Ratings
Index 2.2 0 2.2
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:35
95 AMH - Access Point
Manhole
SSMH- (10)
0 00:01:47
107
MWL - Miscellaneous
Water Level 5
24.3 00:03:50
230
JOM - Joint Offset
Medium
80.1 00:06:08
368
MWLS - Miscellaneous
Water Level Sag 15
159.2 00:08:44
524
MWLS - Miscellaneous
Water Level Sag 10
281.7 00:12:14
734
MWLS - Miscellaneous
Water Level Sag 10
454.1 00:27:52
1672
MWLS - Miscellaneous
Water Level Sag 10
462.2 00:30:20
1820
MGO - Miscellaneous
General Observation
EDIT TO SSMH-12
493.4 00:39:08
2348
MGO - Miscellaneous
General Observation
SSMH-12 TO SSMH-4313(11)
493.4 00:39:41
2381
AMH - Access Point
Manhole
SSMH- 4313(11)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference #14 FB-04 Date 10/20/2025 15:03
Street BUSH ST City FORT BRAGG
Comments
Manhole
Upstream MH UNKNOWN Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH- 4351 (153) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Upstream Pipe
Height (Diameter) 6 Width
Shape Circular Material Vitrified Clay Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 53.9
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/20/2025 15:07 Weather Dry - No Precipitation
During Survey Location Code
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed No
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/20/2025 3:03:00 PM Pipe Segment Reference: #14 FB-04
Street: BUSH ST Upstream MH: UNKNOWN
Length Surveyed: 53.9 Downstream MH: SSMH- 4351
(153)
Run Number: Direction of Survey: Upstream
Height (Diameter): 6 Material: Vitrified Clay Pipe
Distance Fault Observation Time Picture
0.0 Access Point Catch Basin
Severity: None
Remarks: SSMH- 4351
(153)
00:01:20
00:01:20
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:37
00:01:37
2.5 Tap Factory
Position: 3
Severity: None
Size: 4
00:04:46
00:04:46
Distance Fault Observation Time Picture
4.8 Tap Factory
Position: 9
Severity: None
Size: 4
00:05:27
00:05:27
4.8 Roots Ball Lateral
Position: 9
Severity: None
Percent: 55
Maint Weight: 4
00:05:50
00:05:50
4.8 Tap Factory
Position: 3
Severity: None
Size: 4
00:06:24
00:06:24
Distance Fault Observation Time Picture
22.2 Joint Offset Medium
Severity: None
Struct Weight: 3
00:07:39
00:07:39
36.9 Roots Medium Connection
Position: 12 To 11
Severity: None
Percent: 50
Maint Weight: 3
00:09:29
00:09:29
41.8 Roots Fine Joint
Position: 6
Severity: None
Joint
Maint Weight: 1
00:10:05
00:10:05
Distance Fault Observation Time Picture
53.9 Roots Ball Barrel
Position: 2 To 11
Severity: None
Percent: 55
Maint Weight: 5
00:11:15
00:11:15
53.9 Miscellaneous General
Observation
Severity: None
Remarks: CAN NOT
CONTINUE
00:12:48
00:12:48
53.9 Miscellaneous Abandoned
Survey
Severity: None
Remarks: ROOTS IN LINE
00:13:19
00:13:19
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/20/2025 3:03:00 PM Pipe Segment Reference: #14 FB-04
Street: BUSH ST Upstream MH: UNKNOWN
Length Surveyed: 53.9 Downstream MH: SSMH- 4351
(153)
Run Number: Direction of Survey: Upstream
Height (Diameter): 6 Material: Vitrified Clay Pipe
Severity
ID Number: SSMH- 4351 (153)
(0.0) ACB - Access Point Catch Basin Remark:
SSMH- 4351 (153)
(0.0) MWL - Miscellaneous Water Level
(2.5) TF - Tap Factory - Position: 3
(4.8) TF - Tap Factory - Position: 9
(4.8) RBL - Roots Ball Lateral - Position: 9
(4.8) TF - Tap Factory - Position: 3
(22.2) JOM - Joint Offset Medium
(36.9) RMC - Roots Medium Connection - Position:
12 To 11
(41.8) RFJ - Roots Fine Joint - Position: 6
(53.9) RBB - Roots Ball Barrel - Position: 2 To 11
(53.9) MGO - Miscellaneous General Observation
Remark: CAN NOT CONTINUE
(53.9) MSA - Miscellaneous Abandoned Survey
Remark: ROOTS IN LINE
Total Distance: 53.9 ID Number: UNKNOWN
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 5 5
4 0 4 4
3 3 3 6
2 0 0 0
1 0 1 1
Overall 3 13 16
Number of
Defects 1 4 5
Pipe Rating 3100 5141 5141
Pipe Ratings
Index 3 3.3 3.2
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:20
80 ACB - Access Point Catch
Basin
SSMH- 4351 (153)
0 00:01:37
97 MWL - Miscellaneous
Water Level 5
2.5 00:04:46
286 TF - Tap Factory 4 3
4.8 00:05:27
327 TF - Tap Factory 4 9
4.8 00:05:50
350 RBL - Roots Ball Lateral 55 9
4.8 00:06:24
384 TF - Tap Factory 4 3
22.2 00:07:39
459
JOM - Joint Offset
Medium
36.9 00:09:29
569
RMC - Roots Medium
Connection 50 12 11
41.8 00:10:05
605 RFJ - Roots Fine Joint X 6
53.9 00:11:15
675 RBB - Roots Ball Barrel 55 2 11
