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Yellowstone 311631 - Replace Mammoth Wastewater Collection System

The purpose of this amendment is to:

a) Provide Engineering Design Report;

b) Provide Sewer Service Schedule;

c) Provide final answers to all questions received to date.

Please note that Vicki Supler will be the lead Contracting Officer on site facilitating the

Continued ...

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

Jason Longshore

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Previous edition unusable

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 10A, as heretofore changed, remains unchanged and in full force and effect .

ITEM NO. SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

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(A) (B) (C) (D) (E) (F)

140P2025B0001/0004 bid opening. If there are any questions or concerns on the day of the bid opening, please contact her at Vicki_l_freese-supler@nps.gov, 720-402-5467.

NSN 7540-01-152-8067 OPTIONAL FORM 336 (4-86)

Sponsored by GSA

FAR (48 CFR) 53.110

YELLOWSTONE NATIONAL PARK

Replace Mammoth Wastewater

Collection System

ENGINEERING DESIGN REPORT

PMIS: YELL 311631

National Park Service

HDR Project No. 10367431

January 2025

Revised: May 2025

National Park Service

YELLOWSTONE NATIONAL PARK PMIS: YELL 311631

REPLACE MAMMOTH WASTEWATER COLLECTION SYSTEM

ENGINEERING DESIGN REPORT

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Table of Contents

Introduction and Purpose

Wyoming DEQ Water Quality Rules and Regulations – Chapter 11

Section No. 6 – Engineering Design Report

Section No. 9 – Design of Sewers

Figures

Figure 1 - Vicinity Area (Wyoming / Yellowstone National Park)

Figure 2 - Vicinity Area (Yellowstone National Park / Mammoth Hot Springs)

Figure 3 - Vicinity Area (Mammoth Hot Springs)

Figure 4 – Replace Mammoth Wastewater Collection System Project Area Overview

Figure 5 – Past Flow Meter / Flow Monitoring Locations

Figure 6 – Existing YCC Area

Figure 7 – Subcollection Systems and Flow Meter/Manhole Locations

Table

Table 1 – Flow Monitoring Results………………………………………………………

Table 2 – Future Wastewater Flow Projections for YCC Area Subcollection System…...………

Table 2 – Design Flow Projections………………………………………………………………………………...8

Table 3 – Pipe Replacement / Rehabilitation Summary………………………………………………………..10

Appendices

Appendix A: YELL 311631 – Rehabilitate and Improve Mammoth Collection System Collection System

Capacity Evaluation

Appendix B: Proposed Gravity Sewer Capacity Spreadsheet

Appendix C: Geotechnical Report

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This page is intentionally left blank.

5/24/2025 | 1

Introduction and Purpose The Mammoth Wastewater Collection System, located in Yellowstone National Park (Park) includes gravity sewer mains ranging from 6-inch to 18-inch in diameter, service laterals, and sanitary sewer manholes that service the Mammoth Hot Springs area. The existing collection system is comprised of various pipe materials that range from vitrified clay pipe (VCP), polyvinyl chloride pipe (PVC), high-density polyethylene (HDPE), and ductile iron pipe (DIP). The collection system infrastructure also varies in age, which is a key factor in the increase of inflow and infiltration (I&I) and the introduction of arsenic into the collection system, which is a naturally occurring and hazardous contaminant in the groundwater due to the unique geothermal conditions of Mammoth Hot Springs. This design report for Replace Mammoth Wastewater Collection

System (Project) identifies improvements required to mitigate the infrastructure deterioration/damage in the existing Mammoth Wastewater Collection System to reduce the amount of I&I entering the system and to reduce the overall level of arsenic that reaches the

Temporary Mammoth Wastewater Treatment Plant (WWTP). Improvements to the Mammoth

Wastewater Collection System include the evaluation of collection system piping through closed-circuit television (CCTV) inspection, evaluation of sanitary sewer manholes through manhole inspections and photos, replacement and rehabilitation of existing gravity sewer mains through various methods such as open cut excavation, open cut point repairs, cured-in-place pipe lining

(full pipe length and sectional liners), pipe bursting, and sanitary sewer manholes replacement or rehabilitation.

Wyoming DEQ Water Quality Rules and

Regulations – Chapter 11

Section No. 6 – Engineering Design Report

Mammoth Hot Springs Service Area and Wastewater Collection System

Mammoth Hot Springs is located in Park County, WY in the northwestern corner of the State of

Wyoming and Yellowstone National Park. The Mammoth Wastewater Collection System service area extends from the area surrounding the Mammoth Hot Springs Hotel and Cabins in the northern part of the service area to the Young Conservation Corps (YCC) Area in the southern part of the service area. Wastewater flow from the northern and southern part of the service area combines in the Lower Mammoth and employee housing area and is conveyed to the Temporary

Mammoth WWTP for treatment. Vicinity maps of the overall area and the wastewater collection system service area are shown below.

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Figure 1 - Vicinity Area (Wyoming / Yellowstone National Park)

Figure 2 - Vicinity Area (Yellowstone National Park / Mammoth Hot Springs)

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Figure 3 - Vicinity Area (Mammoth Hot Springs)

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Figure 4 – Replace Mammoth Wastewater Collection System Project Area Overview

Wastewater Flow / Capacity Analysis

In 2022, flow monitoring was completed at six (6) locations throughout the Mammoth Wastewater

Collection System. A previous report (YELL 311631 – Rehabilitate and Improve Mammoth

Collection System – Collection System Capacity Evaluation) completed by others and dated

September 9, 2022, performed a capacity analysis of the Mammoth Wastewater Collection

System to identify locations that could present capacity-related issues. The previous capacity analysis also included flow monitoring results and a subcollection system delineation. This report

5/24/2025 | 5 is attached as Appendix A, for reference. An overview of the location of each flow meter is shown in Figure 5.

