W912P620B0006_475638_Crossroads_Lift_Station_Rehabilitation_Lake_Station_IN_RTA_SPECS_19-Aug-21.pdf

SOLICITATION NO: W912P621B0006

CHICAGO DISTRICT

LEADERS IN CUSTOMER CARE

CROSSROADS LIFT STATION

REHABILITATION, LAKE

STATION, INDIANA

CONSTRUCTION SOLICITATION

AND SPECIFICATIONS

Certified Final Documents – Ready to Advertise W912P621B0006 August 19, 2021

Crossroads Lift Station Rehabilitation, Lake Station, Indiana W912P621B0006

PROJECT TABLE OF CONTENTS

DIVISION 00 PROCUREMENT AND CONTRACTING REQUIREMENTS

00 10 00 SOLICITATION

00 21 13 INSTRUCTIONS TO BIDDERS

00 22 13 SUPPLEMENTARY INSTRUCTIONS TO BIDDERS

00 45 00 REPRESENTATIONS AND CERTIFICATIONS

00 70 00 CONDITIONS OF THE CONTRACT

00 73 00 SUPPLEMENTARY CONDITIONS

WAGE RATES

DIVISION 00 LEVEL 2 – SUBSURFACE IMFORMATION

00 31 32.13 SUBSURFACE DRILLING AND SAMPLING INFORMATION

DIVISION 01 GENERAL REQUIREMENTS

01 10 00 GENERAL PROVISIONS

01 11 00 SUMMARY OF WORK

01 22 00.00 10 PRICE AND PAYMENT PROCEDURES

01 33 00 SUBMITTAL PROCEDURES

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

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

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 20.02 03 ENVIRONMENTAL PROTECTION FOR INDIANA

01 58 00 PROJECT IDENTIFICATION

01 78 00 CLOSEOUT SUBMITTALS

DIVISION 03 CONCRETE

03 30 53 MISCELLANEOUS CAST-IN-PLACE CONCRETE

03 42 13.00 10 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE

CONSTRUCTION

DIVISION 26 ELECTRICAL

26 05 00.00 40 COMMON WORK RESULTS FOR ELECTRICAL

26 05 19.10 10 INSULTATED WIRE AND CABLE

26 05 26.00 40 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

26 24 16.00 40 PANELBOARDS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 56 00 EXTERIOR LIGHTING

DIVISION 31 EARTHWORK

31 23 00.00 20 EXCAVATION AND FILL

DIVISION 32 EXTERIOR IMPROVEMENTS

32 11 23 AGGREGATE BASE COURSES

32 12 13 BITUMINOUS TACK AND PRIME COATS

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

32 31 13 CHAIN LINK FENCES AND GATES

32 92 19 SEEDING

DIVISION 33 UTILITIES

33 30 00 SANITARY SEWRAGE

33 31 23.00 10 SANITARY SEWER FORCE MAIN PIPING

33 32 16 PACKAGED UTILITY WASTEWATER PUMPING STATIONS

-- End of Project Table of Contents –

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

RTA - 08/19/21

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, Cross Road Pump Station, Shelby Street and 21st Street, Lake Station, Lake County, Indiana. AES Project No.

2020-1032G. Advanced Engineering Services, April 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

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

American Structurepoint Inc.

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

D E

P T

H (f t)

S A

M P

LE

T

Y P

E N

U M

B E

R

MATERIAL DESCRIPTION

G R

A P

H

IC

LO

G

S T

D

P E

N

T E

S T

S P

T

N V

A

LU

E

) ATTERBERG

LIMITS

P

LA

S T

IC

IT

Y

IN

D E

X

P

LA

S T

IC

LI

M

IT

LI

Q

U

ID

LI

M

IT

H A

N D

P E

N

(t sf

R E

C O

V E

R Y

U N

C O

N F

IN

E

D (t sf

M O

IS

T

U R

E C

O N

T E

N T

D R

Y U

N

IT

W T

(p cf

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.