53.9 00:12:48
768
MGO - Miscellaneous
General Observation
CAN NOT CONTINUE
53.9 00:13:19
799
MSA - Miscellaneous
Abandoned Survey
ROOTS IN LINE
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference HDR#02 Date 10/20/2025 11:53
Street PUDDING CREEK W
HWY 1 City FORT BRAGG
Comments
Manhole
Upstream MH SSMH- 4311(12) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH- 4050(10) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 8 Width
Shape Circular Material Polyethylene
Lining Method Pipe Joint Length
Total Length Length Surveyed 445.4
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Light Cleaning Date Cleaned 10/20/2025 11:54 Weather Dry - No Precipitation
During Survey Location Code
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed Yes
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/20/2025 11:53:00 AM Pipe Segment Reference:
HDR#02
Street: PUDDING CREEK W HWY 1 Upstream MH: SSMH- 4311(12) Length Surveyed: 445.4 Downstream MH: SSMH4050(10)
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Polyethylene
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH- 4311(12)
00:01:36
00:01:36
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:49
00:01:49
445.4
Access Point Manhole
Severity: None
Remarks: SSMH- 4050(10)
00:20:18
00:20:18
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/20/2025 11:53:00 AM Pipe Segment Reference:
HDR#02
Street: PUDDING CREEK W HWY 1 Upstream MH: SSMH- 4311(12) Length Surveyed: 445.4 Downstream MH: SSMH4050(10)
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Polyethylene
Severity
ID Number: SSMH- 4311(12)
(0.0) AMH - Access Point Manhole Remark:
SSMH- 4311(12)
(0.0) MWL - Miscellaneous Water Level
(445.4) AMH - Access Point Manhole
Remark: SSMH- 4050(10)
Total Distance: 445.4 ID Number: SSMH- 4050(10)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 0 0
Number of
Defects 0 0 0
Pipe Rating 0000 0000 0000
Pipe Ratings
Index 0 0 0
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:36
96 AMH - Access Point
Manhole
SSMH- 4311(12)
0 00:01:49
109
MWL - Miscellaneous
Water Level 5
445.4 00:20:18
1218
AMH - Access Point
Manhole
SSMH- 4050(10)
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
Project Information
Surveyor Name DAVID COVARRUBIAS Certificate Number U-111707009737 Owner CITY OF FORT BRAGG Customer CITY OF FORT BRAGG
Drainage Area PO Number BE25380
Pipe Segment
Reference HDR# 01 Date 10/20/2025 11:33
Street PUDDING CREEK E City FORT BRAGG
Comments
Manhole
Upstream MH SSMH- 4314(9A) Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH SSMH- 4310(09) Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Sewer Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 8 Width
Shape Circular Material Asbestos Cement
Lining Method Pipe Joint Length
Total Length Length Surveyed 181.4
Year Laid Year Renewed
Misc
Flow Control Not Controlled Media Label DVD
Purpose Maintenance Related Sewer Category
Pre-Cleaning Not Known Date Cleaned
Weather Dry - No Precipitation
During Survey Location Code
Additional Info Location Details
Custom
Number of Taps Number of Roots
Num Cracks /
Fractures
Number of Broken /
Holes / Collapse
Number of Deposits Custom6
Custom7 Struct Grade
OM Grade Overall Grade
Pacp 6
Reverse Setup ID Sheet (Group)
Number
Imperial Units (US) True Pressure Value
Work Order Project CITY OF FORT BRAGG
Completed No
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/20/2025 11:33:00 AM Pipe Segment Reference: HDR# 01 Street: PUDDING CREEK E Upstream MH: SSMH- 4314(9A)
Length Surveyed: 181.4 Downstream MH: SSMH4310(09)
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Asbestos Cement
Distance Fault Observation Time Picture
0.0 Access Point Manhole
Severity: None
Remarks: SSMH- 4314(9A)
00:01:34
00:01:34
0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:47
00:01:47
13.1 Joint Offset Medium
Severity: None
Struct Weight: 3
00:03:03
00:03:03
Distance Fault Observation Time Picture
27.1 Joint Offset Medium
Severity: None
Struct Weight: 3
00:03:56
00:03:56
27.1 Joint Offset Large
Defective
Severity: None
Struct Weight: 4
00:04:45
00:04:45
53.8 Miscellaneous General
Observation
Severity: None
Remarks: OFFSET
00:06:06
00:06:06
Distance Fault Observation Time Picture
53.8 Joint Offset Medium
Severity: None
Struct Weight: 3
00:06:27
00:06:27
65.8 Joint Offset Medium
Severity: None
Struct Weight: 3
00:07:22
00:07:22
106.3
Joint Offset Medium