Figure 5 – Past Flow Meter / Flow Monitoring Locations

Table 1 below summarizes the 2022 flow monitoring results that were used to derive the current average, maximum day, and peak flows for YCC, Upper Mammoth and Lower Mammoth subcollection systems. Table 2 further describes the flows used to derive the projected average, maximum day, and peak flows for the YCC Area subcollection system, which is scheduled for thirty-eight (38) 3-bedroom homes in the future that will contribute to the wastewater flow within the Mammoth Wastewater Collection System.

Table 4 – Flow Monitoring Results

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Deriving Flow Projections from 2022 Flow Monitoring Data

To derive maximum day flows from the average day flows collected during the 2022 flow monitoring period, the average day values were divided by 0.6 based on the formula in Chapter

25 on Page 25-25:

Q = Average daily sewage flow, gallons per day. (Multiply [max day] values from Table 1 or 2 by

0.6 to get average daily flow.)

Deriving Flow Projections from Chapter 25 Septic Tanks, Soil Absorption Systems, and

Other Small Wastewater Systems

To determine average day and maximum day flows for areas where previous flow monitoring may not be applicable (Mammoth Campground) and for areas that include future flows that could not be accounted for during flow monitoring (YCC Area), Table 1 (Residential Design Flow Rates per

Bedroom and Table 2 (Non-Residential Wastewater Design Flow Rates) were utilized, and then maximum day flow calculated based on the formula in Chapter 25 on Page 25-25

Future Projected Wastewater Flow

In addition to the current homes, 8-plexes, YCC dorms, and industrial building/garage within the

YCC Area, there are currently thirty-eight (38) 3-bedroom homes planned within this general area that will contribute to the wastewater flow within the Mammoth Wastewater Collection System, see Table 2 below for the YCC Area future and total wastewater flow projections.

Figure 6 – Existing YCC Area

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Table 5 – Future Wastewater Flow Projections for YCC Area Subcollection System

All gravity sewer mains being replaced or rehabilitated in this Project, unless noted elsewhere in this report, meet the requirements listed within Wyoming DEQ Chapter 11 Standards, including but not limited to the following:

• Bury Depth: Each section of new gravity sewer pipe being installed matches the existing bury depth of gravity sewer it is replacing, which will provide the same protection from freezing and frost as currently exists.

• Size: All new sections of gravity sewer pipe are adequate pipe diameters of 8-inch or greater, with the exception of dead-end pipes and the sewer service for the Mammoth

Community Center. Additional information for the four (4) locations where a new 6-inch pipe is proposed for installation is included Section 9 – Design of Sewers.

• Slope: All new sections of gravity sewer pipe, except for the two (2) noted in the variance request section of this report, meet or exceed their minimum slope, per sewer pipe size, based on available elevation information. The two (2) segments that do not meet the required minimum slope are detailed in the variance requests section of this report.

Downstream Impacts from Wastewater Flow

The ‘Replace Mammoth Wastewater Collection System Project’ does not alter or change the current configuration or layout of the Mammoth Wastewater Collection System or adversely impact and/or increase wastewater flow that is conveyed to the Temporary Mammoth WWTP for treatment; nor does it impact the ability for wastewater flow to be conveyed to Gardiner, MT for treatment in the future, if desired. The overall goal of this project is to reduce inflow and infiltration

(I&I) throughout the Mammoth Wastewater Collection System, which will ultimately reduce the flows required to be treated at the Temporary Mammoth WWTP.

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Inflow and Infiltration Reduction

While the exact amount the sewer rehab will reduce the inflow and infiltration (I&) in the sewer is unknown, the combination of this project and the prior targeted I&I reduction project in Mammoth the I&I should be significantly reduced. Other projects completed with similar groundwater conditions and similar sewer ages resulted in a reduction in I&I between 20-60%. The previous

I&I project that targeted known I&I areas combined with this project rehabbing all of the old sewer lines in Mammoth the reduction should be on the higher end of the estimated range. Once the project is completed sanitary flows and water use can be compared to historic data to closely estimate the reduction in I&I.

Section No. 9 – Design of Sewers

Design Flows

In accordance with Chapter 11, Section 9(c)(i)(B), Appendix B includes a spreadsheet of applicable flow projection information to demonstrate that each gravity sewer main that is being rehabilitated or replaced as part of the project meets the design requirement of being sized for

200% of the maximum daily flow. To develop a maximum day flow for each gravity sewer main in each subcollection system (Upper Mammoth, YCC Area, Lower Mammoth, and Mammoth

Campground), the manhole where each flow meter was installed was utilized, and the average day (and subsequent derived maximum day flow) at this specific location/manhole was applied to all of the gravity sewer mains upstream of the flow meter location/manhole in each respective subcollection system. This is a conservative approach to demonstrate that each gravity sewer main is adequately sized to convey 200% of the maximum day flow. Summarized flow information for each subcollection system is shown in Table 3 below.

Table 6 – Design Flow Projections

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Figure 7 – Subcollection Systems and Flow Meter/Manhole Locations

Replacement or Rehabilitation

The method of replacement and rehabilitation for the Mammoth Wastewater Collection System was selected based upon review of previous CCTV inspection data. The selected replacement and/or rehabilitation method considered the overall condition, material, and size of the existing pipe and/or sections of pipe, including the surrounding area it was located to minimize the overall level of disturbance. Table 2 below includes a summary of all pipe replacement and rehabilitation.

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Table 7 – Pipe Replacement / Rehabilitation Summary

CURED-IN-PLACE PIPE LINING

Cured-in-place (CIPP) lining is a trenchless rehabilitation technique that is used to rehabilitate existing gravity piping. The process of CIPP lining includes mechanically cleaning the host pipe to be free of sand, grit, grease, or debris. Intruding laterals or other intrusions that are discovered through pre-CCTV inspections, require removal via a mechanical cutter head prior to installing the CIPP liner. Following a successful cleaning of the host pipe, an inverted resin impregnated

CIPP liner is inserted through an existing sanitary sewer manhole using a pulley system. Access to the upstream and downstream section of the host pipe is required for CIPP liner installation.

