Addendum 1_Riverbend Raw Water Intake (1).pdf

PDF 8 MB Posted Sep 4, 2024

Attached to: Advertisement For Bid - Raw Water Intake Screens
Solicitation number: PE-33957-NONST-2025-000000007
Issued by: Cherokee County, Georgia

About this file

Written by GovTribe AI · Sep 30, 2024

This document is an Addendum #1 related to a raw water intake improvement project for the Cherokee County Water & Sewerage Authority in Cherokee County, Georgia. The project aims to replace and relocate the Riverbend Etowah River Intake further into the center of the river where velocities are higher, allowing for "self-scouring" to reduce clogging. The work includes extension of the existing raw water intake pipe, installation of screens in the Etowah River, associated structural work, riverbank stabilization, stormwater drainage, and site restoration. The bid due date is Thursday, October 10, 2024 at 2:00 P.M. local time. A mandatory site visit will be held immediately following the pre-bid meeting on September 12, 2024. The project has a specified substantial completion date of 250 calendar days.

The bid includes a lump sum work item, a cash allowance item, and various unit price work items such as additional mill and resurface, additional asphalt, additional rip rap, additional SELs, and rock excavation. The project is not subject to Davis-Bacon Wages, AIS, or BABAA requirements. The intake is expected to remain operational during construction, so a shutdown sequence and coordination with the Owner will be required. Soil boring information is provided for contractor reference but not to be relied upon solely.

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Addendum #1 Issue Date: September 24, 2024

Project: Owner:

Riverbend Raw Water Intake Cherokee County Water &

Sewerage Authority

Cherokee County, Georgia

Bid Date: Thursday, October 10, 2024

Bid Submittal Time: 2:00 P.M. local time

Bid Submittal Location:

Cherokee County Water &

Sewerage Authoriy

110 Railroad Street Phone – (770) 479-1813

Canton, Georgia 30114 Fax – (678) 493-2434

Receipt of this addendum, and all previous addenda, should be acknowledged as part of your bid document. Failure to acknowledge the receipt of the addenda may result in rejection of the bid.

DIVISION 0 – BIDDING AND CONTRACT REQUIREMENTS

Replace Section 00 11 00, Advertisement for Bids, replace: “Copies are also available for purchase via QuestCDN.” with “Digital copies are also available for purchase via QuestCDN at a cost of $22.00.”

DIVISIONS 1 – 46: CONTRACT DOCUMENTS

NO CHANGES INCLUDED IN THIS ADDENDA

DRAWINGS

ADD Drawing C-03, Survey Stakeout & Control, add: Staking points for two bollards, per Addendum A - Attachment A.

Riverbend Raw Water Intake Addendum #1

September 24, 2024

QUESTIONS/CLARIFICATIONS

Q1: Documents indicate that Intake is to remain operational. Please clarify if there is an existing intake bypass that the Contractor can utilize. If a new temporary bypass is to be provided during construction, please clarify intake flows that need to be maintained. Please also provide additional site plan, where we can identify where bypass is to feed into.

A1: The intent of the documents is to indicate that the intake remains operational as much as practically possible. The intake is expected and allowed to be taken out of service for as much of the project as necessary to perform the Work. Shutdown of the intake should be coordinated with Owner per Section 01 14 00.

Q2: Please confirm that Subcontractor Affidavits are to be submitted post award and prior to commencing work on site.

A2: Confirmed.

Q3: Please confirm project is not subject to Davis Bacon Wages, AIS or BABAA requirements.

A3: Confirmed.

Q4: Please confirm Contractor is not required to provide an on site office for the Engineer.

A4: Confirmed.

Available boring information for a location nearby is attached to this addendum for

Contractors’ information. SOIL BORING INFORMATION IS FOR INFORMATION

ONLY, IS NOT INCORPORATED INTO THE CONTRACT DOCUMENTS, AND IS

NOT TO BE RELIED UPON AS CONTRACTOR’S SOLE TECHNICAL

INFORMATION TO DETERMINE SUBSURFACE CONDITIONS.

ATTACHEMENTS TO ADDENDUM NO. 1

A. Drawing C-03 Exhibit

B. Pre-bid Meeting Agenda

C. Pre-bid Meeting Sign-in Sheet

D. Soil Borings

DATE

BYATTACHMENT NO.

CONTRACT

NUMBER

REFER TO CONTRACT

DRAWING NUMBER

SHEET OF

HAZEN JOB

NUMBER

aalvarez Text Box

CHEROKEE COUNTY WATER

AND SEWERAGE AUTHORITY

aalvarez Text Box

RIVERBEND RAW WATER INTAKE MODIFICATIONS

(MAINTENANCE CONTRACT)

aalvarez

HAZEN JOB NUMBER

32462-003 aalvarez

CONTRACT NUMBER

CCWSA_2021_003_Hazen-Task-001 shakonson Text Box

ADDENDUM NO.

RCJones Snapshot

RCJones PolyLine

RCJones Snapshot

PRE BID MEETING AGENDA

Cherokee County Water and Sewerage Authority

Riverbend Raw Water Intake Improvements September 12, 2024 – 9:00 AM

1. Sign-In

2. Introductions

3. Project Background

a. Purpose of project: The project aims to replace and relocate the Riverbend Etowah

River Intake further into the center of the river where velocities are higher, allowing for "self-scouring" to reduce clogging. Slope stabilization practices will be utilized to mitigate erosion along the embankment.

b. The Riverbend Etowah River Intake was originally constructed in 2002.

4. Scope of Work

a. Reference Section 01 11 00, Summary of Work for further details.

5. Structural Inspection Report

6. Key Dates

a. Bid Opening – October 10, 2024, 2:00 pm, Cherokee County Water and Sewerage Authority, 110 Railroad Street, Canton, GA 30114

b. Last Day for Questions – October 1, 2024, 5:00 pm;

cszoch@hazenandsawyer.com

c. Site Visit – A mandatory site visit will be held immediately following Pre-Bid Meeting. Optional additional site visits can be arranged by contacting Jamie Veley, jamie.veley@ccwsa.com or via telephone at 770-367-2322.

7. Sealed Bids

a. Refer to Section 00 20 00, Instructions to Bidders, for documents to be included and instructions on submitting bids, and 01 20 00, Measurement and Payment, for instructions on bid items.

b. Bid Form, refer to Section 00 40 00:

Bid Item 1: Lump Sum Work Bid Item 2: Cash Allowance Bid Item 3: Unit Price Work

3.1 – Additional Mill and Resurface

3.2 – Additional Asphalt, Full Depth

3.3 – Additional Rip Rap

3.4 – Additional SEL’s

3.5 – Rock Excavation Hammering Blasting is not anticipated or allowed for this project. If Contractor desires to blast he should submit a question during the bid process for review.

Subcontractor Schedule

c. See Instructions to Bidders for other items to be included in submittal

d. Use forms provided in Contract Documents and Specifications.

e. Bidders must purchase documents from QuestCDN, and be listed on the planholders list to submit a valid bid. QuestCDN number is 9306412.

8. Contract Time of Completion and Liquidated Damages

a. Refer to Section 00 52 00, Agreement, for further details.

Substantial completion: 250 calendar days.

b. See 00 72 00, General Conditions, and 00 73 00, Supplementary Conditions, for definitions of Substantial Completion, Final Completion, and Partial Utilization.

