26-08_MONKEY_RUN_REHAB_2022_CONDITION_ASSESSMENT_REPORT.pdf

CONDITION ASSESSMENT REPORT

Monkey Run Interceptor City of Jackson, Michigan

City of Jackson

161 W. Michigan Avenue

Jackson, Michigan 49201

NTH Project No. 62-210512-01

October 25, 2022

NTH Consultants, Ltd.

41780 Six Mile Road, Suite 200 Northville, MI 48168

NTH Consultants, Ltd. 41780 Six Mile Road, Suite 200 Northville, MI 48168

Infrastructure Engineering 248.553.6300 and Environmental Services 248.324.5179 Fax

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Mr. Jon H. Dowling, P.E., City Engineer October 25, 2022 City of Jackson NTH Project No. 62-210512-01 161 W. Michigan Avenue Jackson, Michigan 49201

RE: Condition Assessment for Monkey Run Interceptor City of Jackson, Michigan

Dear Mr. Dowling:

This report summarizes comments and evaluations NTH developed based on the closed-circuit television (CCTV) inspection of the Monkey Run Interceptor Sewer in Jackson, Michigan. The inspection included approximately 4,000 feet of 60- to 66-inch diameter circular brick sanitary interceptor sewer. The inspected portion of the Monkey Run Interceptor extends from North West Avenue near Wildwood Avenue running northeast to the intersection of Ingham Street and West Trail Street. The approximate alignment of the interceptor is depicted in Figure 1. Based on our discussions, we understand the storm water flows in this area have been previously diverted to a parallel sewer along this general alignment. As such, the Monkey Run Interceptor Sewer mainly transmits sanitary flows.

Figure 1: Monkey Run Interceptor Alignment Map

Mr. Jon H. Dowling, P.E

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The interceptor was inspected by personnel from NTH Consultants, Ltd. (NTH) and Doetsch Environmental Services (Doetsch) between June 15 and June 16, 2022, using remote video techniques. Doetsch’s video inspection and NTH’s condition evaluation were performed in accordance with the National Association of Sewer Service Companies (NASSCO) Pipeline Assessment Certification Program (PACP). The PACP program is designed to standardize the inspection and evaluation of underground infrastructure as well as provide a means of prioritizing the defects and repairs.

As part of our analysis prior to the video inspection, LimnoTech installed two flow meters in the sewer to monitor the flow levels over time on each end of the system. Their results indicated that the flows varied very little during wet weather events which confirms that the flows within the Monkey Run Sewer are mainly sanitary in nature. In addition, since the storm water flow has been rerouted, the 60- and 66-inch sewer pipes have much greater flow capacity than is required for the sanitary sewer flow. Refer to the technical memorandum from LimnoTech in Appendix A for additional information.

EVALUATION

Our evaluation of the sanitary interceptor sewer was performed in accordance with the NASSCO PACP guidelines. During the CCTV inspection, the visible defects were coded by Doetsch’s PACP-Certified Technician and reviewed by an NTH PACP-Certified engineer based on the defects observed. The associated defect grades were used to determine the PACP Quick Code for each sewer reach. The Quick Code contains the two most severe grades within a sewer reach and the number of occurrences of these two grades within the reach. For example, a Quick Code of 4524 means the reach had five Grade 4 defects and four Grade 2 defects. In this example, there were no Grade 5 or Grade 3 defects, but there could be Grade 1 defects. A Grade 5 indicates that a significant defect exists which may require immediate attention in order to prevent a potential failure. A Grade 1 indicates that the pipe has minor defects that will not currently influence the longevity. The Quick Code number is useful in that it identifies the areas which may need the most urgent attention at a glance. In addition to the PACP defect grades and Quick Code, NTH used this data to provide an overall condition description of the reaches of sewer inspected. The condition descriptions are defined in the table below:

PACP Grade Condition Description 5 Immediate

Attention Major defects requiring immediate repair to maintain structural integrity.

4 Poor Moderate and major defects that will continue to deteriorate and potentially affect structural integrity in the foreseeable future.

3 Fair Moderate defects that will continue to deteriorate if not maintained.

2 Good Minor and moderate defects that may require preventative maintenance.

1 Excellent None to few minor defects.

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The PACP Inspection Reports for the individual reaches of the interceptor are included in Appendix B of this report along with a summary of the defects and the associated Quick Codes.

Discussion of our evaluations are presented in the following sections.

General Condition and Observations PACP defects are categorized into two groups, structural defects, and operational or maintenance defects. The most common defects observed in the Monkey Run Sewer are operational and maintenance defects related to infiltration and deposits as a result of infiltration. The overall condition of the inspected portion of the Monkey Run Interceptor is fair with an average PACP grade of 3. The overall Quick Code for the inspected portion of the Monkey Run Interceptor is 544D.

Five of the twelve reaches inspected have infiltration defects including dripping infiltration (Grade 3), running infiltration (Grade 4), and/or gushing infiltration (Grade 5). Each of the inspected reaches have the presence of mineral buildup that cover most of the interior walls of the interceptor. In some areas, the buildup was large enough to fill portions of the sewer between 10 to 15 percent. However, since the flow levels remain low in the sanitary sewer, the deposits do not currently have a negative impact on the flows within the sewer. This defect is coded as deposit attached encrustation (DAE) by PACP standards and the level of buildup observed during this inspection is generally a Grade 2, with the exception of the areas containing the larger deposits.

Mineral buildup of this type is not uncommon for brick sewers, but it is also typically an indication of historical and/or active infiltration.

The most common structural defects observed during the inspection are longitudinal cracks and/or fractures typically observed at the crown of the interceptor along with missing mortar in some of the brick joints in both the crown and invert. Ten of the twelve reaches inspected have crack defects coded. The CCTV crew in the field coded these as longitudinal cracks (Grade 2), however, after engineer review of the video files in the office, we consider these defects to be longitudinal fractures (Grade 3) because the cracks appear to be “open”. The individual PACP Inspection Reports for each sewer reach are provided in Appendix B to this report, along with a defect summary table identifying the defect type and locations within the inspected reaches. A detailed discussion of the typical observed defects is provided in the following sections.

Infiltration Operational and maintenance defects of dripping infiltration (Grade 3), running infiltration (Grade 4), and/or gushing infiltration (Grade 5) were observed in five of the twelve reaches inspected.

The five reaches with identified infiltration start at manhole 20-010 (Edward Street and Woodward Avenue) and continue downstream across the Jackson High School athletic

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- 4 -stadium, parallel to the railroad right-of-way and ending at manhole 21-080 (West Trail Street). In addition, the large quantity of mineral deposits throughout the alignment indicate that other infiltration may be occurring or has previously occurred. Typically, mineral deposits form when the ground water carrying the dissolved minerals contacts the cooler inside of the pipe wall and the minerals solidify on the pipe walls. The infiltration causing the deposits could be as minor as weeping through the joints, or it could be active or inactive dripping, running, or gushing infiltration.

