AMENDMENT NO 0001 W912P620B0022- BAILEY LIFT STATION LAKE STATION IN.pdf

W81G6601430732

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: IFB No. W912P620B0022, "Bailey Lift Station - Section 219, Lake Station, IN"

IMPORTANT NOTICE: By w ay of this Amendment, the government notifies Bidders that EMAILED BIDS ARE NOW AUTHORIZED - See next page for further details.

A. The Bid Opening Date and Time is unchanged by this Amendment, therefore, Bids are due prior to 2:00 p.m. (Central Time) on September 10, 2020. -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 5

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

16C. DATE SIGNED

BY 26-Aug-2020

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 W912P620B0022

X 9B. DATED (SEE ITEM 11)

07-Aug-2020

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

26-Aug-2020

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:

W912P620B0022

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

The following items are applicable to this modification:

SUMMARY OF CHANGES

B. REVISION TO SECTION 00 22 13 – SUPPLEMENTARY INSTRUCTIONS TO BIDDERS: By way of this Amendment, the government has replaced, in its entirety, Paragraph 3 under the IMPORTANT BID NOTES.

Therefore, the substituted paragraph is hereby incorporated into the Solicitation and is delineated below. Bidders shall strictly comply with all provisions set forth therein.

3. BID SUBMISSION:

a. This Solicitation (Invitation for Bids) stipulates as an additional method of bid submission. As an option to Bidders, BIDS may submitted by EMAIL to Ericka Hillard at ericka.d.hillard@usace.army.mil with copies furnished to Michael Jones at michael.t.jones@usace.army.mil and Regina Blair at regina.g.blair@usace.army.mil.

b. In consideration of the provisions of Subpart 14.301 of the Federal Acquisition Regulation, wherein the “responsiveness of bids” is provisioned, bidders must comply with all material respects of this Solicitation (Invitation for Bids) to be considered for the resulting award.

Accordingly, bids submitted by EMAIL (and other methods authorized by this Solicitation) must be in compliance with the submission requirements discussed below. (also see Clause No.

52.214-5 at Section 00 21 13 of this Solicitation)

c. METHOD OF BID SUBMISSION: ALL BIDS IN RESPONSE TO THIS SOLICITATION

SHALL BE SUBMITTED BY REGULAR OR EXPRESS MAIL OR BY ELECTRONIC

MAIL (EMAIL). IMPORTANT NOTE: --DUE TO COVID 19, HAND-CARRIED BIDS

WILL NOT BE PERMITTED.

(1) Mailed/Express/Overnighted Bids: Under this type of submission, Bids and all other documents required by this Solicitation (see Section 00 22 13) shall be enclosed and sealed in an envelope that is clearly marked “Bid” and shall include the assigned Solicitation Number, and the Bid Opening Date and Time. It is the responsibility of each bidder to ensure that its Sealed Bid is received by the Chicago District’s – USACE Contracting Branch, located at 231 South LaSalle Street, Suite 1500, Chicago, IL 60604 prior to the date and time set for the opening of the bids.

(2) Electronic Mail (Email) Bids: Emailed Bids shall be transmitted and accompanied by all other required documents (re: “Important Bid Notes,” Solicitation Section 00 22 13). The Bidder’s bid and all required documents shall be attached therein the Email. The subject line of the Email shall contain the Solicitation Number and Project title. The Bidder shall verify all contents of its attachments to ensure they are readable and in full compliance with the Solicitation requirements. Therefore, prior to submitting the bid, the Bidder shall ensure all bid documents are in conformance and enclosed for bidding purposes. The date and time stamp provided via the government’s email will constitute the time of receipt of a bid package. The government will acknowledge receipt of the Bidder’s email. The government will not review the Bid or any of the attachments provided via the Bidder’s email until the Bid Opening. All electronically submitted files by Email CANNOT EXCEED this Agency's size limit of 20MB (includes email and its attachment); files exceeding this size will be denied access to the aforementioned email inboxes. It is the responsibility of the contractor to determine the size of its electronic file.

Should the Bidder need to break up its submittal, it may provide its attachment under separate emails to avoid exceeding the size limit. The last email received will constitute the full submission of the Bid, e.g. the time received by the government.

d. TIME OF SUBMISSION: Bids are required prior to 2:00 p.m. CDT on 10 September 2020. (Re: FAR Subpart 14.302 Bid submission. “Bids shall be submitted so that they will be received in the office designated in the invitation for bids not later than the exact time set for opening of bids.”)

e. VIRTUAL BID OPENING: For this procurement, Contracting will conduct a virtual Bid Opening in accordance with the below provisions. These procedures are being used because of the current public health concerns affiliated with COVID-19.

f. VIRTUAL BID OPENING PROVISIONS/ PARTICIPATION:

THE VIRTUAL BID OPENING WILL BEGIN AT 2:00 P.M. CDT ON 10 September 2020.

