8-H - Wall Foundation Investigation Report – I75.pdf

1990 Lakeside Parkway | Suite 300 | Tucker, Georgia 30084 T: 678-999-0173 | F: 678-999-0186 www.cerm.com

WALL FOUNDATION INVESTIGATION (LRFD)

ATLANTA BELTLINE NORTHWEST TRAILS

SEGMENT 3 – SECTION 2 (I-75 UNDERPASS)

PI No. N/A

CERM PROJECT NO. 2022-1497A-000A

Atlanta, Fulton County, Georgia

Prepared For:

KAIZENCollaborative

2390 Main Street

Tucker, Georgia 30084

Prepared by:

Corporate Environmental Risk Management

Date: October 24, 2024

Wall Foundation Investigation (LRFD)

Atlanta BeltLine Northwest Trails Segment 3 – Section 2 (I-75 Underpass)

Atlanta, Fulton County, Georgia

PI No. N/A

October 24, 2024

LOCATION

The project involves designing and constructing a section of the

Atlanta BeltLine Northwest Trails Segment 3 – Section 2, located in Atlanta, Fulton County, Georgia. This segment includes the construction of retaining walls on both the north and south sides of

I-75, specifically at the underpass where I-75 intersects with the

Seaboard Coastline Railroad. For more details, please refer to

Figure 1 in the Appendix.

1.0 -- GENERAL INFORMATION

GEOLOGIC FORMATION This project is located within the Piedmont Formation of the

Georgia Region.

SUBSURFACE FEATURES Reference Boring Logs and Boring Location Plan in the Appendix to better understand the subsurface conditions encountered.

A total of sixteen (16) SPT borings and three (3) DCP borings were drilled from Station 38+00 to 54+00.

Fill soils were encountered in some of the borings from ground surface to an approximate depth of 6 feet. The fill soils generally consisted of very loose to medium dense relative compactness.

Below the fills, the borings encountered residuum soils. The residuum soil extended from the ground surface to an approximate depth of 25 feet. The residuum soil generally consisted of loose to dense relative compactness.

Below the residuum, the soil borings encountered partially weathered rock (PWR). The PWR extended from approximately 8.5 to 25 feet. PWR generally consisted of very dense relative compactness.

Auger refusal was encountered in Borings S3-WB-23 and S3-WB-

24 at depths of 13 feet and 12 feet, respectively. For additional information see the boring layout and boring logs

Groundwater was encountered in Boring S3-WB-11 at a depth of

17 feet begs. Groundwater was not reported in any other boring location at the time of drilling. We do not anticipate that groundwater will be problematic for the construction of the walls.

Atlanta, Fulton County, Georgia

1.1 – RETAINED SOIL PARAMETERS

Wall # (Station

Range) Unit Weight (pcf)

Internal Friction Angle

(degrees) Cohesion (psf) 8.0, 8.1, 8.2, and 9.0

(Station 39+20 to

53+43) and 110 30 0 Soil Nail (40+80 to

43+00)

1.2 – FOUNDATION SOIL PARAMETERS

Wall # (Station

Range) Unit Weight (pcf)

Internal Friction Angle

(degrees) Cohesion (psf) 8.0, 8.1, 8.2, and 9.0

(Station 39+20 to

53+43) and 120 30 0 Soil Nail (40+80 to 43+00)

SITE CLASSIFICATION

We recommend a site class of D per AASHTO LRFD, 9th Edition, 2020, section 3.10.3.1.

WALL DESCRIPTION This project consists of several cast in place (CIP) concrete walls with a height range of 6.1 to 13 feet. The walls begin near station

38+00 and end near station 54+00 for a total length of 1,455 feet.

The purpose of these walls is to retain a path for a concrete slab.

The proposed retaining walls are presented on the following table.

Wall No.

Station to

Station

Type of

Wall

Approximate

Height (ft)

Base

Width

(ft)

8.0 39+20 to

40+80

CIP

Concrete

10.7 8.25

8.1 40+80 to

43+08

CIP

Concrete

6.9 6.0

8.2 43+08 to

53+75

CIP

Concrete

13.0 10.5

9.0 44+90 to

53+43

CIP

Concrete

6.1 5.0

40+80 to

43+00 Soil Nail 6.33 1

CIP: Cast in place.

Atlanta, Fulton County, Georgia

1.3 -- DESIGN DATA

Wall

Wall

Height

(ft)

Wall Location

Description

Base

Width /

Strap

Length, B (ft)

Strength Limit State Service Limit State

Bearing

Pressure

(ksf)

Effective

Base

Width/Strap

Length, B’

(ft)

Bearing

Pressure

(ksf)

Effective

Base

Width/Strap

Length, B’

(ft)

8 10.7 39+20 to 40+80 8.25 3.0 8.25 2.0 8.25

8.1 6.9 40+80 to 43+08 6.0 2.0 6.0 2.0 6.0

8.2 13.0 43+08 to 53+75 10.5 3.2 10.5 1.5 10.5

9.0 6.1 44+90 to 53+43 5.0 2.0 5.0 1.5 5.0

2.0 -- FOUNDATION RECOMMENDATIONS

2.1 – BEARING RESISTANCE AND SETTLEMENT

Wall Height

(ft)

Base Width/Strap

Length, B (ft)

Nominal Bearing

Resistance (ksf)

Factored Bearing

Resistance (ksf)

Total Settlement

(inches)

10.7 8.25 6.0 2.0 1.0

6.9 6.0 6.0 2.0 1.0

13.0 10.5 4.5 1.5 1.0

6.1 5.0 4.5 1.5 1.0

Atlanta, Fulton County, Georgia

3.0 -- GENERAL NOTES

Elevations All elevations information is based on the grading and drainage (GD-101 to

GD-206) plans and structural plans (S-0.0 to S-4.17) prepared by

KaizenCollaborative and dated 09-19-2024.

Staged Construction

/Waiting Period

Not required.

Obstructions No obstructions were noted during drilling.

Alternate Wall Types

As an alternative, project designers may consider Mechanically Stabilized

Earth (MSE) walls.

Vibration Monitoring Several residential buildings are located close to the construction limits of this project. Vibrations from construction may cause concern with property owners. We recommend that the Project Engineer contact the Atlanta

Department of Transportation prior to construction to evaluate the need for crack surveys and vibration monitoring.

All work shall be performed in accordance with Special Provision 154:

Vibration Monitoring.

As Built Foundation

Information

The as built foundation information should be forwarded to the Geotechnical

Engineering Bureau upon completion of the foundation system.

Special Problems No special problems were observed in the field during our site visit.

Atlanta, Fulton County, Georgia

3.1 – SHALLOW FOUNDATION NOTES

Bearing Resistance and Settlement

Bearing Resistance and Settlement have been computed in accordance with

AASHTO LRFD 2014 and GDOT Research Project 14-26 – Implementation of AASHTO LRFD Specifications: Bearing Capacity and Settlement

Calculations for Shallow Foundations of Bridges and Walls.

