22438 Addendum 1.pdf

DTMB-0414 RFP (Rev 2/22)

DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

State Facilities Administration Design and Construction Division

REQUEST FOR PROPOSAL

ADDENDUM NO. 1

This form identifies an Addendum to a Request for Proposal for Professional Services, and incorporates interpretations or clarifications, modifications, and other information into the Request for Proposals.

Addenda will be numbered by the Project Director and distributed through SIGMA Vendor VSS as an attachment.

TO:

ALL PROPOSERS

DATE ISSUED

October 17, 2022

PROJECT NAME

Muskallonge State Park and Tahquamenon Falls State Park – ARPA Infrastructure Upgrades and Modernization

FILE NUMBER

751/22438.ABG

PROJECT DIRECTOR

Alan Goschka, AIA

PROPOSAL DUE DATE:

Thursday, October 27, 2022

ADDENDUM ITEMS: (attach additional sheets and drawings if required)

See attached Meeting Attendance Record

See attached Pre-Proposal Meeting Agenda with notes

Questions:

1. Can the following information please be provided in order to quantify various aspects of the wastewater systems for investigation and design effort requirements?: see below for specific responses, but due to file size and relevancy as needed for the PSC proposal, not all of the requested information can be sent through this addendum.

‐ The most recent copies of the Part 22 Discharge Permits as well as any Certificate of Coverage for both

Tahquamenon and Muskallonge Lake State Parks. – will be provided to the PSC at the time of contract award

‐ A list of discharge violations that the two facilities have experienced in the past four years as well as any EGLE response or requirements from these violations. – will be provided to the PSC at the time of contract award

‐ Description of the type of upgrades to the lagoon at Muskallonge Lake SP were completed in 1991? – very limited information is available and will be provided to the PSC at the time of contract award

‐ Existing drawings for wastewater utilities including the lagoons. – see attached Muskallonge document and can reference the Phase 400 study as noted below for the Tahquamenon Falls lagoon. Other information is limited and will be provided to the PSC at the time of contract award.

‐ If drawings are unavailable, an estimate as to the size and volume of both lagoon systems. Reference the attached documents as noted in the prior line item and the last line item.

‐ Flow information for both facilities (influent, pumped or effluent) for proper capacity understanding. – will be provided to the PSC at the time of contract award

‐ A copy of the Tahquamenon wastewater Phase 400 Study or a summary of the study’s finding and recommendations so all prospective PSC’s have the same information about the system from the report prepared by another prospective PSC. – see attached.

APPROVED BY:

Alan Goschka, AIA

PROJECT DIRECTOR DATE 10-17-2022

GRETCHEN WHITMER

GOVERNOR

STATE OF MICHIGAN

DEPARTMENT OF TECHNOLOGY, MANAGEMENT & BUDGET

LANSING

MICHELLE LANGE

ACTING

DIRECTOR

PRE‐PROPOSAL MEETING AGENDA

MICHIGAN DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

Design and Construction Division

3111 W. St. Joseph Street Lansing, MI 48917

Project: Muskallonge State Park and Tahquamenon Falls State Park – American Rescue Plan Act (ARPA) Infrastructure Upgrades and Modernization File Number: 751/22438.ABG Contract Order Number: Y‐TBD Meeting Date and Time: Wednesday, October 5, 2022, at 9:00 am local time Meeting Place: Muskallonge State Park and Tahquamenon Falls State Park

PROJECT REPRESENTATIVES

Project Director: Field Representative:

Alan Goschka, AIA Dan Hall

DTMB‐DCD DTMB‐DCD

P.O. Box 30026 440 N State Street Lansing, MI 48917 St Ignace, MI 49781 517‐388‐3489 517‐2564938 goschkaa@michigan.gov dhall22@michigan.gov

Facility Representatives:

Keith Cheli ‐ Regional Planner James Dzelak – Unit Supervisor MDNR MDNR – Muskallonge State Park 120 South A Street 30042 County Rd 407 Cheboygan, Michigan 49721 Newberry, MI 49868 989‐370‐1907 906‐658‐3338 chelik@michigan.gov dzelakj@michigan.gov

Kevin Dennis – Unit Manager MDNR – Tahquamenon Falls State Park 41382 West M 123 Paradise, MI 49768 906‐492‐3415 Dennisk2@michigan.gov

Introductions and Sign‐In Sheet

A. Request for Proposals – Standard Not‐to‐Exceed RFP, with Part I Technical portion and

Part II Cost portion.

1. Technical – Qualification format includes: General Information; Understanding of the Project and Tasks; Personnel; Management Summary, Work Plan & Schedule; Budget Analysis and References. See Section II‐1 through 6.

2. Cost – Not to Exceed Billable Rate plus reimbursables format. See Section III‐1 through 2. See Section III 2‐A, B, C and D of RFP for samples.

3. Proposals must include Phases: 100 Study, 200 Program Analysis, 300 Schematic

Design, 400 Preliminary Design, 500 Final Design and 600/700 Construction Administration.

4. Include consultants and testing as reimbursable expenses.

5. Include signed Certification of a Michigan Based Business and Responsibility

Certification forms.

6. Proposals will be evaluated by an Ad Hoc Advisory Committee and scored based on the combined 80% Technical portion and 20% Cost portion.

B. Project Scope

1. See Project Statement.

C. Site Visits

1. Accessibility to the site – today. If additional site visits are required, coordination shall go through Alan Goschka.

2. Photography is allowed during the site walk thru unless stated otherwise by

DTMB staff.

D. Schedule

1. Proposals are due on Thursday, October 27, 2022, no later than 2:00 p.m. EST to issuing office and on SIGMA VSS.

2. Ad Hoc Advisory Committee will review proposals and award contract November

2023.

3. PSC contract executed December 2022, PSC kick off meeting December 2022, Investigation services and preliminary design first quarter 2023, Design and construction TBD. Project funding to be assigned by December 2024 with projects completed and funding spent by December 2026.

E. Budget

1. PSC is to provide project cost estimates at the Phase 300, 400 and 500 ‐ 50% and 90% design review meetings.

F. Other Items

1. Access to Site Upon Contract Award

a. Normal business hours for facility, or hours in which work can take place.

b. Provide notice to the facility prior to any site visits.

G. Questions / Comments

1. E‐mail questions to goschkaa@michigan.gov no later than 4:00 p.m., Monday, October 17, 2022. DO NOT send questions in through SIGMA as they do not get to the project directors in a timely fashion.

2. If necessary, an addendum will be posted on the SIGMA VSS website no later than COB, October 18, 2022.

H. Questions

‐ Muskallonge Lake State Park, Evaluate sanitary distribution system – PSC proposal to include Phase 500 – Final Design services.

‐ Muskallonge Lake State Park – Renovate stairway to Lake Superior – DNR archeologist will need to included in design meetings.