Sealing of active infiltration with chemical or cement grout will prevent soil fines and minerals from entering the interceptor. Soil fines can be piped through openings in the brick-and-mortar joints with dripping, running or gushing infiltration and can create voids around the outside of the sewer. This may lead to instability and non-symmetric loading of the pipe walls that may result in additional distress and potentially catastrophic failure if left unrepaired.

Three of the reaches (20-008 to 20-007, 20-007 to 20-006, and 20-006 to 20-005) have zones within them where dripping infiltration was identified as being continuous. Continuous infiltration is generally defined as individual infiltration locations spaced 3-feet or less apart over a distance of greater than 5-feet. Some of the zones of continuous infiltration identified during the inspection extend for lengths of several hundred feet within a reach. With the brick-and-mortar construction of the interceptor, these zones of continuous infiltration are most likely due to deteriorated mortar joints along with a consistent supply of groundwater. Sealing of individual leaks with chemical grout in these zones will likely be cost prohibitive as the chemical grout and ground water will likely travel along the path of the deteriorated mortar joints. In addition, our experience has shown that areas with continuous leaks are more likely to contain void areas outside the sewer which would be costly to fill with chemical grouts. Using cement grout in these zones can be more economical for leak sealing and filling voids due to the lower material costs. The cement grout will also help to seal the mortar joints from the outside of the pipe wall as the cement travels through the deteriorated mortar then sets up.

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Photograph 1: Gushing infiltration (Grade 5) observed in reach 20-006 to 20-007.

Longitudinal Crack / Longitudinal Fracture

Ten of the twelve reaches inspected have longitudinal crack (Grade 2) defects coded. As described above, during a follow up engineer review of the video files it is our opinion that the majority of these cracks should have been coded as longitudinal fractures (Grade 3) as the cracks appear to be open. By PACP definition, a crack consists of a split in the mortar where the two pieces are still touching while a fracture is a split where there is a gap between the two pieces.

Generally, the longitudinal fractures are located along the crown of the interceptor within the mortar joints. Based on our video review, the brick along the longitudinal fractures do not appear to show signs of movement or buckling. Photograph 2 shows a typical longitudinal fracture defect.

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Photograph 2: Typical longitudinal fracture (Grade 3) at crown of interceptor

(Note, the camera view is rotated approximately 90 degrees to the left in this photo)

Deposits

Deposits within the sewer can either be settled (on the invert of the sewer) or attached to the pipe walls (encrustation). Operational and maintenance defects of deposits attached (encrustation Grade 2) were observed throughout all twelve of the inspected reaches. The attached encrustation is typically observed as mineral buildup that is covering the surface of the interceptor wall. In a few areas, the attached deposits appeared as possible grease buildup on the lower portion of the pipe wall.

There were a few instances where the attached deposits were listed as 15% of the pipe’s volume.

However, the majority of the deposits were observed to affect less than 10% of the interceptor cross sectional area. Most of the surface areas from clock positions 7 o’clock to 10 o’clock and 2 o’clock to 5 o’clock have attached mineral buildup. Since this is above the normal flowline, they do not have an impact on flow rates within the interceptor. Mineral buildup of this kind is not uncommon for brick sewers. However, as stated in the section on infiltration, the deposits may be an indication of historical and/or active infiltration. A photograph of typical attached encrustation observed throughout all twelve reaches is provided in Photograph 3.

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Photograph 3: Typical Deposits Attached Encrustation observed throughout all 12 reaches

One concern with the amount and location of the deposits is that they could be masking other defects within the sewer pipe. Structural defects such as displaced brick (Grade 3), missing brick (Grade 4), and dropped invert (Grade 5), along with additional cracks, fractures, or missing mortar, may be hidden behind the mineral deposits.

Removing the attached encrustation to investigate the condition of brick-and-mortar joints below the buildup could potentially cause additional damage to the interceptor. Depending on the age and hardness of the mineral deposits, they could potentially be helping hold the bricks in place in areas with damaged or missing mortar joints. Leak sealing the observed infiltration locations (chemical grout or cement grout) would likely help address future encrustation buildup, as infiltration pathways would be sealed, thereby stopping the influx of minerals from the surrounding soil.

Settled deposits and debris were also observed on the invert of the pipe in several areas. These deposits are causing minor disturbances in the flow but are not decreasing the longevity of the sewer system. This debris can be removed with a standard cleaning operation.

Roots

The presence of roots in a sewer pipe are classified by PACP as an operational and maintenance defect in four categories, fine, medium, ball and tap. Fine barrel roots (RFB, Grade 2) were observed in the three upstream reaches of the inspection area. The reaches include 20-013 to 20- 012, 20-012 to 20-011, and 20-011 to 20-010. The observed roots were generally small diameter and located along the crown of the interceptor and as such, do not

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- 8 -have a measurable effect on the flows. While they currently do not pose a significant structural concern for the interceptor, their presence in the interceptor indicates that the roots have found pathways through the brick-and-mortar joints within the interceptor. This creates pathways for infiltration and soil loss and as the roots grow, they could cause additional damage to the interceptor, potentially displacing or dislodging bricks which can lead to major structural concerns. A photograph of typical observed roots within the interceptor is provided below.

Photograph 4: Typical roots observed within interceptor

There were a few instances of larger roots within the sewer system. These roots are more of a concern of causing long-term structural damage due to their size and location. Roots are typically removed manually and future growth can be delayed with use of an herbicide.

Obstructions – Built into Structure

The operational and maintenance defect of obstruction built into structure (OBS) was encountered in three of the inspected reaches: 20-012 to 20-011, 21-081 to 21-082, and 21-087 to 21-083. In the reach 20-012 to 20-011 there are two pipes that cross the interceptor immediately downstream of manhole 20-012. One of the pipes crosses the interceptor near the crown and is approximately 6-inches in diameter. The second pipe cross the interceptor immediately below the first and is approximately 10-inches in diameter. In the reach 21-081 to 21-02 a pipe crossing constructed through the Interceptor was observed at 171 feet downstream of manhole 21-081. Two more obstructions built into structure were observed in the reach between manholes 21-087 to 21-083.

Within this reach there is another pipe crossing constructed through the interceptor at 148 feet upstream of manhole 21-087.

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There also is a concrete bulkhead located at manhole 21-083. The bulkhead is constructed so that manhole 21-083 is on the downstream side of the bulkhead and manhole 21-082 is on the upstream side of the bulkhead. There is a tap in the bulkhead approximately 8 to 12-inches in diameter that allows high flow levels to continue downstream towards manhole 21-087, instead of following the constructed bypass. The photographs that follow show the four obstructions built into structure that were encountered.

