7-G - Geotechnical Letter Report Sta 0+00 to 8+05.pdf

CORPORATE HEADQUARTERS

1990 Lakeside Parkway, Suite 300 • Tucker, GA 30084

Phone: 678-999-0173 • Fax: 678-999-0186 cerm.com

December 14, 2023

KAIZEN Collaborative 2390 Main Street Tucker, Georgia 30084

Attention: Ms. Allison Clarke, PLA, LEED GA Project Manager

Subject: Report of Geotechnical Subsurface Exploration and

Geotechnical Engineering Evaluation Atlanta BeltLine Northwest Trails Segment #3

Proposed Retaining Walls Between Station 0+00 to Station 8+05 Atlanta, Georgia

CERM Project Number 2022-1497A-000A

Dear Ms. Clarke:

Corporate Environmental Risk Management (CERM) is pleased to submit this letter report of our geotechnical engineering evaluation for the referenced project. These services were provided under our proposal number 0622-00394, and contract dated June 24, 2022.

Background: Our understanding of the project is based upon review of the information provided.

We understand that three retaining walls are planned along this trail segment from station 0+00 and 8+05. The table below summarizes the retaining wall information:

Retaining Wall No. Starts Ends Wall Length (ft) Max. Height (ft)

#1 0+35 2+00 165 13.2

#2 6+88 8+00 112 2

#3 7+00 7+76 76 8

The proposed retaining wall #1 would be located at the intersection of Travert Avenue with the existing access road to the back of lot 1500 Northside Drive Northwest (NW) in Atlanta, Georgia.

The other two proposed retaining walls would be located east of the existing parking lot at 1500 Northside Drive NW.

Atlanta BeltLine NW Trails - Segment #3 Proposed Retaining Walls within Sta. 0+00 and 8+05

Atlanta, GA CERM Project No. 2023-1497A-000A

Field Work: The field work at the site included the following:

Four (4) soil test borings were advanced by twisting continuous hollow stem auger flights into the ground. Standard Penetration Tests (SPTs) were performed in general accordance with ASTM Standard D-1586 and soil samples were collected for manual classification.

Six (6) hand augers and Dynamic Cone Penetrometer (DCP) testing, per ASTM Special

Publication #399 for shallow in-situ penetration testing and conducted in general accordance with ASTM D-7380 to estimate soil consistency.

SPT and DCP boring locations were marked in the field by CERM personnel using existing site features. Soil boring locations are indicated in the attached figures. The attached boring records represent soil descriptions and penetration data.

Soil Subsurface Conditions:

SPT Borings S3-WB-1, S3-WB-2, S3-WB-3, and S3-WB-5: An existing asphalt pavement and topsoil layers were encountered in the soil borings with an approximate thickness between 5 and

24 inches. The previously placed fill and extended to depths ranging from the ground surface to

12 feet below ground surface (bgs). The fill was described and manually classified as lean clays

(CL), silty sands (SM), and clayey sands (SC). Standard Penetration Test (SPTs) results ranged from weight of hammer (W.O.H.) to 30 blows per foot (bpf). Based on the SPT results, the fill materials represented by these samples would be considered very soft for the clay soil samples, and very loose to medium dense for the sandy soil samples in terms of relative density.

Residuum was encountered in all four borings drilled, below the previously placed fill. The residuum extended to depths ranging from 3 to 25 feet (elevations 863 to 876.5) bgs. The residuum was classified as silty sand, sandy silt, and clayey sand. SPTs results ranged from 1 to 23 bpf.

Below the residuum, Partially Weathered Rock (PWR) was encountered in drilled boring S3-WB-

3. The PWR extends to depths ranging from 22 to 25 feet bgs (elevations 863 to 860 feet). The PWR encountered consisted of very dense silty sand.

DCP Borings S3-TB-1, S3-TB-2, S3-TB-3, S3-TB-4, S3-WB-6, and S3-WB-7: An existing asphalt pavement and topsoil layers were encountered in the soil borings with an approximate thickness between 4 and 12 inches.