‐ PSC proposal to follow the DTMB Proposal Format as laid out in the request for proposals document and to focus on how the PSC is going to approach and provide expertise for all of the specific projects (company generic propaganda can be limited).

I. Tour / Walk‐through

TAHQUAMENON UPPER FALLS WELL AND

WASTEWATER ANALYSIS

Phase 400 Analysis

File No.: 751/17150.TAP Index No.: 52130

(100% Submittal Update Water System) (100% Submittal Update Wastewater System)

Prepared for:

Michigan Department of Technology, Management and Budget and for:

Michigan Department of Natural Resources – Parks and Recreation Division (PRD)

Prepared by:

December 17, 2020

REVISIONS

Tahquamenon Upper Falls Well & Waste Water Analysis 1

I. INTRODUCTION

Tahquamenon Falls State Park is a State Park operated by the Michigan Department of Natural Resources – Parks and Recreation Division (DNR‐PRD) located west of Paradise, Michigan.

The existing toilet building and wastewater system were built in the early 2000’s (approximately 2001) which included a new well. The current toilet building replaced an older toilet building located in relatively the same location. Capacity issues with the water system started to arise around 2010, while equipment issues surfaced more recently. Capacity issues with the sewer system, more specifically the lagoons, started to surface around the early 2010’s.

The goal of the Tahquamenon Falls State Park Upper Falls Bathroom Building Well & Water Distribution Analysis is to identify and evaluate the existing water supply and wastewater system and its adequacy and/or limitations as identified from data and information gathering, and providing a written recommendation of what baseline system replacement should consist of based on current needs, including a cost estimate and estimated life cycle. A Phase 400 Analysis was commissioned by the Michigan Department of Technology, Management and Budget (MDTMB) and the Michigan Department of Natural Resources – Parks and Recreation Division (DNR‐PRD) to consider options, issues and opportunities for improvements to meet user demands.

Tahquamenon Upper Falls Well & Waste Water Analysis 2

II. EXISTING SITE CONDITIONS

A. UTILITIES

1. WATER SYSTEM

Water Supply:

The existing utilities include a water supply system that was upgraded in 2001, which consists of two wells and distribution piping. A review of existing data and conversations with the Chippewa County Health Department indicate well #1 was installed in 1961 and was repaired in 2001, and currently pumps at a rate of 20 gallons per minute. The well log for well #1 indicates the well is 150 feet deep, installed in sandstone from 37 feet to the bottom. Since the well is in sandstone, there is no screen on the well. The well log indicates the well should be pumped at less than 30 gallons per minute, to avoid producing sand in the well. Therefore, the pumping rate for well #1 was set at 20 gallons per minutes. Well #2 was installed in 2001 and abandoned in 2003, due to insufficient yield. Well #3 was installed in 2003 to replace well #2, and initially produced 23 gallons per minute at installation. Recently Well #3 has had issues with production. A pump test was conducted for Well #3 on April 5, 2018 and found that the well was producing less than 3 gallons per minute. Currently, the supply from well #1 and well #3 is approximately 23 gallons per minute. It is not known at this time why wells #2 and #3 have lost productivity. Further investigation, outside the scope of this analysis, into well #3 would be needed to try to pinpoint a definitive reason for loss of production. This further analysis could include such things as televising the well, redeveloping the well, drilling the well deeper to try to increase yield, or a combination of these. Well logs for each well are included in Attachment A.

Water Demand:

Currently, peak demand in the summer months results from a steady stream of restroom users, which can last for up to 8 hours per day. This steady stream of users taxes the water system, resulting in periods of time when the water system can’t keep up with demand. The park does not experience these shortages of water in the winter months.

Calculations of the peak water demand are shown below utilizing two different methods. One method is based on existing fixtures counts and flow rates, while the other utilizes visitor counts and use rates.

Fixture Method with Flush Valve Toilet This method is based on the Michigan Plumbing Code and U.P. Engineers & Architects, Inc. analysis. It utilizes the current restroom configuration and

Tahquamenon Upper Falls Well & Waste Water Analysis 3 existing fixture counts and flow rates, assuming the peak demand is correctly set based on the practical mechanical limitations of the system components:

Fixture # of Fixtures Fix. Value (GPM) Fix. Value Total

Toilet, with Flush Valve

13 10 130

Hand Wash Sink 8 2 16

Urinal, with Flush Valve

5 5 25

Mop Sinks 1 3 3

Drinking Fountains 2 0.25 0.5

Establishment Fixture Value = 174.5 Peak Demand = 68.4 GPM

Peak Demand is not based on all fixtures continuously running at full capacity.

Residential Unit Method

This method is based on estimates of peak visitor use obtained from the facility records (supplied by MDNR) and attempts to identify the peak demand based on visitor counts and use rate. At peak times, currently 4,000 people per day use the Upper Falls Day Use Area (Bathrooms), based on visitor counts. Adding a factor of safety (5%) and assuming a slight increase in tourism, a daily max of 4,500 visitors is assumed. Utilizing an Estimated Daily Water Usage of 5 gallons per person per day for Picnic Parks (toilet waste only, per attendee), results in the following:

5 gpd X 4500 visitors = 22,500 gallons per day

Peak Demand gpm = 10 X the square root of N N = a residential unit = 350 gpd

Number of Residential Units = 22,500 gpd/350 gpd= 64.285 residential units The square root of 64.285 = 8.02 Peak Demand = 10 X 8.02 = 80.20 gpm

Based on the two methods above, the more conservative method is the residential unit method. However, the peak demand for this method appears unrealistic when analyzing the actual fixtures present and the time between uses/flushes. The current fixture count likely controls/limits what the peak demand would be if sufficient fixtures were available to address the visitor demand, which is not unusual, and, therefore, the peak water demand is assumed to be 68.4 gallons per minute.

Tahquamenon Upper Falls Well & Waste Water Analysis 4

Summary:

Demand: 68.4 GPM Supply: 23 GPM

Issues:

Two wells are abandoned or non‐functional

The supply is insufficient to meet peak demand by 45 GPM (68‐23)

2. WASTEWATER SYSTEM

Sanitary facilities at Tahquamenon Falls State Park were upgraded in 2001, to their current state, which includes restrooms, gravity sewer, a duplex lift station, 3” forcemain, and treatment/storage lagoons. Gravity sewer flows from the restroom facility to the lift station. The lift station consists of duplex X Hp pumps, controlled by a five (5) float system. The lift station pumps wastewater to the lagoons. The wastewater treatment lagoons consist of a primary (treatment) lagoon and secondary (storage) lagoon. The primary lagoon is 0.35 acres in size, and the secondary lagoon is 0.86 acres in size. The lagoons are constructed with a single 40 mil PVC liner, with a 12 inch granular base underneath and 12 inch granular protective cover on top.

