W912QR21R0039-0003.pdf

CIVIL/OPS/ENVIRONMENTAL BR

ATTN: LEVI SPETH

600 DR M L KING JR PL

LOUISVILLE KY 40202-2236

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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

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

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

Solicitation W912QR21R0039 for the Construction of an Aerial Port Facility located at Minneapolis-St Paul Air Reserve Station, MN is hereby amended as follow s:

See Continuation Page.

1. CONTRACT ID CODE PAGE OF PAGES

1 2

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

16C. DATE SIGNED

BY

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

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

8. NAME AND ADDRESS OF CONTRACTOR (No., Street , County, State and Zip Code) X W912QR21R0039

X 9B. DATED (SEE ITEM 11)

08-Jun-2021

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO.

5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

16-Jul-2021

CODE

U. S. ARMY ENGINEER DISTRICT, LOUISVILLE

600 DR. MARTIN LUTHER KING, JR. PLACE

ROOM 821

LOUISVILLE KY 40202-2239

W912QR 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE 964860

FACILITY CODECODE

EMAIL:TEL:

W912QR21R0039-0003

W912QR21R0039

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE (SF 30)

The following have been added by full text:

AMDT. 0003 CONTINUATION PAGE

AMENDMENT REPORT

Amendment Number: 0003 Project Title: Aerial Port Facility Project Location: Minneapolis-Saint Paul IAP ARS, MN

a. The following SPECIFICATION SECTIONS have been ADDED:

1) Appendix A GEOTECHNICAL INVESTIGATION REPORT

b. The following SPECIFICATION SECTIONS have been REVISED and REPLACED in their entirety:

1) Table of Contents

c. All other terms and conditions remain unchanged.

(End of Summary of Changes)

AERIAL PORT FACILITY (P2: 331663)

MINNEAPOLIS-ST. PAUL ARS, MINNESOTA

CERTIFIED FINAL DESIGN SUBMITTAL

19 MARCH 2021

PROJECT TABLE OF CONTENTS

AMENDMENT 0003

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 80 00.00 06 SPECIAL PROVISIONS

DIVISION 01 - GENERAL REQUIREMENTS

01 32 01.00 06 PROJECT SCHEDULE

01 33 00.00 06 SUBMITTAL PROCEDURES

01 33 29.00 06 SUSTAINABILITY REPORTING

01 35 26.00 06 GOVERNMENT SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM) 01 45

04.10 06 CONTRACTOR QUALITY CONTROL

01 45 35 SPECIAL INSPECTIONS

01 46 00.00 06 TOTAL BUILDING COMMISSIONING (CONTRACTOR CxA)

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19.00 06 TEMPORARY ENVIRONMENTAL CONTROLS AND PERMITS

01 62 35 RECYCLED/RECOVERED/BIOBASED MATERIALS

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

DIVISION 03 – CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

DIVISION 04 – MASONRY

04 20 00 UNIT MASONRY

DIVISION 05 – METALS

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 20 00 FINISH CARPENTRY

06 41 16.00 10 PLASTIC-LAMINATE-CLAD ARCHITECTURAL CABINETS

06 61 16 SOLID SURFACING FABRICATIONS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 05 23 PRESSURE TESTING AN AIR BARRIER SYSTEM FOR AIR TIGHTNESS

CERTIFIED FINAL DESIGN SUBMITTAL

19 MARCH 2021

07 13 53 ELASTOMERIC SHEET WATERPROOFING

07 21 13 BOARD AND BLOCK INSULATION

07 21 16 MINERAL FIBER BLANKET INSULATION

07 22 00 ROOF AND DECK INSULATION

07 27 10.00 10 BUILDING AIR BARRIER SYSTEM

07 27 26 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 27 36 SPRAY FOAM AIR BARRIERS

07 42 63 FABRICATED WALL PANEL ASSEMBLIES

07 60 00 FLASHING AND SHEET METAL

07 61 14.00 20 STEEL STANDING SEAM ROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 – OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 11 16 ALUMINUM DOORS AND FRAMES

08 31 00 ACCESS DOORS AND PANELS

08 34 19.10 20 ROLLING SERVICE DOORS

08 36 13 S ECTIONAL OVERHEAD DOORS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

08 91 00 METAL WALL LOUVERS

DIVISION 09 – FINISHES

09 06 00 SCHEDULES FOR FINISHES

09 22 00 SUPPORTS FOR GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 10 PORCELAIN TILING

