6-F - Bridge Foundation Investigation Report Northside Drive.pdf

2800 Century Parkway | Suite 750 | Atlanta, Georgia 30345 T: 678-999-0173 | F: 678-999-0186 www.cerm.com

BRIDGE FOUNDATION INVESTIGATION

PEDESTRIAN BRIDGE OVER NORTHSIDE DRIVE NW

ATLANTA BELTLINE NW TRAILS - SEGMENT #3

SPECIAL ENCROACHMENT PERMIT (SEP) A-121-011294-7

KAIZENCOLLABORATIVE PROJECT NO. 2022-253

CERM PROJECT NO. 2023-1497A-000A

Atlanta, Fulton County, Georgia

Prepared For:

KAIZENCOLLABORATIVE

5256 Peachtree Road, Suite 130

Chamblee, Georgia 30341

Prepared by:

Corporate Environmental Risk Management

Original Issue Date: May 16, 2024

Revision No. 3 Date: January 12, 2026

Bridge Foundation Investigation (LRFD)

Pedestrian Bridge over Northside Drive NW

Atlanta BeltLine NW Trails - Segment #3

Special Encroachment Permit (SEP) A-121-011294-7

Atlanta, Fulton County, Georgia i

TABLE OF CONTENTS

SECTION PAGE NUMBER

GENERAL INFORMATION

1.0 FOUNDATION RECOMMENDATIONS

1.1 DESIGN LOADS

2.0 DRILLED SHAFT FOUNDATION LOADS

3.0 FOUNDATION ELEVATIONS

4.0 GENERAL NOTES

4.1 DRILLED SHAFT NOTES

LIMITATIONS

5.0 QA / QC

Special Provision 524- Drilled Caisson Foundations - Dry Method

APPENDIX A

Figure 1: Project Location Map

Figure 2: Boring Location Plan

Figure 3: Bridge Profile Section

Figure 4: Soil Profile Cross Section

Summary of Laboratory Tests Results

Soil Test Boring Procedures

Correlation with Standard Penetration Test Results

Soil Classification Chart

Soil Test Boring Logs (3)

Laboratory Test Results

Site Photographs

Rock Core Photographs

APPENDIX B

Seismic Site Class Calculations - Bents 1 and 2

LRFD Loads for BFI - Transmittal Letter

Overhead Clearance Profile (OCP-01)

Bridge Elevation Profile (EP-01)

Drill Rig Calibration Report

(Drilling Solutions, Inc Track CME 55 Rig Serial #320035)

Atlanta BeltLine NW Trails - Segment #3

Atlanta, Fulton County, Georgia

LOCATION/

DESCRIPTION

The project consists of a new pedestrian bridge construction over

Northside Drive NW, as part of the Atlanta BeltLine NW Trails

Segment #3. The proposed pedestrian bridge runs above Northside

Drive, southwest to northwest, stating near the City of Atlanta Solid

Waste Services Building and ending near an existing apartment complex building (Renew Midtown) at the intersection with

Northside Circle NW.

The project is located within the City of Atlanta, Fulton County, Georgia. The proposed pedestrian bridge will be a one-span bridge with two end bents. The proposed bridge is 260.8 feet long and

24.42 feet wide. The proposed bridge will start at Station 11+06.42 and end at Station 13+66.92. Refer to Figure 3 in Appendix A.

GENERAL INFORMATION

GEOLOGIC FORMATION This project is geologically sited in the Biotitic Gneiss

Undifferentiated formation of the Georgia Piedmont Region.

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

Two soil test borings S3-BB-4 (South End) and S3-BB-6/S3-BB-

6A (North End) were drilled at the proposed two end bents (Bent

No. 1 and 2) for the new pedestrian bridge. The boring numbers do not correspond with the bent numbers. The boring locations and elevations were surveyed in the field by CERM. The elevations for each boring are presented on its boring log.

General subsurface conditions beneath a topsoil layer consist of previously placed fill overlying residuum, followed by partially weathered rock and rock.

Topsoil consisting of approximately 3 to 6 inches was initially encountered in both borings.

Previously placed fill was encountered in both soil test borings beneath the existing topsoil. The previously placed fill extends to a depth of 23 feet (elevations between 851 and 847 feet) below the existing topsoil surface layer. The previously placed fill consists of very loose to medium dense silty sand.

Atlanta BeltLine NW Trails-Segment #3

Special Encroachment Permit (SEP) A-121-011294-7

Atlanta, Fulton County, Georgia

1.0 FOUNDATION RECOMMENDATIONS

Bents

Drilled Shaft

Spread Footing

Pile Footing

(Pile Type)

Pile Bent

(Pile Type)

1 (South End) On Rock - - -

2 (North End) On Rock - - -

1.1 DESIGN LOADS

Maximum

Factored Strength

Limit State Load

(kips)

Maximum

Factored Service

Limit State Load

(kips)

Factored Extreme

Event I Limit

State Load

(kips)

1 (South End)

2 (North End)

Below the previously placed fill, residuum was encountered in boring BB-4. The residuum extends to a depth of 38 feet (elevation

836 feet) below the existing previously placed fill.

Below the residuum, partially weathered rock (PWR) extends to depths ranging from 23 to 66 feet (elevations 836 to 808 feet) below the existing residuum layer. The PWR consists of very dense fine silty sand with trace amounts of rock and quartz fragments.

Auger refusal material was encountered below the PWR at a depth of 66 feet (elevation 808 feet) and 37.5 feet / 35 feet (elevations 836 feet / 835 feet) in boring BB-4 (west) and BB-6/BB-6A (east), respectively.

After encountering auger refusal materials, rock coring was advanced using rock coring techniques for 10 feet in boring BB-4 and 30 feet in boring BB-6/BB-6A below auger refusal depths. The rock coring was terminated at a depth of 76 feet (elevation 798 feet) in boring BB-4 and at a depth of 65 feet (elevation 805 feet). The retrieved rock materials consisted of incompetent to continuous

Biotitic Gneiss, with rock recovery ranging from 31 to 100 percent and Rock Quality Designation ranging from 0 to 81 percent.

Groundwater levels were measured at the time of drilling.