The wastewater system receives flow and functions year round. Wastewater is stored in the lagoons during the summer and winter months, and discharged twice a year per permit parameters. Discharge occurs in the spring (March 1 – June 20) and fall (October 1 – December 31). Standard operating procedure for the lagoons has been to keep the primary lagoon full year round, typically, and utilize the secondary lagoon as storage, with discharges in the spring and fall.

The spring discharge has typically been occurring in early May, with many years requiring emergency discharge, that is, discharge without effluent quality sampling. The fall discharge has typically occurred in late October/early November. In the fall, the primary lagoon is usually lowered 18 inches to provide storage capacity, while the secondary lagoon is isolated. Isolation, although only required to last 14 days, has typical lasted much longer, in most cases lasting six (6) weeks. The longer isolation period has been required to produce effluent meeting discharge requirements. This extended isolation period makes discharging both lagoons challenging and almost impossible.

Over the last couple years, the capacity of the lagoons has been tested in the spring and fall of each year. Typical operations show that each spring the lagoons increase rapidly from 42 inches deep to 78 inches deep in a matter of two months. This rapid increase in lagoon volume typically occurs prior to the increase in visitors in May. The capacity of the primary lagoon, based on typical lagoon operations of 2 feet of freeboard on the top and 2 feet of sump on the

Tahquamenon Upper Falls Well & Waste Water Analysis 5 bottom, with an operating depth of 3.5 feet is 287,000 gallons. However, based on standard operating procedure, the storage capacity of the primary lagoon is actually 176,000 gallons. The storage capacity of the secondary lagoon, based on standard operating procedures with 1.5 feet of freeboard on the top and

2.25 feet of sump on the bottom, with an operating depth of 2.25 feet is 560,000 gallons. Based on standard operating procedure, the total storage capacity of the lagoon system is approximately 734,000 gallons. With that being said, the standard storage period is 8 to 9 months, instead of the typical industry standard of 7 months.

The addition of a flow meter on the water system has helped identify the true flow going to the lift station. This information, along with the pump run times, helps give a more accurate picture of the flows entering the lagoon system.

B. SYSTEM UPGRADE OPTIONS

1. WATER SYSTEM

Several upgrade options were analyzed to determine what could be considered the best option to upgrade the water system and meet peak water demand.

The options evaluated include adding storage capacity, in the form of a storage tank, to meet peak demand, add an additional well and storage capacity, and add an additional well and change fixture types (reducing the peak demand).

A more detailed explanation of each option is presented below:

Option #1 consists of utilizing the existing well #1 and adding water storage capacity to fulfill the peak day water usage. Under this option no changes are being made to the existing bathroom facility which has a water demand of 68.4 gpm. Assuming well #1 has a capacity of 20 gpm;

the water storage tank volume is sized for the remaining 48.4 gpm for a full 8 hour duration. This volume is 23,232 gallons.

As there are no tall hills in the vicinity on which to site an atmospheric storage tank, the storage tank will need to be a Hydropneumatic system.

For this large volume, an ‘air over water pressure control system’ will need to be used. The air compressor for this type of system is a special lubricant free compressor to prevent contamination of the water by the compressor. The water storage tank will be a horizontal ground mount tank, constructed as a pressure vessel rated for the water system pressures. The tank would be installed in a building for protection from elements and vandalism. The tank building would be a simple block or stick framed building with a concrete floor, located near the existing bathroom to minimize piping and electrical wiring. The building would

Tahquamenon Upper Falls Well & Waste Water Analysis 6 be approximately 50 feet long x 20 feet wide, with a ceiling height of 12 feet. Due to limited winter use of the bathrooms this building would most likely be shut down during the off season and would not be heated. If shutdown, the system would require start‐up testing in the spring.

The Engineer’s opinion of cost for this option is $292,000 (see Attachment B).

Option #2 consists of utilizing the existing well #1, abandoning existing well #3, adding another well with a target capacity of 20+ gpm, and adding water storage capacity to fulfill the peak day water usage. Under this option no changes are being made to the existing bathroom facility which has a water demand of 68.4 gpm. Assuming well #1 has a capacity of 20 gpm and the new well has a similar flow capacity at 20 gpm; the water storage tank volume is sized for the remaining 28.4 gpm for a full 8 hour duration. This volume is 13,632 gallons.

Similar to the discussion in option #1 above, due to the size of the tank in this option, a pressure vessel with an air over water pressure control system would be used. The tank would be installed in a building for protection from elements and vandalism. The tank building would be a simple block or stick framed building with a concrete floor, located near the existing bathroom to minimize piping and electrical wiring. The building would be approximately 40 feet long x 20 feet wide, with a ceiling height of 12 feet. Due to limited winter use of the bathrooms this building would most likely be shut down during the off season and would not be heated. If shutdown, the system would require start‐up testing in the spring.

This option has the added benefit of an additional well connected to the system to provide a measure of redundancy.

The Engineer’s opinion of cost for this option is $245,000 (see

Option #3 is similar to option #2 discussed above (new well, no changes to existing bathroom facility) but uses a 15,000 plastic polyethylene water storage tank and jockey booster pump system rather than a 15,000 gallon steel pressure vessel storage tank with air pressure system.

As with option #2 above, this option has a water demand of 68.4 gpm.

Assuming well #1 has a capacity of 20 gpm and the new well has a

Tahquamenon Upper Falls Well & Waste Water Analysis 7 similar flow capacity at 20 gpm; the water storage tank volume is sized for the remaining 28.4 gpm over a full 8 hour duration. The volume requirement is 13,632 gallons.

This option would use a 15,000 gallon polyethylene water storage tank, installed in a new building for protection from elements and vandalism.

This system would require a jockey pump system to pump water from the tank to the distribution system. The jockey pump system would consist of a skid containing two (2) jockey pumps and controls. In addition, a chlorine chemical disinfection system would be required.

Under this option the wells would pump directly to the storage tank, and the jockey pumps would distribute from there. A tank bypass piping system would be installed to pressurize the distribution system with the tank out of service.

The building would be approximately 25 feet long x 25 feet wide, with a ceiling height of 15 feet. Due to limited winter use of the bathrooms this building would most likely be shut down during the off season. If shutdown, the system would require start‐up testing in the spring.

This option has the added benefit of an additional well connected to the system to provide a measure of redundancy.

The additional operation and maintenance requirements with respect to maintaining the jockey pump system and the chlorine chemical system may make this option less attractive.

The Engineer’s opinion of cost for this option is $157,000 (see

Option #4 consists of utilizing the existing well #1, adding another well, and replacing the 13 toilets with flush valves with toilets with pressure assisted flush tanks. This change to toilet flush tanks will reduce the calculated water demand of 68.4 gpm down to 30 gpm. Installation of this option should be obtainable without impacting the entire building (i.e. closing the building).

