Amendment 0002 W912P622B0008 Crossroads Lift Station Phase 2B.pdf

W81G6621404542

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

REFERENCE: INVITATION FOR BIDS NO. W912P622B0008, "CROSSROADS LIFT STATION PHASE 2B - SECTION 219, LAKE STATION, LAKE

COUNTY, INDIANA (USACE ACQUISITION)"

A. The Bid Opening Date and Time is NOT EXTENDED by this Amendment. Therefore, Bidders are required to submit their Bid packages prior to 2:00 p.m. (Central Time) on September 26, 2022. For further details regarding bid submission, please refer to Solicitation Section 00 22 13

– “Supplementary Instructions to Bidders.”

- THIS AMENDMENT CONTINUES ON THE NEXT PAGES -

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

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

16C. DATE SIGNED

BY 16-Sep-2022

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 W912P622B0008

X 9B. DATED (SEE ITEM 11)

26-Aug-2022

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-Sep-2022

CODE

U.S. ARMY ENGINEER DISTRICT, CHICAGO

231 SOUTH LASALLE STREET SUITE 1500

CHICAGO IL 60604-1437

W912P6 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912P622B0008

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

The following items are applicable to this modification:

SUMMARY OF CHANGES

B. AMENDED SPECIFICATION SECTION: The following Specification Section has been revised. The revised section is enclosed hereunder and replace the previously furnished section.

- SECTION 00 31 32.13 SUBSURFACE DRILLING AND SAMPLING INFORMATION was inadvertently omitted. Please refer to the attached file “ASP Cross Road PS Lake Station IN – Geotech Report.pdf” now included as part of the specifications per this solicitation.

C. SUPPLEMENTAL INFORMATION: By this amendment, USACE is enclosing As-builts drawings as supplemental information.

D. WAGE DETERMINATION: This Amendment encloses the most recent Wage Determination, General Decision Number: WD IN20220001 09/09/2022, which is attach hereto.

E. POINT OF CONTACT: The Point of Contact (POC) for this Amendment is Ericka Hillard at (312) 846-5378;

email: ericka.d.hillard@usace.army.mil.

END OF AMENDMENT NO. 0002

(The aforementioned Specification Section, Drawing Sheet, and Wage Determination follows)

REPORT OF GEOTECHNICAL EXPLORATION

Cross Road Pump Station

Shelby Street and 21st Street

Lake Station, Lake County, Indiana

AES Project No. 2020-1032G

Prepared For

Ms. Cindy Fort, PE

Division Manager

American Structurepoint Inc.

9025 River Road, Suite 200

Indianapolis, Indiana 46240

April 29, 2020

Advanced Engineering Services (AES) Inc.

7439 Calumet Avenue I Hammond, IN 46324

219.933.7888 I www.adv-engrs.com

April 29, 2020

Ms. Cindy Fort, PE

Division Manager

American Structurepoint Inc.

9025 River Road, Suite 200

Indianapolis, Indiana 46240

Re: Report of Geotechnical Engineering Exploration

Proposed Cross Road Pump Station

Shelby Street and 21st Street

Dear Ms. Fort:

Advanced Engineering Services (AES) is pleased to submit herewith a report of a geotechnical engineering exploration for the proposed Cross Road pump station located near the referenced intersection in Lake Station, Lake County, Indiana. This study was performed in accordance with

AES Proposal No. 2020-143G dated March 12, 2020, which was authorized Task Order dated.

This report contains field and laboratory test results, an engineering interpretation of the data with respect to the available project characteristics and our recommendations to aid design and construction of the proposed improvements and other earth-related phases of this project.

AES appreciates the opportunity to be of service to you on this project. If we can be of any further assistance, or if you have any questions regarding this report, please do not hesitate to contact us at your convenience.

Respectfully submitted, Akhtar (Art) Zaman, P.E

Principal Engineer anz@adv-engrs.com

Distribution (email): Ms. Cindy Fort, PE, (CFort@Structurepoint.com) http://www.adv-engrs.com/ mailto:anz@adv-engrs.com mailto:CFort@Structurepoint.com

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 Purpose and Scope

1.2 Site and Project Description

2.0 FIELD AND LABORATORY EXPLORATIONS

2.1 Field Exploration

2.2 Laboratory Explorations

3.0 GENERAL SUBSURFACE CONDITIONS

3.1 General

3.2 Subsurface Soil Profile

3.3 Groundwater Profile

4.0 SUMMARY OF RECOMMENDATIONS

4.1 General

4.2 Site Preparation

4.3 Excavation and Slope Stability

4.4 Recommendations for Wet Well

4.5 Corrosion Protection

4.6 Engineered Fill

4.7 Groundwater Control

5.0 LIMITATIONS OF STUDY

APPENDIX

Boring Location Plan

Uplift Consideration for Below-Grade Structures

Test Boring Log and Laboratory Test Results

Field Classification System for Soil Exploration

Report of Geotechnical Exploration

NW of I-94 Ramp and Ripley Street

1.0 INTRODUCTION

This report presents the results of a geotechnical engineering exploration for the proposed Cross

Road pump station in Lake Station, Lake County, Indiana. This study was performed in accordance with AES Proposal No. No. 2020-143G dated March 12, 2020.

1.1 Purpose and Scope

The purpose of the study was to: obtain subsurface soil and groundwater information present at the test boring locations, evaluate the suitability of the encountered materials to support the proposed construction, provide design recommendations based on the field and laboratory tests for the of the proposed improvements and earth-related phases of the project.

The scope of this exploration includes: a limited site reconnaissance, a field soil boring, field and laboratory testing and an engineering evaluation of the encountered subsurface conditions based on the soil boring.