Groundwater levels were encountered in all soil test borings (BB-4 and BB-6/BB-6-A) at a depth of 20 and 27 feet below the existing topsoil surface layer (elevations 854 and 847 feet / 843 feet), respectively.

SITE CLASSIFICATION We recommend a site class D per AASHTO LRFD, 9th edition, 2020, section 3.10.3.1.

Atlanta BeltLine NW Trails-Segment #3

Special Encroachment Permit (SEP) A-121-011294-7

Atlanta, Fulton County, Georgia

2.0 DRILLED SHAFT FOUNDATION LOADS

Diameter

(ft)

Down Drag

(kips)

Nominal Side

Resistance

(ksf)

Factored Side

Resistance **

(ksf)

Circumference of Shaft (π*d)

(ft)

Factored Axial

Resistance

(kips/lf)

1 2 - 34 19 6.3 118

2 2 - 31 17 6.3 107

3.0 FOUNDATION ELEVATIONS

Bottom of

Drilled Shaft

Bottom of

Spread

Footing Minimum Tip Estimated Tip

1 (South End) 800 - - -

2 (North End) 802 - - -

4.0 GENERAL NOTES

Elevations All elevations are based on a GPS reference point with an elevation of 979.062 feet, located at the coordinates Northing 1373690.638 and Easting

2227016.951, as surveyed by the CERM survey team, dated May 15, 2024.

Waiting Period None required.

Theoretical Scour Not applicable.

As-Built Foundation

Information

The as-built foundation information should be forwarded to the Geotechnical

Engineering Bureau upon completion of the foundation system.

4.1 DRILLED SHAFT NOTES

Drilled Shafts The drilled shafts should be constructed as per Special Provision Section 524:

Drilled Caisson Foundations. For Bent-1 (South End), drilled shafts should be socketed into competent rock a minimum depth of 8 feet (Elev. 800 feet). For

Bent-2 (North End), drilled shafts should be socketed into competent rock a minimum depth of 8 feet (Elev. 802 feet).

** Nominal Axial

Compressive

Resistance of Single

Factored tip/side resistance is based on the following method and resistance factor φstat AASHTO LRFD, 9th Edition (10.5.5.2.4-1):

Drilled Shafts Soil Condition Method Resistance Factor

Side resistance in rock Kulhawy et al. (2005)

Brown et al. (2010)

0.55

GDOT SPECIAL PROVISION

SECTION 524

DRILLED CAISSON FOUNDATIONS

Revised June 28, 2016

DEPARTMENT OF TRANSPORTATION

STATE OF GEORGIA

SPECIAL PROVISION

Pedestrian Bridge over Northside Drive NW PI NO. N/A

Fulton County

SECTION 524 – DRILLED CAISSON FOUNDATIONS

524.1 General Description

This Work consists of furnishing all labor, materials, equipment, tools, and services necessary for construction of drilled caisson foundations and includes all incidentals and additional work in conjunction therewith. Adhere to the Department’s Plans, Special Provisions and Standard and

Supplemental Specifications for all Work.

524.2 Materials

Use materials that meet the requirements of the Standard Specifications with the following exceptions:

• Follow Special Provision 500 – Concrete Structures (Mass Concrete), for shafts with diameters greater than 6 feet (1.83 meters).

• Use non-air-entrained Class AA concrete with a coarse aggregate size of No. 67 stone and a slump at time of placement of between 7 and 9 inches (178 mm and 229 mm). Use 10 percent additional cement and a retarder or water reducing agent in all concrete.

• Use Grade 60 (Grade 420) reinforcing bars that conform to ASTM A 615 (ASTM A 615M). If wire spirals are used, use spirals that conform to ASTM A 82.

• Use Grade 2 steel casing that conforms to ASTM A 252.

524.3 Construction Requirements

524.3.01 Personnel

Construct drilled caissons and supervise the work with personnel who are experienced in this type work. Visit and examine the work site and all conditions and take into consideration all such conditions that may affect the work. At least 30 days prior to beginning drilled caisson work, submit to the

Engineer for review and approval the following proof of the ability of the personnel to construct drilled caisson foundations:

1. Evidence of the successful completion of at least five projects similar in concept and scope to the proposed foundation. Include names, addresses and telephone numbers of the owners’ representatives for verification.

2. Résumés of foreman and drilling operators to be employed on this project. Provide evidence showing that the drill operator has experience and knowledge of the drill rig to be used on the project. The Department will be sole judge of the qualifications of the foreman and drill rig operator.

3. A detailed sequence of construction for drilled caisson work that describes all materials, methods and equipment to be used, including, but not limited to the following:

• casing sizes with proposed top and tip elevations

• drilling equipment including the manufacturer’s specifications on the drill rig

• methods and equipment for stabilizing and cleaning shaft excavations

• methods of materials handling and disposal

• methods and equipment for placing concrete

• details of tremie and sealing methods, if required

• details of reinforcement placement, including support and centralization methods

Do not begin drilled caisson construction until the qualifications, construction plan and methods have been approved in writing by the Engineer.

524.3.02 Equipment

Use excavation and drilling equipment with a rated capacity (including power, torque and downward thrust) to excavate a caisson of the maximum specified diameter to a depth of 30 feet (9.1 meters) or

20 percent deeper than the deepest caisson indicated on the Plans, as measured from the ground or water surface elevation, whichever is higher.

524.3.03 Casing

Use casing that is a metal shell of a thickness to withstand handling, internal and external pressures, and that is watertight, smooth and clean. If the elevation of the top of the caisson is below ground level or water level at the time of concrete placement, use an oversize casing from ground elevation to a point below the top of the caisson to prevent caving into the fresh concrete. Do not allow the top of the permanent casing, if required, to extend above the top of the drilled caisson. Use casing in all materials that do not have sufficient strength to safely remain open and stable during and after excavation.

When casing is used, do not use casing with an outside diameter less than the specified diameter of the caisson. That portion of the caisson below the casing may be slightly smaller than the normal outside diameter of the caisson. However, use drilling tools to excavate the caisson below the casing that are no smaller than the outside diameter of the casing minus 2 inches (51 mm). When permanent casing is required, the caisson excavation shall be no larger than the outside diameter of the permanent casing. Do not leave casing in place unless permitted by the Engineer and cut off any permanent casing as shown on the Plans.