The CIPP liner is inflated and cured in place with UV light, forming a tight-fitting, seamless structural pipe that replaces the host pipe. Service connections are reinstated robotically from inside the pipe with a mechanical cutter requiring no excavation. CIPP lining can typically be used on pipes that range from 6-inch to 108-inch diameter. There are several types of pipe defects which prohibit the installation of a CIPP liner; and typically include large offset joints, large voids, or a fully deteriorated host pipe which cannot resist the internal curing pressure experienced during the curing process. In addition to the process outlined above, there are other significant project factors that play a role in the overall success of a CIPP lining installation, which include necessary site preparation (e.g., all sanitary sewer manholes to be used for access at grade and accessible), applicable traffic control, bypass pumping to maintain active sewer flow

5/24/2025 | 11 during the lining process, post-lining inspection/CCTV, re-establishing sewer flow, and site cleanup and disposal of waste.

SECTIONAL LINER

A sectional liner is a CIPP lining that is applied to a small section of the pipe rather than the entire length of the pipe. It shares the same advantages and disadvantages as a full length CIPP and is used when a pipe has a single deficiency that can be corrected with CIPP but does not warrant a full CIPP lining of the whole pipe length.

PIPE BURSTING

Pipe bursting is a trenchless replacement technology that allows for the replacement of aged, deteriorating, or capacity-deficient gravity mains typically between 4-inch and 36-inch diameter with either the same size or larger diameter pipe by pushing or pulling a bursting head and expander through the existing pipe to fracture and split it while simultaneously installing a new

“factory manufactured” pipe, typically a high-density polyethylene (HDPE) pipe or fusible polyvinyl chloride (FPVC). There are two primary methods of pipe bursting, pneumatic and static.

Pneumatic pipe bursting involves a hammering system powered by compressed air which drives a bursting head and expander through the existing pipe. New pipe is attached to the rear of the bursting head and follows a winch line. Pneumatic pipe bursting is limited to use with fracturable pipe (e.g., vitrified clay pipe (VPC), cast iron, polyvinyl chloride (PVC), asbestos cement (AC), etc.), and the only new pipe material allowed for use is HDPE. In contrast, with static pipe bursting, the only device powering the fracture of the existing pipe is a winch that pulls a bursting head and expander through the existing pipe. Static pipe bursting can be used to burst both fracturable and non-fracturable pipe; however, new pipe material is not limited to only HDPE, but other materials may be used for the new pipe installation such as restrained joint PVC, polyethylene pipe (PE), and acrylonitrile butadiene styrene pipe (ABS).

OPEN CUT EXCAVATION

Open cut excavation of existing gravity mains requires a trench to be excavated to remove and replace the existing pipe and manholes, and re-connection of existing services. Open cut excavation was utilized as the method of pipe replacement for this project when either the pipe could not be rehabilitated or replaced with in situ technology.

POINT REPAIR

A point repair is an open cut repair on an existing pipe with an isolated deficiency that does not warrant a full pipe replacement. Point repairs vary in length but allow adequate open excavation for the Contractor to make appropriate connections to the existing gravity sewer main on either side of their repair.

NO REPAIR

For gravity sewer mains that were identified as being in good condition from the CCTV inspection data, no repair was proposed.

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Rehabilitation Method and Replacement Selection

A review of all available closed-circuit television (CCTV) inspection videos and elevation information were reviewed prior to selecting the method of rehabilitation or replacement.

CURED-IN-PLACE PIPE LINING SELECTION

For pipe segments that did not have major I&I defects (e.g., collapsed section of pipe, missing sections of pipe, large holes/voids, pipe sags, etc.), CIPP lining was selected as the preferred method of rehabilitation to minimize the construction disturbance during rehabilitation and provide a new carrier pipe that was structural in nature (can replace the damaged/deteriorating host pipe) with very minimal change in the pipe’s inside diameter, but typically with an improved hydraulic capacity through the reduction in the friction coefficient, or Manning’s “n” value.

SECTIONAL LINER SELECTION

For pipe segments that largely were in good condition from manhole to manhole; but had a minor isolated defect that could be repaired with CIPP lining technology, a sectional liner was selected as the preferred method of rehabilitation, to avoid installing a full-length manhole to manhole liner in a pipe that was primarily in good condition.

PIPE BURSTING

For pipe segments that were in areas where open cut excavation would be challenging or have either facility/infrastructure constraints or clearance issues with excavation, for pipe segments that were located in sensitive resource areas, or for pipe segments that could not be CIPP-lined either due to sags, or voids, pipe bursting was selected as the preferred method of replacement.

OPEN CUT EXCAVATION

For pipe segments that could not be CIPP-lined, or pipe burst (due primarily to alignment-related issues), and for pipes that may have not met minimum slope requirements, open cut execution was selected as the preferred method of replacement.

POINT REPAIR

For pipe segments that has an isolated defect that could not be addressed or fixed with a sectional liner, either from a significant offset joint or section of pipe, severe roots or lateral blockage that cannot be cut out, a point repair was selected as the preferred method of replacement.

New Pipe Material Selection

New pipe material selection is based on the replacement method as shown below:

• Pipe Bursting: HDPE DR 17

• Open Cut Excavation / Point Repairs: PVC SDR 26

Pipe Rehabilitation Material Selection

Existing pipe proposed for rehabilitation will be lined and cured with the following:

• Liner tube: Glass Reinforced Plastic (GRP)

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• Resin: Corrosion Resistant Polyester or Vinyl Ester Resin

• Curing: Ultraviolet (UV) Light

Soil Characteristics

The geotechnical report that was completed in September 2022 for a previous project in

Mammoth was utilized for this project, as the soil borings are in the same general vicinity of where a portion of the sewer rehabilitation and replacement will occur. The soil characteristics are shown in the boring logs in Appendix C and generally consist of a thin topsoil layer overlying silt containing variable sand and gravel content. The soil characteristics were as anticipated and did not impact material choices. New pipe materials for the project were selected due to their ability to resist any type of corrosion due to soil corrosivity. All new pipe materials associated with the project will either be Polyvinyl Chloride (PVC) or High-Density Polyethylene (HDPE). Please see

Appendix C for additional soil characteristics.