Please note that our recommendations are prepared solely based on the results of the field test borings and in accordance with generally accepted geotechnical engineering principles and practices. It is important to understand that the subsurface soil conditions at other locations may be different and hence no warranties are expressed or implied in this report. We are not responsible for independent conclusions, opinions or recommendations made by others.

1.2 Site and Project Description

Lake Station Sanitary District is planning the construction of new Cross Road pump station to be constructed in the northwest quadrant of Interstate I-94 and Ripley Street in Lake Station, Indiana.

The new pump station will be constructed south of the existing pump house. The project site is located within a vacant undeveloped area. Based on the available topographic drawing, the area of the wet-well was relatively flat with the existing ground surface elevation is about 592 ft to

594 ft, MSL.

Based on the available drawing, the wet well will be about 12 ft in diameter, about 20 ft deep precast structure. There will reportedly be a valve-vault, flow meter vault, and a generator pad in addition to the wet-well for the pump station.

2.0 FIELD AND LABORATORY EXPLORATIONS

2.1 Field Exploration

As requested, the field exploration program consisted of one (1) test boring at the approximate location shown on the Boring Location Plan in the Appendix. Boring C-1 was drilled to a depth of

40 ft below the existing surface grade.

The test location was established at the site by estimating distances from various existing site features based on the available drawings provided by the client. Since these measurements are not precise, the boring location shown on the attached Boring Location Plan should be considered approximate. Ground elevation reported on the log was provided by the client.

The soil boring was completed using an all-terrain vehicle (ATV)-mounted CME-550 drill-rig.

Conventional hollow-stem augers were used to advance the boreholes through the soil. Standard

Penetration Tests (SPT) were performed in accordance with applicable ASTM standards.

Representative split-spoon samples were obtained at 2.5 ft to 5 ft intervals. The SPT (N) value corresponding to each split-spoon sample provides general information about the strength and consistency of the naturally occurring materials. The Soil Classification Sheet provided in Appendix explains the SPT test procedure in brief.

Groundwater observations were made during and immediately after completion of the drilling operations. SPT values and groundwater observations are noted on the Test Boring Log. The bore hole was backfilled with auger cuttings after the drilling.

As requested, a temporary piezometer was installed at the soil boring location after completion of the drilling. Future groundwater level readings will be obtained through June 2020 and reported under a separate cover.

2.2 Laboratory Explorations

Samples from the field were placed in sealed containers and brought to the laboratory for further analysis. The laboratory program included a supplementary visual classification on all samples and the field log was edited accordingly. Grain size analysis and pH tests were completed on selected soil samples. Test results are included on the test boring log and in this report.

The Test Boring Log in the Appendix describe visual classifications of all soil strata encountered using the Unified Soil Classification System (USCS). Soil classification explaining terms and symbols used on the log is provided in the Appendix. Please note that we will store the samples for sixty days after which they will be discarded unless you request otherwise.

3.0 GENERAL SUBSURFACE CONDITIONS

3.1 General

The subsurface materials encountered and groundwater observations at each boring are described in detail on the Test Boring Log provided in the Appendix. It should be noted that stratification lines shown on the boring log represent approximate transitions between material types. In-situ strata changes could occur gradually or at slightly different levels. Also, it should be noted that the boring log depict conditions at the soil boring location only and the subsurface conditions at other locations may vary. Some conditions, such as groundwater conditions, could change with time.

3.2 Subsurface Soil Profile

Boring C-1 encountered about 6 inches of dark brown sandy topsoil underlain by brown to dark brown sand with silt with trace organics and roots (fill) from the present ground surface to a depth of about 6 ft below current ground surface. Moisture contents of the fill samples were about 19% and 27%.

The soil boring then revealed brown to gray silty sand (SM) underlain by gray silt (ML) to the termination depth of 40 ft below the current ground surface. Based on the field Standard

Penetration Test (SPT) values, the native granular soils were loose to dense.

3.3 Groundwater Profile

Groundwater observations were made during and immediately after completion of the drilling operations. Free groundwater was encountered at a depth of about 5 ft immediately after drilling.

Please note that although groundwater observations in granular soil generally provides an accurate groundwater level at the time of drilling, groundwater conditions may change due to precipitation and other hydro-geologic factors.

4.0 SUMMARY OF RECOMMENDATIONS

4.1 General

Based upon our analysis of the soil conditions revealed by the test boring and the available project information, the following recommendations were developed. Please note that if the project characteristics are changed from those assumed herein, our recommendations must be reviewed to see whether any modifications are needed.

The subsurface exploration identified actual subsurface conditions only at the test boring location.

It was necessary to extrapolate these conditions in order to characterize the entire project site. For this reason, the subsurface conditions encountered during construction may vary somewhat from the test boring results and may in the extreme case, differ to the extent that modifications to the recommendations become necessary. Therefore, we recommend that AES be retained as the geotechnical consultant throughout the earth-related phases of the project to correlate actual soil conditions with the test boring data, identify variations, conduct additional tests that may be needed and recommend solutions to earth-related problems that may develop during construction.

4.2 Site Preparation

Proper subgrade preparation is essential for long-term performance of any construction project.

Please note that improper earthwork may deteriorate an otherwise suitable subgrade. The time period between late spring and early fall are typically favorable for earthwork in the project area.

Earthwork activities undertaken during late fall and winter often encounter substantial difficulties associated with snow, rain and cold temperatures.

All existing topsoil, highly organic soils (over 5%), frozen, wet, soft, loose or otherwise unsuitable material should be removed from the proposed improvement areas. Any soft, highly organic or otherwise unsuitable soils encountered below the existing pipes/structures should be removed before placing any new fill or bedding materials.

All excavations should be performed in a manner consistent with good erosion and sediment control practice. Positive drainage must be provided during and after construction to minimize deterioration of an otherwise suitable subgrade.

