2-00326-5 Exhibit 5 Geotechnical Report.pdf

Austin • Fort Worth • San Antonio

Geotechnical Data Report – Part I

San Antonio River Improvements - The Spirit Reach

San Antonio, Texas

Arias Job No. 2023-352

Prepared For:

Stantec

February 12, 2024

142 Chula Vista, San Antonio, Texas 78232 • Phone: (210) 308-5884 • Fax: (210) 308-5886

GEOTECHNICAL DATA REPORT – PART I

THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF

FINAL REVIEW UNDER THE AUTHORITY OF

Sandeep K. Malla, E.I.T. Baruyr Baghdasarian, P.E.

February, 12, 2024

TABLE OF CONTENTS

Page

Arias & Associates, Inc. i Arias Job No. 2023-352

INTRODUCTION

SCOPE OF SERVICES

PROJECT AND SITE DESCRIPTION

FIELD EXPLORATION

LABORATORY TESTING

Particle Size Analysis

SUBSURFACE CONDITIONS

Geology

Site Stratigraphy and Engineering Properties

Groundwater

GENERAL COMMENTS

Subsurface Variations

Standard of Care

APPENDIX A: FIGURES AND SITE PHOTOS ................................................................... A-1

APPENDIX B: BORING LOGS AND SYMBOL KEY SHEET .............................................. B-1

APPENDIX C: LABORATORY AND FIELD TEST PROCEDURES .................................... C-1

APPENDIX D: GRAIN SIZE DISTRIBUTION ...................................................................... D-1

APPENDIX E: GBA INFORMATION – GEOTECHNICAL REPORT ................................... E-2

APPENDIX F: PROJECT QUALITY ASSURANCE ............................................................ F-3

Tables Table 1: Boring Details Table 2: Summary of Gradation Test Results Table 3: Generalized Stratigraphy Conditions Table 4: Groundwater Summary

List of Figures Figure 1: Vicinity Map

Arias & Associates, Inc. ii Arias Job No. 2023-352

Figure 2: Boring Location Plan Figure 3: Geology Map

Arias & Associates, Inc. 1 Arias Job No. 2023-352

INTRODUCTION

The results of our Geotechnical Field Operations, Laboratory Testing Program, and Groundwater Measurements are included in this Geotechnical Data Report (GDR). This project was authorized by means of Subcontract for Professional Services dated September 8, 2023, and pursuant to Arias Proposal 2023-352 Revision 2 dated May 4, 2023.

SCOPE OF SERVICES

The scope of services for this Geotechnical Data Report was to:

• perform nine (9) geotechnical borings (two borings drilled to the depth of 10 feet, one boring to 20 feet, two borings to 25 feet, and 4 borings to 50 feet; 290 feet in total) to obtain soil samples for subsequent laboratory testing, as well as to characterize subsurface stratigraphic and groundwater conditions at the project site,

• perform laboratory testing on recovered soil samples to determine properties of the subsurface materials, as well as for subsurface material characterization, and

• present the results of the field and laboratory test data in this GDR.

This Geotechnical Data Report (GDR) is prepared from the data available from drilled Borings B-2, B-4, B-5 and B-6 corresponding to two bridge structures. Borings B-1, B-3, B-4A, B-7 and B-8 were delayed due to the pending SAWS locates and inclement weather. Therefore, requested by Stantec, the data report will be divided into two parts: Part I and Part II. This data report is Part-I and Part-II will consist of the data from the remainder of the borings. Both reports/parts shall be considered together as a whole for any decisions or engineering work that will depend on the information provided in them.

No engineering analysis, opinions, forensic evaluation(s), or engineering recommendations are being provided in this GDR as per our approved scope of services for this project.

PROJECT AND SITE DESCRIPTION

The project will include drilling nine (9) borings. Part-I data report consists of information related to four (4) bridge borings. The project consists of the addition of approximately 3,000 linear feet of trail, two bridges, interpretative signage and public art structure. The borings were drilled up to fifty (50) feet in depth to aid in the determination of the general soil conditions and soil properties. The number of borings and the boring locations were requested by Stantec.

The approximate project site(s) are shown on the Vicinity Map included as Figure 1 in Appendix A, and a Boring Location Plan is included as Figure 2.

Arias & Associates, Inc. 2 Arias Job No. 2023-352

FIELD EXPLORATION

The borings were drilled at the approximate locations shown on the Boring Location Plan provided as Figure 2 in Appendix A. Boring details are summarized in Table 1 below:

Table 1: Boring Details

Boring No.

Coordinates Depth, feet Date

Latitude Longitude

B-2 N29°28'7.36'' W98°28'7.28'' 50 1/12/24

B-4 N29°28'2.59'' W98°28'5.38'' 50 1/11/24

B-5 N29°28'0.19'' W98°28'5.16'' 50 1/11/24

B-6 N29°27'58.24'' W98°28'5.06'' 50 1/10/24

Notes:

1. GPS coordinates were taken using a hand-held GPS unit during drilling.

2. Boring depths are approximate and were measured relative to the existing surface at the time of the drilling.

3. Borings B-1, B-3, B-4A, B-7 and B-8 have not be drilled yet due to pending SAWS locates and inclement weather. The data for these borings will be updated in the further revisions of this report, after the completion of field and laboratory work.

The four (4) borings were drilled in general accordance with ASTM D1587 for thin-walled tubes and ASTM D1586 for Split Spoon sampling techniques as described in Appendix C following this report. A truck-mounted drill rig utilizing continuous flight augers and air rotary method together with the sampling tools noted above was used to secure the subsurface material samples.

Texas Cone Penetrometer (TCP) tests were performed starting at 5-foot intervals starting at a depth of 5 feet, to evaluate the in-situ subsurface material conditions in general accordance with the TxDOT Test Method Tex-132-E as described subsequently. During the drilling operation, the cone for the TCP test was initially seated by driving it with 12 blows of the hammer, and then subsequently driving the cone in two consecutive 6-inch intervals. The number of blows for each of the 6-inch intervals was recorded. After completion of drilling, the borings were backfilled with cuttings, and bentonite clay, as needed.

The TCP values, which provide indications of the consistency (i.e. undrained shear strength) of cohesive soils, density (relative density) of the cohesionless soils, and hardness of bedrock are used for classification purposes and in engineering evaluations. These TCP values are computed using one of the two methods previously discussed. Examples are noted below:

1. TCP value of 38 refers to 38 blows were necessary to drive the TCP 12 inches, or

2. TCP value of 100/7” refers to 100 blows were necessary to drive the TCP 7 inches.

Arias’ field representative visually logged each recovered sample and placed a portion of the recovered sample into a zip-lock plastic bag and placed in the cardboard boxes. The samples

Arias & Associates, Inc. 3 Arias Job No. 2023-352 were transported to our laboratory so that testing could be performed on representative samples. The sample depth intervals are included on the boring logs included in Appendix B, along with a key to the terms and symbols used on the logs. Final material classifications, as seen on the boring logs, were determined by the project Geotechnical Engineer based on field and laboratory test results, and visual/tactile examination of the samples.