A LRFD Shallow Foundations Spreadsheet developed by Georgia Institute of

Technology and GDOT’s Geotechnical Bureau was used to evaluate these parameters. The factored bearing resistance vs. footing width vs. settlement curves generated using this spreadsheet are attached to this report.

Bearing Resistance

Factor of Footings at the Strength Limit

State

Bearing resistance factors recommended by Paikowsky et al. (2010) were used in lieu of those recommended by the AASHTO LRFD Manual. This was done to overcome the wide applicability of the AASHTO values since they do not properly represent all grades of soil types, the loading conditions or the strength characteristics. The following table shows the recommended resistance factors for shallow foundations on natural deposits of granular soil

(after Paikowsky et al., 2010):

Soil Friction

Angle, φ'

Loading Conditions

Vertical –

Centric or

Eccentric

Inclined -

Centric

Inclined - Eccentric

Positive Negative

30° - 34° 0.40

0.40 0.35

0.65

35° - 36° 0.45 0.70

37° - 39° 0.50 0.40

40° - 44° 0.55 0.45 0.75

> 45° 0.65 0.50 0.45

Footing Excavation

The resistance factor used is automatically selected from this table in the

LRFD Shallow Foundations Spreadsheet based on the soil’s effective friction angle and the Vertical – Centric or Eccentric loading condition. It is then used to compute the Factored Bearing Resistance.

The footing excavations should be protected from standing water and surface run-off. Dewatering of the excavation would not be at the footing elevation.

Footings should be poured as soon as practical after excavation.

If the soil is saturated at the bottom of the walls at the time of construction, we recommend that the top two (2) feet below the bottom of the wall be

Atlanta, Fulton County, Georgia excavated and backfilled with Type II Foundation Fill. The foundation depth can be adjusted by the Engineer at the time of construction.

Temporary Shoring We understand that temporary shoring with either helical or soil nails is considered for a soil nail wall behind retaining wall #8.1 at the I-75 underpass between stations 40+80 to 43+00.

The construction of any below-grade structures will require temporary excavations that are either sloped or braced for safety. If temporary slopes are used, they should be constructed no steeper than 1.5H:1V for depths up to 15 feet.

Excavated soil should be stockpiled such that the toe of the stockpile is no closer than 1.5 times the excavation's depth from the excavation's surface edge. Stricter Occupational Safety Hazard Administration (OSHA) regulations may apply and should be followed. However, if the regulations are lenient regarding the recommendations stated previously, CERM should be notified to evaluate the situation. Shoring or bracing may be necessary if sufficient space is not available to safely slope the sides of the excavations.

The shoring or bracing system should be designed by a GA registered professional engineer.

These recommendations are based on our experience with similar conditions, and no detailed slope stability analyses were performed. All finished slopes should be suitably protected from erosion. The wall contractor’s design professional is responsible for performing the global stability analysis of the final design.

Groundwater

No groundwater level is expected at the foundation level.

However, if the soil is saturated at the bottom of the walls at the time of construction, we recommend that the top two (2) feet below the bottom of the wall be excavated and backfilled with Type II Foundation Fill. The foundation depth can be adjusted by the Engineer at the time of construction.

To limit hydrostatic pressures, weep holes in the wall and porous drainage material immediately behind the wall should be included as part of the design and construction.

Ground Improvement Not required.

Atlanta, Fulton County, Georgia

Differential

Settlement Analyses

Global Stability

Analyses

Differential settlement analyses have been performed in accordance with

AASHTO LRFD 2014 requirements – C11.6.2.2 for Rigid Retaining Walls.

The wall system meets the AASHTO LRFD requirements. The results of these analyses are attached to this report. The results of these analyses are attached to this report.

A global stability analysis was performed using the soil parameters selected along with the design construction drawings provided, as well as engineering judgment. The slope computer software, STABLE PRO 2015 (STABLE), developed by Ensoft Inc., was used to evaluate the global stability of the proposed retaining walls between stations 48+00 and 49+00. STABLE evaluates the factor of safety using the Modified Bishop method. The analysis was performed assuming Steady State (long term) conditions.

The table below shows a summary of the factors of safety obtained during the analysis. The table also shows several conditions assumed such as: slope angle in front of retaining wall (H:V), soil friction angle, and uniform distributed pressures (psf).

Stations

Slope angle in front of RW (H:V) (deg.)

Friction Angle

(deg.)

Safety Factor

Using q=250 psf (slab)

48+00 2:1.5 (37o) 30 1.58

48+50 3:2 (34o) 30 1.53

49+00

2:1.5 (37o) 30 1.39

Using q=250 psf (slab) and 2,000 psf (I-75 RW)

Hor. Distance = 10 ft

2:1.5 (37o) 30 1.39

H:V = (Horizontal to Vertical).

Based on the analysis, we obtained factors of safety for all station locations above 1.30.

The table below shows the result of the factor of safety obtained from the slope stability analysis corresponding to the soil wall.

Stations

Slope angle on back of RW (H:V) (deg.)

*Nail Length

(ft) Safety Factor

Surcharge loads on back slope: 580 psf (slab and overburden) and 100 psf (pedestrian) 40+80 to

43+00 2:1 (27o) 10 1.59

*The soil nail angle of inclination is 15 degrees.

The pullout resistance of soil nails is based on the length of the nail, the diameter of the grout surrounding the tendon, and the bond strength of the soil-to-grout interface. The bond strength is a function of the hole-drilling

8.2.17

Revised 07/23/2014

DEPARTMENT OF TRANSPORTATION

STATE OF GEORGIA

SPECIAL PROVISION

PROJECT: Atlanta BeltLine Northwest Trails

Segment 3 – Section 2 (I-75 Underpass)

Atlanta, Fulton County, Georgia

Section 154 — Construction Vibration Monitoring

Add the following:

154.1 General Description

This Work consists of performing preconstruction crack surveys, seismograph and other monitoring of construction vibrations, and post construction crack surveys of the buildings located on Parcels # adjacent to the proposed project construction on (Atlanta, Fulton County, GA) by procuring the services of a prequalified subcontractor specializing in this work.

154.1.01 Definitions

General Provisions 101 through 150.

154.1.02 Related References

A. Standard Specifications

B. Referenced Documents

154.1.03 Submittals

A. Prequalification of Subcontractor

Submit the following documentation for the Engineer’s review and approval a minimum of thirty days prior to beginning construction activities on the project:

Evidence of the subcontractor’s successful completion of at least five projects similar in concept and scope to the proposed crack survey and vibration monitoring. Include names, addresses and telephone numbers of the owners’ representatives for verification.

Résumés of employees performing this work. Provide evidence showing each employee possesses experience and knowledge similar in concept and scope of this work for performing crack surveys and installing and reading seismographs. Provide evidence that the reports will be reviewed and signed by a

Georgia Licensed Professional Engineer or Georgia Licensed Professional Geologist. The Department will be sole judge of determining if employees are qualified to perform the work on this project.