Seismic Considerations

Yellowstone National Park is a known seismic area, so as the replacement and rehabilitation options were developed and evaluated, seismic mitigation options were considered in the design.

Items considered included:

• Flexible and Earthquake Resistant Pipe Materials

• Seismic Resistant Joint Systems

• Trench and Bedding

• Flexible Manhole Connections

• Rehab with CIPP or Slip Lining

For pipe replacement locations HDPE, Ductile Iron, and PVC were considered for the pipe material due to their flexible joint capabilities. PVC or HDPE will be allowed for these areas.

Seismic resistant joints are typically associated with ductile iron pipe installations and those were not considered further. Trench and bedding details for the project will provide a stable foundation and minimize the seismic effects on the already seismic resistant pipe types. Manhole connections are all designed with flexible boots to allow for minor seismic movement at the manholes. Rehabilitation with CIPP will create a solid pipe between manholes that will be more resistant to cracking and infiltration during seismic movements. Pipe bursting will install a new single segment of HDPE between manholes that will create a solid pipe more resistant to seismic activity replacing old brittle pipe.

Gravity Main Testing

Newly installed gravity mains will be tested via low-pressure air test in accordance with ASTM

F1417 and as described below:

1. Plug both ends of the pipe segment under test with airtight plugs and brace to prevent slippage and blowout. Furnish one plug with an inlet tap or other provision for connecting an air hose.

2. Equip the air supply hose, connected between the air compressor and the plug, with a throttling valve, an air bleed valve and a high-pressure shutoff valve for control. Equip the

5/24/2025 | 14 low-pressure side of the throttling valve with a tee for a monitoring pressure gauge, protected by a gauge cock. This cock is kept closed except when the pressure loss is being timed.

3. If the pipeline is submerged under groundwater, the back pressure, caused by the water head, is measured and added to the standard test pressures to compensate for the groundwater effect on the air test.

4. Apply air slowly to the pipeline until the pressure reaches 4.0 PSIG. Throttle the air supply to maintain the internal pressure between 4.0 and 3.5 PSIG for at least 2 MIN. During this time, check the plugs with soap solution to detect any plug leakage.

5. When the pressure reaches exactly 3.5 PSIG, disconnect the air supply, start a stopwatch and record the time for the pressure to drop to 2.5 PSIG. The minimum time allowed for the pressure drop is computed on an air loss rate of 3.5 CFM or an air loss rate of 0.0030

CFM per square foot of inner pipe surface area under test, whichever rate yields the least time for the pressure drop. Should the time of the pressure drop between 3.5 and 2.5 PSIG be less than the allowable specified time, make the necessary leakage repairs and repeat the air test.

Gravity Main Depth

Gravity sewer mains proposed for replacement will match the depth of the existing gravity sewer main, unless the existing gravity sewer main does not currently meet minimum slope requirements, in which case the new gravity sewer main depth was revised to meet minimum slope requirements.

Gravity Main Size, Slope, and Velocity

Gravity sewer mains proposed for replacement or rehabilitation are 8-inch diameter or greater in accordance with Wyoming DEQ Chapter 11 Standards. However, there are four (4) areas where the existing gravity sewer main that needs to be replaced or rehabilitated is proposed to remain a 6-inch diameter pipe. The locations/details for each area are listed below:

• Sheet C7 – Dead-end location (MA 3195 to MA 3494); 146 LF o Activity: Pipe Bursting

• Sheet C10 – Mammoth Community Center Service Lateral; 236 LF o Activity: Open Cut Excavation

• Sheet C14 – Dead-end location (MA 3469 to MA 3450); 177 LF o Activity: Pipe Bursting

• Sheet C15 – Existing 6-inch pipe (MA 3468 to MA 3466); 129 LF o Activity: Pipe Bursting o Requires the replacement of subsequent downstream 6-inch pipe section in good condition to upsize to 8-inch pipe. Serves residential area only; less than ten (10) homes.

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Manholes and Cleanouts

Existing manholes that were identified as having I&I or significant deterioration/damage will be replaced in kind. Additionally, manholes on either end of pipe sections replaced via pipe bursting will be removed and the temporary excavation site used as an access pit for pipe bursting activities. Following the new pipe installation via pipe bursting, a new manhole will be installed in the same location as the previous manhole. A select number of manholes that had minor deficiencies but were otherwise in good shape, will receive rehabilitation in the form of either epoxy coating, bench/spot repairs, a new drop connection, or have the manhole steps replaced.

• For all manhole replacements, the inner diameter shall be 48-inches, with a manhole access inner diameter of 24-inches. Manholes are detailed in Detail 1 on Sheet D3.

• Drop manholes (inside or outside drop) will be utilized where the elevation change between two pipes is greater than 24-inches. Drop manholes are detailed in Detail 2 and

Detail 3 on Sheet D3.

• Manhole inverts will conform to the sewer shape and elevations and the bench will be constructed to drain to the invert. Connections to the manhole structure will have flexible and watertight gaskets. Manhole invert shaping and gaskets are detailed in Detail 6 on

Sheet D3.

• The manhole step materials and spacing will be in compliance with ASTM C-478 which specifies a maximum manhole step vertical spacing of 16-inches.

• Manhole joint sealants will be waterproof as compliant with ASTM C-990.

Variance Requests

There are several gravity sewer mains that are proposed for replacement and/or rehabilitation that do not meet the current Wyoming DEQ Chapter 11 Standards and will require variances.