9. Minimum Experience for Bidders

a. Refer to Section 00 20 00, Instructions to Bidders, for minimum experience criteria.

Note Owner will closely evaluate and it will be strictly enforced. Please reach out with any specific questions or concerns regarding experience criteria.

10. Maintenance of Plant Operations during Construction

a. Restrictions and conditions for facility shutdowns are described in Specification Section 01 14 00, Coordination of Owner’s Operations.

b. Coordinate shutdown of pump station with Owner and Engineer prior to required shutdown for pipe installation.

c. Sequence of Construction See 01 14 00, Coordination with Owner’s Operations.

11. Addenda

a. Addenda will be issued, as necessary.

b. Submit all questions in writing promptly.

c. Receipt of addenda acknowledged in writing and via bid form.

12. Questions

13. Sign-In Reminder

14. Riverbend Raw Water Intake Visitation

I:Main/Geo/Misc/Symbols&Nomenclature

Symbols and Nomenclature

Symbols

Thin-walled tube (TWT) sample recovered

Thin-walled tube (TWT) sample not recovered

Standard penetration resistance (ASTM D1586)

50/2� Number of blows (50) to drive the split-spoon a number of inches (2)

65% Percentage of rock core recovered

RQD Rock quality designation - % of recovered core sample which is 4 or more inches long

GW Groundwater

Water level at least 24 hours after drilling

Water level one hour or less after drilling

ALLUV Alluvium

TOP Topsoil

PM Pavement Materials

CONC Concrete

FILL Fill Material

RES Residual Soil

PWR Partially Weathered Rock

SPT Standard Penetration Testing

Penetration Resistance Results Approximate

Number of Blows, N Relative Density

Sands 0-4 very loose 5-10 loose 11-20 firm 21-30 very firm 31-50 dense Over 50 very dense

Approximate Number of Blows, N Consistency

Silts and 0-1 very soft Clays 2-4 soft 5-8 firm 9-15 stiff 16-30 very stiff 31-50 hard

Over 50 very hard

Drilling Procedures Soil sampling and standard penetration testing performed in accordance with ASTM D 1586. The standard penetration resistance is the number of blows of a 140-pound hammer falling 30 inches to drive a 2-inch O.D., 1.4-inch I.D. split-spoon sampler one foot. Rock coring is performed in accordance with ASTM D 2113. Thin-walled tube sampling is performed in accordance with ASTM D 1587.

LABORATORY DATA

1874 Forge Street Tucker, GA 30084

Phone: 770-938-8233 Tested By IH

Fax: 770-923-8973 Date 08/28/23

Web: www.test-llc.com Checked By

ASTM D 1883/AASHTO T193

Standard Test Method for CBR (California Bearing Ratio) of Laboratory Compacted Soils

Client Pr. # Lab. PR. #

Pr. Name S. Type

Sample ID Depth/Elev.

Location Add. Info

D698 D1557 Other Max Dry Density, pcf 108.0 Compaction Procedure x Optimum Moisture Content, % 16.7

Point # 1 2 3 Mass of material before separation on 3/4" sieve, g NA

Specified Moisture Cont., % 14.7 16.7 18.7 Mass of material retained on 3/4" sieve, g NA

Specified % Compaction 98.0 98.0 98.0 Mass of +3/4" material replaced by (+#4 to -3/4") portion, g NA

Number of Layers 3 3 3 Replaced Portion,% NA

Number of Blows per layer NA NA NA

Mold ID 118 282 511 Penetration Piston ID 123 Dial Gage ID 1098

Height of Sample before Soaking, in 4.584 4.584 4.584 Rammer Type (Effort) STD Manual

Volume of Sample, ft^3 0.0751 0.0750 0.0750 Height of Drop, in 12

Mass of Mold, g 6909 6976 6959 Mass of Rammer, kg 2.5

Mass of Wet Soil & Mold, g 11042.0 11178.0 11233.0 Condition of Sample

Mass of Wet Soil, g 4133 4202 4274 Soaking Duration 96 hr

Wet Density, pcf 121.3 123.5 125.6 Surcharge Load 10 lb 4.54 kg

Dry Density before Soaking, pcf 105.8 105.9 105.9 Surcharge Press., psi 0.35

Dial Gage Reading before Soaking, in 0.336 0.310 0.296 Penetration Rate, in/min 0.05

Dial Gage Reading after Soaking, in 0.439 0.387 0.343 Balance ID 598/1090 Load Cell ID 11

Swell of Sample, in 0.103 0.077 0.047 Oven ID 496/758 Dial Gage ID 450

Swell of Sample, % 2.2 1.7 1.0 Penetration Machine ID 10 Rammer ID 315

Height of Sample after Soaking, in 4.687 4.661 4.631

Dry Density after Soaking, pcf 103.4 103.9 104.9

Mass of Sample & Mold after Soaking, g 11293.0 11371.0 11351.0

% Compaction 98.0 98.0 98.0

Point 1 Point 2 Point 3

Before After After Before After After Before After After

Comp. Comp. Soaking* Comp. Comp. Soaking* Comp. Comp. Soaking*

Mass of Wet Sample and Tare, g 219.5 195.2 1059.0 210.0 193.6 1136.2 160.5 118.6 1142.6

Mass of Dry Sample and Tare, g 207.5 187.9 898.8 196.6 185.7 948.9 154.9 111.3 961.9

Mass of Tare, g 125.0 138.6 219.0 115.0 138.9 152.8 125.0 71.8 156.5

Moisture Content, % 14.5 14.8 23.6 16.4 16.9 23.5 18.7 18.5 22.4

Average Moisture Content, %

* Portion of sample used for determination of moisture content after soaking and penetration: Top 1 inch

YES

Penetration, Load, Stress, Penetration, Load, Stress, Penetration, Load, Stress, in lb psi in lb psi in lb psi

0.000 4 0.0 0.000 4 0.0 0.000 4 0.0

0.0250 10 2.0 0.0250 25 7.0 0.0250 47 14.4

0.0500 22 6.0 0.0500 45 13.7 0.0500 85 27.1

0.0750 38 11.4 0.0750 73 23.0 0.0750 136 44.1

0.1000 62 19.4 0.1000 105 33.7 0.1000 177 57.8

0.1250 91 29.1 0.1250 143 46.4 0.1250 217 71.1

0.1500 120 38.7 0.1500 175 57.1 0.1500 250 82.2

0.1750 150 48.8 0.1750 204 66.8 0.1750 280 92.2

0.2000 177 57.8 0.2000 227 74.5 0.2000 303 99.9

0.3000 245 80.5 0.3000 297 97.9 0.3000 385 127.2

0.4000 296 97.5 0.4000 351 115.9 0.4000 456 151.0

0.5000 343 113.2 0.5000 401 132.6 0.5000 518 171.7

Load - Penetration Data

Point 1 Point 2 Point 3

Material passing 3/8" sieve was used for CBR testing.

Moisture Content

Proctor Method Description

CBR Method Description & Test Data

Av. Representative

Soaked

14.7 16.7 18.6

231241.2 2307A-32-1

Remold

0-10'

Cherokee Riverbend Drye

46864/B-1

Fax: 770-923-8973 Date 08/28/23

Web: www.test-llc.com Checked By

ASTM D 1883

Standard Test Method for CBR (California Bearing Ratio) of Laboratory Compacted Soils Client Pr. # Lab. PR. #

Pr. Name S. Type

Sample ID Depth/Elev.