Severity: None
Struct Weight: 3
00:08:56
00:08:56
Distance Fault Observation Time Picture
156.9
Joint Offset Medium
Severity: None
Struct Weight: 3
00:11:05
00:11:05
156.9
Joint Offset Medium
Severity: None
Struct Weight: 3
00:11:58
00:11:58
156.9
Miscellaneous General
Observation
Severity: None
Remarks: DEBRIES IN LINE
00:12:52
00:12:52
Distance Fault Observation Time Picture
181.4
Miscellaneous General
Observation
Severity: None
Remarks: UNABLE TO
CONTINUE
00:13:19
00:13:19
181.4
Miscellaneous Abandoned
Survey
Severity: None
Remarks: ENDING VIDEO
00:13:46
00:13:46
Created with the report generator
Project: CITY OF FORT BRAGG
Date: 10/20/2025 11:33:00 AM Pipe Segment Reference: HDR# 01 Street: PUDDING CREEK E Upstream MH: SSMH- 4314(9A)
Length Surveyed: 181.4 Downstream MH: SSMH4310(09)
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Asbestos Cement
Severity
ID Number: SSMH- 4314(9A)
(0.0) AMH - Access Point Manhole Remark: SSMH4314(9A)
(0.0) MWL - Miscellaneous Water Level
(13.1) JOM - Joint Offset Medium
(27.1) JOM - Joint Offset Medium
(27.1) JOLD - Joint Offset Large Defective
(53.8) MGO - Miscellaneous General Observation
Remark: OFFSET
(53.8) JOM - Joint Offset Medium
(65.8) JOM - Joint Offset Medium
(106.3) JOM - Joint Offset Medium
(156.9) JOM - Joint Offset Medium
(156.9) JOM - Joint Offset Medium
(156.9) MGO - Miscellaneous General Observation
Remark: DEBRIES IN LINE
(181.4) MGO - Miscellaneous General Observation
Remark: UNABLE TO CONTINUE
(181.4) MSA - Miscellaneous Abandoned Survey
Remark: ENDING VIDEO
Total Distance: 181.4 ID Number: SSMH- 4310(09)
Created with the report generator
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 4 0 4
3 21 0 21
2 0 0 0
1 0 0 0
Overall 25 0 25
Number of
Defects 8 0 8
Pipe Rating 4137 0000 4137
Pipe Ratings
Index 3.1 0 3.1
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension % At /
From To 1st 2nd
0 00:01:34
94 AMH - Access Point
Manhole
SSMH- 4314(9A)
0 00:01:47
107
MWL - Miscellaneous
Water Level 5
13.1 00:03:03
183
JOM - Joint Offset
Medium
27.1 00:03:56
236
JOM - Joint Offset
Medium
27.1 00:04:45
285
JOLD - Joint Offset Large
Defective
53.8 00:06:06
366
MGO - Miscellaneous
General Observation
OFFSET
53.8 00:06:27
387
JOM - Joint Offset
Medium
65.8 00:07:22
442
JOM - Joint Offset
Medium
106.3 00:08:56
536
JOM - Joint Offset
Medium
156.9 00:11:05
665
JOM - Joint Offset
Medium
156.9 00:11:58
718
JOM - Joint Offset
Medium
156.9 00:12:52
772
MGO - Miscellaneous
General Observation
DEBRIES IN LINE
181.4 00:13:19
799
MGO - Miscellaneous
General Observation
UNABLE TO CONTINUE
181.4 00:13:46
826
MSA - Miscellaneous
Abandoned Survey
ENDING VIDEO
Created with the report generator
Additional Reports for Session CITY OF FORT BRAGG
Created with the report generator
PROJECT BE25380
CITY OF FORT BRAGG
10-22-2025
S SANDERSON WAY
1. SSMH-4201(298) TO SSMH-CLNT-7222
UPSTREAM
PIPE SEGMENT REF:5179
6 INCH
SEVERAL OFFSETS AND JOINT SEPERATIONS IN THIS SEGMENT. MSA THIS LINE AND COULD NOT
CONTIUE TO CLNT
FOOTAGE: 346.7 FT
2. SSMH-4201(298) TO SSMH-4413(274)
DOWNSTREAM
PIPE SEGMENT REF:5150
6 INCH
LARGE OFFSET IN LINE.
FOOTAGE:700.10 FT
3.SSMH-4413(274) TO SSMH-4180(271)
DOWNSTREAM
PIPE SEGMENT REF: 5159
6 INCH
BEND IN LINE.
FOOTAGE:255.0 FT
4.SSMH-4180(271) TO SSMH-4146(270)
DOWNSTREAM
PIPE SEGMENT REF:4765
6 IMCH
FOOTAGE:399.0 FT
E OAK ST
5.SSMH-4151(278) TO 4152(279)
DOWNSTREAM
PIPESEGMENT REF: 5148
6 INCH
FOOTAGE:162.8 FT
6.SSMH-4152(279) TO SSMH-4410(286)
PIPE SEGMENT REF:4696
DOWNSTREAM
PIPE SEGMENT REF:4696
FOOTAGE:168.0 FT
TOTAL FOOTAGE: 2,031.6 FT
PROJECT BE25380
CITY OF FORT BRAGG
10-23-2025
E OAK ST
1. SSMH-4410(286) TO SSMH-4623
DOWNSTREAM
PIPE SEGMENT REF:4901
6 INCH
THIS LINE HAD ALOT OF WATER. HIGH FLOW AREA. THERE WAS ALSO A REPAIR SPOT IN THIS LINE.
FOOTAGE: FT 118.3 FT
2. SSMH-4623 TO SSMH-4174(290)
DOWNSTREAM
6 INCH
PIPE SEGMENT REF:4697
TOTAL:201.5 FT
3.SSMH-4174(290) TO SSMH-4176(292)
DOWNSTREAM
PIPE SEGMENT REF:4699
FOOTAGE:146.8
4. SSMH-4176(292) TO SSMH-4181(295)
DOWNSTREAM
6 INCH
PIPE SEGMENT REF:N/A
LINNER FALUIRE WHERE I ENDED MY VIDEO. TOO HIGH FLOW FOR A REVERSAL FOOTAGE: 215.20 FT
5. SSMH-4417(179) TO SSMH-4125(188)
DOWNSTREAM
10 INCH
PIPE SEGMENT REF: N/A
FOOTAGE:759.9
ADDITIONAL NOTES: OAK ST HAD VERY HIGH FLOW. THIS LINE WAS VERY DIFFICULT TO TV DUE HIGH WATER LEVEL. I HAD TO PULL BACK TO ATTEPMET TO GET A BETTER VISUAL.