Photograph 5: Two pipes cross the interceptor near manhole 20-012

Photograph 6: Pipe crossing interceptor 177 feet downstream of manhole 21-081

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Photograph 7: Pipe crossing interceptor 148 feet upstream of manhole 21-087

Photograph 8: Concrete bulkhead at manhole 21-083/21-082 from downstream side

The pipe crossings take up a significant cross-sectional area of the interceptor (approximately 60%) and would be a significant obstacle to consider for future rehabilitation or lining efforts.

With the exception of the bulkhead, they do not affect the flow within the sewer.

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Tap Connections

A total of 125 tap connections were observed throughout the twelve reaches inspected. The typical diameter of taps varies from 4-inches to 12-inches. There are a few larger diameter tap connections that range in size from 24-inches to 32-inches in diameter. Most of the taps were not actively flowing during the inspection, but this does not mean they are inactive. While the taps are not necessarily defects, they are a construction feature within the interceptor that will need to be considered when evaluating future rehabilitation solutions. The photograph below shows a typical tap connection observed within the interceptor.

Another concern with the taps is how they were installed. Typically, the edge of the connecting pipe should be flush with the pipe wall and the area around the connecting tap should be completely filled in with mortar or brick. However, there are defective taps located within the sewer system where the edge of the connection pipe extends within the sewer wall (intruding tap) or taps with openings in the wall due to missing material (DT). The intruding taps are not currently affecting the flows within the sewer but could be problematic for some rehabilitation methods. The defective taps may allow the migration of soils within the pipe and help create voids outside the pipe walls.

Photograph 9: Typical tap connection within the interceptor

Locations, clock positions, and tap diameters are provided in the individual PACP reports included in Appendix B of this report.

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RECOMMENDATIONS

Based on our review of the inspection and hydraulic data, the brick-lined Monkey Run Interceptor within the inspection area is in Fair Condition. The most common observed defects are operational and maintenance in nature and are related to current or past infiltration into the sewer from the surrounding soils. There were four observed Grade 5 defects and approximately 29 grade 4 defects that should be addressed in order to keep the pipe from further deterioration. In addition, there are grade 3 defects which should also be addressed to prolong the service life of the brick sewer.

We recommend the following repairs be considered to maintain and/or increase the current service life of the Monkey Run Interceptor:

• Seal active gushing, running, and dripping leaks using chemical grout,

• Seal the sections of continuous running and/or dripping leaks using cement grout,

• Removed the attached deposits as identified in Appendix B Summary of Recommended Repairs table and inspect the brick under the deposits, repair as necessary,

• Remove the settled deposits to re-establish unimpeded flow,

• Repair the fractures within the mortar/brick joints with chemical mortar, and

• Remove the visible roots and treat the areas with an herbicide to prevent regrowth. Repair any loose or open mortar joints with chemical mortar.

At this time, we do not recommend removal of the smaller mineral deposits along the majority of the alignment as the deposits may be helping to hold the bricks in place if any of the mortar joints are compromised. However, the pipe should be inspected on a regular basis (3 to 5 years) to ensure the brick /mortar joints are remaining stable.

We understand that the City of Jackson would like to perform a repair operation that can limit the amount of future re-inspection and repair operations required and still be assured the sewer system is in stable conditions. As such, we have outlined three options for repairing and/or relining the brick sewer to perform this task. The details of this analysis, along with an estimate of probable repair costs, is in Appendix C.

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We hope the information contained herein is sufficient for your current needs. Should you have any questions, please feel free to call us at 248.662.2725.

Sincerely, NTH Consultants, Ltd.

Joel D. Schanne, P.E. John Kosnak, P.E.

Senior Project Engineer Principal Engineer

JDS/JRK/mam

Attachments

APPENDIX

Limno Tech Memo

A

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Memorandum

From: Carrie Turner James Hartrick

Date: DRAFT: October 7, 2022;

FINAL: October 21, 2022

Project: JACKSON

To: John Kosnak (NTH)

SUBJECT: Hydraulic Modeling to Support the City of Jackson’s Rehabilitation Study of the Monkey Run Sanitary Sewer Interceptor.

INTRODUCTION AND PURPOSE

The City of Jackson, MI is seeking to rehabilitate approximately 4,000 feet of brick sanitary sewer known as the Monkey Run Interceptor sewer. This portion of the sewer was constructed around 1900 and is critical infrastructure for the city. Rehabilitation options include, but are not limited to, lining the existing brick sewer or inserting a new, smaller diameter pipe within the existing brick sewer pipe. Analysis of these potential rehabilitation options were considered to ensure the plan complied with Michigan’s sanitary sewer design requirements.

LimnoTech installed, serviced, and collected data from two in-situ ISCO 2150 Area Velocity Flow Modules to measure depth and velocity near the upstream and downstream ends of the portion of the Monkey Run Interceptor sewer addressed in this project. Approximately three months of 5-minute interval data was collected via the ISCO modules. The data, along with local weather data and City of Jackson as-built schematics, were used to construct a hydraulic model of the Monkey Run Interceptor sewer for analyzing different decreases in effective pipe diameters and the impacts they would have on the overall system hydraulics.

FIELD WORK

ISCO 2150 Installation The ISCO 2150 modules were installed on April 20, 2022, at two locations, near the upstream end of Monkey Run on N. West Avenue at 42.250951, -84.423401, and near the downstream end of Monkey Run on W. Trail Street at 42.252353, -84.411073, in Jackson, MI. See Figure 1.

Monkey Run Interceptor Field Data Collection and Modeling October 21, 2022

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Figure 1. Upstream and downstream ISCO 2150 installation locations.

The installation necessitated the use of a two-person confined entry team to secure 60” and 66” ISCO Mounting Rings at the upstream and downstream ends, respectively. See Figure 2.

The ISCO 2150 modules were programmed to record 5-minute interval depth and velocity measurements.

The flow was also recorded over the same time intervals using the on-board Area Velocity flow rate conversion method.

Figure 2. Left – upstream 60” installation, right – downstream 66” installation.

ISCO 2150 Data Download The upstream and downstream sites were visited approximately every three weeks to download the recorded depth, velocity, and flow data and to check that the modules were functioning normally. The sites visits were conducted on: April 27, May 11, May 27, June 15, July 7, and July 21, 2022.

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The flow meters performed well over most of the three-month deployment and the data retrieved were of good quality. On the July 7, 2022, site visit, the downstream module had some inaccurate level recordings, thus calculating incorrect flow values. The module was left in place until a replacement could be secured. The lead time to replacement relative to the scheduled end of monitoring period was such that module could not be replaced in a timely manner. Data collected after June 27, 2022 at the downstream location (Trail St.) were not used when building the PC-SWMM model baseline and design storm flows along the Monkey Run Interceptor sewer. See Figure 3 for cumulative level data gathered from the ISCO 2150 modules at both sites.

Figure 3. Time series of water level data at both locations as recorded by the ISCO 2150 modules.

Note: shaded portion of the graph indicates period where data from W. Trail St. was not used.

ISCO 2150 Removal The ISCO 2150 modules were removed on July 21, 2022, via a two-person confined space entry team.