Individuals interested in participating in the virtual bid opening can participate by following these instructions:

Interested individuals will navigate to a WEBEX link and enter their email address and name.

Please provide your full name and information. This information will be utilized to obtain the list of attendees at the virtual bid opening.

The WEBEX Conference and Audio Meeting Information (call in number, access code) will be provided via an update to the Solicitation Notice maintained at the BETA.SAM.GOV Website.

This information will be provided at least 24-48 hours prior to the Bid Opening date and time.

The bids will be read aloud and individuals will be able to view the information on the WEBEX screen as the bids are entered into a bid tabulation sheet. Should technological issues ensue from the visual viewing at the WEBEX, the audio access will take precedence and satisfy the conditions of bids being communicated publicly/read aloud.

g. BID GUARANTEE:

Bidders are required to submit a Bid Guarantee for this project in accordance with the Federal Acquisition Regulation Clause 52.228-1, “Bid Guarantee” – Refer to Solicitation Section 00 21 13 for the full text of this Clause.

A bid guarantee shall be submitted at 20% of the bid price or $3M whichever is the lesser.

Any bidder failing to submit a Bid Guarantee will be considered non- responsive to the Solicitation and ineligible for award.

Emailed Bids: If submitting your Bid by email, the bid guarantee must be included in your emailed attachment(s).

h. ATTACHMENT A – PREAWARD SURVEY FORM – The bidder shall complete the enclosed Attachment A and submit it along with your bid (if emailing your bid, this form must be included in your attachments). The preaward survey form is to aid in expediting the award of this project. Only the winning bidder’s information will be surveyed.

i. QUESTIONS SHALL BE SUBMITTED IN SUFFICIENT TIME TO BE

ANSWERED VIA AN AMENDMENT PRIOR TO THE BID OPENING DAY AND

TIME (Re: 52.214-6 Explanation to Prospective Bidders).

[End of Revised Paragraph]

C. AMENDED SPECIFICATION SECTIONS: The following Specification Sections have been revised.

The revised sections are enclosed hereunder and replace the previously furnished sections.

a. Section 001 31 32.33 has been revised to include the geotechnical report.

b. Section 01 00 00, Subpart 1.14 has been revised for permits and responsibilities.

D. CONTRACTOR’S INQUIRY: By this Amendment, the Chicago District, USACE responds to Contractor’s inquiry as follows:

INQUIRY: I believe a soil boring was discussed at the pre-bid meeting for this project. Section 31 23 00.00 20 Page 5 of the specification also references a soil boing log. If one is available can it be put in an addendum for this project?

USACE RESPONSE TO INQUIRY:

Please refer to the added SECTION 00 31 32.13 SUBSURFACE DRILLING AND SAMPLING INFORMATION which includes the attached geotechnical report. Soil borings and other soil condition information is included in the report. This section was inadvertently not included in the original solicitation specifications.

In addition, SECTION 01 10 00 GENERAL PROVISIONS, paragraph 1.14, PERMITS AND RESPONSIBILITIES has been revised to include specific deletions and additions of text. See attached revised SECTION 01 10 00 GENERAL PROVISIONS, paragraph 1.14.

E. SECTION 00 10 00 – Reference BID PRICING, the Option Section 2 shall be pen and ink changed from Option 1 to Option 2. Also, the Bidder shall only provide one complete copy of its Bid; 2 copies are not required.

Accordingly, either method of submission (email or regular/express mail) shall be furnished in compliance with the Solicitation requirements.

F. PRE-BID MEETING ATTENDANCE: By this Amendment, the Chicago District is enclosing a copy of the Attendance Sheet from the pre-bid meeting held on August 18, 2020.

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

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

END OF AMENDMENT NO. 0001

(The aforementioned Specification sections and Pre-bid Meeting Attendance Sheet follow)

PAGE LEFT INTENTIONALLY BLANK

All sessions in Central Daylight Time (Chicago, GMT-05:00)

Session detail for 'PRE-BID MEETING BAILEY LIFT STATION – SECTION 219, LAKE STATION, LAKE COUNTY, INDIANA':

Participant Name Email 1 Brian Kootstra brian.r.kootstra@usace.army.mil 2 Grimmer Construction spappenheim@grimmerconstruction.com 3 imad imad.samara@usace.army.mil 4 Bryan Hood bhood@structurepoint.com 5 Dave Schiemann david.r.schiemann@usace.army.mil 6 REGINA BLAIR regina.g.blair@usace.army.mil 7 Dwayne Polarek Dpolarek@lakestation-in.gov 8 Hillard, Ericka D CIV USARMY USACE (USA) Ericka.D.Hillard@usace.army.mil 9 Tim Fox timothy.r.fox@usace.army.mil