Location Add. Info

Corrected Corrected Bearing

Penetration, in Stress, psi Ratio, %

0.1 38.7 3.9

0.2 70.5 4.7

0.1 46.4 4.6

0.2 81.8 5.5

0.1 57.8 5.8

0.2 99.9 6.7

Point Dry Density, Corrected CBR, Number of Blows

# pcf % per Layer

1 105.8 4.7 NA

2 105.9 5.5 NA

3 105.9 6.7 NA

USCS (ASTM D2487;2488)

DESCRIPTION

Point 1

Point 2

Point 3

0-10'

231241.2 2307A-32-1

Cherokee Riverbend Drye Remold

46864/B-1

0 0.1 0.2 0.3 0.4 0.5

S tr e ss o n

P is to n

,p s i

Penetration, in

LOAD-PENETRATION CURVE

POINT 2

POINT 3

POINT 1

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

90.0 95.0 100.0 105.0 110.0

C o rr ec te d

C B

Dry Density as Molded, pcf

DRY DENSITY vs. CBR

POINT 2

POINT 3

POINT 1

Proctor Max. Dry Density

IMELY 1874 Forge Street Tucker, GA 30084

NGINEERING Phone: 770-938-8233 Tested By

OIL Fax: 770-923-8973 Date

ESTS, LLC Web: www.test-llc.com Checked By

Client Pr. # Lab. PR. #

Pr. Name S. Type

Sample ID Depth/Elev.

Location Add. Info wet dry MOISTURE CONTENT

Mass of Soil before sieving, g 20700.0 17028.9 Coarse + Fine

Fraction Coarse Fraction

Mass of Mat. Retained on No. 4 sieve, g 691.1 125.7

Mass of Mat. Retained on 3/8" sieve, g 125.7 125.7 597.3 125.7

Mass of Mat. Retained on 3/4" sieve, g 162.2 0.0

21.6 0.0

Material Retained on No. 4 Sieve, %

Material Retained on 3/8" Sieve, % 0.7

Material Retained on 3/4" Sieve, % Procedure B

Total, % (oversized) 0.7

Points 1 2 3 4 5 Mold ID Number 798

Mass of Mold and Soil, g 6059.0 6120.0 6128.0 6077.0 Mass of Mold, g 4218.5

Mass of Wet Sample & Tare, g 535.3 535.5 535.5 535.7 Volume of Mold, ft3 0.0333

Mass of Dry Sample & Tare, g 484.0 477.4 467.8 461.1 Hammer ID Number 743

Mass of Tare, g 123.4 126.5 130.2 126.4 Number of Blows per layer 25

Moisture Content, % 14.2 16.6 20.1 22.3 Number of Layers 3

Mechanical Compactor ID Number 317

Wet Density, pcf 121.8 125.9 126.4 123.0

Dry Density, pcf 106.7 108.0 105.3 100.6

Oven ID # 495 60oC

Oven ID # 496/758 110oC

REMARKS

DESCRIPTION

Maximum Dry Density, pcf 108.0 Corrected Maximum Dry Density, pcf NA

Optimum Moisture Content, % 16.7 Corrected Optimum Moisture Content, % NA

TEST DATA

Method A: Material retained on No. 4 Sieve< 25%

Method B: Material retained on 3/8" Sieve < 25%

Method C: Material retained on 3/4" Sieve < 30%

AASHTO M145

USCS (ASTM D2487; D2488)

08/24/23

0-10'46864/B-1

231241.20 2307A-32-1

Cherokee Riverbend Drye Bulk

Mass of Tare, g Moisture Content, %

ASTM D 698

Standard Test Method for Laboratory Compaction Characteristics of Soil Using

Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))

DETERMINATION OF TEST PROCEDURE

Mass of Wet Sample & Tare, g

Mass of Dry Sample & Tare, g

Moisture vs. Dry Density

99.0

101.0

103.0

105.0

107.0

109.0

13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0

Moisture Content, %

D ry

D e n s it y

, p c f

100% Saturation Curves:

(Gs=2.6); (Gs=2.7); (Gs=2.8)

Fax: 770-923-8973 Date 08/28/23

Web: www.test-llc.com Checked By

ASTM D 1883/AASHTO T193

Standard Test Method for CBR (California Bearing Ratio) of Laboratory Compacted Soils

Client Pr. # Lab. PR. #

Pr. Name S. Type

Sample ID Depth/Elev.

Location Add. Info

D698 D1557 Other Max Dry Density, pcf 107.4 Compaction Procedure x Optimum Moisture Content, % 17.9

Point # 1 2 3 Mass of material before separation on 3/4" sieve, g NA

Specified Moisture Cont., % 15.9 17.9 19.9 Mass of material retained on 3/4" sieve, g NA

Specified % Compaction 98.0 98.0 98.0 Mass of +3/4" material replaced by (+#4 to -3/4") portion, g NA

Number of Layers 3 3 3 Replaced Portion,% NA

Number of Blows per layer NA NA NA

Mold ID 505 506 507 Penetration Piston ID 123 Dial Gage ID 1098

Height of Sample before Soaking, in 4.584 4.584 4.584 Rammer Type (Effort) STD Manual

Volume of Sample, ft^3 0.0751 0.0751 0.0751 Height of Drop, in 12

Mass of Mold, g 6928 6937 6956 Mass of Rammer, kg 2.5

Mass of Wet Soil & Mold, g 11077.0 11155.0 11252.0 Condition of Sample

Mass of Wet Soil, g 4149 4218 4296 Soaking Duration 96 hr

Wet Density, pcf 121.8 123.8 126.1 Surcharge Load 10 lb 4.54 kg

Dry Density before Soaking, pcf 105.2 105.1 105.3 Surcharge Press., psi 0.35

Dial Gage Reading before Soaking, in 0.245 0.234 0.290 Penetration Rate, in/min 0.05

Dial Gage Reading after Soaking, in 0.287 0.256 0.306 Balance ID 598/1090 Load Cell ID 11

Swell of Sample, in 0.042 0.022 0.016 Oven ID 496/758 Dial Gage ID 450

Swell of Sample, % 0.9 0.5 0.3 Penetration Machine ID 10 Rammer ID 315

Height of Sample after Soaking, in 4.626 4.606 4.600

Dry Density after Soaking, pcf 104.4 104.6 104.9

Mass of Sample & Mold after Soaking, g 11288.0 11291.0 11332.0

% Compaction 97.9 97.8 98.0

Point 1 Point 2 Point 3

Before After After Before After After Before After After

Comp. Comp. Soaking* Comp. Comp. Soaking* Comp. Comp. Soaking*

Mass of Wet Sample and Tare, g 285.2 238.5 917.4 285.2 265.7 908.1 285.3 266.8 1133.4

Mass of Dry Sample and Tare, g 261.8 220.0 778.5 262.4 244.5 781.0 258.0 245.5 963.4

Mass of Tare, g 115.0 101.5 161.5 135.0 125.7 212.9 120.0 138.0 159.2

Moisture Content, % 15.9 15.6 22.5 17.9 17.8 22.4 19.8 19.8 21.1

Average Moisture Content, %

* Portion of sample used for determination of moisture content after soaking and penetration: Top 1 inch

YES

Penetration, Load, Stress, Penetration, Load, Stress, Penetration, Load, Stress, in lb psi in lb psi in lb psi