Holes created in the brick sewer from the installation were filled with mortar.

MONKEY RUN MODEL

Weather Data Comparison Local weather data from Jackson, MI was compiled for use in the hydraulic model. Sources included daily precipitation summaries from the National Oceanic and Atmospheric Administration (NOAA), National Weather Service (NWS) NOWData, a National Centers for Environmental Information (NCEI) Climate data online request for 42.24061, -84.4669, and NOAA Local Climatological Data (LCD) data by state. The NOAA LCD data, recorded hourly, by state contained the most useful precipitation data.

The NOAA LCD data by state was compared with the 5-minute flow rate collected from the ISCO 2150 modules. The Monkey Run Interceptor sewer saw very little influence from infiltration during wet weather events. There were meaningful impacts to the flow observed throughout the interceptor during wet weather events due to storm inflow. Predicted flow from the model was compared with measured flow

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Page | 4 from the ISCO 2150 modules, see Figures 4 and 5. Measured flow is graphed in blue, modeled flow is graphed in orange, and rainfall is graphed in green.

Figure 4. N. West Ave. model and data comparison.

Figure 5. W. Trail St. model and data comparison.

SWMM Model Development A model of the Monkey Run Interceptor sewer was built using EPA’ Storm Water Management Model (SWMM) in Computational Hydraulics International’s PC-SWMM modeling framework. See Figure 6.

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Figure 6. SWMM Model conduits and junctions.

The model included nineteen (19) manholes, two of which were modeled as downstream outfalls, connected by seventeen (17) conduits. Manning’s roughness coefficients (n) ranged from 0.013 to 0.016.

The total length of conduit in the model is 5,392 feet. Slopes in the conduits ranged from 0.2% to 5%, with an average value of 1.16%. Just downstream of manhole 83, the sewer has a bulkhead that diverts flow to the High Level Interceptor via a 3 ft pipe. The bulkhead redirects flow from the Low Level Interceptor, an older brick sewer. The bulkhead has a relief pipe built in that can direct some flow to the Low Level Interceptor under high water level conditions. See Figure 7.

Figure 7. Bulkhead near manhole 83 with relief pipe, looking downstream.

The portion of the Monkey Run Interceptor sewer of interest included 13 manholes and 12 conduits, spanning a total length of 4,192 feet. Slopes in this section ranged from 0.24% to 2.59%, with an average value of 0.87%. This is the section that requires rehabilitation and thus the portion of the model where the diameter was decreased for hydraulic analysis.

Two models were developed for analysis purposes, a baseline model and a 25-year storm event model. The baseline model was calibrated using the RTK hydrograph method for the Monkey Run Interceptor sewer wet weather response. The ISCO 2150 module 5-minute interval data was used for the wet weather

Page | 6 response in conjunction with the observed rainfall data discussed in the weather data comparison section.

A uniform Manning’s roughness coefficient (n) of 0.015 was used to simulate the brick sewer.

The 25-year storm event model was developed using a 25-year, 24-hour design storm from the NOAA Atlas 14 via a third-quartile temporal distribution, consistent with Michigan sanitary sewer design requirements. Rainfall distribution in the design storm is shown in Figure 8. Total rainfall for this design storm is 4.05 inches.

Figure 8. 25-year/24-hour design storm rainfall (5 minute interval).

Sewer Diameter Modeling The 25-year storm event model was modified to account for different rehabilitation options in anticipation of the proposed plan of work. Sewer re-lining or inserting a new pipe within the existing interceptor would require reducing the diameter of the current interceptor. The model was applied to determine how much the pipe diameter could be reduced while still safely conveying the 25-year, 24-hour design storm. The section of Monkey Run to be rehabilitated extends from MH102 to MH83, comprising of conduits: C16, C1, C2, C3, C4, C5, C6, C7, C8, C9, C10, and C17. This section of the interceptor was given a Manning’s roughness coefficient (n) of 0.011 to account for the liner material or new pipe material.

The diameter of the Monkey Run Interceptor sewer section of interest was gradually decreased (to account for the thickness of the proposed liner or to simulate the option of inserting a smaller pipe within the current interceptor) until the maximum full depth during the 25-year, 24-hour design storm of one (or more) of the conduits reached 60%. The decrease in effective pipe size was assumed to be uniform throughout the interceptor section of interest.

Scenarios in which the effective pipe diameter was set to 2.5/3.0 ft, 2/2.5 ft, 1.875/2.375 ft, 1.833/2.333 ft, and 1.75/2.25 ft, (which corresponds to decreases of 2.5 ft, 3.0 ft, 3.125 ft, 3.166 ft, and 3.25 ft, respectively) were simulated in the 25-year design storm model. The Max/Full Depth was calculated for all the conduits of interest in the Monkey Run Interceptor sewer, which corresponds to the maximum

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Page | 7 percentage that a conduit fills during a 25-year, 24-hour design storm scenario. Results are show below in Table 1.

Table 1. SWMM Model conduits and junctions.

2.5' diameter reduction 3.0' diameter reduction 3.125' diameter reduction 3.166' diameter reduction 3.25' diameter reduction

Conduit Diameter (ft)

Max/Full Depth

Diameter (ft)

Max/Full Depth

Diameter (ft)

Max/Full Depth

Diameter (ft)

Max/Full Depth

Diameter (ft)

Max/Full Depth

C16 2.5 0.22 2 0.3 1.875 0.32 1.833 0.33 1.75 0.36

C1 2.5 0.22 2 0.3 1.875 0.33 1.833 0.34 1.75 0.36

C2 2.5 0.23 2 0.31 1.875 0.34 1.833 0.35 1.75 0.37

C3 2.5 0.22 2 0.29 1.875 0.32 1.833 0.33 1.75 0.35

C4 2.5 0.2 2 0.27 1.875 0.3 1.833 0.31 1.75 0.33

C5 2.5 0.23 2 0.31 1.875 0.34 1.833 0.35 1.75 0.38

C6 2.5 0.3 2 0.41 1.875 0.45 1.833 0.47 1.75 0.51

C7 2.5 0.36 2 0.5 1.875 0.56 1.833 0.58 1.75 0.63

C8 2.5 0.34 2 0.48 1.875 0.53 1.833 0.55 1.75 0.59

C9 3 0.33 2 0.45 1.875 0.49 1.833 0.51 1.75 0.54

C10 3 0.25 2.5 0.33 2.375 0.35 2.333 0.36 2.25 0.38

C17 3 0.21 2.5 0.26 2.375 0.28 2.333 0.29 2.25 0.3

Conclusions The conduit C7, located between manholes MH6 and MH5 was the controlling stretch of pipe when determining how much smaller the Monkey Run Interceptor sewer could be made. When the diameter was reduced by 3.25 feet to an effective diameter of 1.75/2.25 feet (21”/27”), the line surcharged and saw a 63% Max/Full Depth value, which was a larger depth than targeted. Increasing the effective pipe diameter in the model to 1.833/2.333 feet (22”/28”) resulted in all conduits staying under 60% Max/Full Depth targeted depth. Therefore, the minimum relining pipe diameter should be 22” in diameter in the 60” portion of the interceptor sewer and 28” in diameter in the 66” portion of the interceptor in order to safely convey the 25-year, 24-hour design storm at 60% depth.