09 51 00 ACOUSTICAL CEILINGS

09 62 38 STATIC-CONTROL FLOORING

09 65 00 RESILIENT FLOORING

Amendment 0002**************************************************************

09 67 23.14 CHEMICAL RESISTANT RESINOUS FLOORING

**************************************************************Amendment 0002

09 68 00 CARPETING

09 77 20 FIBERGLASS REINFORCED WALL PANELS

09 90 00 PAINTS AND COATINGS

DIVISION 10 – SPECIALTIES

10 14 00.20 INTERIOR SIGNAGE

10 22 19 DEMOUNTABLE AND MOVABLE PARTITIONS

10 22 39 FOLDING PANEL PARTITIONS

10 44 16 FIRE EXTINGUISHERS

10 51 13 METAL LOCKERS

10 53 00 MANUFACTURED CANOPY

Amendment 0002*************************************************************

DIVISION 11 – EQUIPMENT

11 13 19.13 LOADING DOCK BUMPERS

11 94 10 ROOFTOP FALL PROTECTION ANCHORS

*************************************************************Amendment 0002

CERTIFIED FINAL DESIGN SUBMITTAL

19 MARCH 2021

DIVISION 12 – FURNISHINGS

12 24 13 ROLLER WINDOW SHADES

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19 METAL BUILDING SYSTEMS

DIVISION 21 - FIRE SUPPRESSION

21 13 13.00 10 WET PIPE SPRINKLER SYSTEM, FIRE PROTECTION

21 13 17.00 10 DRY PIPE SPRINKLER SYSTEM, FIRE PROTECTION

21 30 00 FIRE PUMPS

DIVISION 22 – PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

23 05 15 COMMON PIPING FOR HVAC

23 05 93.00 06 TESTING, ADJUSTING, AND BALANCING (TAB) OF HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 00 INSTRUMENTATION AND CONTROL FOR HVAC

23 09 13 INSTRUMENTATION AND CONTROL DEVICES FOR HVAC

23 09 23.02 BACNET DIRECT DIGITAL CONTROL FOR HVAC AND OTHER BUILDING

CONTROL SYSTEMS

23 11 25 FACILITY GAS PIPING

23 21 23 HYDRONIC PUMPS

23 23 00 REFRIGERANT PIPING

23 25 00 CHEMICAL TREATMENT OF WATER FOR MECHANICAL SYSTEMS

23 52 00 HEATING BOILERS

23 54 16.00 10 HEATING SYSTEM; GAS-FIRED HEATERS

23 81 00 DECENTRALIZED UNITARY HVAC EQUIPMENT

23 83 00.00 20 ELECTRIC SPACE HEATING EQUIPMENT

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11.10 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS WITH

C-I-A DETERMINATION H-H-H

25 05 11.11 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS WITH

C-I-A DETERMINATION L-M-M

25 05 11.12 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS WITH

C-I-A DETERMINATION M-M-H

25 05 11.13 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS WITH

C-I-A DETERMINATION M-M-M

25 05 11.14 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS WITH

C-I-A DETERMINATION L-L-L

DIVISION 26 – ELECTRICAL

26 05 19.10 10 INSULATED WIRE AND CABLE

26 05 26.00 40 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

26 08 00 APPARATUS INSPECTION AND TESTING

26 09 43 NETWORK LIGHTING CONTROLS (WIRED)

26 12 19.10 THREE-PHASE, LIQUID-FILLED PAD-MOUNTED TRANSFORMERS

CERTIFIED FINAL DESIGN SUBMITTAL

19 MARCH 2021

26 13 01 PAD-MOUNTED DEAD-FRONT AIR INSULATED SWITCHGEAR

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 27 13.10 30 ELECTRIC METERS

26 28 00.00 10 MOTOR CONTROL CENTERS, SWITCHBOARDS AND PANELBOARDS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 36 00.00 10 AUTOMATIC TRANSFER SWITCH AND BY-PASS/ISOLATION SWITCH

26 36 20 PORTABLE GENERATOR AND LOAD BANK CONNECTION CABI-

NETS(PGLBCC)

26 41 00 LIGHTNING PROTECTION SYSTEM

26 51 00 INTERIOR LIGHTING 26 56 00 EXTERIOR LIGHTING

DIVISION 27 – COMMUNICATIONS

27 05 14.00 10 CABLE TELEVISION PREMISES DISTRIBUTION SYSTEM

27 05 28.36 40 CABLE TRAYS FOR COMMUNICATIONS SYSTEMS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

27 51 16 RADIO AND PUBLIC ADDRESS SYSTEMS

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 10 05 ELECTRONIC SECURITY SYSTEMS (ESS)

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

DIVISION 31 – EARTHWORK

31 00 00.00 06 EARTHWORK

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID PAVEMENTS

32 11 20 SUBBASES FOR FLEXIBLE PAVING

32 11 23 AGGREGATE BASE COURSES

32 12 13 BITUMINOUS TACK AND PRIME COATS

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 16 19 CONCRETE CURBS, GUTTERS AND SIDEWALKS