TOTAL FOOTAGE: 1,441.7 FT
PROJECT BE25380
CITY OF FORT BRAGG
10-21-2025
HWY 1
1. SSMH-4311(12) TO SSMH-4313(11)
HWY 1
DOWNSTREAM
PIPE SEGMENT REF:5103
8 INCH PE LINE
FOOTAGE:493.4 FT
2. SSMH-4594(10A) TO SSMH-4050(10)
HWY 1
DOWNSTREAM
PIPE SEGMENT REF:5109
8 INCH PE PIPE
FOOTAGE:445.8 FT
3. SSMH-4308(7) TO SSMH-4309(8)
HWY 1
DOWNSTREAM
PIPE SEGMENT REF: MN-5112
8 INCH PE PIPE
FOOTAGE: 519.50 FT
4. SSMH-4309(8) TO SSMH-4589
HWY 1
DOWNSTREAM
PIPE SEGMENT REF: MN-5099
COULD NOT GET TO DOWN STREAM MANHOLE DUE TO AN OFFSET LINE. COMBO TRUCK COULD NOT JET LINE DUE TO LOCATION OF MANHOLE.
TOTAL FOOTAGE:175. 2 FT
TOTAL FOOTAGE: 1,633.9 FT
PROJECT BE25380
CITY OF FORT BRAGG
10-20-2025
1. HDR-01
4314 (9A) TO 4310(09)
DOWNSTREAM
I WAS NOT ABLE TO SUCCESSFULLY GET TO THE DOWNSTREAM MANHOLE. THIS LINE HAD SEVERAL OFFSETS IN THE LINE. I WAS ONLY ABLE TO GO 181.FT IN LINE. I WAS NOT ABLE TO CONTINUE DUE TO DEBRIES IN LINE. DOWNSTREAM MANHOLE WAS NOT VISIBLE. REVERSAL NEEDED.
2. HDR-02
4311(12) TO 4050(10)
DOWNSTREAM
NO ISSUES.
445.10 FT CLEAR
DOWNSTREAM MANHOLE HAS MISSING PE PIPE.
3. #14 FB-04
THIS LINE WAS CLEANEED TWICE. LINE HAD NO UPSTREAM MANHOLE. I WAS ONLY ABLE TO TRAVEL 53.9 FT AND HAD TO ABANDON THE SURVEY DUE TO ROOTS.
ADDITIONAL INFO:
SPOKE WITH ALEX FROM HDR AND ADVISED HIM TO ADJUST THE CURRENT MAPS PLEASE. NEW MAPS ARE GOING TO BE CREATED WITH MORE INFO. WE ALSO TALKED ABOUT MAKE SURE THAT EACH MH TO MH INSPECTION HAD ITS OWN. TODAY WE WALKED SITE AND OPENED MANHOLES TO VERIFY THE SECTIONS WE WERE WORKING ON.
TOTAL FOOTAGE: 680 FT
City of Fort Bragg
Fort Bragg Wastewater Collection System Master Plan
August 1, 2026 | G-1
Appendix G. Lift Station Visual Assessment
Report
Condition
Assessment Report
City of Fort Bragg
Sewer Pump Stations Condition Assessment
March 26, 2025
Zone 7 Water City | Condition Assessment Report
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Zone 7 Water City | Condition Assessment Report
Introduction
March 26, 2025 | i
Contents
CHAPTER 1 Introduction ..................................................................................................... 2 CHAPTER 2 Existing Facilities ............................................................................................ 4 CHAPTER 3 Assessment Approach .................................................................................... 4
3.1 Task 1 – Review of Past Documents .......................................................................... 4
3.2 Task 2 – City Staff Interviews ..................................................................................... 4
3.3 Task 3 – Condition Assessment ................................................................................. 4
3.4 Estimated Original Useful Life (OUL) and Evaluated Remaining Useful Life (EvRUL). 5
3.5 Condition Rating......................................................................................................... 5
3.6 Condition Rating Methodology.................................................................................... 6 CHAPTER 4 Condition Assessment Findings ...................................................................... 8
4.1 South Noyo Pump Station .......................................................................................... 8
4.1.1 Overview of Facility................................................................................................. 8
4.1.2 North Noyo Pump Station ......................................................................................12
4.1.3 Sanderson (Noyo Heights) Pump Station...............................................................16
4.1.4 Pudding Pump Station ...........................................................................................18
4.1.5 Elm Pump Station..................................................................................................22
4.2 Noyo Point Pump Station...........................................................................................27 Figures
Figure 1 - City Pump Station Overview ..................................................................................... 3 Figure 2 – South Noyo Pump Station......................................................................................... 9 Figure 3 – North Noyo Pump Station.........................................................................................13 Figure 4 – Sanderson (Noyo Heights) Pump Station.................................................................16 Figure 5 – Pudding Creek Pump Station ...................................................................................19 Figure 6 – Elm Pump Station ....................................................................................................23 Figure 7 – Noyo Point Pump Station .........................................................................................27 Tables
Table 1: Condition Rating Methodology ..................................................................................... 5 Table 2: South Noyo Condition Ratings.....................................................................................10 Table 3: South Noyo Recommended Improvements .................................................................12 Table 4: North Noyo Condition Ratings .....................................................................................14 Table 5: North Noyo Recommended Improvements..................................................................15 Table 6: Sanderson Pump Station Condition Ratings................................................................17 Table 7: Sanderson Recommended Improvements ..................................................................18 Table 8: Pudding Pump Station Condition Ratings....................................................................20 Table 9: Pudding Pump Station Recommended Improvements ................................................21 Table 10: Elm Pump Station Condition Ratings.........................................................................23 Table 11: Elm Pump Station Recommended Improvements .....................................................26 Zone 7 Water City | Condition Assessment Report
Introduction
March 26, 2025 | ii
Table 12: Noyo Point Pump Station Condition Ratings..............................................................28 Table 13: Noyo Pump Station Recommended Improvements ...................................................29 Appendices
Appendix A – List of Facilities
Appendix B – Completed Inspection Forms
Zone 7 Water City | Condition Assessment Report
Introduction
March 26, 2025 | 1
Acknowledgements
It should be noted that the City of Fort Bragg (City) staff listed below provided the information, access, and utility history that was vital to developing this report. They were forthcoming answering all our questions, were available for the site inspections, and assisted with our research as needed:
• Chantell O’ Neal, Assistant Director; Engineering Division Public Works • Alden Ramos, Collection System Operations
Zone 7 Water City | Condition Assessment Report
Introduction
March 26, 2025 | 2
CHAPTER 1 Introduction
The Fort Bragg Municipal Improvement District No. 1 was formed in 1969 and encompasses the City of Fort Bragg and areas to the north and south, which are not within the City limits. The wastewater collection system is wholly owned and operated by the City through the Municipal Improvement District. The Fort Bragg wastewater facilities consist of a sewer system, six pump stations, a wastewater treatment plant, and an outfall pipeline, which extends 690 feet into the Pacific Ocean. The six pump stations are South Noyo, North Noyo, Sanderson, Pudding, Elm Street, and Noyo Point.