The soil boring completed during this study revealed wet silty soils near or below the anticipated bearing elevation of the proposed wet-well. Saturated silty soils tend to become “quick” and loose its strength once the confinements are removed. Hence, some additional stabilization may be necessary depending on the site condition during construction. Contractor must be prepared to handle such unstable materials during the excavation of the wet-well.

Adequate drainage must be provided at the site to minimize any increase in moisture content of the subgrade soils. Maintaining positive site drainage is an important part of successful earthwork operations and long-term performance. The contractor should maintain the construction area in a well-drained condition both during and after construction. Improper site drainage during grading can increase the need for remedial treatment of excessively wet soils.

4.3 Excavation and Slope Stability

There should not be any significant difficulties in excavating soils at this site with conventional equipment. Unless specified otherwise, all permanent cut slopes should be no steeper than 3 horizontal to 1 vertical.

All excavations should be performed in accordance with current Occupational Safety and Health

Administration (OSHA) guidelines. If cut slopes are not possible and the trenches are deeper than

5 ft, sheeting or safety boxes should be used. Slope failure is more likely with an increase in loading from machinery and excavated soil, and the decrease in support resulting from removal of soil.

Excavated material should not be stockpiled immediately adjacent to the top of the cut, nor should the equipment be allowed to operate too closely to open cut excavations.

Care must be exercised when excavating near the existing streets, underground utilities, etc., to protect the integrity of the existing facilities. Bracing may be required if it becomes necessary to excavate below and in close proximity to such facilities. All temporary bracing for deep excavations should be designed and installed by an experienced specialty contractor.

4.4 Recommendations for Wet Well

Provided all existing old fills, soft, organic and otherwise unsuitable materials are completely removed from the proposed wet-well and replaced with engineered fill, the proposed structure may be supported on a reinforced concrete mat foundation that bears on suitable natural soil of the type encountered in the test boring or engineered fill placed on such soils and designed using a maximum gross allowable bearing pressure of 4,000 pounds per square ft (psf).

The mat foundation should be adequately reinforced to withstand differential settlements. Based on the recommended allowable bearing pressure, the anticipated wet-well size and depth, it is estimated that post-construction total settlements will be on the order of about 1 inch. Proper quality control during construction will help to minimize future settlements.

All exterior foundation must bear at least 3.5 ft below final exterior grade for frost protection.

Although test boring revealed old fill materials to a depth of about 6 ft below current grade, deeper unsuitable materials may be present at other locations. All foundation bearing surfaces should be examined by an AES representative to verify that the foundation bears on suitable materials.

Lateral forces can be resisted by the passive lateral earth pressure against the side of the footing and by friction between the subgrade soil and the base of the footing. An allowable passive pressure of 120 pcf per ft of depth can be used for that portion of the footing that is below a depth of 2.5 ft below the final exterior grade (no portion of the footing above this depth should be used for lateral resistance). An allowable coefficient of friction value of 0.25 (which includes a factor of safety of 1.5) may be used between concrete and the underlying soil.

Uplift forces on the footings can be resisted by the weight of the footings and the backfill over the footings. We recommend that the soil weight be limited to that immediately above and within the perimeter of the footings (unless a much higher factor of safety is used). A total soil unit weight of

120 pounds per cubic foot (pcf) can be used for the backfill material adjacent to and above the footings, provided it is compacted as recommended in this report. It is also recommended that a factor of safety of at least 1.2 be used for calculating uplift resistance from the footings (provided only the weight of the footing and the soil immediately above are used to resist uplift forces).

Since free groundwater was encountered as shallow as about 5 ft below the existing grade and groundwater level could rise seasonably during and following periods of heavy precipitation, it is recommended that the design high groundwater level be taken as at the existing ground surface.

Hence, it will be necessary to include design measures to resist buoyancy and hydrostatic pressures in the design of the wet-well.

Buoyant forces can be resisted by increasing the weight of the structure and/or by providing a “lip” around the exterior walls (Figure No. 2 in the Appendix) so that the weight of the soils overlying the extended portion contributes to the uplift resistance. A total unit weight of soil above the lip of the slab of 120 pcf (submerged unit weight of 57.5 pcf) may be used to determine the weight of the soil overlying the lip. Furthermore, all below-grade walls should be waterproofed. Where practical, it is recommended that perforated drainage pipes be placed along the bases of walls to drain surface water and ground water that will enter the backfill. All drain pipes should drain to a sump pit from which water can be pumped, or a suitable gravity outfall.

Geologic mapping and the results of the test borings suggest that the subsurface conditions at this site meet the criteria for Site Class D (which corresponds to a shear wave velocity of between 600 ft/sec and 1,200 ft/sec) based on Section 1613.5.2 of the 2014 International Building Code (IBC).The following table summarizes recommended foundation design parameters:

Table 4.1: Recommended Design Parameters for Mat Foundations

Static Design Parameters Recommended Values

Allowable Soil Bearing Pressure: 4,000 PSF

Soil Modulus of Subgrade Reaction, k30 28 psi/inch

Est. Settlements associated with Bearing Pressure: Total-1 inch

Allowable Passive Pressure 120 pcf per ft (Below 2.5 ft from Ground surface)

Coefficient of Friction between Concrete & Soil 0.25 (Allowable)

Total Unit Weight: 120 pcf

Minimum Frost Depth 3.5 ft Below Finished Grade

4.5 Corrosion Protection

The soil samples, tested for pH during the laboratory tests (as tabulated below), indicate that the soils at the site have a low potential for causing corrosion. However, the scope of this study did not include a thorough evaluation of the corrosion potential of the subgrade soils and a corrosion expert should be consulted.