32 17 23 PAVEMENT MARKINGS

32 31 13 CHAIN LINK FENCES AND GATES

32 92 19 SEEDING

DIVISION 33 – UTILITIES

33 11 00 WATER UTILITY DISTRIBUTION PIPING

33 30 00 SANITARY SEWERAGE

33 40 00 STORM DRAINAGE UTILITIES

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DIVISION 41 - MATERIAL PROCESSING AND HANDLING EQUIPMENT

41 22 13.15 BRIDGE CRANES, OVERHEAD ELECTRIC, UNDER RUNNING

Amendment 0001**************************************************************

41 22 23.23 SPECIALTY HOISTS

**************************************************************Amendment 0001

CERTIFIED FINAL DESIGN SUBMITTAL

19 MARCH 2021

Amendment 0003**************************************************************

APPENDICES

APPENDIX A GEOTECHNICAL INVESTIGATION REPORT

**************************************************************Amendment 0003

-- End of Project Table of Contents --

AERIAL PORT FACILITY (P2: 331663) CERTIFIED FINAL DESIGN SUBMITTAL

MINNEAPOLIS-ST. PAUL ARS, MINNESOTA 19 MARCH 2021

AMENDMENT 0003**************************************************************

APPENDIX A – GEOTECHNICAL INVESTIGATION REPORT

AERIAL PORT FACILITY (P2: 331663) CERTIFIED FINAL DESIGN SUBMITTAL

MINNEAPOLIS-ST. PAUL ARS, MINNESOTA 19 MARCH 2021

THIS PAGE INTENTIONALLY LEFT BLANK

1.0 REPORT COVER PAGE

Geotechnical Engineering Report Minneapolis-Saint Paul Air Reserve Station

Bloomington, Minnesota November 23, 2020

Terracon Project No. MP205136

Prepared for:

Pond Company

Peachtree Corners, Georgia

Prepared by:

Terracon Consultants, Inc.

Minneapolis, Minnesota

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed

Professional Engineer under the laws of the State of Minnesota.

Dan B. Mahrt, PE

November 23, 2020

Reg No. 42729

Terracon Consul tants, Inc. 13400 15 t h Avenue Minneapol is, Minnesota 55441 P (763) 489 3100 F (763) 489 3101 terracon.com

2.0 REPORT COVER LET TER T O SIGN

November 23, 2020

Pond Company

3500 Parkway Lane, Suite 500

Peachtree Corners, Georgia 30092

Attn: Mr. Christian Maiocco

P: 678-336-7740

E: maioccoC@pondco.com

Re: Geotechnical Engineering Report

Minneapolis-Saint Paul Air Reserve Station

Bloomington, Minnesota

Terracon Project No. MP205136

Dear Mr. Maiocco:

We have completed a subsurface exploration for the referenced project. This study was performed in general accordance with Terracon Proposal No. PMP205136 dated August 18, 2020. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of pavements, and footing foundations and floor slabs for the referenced project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Adam S. Maher, E.I. Dan B. Mahrt, P.E.

Staff Engineer Geotechnical Department Manager mailto:maioccoC@pondco.com

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REPORT TOPICS

REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOPHYSICAL EXPLORATION

ENVIRONMENTAL SCOPE

GEOTECHNICAL OVERVIEW

EARTHWORK

SHALLOW FOUNDATIONS

SEISMIC CONSIDERATIONS

FLOOR SLABS

LATERAL EARTH PRESSURES

PAVEMENTS

FROST CONSIDERATIONS

STORMWATER INFILTRATION CONSIDERATIONS

CORROSIVITY

GENERAL COMMENTS

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS

SUPPORTING INFORMATION

CALCULATIONS

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INTRODUCTION

Geotechnical Engineering Report Minneapolis-Saint Paul Air Reserve Station

Bloomington, Minnesota Terracon Project No. MP205136

November 23, 2020

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Air Reserve Aerial Port Facility in Bloomington, Minnesota planned at the southeast corner of Military Highway and Earhart Avenue. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Soil conditions ■ Foundation design and construction

■ Groundwater conditions ■ Floor slab design and construction

■ Site preparation and earthwork ■ Pavement design and construction

■ Excavation considerations ■ Frost considerations

■ Stormwater considerations ■ Lateral earth pressures

The geotechnical engineering scope of services for this project included the advancement of 4 borings extending to auger refusal at depths of approximately 20 to 24 feet below existing site grades.

Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs in the

Exploration Results section of this report.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel Information

■ The project is located on the north side of the Minneapolis-Saint Paul

International Airport at the Air Reserve Station.

■ Latitude/Longitude: 44.8946°, -93.2105° (approximate)

■ See Site Location

Minneapolis-Saint Paul Air Reserve Station ■ Bloomington, Minnesota

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Item Description Current Ground Cover

Asphalt parking lot with grass and concrete walkways surrounding pavements.

