Ken's Party Store Addendum No 1.pdf

Bidding and Contract Document (R 2/19) Project Name: Ken’s Party Store File No. 761/18031.SAR

STATE OF MICHIGAN

Department of Technology, Management and Budget State Facilities Administration Design and Construction Division 3111 W. St. Joseph Street Lansing, Michigan 48917

Date Issued: June 18, 2019

File No: 761/18031.SAR Department: EGLE Project Name: Ken’s Party Store Subject: Addendum No. 1

Bid Opening Date: June 26, 2019

ADDENDUM NO. 1

TO: All Bidders

SUBJECT: Revisions to the Bidding Specifications for Ken’s Party Store

INTENT: This Addendum is issued to amend and clarify the existing Contract Documents dated May 30, 2019.

Note: Text that is underlined has been added and text that is struck through has been deleted from the Bid Specification.

ITEM 1 – BID SCHEDULE

The Bid Schedule (see Attachment 1) is amended to include the following additional items:

Base Bid Bid Description Unit Item Bid Item No. Quantity (Bidder to write price in words) Price Price

13. 1,000 Backfill and Compaction of Pea Stone per Ton $

14. 500 Procurement and Placement of Geotextile Fabric Sq. Yard $

15. 1 Ground Penetrating Radar Services Lump Sum $

16. 1 Removal and Disposal of Concrete within UST Lump Sum $

ITEM 2 - DIVISION 01 – GENERAL REQUIREMENTS

1. General

1.1 General information covering the "Scope of Work" is specified on the Invitation to Bid. Additional information is as follows:

(a). Ken’s Party Store (Site) is located at 1470 North Clare Avenue, Harrison, Clare County, Michigan. The site is identified by the Michigan Department of Environment, Great Lakes, and Energy (EGLE) as Facility ID No. 00001548 and is an open leaking underground storage tank (LUST) site with one open release (C-0492-99) of an unknown substance. Historically, the site operated as a filling station and auto repair facility. A total of 5 underground storage tanks (USTs) were operated on the site. Four of the USTs (3 gasoline and one heating oil) were removed from the ground and one (4,000-gallon gasoline UST) was closed in place under the northern most building. All other components of the UST system (pumps, piping, and canopy) have been removed from the Site.

Site investigation activities indicate soil and groundwater impact is present near the northwest corner of the Site and extends into the Clare Avenue and Mostetler Road right of ways. General soil lithology within the impacted area consists of clayey sand to approximately 5 feet below ground surface (bgs), which is underlain by sand extending down to approximately 13 feet bgs, which is then underlain by a clay unit to at least 15 feet bgs. A saturated sand unit is located at approximately 9 to 13 feet bgs. Soil impact extends to approximately 15 feet bgs (maximum depth of the excavation).

Since 4 USTs have been removed from the ground in the impacted area, it is likely areas of pea stone may be encountered.

The Work consists of the following items that will be sequenced in the same order:

1. The Contractor will be responsible for obtaining all necessary MDOT permits/approvals and provide any required MDOT notifications. The Contractor will also be responsible for maintaining MDOT required traffic controls and obtaining any associated permits;

2. Using ground penetrating radar (GPR) the contractor will locate the onsite septic tank and septic field in order to protect all existing underground sanitary components.

3. Hazardous materials abatement of the garage (see Appendix VI for hazardous materials report);

4. Demolition, transportation and disposal of the existing garage;

5. Removal, transportation and disposal/recycling of the asphalt pavement and garage concrete building foundation;

6. Excavation, transportation and disposal of the closed in place UST;

7. Excavation, transportation and disposal of petroleum impacted soils at a licensed landfill;

8. Dewatering of the excavation area. Contaminated groundwater will be contained in a frac tank(s) and transported to a licensed disposal facility. Dewatering will be needed during excavation activities and until backfill operations are above the water table;