A calculation of the peak water demand utilizing proposed fixtures is shown below:

Fixture Method with Flush Tank Toilet This method is based on the Michigan Plumbing Code and U.P. Engineers & Architects, Inc. analysis. It utilizes the current restroom configuration and proposed fixtures (flush tank toilets):

Tahquamenon Upper Falls Well & Waste Water Analysis 8

Fixture # of Fixtures Fix. Value (GPM) Fix. Value Total

Toilet, with Flush Tank

13 2.2 28.6

Hand Wash Sink 8 2 16

Urinal, with Flush Valve

5 5 25

Mop Sinks 1 3 3

Drinking Fountains 2 0.25 0.5

Establishment Fixture Value = 73.1 Peak Demand = 30.4 GPM

Assuming well #1 has a capacity of 20 gpm and the new well has a similar flow capacity at 20 gpm; the water supply will exceed the water demand by more than 10 gpm.

This option has the added benefit of an additional well connected to the system to provide a measure of redundancy.

The Engineer’s opinion of cost for this option is $60,500 (see Attachment B).

Option #5 consists of utilizing the existing well #1 and replacing the 13 toilets with flush valves with toilets with pressure assisted flush tanks.

This change to toilet pressure assist flush tanks will reduce the calculated water demand of 68.4 gpm down to 30 gpm as detailed in Option #4. Assuming well #1 has a capacity of 20 gpm; the water storage tank volume is sized for the remaining 10 gpm for a full 8 hour duration. This volume is 4,800 gallons.

Similar to the discussion in option #3 above, this option uses a 5,000 plastic polyethylene water storage tank and jockey booster pump system, and chlorine chemical disinfection system. The tank would be installed in a building for protection from elements and vandalism. The tank building would be a simple block or stick framed building located near the existing bathroom to minimize piping. The building would be approximately 20 feet long x 20 feet wide, with a ceiling height of 10 feet. Due to limited winter use of the bathrooms this building would most likely be shut down during the off season. If shutdown, the system would require start‐up testing in the spring.

Tahquamenon Upper Falls Well & Waste Water Analysis 9

The Engineer’s opinion of cost for this option is $102,300. (see

While each option has pros and cons, additional information to consider prior to making a final decision includes:

Flush valve toilets use a similar volume of water as pressure assist flush tank toilets, but require all of the flush water be delivered over the short duration of the flush, resulting in the high calculated system demand.

The difference in the flush shouldn’t cause any significant variation in the likelihood of clogging.

Flush valve toilets can be modified (the flushing valve), although it not recommended, as the toilets (valves) require a specified pressure to flush and close the valve.

Flush valve toilets have the capability to be hands free, while pressure assist flush tanks have push button actuators available.

Waterless urinals are available. However, they do require maintenance as they use a cartridge, which requires changing, based on use. The required maintenance would vary at Tahquamenon Falls, as the summer use is extremely high, while the winter use is less demanding. Currently, cartridges cost approximately $40, and last between 1‐3 months. Based on the current configuration of 5 urinals, annual costs are estimated to be $1,400 for cartridge replacement. Peak system demand would drop to 23 GPM if waterless urinals were utilized.

Well #1 is limited in production to less than 30 gallons per minute, as indicated on the well log. Flows above 30 gallons per minute will draw sand into the well, causing issues with water quality and equipment operation. The well has been a reliable source pumping at 20 gallons per minute. Any increase between 20 to 30 gallons per minute may not be worth the risk of disrupting the reliability of the well.

2. WASTEWATER SYSTEM

An analysis of the wastewater system, comparing flows to the storage capacity, shows the lagoons are not undersized for the winter storage period or the current number of visitors each year. However, with Inflow & Infiltration (I&I) added to the flows, the lagoons are over capacity and need to be discharged early in the discharge period, many times under emergency conditions. Based on a typical seven (7) month winter storage period (November – May), and the number of visitors the Park experiences during that period, total wastewater flows for the seven month winter period average around 146,400 gallons (see flow meter data). Conversely, summer wastewater flows to the lagoons between May and November average around 1,188,600 gallons. A copy of the flow records is included in Attachment C.

Tahquamenon Upper Falls Well & Waste Water Analysis 10

An evaluation of the sludge in the primary and secondary lagoons was conducted on May 15, 2018. The sludge sampling revealed depths in the primary lagoon were thicker than the secondary lagoon. The average depth of sludge in the primary lagoon was between 0.75 – 1.00 feet (9‐12 inches) in 6.5 feet of water. The average depth of sludge in the secondary lagoon was between 0.2 – 0.4 feet (2.5‐5 inches) in 5.5 feet of water. Each pond was observed to have higher depths of sludge located along the edge and toe of slope. This is common in primary and secondary treatment/storage lagoons without aeration. Based on the sludge depths, it appears that sludge is not significantly affecting the capacity of the lagoons.

Since the lagoons have enough storage for approximately 734,000 gallons (based on operating depths of 2.0 feet in the primary lagoon (176,000 gallons) and 2.25 feet in the secondary lagoon (558,000 gallons)), and summer water meter flow records average 444,000 gallons total between May and November, while winter water meter flow records average 170,000 gallons total between November and May, the fact that the lagoons are full at spring and fall discharge indicates there is a significant amount of Inflow & Infiltration (I&I) entering the system. Graphs of the flows pumped to the lagoons and the water meter readings for each of the discharge periods over the last two years are included Attachment C. A graph of the flows from May 10, 2020 to October 23, 2020 is shown here:

The graph shows the amount of I&I entering the system, as the difference between the wastewater pumped and well water pumped. The solid red line indicates the amount of flow equating to full lagoons.

200,000

400,000

600,000

800,000

1,000,000

1,200,000

1,400,000

1,600,000

G al lo n s

Gallon Pumped to Lagoons 5‐10‐20 to 10‐23‐20

Wastewater Pumped

Lagoon Full

Well Water Pumped

Tahquamenon Upper Falls Well & Waste Water Analysis 11

I&I can enter the system by a number of paths, such as leaking pipes, leaking structures (lift stations & manholes), groundwater, and surface water, to name a few. Removing I&I once discovered, however, can prove to be difficult. On average, only 30% of I&I is removed with a removal project. Thus treating I&I is almost always a necessity.

Addressing I&I at Tahquamenon falls is limited. The wastewater system is comprised of gravity sewer, a lift station, forcemain, and lagoons. The amount of gravity sewer is minimal, running from the restroom building to the lift station. Televising the gravity sewer is an option, however, given the short length of gravity sewer, wouldn’t be cost effective. An inspection of the gravity sewer as it enters the lift station would identify any excess flows entering the system, and would have minimal costs associated.