Existing Topography Based on review of provided building location, and information from

MNTOPO topography maps, grade change of about 831 to 833 feet.

PROJECT DESCRIPTION

Item Description

Proposed Building

The project includes a two-story building with a footprint of about 27,000 square feet and with surrounding asphalt and concrete pavements. We understand the building construction will include slab-on-grade (non-basement) and will include a steel-framed structure with masonry or concrete fascia.

Maximum Loads (provided)

■ Columns: 30 to 239 kips or less

■ Continuous Strip Footings: 7.5 kips per lineal foot or less

■ Slabs: 125 pounds per square foot (psf)

Grading/Slopes We expect that site grading will involve cuts and fills of less than approximately 2 feet.

Pavements We anticipate new asphalt parking and heavy duty concrete pavements adjacent to the building. We anticipate some existing asphalt pavements may remain and be re-used.

Stormwater Improvements

Detailed stormwater plans were not provided. We have considered that under pavement basins may be considered extending approximately 8 feet below grade.

GEOTECHNICAL CHARACTERIZATION

Subsurface Profile

We have developed a general characterization of the subsurface conditions based upon our review of the data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. Conditions encountered at each exploration point are indicated on the individual logs. The GeoModel and individual logs can be found in the

Exploration Results section of this report.

As part of our analyses, we identified the following model layers within the subsurface profile. For more information, refer to Exploration Results.

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Groundwater Conditions

The boreholes were observed while drilling and after completion for the presence and level of groundwater. Groundwater was observed at each of the borings at a depth of 13 to 14 feet. Long term observations in piezometers or observation wells, sealed from the influence of surface water, are recommended if it is necessary to define groundwater levels.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure will vary. Perched water can also occur overlying dense native soil or bedrock. The possibility of groundwater level fluctuations and perched water conditions should be considered when developing the design and construction plans for the project.

GEOPHYSICAL EXPLORATION

Project Description: The project consisted of the exploration of one parking lot and surrounding roads located on the north side of the Minneapolis-Saint Paul ARS Aerial Port Facility in

Minneapolis, Minnesota. The area was to be explored to identify anomalous subsurface features such as abandoned foundations, cisterns, utilities, etc., that could be present below the surface.

Exploration Methods: Terracon used a frequency domain Electromagnetic Profiler (EM) consisting of a Geonics EM-31 system with a data logger to collect EM data. Frequency domain electromagnetic induction works by introducing a sinusoidally varying current at a specific frequency. The electromagnetic force is shifted in both the primary and secondary field. The terrain conductivity method provides information on the lateral variation of the electrical conductivity of the subsurface. These changes in conductivity can arise from natural changes in soil composition or from buried foreign objects. Operating on the principle of electromagnetic induction, the method utilizes an instrument having two coils separated by a fixed distance. One of these coils transmits a primary radio-frequency signal that induces a current flow (secondary signal) into the subsurface. The other coil receives the secondary signal resulting from the induced current flow. For measurement purposes the secondary signal is broken down into

November 23, 2020 ■ Terracon Project No. MP205136

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Terracon also used a ground penetrating radar (GPR) system consisting of a 400 MHz antenna made by Geophysical Survey Systems Inc. (GSSI) to perform the subsurface geophysical survey.

In general, field data collection follows procedures referenced in ASTM D 6432. The GPR survey was intended to gather more information for anomalies near the surface.

GPR utilizes electromagnetic waves directed down into the subsurface to detect changes in the materials of the area being scanned. Changes in the return signal generally indicate changes in the physical properties of subsurface materials such as, but not limited to, electromagnetic conductivity and dielectric constant, which in some cases can be qualitatively linked to other material properties such as density, material type, or moisture content. These changes can be effective in identifying the presence and location of items such as subsurface voids, buried concrete, clay layers, tanks, underground utilities, pavement thickness, and embedded reinforcing steel in concrete and masonry structures, among other things.

Data was collected on-site using a grid method and then post-processed in the office. The EM-31 uses a GPS system to plot the points of collection, so the grid used was approximate. EM data was processed to yield a contour map of ground conductivity. The GPR data was also processed to produce an overlay based on amplitude of the signal. Objects such as buried debris, utilities, underground storage tanks (USTs), and steel reinforced concrete produce a higher amplitude than undisturbed soils.

The Geophysical exploration was conducted as follows:

■ Many temporary survey grids were set up using a 5-foot spacing and 10-foot spacing on transverse directions.

■ The GPR and EM-31 was traversed over accessible portions of the survey grid.

■ The GPR data was processed at the office using both 2D and 3D methods.

■ The EM-31 was integrated with the GPS data and post-processed at the office.