9. Backfill and compaction of excavation area;

10. Restore all utilities to pre-Work conditions;

11. Asphalt pave all areas where paving was removed, including the area occupied by the garage;

12. Restoration of all areas to pre-Work conditions.

The area of soil excavation can be seen on Figure 6 in Appendix III. In general, the depth of the excavation will be approximately 15 feet bgs. In some areas, the excavation extends approximately 3 feet into the water table. Soil will be transported (under manifest) to a Type II landfill for disposal. Dewatering will be performed on an as needed basis and will not require the installation of a dedicated dewatering system. Groundwater removed from the work area will be transported under manifest and disposed of at a licensed disposal facility. The excavation will be backfilled with crushed concrete up to the top of the water table then with MDOT Class II sand to 4 inches bgs and compacted to a minimum 95%. The work area will be finished with a minimum 4 inches (2 inch base and 2 inch top coat) of asphalt. In the event standing water cannot be removed from the excavation prior to back fill activities, pea stone will be used in the saturated zone. Geotextile fabric will be placed over the pea stone prior to finishing the backfill activities with sand and gravel.

ITEM 3 - DIVISION 01 – GENERAL REQUIREMENTS

SECTION 01025 MEASUREMENT AND PAYMENT is amended as follows:

Item 10 – Backfill and Compaction of MDOT Class II Sand

Method of Measurement: Measurement will be the number of tons of clean MDOT Class II Sand delivered to the Site from an off-site source, placed, and compacted. Measurement shall be based on certified weigh tickets as provided from the borrow source.

Payment: Payment shall be made at the contract unit price per ton as bid which shall be full compensation for all labor, equipment, and tools required necessary to backfill the excavation area with MDOT Class II Sand. This item includes the qualification testing, material, transportation, unloading and temporary stockpiling, backfilling, placement, and compaction of up to 3,000 yards tons of MDOT Class II Sand at the contract unit price per ton.

Item 11 – Backfill and Compaction of MDOT 22A Gravel

Method of Measurement: Measurement will be the number of tons of clean MDOT 22A Gravel delivered to the site from an off-site source, placed, and compacted. Measurement shall be based on certified weigh tickets as provided from the borrow source.

Payment: Payment shall be made at the contract unit price per ton as bid which shall be full compensation for all labor, equipment, and tools required necessary to backfill the excavation area with MDOT 22A Gravel. This item includes the qualification testing, material, transportation, unloading and temporary stockpiling, backfilling, placement, and compaction of up to 300 yards tons of MDOT 22A Gravel at the contract unit price per ton.

Item 12 – Installation of Asphalt Paving

Method of Measurement: Measurement will be the number of square feet of clean 4-inch-thick asphalt pavement delivered to the site from an off-site source, placed, and compacted. Measurement shall be based on actual square footage placed.

Payment: Payment shall be made at the contract unit price per square foot as bid which shall be full compensation for all labor, equipment, and tools required necessary to pave the excavation area with a minimum of 4 inches of asphalt. This item includes the qualification testing, material, transportation, unloading, placement, and compaction of up to 5,200 square feet of asphalt pavement at the contract unit price per square foot.

Item 13 – Backfill and Compaction of Pea Stone

Method of Measurement: Measurement will be the number of tons of clean pea stone delivered to the Site from an off-site source, placed, and compacted. Measurement shall be based on certified weigh tickets as provided from the borrow source.

Payment: Payment shall be made at the contract unit price per ton as bid which shall be full compensation for all labor, equipment, and tools required necessary to backfill the excavation area with pea stone. This item includes the qualification testing, material, transportation, unloading and temporary stockpiling, backfilling, placement, and compaction of up to 1,000 tons of pea stone at the contract unit price per ton.

Item 14 – Procurement and Placement of Geotextile Fabric

Method of Measurement: Measurement will be the number of square yards of geotextile fabric delivered to the Site and placed within the excavation. Measurement shall be based on in place field measurement.