LABORATORY TESTING

As a supplement to the field exploration, laboratory testing was performed to determine moisture content, Atterberg Limits and percent passing the US Standard No. 200 sieve.

The test results for water content, Atterberg Limits and percent passing the US Standard No. 200 sieve are reported in the boring logs included in Appendix B. Partial grain size distribution curves are presented in Appendix E. Additionally, particle size analysis was performed on four (4) bulk samples collected by Stantec.

Particle Size Analysis A sieve/hydrometer analysis was performed on four (4) bulk samples provided by Stantec.

The results of the sieve and hydrometer tests are plotted as Grain Size Distribution curves in Appendix D. In general, the materials obtained as scour sample for the gradation tests consisted predominantly of alluvial gravel. From the grain size curves, we have estimated the D90 and D50 values, which correspond to the grain size in millimeters (mm) that 90 and 50 percent of the material, respectively, is smaller in size. The results presented subsequently in Table 5 can be used in scour analysis.

Table 2: Summary of Gradation Test Results

Location Material Type D90 (mm) D50 (mm)

Downstream (DS)- Pavement

POORLY GRADED

GRAVEL (GP) 60 45

Downstream (DS)- Subpavement

WELL-GRADED GRAVEL

with SAND (GW) 45 20

Upstream (US)- Pavement

POORLY GRADED

GRAVEL (GP) 77 63

Upstream (US)- Subpavement

POORLY GRADED

GRAVEL with Clay and

Sand (GP-GC) 59 28

Note: Refer to Appendix D for the grain size distribution curves.

SUBSURFACE CONDITIONS

Geology, generalized stratigraphy, and groundwater conditions at the project site are discussed in the following sections. The subsurface and groundwater conditions are based on the conditions encountered at the boring locations to the depths explored.

Arias & Associates, Inc. 4 Arias Job No. 2023-352

Geology A Geologic Map for the project sites is presented on Figure 3 in Appendix A. According to the Geologic Atlas of Texas, the project site is primarily mapped as Austin Chalk (Kau) formation.

A brief description of each geologic unit is presented below.

Austin Chalk (Kau) formation The Austin Chalk consists of a fairly thick-bedded impure chalk, interstratified with marly beds.

Lithologies in this formation will vary from a thin veneer of dark brown clays, caliche and limestone rock fragments in the weathering profile, to interbedded hard and soft layers of chalky, marly fossiliferous limestone in the unweathered portion of the formation. The formation often has experienced a high degree of fracturing, resulting in variable design strengths.

Site Stratigraphy and Engineering Properties The generalized subsurface stratigraphy encountered at this site is summarized in the table below:

Arias & Associates, Inc. 5 Arias Job No. 2023-352

Table 3: Generalized Stratigraphy Conditions

Stratum Appx.

Depth, ft Material Type PI

Range No.

Range

TCP N

Range

SPT N

Range

I 0.7 to 3.5

Soil: Existing Fill - Clayey Gravel with Sand (GC)

Consistency: very stiff

Color: light tan

(Note: This layer was encountered in Boring B-6 only)

-- -- -- 17

II

0 – 10 to

Cohesive:

Soil: Fat Clay (CH), Fat Clay with Sand

(CH)

Consistency: firm, very stiff, very dense to medium dense, Color: dark brown, light brown, brown

Secondary Materials: calcareous, trace sand, trace gravel

31 – 40 74-87 20 7 – 24

Granular:

Soil: Clayey Gravel with Sand (GC), Clayey Sand with Gravel (SC), Sandy Gravel with Clay (GP)

Consistency: very dense to medium dense

Color: light tan, dark brown to brown, light brown

32 12 – 47 24 – 75 14 – 79

III

10 to 18

– 50

Material type: Weathered Limestone, Limestone

Hardness: hard

Color: light brown, light gray, gray, light tan, white

8 – 10 31 – 80 71 – 100/0” 37 – 50/0”

Where: Depth - Depth from existing ground surface at the time of geotechnical study, feet PI - Plasticity Index, % No. 200 - Percent passing #200 sieve, % SPT N - Standard Penetration Test (SPT) value, blows per foot.

TCP N - Texas Cone Penetration Test (TCP) value, blows per foot or inches per 100 blows PP - Pocket Penetrometer Test, tsf N/A - Not Applicable

* - Only one test in stratum -- - No test in Stratum

Arias & Associates, Inc. 6 Arias Job No. 2023-352

The presence and thickness of the various subsurface materials can be expected to vary away from and between the exploration locations. The descriptions conform to the Unified Soils Classification System.

Groundwater A dry soil sampling method was used to obtain the soil samples at the project site. The groundwater was encountered in B-4 and B-5 as shown in Table 3.

Table 4: Groundwater Summary

Water levels in open boreholes may require several hours to several days to stabilize depending on the permeability of the soils. Groundwater levels at this site may differ during construction because fluctuations in groundwater levels can result from seasonal conditions, rainfall, drought, or temperature effects. Pockets or seams of gravels, sands, silts or open fractures and joints can store and transmit “perched” groundwater flow or seepage.

Groundwater levels will often change significantly over time; accordingly, they should be verified immediately prior to construction. Should dewatering become necessary, it is considered “means and methods” and is solely the responsibility of the Contractor.

GENERAL COMMENTS

This report was prepared as an instrument of service for this project exclusively for the use of Stantec and the project design team.

Subsurface Variations Pavement, soil, and groundwater conditions may vary between the sample boring locations.

Transition boundaries or contacts, noted on the boring logs to separate material types, are approximate. Actual contacts may be gradual and vary at different locations. The contractor should verify that similar conditions exist throughout the proposed area of excavation.

Standard of Care Subject to the limitations inherent in the agreed scope of services as to the degree of care and amount of time and expenses to be incurred, and subject to any other limitations contained in the agreement for this work, Arias has performed its services consistent with that level of care and skill ordinarily exercised by other professional engineers practicing in the same locale and under similar circumstances at the time the services were performed.

Boring Approximate Groundwater Depth (Feet)

During Drilling 15 minutes after completion

B-4 44 42.5

B-5 40 43

Arias & Associates, Inc. A-1 Arias Job No. 2023-352

APPENDIX A: FIGURES AND SITE PHOTOS

142 Chula Vista, San Antonio, Texas 78232 Phone: (210) 308-5884 • Fax: (210) 308-5886

VICINITY MAP

SARI – Spirit Reach Trail University of the Incarnate Word

San Antonio, Texas

Date: January 15, 2024 Job No.: 2023-352 Figure 1

Drawn By: MEB Checked By: SKM

Approved By: BB Scale: N.T.S.

Approximate Site Route

BORING LOCATION PLAN

San Antonio, Texas

Date: January 25, 2024 Job No.: 2023-352 REVISIONS: Drawn By: MEB Checked By: SKM No.: Date: Description: Approved By: BB Scale: N.T.S.