Variance requests will be submitted as a standalone document for each type of variance noted below.

Variance Request No. 1:

• Gravity Sewer Main Slope

• Sewer Manhole Spacing

Variance Request No. 2:

• Horizontal and Vertical Separation from Water Mains

• Pipe Velocities

Potable Water Supply Protection

The location of potable water mains are shown in the profiles of the Drawings of where work is scheduled to occur. All water main elevations were plotted using the best available as-built data.

Prior to construction, the Contractor will test pit each area where a gravity sewer main and water main are shown to either cross or align horizontally, to verify that horizontal and vertical separation requirements are met. Where horizontal or vertical separation requirements are not met per

Wyoming DEQ Chapter 11, the gravity sewer main will be encased in a watertight conduit pipe.

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Maintenance of Active Sewer Flow (Temporary Bypass Pumping)

Temporary bypass pumping during construction will be required to maintain active sewer flow and prevent any disruption in service. The Contractor will be responsible for creating a temporary bypass pumping plan that will be reviewed and approved by the Contracting Officer. Temporary bypass pumping requirements are specified on page G3 of the Drawings and Specification

Section 33 32 00 (Temporary Wastewater Bypass Pumping Systems) of the Project Manual.

Appendix A

YELL 311631 – Rehabilitate and Improve Mammoth Collection System

Collection System Capacity Evaluation

YELL 311631—Rehabilitate and Improve Mammoth

Collection System

Collection System Capacity Evaluation Version 2

September 09, 2022

Prepared by:

Jacobs Engineering Group Inc.

Loveland, CO

Contract No. 140P2021D0007

Task Order No. 140P2021F0348

Collection System Capacity Evaluation, Version 2 September 09, 2022

Project Background

The Mammoth Collection System is in Yellowstone National Park (Park) and serves Mammoth Hot Springs area. The collection system includes the following subcollection systems: Hotel area, YACC camp, and Lower Mammoth. The flows from the subcollection systems join at a collection junction and are conveyed to the Gardiner Wastewater Treatment Plant (WWTP) for treatment. In June 2022, the Gardner River flood damaged the sewer line to the WWTP. The collection system includes gravity sewer mains up to 18-inch diameter, a 4-inch force main, and 2-inch laterals.

Evaluation Objective

The collection system capacity evaluation aims to identify critical locations that could present capacity concerns within the Mammoth Collection System. The information can be used in assessing rehabilitation recommendations and seeks to quantify each subcollection system's capacity limit.

Approach

The evaluation was performed using Bentley SewerGEMS CONNECT Edition

10.03.0078. Assumptions used in the evaluation are listed below.

• The CCTV investigation of the collection system reported multiple instances of broken pipe and tree root intrusion. However, in the current evaluation, the pipes were assumed to be clean to provide the clean system capacity limit.

• Pipe invert elevations primarily came from the field survey. Missing invert elevations were interpolated using invert elevations of neighboring pipes.

• The ground elevation was assumed to be 10-ft above each segment’s invert elevation uniformly across the collection system. This assumption did not impact the capacity analysis, but it should be noted that pipe profile figures show the assumed ground elevations.

• The evaluation assumed the capacity of a pipe segment was reached at surcharge condition. A segment is surcharged when the water surface elevation reaches the crown of the pipe.

• At each stage of the evaluation, inflow was evenly distributed at the most upstream points of the system. For example, if a subcollection system with eight upstream intake manholes was evaluated under an 800 gallons-per-minute (gpm) system flow rate, each manhole was assigned a 100-gpm inflow.

The collection system is divided into two major areas: upstream of the collection junction and downstream of the collection junction. The capacity limit of the two major areas was evaluated separately. Figure 1 shows the location of the collection junction and the subcollection systems. The Hotel area contributed to meter MA03, the YACC camp contributed to meter MA04A, and the Lower Mammoth area contributed to meter MA05 as referenced in the Mammoth Collection System Inflow and Infiltration Report (Jacobs, 2022). The flow from the Lower Mammoth area is first routed toward meter MA05 and pumped towards the collection junction through a lift station and force main.

The lift station and force main were not explicitly modeled in this evaluation. Instead, the flow was directed to an artificial outfall, and the total inflow was reintroduced at the collection junction.

Figure 1: Flow meter locations and force main configuration in Lower Mammoth

Collection junction

YACC

Camp

Hotel Area

Lift Station

Force main

Lower Mammoth

Results

The reach between the collection junction and the Gardiner WWTP was evaluated first.

Two critical areas shown in Figure 2 surcharge at 200 gpm. The two segments have negative slopes which limit their ability to convey flow without surcharging compared to neighboring segments with sufficient positive slope. However, these locations are downstream of the flood-damaged area of the sewer line. Therefore, they were not taken into consideration for the capacity evaluation.

The next area of concern is located immediately downstream of the collection junction, where the subcollection system flows join. The surcharge condition occurs at 744 gpm (see Figure 2). The segment between manhole MA3455 and manhole MA3347 (named MA3455_MA3347) is followed by a steep segment. The downstream end of the segment is at critical depth, which controls the water depth in the upstream direction (Figure 3).

(a) 200 gpm (b) 744 gpm

Figure 2: Surcharge condition between the collection junction and Gardiner WWTP

Gardiner WWTP

Collection junction

Figure 3: Profile view of the capacity-limiting segment MA3455_MA3347 at 744 gpm

Jacobs (2022) concluded that on average, the Hotel area (MA03) carried 99 gpm, YACC Camp (MA04A) carried 7 gpm, and Lower Mammoth (MA05) carried 26 gpm.

The sum of the three measured flows is shown in Figure 4. By proportionally dividing the estimated capacity limit of 744 gpm, the three subcollection systems may carry 578 gpm, 38 gpm, and 154 gpm at MA03, MA04A, and MA05, respectively.

