AMENDMENT NO 0002 GSD 13TH STREET SEWER IMPROVEMENTS.pdf

W81G6601430730

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: GARY SANITARY DISTRICT 13TH AVENUE SANITARY SEWER REPLACEMENT - SECTION 219, GARY, LAKE COUNTY, INDIANA

A. The Bid Opening Date and Time is unchanged by this Amendment, therefore, Bids are due prior to 4:00 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.

- AMENDMENT CONTINUES ON NEXT PAGE -

1. CONTRACT ID CODE PAGE OF PAGES

1 2

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 W912P620B0019

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:

W912P620B0019

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

The following items are applicable to this modification:

SUMMARY OF CHANGES

B. AMENDED SECTION 00 10 00 - SOLICITATION – When submitting Bids, only one copy shall be provided to the government. Accordingly, when mailing your bid, only one complete copy is required or if emailing your bid, only one complete copy is required. Either way, the bid shall conform with the Solicitation requirements.

C. AMENDED SPECIFICATION SECTION: The following Specification Section has been revised.

The revised section is enclosed hereunder and replaces the previously furnished section.

Section 00 31 32.13 has been revised to include geotechnical report.

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

INQUIRY #1: Is there soil borings for review regarding dewatering for this project? I noticed they are mentioned in the specs, but I don't see them in the documents.

If not please ask the owner / engineer for a copy of all geotechnical / soil borings they have for the project so we can properly determine if dewatering is required and to what extent.

USACE RESPONSE INQUIRY #1: 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.

INQUIRY#2: Is there soil borings or geotechnical report available for this project? I am specifically interested in soil borings and grain size analysis if available near the proposed work area.

USACE RESPONSE INQUIRY #2: Please see USACE Response Inquiry #1 of this Amendment number 0002.

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 revised Specification Section follows)

GSD W 13th Avenue Sewer Replacement Project, Gary, IN W912P620B0019

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 0002 - 08/25/20

GSD W 13th Avenue Sewer Replacement Project, Gary, IN W912P620B0019

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:

Geotechnical Engineering Report, Gary Sewer Rehabilitation West 13th Avenue, Gary, Indiana. GEOCON Project No. 20-G0307. Geocon Professional Services, Frankfort, Illinois, March 2020.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

-- End of Section --

DOCUMENT 00 31 32.13 Page 2

AMD 0002 - 08/25/20

March 2, 2020

Ms. Karen Saavedra, PE, CDT Project Manager Structure Point 9025 River Road, Suite 200 Indianapolis, IN 46240

Re: Geotechnical Engineering Report

Gary Sewer Rehabilitation W. 13th Avenue

Gary, Indiana GEOCON Project No. 20-G0307

Dear Ms. Saavedra:

Pursuant to our proposal for geotechnical engineering services, we have completed a subsurface exploration and geotechnical analyses for the above referenced project. This electronic copy of the Geotechnical Engineering Report includes our findings and recommendations for the proposed project referenced above. Please contact our office if you require hard copies of the report.

GEOCON Professional Services, LLC. (GEOCON) appreciates the opportunity to be of service during this phase of the project. If there are any questions or comments you may have regarding the contents of this report, or if we may be of any further service, please contact us at your convenience.

Sincerely, GEOCON Professional Services, LLC.

Nolan W. Hagge, PE Project Engineer

Kenneth K. Rippy, PE Senior Geotechnical Engineer

Geotechnical Engineering Report

Gary Sewer Rehabilitation

W 13th Avenue

Ms. Karen Saavedra, PE, CDT Project Manager Structure Point

9025 River Road, Suite 200 Indianapolis, IN 46240

Prepared By:

GEOCON Professional Services, LLC.