HDR performed a visual assessment of the six lift stations, which are part of the collection system. The visual assessment was performed over a one-day site tour with City staff. The gathered information is used to provide a desktop-based assessment of the lift stations to memorialize the condition of the lift stations. To prioritize capital improvement recommendations generated from the visual assessment, the desktop risk assessment assigns a risk score to each station which will be considered for prioritization of recommended improvements.
The City pump stations are shown in Figure 1.
Zone 7 Water City | Condition Assessment Report
Introduction
March 26, 2025 | 3
.
Figure 1 – City Pump Station Overview
Zone 7 Water City | Condition Assessment Report
Existing Facilities
March 26, 2025 | 4
CHAPTER 2 Existing Facilities
The scope of this task required visual condition inspections of each pump station utilizing professional personnel familiar with the design and operation of sewer lift stations. The intent of work is to provide an assessment of the condition of these facilities by conducting field inspections, performing a desktop estimate of remaining life, develop a cost opinion range for equipment renewal, modifications and capital projects for each facility, and provide both shortterm (<5 Year), mid-term (Year 5 to 10) and long-term (Year 11-20) capital improvement plan (CIP) necessary to meet service demands.
CHAPTER 3 Assessment Approach
The condition assessment performed by HDR and City staff was a collaborative effort leveraging staff’s knowledge of facility assets during the physical inspections of the facilities, review of data and documents requested from the City, and a desktop evaluation of the available data to assess the condition and remaining life of the system assets through the following tasks.
• Task 1 – Review of Past Documents
• Task 2 – City Staff Interviews
• Task 3 – Visual Condition Assessment
This report presents the results of the condition assessment results of Tasks 1 through 3. These results are being used to develop asset improvement cost estimates and the short-term, midterm, and long-term capital improvement plan.
3.1 Task 1 – Review of Past Documents
The purpose of this task was to collect the asset data necessary to complete the condition assessment effort and to provide an understanding of the current state of the City’s infrastructure and facilities, the City’s recent planning studies and capital improvements, and the current asset inventory and maintenance data. The available information provided by the City was reviewed and compiled with our inspection reports to complete the condition assessments that are included in this report.
3.2 Task 2 – City Staff Interviews
HDR met with City staff prior to visiting the pump station sites to discuss the overall details of the assessment process and provide the foundation for the City’s objectives for the assessment.
The meeting served as a forum to discuss logistics for performing the field assessments, identify relevant City policies and standards to be complied with, and to discuss facility issues, concerns, background, and history. Based on the discussions on facility issues, the assets to be assessed as part of the field inspections were refined and prioritized.
3.3 Task 3 – Condition Assessment
The purpose of this task was to perform a condition assessment of the pump station facilities to identify assets that are near the end of the original useful life and define recommendations for Zone 7 Water City | Condition Assessment Report
Assessment Approach
March 26, 2025 | 5
replacement and renewal. This condition assessment is considered a Level 2 assessment by industry standards.
• A Level 2 condition assessment is defined as an assessment based on inspections to determine the degree of physical deterioration of an asset through an onsite visual inspection by a subject matter expert. A Level 2 condition assessment typically includes interviews with City staff and a desktop review of relevant materials, such as record drawings, operating data/records, spare parts inventory, and maintenance history.
3.4 Estimated Original Useful Life (OUL) and Evaluated
Remaining Useful Life (EvRUL)
Original useful life of equipment varies from utility to utility and is dependent on several factors such as environment, hours of operation, material, installation, maintenance frequency, and many other factors.
Based on the original useful life, a “default” evaluated remaining useful life can be estimated for planning purposes. For example: if a submersible pump is installed in 2000 and is estimated to provide service for 20 years, then by default a replacement should be planned for in 2020 at 0 years remaining useful life. However, if the pump is still providing service and is judged to be in good condition, the replacement can be delayed. Other than the above-grade pumps at Elm Street Pump Station, all the other pumps were submerged at the time of the inspection and could not be visually evaluated.
3.5 Condition Rating
Condition Rating (CR) is a subjective measure of the state of deterioration. A basic rating was established based on “Best Professional Judgment” which includes several factors including remaining percent of original useful life (OUL) or conversely the evaluated remaining useful life (EvRUL), overall deterioration, and the level of maintenance effort necessary to return the asset type to good working order. Performance and reliability are based on staff interviews. Review of operating logs and operating data is considered when available.