Table-4.1: Summary of pH Test Results

Boring Nos. Depth, ft Visual Classification pH

C-1 8.5-10 Brown Silty Sand 7.3

C-1 23.5 - 25 Gray Silt 7.5

4.6 Engineered Fill

In general, any non-organic, non-expansive soils can be used for engineered fill that meets the requirements for Structural Fill. All engineered fill should be placed in thin 8-inch lifts and compacted to at least 95% of the maximum dry density determined as per laboratory standard Proctor test

(AASHTO T-99). Backfilling should be performed in accordance with Section 203.09 of the INDOT

Standard Specifications. It is likely that some drying of the fill material will be required before being placed in order to meet the INDOT Specification for fill placement. However, adequate moisture conditioning may be difficult during wet seasons and, during such seasons, a granular material may be necessary to satisfy the minimum compaction requirements.

It is recommended that AES be retained to perform continuous review of construction of the soils related phases of this project. Otherwise, we can assume no responsibility for construction compliance with the design concepts, specifications, or our recommendations. As part of this review, field density tests should be performed frequently to assist in the evaluation of the fill with respect to the above recommendations.

4.7 Groundwater Control

Free groundwater was noted as shallow as about 5 ft below the existing surface and may rise after precipitation. Hence, contractor must be prepared to dewater during excavations. Minor water may be pumped directly from an excavation. However, well-points or cased-wells installed outside the excavation limits are typically necessary to lower groundwater in saturated sandy soils. We recommend that water be lowered at least 2 ft below the lowest excavation point.

Discharge from dewatering (if any) should be closely monitored during dewatering. Should excessive fine particles like silty soils are noted with discharged water, the dewatering operation must be halted until unsatisfactory condition is remedied. Any dewatering should be performed with caution as improper dewatering may deteriorate the subgrade as well as nearby structures.

5.0 LIMITATIONS OF STUDY

Differing Site Conditions

Geotechnical engineering recommendations were developed based on the information obtained from the test borings. Please note that soil test borings only depict the subsurface soil and groundwater conditions at the specific locations and time at which they were made. The soil conditions at other locations at the site may differ from those occurring at the soil boring locations. Groundwater condition may change over time. If deviations from the noted subsurface conditions are encountered during construction, please notify us immediately for recommendations.

Not Final Design

This report and the recommendations included in the report are not a final design, but rather as a basis for the final design to be completed by others (architect, civil or structural engineers, etc.). It is the client's responsibility to ensure that the recommendations are properly integrated into the design, and that the geotechnical engineer is provided the opportunity for design input and comment, as needed. We recommend that this firm be retained to review the final construction documents to confirm that the proposed project design sufficiently reflects the recommendations presented in the report. We also suggest that our firm be represented at pre-bid and/or pre-construction meetings regarding this project to offer any needed clarification of the geotechnical information to all involved.

Changes in Plans

The recommendations presented herein are based on the preliminary design details furnished by the client and/or as assumed herein. Any revision in the plans for the proposed construction from those anticipated in this report should be brought to the attention of the geotechnical engineer to determine whether any changes in the foundation or earthwork recommendations are necessary.

Construction Issues

Although general constructability issues have been considered in this report, the means, methods, techniques, sequences and operations of construction, safety procedure, and all items incidental thereto and consequences of, are the responsibility of parties to the project other than AES. Please contact us if additional guidance is needed.

Report Interpretation

AES is not responsible for the conclusions, opinions, or recommendations made by others based upon the data included herein. It is the client's responsibility to seek any guidance and clarifications from the geotechnical engineer needed for proper interpretation of this report.

Environmental Considerations

The scope of our services does not include any environmental assessment or exploration for the presence or absence of hazardous or toxic materials in the soil, surface or groundwater, water within or beyond the site studied. Unless complete environmental information regarding the site is already available, an environmental assessment is recommended prior to the development of this site.

Standard of Care

Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. This statement is made in lieu of all other warranties either expressed or implied.

APPENDIX

BORING LOCATION PLAN

UPLIFT CONSIDERATION FOR BELOW-GRADE STRUCTURES

TEST BORING LOG

LABORATORY TEST RESULTS

FIELD CLASSIFICATION SYSTEM

Figure:

DRAWN BY: TM

DATE: 04-27-20 APPROVED: AZ

SCALE: NONE

PROJECT NUMBER: 2020-1031GBORING LOCATION PLAN

PROPOSED CROSS ROAD PUMP STATION

NW OF I-94 RAMP AND RIPLEY STREET

LAKE STATION, INDIANA

CLIENT: AMERICAN STRUCTUREPOINT INC.

ORIGINAL DRAWING PROVIDED BY CLIENT

BORING LOCATION IS APPROXIMATE

C-1

Figure:

DRAWN BY: EH

DATE: 04/14/20 APPROVED BY: AZ

SCALE: NONE

PROJECT NUMBER: 2020-1032GUPLIFT CONSIDERATION FOR

SUBMERGED BELOW-GRADE STRUCTURES

PROPOSED CROSS ROAD PUMP STATION

NW OF I-94 RAMP AND RIPLEY STREET

LAKE STATION, INDIANA

CLIENT: AMERICAN STRUCTUREPOINT INC.

WT

DESIGN HIGH

WATER LEVEL

Note: Total (not buoyant) weights of soil and structure within the dashed lines should be used to calculate total downward force.

U – Total Uplift Force (lbs)

WT – Weight of Structure (lbs)

WS – Weight of Soil Backfill over Slab (lbs)

H – Depth from Design High Groundwater to Bottom of Structure

L & B – Length and Width of Structure base

ƔW – Unit Weight of Water (pcf)

Finished Grade

WS

Ws

B

U= HBL ƔW

H

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

(FILL) Dark Brown Sandy Topsoil (FILL) Brown to Dark Brown Sand with Silt, Trace Roots, Trace Organics, Moist

(SM) Brown to Brownish Gray Silty SAND, Wet, Loose to Medium Dense

(SM) Gray Silty SAND, Wet, Medium Dense

(ML) Gray SILT, Wet, Medium Dense to Dense

Bottom of borehole at 40.0 feet.