Payment: Payment shall be made at the contract unit price per square yard as bid which shall be full compensation for all labor, equipment and tools required for qualification testing, material purchase, shipping, transportation, unloading and placement. This Item includes the per unit cost for geotextile fabric.

Item 15 – Ground Penetrating Radar Services

Method of Measurement: Lump Sum

Payment: Payment shall be made at the contract unit price which shall be full compensation for ground penetrating radar services.

Item 16 – Removal, Transportation and Disposal of Concrete within the UST (if present)

Method of Measurement: Lump Sum

Payment: Payment shall be made at the contract unit price which shall be full compensation for the removal, transportation and disposal of the concrete (if present) within the 4,000-gallon UST.

ITEM 4 - DIVISION 02 – Existing Conditions

SECTION 020100 MAINTENANCE OF EXISTING CONDITIONS is amended as follows:

SECTION 020100 MAINTENANCE OF EXISTING CONDITIONS

I. GENERAL:

A. Job Conditions

1. The Contractor will be responsible for visually documenting, by photograph or by video, the pre-work condition of the site, including roads and property adjacent to the site and all adjacent surfaces and pavement that potentially will be disturbed by the demolition and excavation activities.

2. Locations of utilities and underground structures are considered UNKNOWN. Utility and underground structure locations shown on figures are approximate. It shall be the Contractor's responsibility to notify MISS DIG and locate all utilities within the work area prior to proceeding with demolition or excavation work.

3. The contractor will utilize GPR to locate and mark the onsite sanitary system (septic tank, septic field, associated piping) in order to protect it during the Work.

ITEM 5 - DIVISION 02 – Existing Conditions

SECTION 026500 UNDERGROUND STORAGE TANK REMOVAL:

SECTION 026500 UNDERGROUND STORAGE TANK REMOVAL

I. GENERAL:

A. WORK INCLUDED

1. Removal and disposal of one (1) 4,000 gallon closed in-place UST from the site, including the contents of the UST (unknownassumed to be aggregate material); and

2. Cleaning, excavation, removal, and disposal of piping and appurtenances (if encountered), including any concrete anchor pads, within the excavation of the UST.

3. It is assumed that the UST has been filled with aggregate material or some other “loose” fill material. In the event concrete was used to closure the UST in place, the Contractor will use Item 16 on the bid schedule to break up, remove and dispose of the concrete.

ITEM 6 - DIVISION 31 – EARTHWORK

SECTION 312323 BACKFILL is amended as follows:

A. WORK INCLUDED

1. The Contactor shall saw cut the edges of the existing pavement to provide for a suitable edge.

2. The Contractor shall backfill the excavation with uniformly graded and compacted MDOT Class II Sand placed in lifts with a maximum 12-inch thickness or as directed by the Professional/Owner until the appropriate elevation for placement of 12-inches of MDOT Gravel (22A) is achieved.

3. Twelve inches of MDOT Gravel (22A) shall be placed from 1.5 to 0.5 feet below final grade to serve as a base for the pavement.

4. Contractor shall level and compact backfill materials and demonstrate compliance with the backfill compaction requirements described in this Section.

5. The Contractor shall restore all disturbed areas to match existing lines and grades unless modified by the Professional/Owner.

6. In the event a significant quantity of standing water is present in the excavation cavity, Contractor shall place pea stone to an elevation above the water table as determined by the Professional. Contractor shall place geotextile fabric above pea stone, prior to placement of Class II Sand and after compaction testing. Geotextile fabric shall meet the requirements of MDOT 910.01(D) for stabilization geotextile and the requirements listed on Table 910-1 of MDOT standard specification 910 for stabilization geotextile.

ITEM 7 - DIVISION 31 – EARTHWORK

B. SUBMITTALS

The following shall be submitted in accordance with Section 01300 – Submittals:

1. Work Plan.

2. Upon request, the contractor shall furnish test results or certification from the borrow source indicating that the backfill material is MDOT Class II Granular Material, and shall be uncontaminated and free of trash, debris, roots, and other organic material.