9370 West Laraway Road, Suite D

Frankfort, Illinois 60423

March 2, 2020

TABLE OF CONTENTS

Page

INTRODUCTION 1

PROJECT AND SITE DESCRIPTION 1

SUBSURFACE EXPLORATION 1

Drilling and Sampling Procedures 1 Laboratory Tests 2

PAVEMENT SECTION 2

SOIL CONDITIONS 3

GROUNDWATER CONDITIONS 3

CONSTRUCTION CONSIDERATIONS 3

Sewer Installation and Backfilling 3 Temporary Earth Retention 4 Pavement Subgrade and Evaluation 4 Groundwater Control 5 Excavations 6

GENERAL COMMENTS 6

APPENDIX

Figure 1 - Boring Location Diagram Soil Boring Logs General Notes Grain Size Distribution Test Report Pavement Core Photograph Log

GEOCON

GEOTECHNICAL ENGINEERING REPORT

Gary Sewer Rehabilitation

W. 13th Avenue

INTRODUCTION

This report presents the results of a subsurface exploration for the proposed sewer replacement project planned for W 13th Avenue, in Gary, Indiana. The location of the site is shown on Figure 1 in the Appendix. The purpose of this report was to determine and evaluate the subsurface conditions existing at the subject site, and to establish related geotechnical parameters to be utilized for the economical design of the new sewer.

Authorization to perform this subsurface exploration and analysis was given in the form of a signed subcontract agreement in accordance with GEOCON’s Proposal Number 19-P766, dated December 19, 2019.

PROJECT AND SITE DESCRIPTION

The project consists of a geotechnical investigation for the proposed W 13th Avenue sanitary sewer replacement project, beginning at Grant Street and extending west to Roosevelt Street, in the City of Gary, Indiana. These improvements include design and installation of a new sanitary sewer that will replace the existing 42-inch sewer line. The existing sewer is located in the center of W 13th Avenue. The total project length is approximately 2,000 feet and the invert of the new sewer is anticipated to be between 10 to 15 feet below grade. Additionally, it is understood that full width pavement replacement will be included in the scope of the project.

The project is in the preliminary planning stages, and no other information regarding the project was available at the time this report was prepared.

SUBSURFACE EXPLORATION

As requested, two (2) borings were advanced for the project at the location shown on the Boring Location Diagram, labeled Figure 1, included in the Appendix. The borings were performed within the pavement surface of W 13th Avenue and the pavement cores were obtained at both of the boring locations. The borings were then advanced to a depth of 25 feet below grade.

The boring locations were staked in the field by GEOCON at the time of drilling, and ground surface elevations of the borings were estimated from the provided topographic survey. The approximate ground surface elevation at the boring location is indicated on the boring logs provided in the Appendix.

Drilling and Sampling Procedures

The soil boring was performed with a truck-mounted drilling rig equipped with a rotary head.

Conventional, continuous flight, hollow-stem augers were used to advance the boring with representative samples obtained in the boring employing split-barrel sampling techniques in accordance

W. 13th Avenue Sewer Rehabilitation Gary, Indiana with ASTM Procedure D-1586. Soil samples were secured at 2.5-foot intervals to 20 feet and then in 5 foot intervals to the termination depth of each boring.

The Standard Penetration Test (SPT) is defined as the number of blows required to advance a 2 inch O.D., split-barrel sampler a distance of one foot by a 140 pound hammer falling 30 inches, commonly described as the N-value. These sampler resistances provide a useful indication of the consistency or relative density of most soil deposits and are reported on the boring log presented in the Appendix.

It should be noted that it is difficult to determine the stratigraphy the upper 2 to 3 feet of the profile from soil borings due to the size of the bore hole, about 6 inches in diameter, and intermittent sample intervals.

Further, the split spoon sampler tends to push through softer soils such as fill or topsoil, resulting in little or no sample recovery from these soils. It is recommended that shallow test pits be excavated to better define the exact depth of topsoil or fill if such information is required prior to construction.

Water level observations made during drilling operations are noted on the boring logs.

Laboratory Tests

Additional characteristics of the foundation materials were determined in the laboratory to provide data on which to classify and estimate the engineering properties of the subsurface soil deposits encountered in the boring. All samples were visually classified by the geotechnical engineer according to the Unified Soil Classification System (ASTM D-2488). An explanation of the symbols used in this system is included in the Appendix.

Representative samples were tested in the laboratory to determine the natural moisture content of the soils. All moisture contents are expressed as a percentage of the dry weight of soil. Grain size analyses were performed on selected soil samples in accordance with ASTM D-422.