Provide adequate equipment during concrete placement to prevent pulling up the reinforcing cage during casing extraction. The casing may be pulled in partial stages. Maintain a sufficient head of concrete above the bottom of the casing to overcome hydrostatic pressure. Extract the casing at a slow uniform rate with pull in line with the center of the caisson.

524.3.04 Protection of Existing Structures

Monitor structures for settlement that are within a distance of ten shaft diameters or the estimated shaft depth, whichever is greater, in a manner approved by the Engineer. Record elevations to an accuracy of 0.01 foot (3 mm). Record elevations before construction begins, during the driving of any required casings, during excavation or blasting, or as directed by the Engineer.

Document thoroughly the condition of the structures with descriptions and photographs made both before and after drilled caissons are constructed. Document all existing cracks and provide copies of all documentation to the Engineer.

At any time, settlement of 0.05 foot (15 mm) or damage to the structure is detected, immediately stop the source of vibrations, backfill any open drilled shaft excavations and contact the Engineer for instructions.

524.3.05 Excavation

Drill and excavate all caissons through whatever substances and to the elevations required. Excavate near the tip elevation in the presence of the Engineer. The Engineer may adjust the tip elevations depending on the quality of the bearing material found. Embed the caisson tips at Bent 2 and 3, 8 feet

(2.44 meters) into and on top of sound rock in accordance with Plan requirements and as determined by the Engineer. Sound rock is indicated by material that cannot be drilled with a conventional earth auger, and requires the use of special rock augers, core barrels, air tools, blasting and/or other methods of excavation. Sound rock is defined as material on which the rock auger penetration is equal to or less than 2 inches (51 mm) per five minutes of drilling with the auger subjected to a torque of 600,000 inch-pounds (67.8 kN-m) with a down thrust of 37,000 pounds (165 kN). There will be no additional compensation for removal of rock.

The caissons on this project will not be dewatered for a down-hole inspection, the contractor will provide for inspection below the caisson tip elevation by use of an air track drill or other acceptable alternative methods as determined by the Engineer. A 6-foot test boring below the caisson tip elevation will be required using the accepted method. Additional test borings may be required as determined by the Engineer. The above is incidental to the work and will not be measured separately for payment.

The caisson tip elevation may be adjusted based on the test borings.

Remove sediment and debris from the bottom of the caissons. Do not place the reinforcing steel or concrete until the Engineer has approved the bottom of each caisson.

Where drilled caissons are located in other than open water areas, use casings or other methods approved by the Engineer to stabilize the excavation and control the hole size. When casing is not specifically required on the plans, fill in any over-excavations with Class AA concrete at no additional cost to the Department. Dispose of excess concrete, grout, displaced water and materials removed from the caisson excavation in areas approved by the Engineer, and in accordance with any Federal, State, or local code or ordinance. Verify the accuracy and existence of all applicable codes, ordinances or other regulations prior to disposing materials.

524.3.06 Reinforcing Steel

Assemble a cage of reinforcing steel and place it as a unit immediately prior to concrete placement.

Assemble the cage so that the clearance between the cage and side of the caisson will be at least 5 inches (127 mm), and the clearance between the cage and bottom of the caisson will be 3 inches (76 mm).

If the caisson is lengthened, extend all reinforcement to within 3 inches (76 mm) of the bottom. If a splice is required, place it in the lower one-third of the caisson, or as shown on the Plans. Tie hoops or spirals to the caisson and column steel (vertical bars) at 100% of the junctions with double wire figure-eight ties. Do not weld the reinforcing steel. Support the cage from the top in a concentric manner to minimize its slumping downward during concrete placement and/or extracting the casing.

Check the elevation of the top of the steel cage before and after casing extraction. Any upward movement of the steel not exceeding 2 inches (51 mm) or any downward movement thereof not exceeding 6 inches (152 mm) will be acceptable. Any upward movement of the concrete or displacement of the steel beyond the above limits will be cause for rejection. Tie and support the reinforcing steel in the caisson so that the reinforcing steel will remain within allowable tolerances. In uncased caissons, use only heavy-duty plastic rollers (wheels). In cased caissons, use heavy-duty non-corrosive plastic rollers (wheels) or steel chairs. Place rollers at maximum intervals of 8 feet (2.4 meters) along the cage to ensure concentric spacing for the entire cage length. Use one roller for each one foot (305 mm) of diameter of the cage, with a minimum of four rollers at each interval. Do not use concrete spacer blocks. Use rollers that are constructed of a material approved by the Engineer and that have sufficient bearing surface to provide lateral support to the reinforcing cage.

Use rollers of adequate dimension to provide the annular spacing between the outside of the reinforcing cage and the side of the excavated hole or casing as shown on the Plans. If an oversize casing is used, use rollers that will provide concentric spacing. Use pre-cast concrete or heavy-duty plastic bottom supports (feet/boots) to provide a spacing of 3 inches (76 mm) between the cage and caisson bottom.

524.3.07 Concrete

Mix and place all concrete in accordance with Section 500 of the Specifications where applicable or in accordance with Special Provision 500 – Concrete Structures (Mass Concrete) if shaft diameters are greater than 6 feet (1.83 meters), and the requirements herein stated.

Place concrete as soon as possible after all excavation is completed and reinforcing placed and supported. Place concrete continuously in the caisson to the top elevation of the caisson. The Engineer may allow free falling of concrete to a maximum of 60 feet (18.3 meters), if satisfactory methods are demonstrated.

If ground water is encountered and the hole can not be pumped dry, or if the Engineer does not approve free fall of concrete, place concrete using a gravity feed watertight tremie. Use a tremie pipe of at least

8 inches (203 mm) in diameter with a concrete hopper at the top. The Engineer may allow concrete to be placed by pumping through a supply line if satisfactory methods are demonstrated. If this method is allowed, use pump supply lines with watertight couplings. Seal the end of the pump line with a foam plug or other device approved by the Engineer to prevent concrete within the tremie or pump supply line from mixing with fluid in the excavation.