R E

C G

R A

P H

IC

S

B H

C O

LU

M

N

G

IN

T S

T D

U S

L A

B A

E S

.G D

T

/2

9/

:0

H

:\2

\1

G A

S P

L A

K E

S T

A T

IO

N

L S

\C R

O S

S R

O A

D L

IF

T

S T

A T

IO

N

\B O

R

IN

G L

O G

C R

O S

S R

O A

D P

U M

P S

T A

T

IO

N .G

P J

Advanced Engineering Services Inc.

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

0.0010.010.1110100

PI Cc

NPNP

CuLL PL

NP

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

8.5

%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

8.5

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

CLIENT American Structurepoint Inc.

PROJECT NUMBER 2020-1031G

PROJECT NAME Proposed Crossroad Pump Station

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

G R

A

IN

S

IZ

E

G

IN

T S

T D

U S

L A

B .G

D T

/2

/2

7:

H :\2

\1

G

A S

P L

A K

E S

T A

T

IO

N L

S \C

R O

S S

R O

A D

L

IF

T S

T A

T

IO

N \B

O R

IN

G

L O

G C

R O

S S

R O

A D

P U

M P

S T

A T

IO

N

.G P

J Advanced Engineering Services Inc.

7439 Calumet Avenue

0.0010.010.1110100

PI Cc

NPNP

CuLL PL

NP

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

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

CLIENT American Structurepoint Inc.

PROJECT NUMBER 2020-1031G

PROJECT NAME Proposed Crossroad Pump Station

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

G R

A

IN

S

IZ

E

G

IN

T S

T D

U S

L A

B .G

D T

/2

/2

7:

H :\2

\1

G

A S

P L

A K

E S

T A

T

IO

N L

S \C

R O

S S

R O

A D

L

IF

T S

T A

T

IO

N \B

O R

IN

G

L O

G C

R O

S S

R O

A D

P U

M P

S T

A T

IO

N

.G P

J Advanced Engineering Services Inc.

7439 Calumet Avenue

0.0010.010.1110100

PI Cc

NPNP

CuLL PL

3.361.62NP

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL

0.85

SAND

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

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

CLIENT American Structurepoint Inc.

PROJECT NUMBER 2020-1031G

PROJECT NAME Proposed Crossroad Pump Station

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

G R

A

IN

S

IZ

E

G

IN

T S

T D

U S

L A

B .G

D T

/2

/2

7:

H :\2

\1

G

A S

P L

A K

E S

T A

T

IO

N L

S \C

R O

S S

R O

A D

L

IF

T S

T A

T

IO

N \B

O R

IN

G

L O

G C

R O

S S

R O

A D

P U

M P

S T

A T

IO

N

.G P

J Advanced Engineering Services Inc.

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.

7439 Calumet Avenue I Hammond, IN 46324

219 933 7888 I www.adv-engrs.com

August 17, 2020

American Structurepoint Inc.

Re: Addendum No. 1 to the Report of Geotechnical Engineering Exploration

NWC of I-94 Ramp and Ripley Street

Dear Ms. Fort:

Advanced Engineering Services (AES) is pleased to submit herewith our Addendum No. 1 to the report of a geotechnical engineering exploration for the proposed Cross Road pump station to be constructed 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 via Task Order dated March 25, 2020.

Results of the soil boring completed at the site was submitted via report dated April 29, 2020. Purpose of this addendum is to summarize groundwater observations completed between April 15, 2020 and

August 14, 2020.

As requested, a temporary piezometer was installed at the site to monitor groundwater level fluctuation between the time period listed above. A total of eight (8) groundwater level readings were recorded during the time period and is summarized on the attached table.

AES appreciates the opportunity to be of continued 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)

Attachment Summary of Groundwater Level Observations mailto:CFort@Structurepoint.com

Ground Water Level Measurements

219 933 7888, www.adv-engrs.com

Project Name: Crossroad Lift Station, Lake Station, Indiana

Client: American Structurepoint Inc.

Project Location: Ripley Street and I-94, Lake Station, IN

Project No. 2020-1031G

Well Installed: 04/15/20 Water Level 5 ft

Boring Surface

Elev.