3-1-3 (4)

1-2-2 (4)

4-6-7 (13)

6-6-4 (10)

4-5-6 (11)

4-6-9 (15)

7-10-11 (21)

6-9-9 (18)

7-8-10 (18)

6-9-13 (22)

8-9-11 (20)

7-9-11 (20)

11-17-22 (39)

5-7-10 (17)

NP

NP

NP

NP

NP

NP

NP

NP

NP

18.7

27.0

NOTES Ground Elevation Interpolated from Topo Drawing

GROUND ELEVATION 594 ft

LOGGED BY TH

DRILLING METHOD HSA

DRILLING CONTRACTOR GTC GROUND WATER LEVELS:

CHECKED BY TM

DATE STARTED 4/15/20 COMPLETED 4/15/20

AT TIME OF DRILLING 6.00 ft / Elev 588.00 ft

AT END OF DRILLING 5.00 ft / Elev 589.00 ft

AFTER DRILLING ---

HOLE SIZE 4 inch inches

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BORING NUMBER C-1

CLIENT American Structurepoint Inc.

PROJECT NUMBER 2020-1031G

PROJECT NAME Proposed Crossroad Pump Station

PROJECT LOCATION NW of I-94 Ramp & Ripley St, Lake Station, IN.

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7439 Calumet Avenue Hammond, IN 46324 Telephone: 219 933 7888

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GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL

19.54.75

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

SILTY SAND(SM)

Classification

D100 D60 D30 D10 %Gravel

0.161

C-1 coarse

SILT OR CLAY

finemedium

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%Sand %Silt %Clay

0.092 0.0 80.5

BOREHOLE DEPTH

BOREHOLE DEPTH

3 100

24 16 30

1 2006 10 501/2

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

1403 4 20 406 601.5 8 143/4 3/8

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PROJECT NUMBER 2020-1031G

PROJECT NAME Proposed Crossroad Pump Station

PROJECT LOCATION NW of I-80/94 Ramp & Ripley St, Lake Station, IN.

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GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL

19.41.18

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

SILTY SAND(SM)

Classification

D100 D60 D30 D10 %Gravel

0.125

C-1 coarse

SILT OR CLAY

finemedium

16.0

%Sand %Silt %Clay

0.086 0.0 80.6

BOREHOLE DEPTH

1403 4 20 406 601.5 8 143/4 3/8

16.0

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CLIENT American Structurepoint Inc.

PROJECT NUMBER 2020-1031G

PROJECT NAME Proposed Crossroad Pump Station

PROJECT LOCATION NW of I-80/94 Ramp & Ripley St, Lake Station, IN.

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0.85

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GRAIN SIZE IN MILLIMETERS

coarse fine

SILT(ML)

Classification

D100 D60 D30 D10 %Gravel

0.05 88.7

C-1 coarse

SILT OR CLAY

finemedium

18.5

%Sand %Silt %Clay

0.035 0.015 0.0 7.0 4.4

BOREHOLE DEPTH

1403 4 20 406 601.5 8 143/4 3/8

18.5

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CLIENT American Structurepoint Inc.

PROJECT NUMBER 2020-1031G

PROJECT NAME Proposed Crossroad Pump Station

PROJECT LOCATION NW of I-80/94 Ramp & Ripley St, Lake Station, IN.

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FIELD CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

NON-COHESIVE SOILS

(Silt, Sand, Gravel and Combinations)

Density Particle Size Identification Very Loose 5 blows/ft or less Boulders 12 inch diameter or more Loose 6 to 10 blows/ft Cobbles 12 to 3 inch diameter Medium Dense 11 to 30 blows/ft Gravel Coarse 3 to 3/4 inch Dense 31 to 50 blows/ft Fine 3/4 inch to 4.75mm (No. 4) Very Dense 51 blows/ft or more Sand Course 4.75mm to 2mm (No. 10)

(dia. Of pencil lead) Medium 2.00mm to 0.425mm (No.40)

Relative Proportions (Dia. of broom straw) Descriptive Percent Fine 0.425mm to 0.075mm (No.200) Trace 1 to 10 (dia. of human hair) Little 11 to 20 Silt/Clay 0.075mm or Smaller Some 21 to 35 (cannot see particles) And 36 to 50

COHESIVE SOILS

(Clay, Silt and combinations)

Consistency Plasticity Very Soft 3 blows/ft or less Degree of Plasticity Plasticity Index Soft 4 to 5 blows/ft None to slight 0 to 4 Medium Stiff 6 to 10 blows/ft Slight 5 to 7 Stiff 11 to 15 blows/ft Medium 8 to 22 very Stiff 16 to 30 blows/ft High to Very High over 22 Hard 31 blows/ft or more

Classification on logs are made by visual inspection of samples.

Standard Penetration Test (SPT)- Driving a 2.0" O.D. 1-3/8" I.D. sampler a distance of 1ft into undisturbed soil with a 140 pound hammer free falling a distance of 30.0 inches. It is customary for ATC to drive the spoon 6.0 inches to seat into undisturbed soil, then perform the test. The number of hammer blows for seating the spoon and making the test are recorded for each 6.0 inches of penetration on the drill log (Example-6/8/9). The standard penetration test result can be obtgained by adding the last two figures (i.e., 8+9=17 blows/ft). (ASTM D-1586-08).

Stara Changes - In the column "Soil Descriptions" on the drill log the horizontal lines represent strata changes. A solid line (____) represents an actually observed change. A dashed line (_ _ _ _) represents an estimated change.

Groundwater observations were made at the times indicated. Porosity of soil strata, weather conditions, site topographjy, etc,, may cause changes in the water levels indicated on the logs.