Figure 2

Drilled

Pending Drilling

LEGEND

Symbol Name Age

Kau Austin Chalk Cretaceous Period / Late

Kpg Pecan Gap Chalk Cretaceous Period / Late

Kknm Navarro Group & Marlbrook Marl Cretaceous Period / Late

Qt Fluviatile Terrace Deposits Quaternary Period / Pleistocene

T-Qu Uvalde Gravel Tertiary Period / Pliocene

GEOLOGIC MAP

San Antonio, Texas

Date: January 15, 2024 Job No.: 2023-352 Figure 3

Drawn By: MEB Checked By: SKM

Approved By: BB Scale: N.T.S.

Kau

Kpg

Kknm

Qt

T-Qu

Faults

Photo 1 – View looking at drilling of boring B-5

Photo 2 – View looking at drilling of boring B-6

SITE PHOTOS

San Antonio, Texas

Date: January 25, 2024 Job No.: 2023-352 Appendix A

Drawn By: MEB Checked By: SKM

Arias & Associates, Inc B-1 Arias Job No. 2023-352

APPENDIX B: BORING LOGS AND SYMBOL KEY SHEET

FAT CLAY (CH), very stiff, dark brown, calcareous, with trace of sand

CLAYEY GRAVEL with Sand (GC), very dense to medium dense, light brown

LIMESTONE, hard, light brown and gray to gray

- light tan from from 20'-30'

SS

SS

TCP

SS

SS

TCP

SS

TCP

SS

TCP

SS

TCP

SS

100(1'')

100(1.25'')

100(1.25'')

100(2.75'')

**50/3"

**50/1"

**50/6"

**50/1"

Project: SARI - The Spirit Reach Trail University of the Incarnate Word San Antonio, Texas

Groundwater Data:

During drilling: Not encountered

Field Drilling Data:

Coordinates: Hand-held GPS Unit Logged By: H. Bowman Driller: Eagle Drilling, Inc.

Equipment: Truck-mounted drill rig

Single flight auger: 0 - 13.5 ft Air rotary: 13.5 - 50 ft

WC = Water Content (%) PL = Plastic Limit LL = Liquid Limit PI = Plasticity Index N = SPT Blow Count

** = Blow Counts During Seating Penetration

-200 = % Passing #200 Sieve TCP = Texas Cone (blows)

Sampling Date: 1/12/24

Location: See Boring Location Plan

Soil Description

Boring Log No. B-2

Coordinates: N29o28'7.36'' W98o28'7.28''

Nomenclature Used on Boring Log

Backfill: Cuttings/bentonite

(continued)

Split Spoon (SS) Texas Cone Penetrometer (TCP)

Job No.: 2023-352Arias Geoprofessionals

G

IN

T .G

P J

1/

/2

(B O

R

IN

G L

O G

S A

-0

2, A

R

IA

S S

A

-0 1.

G D

T ,L

IB

R

A R

Y

-0

1.

G

LB

Depth (ft)

SN TCP-200NPL LL PIWC

LIMESTONE, hard, light brown and gray to gray (continued)

- white from 30'-40'

Borehole terminated at 50 feet

TCP

SS

TCP

SS

TCP

SS

TCP

SS

TCP

100(1'')

100(0.5'')

100(1'')

100(1'')

100(0.5'')

**50/1"

**50/1"

**50/2"

**50/3"

Project: SARI - The Spirit Reach Trail University of the Incarnate Word San Antonio, Texas

Groundwater Data:

During drilling: Not encountered

Field Drilling Data:

Coordinates: Hand-held GPS Unit Logged By: H. Bowman Driller: Eagle Drilling, Inc.

Equipment: Truck-mounted drill rig

Single flight auger: 0 - 13.5 ft Air rotary: 13.5 - 50 ft

WC = Water Content (%) PL = Plastic Limit LL = Liquid Limit PI = Plasticity Index N = SPT Blow Count

** = Blow Counts During Seating Penetration

-200 = % Passing #200 Sieve TCP = Texas Cone (blows)

Sampling Date: 1/12/24

Location: See Boring Location Plan

Soil Description

Boring Log No. B-2 (continued)

Coordinates: N29o28'7.36'' W98o28'7.28''

Nomenclature Used on Boring Log

Backfill: Cuttings/bentonite

Split Spoon (SS) Texas Cone Penetrometer (TCP)

Job No.: 2023-352Arias Geoprofessionals

G

IN

T .G

P J

1/

/2

(B O

R

IN

G L

O G

S A

-0

2, A

R

IA

S S

A

-0 1.

G D

T ,L

IB

R

A R

Y

-0

1.

G

LB

Depth (ft)

3'' Asphalt over Base FAT CLAY with Sand (CH), firm to very stiff, dark brown to brown, calcareous

- with trace of gravel from 1'-8'

LIMESTONE, hard, tan to light tan

AC

SS

SS

TCP

SS

SS

TCP

SS

TCP

SS

TCP

SS

TCP

SS

100(2'')

100(0'')

100(0'')

**50/2"

**50/1"

**50/0"

**50/0"

Project: SARI - The Spirit Reach Trail University of the Incarnate Word San Antonio, Texas

Groundwater Data:

First encountered during drilling: 43.9-ft depth After 15 min: 42.7-ft depth Field Drilling Data:

Coordinates: Hand-held GPS Unit Logged By: H. Bowman Driller: Eagle Drilling, Inc.

Equipment: Truck-mounted drill rig

Single flight auger: 0 - 15 ft Air rotary: 15 - 50 ft

WC = Water Content (%) PL = Plastic Limit LL = Liquid Limit PI = Plasticity Index N = SPT Blow Count

** = Blow Counts During Seating Penetration

-200 = % Passing #200 Sieve TCP = Texas Cone (blows)

Delayed water reading

Sampling Date: 1/11/24

Location: See Boring Location Plan

Soil Description

Boring Log No. B-4

Coordinates: N29o28'2.59'' W98o28'5.38''

Nomenclature Used on Boring Log

Backfill: Cuttings/bentonite

Water encountered during drilling

(continued)

Asphalt Core (AC) Split Spoon (SS) Texas Cone Penetrometer (TCP)

Job No.: 2023-352Arias Geoprofessionals

G

IN

T .G

P J

1/

/2

(B O

R

IN

G L

O G

S A

-0

2, A

R

IA

S S

A

-0 1.

G D

T ,L

IB

R

A R

Y

-0

1.

G

LB

Depth (ft)

LIMESTONE, hard, tan to light tan (continued)

Borehole terminated at 50 feet

TCP

SS

TCP

SS

TCP

SS

TCP

SS

TCP

100(0.75'')

100(0.5'')

100(0.63'')

100(0'')

100(1.25'')

**50/1"

**50/0"

**50/0"

**50/2"

Project: SARI - The Spirit Reach Trail University of the Incarnate Word San Antonio, Texas

Groundwater Data:

First encountered during drilling: 43.9-ft depth After 15 min: 42.7-ft depth Field Drilling Data:

Coordinates: Hand-held GPS Unit Logged By: H. Bowman Driller: Eagle Drilling, Inc.