A detailed survey plan, monitoring plan, and sequence of work that describes all materials, methods and equipment to be used to complete the crack survey and vibration monitoring.

B. Construction Monitoring

Submit the following documentation during construction monitoring:

Preconstruction Crack Survey Report documenting existing conditions of buildings prior to construction activities in accordance with subsection 154.3.03.B.

Monthly Seismograph Data and Data Summary Report and Activity Log of all construction activities within 500 feet (152 meters) of the seismograph in accordance with subsection 154.3.03.A.1.

Reports of building conditions regarding cracks or any other damage potentially caused by construction activities as complaints are received in accordance with subsection 154.3.03.C.

C. Post Construction

Submit a Post Construction Crack Survey Report in accordance with subsection 154.3.03.D documenting post construction condition of cracks or damage identified in the pre-construction survey and cracks or any other damage potentially caused by construction activities.

154.2 Materials

General Provision 101 through 150.

154.3 Construction Requirements

154.3.01 Personnel

Ensure all employees performing this work have been approved by the Engineer in accordance with subsection

154.1.03.A.

154.3.02 Equipment

A. Seismograph

Use a seismograph(s) that is weather proof and capable of continuously recording particle velocity in three perpendicular components with a flat response of 2-250 HZ over a range of at least 0.01 to 5.0 inches per second (0.254 to 127 mm per second). Provide a seismograph(s) that employs an internal dynamic calibration during each recording sequence and that has been shake table tested within the previous 24 months verifying an accuracy of +/- 5% over the frequency range of 4 to 125 Hertz. Provide a recorder/ software system that is capable of digitally storing and reproducing vibration levels in tabular or histogram (bar graph) form at no greater than six minute intervals.

B. Crack Gauges

Use crack gauges specifically designed for use on this type of work. Utilize a minimum of 15 crack gauges and a maximum of 25 to monitor significant cracks on the interior or exterior of buildings located closest to the construction activities. Submit the proposed locations of crack gauges to the Engineer for review and approval prior to installation. Use crack gauges that do not damage or stain existing surfaces. Replace missing or damaged gauges at no additional cost to the Department. Repair and restore surfaces back to the pre- installation state.

***Please note that if a Historical property is noted on the plans and is within the distance specified in this

Special Provision to require monitoring, crack gauges are required.

154.3.03 Construction

Obtain Engineer’s written approval of the Prequalification documents submitted in accordance with Subsection

154.1.03.A prior to beginning this work.

Perform the preconstruction crack survey prior to starting construction activities on the project.

Install and begin seismograph monitoring prior to starting excavation, shoring and backfilling construction activities on the project.

Maintain seismograph and crack monitoring until excavation, shoring and backfilling, compaction of subgrade, base and pavement construction activities on the project are complete.

A. Seismograph Installation and Monitoring

Monitor vibrations at building(s) using seismograph(s) when construction activities including, but not limited to, excavation, shoring installation, backfilling, and compaction of subgrade, base and pavement are within 75 feet (23 meters) of the building(s), or otherwise have the potential to result in vibrations that may cause damage or complaints. Relocate seismograph(s) as needed. Protect the seismograph from weather and vandalism.

Replace missing or damaged equipment at no cost to the Department. Document the following information at the time that the seismograph is installed:

Date and time of installation

Coordinates of installed instrument or Station and offset

Method of transducer attachment

Name and affiliation of the person installing the instrument

1. Monthly Seismograph Data and Data Summary Report and Activity Log:

Compile a Monthly Seismograph Data and Data Summary Report containing the data from the seismograph and a summarization of the data showing time and magnitude of the maximum vibration that has occurred each day.

Maintain an activity log of all construction activities within 500 feet (152 meters) of the seismograph

Include the following data in each log:

Location of construction activity

Type of construction activity

Types and number of construction equipment being used, including model, manufacture and weight.

Date and times construction equipment was used.

Submit Monthly Seismograph Data Summary Report and Activity Log to the Engineer on a monthly basis.

B. Preconstruction Crack Survey

Complete a preconstruction crack survey on the outside and inside of all buildings located on Parcels #.

Document building conditions by taking photographs and detailed notes citing location, length and width of cracks. Compile documentation into a Preconstruction Crack Survey Report and submit to the Engineer.

C. Building Monitoring

Monitor buildings during construction for any new cracks and or elongation or widening of existing cracks.

Provide a report of building conditions to the Engineer regarding cracks or any other damage potentially caused by construction activities as complaints are received.

D. Post Construction Crack Survey

Complete a post construction crack survey on the outside and inside of all buildings located on Parcels: #.

Document building conditions by taking photographs and detailed notes citing condition of cracks or damage identified in the pre-construction survey; also, location, length and width of cracks or any other damage potentially caused by construction activities.

154.4 Measurement

The Work under this Contract Item is not measured separately for payment.

154.5 Payment

This Contract Item completed and accepted will be paid for at the Lump Sum Price bid. Payment will be full compensation for furnishing and installing the seismograph(s) and crack gauges, for monitoring and reporting vibration data recorded on the seismograph(s) and crack gauges, and completing crack survey and documenting building conditions and providing copies of all data to the Engineer in accordance with this specification.

Seismographs, crack gauges and all other measuring equipment and devices will remain property of the Contractor.

Payment will be made under:

Item No. 154 Construction Vibration Monitoring Per Lump Sum

Office of Materials and Testing

FIGURES

1990 Suite 300

PROJECT

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GENERATOR

BEGIN TRANSITION FROM 12'

WIDE TRAIL TO 14' WIDE TRAIL

BEGIN RETAINING WALL, STA. 41+18,

SEE S SHEETS FOR DETAILS

MAINTAIN 12' MIN. CLEAR FROM TOP OF

TRAIL TO BOTTOM OF BRIDGE

END RETAINING WALL

TRAIL TO TRANSITION FROM 12' WIDE

W/ 2' SHOULDERS TO 14' WIDE W/ 2' SHOULDERS

NEW CONC. CURB & GUTTER,

TIE TO & MATCH EXISTING

TS-05

16'-0"

16'-0"

18'-0"

22'-0" MIN

16'-0"

18'-0"

20'-0" MIN.

RAISED TRAIL CROSSING

REMOVE (1) EXIST.

PARKING STALL

REMOVE (17) EXIST.

PARKING STALLS

REMOVE (4) EXIST.

PARKING STALLS

CUT/FILL RETAINING

WALLS TO I-75 UNDERPASS

36+00

37+00

38+00

39+00

+0

+0

+0

37+00 36+75

NEW CONC. CURB & GUTTER,

TIE TO & MATCH EXISTING

KAIZENCOLLABORATIVE

2390 MAIN STREET | TUCKER, GEORGIA 30084 | 404.239.2521

Atlanta BeltLine, Inc.