10 Cindy Fort cfort@structurepoint.com 11 Bradley Ford bford@ccc-chicago.com

Bailey Lift Station Replacement, Lake Station, Indiana W912P620B0022

SECTION TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 00 31 32.13

SUBSURFACE DRILLING AND SAMPLING INFORMATION

03/14

PART 1 GENERAL

1.1 SUBSURFACE CONDITIONS

1.2 SITE SPECIFIC DATA

1.3 ADDITIONAL INFORMATION ON SUBSURFACE CONDITIONS

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

-- End of Section Table of Contents --

DOCUMENT 00 31 32.13 Page 1

AMD 0001 - 08/25/20

SECTION 00 31 32.13

SUBSURFACE DRILLING AND SAMPLING INFORMATION

03/14

PART 1 GENERAL

1.1 SUBSURFACE CONDITIONS

Subsurface exploratory borings have been obtained by the Government to determine the general character of the subsurface materials within the project area. The Government assumes no responsibility for any interpretation or deductions made by the Contractor from the logs and data. While the borings are generally representative of subsurface conditions at their respective locations and for their respective vertical reaches, localized variations of characteristics of the subsurface materials of this region should be anticipated. Groundwater elevations, shown on the boring logs, are those encountered at the time when the borings were taken and will fluctuate due to factors such as rainfall, lake and/or river stages and factors unknown.

1.2 SITE SPECIFIC DATA

Locations of the borings that fall within the area of this contract and the logs of those borings and laboratory test results are included at the end of this section for the convenience of the Contractor.

1.3 ADDITIONAL INFORMATION ON SUBSURFACE CONDITIONS

Information on subsurface conditions at the project site including complete laboratory results is contained in the following report: Report of Geotechnical Exploration, Bailey Pump Station, Shelby Street and 21st Street, Lake Station, Lake County, Indiana. AES Project No. 2020-1032G.

Advanced Engineering Services, May 2020.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

-- End of Section --

DOCUMENT 00 31 32.13 Page 2

REPORT OF GEOTECHNICAL EXPLORATION

Bailey 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

May 1, 2020

Advanced Engineering Services (AES) Inc.

7439 Calumet Avenue I Hammond, IN 46324

219.933.7888 I www.adv-engrs.com

May 1, 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 Bailey Pump Station

Shelby Street and 21st Street

Lake Station, Lake County, Indiana

AES Project No. 2020-1032G

Dear Ms. Fort:

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

AES Proposal No. 2020-151G dated March 29, 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, Advanced Engineering Services (AES) Inc.

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

Proposed Bailey Pump Station

Shelby Street and 21st Street

Lake Station, Lake County, Indiana

AES Project No. 2020-1032G

1.0 INTRODUCTION

This report presents the results of a geotechnical engineering exploration for the proposed Bailey pump station in Lake Station, Lake County, Indiana. This study was performed in accordance with

AES Proposal No. No. 2020-151G dated March 29, 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 Bailey pump station near the referenced intersection in Lake Station, Indiana. The project site is located within a residential subdivision. Based on the available topographic drawing, the area of the wet-well was relatively flat with the existing ground surface elevation is about 610 ft, MSL.

Based on the available drawing, the wet well will be about 6 ft in diameter, about 22 to 25 ft deep precast structure. There will be a valve-vault, generator pad and control panel 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 B-1 was drilled to a depth of

30 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.

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 B-1 encountered about 1 ft of dark brown sandy topsoil fill at the present ground surface.

The soil boring then revealed brown to gray poorly graded sand (SP), silt with sand (ML) and silty sand (SM) to the termination depth of 30 ft below the current ground surface. Based on the field

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

The soil-boring encountered sandy and silty (granular) soils from the surface through the termination depth of 30 ft below the existing ground surface. Due to the shallow groundwater level (reported below) and free-draining nature of the granular soils, moisture contents of the samples in the lab will not be representative of the field condition. Hence, no moisture contents tests were performed on these samples.

3.3 Groundwater Profile

Groundwater observations were made during and immediately after completion of the drilling operations. While free groundwater was encountered at a depth of about 4.5 ft during drilling, the bore hole showed a wet cave-in at a depth of about 2 ft below the existing grade.

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. Perched water trapped in granular zones is common in clayey soils and may be encountered at shallow depths.