The lift station is one of the most important aspects of the sewer system. A thorough inspection of the lift station will help identify areas of infiltration.

More specifically, inspecting the joints and penetrations to the lift station, will help identify I&I areas. Repairs to the lift station may include grouting all penetrations, sealing joints, and waterproofing the exterior. Estimated costs to repair the lift station are approximately $30,000. A copy of the Engineer’s Estimate of Cost is included in Attachment D.

I&I paths to the lagoons, is limited. One way I&I can enter the lagoons is through surface runoff. A visual inspection of the area surrounding the lagoons can rule out surface runoff, or identify areas that need repairs. Based on the construction documents (See Attachment E), there is a swale between the primary and secondary lagoon directing water away from the primary lagoon.

The plans also indicate the lagoons have sufficient side slopes to keep surface water from directly flowing into the lagoons. Thus, surface water does not appear to factor into the equation.

Annual precipitation and evaporation in the Upper Peninsula are typically assumed to be equal. However, given the abundant amount of snowfall Tahquamenon Falls receives annually, precipitation is considered to be a factor in the overall I/I. A snow depth of 24 inches, which is common at the park, can produce 160,000 gallons of water. This additional water will significantly impact the lagoon capacity. Unfortunately, there is no way to remove this water from the system.

Given the condition of the sewer system, and the amount of expected I&I removal, the addition of another secondary lagoon is an option. Based on existing flows, a small amount of future growth, and current conditions, a new 1 acre lagoon capable of storing 850,000 gallons is proposed. The new lagoon would be located adjacent to the existing secondary lagoon (See Figure 1), with

Tahquamenon Upper Falls Well & Waste Water Analysis 12 piping connected to each of the existing lagoons. Piping should be installed to allow flow to enter the new lagoon or the existing treatment lagoon. The addition of a new lagoon to the treatment system would accommodate existing and future flows, while also providing the staff more flexibility during discharge events. The estimated construction costs of a 1 acre lagoon are $250,000.

Currently, standard operating procedure is to discharge the lagoons once in the spring and once in the fall. This is primarily due to staffing and sampling constraints. The lagoons take longer to stabilize and produce acceptable discharge analytical values. More research, possibly sampling, is needed to help better define the issue(s) causing this delay in acceptable analytical results.

Having the capability to discharge multiply times during each discharge period would afford the staff more flexibility in operating the lagoons. In addition, it would reduce the likelihood for emergency discharges each spring and fall.

III. CONCLUSIONS/RECOMMENDATIONS

A review of the existing water system shows that the water system is undersized. The peak water system demand far exceeds the system capacity. Several options have been identified and analyzed, including the use of waterless urinals. Although changing the urinals to waterless urinals is an option, the reduction in water consumption coupled with the added maintenance costs, doesn’t outweigh the factor of safety provided by the additional peak demand capacity of a second well or of storage.

Based on the options identified, adding an additional well and replacing the flush valve toilets is the most cost effective and time sensitive recommendation. Thus it is the recommendation of this analysis.

The wastewater system appears to have enough capacity based on visitor counts;

however, in the spring and fall of each year, the lagoons are at or over capacity.

Installation of a flow meter on the water supply system has provided valuable data, and has provided a more accurate picture of the flows entering the wastewater system.

Based on the data, the rapid increase in water levels in the lagoons in the spring is a result of Inflow & Infiltration (I & I). Removal of I&I, typically results in a 30% reduction, or less. However, given the small size of the sewer system at Tahquamenon Upper Falls, a higher removal percentage may be obtainable. With that said, based on analysis of the data collected, and the fact that removal of all I&I isn’t practical, the installation of a second storage lagoon is also recommended. To account for existing conditions and future growth, it is recommended that a lagoon sized similar to the existing storage lagoon, at 1 acre, be installed. In addition, removal of I&I from the lift station, is also recommended.

Tahquamenon Upper Falls Well & Waste Water Analysis 13

Recommendations:

1. Remove Lift Station I/I – Removal of Inflow & Infiltration (I/I) into the lift station could be a cost effective solution. A thorough inspection of the lift station will help identify areas of infiltration. More specifically, inspecting the joints and penetrations to the lift station, will help identify I&I areas. Repairs to the lift station may include grouting all penetrations, sealing joints, and waterproofing the exterior.

2. Two Discharges per season – Conduct more sampling of wastewater and monitor to see if multiple discharges per season are obtainable. Additional sampling would help identify trends in the wastewater parameters and help determine a solution to allow multiple discharges per season. Multiple discharges would provide DNR staff more flexibility in spring and fall, by emptying the lagoons as late as possible.

3. Addition of a new lagoon – Based on existing flows, future growth, and current conditions, the installation of a new 1 acre lagoon is recommended. The proposed new lagoon would be located adjacent to the existing secondary lagoon (See Figure 1). The addition of a new lagoon to the treatment system would accommodate existing and future flows, while also providing the staff more flexibility during discharge events.

IV. UPDATE

Due to the timing of this joint study, at the time of this report issuance work has occurred on the water system. An additional well was installed/completed on October 1, 2019 and a meter was installed on the water system.

Tahquamenon Upper Falls Well & Waste Water Analysis 14

FIGURES

FALLS ROAD

DATE: JOB No:DRAWN: DRAWING:

U.P. ENGINEERS &

ARCHITECTS, INC.

Houghton Iron Mountain Ishpeming Sault Ste. Marie Marinette M12-1827403/31/20 FIG 1MEP

PARKS AND RECREATION DIVISION (PRD)

MICHIGAN DEPARTMENT OF NATURAL RESOURCES

TAHQUAMENON UPPER FALLS WELL & WASTEWATER ANALYSIS

FALL

S R

OAD

EXISTING

LAGOONS

PROPOSED

LAGOON

SCALE: 1" = 400'

Tahquamenon Upper Falls Well & Waste Water Analysis 12

ATTACHMENT A

WELL LOGS

cholmes Text Box

Tahquamenon Upper Falls Well & Waste Water Analysis 13

ATTACHMENT B

ENGINEER’S ESTIMATE OF COST

WATER STUDY

Project Tahquamenon Upper Falls Water Well Study Job No. M12-18274

Date Jun 4, 18 Prepared By J. Gagnon

ENGINEER'S 100% ESTIMATE TAHQUAMENON FALLS WATER WELL STUDY

OPTION #1 - STEEL PRESSURE VESSEL/STORAGE TANK ONLY

Item Estimated Quantities

Unit Used Unit Price Amount

Mobilization 1 LS $15,000.00 $15,000.00 25,000 Gallon Storage Tank 1 LS $150,000.00 $150,000.00 Air Over Water Pressure Control System 1 LS $25,000.00 $25,000.00 Storage Tank Building 50x20x12 1 LS $75,000.00 $75,000.00