Geophysical Findings: The area surveyed with the GPR and EM-31 equipment is presented in

Exploration Results. Multiple anomalies and possible utilities are observed in the surveyed area, see Exhibits 2 to 4. Exhibit 5 shows a composite diagram with approximate locations of underground obstructions marked. Exhibit 6 shows a representative GPR section with “clean” data, rubble/debris, and a probable utility.

Geophysical Limitations: It should be noted the geophysical process relies on instrument signals to indicate physical conditions in the field. Signal information can be affected by on-site conditions beyond the control of the operator, such as, but not limited to, cultural features, concrete/soil types, soil moisture, groundwater table depth, and/or reinforcing steel spacing.

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Interpretation of those signals is based on a combination of known factors combined with the experience of the operator and geophysical scientist evaluating the results. Utilizing conventional observation, sampling, and testing of select areas are recommended to confirm the results from the geophysical surveys. As with all geophysical methods, the geophysical results provide a level of confidence, but should not be considered absolute. We cannot be responsible for the interpretation of geophysical results by others.

ENVIRONMENTAL SCOPE

During advancement of the geotechnical soil borings, an environmental field technician screened soil samples for indications of contamination. Soil samples were screened for visual or olfactory indications of contamination, which might include stained soil, the presence of ash, potential asbestos-containing material, slag, or other debris with the potential to contain hazardous materials or petroleum-like or chemical-like odor. Samples were also screened for the presence of organic vapors using headspace analyses using a photoionization detector (PID) in accordance with Minnesota Pollution Control Agency (MPCA) guidance. The PID was equipped with a 10.6-electron-volt (eV) lamp and calibrated daily to an isobutylene standard.

Based on the results the results of the environmental screening, no elevated PID readings above background were observed and no field indications of contamination were noted. All PID readings were below 1 ppm.

GEOTECHNICAL OVERVIEW

Based on the results of the borings, the geotechnical considerations and recommendations presented in this report are summarized below, with additional details included in the following sections.

n Existing fill was encountered in all borings extending to about 3½ to 6½ feet below ground surface (bgs). The existing fill material was generally comprised of sand with varying fines.

Existing fill consisting of sandy lean clay was encountered in Boring 4 from about 3½ to

6½ feet (bgs). We understand that documentation regarding placement of the original fill and grading at this site is not available, however if they are discovered, records should be provided for Terracon’s review.

n Geophysical testing indicated the potential presence of buried obstructions within existing fill at several locations across the site. Refer to geophysical data in Exploration Results.

We recommend this area should be further explored; and debris or obstructions present in this area should be completely removed.

November 23, 2020 ■ Terracon Project No. MP205136

Responsive ■ Resourceful ■ Reliable 6 n Based on the conditions encountered in the borings and the anticipated foundation loads presented in Project Description, it is our opinion that the proposed building could be supported on spread footing foundations supported suitable native soils, new structural fill extending to suitable native soils, or on at least 24 inches of new structural fill where existing fill is present greater than 2 feet below planned bottom of foundation elevations. Fill with existing debris should be entirely removed where observed; and the area identified as containing potential obstructions should be further explored during the site stripping phase. A Terracon representative should observe subgrade conditions during earthwork activities.

n As a minimum, we recommend that the floor slab be supported on at least 12 inches of structural fill, which may require removal and replacement of some existing fill. Pavements can be supported directly on existing fill which that passes a proofroll and is prepared in accordance with the recommendation in Earthwork n Generally, the on-site soils appear to be suitable to use/reuse as structural fill provided they meet the requirements in Fill Material Types, and any debris or unsuitable materials are screened prior to reuse.

Support of footings, floor slabs, and pavements on or above existing fill soils is discussed in this report. However, even with the recommended construction procedures, there is an inherent risk for the owner that compressible fill or unsuitable material within or buried by the fill will not be discovered. This risk of unforeseen conditions cannot be eliminated without completely removing the existing fill, but can be reduced by following the recommendations contained in this report.

The professional opinions and recommendations presented in this report are based on evaluation of data developed by testing discrete samples obtained from widely spaced borings. Site subsurface conditions have been inferred from available data, but actual subsurface conditions will only be revealed by excavation. We recommend that Terracon be retained to observe excavation and perform tests during the site preparation, earthwork and foundation construction phases of the project so that variations in subsurface conditions which may affect the design can be addressed as they are encountered.

The General Comments section provides an understanding of the report limitations.

EARTHWORK

Earthwork will include clearing and grubbing, excavations and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work.

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Site Preparation

Demolition should include complete removal of all abandoned utilities, pavements, and any remnants of former structures. We recommend test pit excavations be performed in area which geophysical testing identified potential obstructions. Fill containing debris should be completely removed where present. Site preparation should also include stripping of all vegetation, organic soils, root systems, in landscaped areas; and any soft, frozen or otherwise unsuitable materials

(if encountered). The depth of removal of unsuitable materials should be evaluated by Terracon personnel during construction. We recommend site stripping, subgrade preparation, and compaction procedures extend at least 5 feet beyond the perimeter of proposed structures and at least 2 feet beyond the edges of the proposed pavements.