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 3,000 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 no deep old fill materials were encountered in the soil boring, 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 before placing concrete.

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 2 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: 3,000 PSF

Soil Modulus of Subgrade Reaction, k30 21 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

B-1 6 - 7.5 Brown Poorly Graded Sand 7.4

B-1 23.5 - 25 Brown Silt with Sand 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 4 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 BAILEY PUMP STATION

21ST AVENUE AND SHELBY STREET

LAKE STATION, INDIANA

CLIENT: AMERICAN STRUCTUREPOINT INC.

ORIGINAL DRAWING PROVIDED BY CLIENT

BORING LOCATION IS APPROXIMATE

B-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 BAILEY PUMP STATION

21ST AVENUE AND SHELBY 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

(FILL) DarK Brown Sandy Topsoil

(SP) Brown Poorly Graded SAND, Trace Gravel, Moist, Loose to Dense

-Wet Below 4.5 ft

(ML) Brown to Grayish Brown SILT with SAND, Wet, Medium Dense

(SM) Gray Silty SAND, Wet, Medium Dense

Bottom of borehole at 30.0 feet.

2-2-4 (6)

2-3-4 (7)

3-4-3 (7)

8-14-16 (30)

9-15-17 (32)

12-12-15 (27)

7-9-15 (24)

7-10-11 (21)

5-6-6 (12)

8-10-11 (21)

6-11-13 (24)

4-6-12 (18)

NOTES Ground Elevation Interpolated from Topographic Drawing

GROUND ELEVATION 610 ft

LOGGED BY TH

DRILLING METHOD HSA

HOLE SIZE 4 inch

DRILLING CONTRACTOR GTC GROUND WATER LEVELS:

CHECKED BY TM

DATE STARTED 4/14/20 COMPLETED 4/14/20

AT TIME OF DRILLING 4.50 ft / Elev 605.50 ft

AT END OF DRILLING --- Wet Cave at 2 ft

AFTER DRILLING ---

ATTERBERG

LIMITS

D E

P T

H (f t)

S A

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MATERIAL DESCRIPTION

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IT

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(P

C F

BORING NUMBER B-1

PROJECT NAME Proposed Bailey Pump Station

PROJECT LOCATION 21st & Shelby Street, Lake Station, Indiana

CLIENT American Structurepoint, Inc.

PROJECT NUMBER 2020-1030G

R E

C G

R A

P H

IC

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G

IN

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J Advanced Engineering Services Inc.

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

0.0010.010.1110100

PI Cc

NPNP

CuLL PL

2.480.85NP

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL

4.219

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

POORLY GRADED SAND(SP)

Classification

D100 D60 D30 D10 %Gravel

0.207

B-1 coarse

SILT OR CLAY

finemedium

6.0

%Sand %Silt %Clay

0.121 0.084 1.6 94.2

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

6.0

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

CLIENT American Structurepoint, Inc.

PROJECT NUMBER 2020-1030G

PROJECT NAME Proposed Bailey Pump Station

PROJECT LOCATION 21st & Shelby Street, Lake Station, Indiana

G R

A

IN

S

IZ

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IN

T S

T D

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J Advanced Engineering Services 7439 Calumet Avenue

Telephone: 219.933.7888

0.0010.010.1110100

PI Cc

NPNP

CuLL PL

4.951.53NP

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

SILT with SAND(ML)

Classification

D100 D60 D30 D10 %Gravel

0.047 78.0

B-1 coarse

SILT OR CLAY

finemedium

21.0

%Sand %Silt %Clay

0.026 0.01 0.0 15.9 6.1

BOREHOLE DEPTH

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

21.0

P E

R C

E N

T F

IN

E

R B

Y W

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IG

H T

CLIENT American Structurepoint, Inc.

PROJECT NUMBER 2020-1030G

PROJECT NAME Proposed Bailey Pump Station

PROJECT LOCATION 21st & Shelby Street, Lake Station, Indiana

G R

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T S

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0.0010.010.1110100

PI Cc

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CuLL PL

NP

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL

14.21.18

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

SILTY SAND(SM)

Classification

D100 D60 D30 D10 %Gravel

0.167

B-1 coarse

SILT OR CLAY

finemedium

26.0

%Sand %Silt %Clay

0.1 0.0 85.8

BOREHOLE DEPTH

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

26.0

P E

R C

E N

T F

IN

E

R B

Y W

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IG

H T

CLIENT American Structurepoint, Inc.

PROJECT NUMBER 2020-1030G

PROJECT NAME Proposed Bailey Pump Station

PROJECT LOCATION 21st & Shelby Street, Lake Station, Indiana

G R

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J Advanced Engineering Services 7439 Calumet Avenue

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.