100 Peachtree treet, NW, Suite 2300 Atlanta, GA 30303 t: (404) 477-3003

PATH Foundation, PO Box 14327, Atlanta, GA Pete Pellegrini

GA GSWCC LEVEL 1 CERTIFICATION #

0000029813 12/21/2023 office (404) 875-7284x2 cell (404) 277-5392

DATE DESCRIPTION

PROJECT #

PROJECT MANAGER AC

2022-253-3

ATLANTA BELTLINE

NORTHWEST TRAILS

SEGMENT 3

CITY OF ATLANTA, GA

SCALE

DATE JANUARY 30, 2024

SHEET #

1 inch = feet

( IN FEET )

KEY MAP

SHEET 02

SHEET 03

SHEET 04

SHEET 07

SHEET 06

SHEET 05

SHEET 01

SHEET 08

SHEET 09

SHEET 10

SHEET 11

I-75

26TH ST. NW

NORTHSIDE CIR

DEERING RD

NORTHSIDE DR / U.S. HWY 41

TRABERT AVE

ATC DRIVEWAY

CSX RAILROAD

CREEK

SHEET 12

01/06/2023 30% DESIGN REVIEW

10/31/2023 30% DESIGN RESUBMITTAL

1/30/2024 30% PRICING SET

LAYOUT & MATERIALS PLAN

L-108

1" = 20'-0"

MATCHLINE STA 36+25 SEE SHEET L-107

M

AT

C H

LI

N

E

ST

A

+7

SE

E

SH

EE

T L-

LAYOUT AND MATERIAL LEGEND

LOD

R/W LINE - P/L LINE

LIMIT OF DISTURBANCE

RETAINING WALL

TRAIL LIGHT

MULTI-USE TRAIL

MULTI-USE TRAIL - HEAVY DUTY

ASPHALT PAVING

GRANITE PAVING

DETECTABLE PAVER

HEAVY DUTY CONCRETE PAVING

BOLLARD

GUARDRAIL

72" CHAINLINK FENCE

MILL AND PAVE ASPHALT SURFACE,

2” DEPTH

SHEET NOTES:

1. ALL HANDICAP RAMPS TO HAVE PAVESTONETM

CITYSCAPE ADA 4"X8" PAVERS, COLOR DARK

GRAY, OR APPROVED EQUAL

2. ALL REMOVABLE & FIXED BOLLARDS TO BE

FIELD LOCATED BY C.M.

3. SHARED USE PATH DESIGN SPEED: 12-15mph

Figure 2: Boring Location Plan Atlanta BeltLine NW Trails Segment #3 (I-75 Underpass) Atlanta, Fulton County, Georgia

S3-WB=SEGMT. 3 - WALL BORINGS

S3-WB- 9

S3-WB-10

S3-WB-11

S3-WB-12

S3-WB-13

S3-WB-14

S3-WB-15

S3-WB-16

S3-WB-17

HAND AUGERS / DCP BORING

LOCATIONS

DCP-1

DCP-3

DCP-2

44+00

45+00

42+00

41+00

38+00

40+00

39+00

43+00

Figure 2a: Boring Location Plan

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A B

14'-0" WIDE CONCRETE

MULTI-USE TRAIL, TYP

REMOVE EXIST. TREE 'X', TYP.

SEE S SHEETS FOR RETAINING

WALL DETAILS

NEW CONC. CURB & GUTTER,

TIE TO & MATCH EXISTING

TS-05

L-201

18'-0"

18'-0"

+0

+0

+0

+0

+0

+0

55+00

KAIZENCOLLABORATIVE

2390 MAIN STREET | TUCKER, GEORGIA 30084 | 404.239.2521

Atlanta BeltLine, Inc.

100 Peachtree treet, NW, Suite 2300 Atlanta, GA 30303 t: (404) 477-3003

PATH Foundation, PO Box 14327, Atlanta, GA Pete Pellegrini

GA GSWCC LEVEL 1 CERTIFICATION #

0000029813 12/21/2023 office (404) 875-7284x2 cell (404) 277-5392

DATE DESCRIPTION

PROJECT #

PROJECT MANAGER AC

2022-253-3

ATLANTA BELTLINE

NORTHWEST TRAILS

SEGMENT 3

CITY OF ATLANTA, GA

SCALE

DATE JANUARY 30, 2024

SHEET #

1 inch = feet

( IN FEET )

KEY MAP

SHEET 02

SHEET 03

SHEET 04

SHEET 07

SHEET 06

SHEET 05

SHEET 01

SHEET 08

SHEET 09

SHEET 10

SHEET 11

I-75

26TH ST. NW

NORTHSIDE CIR

DEERING RD

NORTHSIDE DR / U.S. HWY 41

TRABERT AVE

ATC DRIVEWAY

CSX RAILROAD

CREEK

SHEET 12

01/06/2023 30% DESIGN REVIEW

10/31/2023 30% DESIGN RESUBMITTAL

1/30/2024 30% PRICING SET

LAYOUT & MATERIALS PLAN

L-109

1" = 20'-0"

M

AT

C H

LI

N

E

ST

A

+7

SE

E

SH

EE

T L-

M

AT

C H

LI

N

E

ST

A

+2

SE

E

SH

EE

T L-

LAYOUT AND MATERIAL LEGEND

LOD

R/W LINE - P/L LINE

LIMIT OF DISTURBANCE

RETAINING WALL

TRAIL LIGHT

MULTI-USE TRAIL

MULTI-USE TRAIL - HEAVY DUTY

ASPHALT PAVING

GRANITE PAVING

DETECTABLE PAVER

HEAVY DUTY CONCRETE PAVING

BOLLARD

GUARDRAIL

72" CHAINLINK FENCE

MILL AND PAVE ASPHALT SURFACE,

2” DEPTH

SHEET NOTES:

1. ALL HANDICAP RAMPS TO HAVE PAVESTONETM

CITYSCAPE ADA 4"X8" PAVERS, COLOR DARK

GRAY, OR APPROVED EQUAL

2. ALL REMOVABLE & FIXED BOLLARDS TO BE

FIELD LOCATED BY C.M.

3. SHARED USE PATH DESIGN SPEED: 12-15mph

Figure 2: Boring Location Plan Atlanta BeltLine NW Trails Segment #3 (I-75 Underpass) Atlanta, Fulton County, Georgia

S3-WB=SEGMT. 3 - WALL BORINGS

S3-WB-18

S3-WB-20

S3-WB-19

S3-WB-21

46+00

47+00

48+00

49+00

50+00

51+00

Figure 2b: Boring Location Plan

FLOOD ELEV: 810

APPROX LOCATION

X X X

X

X X X

X

X X X X X

X X X

X

X

XX

X

X

XX

X X X

XXX

X

XX X

XX

X

X XXX

X

X X

X

XX

X

XX

XX

XX

X

X X

X X X

X

XX

XXX XX

X

XX XXX

XX

X

X R20'-0"

LOD

LOD

LOD

LOD

LODLOD

LO

D

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LO

D

LOD

LOD

LOD

LOD

LOD

LOD LOD LOD LOD LOD LOD

LOD

LOD

LOD

LOD

LO

D

LO

D

LO

D

LOD

LO

D

LO

D

LO

D

LOD

LO

D

LO

D

LO

D

LODLOD

LO

D

LOD

LO

D

LO

D

LOD

LODLODLODLOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD LOD LOD LOD LOD

LODLO

D

LOD

LOD

LOD

LOD

LODLOD

LOD

LOD

LOD

LODLODLODLOD

LOD

LOD

LOD

LOD

A B

STRUCTURAL BENT, TYP.