9/16/22, 7:16 AM SAM.gov https://sam.gov/wage-determination/IN20220001/16 1/24

"General Decision Number: IN20220001 09/09/2022

Superseded General Decision Number: IN20210001

State: Indiana

Construction Types: Building, Heavy and Highway

Counties: La Porte, Lake, Porter and St Joseph Counties in Indiana.

BUILDING CONSTRUCTION PROJECTS (does not include single family homes and apartments up to and including 4 stories, HEAVY AND

HIGHWAY CONSTRUCTION PROJECTS

Note: Contracts subject to the Davis-Bacon Act are generally required to pay at least the applicable minimum wage rate required under Executive Order 14026 or Executive Order 13658.

Please note that these Executive Orders apply to covered contracts entered into by the federal government that are subject to the Davis-Bacon Act itself, but do not apply to contracts subject only to the Davis-Bacon Related Acts, including those set forth at 29 CFR 5.1(a)(2)-(60).

|If the contract is entered |. Executive Order 14026 | |into on or after January 30, | generally applies to the | |2022, or the contract is | contract. | |renewed or extended (e.g., an |. The contractor must pay | |option is exercised) on or | all covered workers at | |after January 30, 2022: | least $15.00 per hour (or | | | the applicable wage rate | | | listed on this wage | | | determination, if it is | | | higher) for all hours | | | spent performing on the | | | contract in 2022. | |If the contract was awarded on|. Executive Order 13658 | |or between January 1, 2015 and| generally applies to the | |January 29, 2022, and the | contract. | |contract is not renewed or |. The contractor must pay all| |extended on or after January | covered workers at least | |30, 2022: | $11.25 per hour (or the | | | applicable wage rate listed| | | on this wage determination,| | | if it is higher) for all | | | hours spent performing on | | | that contract in 2022. |

The applicable Executive Order minimum wage rate will be adjusted annually. If this contract is covered by one of the Executive Orders and a classification considered necessary for performance of work on the contract does not appear on this wage determination, the contractor must still submit a conformance request.

Additional information on contractor requirements and worker protections under the Executive Orders is available at https://www.dol.gov/agencies/whd/government-contracts.

https://sam.gov/wage-determination/IN20220001/16 2/24

Modification Number Publication Date 0 01/07/2022 1 02/18/2022 2 02/25/2022 3 04/01/2022 4 05/06/2022 5 05/13/2022 6 05/27/2022 7 06/03/2022 8 06/10/2022 9 07/01/2022 10 07/08/2022 11 07/15/2022 12 07/29/2022 13 08/05/2022 14 08/19/2022 15 09/02/2022 16 09/09/2022

ASBE0017-002 06/01/2022

LAKE AND PORTER COUNTIES

Rates Fringes

ASBESTOS WORKER/HEAT & FROST

INSULATOR........................$ 52.80 32.39

HAZARDOUS MATERIAL HANDLER

(INCLUDES PREPARATION,

WETTING, STRIPPING REMOVAL

SCRAPPING, VACUUMING, BAGGING

AND DISPOSAL OF ALL

INSULATION MATERIALS, WHETHER

THEY CONTAIN ASBESTOS OR NOT,

FROM MECHANICAL SYSTEMS).........$ 38.85 24.60

ASBE0075-001 06/01/2020

REMAINING COUNTIES

Rates Fringes

ASBESTOS WORKER/HEAT & FROST

INSULATOR........................$ 32.00 26.04

HAZARDOUS MATERIAL HANDLER

(includes preparation, wetting, stripping, removal, scrapping, vaccuming, bagging, and disposal of all insulation materials, whether they contain asbestos or not, from mechanical systems).........$ 23.00 14.40

BOIL0001-005 05/01/2017

LAKE COUNTY, City of Hammond; North of 114th Street

Rates Fringes

BOILERMAKER......................$ 46.18 29.58

BOIL0374-003 01/01/2021

Rates Fringes https://sam.gov/wage-determination/IN20220001/16 3/24

BOILERMAKER......................$ 38.53 32.20

BRIN0004-011 09/21/2021

LAKE, LAPORTE AND PORTER COUNTIES

Rates Fringes

BRICKLAYER

Bricklayer; Stone Mason;

Pointer, Cleaner, Caulker...$ 38.85 27.17 Marble Finisher; Tile Finisher....................$ 31.00 19.16 Marble Mason; Terrazzo Worker; Tile Layer..........$ 37.05 21.64 Terrazzo Finisher...........$ 31.00 19.16

BRIN0004-018 09/21/2021

SOUTH BEND: ST. JOSEPH COUNTY

Rates Fringes

BRICKLAYER

BRICKLAYER; STONE MASON;

POINTER, CAULKER, CLEANER...$ 31.11 18.40

MARBLE AND TILE FINISHER....$ 31.00 19.16

MARBLE AND TILE LAYER.......$ 31.71 20.88

TERRAZZO FINISHER...........$ 31.00 19.16

TERRAZZO WORKER.............$ 33.00 22.33

CARP0413-002 04/01/2022

St. Joseph County

Rates Fringes

CARPENTER........................$ 28.95 22.66

CARP0765-001 06/01/2022

LAKE, LAPORTE AND PORTER COUNTIES

Rates Fringes

CARPENTER........................$ 41.38 32.26

MILLWRIGHT.......................$ 39.88 29.20

CARP1029-001 06/01/2022

ADAMS, ALLEN, CASS, DEKALB, ELKHART, FULTON, GRANT, HOWARD,

HUNTINGTON, KOSCIUSKO, LAGRANGE, MARSHALL, MIAMI, NOBLE, ST.