The laboratory testing program selected for this project is intended to assist with determination of soil classification as well as strength and deformation characteristics of the subsurface soil deposits that will be useful in design of excavations. All laboratory testing was performed in general accordance with the respective ASTM Methods, as applicable, and the results are included on the boring log included in the Appendix. Unless notified to the contrary, all samples will be disposed of after one month.

PAVEMENT SECTION

The following table provides a summary of the pavement section measured at the time of drilling:

TABLE 1: EXISTING PAVEMENT SECTION THICKNESS

Boring No.

HMA Thickness (in.)

Concrete Thickness (in.)

Aggregate Base Thickness (in.)

Subgrade Moisture

Content (%)

IBV

B-1 3.0 6.0 0.0 18.5 1.7 B-2 6.5 6.0 0.0 17.5 3.7

Gary, Indiana

SOIL CONDITIONS

The types of subsurface materials encountered at the test boring locations are described on the Soil Boring Log. The lines delineating the changes in strata on the logs represent an approximate boundary between the various soil classifications. It must be recognized that the soil descriptions are considered representative for the specific test hole location, but that variations may occur between the sampling intervals and at other locations on the site. A summary of the major soil profile components is described in the following paragraphs. A more detailed description and supporting data for the boring location can be found on the individual boring log.

As noted on the logs, the pavement section consisted of 3 to 6.5 inches of HMA underlain by 6 inches of concrete with no underlying aggregate base. Beneath the pavement section dark brown and black sand fill with varying amounts of silt extended to depths ranging between 3 to 4 feet below grade. The sand fill was described as very loose to medium dense with standard penetration resistances (N-values) ranging from 4 to 11 blows per foot and IBVs ranging from 1.7 to 3.7. The upper sand fill was underlain by brown poorly graded sand (SP) which transitioned to gray poorly graded sand with silt (SP-SM) and these strata extended to the termination depth of the borings at 25 feet below grade. The sand was described as very loose to medium dense with standard penetration (N-values) ranging from 3 to 21 blows per foot. The sand was saturated with groundwater below a depth of about 6 feet.

GROUNDWATER CONDITIONS

Groundwater was encountered in the borings at a depth of about 6 feet, which corresponds to an elevation ranging from about 591 to 589 feet, NAVD “88” (based on surface elevations estimated from the provided topographic survey). It should be noted that due to the relatively short times after completion of drilling at which the water level measurements were made, these observed groundwater levels may not indicate the static water level present at the time of construction. It should be noted that groundwater levels fluctuate over time and are influenced by seasonal precipitation.

CONSTRUCTION CONSIDERATIONS

Sewer Installation and Backfilling

It is recommended that the sewer construction be performed in accordance with the INDOT Standard Specifications, or the Project Specifications, as applicable. The trench should be excavated and backfilled in accordance with requirements of the INDOT Standard Specifications, Section 715.

According to the specifications referenced above, if a firm foundation is not encountered at the required grade, the unstable material shall be removed to such a depth that when replaced with suitable material, usually B Borrow or Structural Backfill, compacted, and property shaped, it will produce a uniform and stable foundation along the entire length of pipe. All trenches shall be kept free from water during installation of the pipe and completion of the backfilling operations.

It is recommended that fill materials used for structural support consist of Structure Backfill placed in accordance with Section 211. All structural fill should be placed on firm subgrades, and the fill should be placed in lifts and properly compacted. Unless otherwise specified, structural fill should be placed in 8 inch or less loose lifts and compacted to at least 95 percent of the maximum dry density as determined by AASHTO T-99 (Standard Proctor) method of test. However, structural fill being utilized for pavement

Gary, Indiana subgrade is required to be compacted to 100 percent of a standard proctor. Further, the fill should be placed within (+/–) 2 percent of the optimum moisture content value determined by laboratory Proctor testing.

GEOCON recommends protecting the construction, especially compacted backfill soils, from the effects of frost when construction is carried out during cold weather. GEOCON recommends that the evaluation of the subgrade and selection of fill materials for various applications should be done in consultation with the geotechnical engineer, and placement of fill for structural applications be monitored and tested by a representative of the geotechnical engineer.

Temporary Earth Retention

It is anticipated that the proposed sanitary sewer will be installed using variable width trench boxes to stabilize the excavation side walls, provided the site is adequately dewatered prior to beginning construction. As an alternative, internally braced sheet piling may also be considered to support adjacent structures to reduce groundwater infiltration. The following discussion contains the applicable geotechnical design parameters for design of the earth retention system.