REFER TO S SHEETS

RELOCATE EXISTING LIGHT POLE

OUTSIDE OF PLAZA

END RETAINING WALL, STA. 49+77

END RETAINING WALL, STA. 48+52

14'-0" WIDE CONCRETE

MULTI-USE TRAIL, TYP

BEGIN ELEVATED TRAIL STRUCTURE

SEE S SHEETS FOR DETAILS

REMOVE EXIST. TREE 'X', TYP.

SEAT WALL, REFER TO S SHEETS FOR DETAILS

REFER TO GD SHEET FOR BIO-SWALE

AND WALL DETAILS

SIDEWALK / MULTI-USE TRAIL TRANSITION

TS-06

L-201

L-202

14'-0"

16'-0"

14'-0"

18'-0"

+0

+0

+0

+0

+0

+0

+0

54+00

55+00

KAIZENCOLLABORATIVE

2390 MAIN STREET | TUCKER, GEORGIA 30084 | 404.239.2521

Atlanta BeltLine, Inc.

100 Peachtree treet, NW, Suite 2300 Atlanta, GA 30303 t: (404) 477-3003

PATH Foundation, PO Box 14327, Atlanta, GA Pete Pellegrini

GA GSWCC LEVEL 1 CERTIFICATION #

0000029813 12/21/2023 office (404) 875-7284x2 cell (404) 277-5392

DATE DESCRIPTION

PROJECT #

PROJECT MANAGER AC

2022-253-3

ATLANTA BELTLINE

NORTHWEST TRAILS

SEGMENT 3

CITY OF ATLANTA, GA

SCALE

DATE JANUARY 30, 2024

SHEET #

1 inch = feet

( IN FEET )

KEY MAP

SHEET 02

SHEET 03

SHEET 04

SHEET 07

SHEET 06

SHEET 05

SHEET 01

SHEET 08

SHEET 09

SHEET 10

SHEET 11

I-75

26TH ST. NW

NORTHSIDE CIR

DEERING RD

NORTHSIDE DR / U.S. HWY 41

TRABERT AVE

ATC DRIVEWAY

CSX RAILROAD

CREEK

SHEET 12

01/06/2023 30% DESIGN REVIEW

10/31/2023 30% DESIGN RESUBMITTAL

1/30/2024 30% PRICING SET

LAYOUT & MATERIALS PLAN

L-110

1" = 20'-0"

M

AT

C H

LI

N

E

ST

A

+2

SE

E

SH

EE

T L-

MATCHLINE STA 55+75 SEE SHEET L-111

LAYOUT AND MATERIAL LEGEND

LOD

R/W LINE - P/L LINE

LIMIT OF DISTURBANCE

RETAINING WALL

TRAIL LIGHT

MULTI-USE TRAIL

MULTI-USE TRAIL - HEAVY DUTY

ASPHALT PAVING

GRANITE PAVING

DETECTABLE PAVER

HEAVY DUTY CONCRETE PAVING

BOLLARD

GUARDRAIL

72" CHAINLINK FENCE

MILL AND PAVE ASPHALT SURFACE,

2” DEPTH

SHEET NOTES:

1. ALL HANDICAP RAMPS TO HAVE PAVESTONETM

CITYSCAPE ADA 4"X8" PAVERS, COLOR DARK

GRAY, OR APPROVED EQUAL

2. ALL REMOVABLE & FIXED BOLLARDS TO BE

FIELD LOCATED BY C.M.

3. SHARED USE PATH DESIGN SPEED: 12-15mph

Figure 2: Boring Location Plan Atlanta BeltLine NW Trails Segment #3 (I-75 Underpass) Atlanta, Fulton County, Georgia

S3-WB=SEGMT. 3 - WALL BORINGS

S3-WB-22

S3-WB-23

9 S3-WB-24

52+00

54+00

Figure 2c: Boring Location Plan

Prepared: HAA Title: Soil Profile Cross Section

Figure 3a Checked: TT Project: Proposed Retaining Walls

Date: 03/28/2024 Project No. BeltLine Segment #3 - 2023-1497A-000A

Scale: NTS Client: Kaizen Collaborative

866 866

865 865

864 864

863 863

862 862

861 861

860 860

859 859

858 858

857 857

856 856

855 855

854 854

853 853

852 852

851 851

850 850

849 849

848 848

847 847

846 846

845 845

844 844

843 843

842 842

841 841

840 840

839 839

Legend Key Fill

PEAT

SILTY SAND

SILT

Partially Weathered Rock

N=17

N=26

N=10

N=17

N=100

N=100

N=100

S3 -W

B1

N=18

N=7

N=12

N=10

N=29

N=100

S3 -W

B1

N=4

N=5

N=8

N=5

N=18

S3 -W

B1

N=9

N=7

N=8

N=9

N=19

S3 -W

B1

PWR

Residuum Residuum

Residuum

FILL

FILL

FILL

Existing Ground Surface

BT@25 ft

BT@20 ft

BT@15 ft BT@15 ft

3a

Prepared: HAA Title: Soil Profile Cross Section

Figure 3b Checked: TT Project: Proposed Retaining Walls

Date: 03/28/2024 Project No. BeltLine Segment #3 - 2023-1497A-000A

Scale: NTS Client: Kaizen Collaborative

872 872

870 870

868 868

866 866

864 864

862 862

860 860

858 858

856 856

854 854

852 852

850 850

848 848

846 846

844 844

842 842

840 840

838 838

836 836

834 834

832 832

830 830

828 828

826 826

824 824

822 822

820 820

818 818

816 816

814 814

812 812

810 810

808 808

806 806

804 804

802 802

800 800799.00

Legend Key

SILTY SAND

PEAT

Fill

SILT

Partially Weathered Rock

S3 -W

B1

N=6

N=6

N=8

N=7

N=8

N=11

N=16

S3 -W

B1

N=9

N=6

N=7

N=8

N=13

S3 -W

B1

N=2

N=10

N=10

N=7

N=10

N=12

S3 -W

B1

N=7

N=10

N=9

N=11

S3 -W

B1

N=11

N=13

N=10

N=8

N=10

N=15

S3 -W

B2

N=8

N=22

N=11

N=16

S3 -W

B2

N=5

N=7

N=12

N=8

N=12

N=13

S3 -W

B2

N=3

N=13

N=10

N=12

S3 -W

B2

N=5

N=13

N=18

N=100

S3 -W

B2

N=6

N=38

N=48

N=17

Existing Ground Surface

Existing Ground Surface

FILL

FILL

Residuum

Residuum

Residuum

Residuum

Residuum

FILL

PWR

Existing Ground Surface

BT@25 ft

BT@15 ft

BT@20 ft

BT@10 ft

BT@20 ft

BT@10 ft

BT@20 ft

BT@10 ft

BT@13 ft

BT@12 ft

3b

APPENDIX

SOIL TEST BORING PROCEDURES (ASTM D-1586)