0.000 4 0.0 0.000 4 0.0 0.000 4 0.0

0.0250 114 36.7 0.0250 219 71.8 0.0250 200 65.5

0.0500 249 81.8 0.0500 343 113.2 0.0500 320 105.5

0.0750 332 109.5 0.0750 404 133.6 0.0750 380 125.6

0.1000 371 122.6 0.1000 443 146.6 0.1000 420 138.9

0.1250 397 131.3 0.1250 471 156.0 0.1250 452 149.6

0.1500 421 139.3 0.1500 495 164.0 0.1500 479 158.6

0.1750 442 146.3 0.1750 515 170.7 0.1750 502 166.3

0.2000 460 152.3 0.2000 534 177.0 0.2000 522 173.0

0.3000 520 172.3 0.3000 600 199.1 0.3000 593 196.7

0.4000 575 190.7 0.4000 663 220.1 0.4000 652 216.4

0.5000 628 208.4 0.5000 720 239.1 0.5000 710 235.8

17.9 19.8

231241.2 2307A-32-1

Remold

0-10'

Cherokee Riverbend Drye

46865/B-7

Material passing 3/8" sieve was used for CBR testing.

Moisture Content

Proctor Method Description

CBR Method Description & Test Data

Av. Representative

Soaked

15.8

Load - Penetration Data

Point 1 Point 2 Point 3

Fax: 770-923-8973 Date 08/28/23

Web: www.test-llc.com Checked By

ASTM D 1883

Standard Test Method for CBR (California Bearing Ratio) of Laboratory Compacted Soils Client Pr. # Lab. PR. #

Pr. Name S. Type

Sample ID Depth/Elev.

Location Add. Info

Corrected Corrected Bearing

Penetration, in Stress, psi Ratio, %

0.1 122.6 12.3

0.2 152.3 10.2

0.1 146.6 14.7

0.2 177.0 11.8

0.1 138.9 13.9

0.2 173.0 11.5

Point Dry Density, Corrected CBR, Number of Blows

# pcf % per Layer

1 105.2 12.3 NA

2 105.1 14.7 NA

3 105.3 13.9 NA

0-10'

231241.2 2307A-32-1

Cherokee Riverbend Drye Remold

46865/B-7

USCS (ASTM D2487;2488)

DESCRIPTION

Point 1

Point 2

Point 3

0 0.1 0.2 0.3 0.4 0.5

S tr e ss o n

P is to n

,p s i

Penetration, in

LOAD-PENETRATION CURVE

POINT 2

POINT 3

POINT 1

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

90.0 95.0 100.0 105.0 110.0

C o rr ec te d

C B

Dry Density as Molded, pcf

DRY DENSITY vs. CBR

POINT 2

POINT 3

POINT 1

Proctor Max. Dry Density

NGINEERING Phone: 770-938-8233 Tested By

OIL Fax: 770-923-8973 Date

ESTS, LLC Web: www.test-llc.com Checked By

Client Pr. # Lab. PR. #

Pr. Name S. Type

Sample ID Depth/Elev.

Location Add. Info wet dry MOISTURE CONTENT

Mass of Soil before sieving, g 21942.0 17856.4 Coarse + Fine

Fraction Coarse Fraction

Mass of Mat. Retained on No. 4 sieve, g 1149.1 187.6

Mass of Mat. Retained on 3/8" sieve, g 187.6 187.6 990.7 187.6

Mass of Mat. Retained on 3/4" sieve, g 298.4 0.0

22.9 0.0

Material Retained on No. 4 Sieve, %

Material Retained on 3/8" Sieve, % 1.1

Material Retained on 3/4" Sieve, % Procedure B

Total, % (oversized) 1.1

Points 1 2 3 4 5 Mold ID Number 798

Mass of Mold and Soil, g 6093.0 6134.0 6084.0 6036.0 Mass of Mold, g 4218.5

Mass of Wet Sample & Tare, g 620.7 620.7 620.7 625.7 Volume of Mold, ft3 0.0333

Mass of Dry Sample & Tare, g 557.9 549.7 540.4 536.7 Hammer ID Number 743

Mass of Tare, g 179.5 182.5 176.5 175.0 Number of Blows per layer 25

Moisture Content, % 16.6 19.3 22.1 24.6 Number of Layers 3

Mechanical Compactor ID Number 317

Wet Density, pcf 124.1 126.8 123.5 120.3

Dry Density, pcf 106.4 106.3 101.2 96.6

Oven ID # 495 60oC

Oven ID # 496/758 110oC

REMARKS

DESCRIPTION

Maximum Dry Density, pcf 107.4 Corrected Maximum Dry Density, pcf NA

Optimum Moisture Content, % 17.9 Corrected Optimum Moisture Content, % NA

TEST DATA

Method A: Material retained on No. 4 Sieve< 25%

Method B: Material retained on 3/8" Sieve < 25%

Method C: Material retained on 3/4" Sieve < 30%

AASHTO M145

USCS (ASTM D2487; D2488)

08/24/23

0-10'46865/B-7

231241.20 2307A-32-1

Cherokee Riverbend Drye Bulk

Mass of Tare, g Moisture Content, %

ASTM D 698

Standard Test Method for Laboratory Compaction Characteristics of Soil Using

Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))

DETERMINATION OF TEST PROCEDURE

Mass of Wet Sample & Tare, g

Mass of Dry Sample & Tare, g

Moisture vs. Dry Density

95.0

97.0

99.0

101.0

103.0

105.0

107.0

109.0

15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0

Moisture Content, %

D ry

D e n s it y

, p c f

100% Saturation Curves:

(Gs=2.6); (Gs=2.7); (Gs=2.8)

Ph: 770-938-8233 Tested By AS

Fax: 770-923-8973 Date 08/24/23

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Lab. PR. #

S. Type

Depth/Elev.

Add. Info

STEP # 2

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 0.0 2 0.10 0.32 13.0 3 0.43 0.66 16.5 Selection 4

4 0.97 0.98 18.5 m1 8.26

5 1.78 1.34 18.5 m2 7.19

6 2.88 1.70 18.5 7 3.70 1.92 18.5 8 4.53 2.13 18.5 X Y 9 5.35 2.31 19.0 0 10.61

10 6.67 2.58 19.0 1 17.79 11 8.17 2.86 19.0 12 10.2 3.19 19.5

13 12.7 3.56 20.5 d 0 10.6

14 17.7 4.20 21.0 d 90 19

15 23.7 4.86 21.0 d 100 19

16 33.7 5.80 21.5 d 50 15

17 sq.root t 90 1.1

18 t 90 , min 1.21

19 sq.root t 50 0.53

20 t 50 , min 0.28 d=dial gauge reading, 10-4 in

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

46866/S-1 1-3'

Note: * - Reported Pressure is not including seating pressure of 100 psf and possible additional vertical pressure applied to sample to prevent swell. If swell was observed additional vertical pressure is reported on page 1 of report.

Location - -

Pressure* on

Specimen, lbf/ft2

0 1 2 3 4

D ia l re ad in g ,1

0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 7.19x + 10.61 y = 8.264x + 10.607

R² = 0.980

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method

Fax: 770-923-8973 Date 08/24/23

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Lab. PR. #

S. Type

Depth/Elev.