Equipment: Truck-mounted drill rig

Single flight auger: 0 - 15 ft Air rotary: 15 - 50 ft

WC = Water Content (%) PL = Plastic Limit LL = Liquid Limit PI = Plasticity Index N = SPT Blow Count

** = Blow Counts During Seating Penetration

-200 = % Passing #200 Sieve TCP = Texas Cone (blows)

Delayed water reading

Sampling Date: 1/11/24

Location: See Boring Location Plan

Soil Description

Boring Log No. B-4 (continued)

Coordinates: N29o28'2.59'' W98o28'5.38''

Nomenclature Used on Boring Log

Backfill: Cuttings/bentonite

Water encountered during drillingAsphalt Core (AC) Split Spoon (SS) Texas Cone Penetrometer (TCP)

Job No.: 2023-352Arias Geoprofessionals

G

IN

T .G

P J

1/

/2

(B O

R

IN

G L

O G

S A

-0

2, A

R

IA

S S

A

-0 1.

G D

T ,L

IB

R

A R

Y

-0

1.

G

LB

Depth (ft)

20'' Base

FAT CLAY (CH), stiff, dark brown, calcareous

CLAYEY SAND with Gravel (SC), medium dense, dark brown, calcareous

CLAYEY GRAVEL with Sand (GC), medium dense, brown

LIMESTONE, hard, white to light tan

GB

SS

SS

TCP

SS

SS

TCP

SS

TCP

SS

TCP

SS

TCP

SS

100(1'')

100(0.25'')

**50/0"

**50/0"

**50/0"

19 51 32

Project: SARI - The Spirit Reach Trail University of the Incarnate Word San Antonio, Texas

Groundwater Data:

First encountered during drilling: 40-ft depth After 15 min: 43-ft depth Field Drilling Data:

Coordinates: Hand-held GPS Unit Logged By: H. Bowman Driller: Eagle Drilling, Inc.

Equipment: Truck-mounted drill rig

Single flight auger: 0 - 16 ft Air rotary: 16 - 50 ft

WC = Water Content (%) PL = Plastic Limit LL = Liquid Limit PI = Plasticity Index N = SPT Blow Count

** = Blow Counts During Seating Penetration

-200 = % Passing #200 Sieve TCP = Texas Cone (blows)

Delayed water reading

Sampling Date: 1/11/24

Location: See Boring Location Plan

Soil Description

Boring Log No. B-5

Coordinates: N29o28'0.19'' W98o28'5.16''

Nomenclature Used on Boring Log

Backfill: Cuttings/bentonite

Water encountered during drilling

(continued)

Grab Sample (GB) Split Spoon (SS) Texas Cone Penetrometer (TCP)

Job No.: 2023-352Arias Geoprofessionals

G

IN

T .G

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1/

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(B O

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-0

2, A

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S S

A

-0 1.

G D

T ,L

IB

R

A R

Y

-0

1.

G

LB

Depth (ft)

LIMESTONE, hard, white to light tan (continued)

Borehole terminated at 50 feet

TCP

SS

TCP

SS

TCP

SS

TCP

SS

TCP

100(1.25'')

100(0.5'')

100(2.25'')

100(1.25'')

100(0.75'')

**50/0"

**50/0"

**50/2"

**50/3"

15 25 10

Project: SARI - The Spirit Reach Trail University of the Incarnate Word San Antonio, Texas

Groundwater Data:

First encountered during drilling: 40-ft depth After 15 min: 43-ft depth Field Drilling Data:

Coordinates: Hand-held GPS Unit Logged By: H. Bowman Driller: Eagle Drilling, Inc.

Equipment: Truck-mounted drill rig

Single flight auger: 0 - 16 ft Air rotary: 16 - 50 ft

WC = Water Content (%) PL = Plastic Limit LL = Liquid Limit PI = Plasticity Index N = SPT Blow Count

** = Blow Counts During Seating Penetration

-200 = % Passing #200 Sieve TCP = Texas Cone (blows)

Delayed water reading

Sampling Date: 1/11/24

Location: See Boring Location Plan

Soil Description

Boring Log No. B-5 (continued)

Coordinates: N29o28'0.19'' W98o28'5.16''

Nomenclature Used on Boring Log

Backfill: Cuttings/bentonite

Water encountered during drillingGrab Sample (GB) Split Spoon (SS) Texas Cone Penetrometer (TCP)

Job No.: 2023-352Arias Geoprofessionals

G

IN

T .G

P J

1/

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(B O

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Depth (ft)

4'' Asphalt over 4.25'' Concrete over Base

FILL: CLAYEY GRAVEL with Sand (GC), very stiff, light tan

CLAYEY SAND with Gravel (SC), medium dense to dense, dark brown to Brown

Weathered LIMESTONE, hard, light tan

LIMESTONE, hard, light tan

AC

SS

SS

TCP

SS

SS

TCP

SS

TCP

SS

TCP

SS

TCP

SS

100(2.25'')

100(0'')

**50/5"

**50/5"

**50/1"

22 54 32

Project: SARI - The Spirit Reach Trail University of the Incarnate Word San Antonio, Texas

Groundwater Data:

During drilling: Not encountered

Field Drilling Data:

Coordinates: Hand-held GPS Unit Logged By: H. Bowman Driller: Eagle Drilling, Inc.

Equipment: Truck-mounted drill rig

Single flight auger: 0 - 20 ft Air rotary: 20 - 50 ft

WC = Water Content (%) PL = Plastic Limit LL = Liquid Limit PI = Plasticity Index N = SPT Blow Count

** = Blow Counts During Seating Penetration

-200 = % Passing #200 Sieve TCP = Texas Cone (blows)

Sampling Date: 1/10/24

Location: See Boring Location Plan

Soil Description

Boring Log No. B-6

Coordinates: N29o27'58.24'' W98o28'5.06''

Nomenclature Used on Boring Log

Backfill: Cuttings/bentonite

(continued)

Asphalt Core (AC) Split Spoon (SS) Texas Cone Penetrometer (TCP)

Job No.: 2023-352Arias Geoprofessionals

G

IN

T .G

P J

1/

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(B O

R

IN

G L

O G

S A

-0

2, A

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S S

A

-0 1.

G D

T ,L

IB

R

A R

Y

-0

1.

G

LB

Depth (ft)

LIMESTONE, hard, light tan (continued)

- clay seam from 48'-50'

Borehole terminated at 50 feet

TCP

SS

TCP

SS

TCP

SS

TCP

SS

TCP

50(4.75'')

100(0.25'')

100(0'')

100(0'')

100(4.25'')

**50/1"

**50/1"

**50/1"

16 24 8

Project: SARI - The Spirit Reach Trail University of the Incarnate Word San Antonio, Texas

Groundwater Data:

During drilling: Not encountered

Field Drilling Data:

Coordinates: Hand-held GPS Unit Logged By: H. Bowman Driller: Eagle Drilling, Inc.