The soil test borings were advanced by twisting continuous auger flights into the ground. At selected intervals, soil samples were obtained by driving a standard 1.4-inch I.D., 2.0-inch O.D., split tube sampler into the ground. The sampler was initially seated six inches by driving the sampler with a 140-pound automatic hammer falling 30 inches to penetrate any loose cuttings created in the boring process. The sampler is then driven an additional 12 inches with the hammer in two six-inch increments. The number of blows required to drive the sampler to the final foot is designated the

Standard Penetration Resistance.

The samples recovered were sealed against moisture loss and were transported to the office where they were classified by an engineer in general accordance with the Unified Soil Classification

System (USCS).

CORRELATION OF STANDARD PENETRATION RESISTANCE

WITH RELATIVE COMPACTNESS AND CONSISTENCY

Sand and Gravel

Standard Penetration Resistance

Blows / Foot Relative Compactness

0 - 4 Very Loose

5 - 10 Loose

11 - 30 Medium Dense

31- 50 Dense

Over 50 Very Dense

Silt and Clay

Standard Penetration Resistance

Blows / Foot Relative Consistency

0 - 1 Very Soft

2 - 4 Soft

5 - 8 Firm

9 - 15 Stiff

16 - 30 Very Stiff

31 - 50 Hard

Over 50 Very Hard

SOIL CLASSIFICATION CHART

MCK

MAJOR DIVISIONS

SYMBOLS TYPICAL

DESCRIPTIONS GRAPH LETTER

COARSE

GRAINED

SOILS

MORE THAN 50%

OF MATERIAL IS

LARGER THAN

NO. 200 SIEVE

SIZE

GRAVEL

AND

GRAVELLY

MORE THAN

50% OF COARSE

FRACTION

RETAINED ON

NO. 4 SIEVE

CLEAN

GRAVELS

(LITTLE OR NO

FINES)

GW

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES, LITTLE

OR NO FINES

GP

POORLY-GRADED GRAVELS,

GRAVEL-SAND MIXTURES, LITTLE

OR NO FINES

GRAVELS WITH

FINES

(APPRECIABLE

AMOUNT OF FINES)

GM

SILTY GRAVELS, GRAVEL-SAND-

SILT MIXTURES

GC

CLAYEY GRAVELS, GRAVEL-SAND-

CLAY MIXTURES

SAND

AND

SANDY

MORE THAN

50% OF COARSE

FRACTION

PASSING ON

NO. 4 SIEVE

CLEAN SANDS

(LITTLE OR NO

FINES)

SW

WELL-GRADED SANDS, GRAVELLY

SAND, LITTLE OR NO FINES

SP

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO

SANDS WITH

(APPRECIABLE

AMOUNT OF FINES)

SM

SILTY SANDS, SAND-SILT

MIXTURES

SC

CLAYEY SANDS, SAND-CLAY

MIXTURES

FINE

GRAINED

MORE THAN 50%

OF MATERIAL IS

SMALLER THAN

NO. 200 SIEVE

SIZE

SILTS

AND

CLAYS

LIQUID LIMIT LESS

THAN 50

ML

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

CL

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY

CLAYS, LEAN CLAYS

OL

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

SILTS

AND

CLAYS

LIQUID LIMIT

GREATER THAN 50

MH

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

CH

INORGANIC CLAYS OF HIGH

PLASTICITY

OH

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

ALLUVIUM

PT

ALLUVIUM, PEAT, HUMUS, SWAMP

SOILS WITH HIGH ORGANIC

CONTENTS

FILL

FILL MATERIAL PLACED BY MAN

De pt h (Ō

G ra ph ic

Material DescripƟon

Asphalt 3-inches Crushed stone 6-inches RESIDUUM: Medium dense, reddish brown, silty SAND (SM), Įne sand, trace mica

Boring terminated at 5.0 feet.

El ev aƟ on

(Ō

856.0

851.0

846.0

841.0

836.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D

Bl ow

Co un ts

(N V al ue

3-6-11 (17)

7-6-7 (13)

Borehole ID: S3-WB 9 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta BeltLine NW Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, Georgia Date Started: Jan 18 2023 Completed: Jan 18 2023 Logged By: JD Checked By:

Drilling Contractor: Killman Brothers LaƟtude: 33.801395 Longitude: -84.403778 ElevaƟon: 861.00 Drilling Method: 8" Hollow Stem Auger Ground Water Levels Equipment: CME 550X TR At Ɵme of drilling Jan 18 2023 - not encountered Hammer Type: AutomaƟc hammer Notes:

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

Station 38+75, The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

, S/N:248133

-FE 861

h (Ō

G ra ph ic

Material DescripƟon

Topsoil 3-inches FILL: Very sƟī, reddish brown, sandy lean CLAY (CL), Įne sand, trace mica, moist RESIDUUM: Medium dense, light pinkish brown to dark brown, silty SAND (SM), Įne sand, some mica, moist Medium dense, light gray to brown, silty SAND (SM), Įne sand, moist

Boring terminated at 10.0 feet.

El ev aƟ on

(Ō

859.0

854.0

849.0

844.0

839.0

834.0

829.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

3-3-18 (21)

5-8-11 (19)

7-6-7 (13)

11-9-11 (20)

Borehole ID: S3-WB10 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 18 2023 Completed: Jan 18 2023 Logged By: JD Checked By:

Drilling Contractor: Killman Brothers Northing: 1382929.4 EasƟng: 2224437.1 ElevaƟon: 864.00 Drilling Method: 8" Hollow Stem Auger Ground Water Levels Equipment: CME 550X TR, S/N:248133 At Ɵme of drilling Jan 18 2023 - not encountered Hammer Type: AutomaƟc hammer Notes:

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 40+00, 10' R.

-FE 867

h (Ō

G ra ph ic

Material DescripƟon

Topsoil 3-inches FILL: Medium dense, brown, silty SAND with gravel (SM), Įne to medium sand, trace mica, some rock fragments RESIDUUM: Medium dense, light pinkish gray to dark reddish brown, silty SAND (SM), Įne sand, trace mica SƟī, tan to dark brown, sandy SILT (ML), Įne sand, some mica

Medium dense, light to dark gray, silty SAND (SM), Įne sand, some mica

PARTIALLY WEATHERED ROCK: Very dense, grayish tan to brown, silty SAND (SM), Įne to medium sand, some mica

Very dense, tan to gray, silty SAND (SM), Įne to medium sand, some mica, wet

Boring terminated at 25.0 feet.