Following stripping, existing fill materials, where present, should be completely removed at least

24 inches below proposed shallow foundations; and at least 12 inches below floor slabs.

Pavements can be supported directly on existing fill that passes a proofroll. Subgrade stabilization will be required where unstable materials and/or loose sands are exposed at the base of the undercut.

Though not observed in all borings, fill containing debris might be observed during site grading.

These materials, where encountered beneath building foundations, should be removed. Existing fill soils removed during the grading and foundation excavations could be reused as structural fill provided they meet the requirements in Fill Material Types.

After stripping and removal of existing fill to designated depths, but prior to placement of new structural fill, floor slab and pavement subgrades should be proofrolled. Sand subgrades should be proofrolled using a smooth drum vibratory roller weighing at least 10 tons. Where encountered in broad areas, clay soil subgrades should be proofrolled with a tandem axle dump truck having a gross weight of at least 20 tons. Unstable areas should be corrected as described in this section.

If subgrades become disturbed by precipitation and/or construction activity, the subgrade should be improved before the floor slabs and pavements are placed. Stabilization measures will need to be employed should unstable subgrade conditions develop. Improvement methods are influenced by schedule, weather, the size of the disturbed area, and the nature of the disturbance.

Improvement methods include but are not limited to:

n Scarification and Compaction – Soils can be scarified, moisture conditioned (i.e., dried or moistened), and compacted. The success of this procedure depends primarily upon favorable weather and sufficient time to manipulate the soils. Even with adequate time and favorable weather, stable subgrades may not be achieved if the thickness of the unstable material is greater than about 1 to 1½ feet.

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Responsive ■ Resourceful ■ Reliable 8 n Undercutting and Replacement with Crushed Stone/Aggregate – The use of crushed stone, crushed concrete, and/or gravel to replace loose soils could improve subgrade stability.

To limit depths of potential undercuts, the use of a geotextile or geogrid could also be considered after underground work, such as utility construction, is completed. The specifications provided by the reinforcement product manufacturer should be verified prior to material purchase/delivery and placement at the site.

Terracon should be retained to monitor stripping, subgrade stability, tree root removal, removal of disturbed or unsuitable materials, and proofrolling. Terracon can assist in identifying disturbed or low-strength native soils that should be undercut and removed, as well as identifying additional corrective measures for conditions that may become apparent during construction.

Fill Material Types

Earthen materials used for structural should meet the following material property requirements:

Fill Type 1, 3 Soil Classification Acceptable Location for Placement

On-site soils

Sand with varying fines

(SP, SP-SM, SM)

Lean Clay

(CL)

■ Below floor slabs and pavements below granular structural fill n Below foundations if placed during mass grading on stable subgrades

Imported granular material

GW, GP, GP-GM, GW-

GM, GM, GC

SW, SP, SP-SM, SW-

SM, SM, SC

■ Below foundations in overexcavations (granular soils should contain <20% passing No. 200 sieve)

■ Below grade-supported floor slabs (granular soils should contain <15% passing No. 200 sieve)

■ Backfill around structures

■ Free-draining zones below slabs (granular soils should contain <6% passing No. 200 sieve)

Imported drainage fill

SP, SW, GW

■ Well-graded, free-draining granular material placed adjacent to below-grade walls. A general gradation should be 100% passing the 1½-inch sieve, about 40% passing the No. 10 sieve, and less than 6% fines.

Unsuitable material CL,CH, MH, OL, OH, PT n Green (non-structural) locations

1. Structural fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineer for evaluation prior to use on this site.

2. Specific material requirements will need to be satisfied based on the intended use. Specific material requirements will also need to be satisfied based on near-surface native soils such that fill soils are similar to the native subgrade soils.

3. Sorting of topsoil and on-site soils containing debris, organics, etc., will be necessary. Delineation of unsuitable on-site soils should be performed in the field by a Terracon representative. Moisture conditioning of the on-site soils will be necessary to facilitate compaction.

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Appropriate laboratory tests, including modified Proctor (ASTM D1557) moisture-density relationship tests and Atterberg Limits for cohesive soils, and gradation tests should be performed on proposed fill materials prior to their use as structural fill. Further evaluation of fill materials should be performed by Terracon prior to their use in compacted fill sections.

Fill Compaction Requirements

Structural fill should meet the following compaction requirements.