Equipment: Truck-mounted drill rig

Single flight auger: 0 - 20 ft Air rotary: 20 - 50 ft

WC = Water Content (%) PL = Plastic Limit LL = Liquid Limit PI = Plasticity Index N = SPT Blow Count

** = Blow Counts During Seating Penetration

-200 = % Passing #200 Sieve TCP = Texas Cone (blows)

Sampling Date: 1/10/24

Location: See Boring Location Plan

Soil Description

Boring Log No. B-6 (continued)

Coordinates: N29o27'58.24'' W98o28'5.06''

Nomenclature Used on Boring Log

Backfill: Cuttings/bentonite

Asphalt Core (AC) Split Spoon (SS) Texas Cone Penetrometer (TCP)

Job No.: 2023-352Arias Geoprofessionals

G

IN

T .G

P J

1/

/2

(B O

R

IN

G L

O G

S A

-0

2, A

R

IA

S S

A

-0 1.

G D

T ,L

IB

R

A R

Y

-0

1.

G

LB

Depth (ft)

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

MH

CH

Massive or Weakly Bedded Limestones

M o re t h a n h a lf o f m a te ri a l S

M A

L L E

R th a n N o S ie v e s iz e

F O

R M

A T

IO

N

A L

M A

T E

R

IA

L S

GROUP

SYMBOLS

KEY TO TERMS AND SYMBOLS USED ON BORING LOGS

C O

A R

S E

-G R

A

IN

E D

S O

IL

S

G R

A V

E L

S S

A N

D S

M o re t h a n H a lf o f C o a rs e f ra c ti o n i s

L A

R G

E R t h a n N o S ie v e s iz e

M o re t h a n h a lf o f m a te ri a l L A

R G

E R t h a n N o S ie v e s iz e

MAJOR DIVISIONS

Silty Gravels, Gravel-Sand-Silt Mixtures

Poorly-Graded Gravels, Gravel-Sand Mixtures, Little or no Fines

Well-Graded Gravels, Gravel-Sand Mixtures, Little or no Fines

DESCRIPTIONS

Clayey Sands, Sand-Clay Mixtures

Silty Sands, Sand-Silt Mixtures

Poorly-Graded Sands, Gravelly Sands, Little or no Fines

Well-Graded Sands, Gravelly Sands, Little or no Fines C le a n G ra v e ls

(l it tl e o r n o F in e s

G ra v e ls w h

F in

(A p p re c ia b le m o u n t o f F in e s

C le a n S a n d

(l tl e o r n o F in e s

S a n d s w it h F in

(A p p re c ia b le m o u n t o f F in e s

L iq u id

L im it l e th n

L iq u id

L im g re a te r th a n

LIMESTONE

MARLSTONE

SANDSTONE

Clayey Gravels, Gravel-Sand-Clay Mixtures

Massive Sandstones, Sandstones with Gravel Clasts

Inorganic Clays of High Plasticity, Fat Clays

Inorganic Silts, Micaceous or Diatomaceous Fine Sand or Silty Soils, Elastic Silts

Inorganic Clays of Low to Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean Clays

Inorganic Silts & Very Fine Sands, Rock Flour, Silty or Clayey Fine Sands or Clayey Silts with Slight

Plasticity

Indurated Argillaceous Limestones

Indicates Final Observed Groundwater Level

Indicates Initial Observed Groundwater Location

Cretaceous Clay Deposits

Massive or Poorly Bedded Chalk Deposits

Mudstone or Massive Claystones

F

IN

E -G

R A

IN

E

D S

O

IL

S

M o re t h a n h a lf o f C o a rs e f ra c ti o n i

S M

A L L E

R t h a n N o S ie v e s iz e

S

IL

T

C

A Y

S

S

IL

T

C

A Y

S

GROUNDWATER

MARINE CLAYS

CHALK

CLAYSTONE

Very Dense

30 - 50

Over 50

10 - 30

Consistency and Strength of Cohesive Soils

Number of Blows per ft., N

Unconfined

Compressive

Strength, qᵤ (tsf)

Consistency

Density of Granular Soils

Relative Density

Very Loose

Number of

Blows per ft., N

0 - 4

4 - 10 Loose

Medium

Dense

Below 2

2 - 4 Soft

Very Soft

Stiff

Less than 0.25

0.25 - 0.5

0.5 - 1.0

1.0 - 2.0

Medium (Firm)

Very Stiff

Hard

4 - 8

8 - 15

15 - 30

Over 30 Over 4.0

2.0 - 4.0

Arias Geoprofessionals

Group

Symbol

GW

(Less than 5% fines C

Cu < 4 and/or GP

[Cc < 1 or Cc > 3] D

Gravels with Fines GM

(More than 12% fines C

GC

Sands Clean Sands SW

(Less than 5% fines H

) Cu < 6 and/or SP

[Cc < 1 or Cc > 3] D

Sands with Fines SM

(More than 12% fines H

SC

Silts and Clays inorganic CL

ML

organic OL

Silts and Clays inorganic CH

MH

organic OH

HIGHLY ORGANIC SOILS PT

A Based on the material passing the 3-inch (75mm) sieve B If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name C Gravels with 5% to 12% fines require dual symbols:

GW-GM well-graded gravel with silt

GW-GC well-graded gravel with clay

GP-GM poorly-graded gravel with silt

GP-GC poorly-graded gravel with clay D

Cu = D60/D10 Cc =

E If soil contains ≥ 15% sand, add "with sand" to group name F If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM G If fines are organic, add "with organic fines" to group name H Sand with 5% to 12% fines require dual symbols:

SW-SM well-graded sand with silt

SW-SC well-graded sand with clay

SP-SM poorly-graded sand with silt

SP-SC poorly-graded sand with clay I If soil contains ≥ 15% gravel, add "with gravel" to group name J If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay K If soil contains 15% to < 30% plus No. 200, add "with sand" or "with gravel," whichever is predominant L If soil contains ≥ 30% plus No. 200, predominantly sand, add "sandy" to group name M If soil contains ≥ 30% plus No. 200, predominantly gravel, add "gravelly" to group name N PI ≥ 4 and plots on or above "A" line O PI < 4 or plots below "A" line P PI plots on or above "A" line Q PI plots below "A" line

TERMINOLOGY

Boulders Over 12-inches (300mm) Parting Inclusion < 1/8-inch thick extending through samples

Cobbles 12-inches to 3-inches (300mm to 75mm) Seam Inclusion 1/8-inch to 3-inches thick extending through sample

Gravel 3-inches to No. 4 sieve (75mm to 4.75mm) Layer Inclusion > 3-inches thick extending through sample