Add. Info

STEP # 3

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 21.5 2 0.13 0.37 42.0 3 0.68 0.83 44.5 Selection 4

4 1.22 1.10 45.0 m1 4.20

5 2.07 1.44 45.5 m2 3.66

6 3.20 1.79 46.0 7 4.07 2.02 46.5 8 4.92 2.22 46.5 X Y 9 5.78 2.40 46.5 0 40.62

10 7.07 2.66 47.0 1 44.27 11 8.57 2.93 47.0 12 10.6 3.25 47.5

13 13.1 3.61 48.5 d 0 40.6

14 18.1 4.25 49.0 d 90 45

15 24.1 4.91 49.5 d 100 46

16 32.0 5.66 50.0 d 50 43

17 sq.root t 90 1.3

18 t 90 , min 1.69

19 sq.root t 50 0.63

20 t 50 , min 0.39 d=dial gauge reading, 10-4 in

46866/S-1 1-3'

Location - -

Pressure* on

Specimen, lbf/ft2

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 3.66x + 40.62 y = 4.204x + 40.617

R² = 0.951

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

Fax: 770-923-8973 Date 08/24/23

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Depth/Elev.

Add. Info

STEP # 4

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 50.0 2 0.10 0.32 87.5 3 0.33 0.58 92.0 Selection 4

4 0.87 0.93 94.5 m1 11.14

5 1.67 1.29 96.5 m2 9.69

6 2.82 1.68 97.0 7 3.63 1.91 97.5 8 4.50 2.12 98.0 X Y 9 5.37 2.32 98.0 0 84.56

10 6.75 2.60 98.5 1 94.25 11 8.25 2.87 99.0 12 10.3 3.20 99.5

13 12.8 3.57 99.5 d 0 84.6

14 17.8 4.21 100.0 d 90 97

15 23.8 4.87 100.5 d 100 98

16 33.8 5.81 101.0 d 50 91

17 sq.root t 90 1.25

18 t 90 , min 1.56

19 sq.root t 50 0.60

20 t 50 , min 0.36 d=dial gauge reading, 10-4 in

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

46866/S-1 1-3'

Location - -

Pressure* on

Specimen, lbf/ft2

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 9.69x + 84.56 y = 11.140x + 84.558 R² = 0.939

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

Fax: 770-923-8973 Date 08/24/23

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Lab. PR. #

S. Type

Depth/Elev.

Add. Info

STEP # 5

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 101.0 2 0.17 0.41 187.0 3 0.67 0.82 190.0 Selection 5

4 1.23 1.11 191.0 m1 4.83

5 2.05 1.43 192.0 m2 4.20

6 3.20 1.79 192.5 7 4.07 2.02 193.0 8 4.93 2.22 193.5 X Y 9 5.80 2.41 193.5 0 185.45

10 7.12 2.67 194.0 1 189.65 11 8.62 2.94 194.5 12 10.6 3.26 194.5

13 13.1 3.62 195.0 d 0 185.4

14 18.1 4.26 195.5 d 90 192

15 24.1 4.91 195.5 d 100 192

16 34.1 5.84 196.5 d 50 189

17 sq.root t 90 1.5

18 t 90 , min 2.25

19 sq.root t 50 0.72

20 t 50 , min 0.53 d=dial gauge reading, 10-4 in

46866/S-1 1-3'

Location - -

Pressure* on

Specimen, lbf/ft2

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 4.20x + 185.45 y = 4.832x + 185.449

R² = 0.949

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

Fax: 770-923-8973 Date 08/25/23

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Lab. PR. #

S. Type

Depth/Elev.

Add. Info

STEP # 6

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 196.5 2 0.15 0.39 162.0 3 0.62 0.79 161.5 Selection 4

4 1.17 1.08 161.0 m1 -1.43

5 2.00 1.41 161.0 m2 -1.25

6 3.13 1.77 161.0 7 4.00 2.00 161.0 8 4.87 2.21 161.0 X Y 9 5.75 2.40 161.0 0 162.58

10 7.03 2.65 161.0 1 161.33 11 8.53 2.92 161.0 12 10.5 3.25 161.0

13 13.0 3.61 161.0 d 0 162.6

14 18.0 4.25 161.0 d 90 161

15 24.0 4.90 161.0 d 100 161

16 34.0 5.83 161.0 d 50 162

17 67.0 8.19 161.0 sq.root t 90 1.3

18 92.0 9.59 161.0 t 90 , min 1.69

19 167.0 12.92 160.5 sq.root t 50 0.63

20 242.0 15.56 160.5 t 50 , min 0.39

392.0 19.80 160.5 d=dial gauge reading, 10-4 in

542.0 23.28 160.5

692.0 26.31 160.5

46866/S-1 1-3'

Location - -

Pressure* on

Specimen, lbf/ft2

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = -1.25x + 162.58 y = -1.433x + 162.576

R² = 0.993

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

F o rg e

S tr ee t

T u ck e r, G

P h

-9

-8

T es te d B y A

F a x:

-9

-8

D a te

W e b :w w w

.t e st -l lc .c o m

C h ec ke d B y

L a b

P R

T yp e

D e p th

/E le v.

A d d

In fo

S T

E P

Point #

T im e, m in S qu ar e R oo t of T im e, m in

D ia l G au ge R ea di ng in

S el ec tio n

m 2.

m 1.

X Y

d sq .r oo t t t ,m in 1.

sq .r oo t t

t ,m in 0.

d d ia l g au g e r ea d in g, -4 in

St an d ar d T es t

M et ho d fo r

O ne

-D im en si on al

C on so lid at io n P ro pe rt ie s of

So ils

, A

M D

M et ho d B

A S

H T

O T

S a m p le I

C lie n t

P r.

7A -3

P ro je ct

N a m e

C he ro ke e R iv er b en d D ry e

U D

-1 1-

N o te

R e po rt e d

P re ss ur e is n ot in cl u d in g se a tin g p re ss u re o f p sf a nd p o ss ib le a dd iti o na lv er tic a l p re ss u re a pp lie d t o sa m p le t o pr e ve n t sw e ll.

If sw e ll w a s o bs e rv e d a d d iti on al ve rt ic a l p re ss u re is re p o rt e d o n p a g e o fr e p or t.

L o ca tio n

P re ss u re o n

S p ec im e n

, l b f/ ft

Dialreading,10-4in

S q u a re ro o t o f ti m e, m in ½

T im e- D ef o rm a ti o n C u rv e F ro m

S q u a re R o o t o f T im e

M e th o d y

.2 y

.2 x

R ²

Dialreading,10-4in

S q u a re ro o t o f ti m e, m in ½

T im e- D ef o rm at io n

C u rv e

F ro m S q u ar e

R o o t o f

T im e M et h d

F o rg e

S tr ee t

T u ck e r, G

P h

-9

-8

T es te d B y A

F a x:

-9

-8

D a te

W e b :w w w

.t e st -l lc .c o m

C h ec ke d B y

L a b

P R

T yp e

D e p th

/E le v.

A d d

In fo

S T

E P

Point #

T im e, m in S qu ar e R oo t of T im e, m in

D ia l G au ge R ea di ng in

S el ec tio n

m 6.

m 5.

X Y

d sq .r oo t t

t ,m in 1.

sq .r oo t t

t ,m in 0.

d d ia l g au g e r ea d in g, -4 in

-1 1-

N o te

R e po rt e d

P re ss ur e is n ot cl u d in g se a tin g p re ss u re o f p sf a nd p o ss ib le a dd iti o na lv er tic a l p re ss u re a pp lie d t o sa m p le t o pr e ve n t sw e ll.