Item Structural Fill

Maximum Lift Thickness

■ 8 inches or less in loose thickness when heavy, self-propelled compaction equipment is used

■ 4 inches in loose thickness when hand-guided equipment (i.e., jumping jack or plate compactor) is used

Minimum Compaction Requirements 1, 2, 3

■ 95% of max. below foundations and for upper 8 inches of finished pavement subgrade

■ 93% of max. above foundations, below floor slabs, and more than 8 inches below finished pavement subgrade

Water Content

Range 1

■ Low plasticity cohesive: -2% to +3% of optimum

■ Granular: -3% to +3% of optimum

1. Maximum density and optimum water content as determined by the modified Proctor test (ASTM D 1557).

2. If the granular material is a coarse sand or gravel, or of a uniform size, or has a low fines content, compaction comparison to relative density may be more appropriate. In this case, granular materials should be compacted to at least 70% relative density (ASTM D 4253 and D 4254).

3. Crushed stone / crushed concrete placed over a subgrade composed of wet or soft clay should not be overcompacted; overcompaction can cause subgrade disturbance and loss of strength of the underlying subgrade. In these areas, we recommend that the granular layer be drifted into place in advance of compaction equipment. Compaction be accomplished with 2 or 3 mutually perpendicular passes of each thin lift with light-weight vibratory compaction equipment. Instead of a strict compaction requirement, compaction and performance of the granular material should be evaluated using visual evaluation of material stability using factors such as surface stability and aggregate interlock when evaluating.

4. Consideration can be given to compacting all fill below pavements to 95% during mass grading.

Immediately prior to paving, we recommend that the subgrade below exterior pavements be rough-graded as needed, and then scarified and recompacted. We recommend this process include scarifying the subgrade to a depth of about 8 inches, moisture conditioning the scarified soil to within -2 to +3 percent of the material’s optimum, and compacting the scarified soil to at least 98%. Scarified soils which cannot be recompacted to this degree should be undercut and replaced with stable material.

5. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the cohesionless fill material pumping when proofrolled or containing excess water

(ponding).

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Terracon should be retained to observe subgrades prior to fill placement, monitor fill placement and to perform field density tests as each lift of fill is placed in order to evaluate compliance with the design requirements. Terracon should be retained to observe and test floor slab and pavement subgrades immediately prior to paving.

Utility Trench Backfill

If utility trenches are backfilled with relatively clean granular material, they should be capped with either paving or at least 18 inches of cohesive fill to reduce the infiltration and conveyance of surface water through the trench backfill.

Grade supported drainage utilities should be installed in accordance with methods outlined in

ASTM D2321 for thermoplastic pipe and ASTM C1479 for precast concrete sewer, storm drain, and culvert pipe. The noted standards provide a variety of support options for utilities based on observed conditions. In our opinion, a minimum bedding of at least 6 inches of coarse filter aggregate (MNDOT Spec 3149H) should be considered beneath below grade utility pipes. A

Terracon representative should observe the condition of subgrades exposed at the base of all utilities to determine that exposed subgrades are suitable and/or direct further overexcavation and replacement with engineered fill.

Grading and Drainage

All grades must provide effective drainage away from the buildings during and after construction and should be maintained throughout the life of the structures. Water retained next to the buildings can result in soil movements greater than those discussed in this report. Greater movements can result in unacceptable differential floor slab and/or foundation movements, cracked slabs and walls, and roof leaks. The roof should have gutters/drains with downspouts that discharge onto splash blocks at a distance of at least 10 feet from the building.

Earthwork Construction Considerations

Shallow excavations for the proposed structures are anticipated to be accomplished with conventional construction equipment. Upon completion of filling and grading, care should be taken to maintain the subgrade water content prior to construction of floor slabs and pavements.

Construction traffic over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over, or adjacent to, construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted, prior to floor slab construction.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or

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Responsive ■ Resourceful ■ Reliable 11 state regulations. Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations.

Construction Observation and Testing

The earthwork efforts should be monitored by Terracon personnel. Monitoring should include documentation of adequate removal of vegetation and top soil, proof-rolling and mitigation of areas delineated by the proof-roll to require mitigation.

Each lift of compacted fill should be tested and evaluated by Terracon personnel. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of compacted fill in the building areas and 5,000 square feet in pavement areas. One density and water content test for every 50 linear feet of compacted utility trench backfill.

Bearing soils exposed in foundation excavations should be observed and tested by Terracon personnel. In the event that unanticipated conditions are encountered, Terracon should prescribe mitigation options.

In addition to the documentation of the essential parameters necessary for construction, retaining

Terracon to provide observation and testing into the construction phase of the project provides the continuity to maintain our evaluation of subsurface conditions, including assessing variations and associated design changes.