Subtotal $265,000.00

Construction Contingency $26,500.00 Total Estimated Project Cost $291,500.00

OPTION #2 - STEEL PRESSURE VESSEL/STORAGE TANK AND ADDITIONAL WELL

Item Estimated Quantities

Unit Used Unit Price Amount

Mobilization 1 LS $13,000.00 $13,000.00 New Water Well 1 LS $25,000.00 $25,000.00 Upgrade Water System Piping 1 LS $10,000.00 $10,000.00 15,000 Gallon Steel Storage Tank 1 LS $90,000.00 $90,000.00 Air Over Water Pressure Control System 1 LS $25,000.00 $25,000.00 Storage Tank Building, 40x20x12 1 LS $60,000.00 $60,000.00

Subtotal $223,000.00

Construction Contingency $22,300.00 Total Estimated Project Cost $245,300.00

Date Jun 4, 18 Prepared By J. Gagnon

ENGINEER'S 100% ESTIMATE TAHQUAMENON FALLS WATER WELL STUDY

OPTION #3 - POLY STORAGE TANK AND ADDITIONAL WELL

Item Estimated Quantities

Unit Used Unit Price Amount

Mobilization 1 LS $13,000.00 $13,000.00 New Water Well 1 LS $25,000.00 $25,000.00 Upgrade Water System Piping 1 LS $10,000.00 $10,000.00 15,000 Gallon Poly Storage Tank 1 LS $20,000.00 $20,000.00 Jockey Pump System 1 LS $10,000.00 $10,000.00 Chlorine Chemical System 1 LS $5,000.00 $5,000.00 Storage Tank Building, 30x20x15 1 LS $60,000.00 $60,000.00

Subtotal $143,000.00

Construction Contingency $14,300.00 Total Estimated Project Cost $157,300.00

OPTION #4 - ADDITIONAL WELL AND FIXTURE UPGRADES

Item Estimated Quantities

Unit Used Unit Price Amount

Mobilization 1 LS $5,000.00 $5,000.00 New Water Well 1 LS $25,000.00 $25,000.00 Upgrade Water System Piping 1 LS $10,000.00 $10,000.00 Fixture Upgrades 1 LS $15,000.00 $15,000.00

Subtotal $55,000.00

Construction Contingency $5,500.00 Total Estimated Project Cost $60,500.00

Date Jun 4, 18 Prepared By J. Gagnon

ENGINEER'S 100% ESTIMATE TAHQUAMENON FALLS WATER WELL STUDY

OPTION #5 - POLY STORAGE TANK AND FIXTURE UPGRADES

Item Estimated Quantities

Unit Used Unit Price Amount

Mobilization 1 LS $13,000.00 $13,000.00 Fixture Upgrades 1 LS $15,000.00 $15,000.00 5,000 Gallon Poly Storage Tank 1 LS $10,000.00 $10,000.00 Jockey Pump System 1 LS $10,000.00 $10,000.00 Chlorine Chemical System 1 LS $5,000.00 $5,000.00 Storage Tank Building, 20x20x12 1 LS $40,000.00 $40,000.00

Subtotal $93,000.00

Construction Contingency $9,300.00 Total Estimated Project Cost $102,300.00

Tahquamenon Upper Falls Well & Waste Water Analysis 14

ATTACHMENT C

WASTEWATER FLOW RECORDS

Water

Water Pumped Gallons pumped Gallons pumped Gallons pumped Lagoon

Date Meter Reading Difference Pumped Isolation Pump 1 Difference Pump 2 Difference Pump Hours Based on Sewer Pumps since last discharge since Isolation Full