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 10 00

GENERAL PROVISIONS

06/15

PART 1 GENERAL

1.1 REFERENCES

1.2 CERTIFICATES OF COMPLIANCE

1.3 RESPONSIBLITY OF THE CONTRACTOR

1.4 SUBMITTALS

1.5 DRUG FREE WORKPLACE

1.6 REAL ESTATE

1.7 CONSTRUCTION SCHEDULE

1.8 CONSTRUCTION PROGRESS PHOTOGRAPHS

1.8.1 Photographic Documentation

1.8.1.1 Digital Photographic Media

1.8.2 Construction Complete Photographs

1.8.3 Payment and Acceptance

1.9 INSPECTION

1.10 CONDITION OF EXISTING STRUCTURES

1.11 PRESERVATION OF HISTORICAL, ARCHAEOLOGICAL AND CULTURAL RESOURCES

1.12 MINIMUM AMOUNT OF INSURANCE REQUIRED

1.13 TIME EXTENSIONS FOR UNUSUALLY SEVERE WEATHER

1.14 PERMITS AND RESPONSIBILITIES

1.15 COORDINATION WITH OTHERS

1.16 SPECIAL SAFETY REQUIREMENTS

1.17 ONE CALL SYSTEMS FOR EXCAVATORS

1.18 ELECTRICAL POWER LINES

1.19 BORROW/DISPOSAL SITES AND QUARRIES

1.20 TAX EXEMPTION

1.21 PRECONSTRUCTION CONFERENCE

1.22 PROGRESS MEETINGS

1.23 VETERANS EMPLOYMENT EMPHASIS FOR U.S. ARMY CORPS OF ENGINEERS

CCONTRACTS

1.24 SECURITY REQUIREMENTS

1.24.1 CLAUSE 2 - Access and General Protection/Security Policy and

Procedures

1.24.2 CLAUSE 15 - E-Verify Program

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

-- End of Section Table of Contents --

SECTION 01 10 00 Page 1

SECTION 01 10 00

06/15

GENERAL PROVISIONS

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

1.2 CERTIFICATES OF COMPLIANCE

Any certificates required for demonstrating proof of compliance of materials with specification requirements must be executed in two copies.

Each certificate must be signed by an official authorized to certify on behalf of the manufacturing company and must contain the name and address of the Contractor, the project name and location, and the quantity and date or dates of shipment or delivery to which the certificates apply.

Copies of laboratory test reports submitted with certificates must contain the name and address of the testing laboratory and the date or dates of the tests to which the report applies. Certification shall not be construed as relieving the Contractor from furnishing satisfactory material, if, after tests are performed on selected samples, the material is found not to meet specific requirements.

1.3 RESPONSIBLITY OF THE CONTRACTOR

The Contractor shall be responsible for the professional quality, technical accuracy and the coordination of all designs, drawings and specifications furnished by the Contractor under this contract. The Contractor shall, without additional compensation, correct or revise designs, drawings and specifications.

Neither the Government's review, approval or acceptance of, nor payment for, any of the services required under this contract shall be construed to operate as a waiver of any rights under this contract or of any cause or action arising out of the performance of this contract, and the Contractor shall be and remain liable to the Government in accordance with applicable law for all damages to the Government caused by the Contractor's negligence in connection with designs, drawings and specifications, furnished under this contract.

The rights and remedies of the Government provided for under the contract are in addition to any other rights and remedies provided by law.

1.4 SUBMITTALS

Government approval is required for submittals with a "G" designation;

SECTION 01 10 00 Page 2 submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following must be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Construction Schedule ; G,CS,AE

Condition of Existing Structures ; G, CS

Coordination with Others ; G,CS,AE

Drug Free Workplace

List of E-Verified/Eligible Candidates ; G, GSE

SD-06 Test Reports

Construction Progress Photographs ; G,CS,AE

Progress Meeting Minutes ; G,CS,AE

SD-11 Closeout Submittals

Construction Complete Photographs ; G,CS,AE

1.5 DRUG FREE WORKPLACE

Refer to FAR CLAUSE 52.223-6 entitled DRUG FREE WORKPLACE in Section 00 70 0 - Conditions of the Contract. Submit within 45 calendar days of Contractor's receipt of the "Development and Submission of Initial Project Submittals".

1.6 REAL ESTATE

All required right-of-way, storage areas and/or other additional real estate that has been obtained is included on the contract drawings.

In the event the Contractor requires any additional access roads and storage areas, they may obtain and utilize them at their own expense. All additional real estate agreements shall clearly relieve the Government of any potential responsibility for damages or liability resulting from the Contractor's use of such grounds.