If a tremie is used, place it on the bottom of the excavation at the beginning of concrete placement, and keep it there until the tremie pipe and hopper are filled with concrete. Then raise the tremie only enough to induce concrete flow and do not lift the tremie further until the discharge end is immersed at least 10 feet (3.1 meters) into the deposited concrete. If concrete placement by pumping is used, secure the supply line in place so that the discharge end will not lift off the bottom of the excavation more than 6 inches (152 mm) until at least 10 feet (3.1 meters) of concrete has been placed. Embed the discharge end of the tremie or pump supply line a minimum of 10 feet (3.1 meters) in the concrete throughout the remainder of the concrete pour.

Complete the placement of all concrete in the caisson in two hours. Adjusted the retarder or water reducing agent as approved by the Engineer for the conditions encountered on the job so the concrete remains in a workable plastic state throughout the pour.

Prepare and cure the top surface of the construction joint in accordance with the requirements of

Section 500. Locate construction joints as indicated on the Plans.

Do not place concrete under water in the caisson excavation without the permission of the Engineer.

When permission is granted, place the concrete in accordance with the requirements of Section 500.

Provide a sump to channel displaced water away from the caisson. Contain all displaced water to prevent water from entering into any body of water.

During the twenty-four hour period immediately following the completion of the placement of concrete in the caisson, do not install or extract casing within 50 feet (15.2 meters) of the completed caisson, and do not excavate any caissons within 15 feet (4.6 meters) of the completed caisson. If the

Engineer determines that any construction adversely affects the recently constructed caisson, cease such activities immediately.

Protect any portion of drilled caissons exposed to a body of water from the action of water by leaving the forms in place for a minimum of seven days after pouring the concrete. Remove the forms prior to

7 days only if the concrete strength has reached 3000 psi (20.7 Mpa) or greater as tested by cylinder breaks.

524.3.08 Inspection and Safety

1. Check the dimensions and alignment of the caisson excavation under the observation of the

Engineer.

2. Provide, use and maintain in good working order the following safety devices for the purpose of entering the caisson excavation for cleaning work:

a. A safety harness attached to a separate safety line.

b. OSHA-approved personnel lifting devices. Do not suspend any crane weights, blocks or other heavy weights above the head of any person entering the caisson excavation.

c. Approved gas-testing equipment that tests for both oxygen level and percent explosion level.

Provide and use an approved blower for fresh air if the testing equipment indicates the need.

d. Casing of adequate thickness, size and depth to safely support the excavation.

e. Non-electric pump(s) to adequately remove water from the excavation.

In addition, prior to entering the excavation, remove all loose and unnecessary objects from around the top of the caisson. Secure any caissons that will not be immediately poured after inspection and approval to prevent persons or objects from falling into the excavation.

524.3.08 Tolerances

Adhere to the following construction tolerances for drilled caissons:

1. Construct the drilled caisson to within 3 inches (76 mm) of the plan position plane, at the top-of-caisson elevation. Adhere to a vertical alignment tolerance of ¼-inch per 12 inches (6 mm per 305

mm) of depth.

2. Place reinforcement in accordance with the requirements of Section 524.3.06 and Section 511 of the Standard Specifications. Tie column steel (vertical bars) to hoops and spirals at 100% of the junctions with double wire figure-eight ties.

3. Placed vertical caisson reinforcing bars, including bars extending into columns or footings to within ½-inch (13 mm) of plan location. Place hoops or spirals to within 1 inch (25 mm) of their specified location. Adhere to a side form clearance of within ¼-inch (6 mm) of plan requirements.

4. Place the construction joint of the top of caissons used as caisson/column intermediate bents to within a tolerance of plus or minus 3 inches (76 mm) of the plan elevation.

524.4 Acceptability

In the event that significant voids are suspected in the concrete that were created during placement, verify the integrity of the caisson using a method that has been approved by the Engineer. If the caisson in question is found to be structurally deficient or out of tolerance in any way, the caisson will not be accepted unless corrective measures as approved by the Engineer are accomplished. Furnish additional materials and work necessary to effect corrections at no cost to the Department and with no increase in contract time.

524.5 Measurement

1. Drilled Caisson: The length of accepted caisson foundation is measured in linear feet (meters) of caisson in place in the completed work. The length is measured from the final approved bottom elevation to 1 foot (305 mm) above the bottom of the footing cap where caissons are used in a footing or to the top of the caisson elevation detailed in the plans.

524.6 Payment

Drilled in place caisson foundations is paid for at the unit price bid per linear feet (meters) complete and in place as specified. The payment is full compensation for all excavation, furnishing and placement of reinforcing steel and concrete in the caisson, all temporary and permanent casing, disposal of excavated materials, and the cost of furnishing all tools, safety devices, labor, equipment and all other necessary items to complete the work.

Payment will be made under:

Item No. 524-0010 DRILLED CAISSON_____IN. (MM) DIA… PER LINEAR FOOT (METER)

Office of Materials and Testing

APPENDIX A

Figure 1: Project Location Map

Figure 2: Boring Location Plan

Figure 3: Bridge Profile Section

Figure 4: Soil Profile Cross Section

Summary of Laboratory Tests Results

Soil Test Boring Procedures

Correlation with Standard Penetration Test Results

Soil Classification Chart

Soil Test Boring Logs (3)

Laboratory Test Results

Site Photographs

Rock Core Photographs

FIGURES

1990 Suite 300

Project Location

Prepared: HAA Title: Boring Location Plan

Figure 2 Checked: TAT Project:

Pedestrian Bridge over Northside Drive NW Atlanta BeltLine NW Trails-Segment #3

Date: 05/16/2024 Project No. 2023-1497A-000A

Scale: NTS Client: KAIZENCOLLABORATIVE

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VAULT

ROCK

LIMB-UP TREES ALONG NORTHSIDE DRIVE,

WHERE ADJACENT TO PROPOSED ELEVATED

STRUCTURE TO MAINTAIN TRAIL CLEARANCE, TYP.