12/28/2018 1,100

12/29/2018 1,400 300 300

12/30/2018 1,600 200 500

12/31/2018 2,600 1,000 1,500

1/1/2019 3,000 400 1,900

1/2/2019 3,300 300 2,200

1/3/2019 3,500 200 2,400

1/4/2019 3,700 200 2,600

1/5/2019 3,900 200 2,800

1/6/2019 4,200 300 3,100

1/10/2019 4,600 400 3,500

1/11/2019 4,600 0 3,500

1/12/2019 5,000 400 3,900

1/13/2019 6,400 1,400 5,300

1/14/2019 7,200 800 6,100

1/15/2019 7,300 100 6,200 3,202.0 2,564.7

1/17/2019 7,500 200 6,400 3,202.4 0.4 2,565.1 0.4 0.8 2,005.3 2,005 734,000

1/20/2019 8,200 700 7,100 2,005 734,000

1/22/2019 8,600 400 7,500 2,005 734,000

1/23/2019 7,500 3,202.9 0.5 2,566.2 1.1 1.6 4,010.5 6,016 734,000

1/24/2019 8,700 100 7,600 3,202.9 0.0 2,566.3 0.1 0.1 250.7 6,266 734,000

1/28/2019 7,600 3,203.3 0.4 2,566.5 0.2 0.6 1,503.9 7,770 734,000

1/29/2019 9,400 700 8,300 7,770 734,000

2/5/2019 10,700 1,300 9,600 3,203.8 0.5 2,567.3 0.8 1.3 3,258.5 11,029 734,000

2/6/2019 10,800 100 9,700 11,029 734,000

2/10/2019 11,800 1,000 10,700 11,029 734,000

2/11/2019 12,000 200 10,900 3,204.1 0.3 2,568.4 1.1 1.4 3,509.2 14,538 734,000

2/13/2019 12,300 300 11,200 3,204.3 0.2 2,568.7 0.3 0.5 1,253.3 15,791 734,000

2/16/2019 12,700 400 11,600 3,204.5 0.2 2,568.9 0.2 0.4 1,002.6 16,794 734,000

2/17/2019 14,000 1,300 12,900 16,794 734,000

2/18/2019 15,000 1,000 13,900 16,794 734,000

2/19/2019 15,300 300 14,200 16,794 734,000

2/20/2019 15,500 200 14,400 16,794 734,000

2/22/2019 15,800 300 14,700 3,205.5 1.0 2,570.8 1.9 2.9 7,269.1 24,063 734,000

2/28/2019 17,200 1,400 16,100 3,206.5 1.0 2,572.4 1.6 2.6 6,517.1 30,580 734,000

3/2/2019 17,600 400 16,500 30,580 734,000

3/3/2019 18,800 1,200 17,700 3,207.5 1.0 2,574.0 1.6 2.6 6,517.1 37,097 734,000

3/4/2019 19,100 300 18,000 37,097 734,000

3/7/2019 19,300 200 18,200 3,207.7 0.2 2,574.4 0.4 0.6 1,503.9 38,601 734,000

3/8/2019 19,500 200 18,400 38,601 734,000

3/9/2019 19,800 300 18,700 38,601 734,000

3/10/2019 20,700 900 19,600 3,208.2 0.5 2,575.7 1.3 1.8 4,511.8 43,113 734,000

3/13/2019 21,300 600 20,200 3,209.2 1.0 2,576.4 0.7 1.7 4,261.2 47,374 734,000

3/15/2019 21,400 100 20,300 47,374 734,000

3/17/2019 22,400 1,000 21,300 47,374 734,000

3/18/2019 23,500 1,100 22,400 3,210.4 1.2 2,577.8 1.4 2.6 6,517.1 53,891 734,000

3/19/2019 23,700 200 22,600 3,210.4 0.0 2,577.8 0.0 0.0 0.0 53,891 734,000

3/22/2019 24,100 400 23,000 3,210.6 0.2 2,578.0 0.2 0.4 1,002.6 54,894 734,000

3/23/2019 24,200 100 23,100 3,210.6 0.0 2,578.0 0.0 0.0 0.0 54,894 734,000

3/24/2019 25,200 1,000 24,100 3,210.8 0.2 2,578.5 0.5 0.7 1,754.6 56,649 734,000

3/25/2019 25,900 700 24,800 3,211.1 0.3 2,578.8 0.3 0.6 1,503.9 58,152 734,000

3/26/2019 26,300 400 25,200 3,211.2 0.1 2,579.0 0.2 0.3 752.0 58,904 734,000

3/27/2019 26,600 300 25,500 58,904 734,000

3/28/2019 26,800 200 25,700 3,211.3 0.1 2,579.2 0.2 0.3 752.0 59,656 734,000

4/1/2019 29,800 3,000 28,700 3,211.9 0.6 2,580.6 1.4 2.0 5,013.1 64,670 734,000

4/2/2019 30,200 400 29,100 3,212.1 0.2 2,580.9 0.3 0.5 1,253.3 65,923 734,000

4/6/2019 34,300 4,100 33,200 3,213.1 1.0 2,582.8 1.9 2.9 7,269.1 73,192 734,000

4/7/2019 34,900 600 33,800 3,213.6 0.5 2,583.1 0.3 0.8 2,005.3 75,197 734,000

4/8/2019 35,200 300 34,100 3,213.8 0.2 2,583.3 0.2 0.4 1,002.6 76,200 734,000

4/11/2019 35,400 200 34,300 3,214.2 0.4 2,583.7 0.4 0.8 2,005.3 78,205 734,000

4/15/2019 35,700 300 34,600 3,214.4 0.2 2,584.3 0.6 0.8 2,005.3 80,210 734,000

4/16/2019 35,900 200 34,800 3,214.5 0.1 2,584.5 0.2 0.3 752.0 80,962 734,000

4/17/2019 34,800 3,214.7 0.2 2,584.9 0.4 0.6 1,503.9 82,466 1,504 734,000

4/18/2019 36,200 300 35,100 300 3,214.9 0.2 2,585.1 0.2 0.3 877.3 83,344 2,381 734,000

4/20/2019 35,100 300 3,214.9 0.1 2,585.1 0.0 0.1 125.3 83,469 2,507 734,000

4/23/2019 35,100 300 3,216.1 1.2 2,585.4 0.3 1.5 3,759.9 87,229 6,266 734,000

4/25/2019 35,100 300 3,216.6 0.5 2,585.4 0.0 0.5 1,253.3 88,482 7,520 734,000

4/27/2019 35,100 300 3,217.5 0.9 2,585.7 0.3 1.2 3,007.9 91,490 10,528 734,000

4/28/2019 35,100 300 3,218.1 0.6 2,586.1 0.4 1.0 2,506.6 93,996 13,034 734,000

4/29/2019 35,100 300 3,218.3 0.2 2,586.3 0.2 0.4 1,002.6 94,999 14,037 734,000

4/30/2019 35,100 300 3,218.3 0.0 2,586.3 0.0 0.0 0.0 94,999 14,037 734,000

5/1/2019 35,100 300 3,218.3 0.0 2,586.4 0.1 0.1 250.7 95,250 14,287 734,000

5/4/2019 35,100 300 3,218.9 0.6 2,586.9 0.5 1.1 2,757.2 98,007 17,045 734,000

5/7/2019 35,100 300 3,219.8 0.9 2,587.8 0.9 1.8 4,511.8 102,519 21,557 734,000

5/8/2019 44,000 7,800 42,900 8,100 3,219.9 0.1 2,588.1 0.3 0.4 1,002.6 103,521 22,559 734,000

5/10/2019 44,800 800 43,700 8,900 3,220.6 0.7 2,588.9 0.8 1.5 3,759.9 107,281 26,319 734,000

5/11/2019 45,300 500 500 9,400 3,221.1 0.5 2,589.3 0.4 0.9 2,255.9 2,256 28,575 734,000

5/12/2019 500 9,400 3,221.8 0.7 2,589.9 0.6 1.3 3,258.5 5,514 31,833 734,000

5/13/2019 47,700 2,400 2,900 11,800 3,222.4 0.6 2,590.4 0.5 1.1 2,757.2 8,272 34,591 734,000

5/14/2019 48,400 700 3,600 12,500 3,222.6 0.2 2,590.6 0.2 0.4 1,002.6 9,274 35,593 734,000

5/15/2019 48,800 400 4,000 12,900 3,222.7 0.1 2,590.8 0.2 0.3 752.0 10,026 36,345 734,000

5/16/2019 49,100 300 4,300 13,200 3,223.0 0.3 2,591.0 0.2 0.5 1,253.3 11,280 37,599 734,000

5/17/2019 49,500 400 4,700 13,600 3,223.1 0.1 2,591.2 0.2 0.3 752.0 12,032 38,351 734,000

5/21/2019 4,700 13,600 3,224.5 1.4 2,592.5 1.3 2.7 6,767.7 18,799 45,118 734,000

5/22/2019 4,700 13,600 3,224.8 0.3 2,592.7 0.2 0.5 1,253.3 20,053 46,372 734,000

5/23/2019 4,700 13,600 3,225.1 0.3 2,593.0 0.3 0.6 1,503.9 21,557 47,876 734,000

5/26/2019 4,700 13,600 3,228.6 3.5 2,596.4 3.4 6.9 17,295.3 38,852 65,171 734,000

5/27/2019 64,800 15,300 20,000 28,900 3,228.6 0.0 2,596.4 0.0 0.0 0.0 38,852 65,171 734,000

5/28/2019 67,400 2,600 22,600 31,500 38,852 65,171 734,000

5/30/2019 69,400 2,000 24,600 33,500 3,230.3 1.7 2,598.0 1.6 3.3 8,271.7 47,124 73,443 734,000

6/2/2019 74,100 4,700 29,300 38,200 3,231.6 1.3 2,599.4 1.4 2.7 6,767.7 53,891 80,210 734,000