Figure 4: Sum of MA03, MA04Alt, and MA05 metered flows

The estimated capacity limit of 744 gpm exceeds the measured maximum flow at MA02 (615 mgd, as shown in Figure 5). It should be noted that the measured flow at MA02

Q gp m

MA03, 04A, 05 Average

Hydraulic Grade Line Energy Grade Line Assumed Ground Elevation

MA3455

MA3347

MA3455_MA3347

was influenced by the lift station operation. In addition, typical accuracy of the flow meters is expected to be +/-10%.

Figure 5: Sum of MA-03, MA-04A, and MA-05 flows as compared to MA-02 flow

When 760 gpm is distributed evenly across the hotel area subcollection system, the surcharge condition will spread upstream (Figure 6).

Figure 6: Surcharge condition spreading upstream at 760 gpm through the Hotel area

In the YACC camp subcollection system, a surcharge condition occurs at the segment between manhole MA3232 and manhole MA3233 (MA3232_MA3233) when 245 gpm is distributed across the upstream segments (Figure 7).

Q gp m

MA03, 04A, 05 MA02

Figure 7: Surcharge condition at MA3232_MA3233 at 245 gpm through the YACC camp

MA3232_MA3233 is located downstream of a steep segment where the flow transitions from supercritical flow to subcritical flow at 245 gpm. The Froude number of the steep upstream segment is 1.5 (supercritical), whereas the downstream segment’s Froude number is 0.4 (subcritical). This difference signifies that a hydraulic jump is occurring near the slope transition. A flow of 245 gpm significantly exceeds the previously identified YACC camp subcollection system’s capacity limit share of 38 gpm. A profile of segment MA3232_MA3233 is shown in Figure 8 below.

Figure 8: Profile view of segments around MA3232_MA3233 at 245 gpm.

In the Lower Mammoth subcollection system, the force main and the lift station are not modeled. The flow in the Lower Mammoth area is directed into an artificial outfall in the model, and the total inflow is reintroduced at the collection junction.

The surcharge condition in this portion of the system will begin to spread to the collection junction at 760 gpm (Figure 9). The capacity of the main trunk line in the Lower Mammoth area far exceeds the capacity of the upstream branches. For example, the main trunk line will not surcharge at a system flowrate of 2,000 gpm even though a severe surcharge condition would be observed at the junction (Figure 10).

The Lower Mammoth subcollection system capacity will be limited by the lift station capacity as well as the capacity of the downstream segments not by the capacity of the trunkline. The two pumps in the lift station each have 620 gpm capacity at 130 ft total head.

Hydraulic Grade Line Energy Grade Line Assumed Ground Elevation MA3231

MA3232

MA3233

MA3232_MA3233 MA3231_MA3232

Figure 9: Surcharge condition spreading upstream at 760 gpm through Lower Mammoth

Figure 10: Surcharge condition spreading upstream of non-surcharged main trunk line at 2,000 gpm at Lower Mammoth

Lift Station modeled as outfall

Flow reintroduced Force main (not modeled)

Conclusions and Recommendations

The system capacity limits of the Mammoth collection system were evaluated. The conclusions of the evaluation are listed below.

• The capacity limits of the three subcollection systems are 760 gpm for the Hotel area, 245 gpm for the YACC camp, and the 760 gpm for Lower Mammoth. These values are substantially higher than the average flows measured in May, 2022 of 99 gpm, 7 gpm, and 26 gpm, respectively. However, it is noted that the maximum flow measured at MA02 was 615 gpm during the same period.

• The Mammoth collection system is largely controlled by the flow conditions at the identified capacity-limiting segment between manhole MA3455 and manhole MA3477. The overall capacity limit of the system is 744 gpm, unless the YACC camp area is loaded with flow exceeding 245 gpm.

• The analysis assumed clean pipes throughout the collection system. Sediment, mineral buildup, tree roots, and similar obstructions could significantly reduce the capacity of individual pipes.

• Further long-term monitoring of the lift station discharge is recommended to confirm the maximum flow associated with the lift station and determine how often flows near the maximum value occur.

• Incorporating adverse system conditions such as sediment build-up and root intrusion can be pursued if sufficient field investigation and flow monitoring data are acquired.

References

Jacobs Engineering Group Inc. (2022) YELL 311631 Rehabilitate and Improve Mammoth Collection System Inflow and Infiltration Report Version 1

Appendix B

Proposed

Gravity Sewer Collection System Capacity Spreadsheet

Proposed Mammoth Gravity Sewer Collection System Capacity

PVC SDR 35 PVC SDR 26 HDPE (DR 17) VCP

6-inch 5.92 5.79 6.04 6

8-inch 7.92 7.75 7.92 8

10-inch 9.90 9.69 9.72 10

12-inch 11.78 11.54 11.56 12

VCP PVC HDPE

n 0.013 0.010 0.009

Location Repair Type Gravity Main Pipe Material Diameter, D

(IN)

Area, A (SF)

100% Flow Capacity

Area, A (SF)

75% Flow Capacity

Area, A (SF)

50% Flow Capacity

Wetted Perimeter, P

(FT)

Hydraulic Radius, R (FT)

100% Flow Capacity

Hydraulic Radius, R (FT)

75% Flow Capacity

Hydraulic Radius, R (FT)

50% Flow Capacity

Manning Roughness

Coefficient, n Slope (FT/FT)

Full Flow Capacity, Q

(GPM)

Velocity at Full Flow

Capacity (ft/s)

Average Day Flow

(GPM)

Maximum Day

Flow (GPM)

200% Maximum

Day Flow (GPM)

Peak Hourly Flow

(GPM)

Upper Mammoth Open Cut MA 3332 to MA 3332A PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.1043 2,101 14.3 99.0 165.0 330.0 351.5

Upper Mammoth Open Cut MA 3332A to MA 3331 PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.0162 828 5.6 99.0 165.0 330.0 351.5

Upper Mammoth Open Cut MA 3331 to MA 3201 PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.0056 487 3.3 99.0 165.0 330.0 351.5