ELEVATED TRAIL STRUCTURE,

SEE S SHEETS FOR DETAILS.

REMOVE EXIST. TREE 'X', TYP.

CONCRETE COLUMN, TYP.

TS-02

REMOVE PORTION OF EXIST.

SIDEWALK

PROP. SIGNALIZED INTERSECTION

(BY CROSSING PROJECT)

BRIDGE

ABUTMENT

DESIGN TBD

60'-0" MAX

TYP.

18'-1"

9'-6"

R /W

10+00

11+00

14+00

260'-0"

MATCHLINE STA 9+50 SEE SHEET L-102

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

BORING LOCATIONS

BB-4

BB-6 & BB-6A

South Bent

North Bent

Prepared: HAA Title: Bridge Profile Section

Figure 3 Checked: TAT Project:

Pedestrian Bridge over Northside Drive NW Atlanta BeltLine NW Trails-Segment #3

Date: 12/13/2024 Project No. 2023-1497A-000A

874 874

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S3 -B

B- 6A

S3 -B

N=5

N=6

N=8

N=100

N=100

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PWR

Residuum

ROCK

RQD=81%

RQD=73%

RQD=74%

ROCK

PWR

PWR

Existing Ground Surface

FILL

FILL

Residuum

FILL

BT@76 ft

BT@65 ft

BT@48 ft

RQD=43%

RQD=33%

RQD=34%

RQD=0%

RQD=0%

RQD=0%

RQD=0%

RQD=16%

ROCK

Competent to continuous ROCK

ROCK

Source: Provided KaizenCollaborative

South Bent

S3-BB-4

North Bent

S3-BB-6/BB-6A

Prepared: HAA Title: Soil Profile Cross Section

Figure 4 Checked: TAT Project:

Pedestrian Bridge over Northside Drive NW Atlanta BeltLine NW Trails-Segment #3

Date: 12/13/2024 Project No. 2023-1497A-000A e nt: KAIZEN CollaboraƟve/PATH- Engineer: Hector Acosta, PE

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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

800 800

798 798797.00

Legend Key Topsoil

Fill

SILTY SAND

Partially Weathered Rock

Gneiss

S3 -B

B

N=14

N=8

N=4

N=2

N=8

N=10

N=15

N=55

N=100

N=100

N=100

N=100

N=100

N=100

S3 -B

B- 6A

S3 -B

B

N=5

N=6

N=8

N=100

N=100

N=100

PWR

Residuum

ROCK

RQD=81%

RQD=73%

RQD=74%

ROCK

PWR

PWR

Existing Ground Surface

North End

FILL

FILL

Residuum

FILL

BT@76 ft

BT@65 ft

BT@48 ft

RQD=43%

RQD=33%

RQD=34%

RQD=0%

RQD=0%

RQD=0%

RQD=0%

RQD=16%

ROCK

Competent to continuous ROCK

ROCK

South End

CORRELATION WITH STANDARD

PENETRATION TEST RESULTS

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 AND

SOIL TEST BORING LOGS

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

Topsoil 3-inches FILL: Medium dense, brown, silty SAND with gravel (SM), Įne sand, moist Loose, light brown, silty SAND (SM), Įne sand, trace mica

Very loose, reddish brown, silty SAND (SM), Įne sand, trace mica, moist

Very loose, silty SAND (SM), Įne sand, moist

Loose, dark gray, silty SAND (SM), Įne sand, wet

RESIDUUM: Loose to medium dense, light gray to tan, silty SAND (SM), wet

Very dense, light brown, silty SAND (SM), wet

PARTIALLY WEATHERED ROCK: Very dense, light brown, silty SAND (SM), wet

El ev aƟ on

(Ō

869.0

864.0

859.0

854.0

849.0

844.0

839.0

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

3-11-3 (14)

3-4-4 (8)

2-1-3 (4)

2-1-1 (2)

1-2-6 (8)

2-3-7 (10)

2-6-9 (15)

16-25-30 (55)

18-22-50/ 5"

(50/5")

Borehole ID: S3-BB 4 Sheet 1 of 2

Client: KAIZEN CollaboraƟve/PATH- Project Name: Pedestrian Bridge over Northside Drive NW Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta BeltLine NW Trails - Segment 3, Atlanta, GA Date Started: Feb 26 2024 Completed: Feb 26 2024 Logged By: HA Checked By:

Drilling Contractor: Drilling SoluƟons, Inc. Northing: 1381221.7 EasƟng: 2223224.9 ElevaƟon: 873.79 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: Track Rig CME-55 At Ɵme of drilling 20.00 on Feb 26 2024 Hammer Type: AutomaƟc hammer Notes: StaƟon 11+06, +/- 5 feet, left.

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 h (Ō

G ra ph ic

Material DescripƟon

PARTIALLY WEATHERED ROCK: Very dense, light brown, silty SAND (SM), wet

Auger refusal at 66 feet. rock coring commenced.

GNEISS, light gray to dark gray, Įne to coarse, strong to very strong, slightly to freshly weathered, fairly conƟnuous

GNEISS, light gray to dark gray, Įne to coarse, strong to very strong, moderately to slightly weathered, fairly conƟnuous

Boring terminated at 76.0 feet.

El ev aƟ on

(Ō

829.0

824.0

819.0

814.0

809.0

804.0

799.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

50/3" (50/3")

50/2" (50/2")

50/3" (50/3")

50/4" (50/4")

50/5" (50/5")

Borehole ID: S3-BB 4 Sheet 2 of 2

Client: KAIZEN CollaboraƟve/PATH- Project Name: Pedestrian Bridge over Northside Drive NW Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta BeltLine NW Trails - Segment 3, Atlanta, GA Date Started: Feb 26 2024 Completed: Feb 26 2024 Logged By: HA Checked By:

Drilling Contractor: Drilling SoluƟons, Inc. Northing: 1381221.7 EasƟng: 2223224.9 ElevaƟon: 873.79 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: Track Rig CME-55 At Ɵme of drilling 20.00 on Feb 26 2024 Hammer Type: AutomaƟc hammer Notes: StaƟon 11+06, +/- 5 feet, left.