3. The Contractor shall furnish results of a Modified Proctor Test (ASTM D 1557) performed on the backfill source material.

4. The Contractor shall furnish results of in-place nuclear soil density tests (ASTM D 6938-08a) to Professional to demonstrate compliance with compaction requirements for fill placement.

5. The Contractor shall furnish product information for the geotextile fabric to the Professional. Geotextile fabric shall meet the requirements of MDOT 910.01(D) for stabilization geotextile and the requirements listed on Table 910-1 of MDOT

ITEM 8 - DIVISION 31 – EARTHWORK

A. PLACEMENT

1. Backfill materials shall be spread in layers of uniform thickness not exceeding 12 inches (1 lift) and shall be thoroughly compacted with suitable power drive tampers or other power driven equipment.

2. Testing and Inspection Service: The Contractor shall employ an independent third-party geotechnical consulting and testing laboratory acceptable to Professional to perform soil testing and inspection service for quality control testing during earthwork operations. The testing company shall be identified in the work plan.

3. Each lift of backfill material shall be compacted to a minimum of 95 percent of its maximum dry unit weight, as determined by the ASTM Method D 6938-08a (ASTM D 1557). In-place soil density tests shall be utilized by the Contractor to demonstrate compliance with the backfill compaction requirements described in this Section. All in-place soil moisture density testing will be conducted in strict accordance with the requirements of ASTM Method D 6938-08a.

One (1) density test (ASTM D 6938-08a) shall be performed for each 3,500 square feet of excavation for each 12-inch lift.

Each 12-inch lift must have a minimum of one test. Additional tests will be taken at the direction of Professional. A minimum compaction of 95% of the maximum dry density shall be achieved for all backfill material.

4. The Contractor shall backfill the excavation to pre-Work grade.

5. Excavated material that is deemed by the Professional as suitable for backfill shall be placed in accordance with the requirements for General Backfill.

6. In the event a significant quantity of standing water is present in the excavation cavity, Contractor shall place pea stone to an elevation above the water table as determined by the Professional. Contractor shall place geotextile fabric above pea stone, prior to placement of Class II Sand and after compaction testing. Geotextile fabric shall meet the requirements of MDOT 910.01(D) for stabilization geotextile and the requirements listed on Table 910-1 of MDOT

ITEM 8 – CLARIFICATION OF PIT WITHIN GARAGE

During the prebid meeting a question was asked about waste characterization and disposal of any liquid that may be in the pit. The pit is currently dry, and we will go with the assumption that it will remain dry since it is likely open to the soil below.

Accordingly, we will not be requiring costs for characterizing and disposing of liquid within the pit.

The mandatory pre-bid conference and site tour were held on June 10, 2019. The revised BID SCHEDULE is provided in Attachment 1. MDOT 910.01 (D) specifications are provided in Attachment 2. A copy of the sign in sheet is provided in Attachment 3.

The EGLE Project Manager for this site is as follows:

Ms. Lisa Chadwick chadwickl@michigan.gov 989-894-6256

ACKNOWLEDGEMENT: This Addendum must be properly acknowledged on the bidder's proposal for submission of a valid proposal. The changes and information shall become part of the contract documents. (Authority: 1984

PA 431)

Sincerely, PM Environmental, Inc.

William Wagner Project Manager

ATTACHMENT 1

FIRM NAME TELEPHONE NUMBER and E-MAIL ADDRESS

BID SCHEDULE

Base Bid Schedule - The Bidder will complete the Work and accept as full payment, for the Work items listed, the following Unit Prices and/or Item Bid Prices, as applicable:

Base Bid Item No.

Bid Quantity

Description (Bidder to write price in Words)

Unit Price

Item Bid Price

1 1 (lump sum) Mobilization and Administration

2 1 (lump sum) Relocation/abandonment of Utilities/Permitting

3 1 (lump sum) Baseline and Final Elevation Surveys

4 1 (lump sum) Hazardous Materials Abatement

5 1 (lump sum) Demolition, Transportation and Disposal of the

Garage and Foundation

6 4,500 Sq.