APPENDIX

CCTV Data

B

Distance from

Upstream MH

(ft)

Defect Defect

Grade Recommended Repair Remarks

Distance: 331 ft

10.9 OBR 3 remove rocks / debris

54.3 OBR 2 remove rocks / debris

160 - 173 FL 3 Tuck Point

163 RFB 2 Root Removal/Herbicide

293 - 330 RFB 2 Root Removal/Herbicide

321 RMB 4 Root Removal/Herbicide

328 TFD 3 repair broken/intruding tap broken / intruding tap

330 OBR 2 remove rocks / debris

299 - 315 FL 3 Tuck Point

Distance: 508 ft

0 - 508 OBZ 2 debris throughout reach

3 FL 3 Tuck Point

11 - 32 RFB 2 Root Removal/Herbicide

98 FL 3 Tuck Point

109 RFB 2 Root Removal/Herbicide

113 FL 3 Tuck Point

120 RFB 2 Root Removal/Herbicide

177 - 508 RFB 2 Root Removal/Herbicide

271 FL 3 Tuck Point

399.3 DEA 3 remove deposit

Distance: 154 ft

0 - 47 FL 3 Tuck Point

33 - 154 RFB 2 Root Removal/Herbicide

Distance: 324 ft

10 RBL 4 Root Removal/Herbicide

81 - 130 FL 3 Tuck Point

144 - 205 FL 3 Tuck Point

179 ID 3 Chemical Grout

188 ID 3 Chemical Grout

194 IR 4 Chemical Grout

201 ID 3 Chemical Grout

220 ID 3 Chemical Grout

221 IR 4 Chemical Grout

280 ID 3 Chemical Grout

285 ID 3 Chemical Grout

289 ID 3 Chemical Grout

292 ID 3 Chemical Grout

294 ID 3 Chemical Grout

294 FL 2 Tuck Point

SUMMARY OF RECOMMENDED REPAIRS

20-013 to 20-012 PACP Quick Code = 4132

20-012 to 20-011 PACP Quick Code = 4234

20-011 to 20-010 PACP Quick Code = 4B3A

20-010 to 20-009 PACP Quick Code = 423C

(ft)

Defect Defect

Grade Recommended Repair Remarks

20-013 to 20-012 PACP Quick Code = 4132298 ID 3 Chemical Grout

307 FL 2 Tuck Point

Distance: 12 ft

0 RFB 2 Root Removal/Herbicide

Distance: 400 ft

3 ID 3 Chemical Grout

7 ID 3 Chemical Grout

7 - 68 FL 3 Tuck Point

8 ID 3 Chemical Grout

12 - 68 ID 3 Cement Grout

25 DEA 3 Remove deposits

28 IR 4 Chemical Grout

28.1 DEA 1 Remove deposits

38.8 DEA 1 Remove deposits

59.2 DEA 1 Remove deposits

74 DEA 1 Remove deposits

80 IR 4 Chemical Grout

80.2 DEA 3 Remove deposits

86 ID 3 Chemical Grout

95 ID 3 Chemical Grout

99 ID 3 Chemical Grout

101 ID 3 Chemical Grout

105 ID 3 Chemical Grout

105 - 400 FL 3 Tuck Point

109 ID 3 Chemical Grout

112 - 400 ID 3 Cement Grout

145 IG 5 Chemical Grout

152 IR 4 Chemical Grout

160 IR 4 Chemical Grout

162 IR 4 Chemical Grout

179.8 DEA 3 Remove deposits

331 DEA 3 Remove deposits

337 DEA 3 Remove deposits

400.4 DEA 3 Remove deposits

Distance: 470 ft

3 - 470 ID 3 Cement Grout

42 TBI repair intruding tap Tap Break-in Intruding

164 IR 4 Chemical Grout

218 IR 4 Chemical Grout

298 IR 4 Chemical Grout

332 IR 4 Chemical Grout

346 IG 5 Chemical Grout

20-008 to 20-007 PACP Quick Code = 5146

20-006 to 20-007 PACP Quick Code = 514A

20-009 to 20-008 PACP Quick Code =2400

(ft)