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 from the field. The average Energy Transfer Ratio (ETR, percent) is reported as 88.

h (Ō

G ra ph ic

Material DescripƟon

Topsoil 6-inches FILL: Loose, reddish brown, silty SAND with gravel (SM), Įne sand, trace clay, moist, (auger sample)

Loose, dark reddish brown, silty SAND (SM), Įne sand, trace mica, trace clay, moist

Loose, reddish brown, silty SAND (SM), Įne sand, moist

Loose, dark gray and reddish brown, silty SAND (SM), Įne sand, wet

PARTIALLY WEATHERED ROCK: Very dense, reddish brown to white, silty SAND (SM), Įne sand, trace rock fragments, moist

Very dense, brown to tan, silty SAND (SM), Įne sand, wet

Very dense, pale brown, silty SAND (SM), Įne sand, wet

Auger refusal at 37.5 feet. rock coring commenced.

GNEISS, light gray to dark gray, coarse, weak to very weak, highly to completely weathered, incompetent

El ev aƟ on

(Ō

869.0

864.0

859.0

854.0

849.0

844.0

839.0

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)

2-2-4 (6)

3-4-4 (8)

15-50/3" (50/3")

33-50/3" (50/3")

50/6" (50/6")

Borehole ID: S3-BB 6 Sheet 1 of 2

Client: KAIZEN CollaboraƟve/PATH- Project Name: Pedestrian Bridge over Northside Drive NW Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta BeltLine NW Trails - Segment 3, Atlanta, GA Date Started: Feb 27 2024 Completed: Feb 27 2024 Logged By: HA Checked By:

Drilling Contractor: Drilling SoluƟons, Inc. Northing: 1381424.2 EasƟng: 2223394.8 ElevaƟon: 873.83 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: Track Rig CME-55 At Ɵme of drilling 27.00 on Feb 27 2024 Hammer Type: AutomaƟc hammer Notes: StaƟon 13+67, +/- 5 feet, left.

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

20 40 6 h (Ō

G ra ph ic

Material DescripƟon

GNEISS, light gray to dark gray, coarse, weak to very weak, highly to completely weathered, incompetent GNEISS, light gray to dark gray, coarse, weak to medium weak, highly to completely weathered, incompetent

GNEISS, light gray to dark gray, coarse, very weak to extremely weak, completely weathered, incompetent, boring oīset to the west and re-drilled to target depth. please see boring s3-bb 6a.

Boring terminated at 48.0 feet.

El ev aƟ on

(Ō

829.0

824.0

819.0

814.0

809.0

804.0

799.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

Borehole ID: S3-BB 6 Sheet 2 of 2

Client: KAIZEN CollaboraƟve/PATH- Project Name: Pedestrian Bridge over Northside Drive NW Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta BeltLine NW Trails - Segment 3, Atlanta, GA Date Started: Feb 27 2024 Completed: Feb 27 2024 Logged By: HA Checked By:

Drilling Contractor: Drilling SoluƟons, Inc. Northing: 1381424.2 EasƟng: 2223394.8 ElevaƟon: 873.83 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: Track Rig CME-55 At Ɵme of drilling 27.00 on Feb 27 2024 Hammer Type: AutomaƟc hammer Notes: StaƟon 13+67, +/- 5 feet, left.

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 from the field. The h (Ō

G ra ph ic

Material DescripƟon

Topsoil 6-inches Augered to 35 feet, no samples taken; see boring s3-bb 6 log for soil descripƟons from 0 to 35 feet.

Auger refusal at 35 feet. rock coring commenced.

GNEISS, light gray to dark gray, coarse, very weak, highly to completely weathered, incompetent

El ev aƟ on

(Ō

865.0

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

Borehole ID: S3-BB 6A Sheet 1 of 2

Client: KAIZEN CollaboraƟve/PATH- Project Name: Pedestrian Bridge over Northside Drive NW Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta BeltLine NW Trails - Segment 3, Atlanta, GA Date Started: Mar 18 2024 Completed: Mar 19 2024 Logged By: HA Checked By:

Drilling Contractor: Drilling SoluƟons, Inc. Northing: 1381427.1 EasƟng: 2223376.1 ElevaƟon: 869.57 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: Track Rig CME-55 At Ɵme of drilling 27.00 on Mar 19 2024 Hammer Type: AutomaƟc hammer Notes: StaƟon 13+67, +/- 5 feet, left.

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

20 40 60 80 h (Ō

G ra ph ic

Material DescripƟon

GNEISS, light gray to dark gray, coarse, very weak, highly to completely weathered, incompetent GNEISS, light gray to dark gray, coarse, very weak, highly to completely weathered, incompetent GNEISS, light gray to dark gray, coarse, very weak, highly to completely weathered, competent

GNEISS, light gray to dark gray, coarse, very weak, highly to completely weathered, incompetent

GNEISS, light gray to dark gray, coarse, weak, highly to completely weathered, incompetent

GNEISS, light gray to dark gray, coarse, strong, slightly to moderately weathered, fairly conƟnuous

Boring terminated at 65.0 feet.

El ev aƟ on

(Ō

825.0

820.0

815.0

810.0

805.0

800.0

795.0

790.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

Borehole ID: S3-BB 6A Sheet 2 of 2

Client: KAIZEN CollaboraƟve/PATH- Project Name: Pedestrian Bridge over Northside Drive NW Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta BeltLine NW Trails - Segment 3, Atlanta, GA Date Started: Mar 18 2024 Completed: Mar 19 2024 Logged By: HA Checked By:

Drilling Contractor: Drilling SoluƟons, Inc. Northing: 1381427.1 EasƟng: 2223376.1 ElevaƟon: 869.57 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: Track Rig CME-55 At Ɵme of drilling 27.00 on Mar 19 2024 Hammer Type: AutomaƟc hammer Notes: StaƟon 13+67, +/- 5 feet, left.

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 from the field. The

LABORATORY TEST RESULTS

Table 1: Lab Testing Summary Table ASTM D-2487

Boring

No.