Sand No. 4 sieve to No. 200 sieve (4.75mm to 0.075mm)

Silt or Clay Passing No. 200 sieve (0.075mm)

Calcareous Containing appreciable quantities of calcium carbonate, generally nodular

Stratified Alternating layers of varying material or color with layers at least 6mm thick

Laminated Alternating layers of varying material or color with the layers less than 6mm thick

Fissured Breaks along definite planes of fracture with little resistance to fracturing

Slickensided Fracture planes appear polished or glossy sometimes striated

Blocky Cohesive soil that can be broken down into small angular lumps which resist further breakdown

Lensed Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay

Homogeneous Same color and appearance throughout

(D30)

D10 x D60

KEY TO TERMS AND SYMBOLS USED ON BORING LOGS

TABLE 1 Soil Classification Chart (ASTM D 2487-11)

Group Name B

Organic Clay K,L,M,N

Organi Silt K,L,M,O

Fat Clay K,L,M

Clayey Gravel E,F,G

Well-Graded Sand I

Poorly-Graded Sand I

Silty Sand F,G,I

Clayey Sand F,G,I

Well-Graded Gravel E

Poorly-Graded Gravel E

Silty Gravel E,F,G

Soil Classification

Criteria of Assigning Group Symbols and Group Names Using Laboratory Tests A

More than 50% retained on No.

200 sieve

FINE-GRAINED SOILS

COARSE-GRAINED SOILS

Primarily organic matter, dark in color, and organic odor

Liquid limit less than 50

Liquid limit 50 or more

PI > 7 and plots on or above "A" line J

PI < 4 or plots below "A" line J

PI plots on or above "A" line

PI plots on or below "A" line

Fines classify as CL or

CH

(50% or more of coarse fraction passes No. 4 sieve)

50% or more passes the No.

200 sieve

Cu ≥ 4 and 1 ≤ Cc ≤ 3 DGravels Clean Gravels

Elastic Silt K,L,M

Organic Clay K,L,M,P

Organic Silt K,L,M,Q

Peat

Lean Clay K,L,M

Silt K,L,M

Fines classify as CL or

CH

Cu ≥ 6 and 1 ≤ Cc ≤ 3 D

Fines classify as ML or

MH

(More than 50% of coarse fraction retained on No. 4 sieve)

Fines classify as ML or

MH

<0.75

<0.75

Liquid limit - oven dried

Liquid limit - not dried

Liquid limit - oven dried

Liquid limit - not dried

Excellent

Rock Mass QualityVelocity IndexRQD %

90 – 100

75 – 90

50 – 75

25 – 50

0 – 25

0.80 – 1.00

0.60 – 0.80

0.40 – 0.60

0.20 – 0.40

0 – 0.20

Good

Fair

Very Poor

Poor

Very widely (fractured or jointed)

Widely

Medium

Closely

Very closely

Descriptions for Joints, Faults, or Other Fractures

Extremely close

Diagnostic Features

No visible sign of Decomposition or discoloration. Rings under hammer impact.

Slight discoloration inwards from open fractures, otherwise similar to F.

Discoloration throughout. Weaker minerals such as feldspar decomposed. Strength somewhat less than fresh rock, but cores cannot be broken by hand or scraped by knife. Texture preserved.

Most minerals somewhat decomposed. Specimens can be broken by hand with effort or shaved with knife. Core stones present in rock mass. Texture becoming indistinct, but fabric preserved.

Minerals decomposed to soil, but fabric and structure preserved (Saprolite). Specimens easily crumbled or penetrated.

Advanced state of decomposition resulting in plastic soils. Rock fabric and structure completely destroyed. Large volume change.

Spacing Description for Joints, Faults or Other Fractures

Thickly

Medium

Thinly

Very thinly

Description for Micro-Structural

Features: Lamination, Foliation, or

Cleavage

Intensely (laminated, foliated, or cleaved)

Very intensely

Spacing

¼ – ¾ inch

2 – 6 feet

Description for Structural Features:

Bedding, Foliation, or Flow Banding

Very thickly (bedded, foliated, or banded)

Symbol

F

WS

WM

WH

WC

RS

More than 6 feet

Engineering Classification for in Situ Rock Quality

Class

I

II

III

IV

V

Extremely hard

Hardness

Very hard

Hard

Soft

Very soft

Less than ¼ inch

¾ – 2½ inches

2½ – 8 inches

8 – 24 inches

Grade

Fresh

Slightly Weathered

Moderately Weathered

Highly Weathered

Completely Weathered

KEY TO TERMS AND SYMBOLS USED ON BORING LOGS

Hardness Classification of Intact Rock

Rock Weathering Classifications

Rock Discontinuity Spacing

Residual Soil

> 2,000

Approximate Range of Uniaxial

Compression Strength kg/cm²

(tons/ft²)

2,000 – 1,000

1,000 – 500

500 – 250

250 – 10

Field Test

Many blows with geologic hammer required to break intact specimen.

Hand held specimen breaks with hammer end of pick under more than one blow.

Cannot be scraped or pealed with knife, hand held specimen can be broken with single moderate blow with pick.

Can just be scraped or peeled with knife. Indentations 1mm to 3mm show in specimen with moderate blow with pick.

Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim for triaxial test specimen.

Arias & Associates, Inc C-1 Arias Job No. 2023-352

APPENDIX C: LABORATORY AND FIELD TEST PROCEDURES

Arias & Associates, Inc C-2 Arias Job No. 2023-352

FIELD AND LABORATORY EXPLORATION

The field exploration program included drilling at selected locations within the site and intermittently sampling the encountered materials. The boreholes were drilled using a single flight auger (ASTM D 1452), with a truck mounted drilling rig. Samples of encountered materials were obtained using a split-barrel sampler while performing the Standard Penetration

Test (ASTM D 1586), or a thin-walled Shelby Tube Sampler (D1587).

The rig type, sample depth interval, and type of sampler used is included on the soil boring log. Arias’ field representative visually logged each recovered sample and placed a portion of the recovered samples into a plastic bag for transport to our laboratory.

SPT N values and blow counts for those intervals where the sampler could not be advanced for the required 18-inch penetration are shown on the soil boring log. If the test was terminated during the 6-inch seating interval or after 10 hammer blows were applied used and no advancement of the sampler was noted, the log denotes this condition as blow count during seating penetration. Penetrometer readings recorded for thin-walled tube samples that remained intact are also shown on the soil boring logs.

Arias performed soil mechanics laboratory tests on selected samples to aid in soil classification and to determine engineering properties. Tests commonly used in geotechnical exploration, the method used to perform the test, and the column designation on the boring log where data are reported are summarized as follows:

Test Name Test Method Log Designation

Water (moisture) content of soil and rock by mass ASTM D2216 WC

Liquid limit, plastic limit, and plasticity index of soils ASTM D4318 PL, LL, PI

Amount of material in soils finer than the No. 200 sieve

ASTM D1140 -200

The laboratory results are reported on the boring logs, included in Appendix B.