Defect Defect

Grade Recommended Repair Remarks

20-013 to 20-012 PACP Quick Code = 4132354 FL 3 Tuck Point

397 IR 4 Chemical Grout

403 IR 4 Chemical Grout

409 IR 4 Chemical Grout

418 IR 4 Chemical Grout

425 IR 4 Chemical Grout

431 IR 4 Chemical Grout

Distance: 604 ft

6 - 440 ID 3 Cement Grout

503 - 510 ID 3 Cement Grout

Distance: 362 ft

20 - 70 FL 3 Tuck Point

65 TFD 2 clean lateral at tap defective tap, full of deposits

66 TFD 2 clean lateral at tap defective tap, full of deposits

98 ID 3 Chemical Grout

149 - 159 FL 3 Tuck Point

327 TFD 2 repair defective tap defective tap, full of deposits

Distance: 224 ft

36 TBI 2 repair intruding tap tap break-in intruding

122 TBI 2 repair intruding tap tap break-in intruding

140 - 224 FL 3 Tuck Point

209 TBI 2 repair intruding tap tap break-in intruding

Distance: 398 ft

4 FL 3 Tuck Point

315 FL 3 Tuck Point

330 TBI repair intruding tap tap break-in intruding

Distance: 218 ft

0 - 218 FL 3 Tuck Point

20-006 to 20-005 PACP Quick Code =3P2Z

21-080 to 20-005 PACP Quick Code = 422Z

21-080 to 21-081 PACP Quick Code = 423A

21-081 to 21-082/21-083 PACP Quick Code = 5132

21-087 to 21-083/21-082 PACP Quick Code = 513C

N . G

R

IN

N E

LL

NORFOLK

WILDWOOD

WILDWOOD

JA

C

K S

O N

S T

PUBLIC ALLEY

H A

Y E

S S

T

PRIVATE A

C L

O S

E D

A L

LE

Y

-2

-8

VAN BUREN

CALHOUN

IN

G

H A

M

W. TRAIL

C L

E V

E L

A N

D P

L A

C E

A

LL

E Y

ALLEY

A

LL

E Y

A L

LE

Y

A

LL

E Y

A

LL

E Y

A

LL

E Y

U N

IT

E

D W

A Y

B

LA

C K

M A

N

ALLEY

ALLEY

W. GANSON

N

. JA

C K

S O

N

ALLEY

W. GANSON

V E

PRIVATE ALLEY

PEARL ST

LOUIS GLICK HWY

CALHOUN ST VACATED

VACAT

N . B

LA

C

K S

T O

N E

W. GA

A

LL

E Y

A

LL

E Y

A

LL

E Y

DEEDED TO CITY OF JACKSON FOR STREET 1-11-45

VAN BUREN

CLINTON ST

GLIC

K HWY

PEARL ST

WILDWOOD AVE

GLICK HWY

H O

M E

C R

E S

T R

D

W. TRAIL

S T

E W

A R

D A

V E

C K

U S

WILDWOOD

OAKHILL AVE

N . W

E S

T A

V E

Fi rs t s t c lo se d pe r C

C R es ol

. 3 -1

2-

WINTHROP

E D

W A

R D

WOODWARD

C A

R R

N . G

R

IN

N E

LL

C A

R R

A

LM

A P

L A

C E

ALLEY

W

IN

TERS C

T

WOODRUFF PL

W. TRAIL

GANSON ST GANSON ST GANSON ST

GANSON ST

LANSING

AVE

DEMAY CT

VAN BUREN

VACATED per cc resolution 11-15-2005

A

LL

E Y

V A

C A

T E

D

-2

-6

V A

C A

T E

D

1-

-0

N . W

E S

T A

V E

N . B

LA

C

K S

T O

N E

N

. JA

C K

S O

N

S T

E W

A R

D A

V E

C A

R R

N . W

E S

T A

V E

S T

E W

A R

D A

V E

N . B

LA

C

K S

T O

N E

N . B

LA

C

K S

T O

N E

IN

G

H A

M

V ac at ed p er

C C

R es ol ut io n

/2

/2

B U

S H

V ac at e d pe r C

C r es o

-2

0-

ALLEY

C L

O S

E D

A L

LE

Y

-2

-2

V ac at ed p er C

C R es ol ut io n

/2

/2

13-011

14-119

21-088

15-112

15-056

19-191

20-155

20-010

21-250

21-251

21-249

21-237

21-233

15-154

15-034

15-033

15-032

15-057

14-161 14-160

14-04614-047

14-029 14-028

13-012

13-004

13-134 14-146

14-159

14-042

14-004

14-095

14-003

14-014

14-01314-012 14-009

14-007

14-147 14-142

14-026

14-025

14-027

14-03114-03314-03514-037

14-158 14-15714-048

14-049

14-153

14-152

14-094

15-155

15-013

15-014

15-017

15-016

15-015 15-03715-036

15-035

20-02320-02420-06520-067

20-060

15-028

15-147

15-029

15-030

15-031

15-027

15-094

15-022

19-104

19-103

19-100

19-096

19-095

19-102

20-150

20-154

20-145

20-073

20-072

20-071

20-147

20-027

20-07520-025

20-062 20-061

20-005

20-007

20-00820-009

20-011

20-05920-058

20-074

20-031

20-032

20-033

20-034

20-036

20-037

20-146

20-063

20-069

20-026

20-028

20-070

20-003

20-006

20-022

20-020

20-019

20-018

20-017

20-016

20-015

20-038

21-081

20-014

20-030

20-029

20-057

20-056

20-055

20-054

20-051

20-052

20-053

20-170

20-169

20-168

20-013

20-171

20-039

20-041

20-042

20-043

20-044

21-072

21-135

21-16621-082

21-099

21-101

21-161

21-074

21-073

21-075

21-080

21-218

21-076

21-13321-13421-07121-07021-069

21-049

21-050

21-05821-21921-06521-06621-067

21-087

21-159

21-077

21-097

21-102

21-107

21-163

21-098

21-231

21-230

21-095

21-165

21-151 21-150

21-119

21-117

21-116

21-115

21-113 21-112

21-111

21-191

21-110

21-079

13-148

20-158

20-159

20-JH1 20-JH2 20-JH4

20-167

21-272

14-151

21-269

21-271

21-270

15-169

20-JH6

20-JH5

15-165 x-

-0

P V

C x-21-112 Unknown x-20-061 Unknown x-2 1-1

18" x-13-05612" x-

-0

U nk no w n

2 0 -1

-2

0-

P

V C

2"

14-002-15-031

VCP 8" 73

20-154-21-067

VCP

10" 85

14-003-14-002

VCP8" 99

21-161-21-163

VCP 8" 87

14-142-14-026

PVC

8" 96

-0

-1

5-

V

C P

8"

15-147-15-028

VCP 12" 100

-1

-2

1-

V

C P

5 "

-1

5 8 -2

0-

V

C P

0"

0 2

1 5 -0

9 5

- 1

5-

V

C P

1 0

-0

-2

0-

V

C P

0"

2 0 -0

- 2

0-

V

C P

-0

-1

5-

V

C P

20-058-20-059VCP 8"

-0

-2

0-

V

C P

2"

-0

-2

1-

V

C P

-0

-1

5 - 0 4

B r ic k

-0

-1

9-

V

C P

20-061-20-062

VCP 9"

20-065-20-067

VCP 8" 148

-0

-2

0-

V

C P

8"

15-036-15-037

VCP 12" 151

-0

-2

0-

V

C P

20-026-20-027

VCP 12" 188

-1

-2

0-

P

V C

-0

-1

4-

C on c

-1

-2

1-

V

C P

5"

20-075-20-026

VCP 10"

-1

- 1

3 - 1 5

P

V C

8 "

1 0

-0

-1

4-

V

C P

2"

-0

-2

0-

V

C P

21-113-21-065 Lined

12" 170

-0

-2

0-

B ric k

20-150-21-069

VCP 12" 173

-1

- 1

9-

V

C P

5 "

2 0 -0

- 2

0-

V

C P

-0

-1

5- 0 6

Li ne d

-0

-2

0-

V

C P

-0

-2

0-

V

C P

8"

-0

-1 4-

V C

P

2"

20-JH1-20JH2

Unknown

-0

-2

0-

V

C P

0"

-0

-1

4-

V

C P

20-031-20-074VCP 12"187

21-070-21-071 Lined 12" 187

21-219-21-250 Lined 12" 187

- 0

-2

0-

V

C P

1 9

-0

-1

5-

V

C P

0"

-1

-2

0-

V

C P

0"

-1

-1

5-

P

V C

5"

-0

-1

9-

V

C P

-0

-2

1-

V

C P

15-030-15-029

VCP 12"

-0

1 5 -2

0 -

V

C P

1 9

20-024-20-023

VCP 10" 200

21-107 -21 -10 6 V

C P

8 " 1 97

-1

-2

1-

V

C P

-1

-1

9-

V

C P

5"

14-013-14-012

VCP 10" 210

-0

4 4 -2

0-

4 3 V

C P

-0

5 1 -2

0-

V

C P

0 "

-0

-2

0-

V

C P

2"

14-026-14-025 VCP

8" 211

-1

3 2 -2

1-

Ir on

5"

14-027-14-025

V C

P

24" 213

-1

-2

0-

P

V C

2"

15-086-15-085

VCP 8"