If sw e ll w a s o bs e rv e d a d d iti on al ve rt ic a l p re ss u re is re p o rt e d o n p a g e fr e p or t.

L o ca tio n

P re ss u re o n

S p ec im e n

, l b f/ ft

St an d ar d T es t

M et ho d fo r

O ne

-D im en si on al

C on so lid at io n P ro pe rt ie s of

So ils

, A

M D

M et ho d B

T O

S a m p le I

C lie n t

P r.

7A -3

P ro je ct

N a m e

C he ro ke e R iv er b en d D ry e

U D

Dialreading,10-4in

S q u a re ro o t o f ti m e, m in ½

T im e- D ef o rm a ti o n C u rv e F ro m

S q u a re R o o t o f T im e

M e th o d y

.8 y

.1 x

R ²

Dialreading,10-4in

S q u a re ro o t o f ti m e, m in ½

T im e- D ef o rm at io n

C u rv e

F ro m S q u ar e

R o o t o f

T im e M et h d

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Lab. PR. #

S. Type

Depth/Elev.

Add. Info

STEP # 9

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 208.0 2 0.08 0.29 306.0 3 0.35 0.59 313.0 Selection 5

4 0.65 0.81 316.5 m1 16.81

5 1.08 1.04 318.5 m2 14.62

6 1.87 1.37 321.0 7 2.73 1.65 322.0 8 3.48 1.87 323.0 X Y 9 4.23 2.06 323.5 0 302.04

10 5.48 2.34 324.5 1 316.66 11 6.98 2.64 325.0 12 9.0 3.00 325.5

13 11.5 3.39 326.0 d 0 302.0

14 16.5 4.06 327.0 d 90 322

15 22.5 4.74 327.5 d 100 324

16 32.5 5.70 330.0 d 50 313

17 sq.root t 90 1.35

18 t 90 , min 1.82

19 sq.root t 50 0.65

20 t 50 , min 0.43 d=dial gauge reading, 10-4 in

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

46866/S-1 1-3'

Location - -

Pressure* on

Specimen, lbf/ft2

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 14.62x + 302.04 y = 16.811x + 302.038

R² = 0.959

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

Fax: 770-923-8973 Date 08/25/23

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Lab. PR. #

S. Type

Depth/Elev.

Add. Info

STEP # 10

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 330.5 2 0.08 0.29 486.0 3 0.37 0.61 496.5 Selection 6

4 0.65 0.81 501.0 m1 20.05

5 1.08 1.04 504.5 m2 17.43

6 1.87 1.37 508.0 7 2.62 1.62 509.5 8 3.37 1.83 511.0 X Y 9 4.12 2.03 512.0 0 482.73

10 5.37 2.32 513.0 1 500.16 11 6.90 2.63 514.0 12 8.9 2.98 515.0

13 11.4 3.38 516.0 d 0 482.7

14 16.4 4.05 517.5 d 90 511

15 22.4 4.73 518.5 d 100 514

16 32.4 5.69 519.5 d 50 498

17 sq.root t 90 1.6

18 t 90 , min 2.56

19 sq.root t 50 0.77

20 t 50 , min 0.60 d=dial gauge reading, 10-4 in

46866/S-1 1-3'

Location - -

Pressure* on

Specimen, lbf/ft2

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 17.43x + 482.73 y = 20.048x + 482.731

R² = 0.935

0 1 2 3 4 5 6

D ia l re a d in g

,1 0-in

Fax: 770-923-8973 Date 08/25/23

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Lab. PR. #

S. Type

Depth/Elev.

Add. Info

STEP # 11

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 521.0 2 0.10 0.32 730.0 3 0.38 0.62 743.0 Selection 6

4 0.67 0.82 750.5 m1 29.40

5 1.23 1.11 758.0 m2 25.57

6 2.02 1.42 762.5 7 2.77 1.66 765.5 8 3.52 1.88 767.5 X Y 9 4.27 2.07 768.5 0 723.62

10 5.52 2.35 771.0 1 749.18 11 7.02 2.65 772.5 12 9.0 3.00 774.0

13 11.5 3.39 775.5 d 0 723.6

14 16.5 4.06 777.5 d 90 767

15 22.5 4.75 779.0 d 100 772

16 32.5 5.70 781.0 d 50 748

17 sq.root t 90 1.7

18 t 90 , min 2.89

19 sq.root t 50 0.82

20 t 50 , min 0.67 d=dial gauge reading, 10-4 in

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

46866/S-1 1-3'

Location - -

16000

Pressure* on

Specimen, lbf/ft2

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 25.57x + 723.62 y = 29.404x + 723.615 R² = 0.956

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

Ph: 770-938-8233 Tested By IH

Fax: 770-923-8973 Date 08/24/23

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Client Pr. # Lab. PR. #

Project Name S. Type

Sample ID Depth/Elev.

Location Add. Info

Initial Final Initial Seating Pressure, lbf/ft2 100

Mass of Ring, g 194.73 194.73 Additional Vertical Pressure, lbf/ft2 350

Mass of Wet Sample and Ring, g 340.48 345.68 Total Seating Pressure, lbf/ft2 450

Mass of Wet Sample, g 145.75 150.95 STATION # 1

Mass of Dry Sample, g 120.53 120.53 Consolidometer Ring ID Number 1

Height of Sample, in 0.9970 0.9198 Consolidometer ID Number 1

Diameter of Sample, in 2.501 2.501 Frame ID Number 103

Area of Sample, in2 4.91 4.91 Dial Gage ID Number 676

Volume of Sample, in3 4.90 4.52

Specific Gravity (Assumed) 2.750 2.750

Wet Unit Weight, pcf 113.4 127.3 Initial Dial Gauge Reading, 10-4 in 0

Dry Unit Weight, pcf 93.7 101.6 Final Dial Gauge Reading, 10-4 in 772

Height of Solids, in 0.5444 0.5444

Height of Voids, in 0.4526 0.3754

Height of Water, in 0.3133 0.3782 NA

Void Ratio 0.831 0.689

Degree of Saturation, % 69.2 100.8

Condition of Test:

1. Deionized water used for inundation of sample.

2. Saturated porous stones w/t filter paper used

Trimmings Initial

Mass of Wet Sample and Tare, g 370.60 340.48 LL -

Mass of Dry Sample and Tare, g 332.40 315.26 PL -

Mass of Tare, g 138.00 194.73 PI -

Moisture Content, % 19.7 20.9 page 1 of 5

ASTM D2435

Standard Test Method for One-Dimensional Consolidation Properties of Soils (Method B)

Sample Data

Portion of sample used for testing was located 2" above the bottom of the shelby tube.