Well

Depth, ft

Observation

Date Time

Ground Water

Depth BGS, ft

Ground Water

Elev, ft

C-1 594 10 5/5/2020 12:00 PM 5.4 588.6

C-1 594 10 5/19/2020 3:00 PM 4.9 589.1

C-1 594 10 6/3/2020 3:30 PM 5.8 588.2

C-1 594 10 6/16/2020 4:00 PM 6.2 587.8

C-1 594 10 7/2/2020 2:30 PM 6.1 587.9

C-1 594 10 7/13/2020 3:30 PM 6.4 587.6

C-1 594 10 7/29/2020 10:30 AM 6.5 587.5

C-1 594 10 8/14/2020 3:30 PM 6.8 587.2

Remarks:

Measured by: CH Reviewed by: AZ

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. Additional agreements obtained by the Contractor should be furnished to the Contracting Officer and be coordinated and acknowledged sufficient prior to application and execution.

Additional real estate agreements may also be obtained by the Government after the solicitation. If utilized, the Contractor is required to abide by all terms and conditions as set forth in the agreements.

1.7 CONSTRUCTION SCHEDULE

An initial baseline Construction Schedule Construction Schedule shall be submitted within 14 calendar days of Notice to Proceed. This schedule shall use the date of Notice to Proceed as the start date and shall show the work completed on the Contract Required Completion Date, as indicated in the FAR clause entitled COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK in Section 00 70 00 - Conditions of the Contract. At a minimum, the

SECTION 01 10 00 Page 3 schedule shall include the following items:

a. Submittal, Government review, and approval of preconstruction submittals, including the Contractor Quality Control Plan, the Accident Prevention Plan, the Environmental Protection Plan, and other major work plan and materials submittals;

b. Procurement of any long lead-time equipment or materials, if any;

c. Mobilization;

d. The sequencing of each major on-site work activity from preparatory work through completion of the field work;

e. Pre-final inspection, correction of punch list items, and final inspection;

f. Demobilization; and

g. Preparation, submittal, and Government review and approval of as-built drawings and closeout submittals.

In addition to the initial baseline schedule, electronic and hard copies of an updated Construction Schedule Submittal shall be included with each payment estimate/request for payment. These schedule updates shall compare the initial baseline schedule to an updated schedule showing the actual work progress to date and a projection of the work schedule for the remainder of the Contract.

All schedule submittals shall include a tabulated earnings projection, in a format acceptable to the COR, that lists the estimated earnings for each month of the Contract duration.

1.8 CONSTRUCTION PROGRESS PHOTOGRAPHS

Provide photographs documenting the work progress during construction.

Monthly photography must be performed between the first and fifth of each month during construction.

Submit photographs to the Contracting Officer no later than the tenth of each month the photographs are taken.

1.8.1 Photographic Documentation

Provide a minimum of six views from varying positions to document the monthly work accomplished. Additional views and positions may be required by the Contracting Officer to document the monthly work progress. Any additional photographs required must be done at no additional cost to the Government.

1.8.1.1 Digital Photographic Media

Photographs must be a minimum of four megapixels in JPEG format and submitted on CD-ROM or DVD. Submit two copies of all disks. All disks must be labled accordingly:

a. Contract Title, SECTION 01 10 00 Page 4

b. Contract Number, and

c. Photography Date.

d. File name shall include date, location, and brief description.

1.8.2 Construction Complete Photographs

Pursuant to the final inspection by the Contracting Officer, submit photographs documenting the final conditions at the completion of the contract.

Submit photographs in the same quantity, media and labeling as the construction progress photographs.

Submit construction complete photographs within ten business days after final inspection by the Contracting Officer.

1.8.3 Payment and Acceptance

No separate payment will be made for providing approved progress and completion photographs required under this contract. All costs in connection therewith shall be considered a subsidiary obligation of the Contractor.