Upper Mammoth Pipe Bursting MA 3367 to MA 3366 HDPE 7.92 0.342 0.281 0.171 2.074 0.165 0.200 0.165 0.009 0.0432 1,591 10.4 99.0 165.0 330.0 351.5

Upper Mammoth Pipe Bursting MA 3366 to MA 3154 HDPE 7.92 0.342 0.281 0.171 2.074 0.165 0.200 0.165 0.009 0.0152 943 6.1 99.0 165.0 330.0 351.5

Upper Mammoth Pipe Bursting MA 3154 to MA 3210 HDPE 7.92 0.342 0.281 0.171 2.074 0.165 0.200 0.165 0.009 0.0181 1,030 6.7 99.0 165.0 330.0 351.5

Upper Mammoth Pipe Bursting MA 3195 to MA 3494 HDPE 7.92 0.342 0.281 0.171 2.074 0.165 0.200 0.165 0.009 0.0190 1,055 6.9 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3494 to MA 3196 PVC SDR 35 5.92 0.191 0.156 0.095 1.549 0.123 0.149 0.123 0.010 0.0197 444 5.2 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3196 to MA 3427 PVC SDR 35 5.92 0.191 0.156 0.095 1.549 0.123 0.149 0.123 0.010 0.0245 495 5.8 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3427 to MA 3166 PVC SDR 35 5.92 0.191 0.156 0.095 1.549 0.123 0.149 0.123 0.010 0.0245 495 5.8 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3166 to MA 3197 PVC SDR 35 5.92 0.191 0.156 0.095 1.549 0.123 0.149 0.123 0.010 0.0249 499 5.8 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3197 to MA 3198 PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.0272 1,073 7.3 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3198 to MA 3143 PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.0287 1,102 7.5 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3143 to MA 3199 PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.0281 1,090 7.4 99.0 165.0 330.0 351.5

Upper Mammoth Open Cut MA 3199 to MA 3201 PVC SDR 26 11.54 0.726 0.595 0.363 3.021 0.240 0.291 0.240 0.010 0.0022 880 2.7 99.0 165.0 330.0 351.5

Upper Mammoth Open Cut MA 3201 to MA 3202 PVC SDR 26 11.54 0.726 0.595 0.363 3.021 0.240 0.291 0.240 0.010 0.0022 880 2.7 99.0 165.0 330.0 351.5

Upper Mammoth Open Cut MA 3202 to MA 3370A PVC SDR 26 11.54 0.726 0.595 0.363 3.021 0.240 0.291 0.240 0.010 0.0024 920 2.8 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3370A to MA 3370 PVC SDR 26 11.54 0.726 0.595 0.363 3.021 0.240 0.291 0.240 0.010 0.0034 1,095 3.4 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3370 to MA 3159 PVC SDR 26 11.54 0.726 0.595 0.363 3.021 0.240 0.291 0.240 0.010 0.0101 1,887 5.8 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3159 to MA 3495A CIPP 11.76 0.755 0.619 0.377 3.080 0.245 0.297 0.245 0.010 0.0102 1,997 5.9 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3495A to MA 3210 CIPP 11.76 0.755 0.619 0.377 3.080 0.245 0.297 0.245 0.010 0.0334 3,613 10.7 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3210 to MA 3153 CIPP 11.76 0.755 0.619 0.377 3.080 0.245 0.297 0.245 0.010 0.0424 4,071 12.0 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3153 to MA 3209 CIPP 11.76 0.755 0.619 0.377 3.080 0.245 0.297 0.245 0.010 0.0244 3,088 9.1 99.0 165.0 330.0 351.5

Upper Mammoth Pipe Bursting MA 3151 to MA 3152 HDPE 7.92 0.342 0.281 0.171 2.074 0.165 0.200 0.165 0.009 0.0384 1,500 9.8 99.0 165.0 330.0 351.5

Upper Mammoth Pipe Bursting MA 3152 to MA 3209 HDPE 7.92 0.342 0.281 0.171 2.074 0.165 0.200 0.165 0.009 0.0608 1,887 12.3 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3209 to MA 3208 CIPP 11.76 0.755 0.619 0.377 3.080 0.245 0.297 0.245 0.010 0.0127 2,228 6.6 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3208 to MA 3207 CIPP 11.76 0.755 0.619 0.377 3.080 0.245 0.297 0.245 0.010 0.0005 442 1.3 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3207 to MA 3206 CIPP 11.76 0.755 0.619 0.377 3.080 0.245 0.297 0.245 0.010 0.0005 442 1.3 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3206 to MA 3362 CIPP 11.76 0.755 0.619 0.377 3.080 0.245 0.297 0.245 0.010 0.0038 1,219 3.6 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3362 to MA 3141 CIPP 11.76 0.755 0.619 0.377 3.080 0.245 0.297 0.245 0.010 0.0096 1,937 5.7 99.0 165.0 330.0 351.5

Upper Mammoth Point Repair MA 3192 to MA 3191 PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.0045 436 3.0 99.0 165.0 330.0 351.5

Upper Mammoth Point Repair MA 3193 to MA 3495 VCP 8.00 0.349 0.286 0.175 2.094 0.167 0.202 0.167 0.013 0.0158 684 4.4 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3495 to MA 3333 VCP 8.00 0.349 0.286 0.175 2.094 0.167 0.202 0.167 0.013 0.0158 684 4.4 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3333 to MA 3190 VCP 8.00 0.349 0.286 0.175 2.094 0.167 0.202 0.167 0.013 0.0265 885 5.7 99.0 165.0 330.0 351.5

Upper Mammoth Point Repair MA 3190 to MA 3191 LINED 7.76 0.329 0.270 0.164 2.033 0.162 0.196 0.162 0.010 0.0179 873 5.9 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3191 to MA 3204 LINED 7.76 0.329 0.270 0.164 2.033 0.162 0.196 0.162 0.010 0.0276 1,084 7.3 99.0 165.0 330.0 351.5