Excavations for the sewer may require an engineered earth retention system (ERS). A typical earth retention system utilized in the area consists of interlocking steel sheeting. The sequence of the excavation process relative to the installation of the retention system will need to be carefully planned and executed. The steel sheeting will need to extend a sufficient distance into the underlying soils to provide sufficient passive resistance, prevent a global stability failure, and allow the system to function as a groundwater cut-off. Due to the anticipated depth, a series of internal brace levels may be required to prevent excessive deflection and ensure adequate stability.

The design of the earth retention system is typically executed by the ERS contractor and completed under the supervision of a Registered Engineer in Indiana. The design of the retention system will need to account for lateral forces not only due to the retained soil profile and groundwater table, but also anticipated surface surcharge loads, equipment loads, construction loads, and deflection limits.

Earth retention systems can be preliminarily designed using equivalent fluid pressures. Above the water table, a pressure of 40 psf per foot of excavation depth should be used for the design. Below the water table, a combined earth and water pressure of 82 psf per foot should be utilized. Adjustments to the recommended general pressure distributions may be necessary depending on construction staging, surcharge loading, or bracing requirements. If multiple brace levels are utilized, the appropriate “apparent earth pressure” distribution should be used in design after multiple brace levels are in place.

Any surcharge loads (due to adjacent roadways, foundations or equipment) within the area that projects upward from the base of the cut on a 45-degree angle, should be included as additional lateral pressures on the system. A uniform surcharge of 250 psf (or an equivalent 2 feet of soil) should be assumed at the ground surface next to the retention system to represent general construction loading and/or traffic.

Higher loading may be computed for specialty equipment such as large excavators, loaders or loaded trucks.

Pavement Subgrade Evaluation and Preparation

The existing HMA ranged in thickness from 3 to 6.5 inches and was underlain by 6 inches of concrete. It understood that full width pavement replacement will be completed for this project.

Gary, Indiana

The subgrade in the new pavement areas will consist primarily of dark brown to black sand fill with moisture contents ranging from 17.5 to 18.5 percent and IBVs ranging from 1.7 to 3.7 which is indicative of loose subgrade soils. For local or municipal roads, the decision whether or not to include subgrade remedial action is typically left to the discretion of the Engineer or Municipality and is based on both pavement design and budgetary constraints. Based on the subgrade conditions encountered at the boring locations, it is recommended that Type III subgrade treatment in accordance with INDOT Standard Specifications be used for the pavement subgrade improvement for this project. The Type III subgrade treatment consists of in place compaction to density and moisture specifications in accordance with Section 203.23. A representative of GEOCON should be present to perform density and DCP testing and make recommendations related to any additional subgrade improvement necessary.

All earthwork, with regards to subgrade preparation should be in accordance with the INDOT Standard Specifications. Compaction for subgrade and aggregate base materials should be at least 100 percent Standard Proctor density (AASHTO T-99) in accordance with INDOT Section 207.03.

The subgrade stability will be influenced by such factors as surface drainage provided by the contractor as well as the prevailing temperature and precipitation experienced during construction. The amount of traffic and subgrade disturbance created by heavy construction vehicles will also have an influence on subgrade stability. The contractor should try to make full use of inlets or ditches in order to maintain positive drainage for subgrade areas. Temporary drainage ditches or pumping from depressional areas should be provided as needed during construction in order to prevent ponded water from affecting the stability of the roadway subgrade.

The need for undercutting unstable subgrade and aggregate replacement fill should be based on direct observations made during construction once the subgrade soils are exposed and proof rolling or DCP testing procedures can be conducted. Normal procedure requires DCP or density testing immediately prior to placing aggregate base material, in order to document the need for further subgrade improvement.

GEOCON recommends that the evaluation of the subgrade and selection of fill materials for various applications should be done in consultation with the geotechnical engineer, and placement of fill be monitored and tested by a representative of the geotechnical engineer.