El ev aƟ on

(Ō

859.0

854.0

849.0

844.0

839.0

834.0

829.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

5-10-7 (17)

8-13-13 (26)

5-5-5 (10)

4-7-10 (17)

31-50/3" (50/3")

50/4" (50/4")

50/1" (50/1")

Borehole ID: S3-WB11 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 18 2023 Completed: Jan 18 2023 Logged By: JD Checked By:

Drilling Contractor: Killman Brothers Northing: 1382944.1 EasƟng: 2224361.8 ElevaƟon: 864.00 Drilling Method: 8" Hollow Stem Auger Ground Water Levels Equipment: CME 550X TR, S/N:248133 At Ɵme of drilling Jan 18 2023 - not encountered Hammer Type: AutomaƟc hammer AŌer drilling 17.00 on Jan 20 2023 - 48 hrs aŌer drilling Notes:

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 40+80, 10' L

-FE 864

h (Ō

G ra ph ic

Material DescripƟon

FILL: Medium dense, light brown, silty SAND (SM), Įne sand, trace mica, some rock fragments

RESIDUUM: Loose to medium dense, light to dark brown, silty SAND (SM), Įne sand, some mica, chemical odor

PARTIALLY WEATHERED ROCK: Very dense, light to dark brown, silty SAND (SM), Įne sand, some mica Boring terminated at 20.0 feet.

El ev aƟ on

(Ō

860.0

855.0

850.0

845.0

840.0

835.0

830.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts (N

V al ue

5-5-13 (18)

2-3-4 (7)

5-5-7 (12)

4-5-5 (10)

11-14-15 (29)

50/1" (50/1")

Po ck et P en

(t sf

Borehole ID: S3-WB12 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 05 2023 Completed: Jan 05 2023 Logged By: JD Checked By:

Drilling Contractor: Envirorisk Northing: 1383015.8 EasƟng: 2224378.6 ElevaƟon: 865.00 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: GeoProbe 7822, S/N 7822V31810044 At Ɵme of drilling Jan 05 2023 - not encountered Hammer Type: AutomaƟc hammer Notes:

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field. The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 41+40, 20 L

-FE 866

h (Ō

G ra ph ic

Material DescripƟon

FILL: Very loose, tan to light brown, silty SAND (SM), Įne sand, some mica Firm, reddish brown, sandy SILT (ML), Įne sand, trace mica

RESIDUUM: SƟī, tan to orangish brown, sandy SILT (ML), Įne sand, some mica SƟī, light to dark brown, sandy SILT (ML), Įne sand, some mica, moist

Medium dense, light gray, silty SAND (SM), Įne sand, some mica, moist

Boring terminated at 15.0 feet.

El ev aƟ on

(Ō

860.0

855.0

850.0

845.0

840.0

835.0

830.0

825.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

1-2-2 (4)

1-2-3 (5)

2-4-4 (8)

2-2-3 (5)

6-8-10 (18)

Borehole ID: S3-WB13 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 05 2023 Completed: Jan 05 2023 Logged By: JD Checked By:

Drilling Contractor: Envirorisk Northing: 1383121.4 EasƟng: 2224470.3 ElevaƟon: 864.50 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: GeoProbe 7822, S/N 7822V31810044 At Ɵme of drilling Jan 05 2023 - not encountered Hammer Type: AutomaƟc hammer Notes:

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 42+80, 20' L h (Ō

G ra ph ic

Material DescripƟon

FILL: Very loose, light to dark reddish brown, silty SAND (SM), Įne sand, trace mica

RESIDUUM: Loose, light gray, silty SAND (SM), Įne sand, some mica

Medium dense, light gray, silty SAND (SM), Įne sand, some mica

Boring terminated at 15.0 feet.

El ev aƟ on

(Ō

860.0

855.0

850.0

845.0

840.0

835.0

830.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

3-4-5 (9)

4-4-3 (7)

2-3-5 (8)

3-4-5 (9)

7-9-10 (19)

Borehole ID: S3-WB14 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 05 2023 Completed: Jan 05 2023 Logged By: JD Checked By:

Drilling Contractor: Envirorisk Northing: 1383206.3 EasƟng: 2224514.8 ElevaƟon: 865.00 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: GeoProbe 7822, S/N 7822V31810044 At Ɵme of drilling Jan 05 2023 - not encountered Hammer Type: AutomaƟc hammer Notes:

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 43+30, 30' L h (Ō

G ra ph ic

Material DescripƟon

RESIDUUM: Loose, tan to brown, silty SAND (SM), Įne sand, trace mica

Loose, light pinkish gray to dark brown, silty SAND (SM), Įne sand, some mica

Loose, light to dark brown, silty SAND (SM), Įne sand, some mica

Medium dense, gray to dark brown, silty SAND (SM), Įne sand, some mica

Boring terminated at 25.0 feet.

El ev aƟ on

(Ō

866.0

861.0

856.0

851.0

846.0

841.0

836.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

2-3-3 (6)

2-3-3 (6)

4-4-4 (8)

3-3-4 (7)

3-3-5 (8)

5-5-6 (11)

8-8-8 (16)

Borehole ID: S3-WB15 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 18 2023 Completed: Jan 18 2023 Logged By: JD Checked By:

Drilling Contractor: Killman Brothers Northing: 1383149.6 EasƟng: 2224550.0 ElevaƟon: 871.00 Drilling Method: 8" Hollow Stem Auger Ground Water Levels Equipment: CME 550X TR, S/N:248133 At Ɵme of drilling Jan 18 2023 - not encountered Hammer Type: AutomaƟc hammer Notes:

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 43+30.

-FE 865

-FE 849

h (Ō

G ra ph ic

Material DescripƟon

FILL: Loose, reddish brown to brown, silty SAND (SM), Įne sand, trace mica, some rock fragments

RESIDUUM: Loose to medium dense, light to dark pinkish brown, silty SAND (SM), Įne sand, some mica

Boring terminated at 15.0 feet.

El ev aƟ on

(Ō

863.0

858.0

853.0

848.0

843.0

838.0

833.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

2-6-3 (9)

3-3-3 (6)

3-3-4 (7)

4-4-4 (8)

6-6-7 (13)

Borehole ID: S3-WB16 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 18 2023 Completed: Jan 18 2023 Logged By: JD Checked By:

Drilling Contractor: Killman Brothers Northing: 1383096.8 EasƟng: 2224724.2 ElevaƟon: 868.00 Drilling Method: 8" Hollow Stem Auger Ground Water Levels Equipment: CME 550X TR, S/N:248133 At Ɵme of drilling Jan 18 2023 - not encountered Hammer Type: AutomaƟc hammer Notes:

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 45+25.

h (Ō

G ra ph ic

Material DescripƟon

Topsoil 3-inches FILL: Very loose, reddish brown, clayey SAND (SC), Įne sand, some mica Loose, reddish brown, silty SAND (SM), Įne sand, some mica, some rock fragments RESIDUUM: Loose, light to dark pinkish brown, silty SAND (SM), Įne sand, some mica

Loose, tan to light grayish brown, silty SAND (SM), Įne sand, some mica, moist

Medium dense, light to dark brown, silty SAND (SM), Įne sand, some mica

Boring terminated at 20.0 feet.