The progress photographs and the final conditions photographs will be jointly reviewed for accuracy and completeness by the COR and the Contractor prior to submission of each monthly pay estimate. If the Contractor fails to maintain the progress photographs as specified, the COR must deduct from the monthly progress payment an amount representing the estimated cost of the progress photographs.

1.9 INSPECTION

The presence or absence of a Quality Assurance representative shall not relieve the Contractor of responsibility for the proper execution of work in accordance with the plans and specifications.

1.10 CONDITION OF EXISTING STRUCTURES

Prior to commencement of operations by the Contractor at the site, a detailed survey will be made of all existing structures that may be affected by the Contractor's operations. The survey will be conducted in coordination with local interests, Contractor, Corps of Engineers Representative, and private parties concerned and will be sufficient in scope to provide advance agreement among all concerned as to the condition of the existing structures. Participate in pre-construction surveys of existing structures as deemed necessary to permit determination and accurate assessment of any subsequent damage to existing structures that may be incurred during the period of the contract.

1.11 PRESERVATION OF HISTORICAL, ARCHAEOLOGICAL AND CULTURAL RESOURCES

If, during construction activities, the Contractor observes items that might have historical or archaeological value, such observations must be reported immediately to the COR so that the appropriate authorities may be notified and a determination can be made as to their significance and what, if any, special disposition of the finds should be made. Cease all activities that may result in the destruction of these resources and

SECTION 01 10 00 Page 5 prevent employees from trespassing on, removing, or otherwise damaging such resources.

1.12 MINIMUM AMOUNT OF INSURANCE REQUIRED

In accordance with FAR CLAUSE entitled INSURANCE - WORK IN A GOVERNMENT INSTALLATION, the following minimum insurance coverages and limits are required. The term "Installation" referred to in this clause is deemed to mean Corps of Engineers project site or Federal property.

a. Evidence of the following minimum insurance coverages and limits, with concurrent policy expiration dates, must be received by the Department of the Army, Corps of Engineers before the Contractor can begin work. This evidence must be on a fully-completed, signed and dated ACORD Certificate of Insurance. In addition, policy endorsements must be issued by or in behalf of the insuring company or companies naming the Department of the Army, Corps of Engineers, and Lake Station Sanitary District, Lake Station, Indiana, as Additional Interest Insured regarding the work. The endorsements must also provide that the Department of the Army, Corps of Engineers receive direct written notice at least 30 calendar days before the effective date of any material changes to, any cancellation of, or any non-renewal of these coverages during the time period of the Contractor's work. These endorsements must also be received by the Department of the Army, Corps of Engineers before the Contractor can begin work.

b. Should the coverages expire or be terminated during the time period of the Contractor's work, the Department of the Army, Corps of Engineers must receive an ACORD Certificate of Insurance as evidence of renewal or replacement insurance coverage and the supporting policy endorsements as specified above. The required evidence of renewal replacement insurance must be received by either the Contracting Officer or Contracting Officer's Representative at least 10 calendar days before the coverage expires or is being terminated.

c. All insuring companies must be rated A- or Excellent or better, by A.M. Best Company, an independent insurance rating service. The ACORD Certificate must list the A.M. Best Company insurance company code of listed insurance companies being offered.

Comprehensive General Liability (Occurrence policy form only) General Aggregate $2,000,000 Products/Completed Operations $2,000,000 Each Occurrence $1,000,000 Fire Damage Legal Liability $ 50,000

Comprehensive Automobile Liability (Including Hired Automobile Liability and Non-Owned Automobile Liability) Combined Single Limit $1,000,000

Employers' Liability Each Occurrence $ 500,000 Policy Limit $ 500,000 Each Employee $ 500,000

Workers Compensation

SECTION 01 10 00 Page 6

(As required by state law or Federal law)

Umbrella Liability (Occurrence policy form only) Each Occurrence and Aggregate $5,000,000

1.13 TIME EXTENSIONS FOR UNUSUALLY SEVERE WEATHER

This clause specifies the procedure for the determination of time extensions for unusually severe weather in accordance with the CONTRACT CLAUSE entitled "DEFAULT (FIXED PRICE CONSTRUCTION)".