SHALLOW FOUNDATIONS

Foundation Support Discussion

As discussed in Geotechnical Overview, foundations should be supported on suitable native soils or new structural fill. Where existing fill is present at the base of foundations, we recommend existing fill be overxecavated in order for foundations to bear on suitable native soils, or, where existing fill is present greater than 2 feet below planned bottom of footing elevations, overexcavations should extend at least 24 inches below foundations to accommodate placement of new structural fill. Fill containing debris should be entirely removed where present. Loose sands may be encountered at the design base of foundation elevations in some areas, and we recommend that a program of surface compaction with an excavator mounted vibratory plate compactor be established during the excavation and preparation phase. The vibratory plate compactor should be used along proposed footing locations and compaction should continue until no further visual deflections are observed. As an alternative to surface compaction, loose sands could be overexcavated to a depth equivalent to the footing width.

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If the site has been prepared in accordance with the requirements noted in Earthwork, the following design parameters are applicable for shallow foundations.

Design Parameters – Compressive Loads

Item Description Maximum Net Allowable Bearing pressure 1, 2 3,000 psf

Required Bearing Stratum 3 n Approved medium dense sand n Minimum of 24 inches of new structural fill extending to approved soils where existing fill is present greater than 2 feet below bottom of footing elevation

Minimum Foundation Dimensions

■ Columns: 30 inches

■ Continuous: 18 inches

Ultimate Passive Resistance 4

(equivalent fluid pressures) 360 pcf

Ultimate Coefficient of Sliding Friction 5 0.35

Minimum Embedment below

Finished Grade 6

■ Exterior footings in unheated areas: 60 inches

■ Exterior footings in heated areas: 42 inches

■ Interior footings in heated areas: 12 inches

Estimated Total Settlement from Structural Loads 2 Less than about 1 inch

Estimated Differential Settlement 2, 7 About 2/3 of total settlement

1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. An appropriate factor of safety has been applied. Values assume that exterior grades are no steeper than 20% within 10 feet of structure.

2. Values provided are for maximum loads noted in Project Description.

3. Unsuitable or soft soils should be over-excavated and replaced according to the recommendations presented in the Earthwork.

4. Use of passive earth pressures require the sides of the excavation for the spread footing foundation to be nearly vertical and the concrete placed neat against these vertical faces or that the footing forms be removed and compacted structural fill be placed against the vertical footing face.

5. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Should be neglected for foundations subject to net uplift conditions.

6. Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure.

7. Differential settlements are as measured over a span of 50 feet.

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Design Parameters - Uplift Loads

Uplift resistance of spread footings can be developed from the effective weight of the footing and the overlying soils. As illustrated on the subsequent figure, the effective weight of the soil prism defined by diagonal planes extending up from the top of the perimeter of the foundation to the ground surface at an angle, q, of 20 degrees from the vertical can be included in uplift resistance.

The maximum allowable uplift capacity should be taken as a sum of the effective weight of soil plus the dead weight of the foundation, divided by an appropriate factor of safety. A maximum total unit weight of 110 pcf should be used for the backfill. This unit weight should be reduced to

50 pcf for portions of the backfill or natural soils below the groundwater elevation.

Foundation Construction Considerations

If unsuitable bearing soils are encountered at the base of the planned footing excavation, the excavation should be extended deeper to suitable soils, and the footings could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. This is illustrated on the sketch below:

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The footings could also bear on approved, properly compacted backfill extending down to the suitable materials. Overexcavation for compacted backfill placement below footings should extend laterally at least 8 inches beyond the edges of the footings for each foot of depth below footing base elevation. The overexcavation should then be backfilled up to the footing base elevation with approved fill placed and compacted as recommended in Earthwork. Over-excavation for structural fill placement below footings should be conducted as shown below:

SEISMIC CONSIDERATIONS

The seismic design requirements for buildings and other structures are based on Seismic Design

Category. Site Classification is required to determine the Seismic Design Category for a structure.

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The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC).

Based on the soil properties encountered at the site and as described on the exploration logs and results, it is our professional opinion that the Seismic Site Classification is D. Subsurface explorations at this site were extended to a maximum depth of 24 feet bgs (below ground surface).

The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth.

FLOOR SLABS

Design parameters for floor slabs assume the recommendations for Earthwork have been followed.

Specific attention should be given to positive drainage away from the structure.

Floor Slab Design Parameters

Item Description

Floor Slab Support 1

12 inches of granular structural fill, including minimum 6 inches of free-draining (less than 6% passing the U.S. No. 200 sieve) crushed aggregate compacted to at least 95% of ASTM D 1557 2, 3

Estimated Modulus of Subgrade Reaction 2 150 pounds per square inch per inch (psi/in) for point loads

1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation.

2. Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It is provided for point loads. For large area loads the modulus of subgrade reaction would be lower.

3. Free-draining granular material should have less than 5 percent fines (material passing the #200 sieve).

Other design considerations such as cold temperatures and condensation development could warrant more extensive design provisions.

The use of a vapor retarder should be considered beneath concrete slabs on grade covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder.

Saw-cut control joints should be placed in the slab to help control the location and extent of cracking.