Feet

Removal, Transportation and Disposal of Asphalt

Paving Materials

7 1 (lump sum) Removal, Transportation and Disposal of one UST

8 3,000 Tons Excavation, Transportation and Disposal of Non-

Hazardous Soils

9 40,000

Gallons

Dewatering, Transportation and Disposal of

Petroleum Impacted Groundwater

10 3,000 Tons Backfill and Compaction of MDOT Class II Sand

11 300 Tons Backfill and Compaction of MDOT 22A gravel

12 5,200 Sq.

Feet

Installation of Asphalt Paving

13 1,000 Tons Backfill and Compaction of Pea Stone

14 500 Sq. Ft. Procurement and Placement of Geotextile Fabric

15 1 (lump Sum) Ground Penetrating Radar Services

16 1 (lump Sum) Removal and Disposal of Concrete within UST

ALLOWANCE AMOUNT $50,000 $50,000

TOTAL (This amount should equal the Base Bid amount on the Bid Summary Form) $

Base Bid (Sum of Item Bid Prices for all Base Bid Items):

__________________________________________________________________ Dollars $__________________________ (use words) (in figures)

ATTACHMENT 2

910.01

Section 910. GEOSYNTHETICS

910.01. General Requirements. Geosynthetics must be composed of long-chain synthetic fiber of at least 85 percent, by weight, polyolefins or polyesters. Geosynthetics must be capable of resisting degradation from chemicals, mildew, rot, and ultraviolet (UV) light.

Deliver and store geosynthetics in packaging capable of resisting UV radiation, contaminants, and moisture. Label each unit of material with product information including supplier and lot identification. Do not expose geosynthetics to direct sunlight for prolonged periods. Repair or replace damaged geosynthetics at no additional cost to the Department.

910.02. Testing. Geosynthetic testing will be in accordance with the specified ASTM, or Department methods, as modified by this section.

Geotextiles must meet the minimum physical property requirements shown in Table 910-1. The directional property values listed in Table 910-1 specify values for the weaker principle direction.

910.03. Geotextiles. Geotextiles are flexible, permeable fabrics, consisting of synthetic fibers or yarns oriented into a dimensionally stable network. Woven geotextiles must have sealed or selvaged edges to prevent raveling.

A. Geotextile Blanket. Geotextile for filtration applications, including trench lining, ditch lining, streambed protection, pipe wrap, joint wrap, drainhole and weephole filter, granular blanket separation, and filter bags must be non-woven and meet the requirements shown in Table 910-1 for geotextile blanket.

B. Geotextile Liner. Geotextile for erosion control in riprap and similar applications must be non-woven and meet the requirements shown in Table 910-1 for geotextile liner. Geotextile for use with heavy riprap must be non-woven and meet the requirements shown in Table 910-1 for heavy geotextile liner.

C. Geotextile Separator. Geotextile used to prevent intermixing of dissimilar aggregate or soil layers must meet the requirements shown in Table 910-1 for geotextile separator. Geotextiles separators with grab tensile elongation-at-break less than 50 percent must meet the requirements shown in Table 910-1 for woven geotextile separator.

Geotextiles with grab tensile elongation-at-break equal to or greater than 50 percent must meet the strength requirements shown in Table 910-1 for non-woven geotextile separator.

910.05

D. Stabilization Geotextile. Geotextile used to prevent intermixing of soft subgrade and subbase materials must meet the requirements shown in Table 910-1 for stabilization geotextile.

910.04. Silt Fence Geotextile. Select geotextile for fabricating silt fence from the Qualified Products List. Geotextile for silt fence must have a nominal height of 3 feet and must meet the requirements shown in Table 910-1 for silt fence. Geotextile for silt fence must have a retained strength of at least 70 percent after 500 hours of UV exposure, when tested in accordance with ASTM D 4355.