Ratings are on a scale of 1 to 5 according to the following table:
Table 1: Condition Rating Methodology
Condition
Rating Description
% of OUL
EvRUL
Maintenance Effort
1 Excellent or New Condition 100% Normal Preventive Maintenance 2 Good - Minor Defects Only 75% Normal Preventive Maintenance, Minor Corrective Maintenance
3 Fair – Moderate Deterioration 50% Normal Preventive Maintenance, Major Corrective Maintenance
4 Poor – Significant Deterioration 25% Rehabilitation, if possible Zone 7 Water City | Condition Assessment Report
Assessment Approach
March 26, 2025 | 6
Condition
Rating Description
% of OUL
EvRUL
Maintenance Effort
5 Failure Imminent -Virtually
Unserviceable > 5% Replace
0 Unknown Not inspected
3.6 Condition Rating Methodology
The following is the logic for assigning a condition rating for the system assets.
1. Review industry references of asset class/type original useful life estimates and determine applicability to the City.
2. Determine the facility or assets required performance or capacity requirements. If the facility or asset cannot meet capacity requirements, then consider the asset in a state of imminent failure.
3. If equipment has surpassed its estimated original useful life, then consider its condition.
Will it need to be replaced within the planning horizon?
4. If the age of the asset exceeds its useful life, then this logic will be followed:
a. By default, it is rated a CR4 - Poor
b. If it shows severe deterioration, then maintain the CR4 - Poor rating c. Consider upgrading to a CR3 (Fair) if it appears to be in good condition, performs its function, and does not have an immediate need to repair or replace to meet industry standards.
d. Consider upgrading to a CR2 (Good) only if there is a report or an assessment that the asset is performing well and repair or replacement may be delayed beyond the 75% of its OUL.
5. If the age of the asset is within its original useful life, then logic will be followed:
a. If equipment is a recent install or has 90% or more estimated remaining useful life, then by default it is a CR1 (New)
b. If equipment has 50% or more remaining of its original useful life and there is no indications of frequent repairs or physical deterioration the rating should be a CR2 (Good)
c. If equipment has less than 50% remaining of its original useful life and there are reports of frequent repairs or physical deterioration, then rating should be CR3 (Fair) d. If equipment has less than 50% remaining of its original useful life and findings of significant deterioration and reports indicate a need for rehabilitation, then the rating should be CR4 (Poor)
6. If an asset has failed or is in an imminent failure state, the rating should be CR5 and issue a “red-flag” report to the City.
7. Other considerations:
a. If the asset is obsolete with no repair parts or technical support available, then a CR4 should be assigned
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Assessment Approach
March 26, 2025 | 7
b. Any asset deemed to not meet reliability or performance requirements should be rated a CR4 or CR5 depending on the severity of the deficiency.
Zone 7 Water City | Condition Assessment Report
Condition Assessment Findings
March 26, 2025 | 8
CHAPTER 4 Condition Assessment Findings
4.1 South Noyo Pump Station
4.1.1 Overview of Facility
The South Noyo Pump Station was installed during the 1970 Regional Sewage Disposal Project. It has two pumps rated at 460 gpm each. The pump station drains the Ft. Bragg wastewater collection system south of Noyo River. It discharges north over the Highway 1 bridge on the Noyo River to SSM 115 (Utility Network manhole Mnhl-Chnnl-4665) near the intersection of Highway 1 and N. Harbor Drive.
The station is composed of a below-grade wet well that contains the inlet piping, valve, and standpipe, two duty/standby submersible 35 hp pumps and discharge piping, a separate valve vault, and bypass connection mounted above grade adjacent to the valve vault. The building (comprised of concrete walls and concrete roof) above the abandoned drywell houses the electrical panels. Backup power to the lift station is provided with a portable generator connected to an outlet. The sites have perimeter chain link fences and asphalt driveways.