6/3/2019 75,600 1,500 30,800 39,700 3,232.1 0.5 2,599.9 0.5 1.0 2,506.6 56,398 82,717 734,000

6/8/2019 84,300 8,700 39,500 48,400 3,234.8 2.7 2,602.7 2.8 5.5 13,786.1 70,184 96,503 734,000

6/13/2019 89,800 5,500 45,000 53,900 3,237.1 2.3 2,605.0 2.3 4.6 11,530.2 81,714 108,033 734,000

6/14/2019 91,500 1,700 46,700 55,600 3,237.6 0.5 2,605.7 0.7 1.2 3,007.9 84,722 111,041 734,000

6/18/2019 103,900 12,400 59,100 68,000 3,241.3 3.7 2,609.6 3.9 7.6 19,049.9 103,772 130,091 734,000

6/21/2019 108,300 4,400 63,500 72,400 3,242.3 1.0 2,610.8 1.2 2.2 5,514.5 109,287 135,606 734,000

6/22/2019 112,400 4,100 67,600 76,500 3,244.0 1.7 2,612.6 1.8 3.5 8,773.0 118,060 144,379 734,000

6/23/2019 116,600 4,200 71,800 80,700 118,060 144,379 734,000

6/25/2019 122,500 5,900 77,700 86,600 118,060 144,379 734,000

7/5/2019 163,000 40,500 118,200 127,100 3,269.5 25.5 2,617.6 5.0 30.5 76,450.4 194,510 220,829 734,000

Water Well Meter

Wastewater Flows ‐ Lift Station

Date Meter Reading Difference Pumped Isolation Pump 1 Difference Pump 2 Difference Pump Hours Based on Sewer Pumps since last discharge since Isolation Full

Water Well Meter

Wastewater Flows ‐ Lift Station

7/9/2019 184,600 21,600 139,800 148,700 194,510 220,829 734,000

7/10/2019 192,500 7,900 147,700 156,600 194,510 220,829 734,000

7/13/2019 147,700 156,600 3,288.0 18.5 2,622.6 5.0 23.5 58,904.4 253,414 279,733 734,000

7/14/2019 211,100 18,600 166,300 175,200 3,290.8 2.8 2,623.5 0.9 3.7 9,274.3 262,689 289,008 734,000

7/16/2019 221,600 10,500 176,800 185,700 3,295.3 4.5 2,624.3 0.8 5.3 13,284.8 275,974 302,293 734,000

7/17/2019 230,100 8,500 185,300 194,200 3,299.0 3.7 2,625.2 0.9 4.6 11,530.2 287,504 313,823 734,000

7/18/2019 230,400 300 185,600 194,500 3,299.5 0.5 2,625.2 0.0 0.5 1,253.3 288,757 315,076 734,000

7/20/2019 244,500 14,100 199,700 208,600 3,306.7 7.2 2,625.8 0.6 7.8 19,551.3 308,308 334,627 734,000

7/23/2019 256,500 12,000 211,700 220,600 3,312.2 5.5 2,626.4 0.6 6.1 15,290.1 323,598 349,917 734,000

7/24/2019 265,400 8,900 220,600 229,500 3,315.6 3.4 2,627.9 1.5 4.9 12,282.2 335,881 362,200 734,000

7/26/2019 275,900 10,500 231,100 240,000 335,881 362,200 734,000

7/27/2019 281,900 6,000 237,100 246,000 3,322.4 6.8 2,630.0 2.1 8.9 22,308.5 358,189 384,508 734,000

7/28/2019 284,000 2,100 239,200 248,100 358,189 384,508 734,000

7/29/2019 239,200 248,100 3,324.2 1.8 2,630.2 0.2 2.0 5,013.1 363,202 389,521 734,000

7/30/2019 296,800 12,800 252,000 260,900 3,329.8 5.6 2,631.2 1.0 6.6 16,543.4 379,746 406,065 734,000

7/31/2019 298,300 1,500 253,500 262,400 3,330.3 0.5 2,631.4 0.2 0.7 1,754.6 381,500 407,819 734,000

8/2/2019 313,300 15,000 268,500 277,400 381,500 407,819 734,000

8/5/2019 329,200 15,900 284,400 293,300 381,500 407,819 734,000

8/6/2019 284,400 293,300 3,344.7 14.4 2,634.0 2.6 17.0 42,611.7 424,112 450,431 734,000

8/7/2019 339,000 9,800 294,200 303,100 424,112 450,431 734,000

8/8/2019 345,100 6,100 300,300 309,200 424,112 450,431 734,000

8/9/2019 352,200 7,100 307,400 316,300 3,352.2 7.5 2,635.3 1.3 8.8 22,057.8 446,170 472,489 734,000

8/13/2019 375,600 23,400 330,800 339,700 3,355.7 3.5 2,651.8 16.5 20.0 50,131.4 496,301 522,620 734,000

8/15/2019 386,300 10,700 341,500 350,400 496,301 522,620 734,000

8/16/2019 387,200 900 342,400 351,300 3,358.3 2.6 2,656.1 4.3 6.9 17,295.3 513,597 539,916 734,000

8/17/2019 342,400 351,300 3,361.9 3.6 2,662.4 6.3 9.9 24,815.1 538,412 564,731 734,000

8/21/2019 411,800 24,600 367,000 375,900 3,363.4 1.5 2,666.2 3.8 5.3 13,284.8 551,696 578,016 734,000

8/23/2019 422,900 11,100 378,100 387,000 3,365.8 2.4 2,672.1 5.9 8.3 20,804.5 572,501 598,820 734,000

8/24/2019 425,200 2,300 380,400 389,300 3,366.6 0.8 2,672.9 0.8 1.6 4,010.5 576,512 602,831 734,000

8/25/2019 380,400 389,300 3,368.3 1.7 2,675.4 2.5 4.2 10,527.6 587,039 613,358 734,000

8/27/2019 438,700 13,500 393,900 402,800 587,039 613,358 734,000

8/29/2019 443,600 4,900 398,800 407,700 3,371.7 3.4 2,680.9 5.5 8.9 22,308.5 609,348 635,667 734,000

8/30/2019 398,800 407,700 3,373.3 1.6 2,682.5 1.6 3.2 8,021.0 617,369 643,688 734,000

8/31/2019 450,500 6,900 405,700 414,600 3,374.7 1.4 2,686.7 4.2 5.6 14,036.8 631,405 657,724 734,000

9/1/2019 405,700 414,600 3,374.8 0.1 2,686.8 0.1 0.2 501.3 631,907 658,226 734,000

9/5/2019 405,700 414,600 3,378.9 4.1 2,694.2 7.4 11.5 28,825.6 660,732 687,051…