Depth (feet)

Moisture Content (%)

ASTM D-22116

Percent Fines

*Soil Classification

(USCS)

BB-4 8.5-10 17.2 41.9 SM

BB-4 23.5-25 27.8 40.5 SM

BB-6 13.5-15 20.1 22.8 SM

BB-6 28.5-30 8.4 35.1 SM

*Unified Soil Classification System (USCS).

Table 2: Summary Table of Rock Core Samples Tested per Boring ASTM D-7012

Boring

No.

Rock Depth

(feet) Type of Sample

*Compressive Strength at Failure

(psi)

BB-4 71-76 Rock core 30,241

BB-6 40.5-45.5 Rock core 25,564

*Tests were conducted in accordance with ASTM D-7012, Method C.

Client: CERM Project: Beltline NW Trail Segment #3 Location: Atlanta, GA Project No: GTX-318707 Boring ID: BB-4 Sample ID: Bag (soil sample) Depth : 8.5-10 ft

Sample Type: bag Test Date: 03/05/24 Test Id: 356011

Tested By: mgh Checked By: jm

Test Comment: --- Visual Description: Moist, dark yellowish brown silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913 printed 3/15/2024 9:06:28 AM

0.0010.010.11101001000

P er ce nt

F in er

Grain Size (mm)

% Cobble

% Gravel

0.0

% Sand

58.1

% Silt & Clay Size

41.9 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

#4

#10

#20

#40

#60

#100

#140

#200

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Coefficients D =0.3273 mm85

D =0.1157 mm60

D =0.0905 mm50

D =N/A30

D =N/A15

D =N/A10

C =N/Au C =N/Ac

Classification ASTM Silty SAND (SM)

AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Location: Atlanta, GA Project No: GTX-318707 Boring ID: BB-4 Sample ID: Bag (soil sample) Depth : 23.5-25 ft

Sample Type: bag Test Date: 03/05/24 Test Id: 356012

Tested By: mgh Checked By: jm

Test Comment: --- Visual Description: Moist, yellowish brown silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913 printed 3/15/2024 9:06:29 AM

0.0010.010.11101001000

P er ce nt

F in er

Grain Size (mm)

% Cobble

% Gravel

0.0

% Sand

59.5

% Silt & Clay Size

40.5 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

#4

#10

#20

#40

#60

#100

#140

#200

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Coefficients D =0.3433 mm85

D =0.1276 mm60

D =0.0951 mm50

D =N/A30

D =N/A15

D =N/A10

C =N/Au C =N/Ac

Classification ASTM Silty SAND (SM)

AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Location: Atlanta, GA Project No: GTX-318707 Boring ID: BB-6 Sample ID: Bag (soil sample) Depth : 13.5-15 ft

Sample Type: bag Test Date: 03/05/24 Test Id: 356013

Tested By: mgh Checked By: jm

Test Comment: --- Visual Description: Moist, dark brown silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913 printed 3/15/2024 9:06:30 AM

0.0010.010.11101001000

P er ce nt

F in er

Grain Size (mm)

1/ 2i n 3/

8i n

% Cobble

% Gravel

8.1

% Sand

69.1

% Silt & Clay Size

22.8 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1/2in

3/8in

#4

#10

#20

#40

#60

#100

#140

#200

12.50

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Coefficients D =1.1225 mm85

D =0.2380 mm60

D =0.1798 mm50

D =0.1022 mm30

D =N/A15

D =N/A10

C =N/Au C =N/Ac

Classification ASTM Silty SAND (SM)

AASHTO Silty Gravel and Sand (A-2-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Location: Atlanta, GA Project No: GTX-318707 Boring ID: BB-6 Sample ID: Bag (soil sample) Depth : 28.5-30 ft

Sample Type: bag Test Date: 03/05/24 Test Id: 356014

Tested By: mgh Checked By: jm

Test Comment: --- Visual Description: Moist, yellowish brown silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913 printed 3/15/2024 9:06:31 AM

0.0010.010.11101001000

P er ce nt

F in er

Grain Size (mm)

1/ 2i n 3/

8i n

% Cobble

% Gravel

9.6

% Sand

55.3

% Silt & Clay Size

35.1 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1/2in

3/8in

#4

#10

#20

#40

#60

#100

#140

#200

12.50

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Coefficients D =1.3404 mm85

D =0.1973 mm60

D =0.1327 mm50

D =N/A30

D =N/A15

D =N/A10

C =N/Au C =N/Ac

Classification ASTM Silty SAND (SM)

AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Location: Atlanta, GA Project No: GTX-318707 Boring ID: BB-4 Sample ID: Bag (soil sample) Depth : 8.5-10 ft

Sample Type: bag Test Date: 03/05/24 Test Id: 356016

Tested By: bdh Checked By: jm

Test Comment: --- Visual Description: Moist, dark yellowish brown silty sand Sample Comment: ---

Atterberg Limits - ASTM D4318 printed 3/15/2024 9:08:21 AM

0 10 20 30 40 50 60 70 80 90 100

P la st ic ity In de x

Liquid Limit

Plasticity Chart

ML or OLCL-ML

CL or OL

MH or OH

CH or OH

"A" Line

"U" Line

Symbol Sample ID Boring Depth Natural Moisture

Content,%

Liquid Limit

Plastic Limit

Plasticity Index

Liquidity Index

Soil Classification

Bag (soil sample) BB-4 8.5-10 ft 17 38 33 5 -3.2 Silty SAND (SM)

Sample Prepared using the WET method

12% Retained on #40 Sieve

Dry Strength: MEDIUM

Dilatancy: SLOW

Toughness: MEDIUM

Location: Atlanta, GA Project No: GTX-318707 Boring ID: BB-4 Sample ID: Bag (soil sample) Depth : 23.5-25 ft

Sample Type: bag Test Date: 03/05/24 Test Id: 356017

Tested By: bdh Checked By: jm

Test Comment: --- Visual Description: Moist, yellowish brown silty sand Sample Comment: ---