Groundwater Control

We anticipate that a groundwater control system and an earth retention system will be required to facilitate construction. Recommendations for the design and construction of these systems are beyond the scope of this report and are typically provided by the contractor(s) involved in the construction. It should be noted that lowering a groundwater level increases the effective stress of soils and can contribute to settlement of adjacent structures. Special design and construction considerations will therefore be required for this project due to the proximity of existing improvements.

Groundwater was encountered in the soil borings, while drilling, at a depth of about 6 feet and the trench depth is anticipated to be around 15 feet below grade. The depth of excavation extends below the groundwater table present at the time of the subsurface exploration. The contractor should anticipate the presence of significant groundwater infiltration into the excavation, which will affect excavation stability. It is recommended that appropriate dewatering methods be utilized for this

Gary, Indiana project, to control any groundwater seepage encountered during excavation, and that the construction is completed under relatively dry conditions.

Design and implementation of an adequate dewatering system should be the sole responsibility of the contractor or their qualified dewatering subcontractor.

Excavations

All excavations should comply with the requirements of OSHA 29CFR, Part 1926, Subpart P, "Excavations" and its appendices, as well as other applicable codes. This document states that the excavation safety is the sole responsibility of the contractor. Reference to this OSHA requirement should be included in the project specifications. Slope heights, slope inclinations and/or excavation depths should in no case exceed those specified in local, state or federal safety regulations, including current OSHA excavation and trench safety standards. We understand excavation to about 15 feet below the existing grade will be required for the sewer construction. According to OSHA regulations, side slopes and/or bracing must be designed by a professional engineer for any excavations extending to a depth greater than 20 feet. Where variable fill and/or groundwater is present, flatter slopes than those required by OSHA could be required to maintain the stability of the excavation(s). It should be noted that the subsurface soil types may vary between or beyond the boring locations.

Excavations near existing foundations, roads and utilities should be made with caution as disturbance within influence zones that support adjacent elements could result in damage and excessive settlement.

If the proposed construction will extend into the influence zone of the existing structures or utilities, a shoring or underpinning system would be required to protect or support the adjacent structures.

GENERAL COMMENTS

This geotechnical exploration and analysis has been conducted to aid in the evaluation of the subsurface conditions on the subject site. The recommendations presented herein are based on the available soil information obtained and the design information provided. Any changes in the soil conditions encountered during construction, design, or location should be brought to the attention of the soils engineer to determine if modifications in the recommendations are required. The final design plans and specifications should also be reviewed by the soils engineer to determine that the recommendations presented herein have been interpreted and implemented as intended. It is recommended that the earthwork and foundation operations be monitored by the Geotechnical Engineer, to test and evaluate the bearing capacities, and the selection, placement and compaction of controlled fills.

This geotechnical study has been conducted in a manner consistent with that level of care ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. The findings, recommendations, and opinions contained herein have been promulgated in accordance with generally accepted practice in the fields of foundation engineering, soils mechanics, and engineering geology. No other representations, expressed or implied, and no warranty or guarantee is included or intended in this report.

APPENDIX

Figure 1 - Boring Location Diagram

Soil Boring Logs General Notes

Grain Size Distribution Test Report

9370 Laraway Road, Suite D Frankfort, IL 60423 P.815.806.9986 F. 815.464.8691

FIGURE 1

BORING LOCATION DIAGRAM

Sewer Rehabilitation Project

PROJECT NO. 20-G0307

DATE: February 2020

18.5

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596.3

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(FILL)

very loose, moist brown POORLY GRADED SAND very loose to medium dense, moist to wet gray POORLY GRADED SAND with

SILT

very loose to medium dense, wet

Bottom of borehole at 25.0 feet.

3-2-2 (4)

2-1-2 (3)

3-3-3 (6)

5-5-8 (13)

6-9-11 (20)

2-1-2 (3)

2-1-1 (2)

3-3-1 (4)

4-6-8 (14)

1.7

GROUND WATER LEVELS:

NOTESCOMPLETION DEPTH 25 ft

AT TIME OF DRILLING 6.00 ft / Elev 591.00 ft

AT END OF DRILLING 6.00 ft / Elev 591.00 ft

AFTER DRILLING ---

BACKFILL Soil Cuttings

GROUND ELEVATION 597 ft

CAVE DEPTH ft

DATE COMPLETED 2/20/20 LOGGED BY TW/KM DRILLING METHOD 3.25 in. HSA

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PROJECT LOCATION West 13th Avenue, Gary, Indiana