Upper Mammoth Pipe Burst MA 3205 to MA 3204 HDPE 7.92 0.342 0.281 0.171 2.074 0.165 0.200 0.165 0.009 0.0049 536 3.5 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3204 to MA 3206 LINED 9.69 0.512 0.420 0.256 2.537 0.202 0.244 0.202 0.010 0.0730 3,184 13.9 99.0 165.0 330.0 351.5

Upper Mammoth Point Repair MA 3156 to MA 3157 PVC SDR 35 5.92 0.191 0.156 0.095 1.549 0.123 0.149 0.123 0.010 0.0336 579 6.8 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3157 to MA 3433 PVC SDR 35 5.92 0.191 0.156 0.095 1.549 0.123 0.149 0.123 0.010 0.0372 610 7.1 99.0 165.0 330.0 351.5

Upper Mammoth Open Cut MA 3433 to MA 3362 PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.0590 1,580 10.7 99.0 165.0 330.0 351.5

Upper Mammoth Open Cut MA 3423 to MA 3422 PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.0364 1,241 8.4 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3422 to MA 3148 CIPP 7.68 0.322 0.264 0.161 2.012 0.160 0.194 0.160 0.010 0.0295 1,091 7.5 99.0 165.0 330.0 351.5

Upper Mammoth Open Cut MA 3148 to MA 3334 PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.0293 1,113 7.6 99.0 165.0 330.0 351.5

Upper Mammoth Open Cut MA 3334 to MA 3141 PVC SDR 26 7.75 0.328 0.269 0.164 2.030 0.162 0.195 0.162 0.010 0.1372 2,409 16.4 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3141 to MA 3380 LINED 9.69 0.512 0.420 0.256 2.537 0.202 0.244 0.202 0.010 0.2508 5,902 25.7 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3380 to MA 3381 LINED 9.69 0.512 0.420 0.256 2.537 0.202 0.244 0.202 0.010 0.1593 4,704 20.5 99.0 165.0 330.0 351.5

Upper Mammoth No Repair MA 3381 to MA 3436 LINED 11.76 0.754 0.619 0.377 3.079 0.245 0.296 0.245 0.010 0.0966 6,139 18.1 99.0 165.0 330.0 351.5

Upper Mammoth CIPP MA 3436 to MA 3453 CIPP 14.76 1.189 0.975 0.594 3.865 0.308 0.372 0.308 0.010 0.0478 7,921 14.8 99.0 165.0 330.0 351.5

Lower Mammoth Trunk Line No Repair MA 3453 to MA 3356 VCP 15.00 1.227 1.006 0.614 3.927 0.313 0.378 0.313 0.013 0.0407 5,865 10.6 113.4 189.0 378.0 410.4

Lower Mammoth Trunk Line No Repair MA 3356 to MA 3437 VCP 18.00 1.767 1.449 0.884 4.712 0.375 0.454 0.375 0.013 0.0073 4,039 5.1 113.4 189.0 378.0 410.4

Lower Mammoth Trunk Line CIPP MA 3437 to MA 3437A CIPP 17.76 1.721 1.411 0.861 4.651 0.370 0.448 0.370 0.010 0.0719 15,909 20.6 113.4 189.0 378.0 410.4

Lower Mammoth Trunk Line CIPP MA 3437A to MA 3375 CIPP 17.76 1.721 1.411 0.861 4.651 0.370 0.448 0.370 0.010 0.0722 15,942 20.6 113.4 189.0 378.0 410.4

Lower Mammoth Trunk Line CIPP MA 3375 to MA 3376 CIPP 14.76 1.189 0.975 0.594 3.865 0.308 0.372 0.308 0.010 0.0263 5,875 11.0 113.4 189.0 378.0 410.4

Lower Mammoth Trunk Line No Repair MA 3376 to MA 3338 VCP 15.00 1.227 1.006 0.614 3.927 0.313 0.378 0.313 0.013 0.0854 8,496 15.4 143.8 239.7 479.3 530.9

Lower Mammoth Trunk Line No Repair MA 3338 to MA 3338A VCP 18.00 1.767 1.449 0.884 4.712 0.375 0.454 0.375 0.013 0.0205 6,769 8.5 143.8 239.7 479.3 530.9

Lower Mammoth Trunk Line No Repair MA 3338A to MBR MH VCP 18.00 1.767 1.449 0.884 4.712 0.375 0.454 0.375 0.013 0.0205 6,769 8.5 143.8 239.7 479.3 530.9

Lower Mammoth Trunk Line Sectional Liner MBR MH to DIV MH VCP 18.00 1.767 1.449 0.884 4.712 0.375 0.454 0.375 0.013 0.0213 6,899 8.7 143.8 239.7 479.3 530.9

Lower Mammoth Pipe Bursting MA 3134 to MA 3135 HDPE 7.92 0.342 0.281 0.171 2.074 0.165 0.200 0.165 0.009 0.0180 1,027 6.7 26.0 43.3 86.7 102.4

Lower Mammoth Pipe Bursting MA 3452 to MA 3135 HDPE 7.92 0.342 0.281 0.171 2.074 0.165 0.200 0.165 0.009 0.0184 1,038 6.8 26.0 43.3 86.7 102.4

Lower Mammoth Pipe Bursting MA 3135 to MA 3335 HDPE 7.92 0.342 0.281 0.171 2.074 0.165 0.200 0.165 0.009 0.0290 1,303 8.5 26.0 43.3 86.7 102.4

Lower Mammoth No Repair MH Camp 3 to MA 3137 VCP 8.00 0.349 0.286 0.175 2.094 0.167 0.202 0.167 0.013 0.0447 1,150 7.3 30.4 50.7 101.3 120.5

Lower Mammoth No Repair MA 3137 to MA 3335 VCP 8.00 0.349 0.286 0.175 2.094…