20-JH4-20-JH3

Unknown

21-251-21-233

PVC 8" 219

-0

-1

5-

V

C P

-0

-1

5-

V

C P

0"

21-080-21-081

Brick 60" 222

21-262-21-087 Brick

66" 226

-0

-2

0-

V

C P

2"

20-036-20-034

VCP 12" 226

-0

-2

0-

V

C P

0"

20-072-20-073

VCP 12"231

14-037-14-035

VCP 12" 228

15-155-15-035

VCP 12"

-0

-2

0-

P

V C

2"

15-169-15-036

VCP 12"

21-052-21-104

VCP 20" 313

20-062-20-155

VCP 9" 222

-0

2 5 -2

0-

V

C P

4 "

4 0

-2

-2

1-

P

V C

0"

20-067-20-069

VCP 12"

14-047-14-046

VCP 10" 249

13-057-13-056

VCP 12" 249

20-071-20-072VCP 12"

15-032-15-033

VCP 12" 256

20-073-21-080VCP 12" 258

20-037-20-036

VCP 12" 262

14-012-14-009

VCP 10"

-0

-1 3-

P V

C

0" x-

-0

V C

P

2"

-0

-1

4-

VCP 10

" 2

14-031-14-027

VCP 15" 272

14-035-14-033

VCP 15"

-1

6 7 -2

0 -

V

C P

2"

2 7

21-071-21-134 Lined 12"

-2

-2

1-

P

V C

2"

20-063-20-065

VCP 8" 294

15-033-15-034

VCP 12" 299

21-076-21-117

VCP 12" 301

20-147-21-076

VCP 12"

- 0

-1

9-

V

C P

2 0

- 1

6 9

- 2

0 -

P

V C

2 "

3 0

-1

-1

4-

Li ne d

19-191-19-100

PVC 10"313

14-151-14-037

VCP 12" 309

-0

7 0 -2

0-

V

C P

2"

-1

-2

1-

V

C P

20-010-20-009

Brick 60"

21-134-21-133 Lined 12" 320

14-042-14-158

VCP 10"

-0

2 8 -2

0- 0 2

V

C P

2"

2 5

21-073-21-101

VCP 12"

19-102-20-013 Conc 60" 330

14-033-14-031

VCP 15" 328

-0

-2

0-

V

C P

-1

-2

1-

C on c

20-013-20-012

Brick 60" 345

-0

-2

1-

Bric k

" 3

14-028-14-027

VCP 10" 349

21-075-21-073

VCP 12" 352

-0

4 1

- 2

0 - 0 3

V

C P

0 "

5 8

21-069-21-070

VCP 12" 361

-0

-2

1- 1 6

Li ne d

20-038-20-039

VCP 10" 368

21-155-21-159

VCP 8" 368

-2

-2

1-

P

V C

5"

21-081-21-083 Brick 66" 397

20-033-20-032

VCP 12"396

-1

-2

1-

P

V C

2"

20-008-20-007

Brick 60" 400

-0

-1

5-

Li ne d

-0

-1

4-

V

C P

2"

20-146-20-038VCP 10"

14-046-14-160

VCP 18"

-0

- 1

9-

V

C P

2"

-0

-1

5-

Li ne d

14-048-14-047

VCP 15" 443

-1

-2

1-

Li ne d

20-034-20-033

VCP 12" 466

20-007-20-006 Brick 60" 478

21-086-21-094 Conc 30" 493

20-X

JH

-20-065 U nknow n

20-012-20-011

Brick 60" 530

20-006-20-005 Brick 60" 594

-0

9 5 -1

5-

C on c

-1

-2

1-

C on c

BBBrriiccccccckk 666600"""" 334455 BBBricck 66600" 53000

B rrriiic k k

BBrriicckkkk 6666000"" Brricck 60" 400

3222555

Brick 60" 478

Brick 60" 594

BBBrriiic k

" 33

Brickk 6600""" 22222222222 BBBBrriiiicckk 6666" 33999777777 BBrick

666666" 22222222666666

Attachement 1: Monkey Run Interceptor Sewer Location and Route

VideoCount CD Code Fr To RemarksImRefIn1 % JntIn2

0.0 ST Start of Survey

0.0 AMH Manhole 20-013

0.0 MWL Water Level 10

0.0 MGO General Observation FLOW METER.

10.9 OBR Obstacle Rocks 04 07 DEBRIS IN LINE, LOOKS LIKE LA...10

22.6 S01 DAGS Deposits Attached Grease 08 105

22.6 S02 DAGS Deposits Attached Grease 03 055

54.3 S03 OBR Obstacle Rocks 04 07 LARGE ROCKS AT BOTTOM OF PIPE...5

54.8 TF Tap Factory 6.000 11 ROOTS IN TAP.

54.8 TF Tap Factory 8.000 10 ROOTS IN TAP.

57.2 TF Tap Factory 4.000 03

67.9 TB Tap Break-in 4.000 10

100.4 TFB Tap Factory Abandoned 6.000 03

103.4 MGO General Observation CAMERA KEEPS GETTING STUCK ON...

116.9 TF Tap Factory 6.000 11

117.0 TF Tap Factory 6.000 11

127.1 TFB Tap Factory Abandoned 4.000 10

127.1 TFB Tap Factory Abandoned 4.000 02

160.2 S04 CL Crack Longitudinal 12

163.3 RFB Roots Fine Barrel 01 03

173.8 F04 CL Crack Longitudinal 12

211.0 TFA Tap Factory Active 6.000 01

240.9 TFB Tap Factory Abandoned 6.000 10

240.9 TFB Tap Factory Abandoned 6.000 02

292.8 TFB Tap Factory Abandoned 6.000 02

293.0 S05 RFB Roots Fine Barrel 10 11

299.2 S06 CL Crack Longitudinal 12

312.7 TFC Tap Factory Capped 6.000 11

315.4 F06 CL Crack Longitudinal 12

321.2 RMB Roots Medium Barrel 115

328.6 TF Tap Factory 10.000 03 BROKEN

Year Cleaned

P/O #

Media No

Date 2022/06/15

Setup 1 Surveyor ALEX BODNARIU Drainage

Street NORTH WEST AVE.

Weather Dry

City JACKSON

Flow control Not Controlled

Location Main Highway - Urban

CatPurpose Maintenance Related

Use Shape Circular Material Brick Lining

Total length 330.7 Ft Height 60 Width ins Joint length Ft

Start 20-013 Rim to invert Ft Finish 20-012 Rim to invert Ft

Direction Down Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O&M Hydraulic

Constructional

System Owner CITY OF JACKSON

Year laid

Tabular Report of PSR 20-013 X CITY OF JACKSONfor Certificate # U04180703001244

Time 10:10 Survey Customer CITY OF JACKSON

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 330.8

Pressure

Northing Easting Elevation Coordinate System GPS Accuracy

Project MONKEY RUN INTERCEPTOR Work Order

Doetsch Environmental Services, Inc.