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Condition Assessment Findings
March 26, 2025 | 9
Figure 2 – South Noyo Pump Station
4.1.1.1 Overall Condition Ratings
The South Noyo pump station was reviewed for condition and the results are summarized in Table 2. The following processes/systems/assets were assessed:
• Below Grade Inlet and Wet well
• Discharge Valve Vault
• Electrical systems
• Structures
• Site Features
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Condition Assessment Findings
March 26, 2025 | 10
Table 2: South Noyo Condition Ratings
Asset Information Condition Rating
Asset Name System
Install DateMechanical/CivilStructural/ArchitecturalElectricalEvRUL Wet well Structure Structure NA 3 NA 11-20
Inlet Valve and Standpipe Mechanical 2 NA NA 11-20
Submersible Pumps and Rail System Mechanical 2019 2 NA NA 11-20 Discharge Piping Mechanical 2019 2 NA NA 11-20
Valve Vault Structure and Access Hatch Structural NA 2 NA 11-20 Valve Vault Piping Mechanical 2019 2 NA NA 11-20
Backflow Preventer Mechanical 2 NA NA 11-20
Door Architectural NA 4 NA <5
Site Civil 4 NA NA <5
Electrical Panels Electrical 2019 NA NA 2 11-20
Exterior hose bibb and piping Electrical 2 NA NA 11-20
Bypass Piping Connection Mechanical 2 NA NA 11-20
Handrails Architectural NA 2 NA 11-20
Abandoned drywell coating Architectural NA 2 NA >5
Radio and Control Panel Electrical 2015 NA NA 2 11-20
Electrical conduits Electrical NA NA 2 6-10
Unk = Unknown installation date
NA = Asset not assessed by specified discipline
The following general observations and concerns from the City were noted:
• There is a safety net below the wet well access hatch • Pumps, piping, and MCC replaced in 2019 and are in good condition • Lot of grease at the time of the inspection. Per City this is manually cleaned periodically. • Floor of wet well was resurfaced so assumed to be in good condition • Inlet butterfly valve appears to be in good condition, although it was difficult to see • FRP grating over the inlet opening in good condition
• Exposed aggregate at top of the inlet opening can lead to increased surface removal and potential exposure of rebar and premature failure
• Minor surface corrosion on the discharge piping grooved couplings and be grinded • Stainless steel supports appear to be in good condition • Exterior hose bibb paint peeling, but copper material in good shape • Valve vault appears to be in good condition
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Condition Assessment Findings
March 26, 2025 | 11
• No safety net on valve vault. Should be added for safety • Bypass piping connection shows minimal corrosion
• Backflow preventer in good condition. The supports show some corrosion so minor grinding required
• The abandoned drywell equipment and piping is still in place. Could be removed as budget allows
• The building is in good condition, although there is some minor damage below roof • Corrosion on lower area of door and should be replaced • Minor damage of paint on handrail into the abandoned drywell • Some peeling of coating on the upper wall of the drywell (as viewed from the room above). Extents of coating not visually inspected so damage not fully known • Radio and control panel replaced in 2015 and in good condition • Site around the wet well and building is mostly ungraded dirt. Addition of asphalt pavement would allow improved access
• Per the City, the power required to operate both pumps at the South Noyo lift station is slightly greater than what the portable generator can output. Can only be solved with a larger portable generator
4.1.1.2 Improvements and Timing
In order to address the deficiencies identified during the inspections, Table 3 indicates recommended improvements and timing – whether the project is recommended as a short-term project (<5-year timeframe), mid-term project (5-to-10-year timeframe), or long-term (11-to-20- year timeframe). A rough order of magnitude costs was developed for each of the recommended improvement projects based on engineering experience. Note that the packaging of improvements projects and identifying funding sources will be determined as part of the development of the capital improvement projects planning.
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Condition Assessment Findings
March 26, 2025 | 12
Table 3: South Noyo Recommended Improvements
Improvement Funding Timeframe Cost
Estimate
Surface prepare and coat the top of the wet well
structure where exposed aggregate visible
<5 $5,000
Recoat handrails <5 $2000
Replace building door <5 $1000
Install asphalt paving and base to dirt area
adjacent to wet well
<5 $15,000
Recoat/spot repair damaged coating inside the
abandoned drywell
<5 $2000
Add net or grate under to valve vault hatch <5 $3,000
Total Cost $28,000
4.1.2 North Noyo Pump Station
4.1.2.1 Overview of Facility
The North Noyo Pump Station was installed during the 1970 Regional Sewage Disposal Project.
It has two pumps rated at 353 gpm each. The pump station drains the Ft. Bragg wastewater collection system north of Noyo River and south of N. Harbor Drive. It discharges northwest along N. Harbor Drive to SSM 116 (Utility Network manhole Mnhl-Chnnl-4236) near the intersection of Highway 1 and N. Harbor Drive.
The station is composed of a below-grade wet well that contains the inlet piping, valve, and standpipe, two duty/standby submersible 25 hp pumps and discharge piping, a separate valve vault, bypass connection mounted above grade adjacent to the valve vault. The building (comprised of concrete walls and concrete roof) above the abandoned drywell houses the electrical panels. Backup power to the lift station is provided with a portable generator connected to an outlet. The sites have perimeter chain link fences and asphalt driveways.
Zone 7 Water City | Condition Assessment Report
Condition Assessment Findings
March 26, 2025 | 13
Figure 3 – North Noyo Pump Station
4.1.2.2 Overall Condition Ratings
The North Noyo pump station was reviewed for condition and the results are summarized in Table 4. The following processes/systems/assets for the pump station were assessed:
• Below Grade Inlet and Wet well
• Discharge Valve Vault
• Electrical systems
• Structures
• Site Features
Zone 7 Water City | Condition Assessment Report
Condition Assessment Findings
March 26, 2025 | 14
Table 4: North Noyo Condition Ratings
Asset Information Condition Rating
Asset Name System
Install DateMechanical/CivilStructural/ArchitecturalElectricalEvRUL Wet well Structure Structure NA 3 NA 5-10
Inlet Valve and Standpipe Mechanical 2 NA NA 11-20
Submersible Pumps and Rail System Mechanical 2019 2 NA NA 11-20 Discharge Piping Mechanical 2019 2 NA NA 11-20
Valve Vault Structure and Access Hatch Structural NA 2 NA 11-20 Valve Vault Piping Mechanical 2019 2 NA NA 11-20
Backflow Preventer Mechanical 2 NA NA 11-20
Door Structure NA 4 NA <5
Site paving Civil 4 NA NA <5
Electrical Panels Electrical 2019 NA NA 2 11-20
Exterior hose bibb and piping Mechanical 2 NA NA 11-20
Bypass Piping Connection Mechanical 2 NA NA 11-20
Handrails Architectural NA 2 NA 11-20
Abandoned drywell coating Architectural NA 2 NA >5
Radio and Control Panel Electrical 2015 NA NA 2 11-20
Electrical conduits Electrical NA NA 2 6-10
Unk = Unknown installation date
NA = Asset not assessed by specified discipline
The following general observations and concerns from the City were noted:
• There is a safety net below the wet well access hatch • Pumps, piping, and MCC replaced in 2019 and are in good condition • Lot of grease at the time of the inspection. Per City this is manually cleaned periodically. • Floor of wet well was resurfaced so assumed to be in good condition • Inlet butterfly valve appears to be in good condition, although it was difficult to see • FRP grating over the inlet opening in good condition
• Exposed aggregate at top of the inlet opening can lead to increased surface removal and potential exposure of rebar and premature failure
• Minor surface corrosion on the discharge piping grooved couplings and be grinded • Stainless steel supports appear to be in good condition • Exterior hose bibb paint peeling, but copper material in good shape Zone 7 Water City | Condition Assessment Report
Condition Assessment Findings
March 26, 2025 | 15
• Valve vault appears to be in good condition
• No safety net on valve vault. Should be added for safety • Bypass piping connection shows minimal corrosion
• Backflow preventer in good condition. The supports show some corrosion so minor grinding required
• The abandoned drywell equipment and piping is still in place. Could be removed as budget allows
• The building is in good condition, although there is some minor damage below roof • Corrosion on lower area of door and should be replaced • Minor damage of paint on handrail into the abandoned drywell • Some peeling of coating on the upper wall of the drywell (as viewed from the room above). Extents of coating not visually inspected so damage not fully known • Radio and control panel replaced in 2015 and in good condition • Some metal conduit coating damage
• Per the City, there have been some odor complaints at the North Noyo lift station due to it close proximity to the neighborhood and nearby businesses.