JOSEPH, STEUBEN, TIPTON, WABASH, WELLS and WHITLEY COUNTIES

Rates Fringes

MILLWRIGHT.......................$ 31.20 26.80

ELEC0153-001 06/03/2021

ST JOSEPH COUNTY

https://sam.gov/wage-determination/IN20220001/16 4/24

Communication Technician.........$ 26.50 18.33

ELECTRICIAN......................$ 36.50 25.98

Includes the installation, operation, inspection, modification, maintenance and repair of systems used for the transmission and reception of signals of any nature, for any purpose, including but not limited to, sound and voice transmission/transference systems, communication systems that transmit or receive information and/or control systems, television and video systems, micro-processor controlled fire alarm systems, and security systems and the performance of any task directly related to such installation or service. The scope of work shall exclude the installation of electrical power wiring and the installation of conduit raceways exceeding fifteen (15) feet in length.

ELEC0531-001 05/31/2021

LAPORTE and PORTER COUNTIES

Rates Fringes

ELECTRICIAN......................$ 41.50 28.26

ELEC0697-001 06/01/2022

LAKE COUNTY

Rates Fringes

ELECTRICIAN......................$ 45.25 30.13

ELEC0697-004 08/31/2021

LAKE COUNTY

Rates Fringes

Telecommunication Technician.....$ 35.75 28.77

Work covers low voltage installation, maintenance and removal of telecommunication facilities (voice, sound, data and video) including, telephone and data inside wire, interconnect, terminal equipment, central offices, PABX, fiber optic cable and equipment, micro waves, V/SAT, bypass, CATV, WAN (WIDE AREA NETWORKS), LAN (local area networks), and ISDN (integrated system digital network).

Does not cover any work which properly comes under the work description of Inside JW (Journeyman Wireman), but shall cover the pulling of wire in raceways, but not the installation of raceways.

ELEC1393-003 12/02/2020

LAKE & PORTER COUNTIES

(Calumet Area, North of U.S. Hwy 30)

Rates Fringes

Line Construction:

EQUIPMENT OPERATOR 1:

(Diggers 5th wheel type https://sam.gov/wage-determination/IN20220001/16 5/24 trucks, crawler type, D-4 and smaller, bucket trucks and live boom type line trucks).....................$ 32.91 29%+6.75

EQUIPMENT OPERATOR 3

(Backhoe over 1/2 yard bucket capacity, cranes rated at 15 ton or more capacity) 95% of J.L. Rate..$ 40.60 29%+6.75

GROUNDMAN...................$ 27.08 29%+6.75

GROUNDMAN-TRUCK DRIVER......$ 27.08 29%+6.75

LINEMAN.....................$ 43.11 29%+6.75

* ELEV0002-005 01/01/2022

ELEVATOR CONSTRUCTION

LAKE AND PORTER COUNTIES

Rates Fringes

ELEVATOR MECHANIC................$ 62.47 36.885+a+b

FOOTNOTES:

a) Eight Paid Holidays: New Year's Day; Veterans Day, Memorial Day; Independence Day; Labor Day; Thanksgiving Day; Friday after Thanksgiving and Christmas Day.

b) Employer contributes 8% of regular hourly rate to vacation pay credit for employee with more than 5 years of service, and 6% of regular hourly rate for less than 5 years of service.

ELEV0044-002 01/01/2022

Rates Fringes

ELEVATOR MECHANIC................$ 54.88 36.885+a+b

a) PAID HOLIDAYS: New Year's Day, Memorial Day, Independence Day, Labor Day, Vetern's Day, Thanksgiving Day, the Friday after Thanksgiving, and Christmas Day.

b) Employer contributes 8% of regular hourly rate to vacation pay credit for employee with more than 5 years of service;

6% for less than 5 years' service.

ENGI0150-001 06/01/2021

BUILDING CONSTRUCTION POWER EQUIPMENT OPERATORS:

LAKE, LAPORTE, and PORTER COUNTIES

Rates Fringes

POWER EQUIPMENT OPERATOR

GROUP 1.....................$ 42.00 39.68

GROUP 2.....................$ 41.20 39.68

GROUP 3.....................$ 36.90 39.68

GROUP 4.....................$ 34.70 39.68

GROUP 5.....................$ 29.25 39.68

POWER EQUIPMENT OPERATOR CLASSIFICATIONS:

https://sam.gov/wage-determination/IN20220001/16 6/24

GROUP 1: Asphalt Plant; Autograde; Batch Plant); Benoto (requires 2 engineers; Boiler & throttle valve; Boring machine (mining machine); Caisson Rigs; Central redi-mix plant; Combination Backhoe Endloader with backhoe bucket over 1/2 cu. yd. or with attachments; Combination tugger hoist & air compressor; Compressor & throttle; Concrete Breaker (truck mounted); Concrete conveyor; Concrete conveyor (truck mounted); Concrete paver over 27E cu.ft.;

Concrete paver 27E cu. ft. & under; Concrete placing boom;

Concrete pump/grout pump with boom (truck mounted);

Concrete pump with boom (truck mounted); concrete tower;

Cranes and Backhoes (All Attachments); Cranes, Hammerhead Tower; Creter Crane; Derricks (all); Derricks (traveling);

Forklift lull type; Forklift, 10 ton & over; Gradall, Hoist 1, 2, and 3 drums; Hoist (2 tugger l floor), Hydraulic Boom truck, Laser Screed, Locomotive (all), Motor patrol, Mucking Machine; Pile Driving and Skid rig, Pit machine, Prestress Machines, Pump cretes (and similar types), Rock Drill (self-propelled), Rock Drill Truck mounted; Slip form paver, Straddle buggies, Tractor with boom and side boom, Trenching Mechine; Winch Tractors, Welding machines (6-9), GROUP 2: Air Comporessor (3) (feeding a common receiver);

Asphalt Spreader; boilers; bulldozers; Combination Backhoe end loader with Backhoe bucket 1/2 cu. yd. and under or with attachments; Corboy drilling machine; Grader, Elevating; Grouting machines; Guard rail post driver;