Atterberg Limits - ASTM D4318 printed 3/15/2024 9:08:21 AM

0 10 20 30 40 50 60 70 80 90 100

P la st ic ity In de x

Liquid Limit

Plasticity Chart

ML or OLCL-ML

CL or OL

MH or OH

CH or OH

"A" Line

"U" Line

Symbol Sample ID Boring Depth Natural Moisture

Content,%

Liquid Limit

Plastic Limit

Plasticity Index

Liquidity Index

Soil Classification

Bag (soil sample) BB-4 23.5-25 ft

28 40 33 7 -0.7 Silty SAND (SM)

Sample Prepared using the WET method

11% Retained on #40 Sieve

Dry Strength: MEDIUM

Toughness: MEDIUM

Location: Atlanta, GA Project No: GTX-318707 Boring ID: BB-6 Sample ID: Bag (soil sample) Depth : 13.5-15 ft

Sample Type: bag Test Date: 03/05/24 Test Id: 356018

Tested By: bdh Checked By: jm

Test Comment: --- Visual Description: Moist, dark brown silty sand Sample Comment: ---

Atterberg Limits - ASTM D4318 printed 3/15/2024 9:08:22 AM

0 10 20 30 40 50 60 70 80 90 100

P la st ic ity In de x

Liquid Limit

Plasticity Chart

ML or OLCL-ML

CL or OL

MH or OH

CH or OH

"A" Line

"U" Line

Symbol Sample ID Boring Depth Natural Moisture

Content,%

Liquid Limit

Plastic Limit

Plasticity Index

Liquidity Index

Soil Classification

Bag (soil sample) BB-6 13.5-15 ft

20 37 33 4 -3.2 Silty SAND (SM)

Sample Prepared using the WET method

23% Retained on #40 Sieve

Dry Strength: LOW

Toughness: LOW

Location: Atlanta, GA Project No: GTX-318707 Boring ID: BB-6 Sample ID: Bag (soil sample) Depth : 28.5-30 ft

Sample Type: bag Test Date: 03/06/24 Test Id: 356019

Tested By: bdh Checked By: jm

Test Comment: --- Visual Description: Moist, yellowish brown silty sand Sample Comment: ---

Atterberg Limits - ASTM D4318 printed 3/15/2024 9:08:23 AM

0 10 20 30 40 50 60 70 80 90 100

P la st ic ity In de x

Liquid Limit

Plasticity Chart

ML or OLCL-ML

CL or OL

MH or OH

CH or OH

"A" Line

"U" Line

Symbol Sample ID Boring Depth Natural Moisture

Content,%

Liquid Limit

Plastic Limit

Plasticity Index

Liquidity Index

Soil Classification

Bag (soil sample) BB-6 28.5-30 ft

8 25 22 3 -4.5 Silty SAND (SM)

Sample Prepared using the WET method

24% Retained on #40 Sieve

Dry Strength: MEDIUM

Toughness: LOW

Project Name: Beltline NW Trail Segment #3

Project Location: 'Atlanta, GA

GTX #: 318707

Test Date: 3/22/2024

Tested By: gp

Checked By: jsc

Boring ID Sample ID Depth, ft Bulk Density, lb/ft

Compressive

Strength, psi Failure Type

In conformance with

ASTM D 4543

BB-4

Bag

(rock sample)

71-76 172 30,241 1 NO

1, 4 *

BB-6

Bag

(rock sample)

40.5-45.5 166 25,564 1 NO

1, 3, 4 *

Notes:

4 The as-received core did not meet the ASTM minimum diameter tolerance of 1.875 inches.

Specimen diameter is less than 10 times maximum particle size.

Specimen diameter is less than 6 time maximum particle size.

Because the indicated tested specimen did not meet the ASTM D4542 standard tolerances, the results reported here may differ from those for a test specimen within tolerances.

Best effort end preparation. See Tolerance report for details.

Failure Type: 1 = Intact Material Failure; 2 = Discontinuity Failure; 3 = Intact Material and Discontinuity Failure

(See attached photographs)

Density determined on core samples by measuring dimensions and weight and then calculating.

All specimens tested at the approximate as-received moisture content and at standard laboratory temperature.

Bulk Density and Compressive Strength of Rock Core Specimens by ASTM D7012 Method C

The as-received core did not meet the ASTM side straightness tolerance due to irregularities in the sample as cored.

Specimen L/D < 2

Client: CERM Test Date: 3/22/2024

Project Name: Beltline NW Trail Segment #3 Tested By: gp

Project Location: Atlanta, GA Checked By: smd

GTX #: 318707

Boring ID: BB-4

Sample ID: Bag (rock sample)

Depth (ft): 71-76

Visual Description: See photographs

BULK DENSITY DEVIATION FROM STRAIGHTNESS (Procedure S1)

Specimen Length, in: Maximum gap between side of core and reference surface plate:

Specimen Diameter, in: Is the maximum gap < 0.02 in.? YES

Specimen Mass, g:

Bulk Density, lb/ft

Minimum Diameter Tolerence Met? NO Maximum difference must be < 0.020 in.

Length to Diameter Ratio: Length to Diameter Ratio Tolerance Met? YES Straightness Tolerance Met? YES

END FLATNESS AND PARALLELISM (Procedure FP1)

END 1 -0.875 -0.750 -0.625 -0.500 -0.375 -0.250 -0.125 0.000 0.125 0.250 0.375 0.500 0.625 0.750 0.875

Diameter 1, in 0.00060 0.00050 0.00050 0.00030 0.00020 0.00010 0.00000 0.00000 0.00000 -0.00020 -0.00040 -0.00070 -0.00080 -0.00080 -0.00100

Diameter 2, in (rotated 90 o ) -0.00100 -0.00070 -0.00070 -0.00040 -0.00030 -0.00020 0.00000 0.00000 0.00000 0.00020 0.00040 0.00050 0.00050 0.00060 0.00070

Difference between max and min readings, in:

0° = 0.00160 90° = 0.00170

END 2 -0.875 -0.750 -0.625 -0.500 -0.375 -0.250 -0.125 0.000 0.125 0.250 0.375 0.500 0.625 0.750 0.875

Diameter 1, in 0.00120 0.00120 0.00090 0.00080 0.00060 0.00040 0.00040 0.00000 0.00000 -0.00010 -0.00020 -0.00050 -0.00060 -0.00080 -0.00110

Diameter…