Phone: 586-755-2090 Fax: 586-755-2099

Page 21 of

Year Cleaned

P/O #

Media No

Date 2022/06/15

Setup 1 Surveyor ALEX BODNARIU Drainage

Street NORTH WEST AVE.

Weather Dry

City JACKSON

Flow control Not Controlled

Location Main Highway - Urban

CatPurpose Maintenance Related

Use Shape Circular Material Brick Lining

Total length 330.7 Ft Height 60 Width ins Joint length Ft

Start 20-013 Rim to invert Ft Finish 20-012 Rim to invert Ft

Direction Down Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O&M Hydraulic

Constructional

System Owner CITY OF JACKSON

Year laid

Tabular Report of PSR 20-013 X CITY OF JACKSONfor Certificate # U04180703001244

Time 10:10 Survey Customer CITY OF JACKSON

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 330.8

Pressure

Northing Easting Elevation Coordinate System GPS Accuracy

Project MONKEY RUN INTERCEPTOR Work Order

VideoCount CD Code Fr To RemarksImRefIn1 % JntIn2

328.6 TFA Tap Factory Active 10.000 11

330.7 F01 DAGS Deposits Attached Grease 08 105

330.7 F02 DAGS Deposits Attached Grease 03 055

330.7 F03 OBR Obstacle Rocks 04 07 LARGE ROCKS AT BOTTOM OF PIPE...5

330.7 F05 RFB Roots Fine Barrel 10 11

330.7 FH End of Survey

330.8 AMH Manhole 20-012

Total Length Surveyed330.8 Ft

Scores Mean Defect Mean Defect

Peak Peak

Mean Pipe Mean Pipe

1.2

Total Total

Structural:

Service:

Doetsch Environmental Services, Inc.

Phone: 586-755-2090

Page 22 of

0.0 AMH Manhole 20-012

0.0 MWL Water Level 10

0.0 MGO General Observation 2 LINES RUNNING HORIZONTAL IN...

0.0 TBA Tap Break-in Active 12.000 01 TAP IN MANHOLE.

0.0 TBA Tap Break-in Active 12.000 11 TAP IN MANHOLE.

0.0 S01 DAGS Deposits Attached Grease 08 105

0.0 S02 DAGS Deposits Attached Grease 02 045

0.0 S05 OBZ Obstacle Other 06 MATERIAL THROUGHOUT ENTIRE PI...5

3.0 CL Crack Longitudinal 12

9.6 TF Tap Factory 8.000 02

11.0 S03 RFB Roots Fine Barrel 08 10

29.8 RMB Roots Medium Barrel 125

32.5 F03 RFB Roots Fine Barrel 08 10

73.3 TFI Tap Factory Intruding 6.000 114.000

81.6 TF Tap Factory 6.000 02

98.4 CL Crack Longitudinal 12

103.2 TF Tap Factory 6.000 10

109.4 TB Tap Break-in 4.000 10

109.4 RFB Roots Fine Barrel 09 12

113.0 CL Crack Longitudinal 12

119.8 RFB Roots Fine Barrel 12

128.7 IS Infil Stain 08

130.1 TB Tap Break-in 6.000 10

130.9 TF Tap Factory 6.000 02

132.7 IS Infil Stain 08

148.8 LD Alignment Down DEA 7 TO 8.5

159.7 TF Tap Factory 6.000 10

174.9 TF Tap Factory 6.000 10

177.6 RFB Roots Fine Barrel 02

177.6 S04 RFB Roots Fine Barrel 09

Year Cleaned

P/O #

Media No

Date 2022/06/15

Setup 2 Surveyor ALEX BODNARIU Drainage

Street CARR STREET

Weather Dry

City JACKSON

Flow control Not Controlled

Location Light Highway

CatPurpose Maintenance Related

Use Shape Circular Material Brick Lining

Total length 508.2 Ft Height 60 Width ins Joint length Ft

Start 20-012 Rim to invert Ft Finish 20-011 Rim to invert Ft

Direction Down Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O&M Hydraulic

Constructional

System Owner CITY OF JACKSON

Year laid

Tabular Report of PSR 20-012 X CITY OF JACKSONfor Certificate # U04180703001244

Time 12:23 Survey Customer CITY OF JACKSON

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 508.2

Pressure

Northing Easting Elevation Coordinate System GPS Accuracy

Project MONKEY RUN INTERCEPTOR Work Order

Doetsch Environmental Services, Inc.

Phone: 586-755-2090 Fax: 586-755-2099

Page 31 of change - fracture longitudinal change - fracture longitudinal

Media No

Date 2022/06/15

Setup 2 Surveyor ALEX BODNARIU Drainage

Street CARR STREET

Weather Dry

City JACKSON

Flow control Not Controlled

Location Light Highway

CatPurpose Maintenance Related

Use Shape Circular Material Brick Lining

Total length 508.2 Ft Height 60 Width ins Joint length Ft

Start 20-012 Rim to invert Ft Finish 20-011 Rim to invert Ft

Direction Down Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O&M Hydraulic

Constructional

System Owner CITY OF JACKSON

Year laid

Tabular Report of PSR 20-012 X CITY OF JACKSONfor Certificate # U04180703001244

Time 12:23 Survey Customer CITY OF JACKSON

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 508.2

Pressure

Northing Easting Elevation Coordinate System GPS Accuracy

Project MONKEY RUN INTERCEPTOR Work Order

VideoCount CD Code Fr To RemarksImRefIn1 % JntIn2

214.2 OBZ Obstacle Other 06 POSSIBLE LARGE ROCK.5

230.7 OBZ Obstacle Other 06 POSSIBLE LARGE ROCK.5

247.2 TF Tap Factory 6.000 02

253.8 TF Tap Factory 6.000 10

253.8 TF Tap Factory 6.000 02

263.8 TBA Tap Break-in Active 6.000 02

271.2 CL Crack Longitudinal 12

278.1 RFB Roots Fine Barrel 12

296.9 MGO General Observation CAMERA HAVING TROUBLE GOING O...

319.9 TF Tap Factory 6.000 10

384.8 RFB Roots Fine Barrel 12

399.3 DAGS Deposits Attached Grease 02 0520

404.7 TF Tap Factory 10.000 03

407.0 LL Alignment Left 90

413.4 OBZ Obstacle Other 06 obstruction stopping camera.5

421.9 TF Tap Factory 12.000 03

421.9 TF Tap Factory 8.000 02

425.8 TF Tap Factory 8.000 02

425.9 TB Tap Break-in 32.000 02

432.8 TB Tap Break-in 4.000 10

439.9 OBZ Obstacle Other 06 POSSIBLE MATERIAL STOPPING CA...5

477.3 TBA Tap Break-in Active 6.000 10

494.6 TBA Tap Break-in Active 6.000 10

508.2 MGO General Observation POSSIBLE CONDUIT CABLE.

508.2…