USCS (ASTM D2487;2488)

REMARKS

DESCRIPTION

375.84

255.19

25.2

Moisture Content

Final

406.29

2307A-32-1

1-3'

231241.2 Cherokee Riverbend Drye

46866/S-1

Ph: 770-938-8233 Tested By

Fax: 770-923-8973 Date

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Height of Voids, in lbf/ft2 Ksf d100 d50 d100 d50 H100 H50 H100 H50 Hv100,in e 100 e 50 100 50 t90 t50 in2/min ft2/day

100 0.1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.9970 0.9970 0.4526 0.831 0.831 0.00 0.00 - - 0.4985 - -

250 0.25 0.0019 0.0015 0.0000 0.0019 0.0015 0.0019 0.0015 0.9951 0.9955 0.4506 0.828 0.829 0.19 0.15 1.21 0.28 0.4978 0.17 1.74

500 0.5 0.0046 0.0043 0.0000 0.0046 0.0043 0.0046 0.0043 0.9924 0.9927 0.4480 0.823 0.823 0.46 0.43 1.69 0.39 0.4963 0.12 1.24

1000 1 0.0098 0.0091 0.0000 0.0098 0.0091 0.0098 0.0091 0.9872 0.9879 0.4428 0.813 0.814 0.98 0.92 1.56 0.36 0.4939 0.13 1.32

2000 2 0.0192 0.0189 0.0000 0.0192 0.0189 0.0192 0.0189 0.9778 0.9781 0.4333 0.796 0.797 1.93 1.90 2.25 0.53 0.4891 0.09 0.90

500 0.5 0.0161 0.0162 0.0000 0.0161 0.0162 0.0161 0.0162 0.9809 0.9808 0.4365 0.802 0.802 1.61 1.62 1.69 0.39 0.4904 0.12 1.21

1000 1 0.0168 0.0167 0.0000 0.0168 0.0167 0.0168 0.0167 0.9802 0.9803 0.4357 0.800 0.801 1.69 1.68 1.00 0.23 0.4901 0.20 2.04

2000 2 0.0204 0.0200 0.0000 0.0204 0.0200 0.0204 0.0200 0.9766 0.9770 0.4322 0.794 0.794 2.05 2.01 1.44 0.34 0.4885 0.14 1.41

4000 4 0.0324 0.0313 0.0000 0.0324 0.0313 0.0324 0.0313 0.9646 0.9657 0.4202 0.772 0.774 3.25 3.14 1.82 0.43 0.4828 0.11 1.08

8000 8 0.0514 0.0498 0.0000 0.0514 0.0498 0.0514 0.0498 0.9456 0.9472 0.4012 0.737 0.740 5.15 5.00 2.56 0.60 0.4736 0.07 0.74

16000 16 0.0772 0.0748 0.0000 0.0772 0.0748 0.0772 0.0748 0.9198 0.9222 0.3754 0.689 0.694 7.74 7.50 2.89 0.67 0.4611 0.06 0.62

Note: d100 = Dial gauge reading at 100% primary consolidation, in H50 = Specimen height at 50% primary consolidation, in d50 = Dial gauge reading at 50% primary consolidation, in Hd50 = Length of the drainage path at 50% consolidation, in

H100 = Specimen height at 100% primary consolidation, in e100 = Void ratio at 100% primary consolidation e50 = Void ratio at 50% primary consolidation

Hd50 , in

ASTM D2435

Standard Test Method for One-Dimensional Consolidation Properties of Soils (Method B)

Apparatus Correction, in

Void Ratio

Void Ratio, Strain Information and Coefficient of Consolidation Calculation

Pressure Uncorrected Dial

Reading, in Corrected Dial

Reading, in Change in specimen height, in Sample Height, in Strain, %

Fitting Time, min

Coefficient of Consolidation

08/24/23

Location

Sample ID Project Name

Client Pr. # 231241.2 Cherokee Riverbend Drye

46866/S-1

2307A-32-1

1-3'

Lab Pr. # S. Type

Depth/Elev.

Add. Info

Fax: 770-923-8973 Date 08/24/23

Web: www.test-llc.com Checked By Lab. PR. #

S. Type Depth/Elev.

Add. Info

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

1-3' Location - -

ASTM D 2435; Standard Test Method for One-Dimensional Consolidation Properties of Soils (Method B)

Sample ID 46866/S-1

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

0.1 1 10 100

S tr ai n

Pressure, Ksf

Strain at the End-of-Primary Consolidation vs. Log of Pressure

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Depth/Elev.

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Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

Location - -

ASTM D 2435; Standard Test Method for One-Dimensional Consolidation Properties of Soils (Method B)

Sample ID 46866/S-1 1-3'

0.68

0.73

0.78

0.83

0.1 1 10 100

V o id R at io e

Void Ratio vs. Log of Pressure

Fax: 770-923-8973 Date 08/24/23

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S. Type Depth/Elev.

Add. Info

Client Pr. # 231241.2 2307A-32-1

Location - -

Project Name Cherokee Riverbend Drye UD Sample ID 46866/S-1 1-3'

ASTM D 2435; Standard Test Method for One-Dimensional Consolidation Properties of Soils (Method B)

0.1

0.2

0.3

1 10 100

C o ef fi ci e n t o f

C o n s o li d a ti o n in 2 / m in

Coefficient of Consolidation vs. Log of Pressure

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STEP # 2

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 0.0 2 0.13 0.37 53.0 3 0.58 0.76 54.5 Selection 3

4 1.13 1.06 55.0 m1 3.76

5 1.95 1.40 55.0 m2 3.27

6 3.05 1.75 55.0 7 3.87 1.97 55.5 8 4.70 2.17 55.5 X Y 9 5.53 2.35 55.5 0 51.63

10 6.77 2.60 55.5 1 54.90 11 8.27 2.88 55.5 12 10.3 3.20 55.5

13 12.8 3.57 56.0 d 0 51.6

14 17.8 4.22 56.5 d 90 55

15 23.8 4.88 56.5 d 100 55

16 33.8 5.81 57.0 d 50 53

17 sq.root t 90 1

18 t 90 , min 1.00

19 sq.root t 50 0.48

20 t 50 , min 0.23 d=dial gauge reading, 10-4 in

46867/S-2 5-7'

Location - -

Pressure* on

Specimen, lbf/ft2

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 3.27x + 51.63 y = 3.763x + 51.626

R² = 1.000

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

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STEP # 3

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 57.5 2 0.13 0.37 103.0 3 0.68 0.83 106.0 Selection 3

4 1.23 1.11 106.5 m1 6.50

5 2.07 1.44 107.5 m2 5.65

6 3.20 1.79 108.0 7 4.07 2.02 108.0 8 4.92 2.22 108.5 X Y 9 5.80 2.41 108.5 0 100.63

10 7.13 2.67 108.5 1 106.28 11 8.63 2.94 109.0 12 10.6 3.26 109.5

13 13.1 3.62 110.0 d 0 100.6

14 18.1 4.26 110.5 d 90 107

15 24.1 4.91 110.5 d 100 107

16 34.1 5.84 111.0 d 50 104

17 sq.root t 90 1.05

18 t 90 , min 1.10

19 sq.root t 50 0.51

20 t 50 , min 0.26 d=dial gauge reading, 10-4 in

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

46867/S-2 5-7'

Location - -

Pressure* on

Specimen, lbf/ft2

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 5.65x + 100.63 y = 6.501x + 100.626

R² = 1.000

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

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STEP # 4

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 111.0 2 0.13 0.37 174.0 3 0.67 0.82 178.0 Selection 4

4 1.20 1.10 179.5 m1 7.66

5 2.05 1.43 180.5 m2 6.66

6 3.15 1.77 181.5 7 4.02 2.00 182.0 8 4.90 2.21 182.5 X Y 9 5.73 2.39 182.5 0 171.35

10 7.05 2.66 183.0 1 178.01 11 8.55 2.92 183.5 12 10.6 3.25 183.5

13 13.1 3.61 183.5 d 0 171.4

14 18.1 4.25 184.0 d 90 180

15 24.1 4.90 184.5 d 100 181

16 34.1 5.84 185.0 d 50 176

17 sq.root t 90 1.3

18 t 90 , min 1.69

19 sq.root t 50 0.63

20 t 50 , min 0.39 d=dial gauge reading, 10-4 in

46867/S-2 5-7'