Highlift Shovel or frontend loader; Hoist (automatic), Hoist (all elevators); Hoist (tugger and single drum); Post hole digger; rollers (all); Scoop (tractor drawn); Stone crushers; Tournapull; Winch trucks

GROUP 3: Air compressor - small 210 and under (1 to 5 not to exceed a total of 300 feet); Air compressor - large over 210; Air compressor (2) feeding a common receiver;

Combination - small equipment operator; Concrete mixer (two bag & over); Conveyor, portable; Forklift-under 10 ton;

Generator; Pumps (1 to 3 not to exceed a total of 300 feet); Pumps, well points; Steam generators; Tractors, farm & similar type; Welding machines (2 thru 5); Winches, 4 electric drillo winches

GROUP 4: Bull gang (crane erection crew); Heaters, mechanical (1 to 5); Oilers; Switchmen

GROUP 5: Fork lifts (Housing and commercial only)

ENGI0150-012 06/01/2022

BUILDING CONSTRUCTION

ST. JOSEPH COUNTY

Rates Fringes

POWER EQUIPMENT OPERATOR

GROUP 1.....................$ 30.75 34.25

GROUP 2.....................$ 29.40 34.25

GROUP 3.....................$ 28.60 34.25

GROUP 4.....................$ 27.80 34.25

GROUP 5.....................$ 25.20 34.25

POWER EQUIPMENT OPERATOR CLASSIFICATIONS:

https://sam.gov/wage-determination/IN20220001/16 7/24

GROUP 1: Mechanic, Asphalt Plant, Asphalt Spreader, Auto Grader; Batch Plant, Benoto (requires 2 Engineers), Boiler and Throttle Valve, Boring Machine (road), Bulldozers (with engines of 140 net horse power or more) Caisson Rigs, Central Redi-mix Plant, Concrete Conveyor Systems, Concrete Power (over 27E cu. ft.), Concrete Paver (27E cu. ft. and under), Concrete Pumps/Grout cncrete placer (Truck Mounted), Concrete Tower, Cranes and backhoes (all), Cranes, Hammerhead Tower, Creter Crane, Derricks (all), Forklift (capble of hoisting and mechanically moving forks horizontally), Grader, Elevating, Highlift Shovels or Front End Loaders (over 3 yd bucket), Hoists (2 or more drums), Locomotives (all), Laser screed, Motor Patrol, Pile Drivers and Skid Rig, Pre-Stress Machines, Pump Cretes & Similar Types, Rock Drill (Self-Propelled), Rock Drill (self propelled Truck Mounted), Scoops (tractor drawn), Slip-Form Paver, Tournapull, Tractor with Boom & Side Boom, Trenching Machine (12 or more inches in width), Combination Backhoe Front End Loader Machine with backhoe 1/2 yd bucket or attachments.

GROUP 2: Air Compressor (600 cu. ft. and over), Bob Cat (over 3/4 cu. yd.), Boilers, Broom (all powered propelled), Bull Dozers with engines of less than 140 net horsepower, combination backhoe front end loader 1/2 yf bskhhoe or under, Compressor and Throttle Valve, Concrete Breaker (truck mounted), Concrete Mixer (of moore than 21 cu. ft.

capacity), Forklift (with fixed or tilt mast), Greaser Engineer, Highlift shovel or front endloader 3 yd bucket and under, Hoists (1 drum), Hydrulic Boom Truck, Post Hole Digger (vehicle mounted), Pump Cretes (squeze crete type pumps, Gypsum, bulker , Rollers(all), Steam Generators, Stone Crushers, Stradddle Buggies, Tractors, Winch Trucks (with ""a"" frame.

GROUP 3: Buck Hoist, Combination (small equipment operator), .Conveyor (portable), Grouting Machine, Hoist Elevators (material and personnel), Hydraulic Power Units, Grouting and Pile Driving, Stud Welder, Trenching Machines less than 12 inches in width, Welding Machines (8 through 15).

GROUP 4: Bobcat (up to and including 3/4 cu. yd.).

Compressor (over 210 cu. ft. and less than 600 cu. ft.), Generator (over 50 kw.), Heaters, Mechanical, Hoists (all elevator, permanent installation), Hoist (automatic), Hoist (tugger single drum), Oilers, Pumps, Well Points and electric submersible, Small Rubber Tired End Loaders (1/4

cu. yd. and under), Tractors (farm type) Welding Machines (2 through 8).

GROUP 5: Bobcats and forklifts (commercial or residential).

ENGI0150-014 05/01/2021

POWER EQUIPMENT OPERATOR HEAVY/HIGHWAY

LAKE, LAPORTE, PORTER AND ST. JOSEPH COUNTIES

Rates Fringes

POWER EQUIPMENT OPERATOR

GROUP 1.....................$ 42.15 37.20

GROUP 2.....................$ 41.70 37.20

https://sam.gov/wage-determination/IN20220001/16 8/24

GROUP 3.....................$ 41.25 37.20

GROUP 4.....................$ 40.05 37.20

GROUP 5.....................$ 39.00 37.20

POWER EQUITMENT OPERATOR CLASSIFICATIONS

GROUP 1: Asphalt plants (construction), Asphalt plant (permanent), Auto Patrol (Maintainer), Automatic Dry Batch Plant, Automated Concrete Placer, Automated Sub-Grader, Automated Slip Form Paver, Automated Finish Machine, Combination Backhoe Front, End Loader Machine (1/2 cu. yd.), Backhoe bucket or over or with attachments), Combination backhoe 1 cu yd, Backhoe bucket or over or with attachments, Ballast Regulator (RR), Belt Loader (stationary), Boring Machine (road), Bulldozer, Concrete Mixer(27 cu. ft.