4.1.2.3 Improvements and Timing
In order to address the deficiencies identified during the inspections, Table 5 indicates recommended improvements and timing – whether the project is recommended as a short-term project (<5-year timeframe), mid-term project (5-to-10-year timeframe), or long-term (11-to-20- year timeframe). A rough order of magnitude costs was developed for each of the recommended improvement projects based on engineering experience. Note that the packaging of improvements projects and identifying funding sources will be determined as part of the development of the capital improvement projects planning.
Table 5: North Noyo Recommended Improvements
Improvement Funding Timing Cost
Estimate
Surface prepare and coat the top of the wet well structure where exposed aggregate visible
<5 $5,000
Recoat handrails <5 $2000
Replace building door <5 $1000
Replace site paving and base <5 $5,000
Recoat/spot repair damaged coating inside the abandoned drywell
<5 $2000
Recoat areas of peeling coating of conduits 6-10 $1,000 Total Cost $16,000
Zone 7 Water City | Condition Assessment Report
Condition Assessment Findings
March 26, 2025 | 16
4.1.3 Noyo Heights (Sanderson) Pump Station
The Noyo Heights Pump Station was installed in 1990. It has two pumps rated at 190 gpm each.
The pump station drains the Ft. Bragg wastewater collection system north of Noyo River along Noyo Heights, Lonne Way, and S. Sanderson Way. It also drains two homes at the south end of Riverview Dr. It discharges north and east on Noyo Heights, then north along S. Sanderson Way to SSM 312 (Utility Network manhole Mnhl-Chnnl-4195) on the 500 block of S. Sanderson Way.
The station is composed of a precast round wet well with two submersible duty/standby 5 hp pumps, a valve vault, and electrical service panels located under a small wooden structure supported on a concrete foundation and composite shingles on the top roof section. The flow coming into the wet well does not have an inlet valve. The lift station is located adjacent to houses. There is a gravel driveway into the site, although the area around the lift station is grass and mulch.
Figure 4 – Sanderson (Noyo Heights) Pump Station
4.1.3.1 Overall Condition Ratings
The Sanderson pump station was reviewed for condition and the results are summarized in Table 6. The following processes/systems/assets for the pump station were assessed:
• Below Grade Inlet and Wet well
• Discharge Valve Vault
• Electrical systems
• Structures
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Condition Assessment Findings
March 26, 2025 | 17
• Site Features
Table 6: Sanderson Pump Station Condition Ratings
Asset Information Condition Rating
Asset Name System
Install DateMechanical/CivilStructural/ArchitecturalElectricalEvRUL MCC FRP panel Electrical 1989 NA NA 3 <5
MCC wood structure Structure 1989 NA 4 NA <5
Electrical stand concrete foundation Structure 1989 NA 2 NA 11-20 Wet well structure Structure 1989 NA 3 NA 5-10
Wet well Piping Mechanical 1989 3 NA NA <5
Pump controls Mechanical 1989 NA NA 2 5-10
Wet well hatch Structure 1989 NA 2 NA 11-20
Valve vault Structure 1989 NA 3 NA 5-10
Valve vault piping Mechanical 1989 4 NA NA <5
Site entrance Civil 1989 2 NA NA 5-10
Electrical conduits Electrical 1989 NA NA 2 6-10
Unk = Unknown installation date
NA = Asset not assessed by specified discipline
The following general observations and concerns from the City were noted:
• MCC FRP panel showing signs of degradation
• MCC wood structure top frame and composite shingles are damaged • Wood structure and concrete foundation below roof appears to be in good condition • Wood structure does not extend too far beyond the panel so does not fully protect panel from UV
• Recommend new ventilated housing over entire electrical service panels • The wet well showing signs of pittinkg and top of the wet well shows exposed aggregate • Only floats for pump control and monitoring and no backup • No grate or safety net under hatch
• Precast round wet well appears to be in good condition • Station normally has low flow, but there are times when the I/I flows are high Zone 7 Water City | Condition Assessment Report
Condition Assessment Findings
March 26, 2025 | 18
• Station was built in the late 1980’s
• Piping, valves, and supports inside the valve vault are corroded, particularly the tops of the isolation (plug) valves
• Exposed aggregate at top of the vault walls. Some concrete peeling from the walls • Floor appears to be in good condition
• There is quite a large amount of dirt that comes into this station