910.05. Drainage Geocomposites. Drainage geocomposites must

meet the requirements shown in Table 910-1 and this subsection.

Prefabricated geocomposites for drainage applications must consist of a geotextile bonded to or wrapped around a polymer core having corrugated, dimpled, tubular, or net (mesh) configurations.

Geocomposites must have sufficient flexibility and durability to withstand installation, handling, and permanent loading stresses.

Fittings for geocomposite installations must be manufactured by the geocomposite manufacturer or meet the published specifications of the geocomposite manufacturer. Tape used to seal connections must be manufactured with adhesive resistant to moisture and organic growth and recommended by the manufacturer for underground service conditions.

Obtain the Engineer’s approval for all components of the geocomposite system before installation.

A. Prefabricated Drainage System (PDS). PDS for underdrain applications must consist of a polymer core, completely wrapped with geotextile.

The geotextile must be tightly stretched around the core and bonded to itself, to the core, or both. Geotextile must have a peel strength of at least 35 pounds per foot when tested in accordance with ASTM D 1876.

Core must be at least 1 inch thick and allow transverse flow from both directions. The geocomposite must have a crush strength of at least 6,000 pounds per square foot at no greater than 18 percent deformation, when tested in accordance with MTM 411.

B. Wall Drain. Wall drains for single direction cross-planar flow must consist of an impermeable polymer core, with geotextile bonded to one side. The geocomposite must have a minimum crush strength of 4,000 pounds per square foot at no more than 18 percent deformation when tested according to MTM 411.

C. Geocomposite Net. The Engineer may allow geocomposite net consisting of geotextile blanket bonded to both sides of a mesh core as an alternate to open-graded aggregate drainage layers.

The Engineer will approve the geocomposite net based on durability, drainage capacity, crush resistance, tensile strength, and thickness.

Table 910-1 Physical Requirements for Geotextiles

Geotextile Category

Property Grab Tensile

Strength (min) (lb)

Trapezoid Tear Strength

(min) (lb)

Puncture Strength

(min) (lb)

Mullen Burst Strength

(min) (psi) (a)

Permittivity per second

Apparent Opening Size

(max) (mm)

Test Method

ASTM D 4632 ASTM D 4533

ASTM D

ASTM D

ASTM D

ASTM D 4751

(b) Geotextile Blanket (c) 90 45 45 140 0.5 0.21

Geotextile Liner 200 75 75 200 0.5 0.21 Heavy Geotextile Liner 270 100 100 400 0.5 0.21

Woven Geotextile Separator (<50% elongation) 270 100 100 400 0.05 0.425

Non-Woven Geotextile Separator (>50% elongation) 200 75 75 200 0.05 0.425

Stabilization Geotextile 270 100 100 400 0.05 0.50 Silt Fence 100 (d) 45 — — 0.1 0.60

Drainage Geocomposites (e) 90 45 65 (e) 200 (e) 0.5 0.21

a. ASTM D 3786-87. The fluid displacement rate for the Mullen burst test equipment must be 170 mL/min ±5 mL/min. Subtract tare strength from the ultimate burst strength as specified in ASTM.

b. The Engineer will allow filtration opening size (FOS, Canadian General Standards Board, method 148.1 No. 10) as an alternate test method to ASTM D 4751 for non-woven geotextiles.

c. For pipe wrap where backfill around the pipe meets granular material Class II requirements; geotextiles, including knitted polyester sock, which meet the following minimum requirements in the applied condition are permitted: Mass/Unit Area: 3.0 oz/yd²; Mullen burst strength: 100 psi; maximum apparent opening size must be 0.30 mm for pavement and foundation underdrains, and 0.60 mm in other areas.

d. Elongation at the specified grab tensile strength no greater than 40% for silt fence.

e. Geotextile placed over a continuous tubular core must have at least 100 psi Mullen burst strength and 40 lb minimum puncture strength.

ATTACHMENT 3