PROJECT NAME Gary Sewer Rehabilitation

PROJECT NUMBER 20-G0307

CLIENT Structure Point

Lines of Demarcation represent an approximate boundary between soil types. Variations may occur between sampling intervals and between boring locations, and the transition may be gradual. Dashed lines are indicative of potentially erratic or unknown changes.

nhagge Typewritten Text

(NAVD "88")

nhagge Typewritten Text

(NAVD "88")

nhagge Typewritten Text

,NAVD"88"

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SILT

loose to medium dense, wet

Bottom of borehole at 25.0 feet.

11-7-4 (11)

1-2-3 (5)

8-3-4 (7)

10-8-9 (17)

3-5-8 (13)

6-5-11 (16)

5-8-13 (21)

4-4-4 (8)

2-3-3 (6)

3.7

GROUND WATER LEVELS:

NOTESCOMPLETION DEPTH 25 ft

AT TIME OF DRILLING 6.00 ft / Elev 589.00 ft

AT END OF DRILLING 6.00 ft / Elev 589.00 ft

AFTER DRILLING ---

BACKFILL Soil Cuttings

GROUND ELEVATION 595 ft

CAVE DEPTH ft

DATE COMPLETED 2/20/20 LOGGED BY TW/KM DRILLING METHOD 3.25 in. HSA

D E

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MATERIAL DESCRIPTION

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PROJECT LOCATION West 13th Avenue, Gary, Indiana

PROJECT NAME Gary Sewer Rehabilitation

PROJECT NUMBER 20-G0307

CLIENT Structure Point

Lines of Demarcation represent an approximate boundary between soil types. Variations may occur between sampling intervals and between boring locations, and the transition may be gradual. Dashed lines are indicative of potentially erratic or unknown changes.

nhagge Cross-Out nhagge Typewritten Text

(NAVD "88")

nhagge Typewritten Text

(NAVD "88")

nhagge Typewritten Text

,NAVD"88"

CLIENT: Structure Point

PROJECT NUMBER: 20-G0307

PROJECT NAME: W 13th Avenue, Sewer Rehabilitation Project

PROJECT LOCATION: Gary, Indiana

SAMPLE IDENTIFICATION

Visual soil classifications are made in general accordance with the United Soil Classification System (USCS) on the basis of textural and particle size categorization, and various soil behavior characteristics. Visual classifications should be substantiated by appropriate laboratory testing when a more exact soil identification is required to satisfy specific project applications criteria.

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487-98)

P

LA

S T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

"A " L

IN

E

CL-ML

0 10 20 30 40 50 60 70 80 90 100 110 120

OH & MHCL

CH

LIQUID LIMIT (%)

Split Spoon (SS)

Shelby Tube (ST)

PROJECT SAMPLE TYPES

SS

ST

AU

MC

-200

Qp

Qu

ABBREVIATIONS

LIQUID LIMIT (%)

PLASTIC LIMT (%)

PLASTIC INDEX (%)

NON PLASTIC

DRY DENSITY (PCF)

DYNAMIC CONE PENETROMETER

IMMEDIATE BEARING VALUE

SPLIT-SPOON SAMPLE

SHELBY TUBE SAMPLE

AUGER SAMPLE

MOISTURE CONTENT (%)

PERCENT PASSING NO. 200 SIEVE

POCKET PENETROMETER (TSF)

UNCONFINED STRENGTH (TSF)

LL

PL

PI

NP

DD

DCP

IBV

ASPHALT: Asphalt CL: USCS Low Plasticity Clay CL-ML: USCS Low Plasticity Silty Clay

CLS: USCS Low Plasticity Sandy Clay FILL: Fill (made ground) SP: Poorly Graded Sand

TOPSOIL: Topsoil

PROJECT LITHOLOGIC SYMBOLS (USCS)