Location - -

Pressure* on

Specimen, lbf/ft2

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 6.66x + 171.35 y = 7.658x + 171.354

R² = 0.985

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

Fax: 770-923-8973 Date 08/24/23

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STEP # 5

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 185.0 2 0.13 0.37 262.0 3 0.63 0.80 267.0 Selection 4

4 1.18 1.09 268.5 m1 9.19

5 2.02 1.42 270.0 m2 7.99

6 3.17 1.78 271.0 7 4.03 2.01 271.5 8 4.90 2.21 272.0 X Y 9 5.77 2.40 272.0 0 258.94

10 7.08 2.66 272.5 1 266.94 11 8.58 2.93 272.5 12 10.6 3.25 273.0

13 13.1 3.62 273.5 d 0 258.9

14 18.1 4.25 274.0 d 90 270

15 24.1 4.91 274.5 d 100 271

16 34.1 5.84 275.0 d 50 265

17 sq.root t 90 1.4

18 t 90 , min 1.96

19 sq.root t 50 0.68

20 t 50 , min 0.46 d=dial gauge reading, 10-4 in

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

46867/S-2 5-7'

Location - -

Pressure* on

Specimen, lbf/ft2

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 7.99x + 258.94 y = 9.191x + 258.943

R² = 0.964

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

Fax: 770-923-8973 Date 08/25/23

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STEP # 6

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 275.0 2 0.20 0.45 263.0 3 0.73 0.86 262.5 Selection 4

4 1.30 1.14 262.0 m1 -1.43

5 2.15 1.47 262.0 m2 -1.24

6 3.27 1.81 262.0 7 4.15 2.04 262.0 8 5.03 2.24 262.0 X Y 9 5.90 2.43 262.0 0 263.66

10 7.13 2.67 262.0 1 262.42 11 8.63 2.94 262.0 12 10.6 3.26 262.0

13 13.1 3.62 261.5 d 0 263.7

14 18.1 4.26 261.5 d 90 262

15 24.1 4.91 261.5 d 100 262

16 34.1 5.84 261.5 d 50 263

17 67.1 8.19 261.0 sq.root t 90 1.3

18 92.1 9.60 261.0 t 90 , min 1.69

19 167.1 12.93 261.0 sq.root t 50 0.63

20 242.1 15.56 261.0 t 50 , min 0.39

392.1 19.80 261.0 d=dial gauge reading, 10-4 in

542.1 23.28 261.0

692.1 26.31 260.5

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

46867/S-2 5-7'

Location - -

Pressure* on

Specimen, lbf/ft2

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = -1.24x + 263.66 y = -1.428x + 263.663 R² = 0.989

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

Fax: 770-923-8973 Date 08/25/23

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STEP # 7

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 260.5 2 0.13 0.37 264.0 3 0.45 0.67 264.5 Selection 3

4 1.00 1.00 264.5 m1 1.64

5 1.82 1.35 264.5 m2 1.42

6 2.97 1.72 264.5 7 3.78 1.95 264.5 8 4.63 2.15 264.5 X Y 9 5.43 2.33 264.5 0 263.40

10 6.68 2.59 264.5 1 264.83 11 8.18 2.86 264.5 12 10.2 3.19 264.5

13 12.7 3.56 265.0 d 0 263.4

14 17.7 4.21 265.0 d 90 264

15 23.7 4.87 265.0 d 100 265

16 33.7 5.80 265.0 d 50 264

17 sq.root t 90 0.7

18 t 90 , min 0.49

19 sq.root t 50 0.34

20 t 50 , min 0.11 d=dial gauge reading, 10-4 in

46867/S-2 5-7'

Location - -

Pressure* on

Specimen, lbf/ft2

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 1.42x + 263.40 y = 1.636x + 263.403

R² = 1.000

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

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STEP # 8

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 265.0 2 0.13 0.37 273.5 3 0.53 0.73 274.0 Selection 4

4 1.12 1.06 274.5 m1 1.44

5 1.93 1.39 274.5 m2 1.26

6 3.08 1.76 275.0 7 3.93 1.98 275.0 8 4.78 2.19 275.0 X Y 9 5.63 2.37 275.0 0 272.96

10 6.88 2.62 275.5 1 274.22 11 8.38 2.90 275.5 12 10.4 3.22 275.5

13 12.9 3.59 276.0 d 0 273.0

14 17.9 4.23 276.0 d 90 274

15 23.9 4.89 276.0 d 100 275

16 33.9 5.82 276.5 d 50 274

17 sq.root t 90 1.2

18 t 90 , min 1.44

19 sq.root t 50 0.58

20 t 50 , min 0.34 d=dial gauge reading, 10-4 in

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

46867/S-2 5-7'

Location - -

Pressure* on

Specimen, lbf/ft2

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 1.26x + 272.96 y = 1.444x + 272.964 R² = 0.999

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

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STEP # 9

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 277.0 2 0.13 0.37 412.0 3 0.42 0.65 419.0 Selection 5

4 0.72 0.85 422.5 m1 18.48

5 1.15 1.07 425.0 m2 16.07

6 1.88 1.37 428.0 7 2.65 1.63 429.5 8 3.40 1.84 430.5 X Y 9 4.15 2.04 431.5 0 406.09

10 5.40 2.32 432.5 1 422.16 11 6.90 2.63 433.5 12 8.9 2.98 434.5

13 11.4 3.38 435.0 d 0 406.1

14 16.4 4.05 436.0 d 90 429

15 22.4 4.73 437.0 d 100 431

16 32.4 5.69 438.0 d 50 419

17 sq.root t 90 1.4

18 t 90 , min 1.96

19 sq.root t 50 0.68

20 t 50 , min 0.46 d=dial gauge reading, 10-4 in

46867/S-2 5-7'

Location - -

Pressure* on

Specimen, lbf/ft2

Standard Test Method for One-Dimensional Consolidation Properties of Soils, ASTM D2435 (Method B)/AASHTO T 216

Sample ID

Client Pr. # 231241.2 2307A-32-1 Project Name Cherokee Riverbend Drye UD

0 1 2 3 4

D ia l re a d in g

,1 0-in

Square root of time, min½

Time-Deformation Curve From Square Root of Time Method y = 16.07x + 406.09 y = 18.485x + 406.087

R² = 0.968

0 1 2 3 4 5 6

D ia l re ad in g ,1

0-in

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Add. Info

STEP # 10

Time, min Square Root of Time, min1/2

Dial Gauge Reading, 10-4 in 1 0 0 438.5 2 0.13 0.37 694.0 3 0.42 0.65 704.0 Selection 5

4 0.70 0.84 710.0 m1 30.60

5 1.15 1.07 715.5 m2 26.61

6 1.88 1.37 720.5 7 2.63 1.62 724.0 8 3.38 1.84 726.0 X Y 9 4.13 2.03 728.0 0 683.54

10 5.38 2.32 730.0 1 710.15 11 6.88 2.62 731.5 12 8.9 2.98 733.5

13 11.4 3.37 735.0 d 0 683.5

14 16.4 4.05 737.0 d 90 723

15…

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