El ev aƟ on

(Ō

863.0

858.0

853.0

848.0

843.0

838.0

833.0

828.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

1-1-1 (2)

4-5-5 (10)

2-4-6 (10)

3-3-4 (7)

3-5-5 (10)

5-6-6 (12)

Borehole ID: S3-WB17 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 18 2023 Completed: Jan 18 2023 Logged By: JD Checked By:

Drilling Contractor: Killman Brothers Northing: 1383096.1 EasƟng: 2224747.0 ElevaƟon: 867.50 Drilling Method: 8" Hollow Stem Auger Ground Water Levels Equipment: CME 550X TR, S/N:248133 At Ɵme of drilling Jan 18 2023 - not encountered Hammer Type: AutomaƟc hammer AŌer drilling Jan 19 2023 - not encountered Notes: 24 hours AŌer drilling Jan 23 2023 - not encountered

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 45+50.

h (Ō

G ra ph ic

Material DescripƟon

Topsoil 3-inches RESIDUUM: Loose, reddish brown, silty SAND (SM), Įne sand, some mica Loose, light to dark pinkish brown, silty SAND (SM), Įne to medium sand, some mica SƟī, light pinkish brown, (ML), Įne sand, some mica, moist

Boring terminated at 10.0 feet.

El ev aƟ on

(Ō

863.0

858.0

853.0

848.0

843.0

838.0

833.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

3-3-4 (7)

4-5-5 (10)

4-4-5 (9)

3-5-6 (11)

Borehole ID: S3-WB18 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 20 2023 Completed: Jan 20 2023 Logged By: JD Checked By:

Drilling Contractor: Killman Brothers Northing: 1383053.7 EasƟng: 2224896.1 ElevaƟon: 868.00 Drilling Method: 8" Hollow Stem Auger Ground Water Levels Equipment: CME 550X TR, S/N:248133 At Ɵme of drilling Jan 20 2023 - not encountered Hammer Type: AutomaƟc hammer Notes: 24 hours AŌer drilling Jan 23 2023 - not encountered

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 47+00, 45' R h (Ō

G ra ph ic

Material DescripƟon

Topsoil 3-inches RESIDUUM: Medium dense to loose, reddish brown to tan, silty SAND (SM), Įne sand, trace mica

Loose, light to dark brown, silty SAND (SM), Įne sand, some mica

Medium dense, light to dark pinkish brown, silty SAND (SM), Įne sand, some mica

Boring terminated at 20.0 feet.

El ev aƟ on

(Ō

864.0

859.0

854.0

849.0

844.0

839.0

834.0

829.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

3-5-6 (11)

6-6-7 (13)

4-5-5 (10)

3-4-4 (8)

4-5-5 (10)

6-7-8 (15)

Borehole ID: S3-WB19 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 20 2023 Completed: Jan 20 2023 Logged By: JD Checked By:

Drilling Contractor: Killman Brothers Northing: 1383034.9 EasƟng: 2224959.2 ElevaƟon: 868.50 Drilling Method: 8" Hollow Stem Auger Ground Water Levels Equipment: CME 550X TR, S/N:248133 At Ɵme of drilling Jan 20 2023 - not encountered Hammer Type: AutomaƟc hammer AŌer drilling Jan 20 2023 - not encountered Notes: 24 hours AŌer drilling Jan 23 2023 - not encountered

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 47+75, 60' R h (Ō

G ra ph ic

Material DescripƟon

Topsoil 3-inches RESIDUUM: Loose to medium dense, reddish brown, silty SAND (SM), Įne sand, trace mica

Medium dense, light reddish brown, silty SAND (SM), Įne sand, some mica, moist

Boring terminated at 10.0 feet.

El ev aƟ on

(Ō

839.0

834.0

829.0

824.0

819.0

814.0

809.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

3-3-5 (8)

10-10-12 (22)

4-5-6 (11)

4-7-9 (16)

Borehole ID: S3-WB20 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 20 2023 Completed: Jan 20 2023 Logged By: JD Checked By:

Drilling Contractor: Killman Brothers Northing: 1383047.6 EasƟng: 2225132.7 ElevaƟon: 844.00 Drilling Method: 8" Hollow Stem Auger Ground Water Levels Equipment: CME 550X TR, S/N:248133 At Ɵme of drilling Jan 20 2023 - not encountered Hammer Type: AutomaƟc hammer Notes: 24 hours AŌer drilling Jan 23 2023 - not encountered

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 49+40, 20' L

-FE 831

h (Ō

G ra ph ic

Material DescripƟon

Topsoil 3-inches FILL: Loose, brown, silty SAND (SM), Įne sand, some mica

SƟī, reddish brown, sandy lean CLAY (CL), Įne sand, trace mica, moist

RESIDUUM: Medium dense to loose, reddish brown, silty SAND (SM), Įne sand, some mica, moist

Medium dense, tan to light reddish brown, silty SAND (SM), Įne sand, moist

Medium dense, tan to light brown, silty SAND (SM), Įne sand, moist

Boring terminated at 20.0 feet.

El ev aƟ on

(Ō

837.0

832.0

827.0

822.0

817.0

812.0

807.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

2-2-3 (5)

2-3-4 (7)

3-5-7 (12)

4-4-4 (8)

4-6-6 (12)

5-6-7 (13)

Borehole ID: S3-WB21 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta NW BeltLine Trails - Segment 3 - Section 2 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, GA Date Started: Jan 20 2023 Completed: Jan 20 2023 Logged By: JD Checked By:

Drilling Contractor: Killman Brothers Northing: 1383010.7 EasƟng: 2225170.3 ElevaƟon: 842.00 Drilling Method: 8" Hollow Stem Auger Ground Water Levels Equipment: CME 550X TR, S/N:248133 At Ɵme of drilling Jan 20 2023 - not encountered Hammer Type: AutomaƟc hammer Notes: 24 hours AŌer drilling Jan 23 2023 - not encountered

Sample Legend Auger

Split Spoon

ModiĮed California

Rock Core

Shelby Tube

Undisturbed

SPT N Value 20 40 60 80

MC (%)

PL & LL (%)

20 40 60 80 Fines Content (%)

20 40 60 80

The N-values reported are raw values from the field.

The average Energy Transfer Ratio (ETR, percent) is reported as 87.

Station 50+00

-FE 831

h (Ō

G ra ph ic

Material DescripƟon

Topsoil 3-inches FILL: Very loose, reddish brown, silty SAND (SM), Įne sand, some mica RESIDUUM: Medium dense, light to dark brown, silty…