GENERAL NOTES

G

P S

G E

O G

E N

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A L

N O

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ORGANIC

INORGANIC

SANDS AND FINES

>12% FINES

CLEAN SANDS

<5% FINES

F

IN

E -G

R A

IN

E

D S

O

IL

S

P A

S S

E S

N O

. 2

S

IE

V E

Cu 6 AND 1 Cc 3

Cu 6 AND/OR 1 Cc 3

FINES CLASSIFY AS ML OR MH

FINES CLASSIFY AS CL OR CH

PI>7 AND PLOTS>"A" LINE

PI>4 AND PLOTS<"A" LINE

LL (oven dried)/LL (not dried)<0.75

PI PLOTS >"A" LINE

PI PLOTS <"A" LINE

LL (oven dried)/LL (not dried)<0.75

FINES CLASSIFY AS ML OR CL

FINES CLASSIFY AS CL OR CH

HIGHLY ORGANIC SOILS

C O

A R

S E

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A

IN

E D

S O

IL

S

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ORGANIC

MATERIAL

TYPES CRITERIA FOR ASSIGNING SOIL GROUP NAMES

GW

GP

GM

GC

SW

SP

SM

SC

CL

ML

OL

CH

MH

OH

PT

CLEAN GRAVELS

<5% FINES

PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR

WELL-GRADED GRAVEL

POORLY-GRADED GRAVEL

SILTY GRAVEL

CLAYEY GRAVEL

WELL-GRADED SAND

POORLY-GRADED SAND

SILTY SAND

CLAYEY SAND

LEAN CLAY

SILT

ORGANIC CLAY OR SILT

FAT CLAY

ELASTIC SILT

ORGANIC CLAY OR SILT

>50% OF COARSE

FRACTION PASSES

ON NO 4. SIEVE

GRAVELS WITH FINES

>12% FINES

SOIL GROUP NAMES & LEGENDGROUP

SYMBOL

GRAVELS

INORGANIC

>50% OF COARSE

FRACTION RETAINED

ON NO 4. SIEVE

SILTS AND CLAYS

LIQUID LIMIT<50

SILTS AND CLAYS

LIQUID LIMIT>50

SANDS

RELATIVE DENSITY CONSISTENCY

0 - 0.25

0.25 - 0.50

0.50 - 1.0

1.0 - 2.0

2.0 - 4.0

OVER 4.0

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

COMPRESSIVE

STRENGTH (TSF)

NON-COHESIVE SOILS COHESIVE SOILS

* N-VALUE: NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2

INCH O.D. (1-3/8 INCH I.D.) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH

DRIVE (ASTM-1586 STANDARD PENETRATION TEST).

0 - 4

4 - 10 10 - 30 30 - 50

OVER 50

N-VALUE* N-VALUE*

0 - 2

2 - 5

5 - 10

10 - 14

14 - 32

OVER 32

VERY SOFT

SOFT

MEDIUM STIFF

STIFF

VERY STIFF

HARD

SOIL RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION

9370 W. Laraway Road, Suite D Frankfort, IL 60423 Phone 815-806-9986

Cu 4 AND 1 Cc 3

Cu 4 AND/OR 1 Cc 3

0.0010.010.1110100

PI Cc CuLL PL

2.25

1.51

0.94

0.92

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL

1.5

5.0

1.18

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

POORLY GRADED SAND(SP)

POORLY GRADED SAND with SILT(SP-SM)

Classification

D100 D60 %Gravel

0.198

0.118

B-1

B-2 coarse

SILT OR CLAY

finemedium

6.0

16.0

%Sand %Silt %Clay

0.0

0.0

98.5

95.0

BOREHOLE DEPTH

D50

0.174

0.109

3 100

B-1

B-2

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

16.0

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

BOREHOLE DEPTH D10

0.088

0.078

CLIENT Structure Point

PROJECT NUMBER 20-G0307

PROJECT NAME Gary Sewer Rehabilitation

PROJECT LOCATION West 13th Avenue, Gary, Indiana

PRINT DATE 2/27/2020

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B-01 Pavement Core Location: W. 13th Ave 3” Asphalt Pavement

6” Concrete *** Asphalt Core thickness based on field measurement

Various Streets Gary, Indiana

PROJECT NUMBER:

20-G0307

B-02 Pavement Core Location: W. 13th Ave

6.5” Asphalt Pavement 6” Concrete

*** Asphalt Core thickness based on field measurement

Various Streets Gary, Indiana

PROJECT NUMBER:

20-G0307

GENERAL COMMENTS