Arias & Associates, Inc D-1 Arias Job No. 2023-352

APPENDIX D: GRAIN SIZE DISTRIBUTION

0.0010.010.1110100

Cc

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

D100 D60

CuLL PL

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T coarse

%Gravel %Sand %Silt %Clay

100 1403 2

Depth

1.5 medium

6 810 14

Classification

503/4 1/23/8

Boring

Boring Depth

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL SAND

PI

D10 fine coarse

SILT OR CLAY

D30

20016 20 30 4016 60 fine

FAT CLAY (CH)

SANDY LEAN CLAY (CL)

FAT CLAY with SAND (CH)

3.546

87.2

36.2

69.7

74.0

Silt and clay fractions were determined using 0.002 mm as the maximum particle size for clay.

0.0

8.5

13.5

1.0

10.4

26.6

20.6

13.7

2.4

37.2

9.7

12.3

0.0

8.5

13.5

1.0

Elev

Arias & Associates, Inc.

Project: SARI - The Spirit Reach Trail

Location: See Boring Location Plan

Job No.: 2023-352

G

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0.0010.010.1110100

Cc

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

D100 D60

CuLL PL

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T coarse

%Gravel %Sand %Silt %Clay

100 1403 2

Depth

1.5 medium

6 810 14

Classification

503/4 1/23/8

Boring

Boring Depth

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL SAND

PI

D10 fine coarse

SILT OR CLAY

D30

FAT CLAY with SAND (CH)

LEAN CLAY with SAND (CL)

1.029

8.716 1.019

75.9

47.4

11.8

80.0

2.38 174.14

8.5

3.5

13.5

43.5

22.8

27.2

36.9

14.7

1.4

25.4

51.3

5.3

8.5

3.5

13.5

43.5

Elev

Arias & Associates, Inc.

Project: SARI - The Spirit Reach Trail

Location: See Boring Location Plan

Job No.: 2023-352

G

IN

T .G

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1/

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S ,U

S _L

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0.0010.010.1110100

Cc

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

D100 D60

CuLL PL

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T coarse

%Gravel %Sand %Silt %Clay

100 1403 2

Depth

1.5 medium

6 810 14

Classification

503/4 1/23/8

Boring

Boring Depth

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL SAND

PI

D10 fine coarse

SILT OR CLAY

D30

CLAYEY SAND with GRAVEL (SC)

CLAYEY SAND (SC)

1.091

2.03

1.219

45.5

37.4

31.5

3.5

18.5

38.5

29.6

32.2

61.2

24.9

30.3

7.4

3.5

18.5

38.5

Elev

Arias & Associates, Inc.

Project: SARI - The Spirit Reach Trail

Location: See Boring Location Plan

Job No.: 2023-352

G

IN

T .G

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1/

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0.0010.010.1110100

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

D100 D60

CuLL PL

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T coarse

%Gravel %Sand %Silt %Clay

100 1403 2

Depth

1.5 medium

6 810 14

Classification

503/4 1/23/8

Location

Depth

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL SAND

PI

D10 fine coarse

SILT OR CLAY

D30

20016 20 30 4016 60 fine

DS-Pavement DS-SubPavement US-Pavement US-SubPavement

POORLY GRADED GRAVEL (GP)

WELL-GRADED GRAVEL with SAND (GW)

POORLY GRADED GRAVEL (GP)

47.163

26.174

66.274

32.13

37.823

5.578

43.915

8.433

27.237

0.658

8.596

0.152

0.2

Silt and clay fractions were determined using 0.002 mm as the maximum particle size for clay.

1.11

1.81

3.39

14.58

1.73

39.77

7.71

211.68

0.0

0.0

0.0

0.0

101.6

101.6

3.5

1.0

6.9

1.0

0.4

2.5

0.5

23.5

5.5

13.7

99.3

65.5

80.6

76.9

0.0

0.0

0.0

0.0

Arias & Associates, Inc.

Project: SARI - The Spirit Reach Trail

Location: See Boring Location Plan

Job No.: 2023-352

G

IN

T -P

A R

T

IC

A L

S

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E .G

P J

2/ 9/

G R

A

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POORLY GRADED GRAVEL with Clay and Sand (GP-GC)

DS-Pavement DS-SubPavement US-Pavement US-SubPavement

Location sandeep.malla Line sandeep.malla Line sandeep.malla Line sandeep.malla Line sandeep.malla Line sandeep.malla Line sandeep.malla Line sandeep.malla Line sandeep.malla Line sandeep.malla Line

Sieve Analysis Boring No.

Depth:

Start Weight 9370.2

Size Weight % Ind. % Cum. % Pass Specification

5 0 0.0 0.0 100 N/A 125

4 0 0.0 0.0 100 N/A 100

3 1165.1 12.4 12.4 88 N/A 75

2 1/2 3475.7 37.1 49.5 50 N/A 63

2 1233.9 13.2 62.7 37 N/A 50

1 3/4 569.3 6.1 68.8 31 N/A 45 cobbles 12

1 1/2 860.2 9.2 78.0 22 N/A 37.5 % Gravel 81

1 504.7 5.4 83.3 17 N/A 25 % Sand 6

7/8 158.4 1.7 85.0 15 N/A 22.4 % Silt & Clay 1

1/2 268.4 2.9 87.9 12 N/A 12.5

3/8 149.04 1.6 89.5 11 N/A 9.5

No. 4 335.84 3.6 93.1 6.9 N/A 4.75

No. 8 246.9 2.6 95.7 4.3 N/A 2.36

No. 10 25.9 0.3 96.0 4.0 N/A 2

No. 30 143.6 1.5 97.5 2.5 N/A 0.6

No. 50 56.2 0.6 98.1 1.9 N/A 0.3

No. 100 34 0.4 98.5 1.5 N/A 0.15

No. 200 12 0.1 98.6 1.4 N/A 0.075

-4 weight 876.7

-4 weight 500 -4 weight 450

(split<500g before wash) (split<500g after wash)

Wash Sieve Weights

No. 8 246.92 3.4 96.5 3.5

No. 10 25.89 0.4 96.8 3.2

No. 30 143.59 2.0 98.8 1.2

No. 50 56.2 0.8 99.6 0.4

No. 100 33.74 0.5 100.1 -0.1

No. 200 11.95 0.2 100.3 -0.3

SARA Project - The Spirit Reach

Project

Name sandeep.malla Text Box US-Pavement

Depth:

Start Weight 10569.9

Size Weight % Ind. % Cum. % Pass Specification

5 0 0.0 0.0 100 N/A 125

4 0 0.0 0.0 100 N/A 100

3 0 0.0 0.0 100 N/A 75

2 1/2 365.9 3.5 3.5 97 N/A 63

2 1667.1 15.8 19.2 81 N/A 50

1 3/4 376.1 3.6 22.8 77 N/A 45 cobbles 0

1 1/2 964.6 9.1 31.9 68 N/A 37.5 % Gravel 77

1 2241.1 21.2 53.1 47 N/A 25 % Sand 14

7/8 325.6 3.1 56.2 44 N/A 22.4 % Silt & Clay 9

1/2 969 9.2 65.4 35 N/A 12.5

3/8 338.9 3.2 68.6 31 N/A 9.5

No. 4 876.7 8.3 76.9 23.1 N/A 4.75

No. 8 568.4 5.4 82.2 17.8 N/A 2.36

No. 10 86.8 0.8 83.1 16.9 N/A 2

No. 30 368.8 3.5 86.6 13.4 N/A 0.6

No. 50 222.4 2.1 88.7 11.3 N/A 0.3

No. 100 144 1.4 90.0 10.0 N/A 0.15

No. 200 58 0.5 90.6 9.4 N/A 0.075

-4 weight 876.7

-4 weight 500 -4 weight 450

(split<500g before wash) (split<500g after wash)

Wash Sieve Weights

No. 8 568.4 26.3 103.2 -3.2

No. 10 86.8 4.0 107.2 -7.2

No. 30 368.8 17.1 124.2 -24.2

No. 50 222.35 10.3 134.5 -34.5

No. 100 144.02 6.7 141.2 -41.2

No. 200 57.76 2.7 143.9 -43.9

SARA Project - The Spirit Reach

Project

Name sandeep.malla

US-Subpavement

Depth:

Start Weight 9572.5

Size Weight % Ind. % Cum. % Pass Specification

5 0 0.0 0.0 100 N/A 125

4 0 0.0 0.0 100 N/A 100

3 629 6.6 6.6 93 N/A 75

2 1/2 0 0.0 6.6 93 N/A 63

2 0 0.0 6.6 93 N/A 50

1 3/4 310.5 3.2 9.8 90 N/A 45 cobbles 7

1 1/2 1360.5 14.2 24.0 76 N/A 37.5 % Gravel 66

1 1724.1 18.0 42.0 58 N/A 25 % Sand 23

7/8 396.2 4.1 46.2 54 N/A 22.4 % Silt & Clay 4

1/2 1235.2 12.9 59.1 41 N/A 12.5

3/8 378.1 3.9 63.0 37 N/A 9.5

No. 4 868.4 9.1 72.1 27.9 N/A 4.75

No. 8 640.6 6.7 78.8 21.2 N/A 2.36

No. 10 113.3 1.2 80.0 20.0 N/A 2

No. 30 1039.2 10.9 90.8 9.2 N/A 0.6

No. 50 308.6 3.2 94.1 5.9 N/A 0.3

No. 100 105 1.1 95.2 4.8 N/A 0.15

No. 200 40 0.4 95.6 4.4 N/A 0.075

-4 weight 876.7

-4 weight 500 -4 weight 450

(split<500g before wash) (split<500g after wash)

Wash Sieve Weights

No. 8 640.6 35.7 107.8 -7.8

No. 10 113.26 6.3 114.2 -14.2

No. 30 1039.17 58.0 172.1 -72.1

No. 50 308.56 17.2 189.4 -89.4

No. 100 105.45 5.9 195.2 -95.2

No. 200 39.66 2.2 197.5 -97.5

SARA Project - The Spirit Reach

Project

Name sandeep.malla

DS-Subpavement

Depth:

Start Weight 5080.7

Size Weight % Ind. % Cum. % Pass Specification

5 0 0.0 0.0 100 N/A 125

4 0 0.0 0.0 100 N/A 100

3 0 0.0 0.0 100 N/A 75

2 1/2 340.6 6.7 6.7 93 N/A 63

2 1035 20.4 27.1 73 N/A 50

1 3/4 1071.1 21.1 48.2 52 N/A 45 cobbles 0

1 1/2 1163.9 22.9 71.1 29 N/A 37.5 % Gravel 99

1 1219.1 24.0 95.1 5 N/A 25 % Sand 0

7/8 152.9 3.0 98.1 2 N/A 22.4 % Silt & Clay 0

1/2 57 1.1 99.2 1 N/A 12.5

3/8 2.13 0.0 99.2 1 N/A 9.5

No. 4 2.95 0.1 99.3 0.7 N/A 4.75

No. 8 4.7 0.1 99.4 0.6 N/A 2.36

No. 10 1.0 0.0 99.4 0.6 N/A 2

No. 30 12.2 0.2 99.6 0.4 N/A 0.6

No. 50 4.4 0.1 99.7 0.3 N/A 0.3

No. 100 2 0.0 99.8 0.2 N/A 0.15

No. 200 1 0.0 99.8 0.2 N/A 0.075

-4 weight 876.7

-4 weight 500 -4 weight 450

(split<500g before wash) (split<500g after wash)

Wash Sieve Weights

No. 8 4.66 0.0 99.3 0.7

No. 10 1.03 0.0 99.3 0.7

No. 30 12.16 0.0 99.3 0.7

No. 50 4.42 0.0 99.3 0.7

No. 100 1.74 0.0 99.3 0.7

No. 200 1.1 0.0 99.3 0.7

SARA Project - The Spirit Reach

Project

Name sandeep.malla

DS-Pavement

Arias & Associates, Inc F-1 Arias Job No. 2023-352

APPENDIX E: GBA INFORMATION – GEOTECHNICAL REPORT

Geotechnical-Engineering Report Important Information about This

Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.

While you cannot eliminate all such risks, you can manage them. The following information is provided to help.

The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer.

Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project.

Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one

– not even you – should apply this report for any purpose or project except the one originally contemplated.

Read this Report in Full Costly problems have occurred because those relying on a geotechnical engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full.

You Need to Inform Your Geotechnical Engineer about Change Your geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include:

• the client’s goals, objectives, budget, schedule, and risk-management preferences;

• the general nature of the structure involved, its size, configuration, and performance criteria;

• the structure’s location and orientation on the site; and

• other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities.

Typical changes that could erode the reliability of this report include those that affect:

• the site’s size or shape;

• the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse;

• the elevation, configuration, location, orientation, or weight of the proposed structure;

• the composition of the design team; or

• project ownership.

As a general rule, always inform your geotechnical engineer of project changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered.

This Report May Not Be Reliable Do not rely on this report if your geotechnical engineer prepared it:

• for a different client;

• for a different project;

• for a different site (that may or may not include all or a portion of the original site); or

• before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations.

Note, too, that it could be unwise to rely on a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis – if any is required at all – could prevent major problems.

Most of the “Findings” Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site’s subsurface through various sampling and testing procedures.

Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed.

This Report’s Recommendations Are Confirmation-Dependent The recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation.

This Report Could Be Misinterpreted Other design professionals’ misinterpretation of geotechnical-engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to:

• confer with other design-team members,

• help develop specifications,

• review pertinent elements of other design professionals’ plans and specifications, and

• be on hand quickly whenever geotechnical-engineering guidance is needed.

You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation.

Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenly believe…