In general, soils encountered beneath the existing asphalt pavement and topsoil layers extended to an approximate depth between 1.25 and 7 feet bgs. The encountered soils were manually described as fine to medium Sand (SP), fine to coarse silty Sand (SM) with trace amounts of mica., clayey Sand (SC), and sandy Clay (CL).

Using DCP testing, a correlated Standard Penetration Tests (N-values) ranged from 9 to 19 bpf in Boring S3-TB-1, from 4 to 12 bpf in Boring S3-TB-2, from 9 to 20+ bpf in Boring S3-TB3, from 2 to 12 bpf in Boring S3-TB-4, from 2 to 19 bpf in Boring S3-SW-6, and from 7 to 16 bpf in Boring

S3-WB-7.

The average N-value of the fill was about 10 bpf. Based on the SPT results, the fill represented by these samples should be considered loose to medium dense in terms of relative density for the sandy soil samples described.

Groundwater Levels: A groundwater level was reported in Boring S3-WB-3 at a depth of 15.8 feet, at the time of drilling.

Site Preparation: We recommend that the retaining walls areas be proof-rolled using a fully loaded tandem-axle dump truck. Some select undercutting of topsoil and loose fill soils may be necessary.

New fill or backfill should be spread in loose layers less than 8 inches thick and compacted to at least

95 percent of maximum dry density (ASTM D-698 Standard Proctor), with the upper 8 inches beneath pavements or graded aggregate base material compacted to 98 percent. At least one field density test should be conducted for every 2,000 square feet of each fill lift. Wet or frozen soils should be scarified before further compaction.

Proposed Retaining Wall Foundation Recommendations: The proposed retaining wall foundation should bear over the existing described sandy soils and may be designed using an allowable soil bearing pressure of 2,000 psf at a minimum depth (Df) of foundation of 1.5 feet.

A minimum footing width (B) of 24 inches should be considered. All footing excavations should be observed by a geotechnical engineer to confirm that the bearing capacity is available. Isolated softened soils should be undercut and backfilled with #57 stone or structural fill before concrete placement.

Lateral Earth Pressures: The following equivalent fluid pressures are recommended for three earth pressure conditions.

Lateral earth pressures imposed on a retaining wall are a function of the soil properties, the inclination of the backfill behind the retaining wall, any surcharge loads applied behind the wall, and the amount of deflection the wall system can undergo. Lateral earth pressures developed from the "active" condition are applicable for designing temporary or permanent free-standing retaining walls if adequate wall movement can occur to fully mobilize the retained soil's shear strength. Permanent laterally restrained walls, such as basement walls, should be designed for pressures using the full "at-rest" case.

Based on the existing conditions found, the following equivalent fluid pressures are recommended, assuming no hydrostatic pressure, a horizontal backfill configuration, no surcharge loads, and "typical" Piedmont soils used as backfill.

Earth Pressure Condition

Earth Pressure Coefficient Equivalent Fluid Pressure (pcf)

Active KA = 0.36 45

At-Rest KO = 0.53 65

Passive KP = 2.77 335

The recommended equivalent fluid pressures are based on an assumed soil density of 120 pcf, an internal friction angle of 28 degrees, and a cohesion of zero.

Lateral loads can be resisted by passive pressures against the face of the foundation and sliding resistance on the base of the footing. An allowable equivalent fluid pressure of 150 pcf is recommended for passive resistance and includes a factor of safety of about 2. A factor of safety of at least two is recommended due to the large deflections required to mobilize full passive resistance. Additional resistance to movement can be gained by developing sliding friction on the base of the footing, and an allowable friction factor of 0.38 may be used. This includes a factor of safety of about 1.5.

Closure: Recommendations apply to this specific trail segment. Subsurface conditions in unexplored locations may vary from those encountered at specific boring locations. The nature and extent of variations between the borings may not become evident until the course of construction.

We will be happy to discuss our recommendations and any questions that you have. Please contact us at your convenience.

Sincerely, Corporate Environmental Risk Management

Héctor A. Acosta, M.S.C.E., P.E. Thomas A. Tye, M.S.C.E., P.E.

Project Engineer II Geotechnical/CMT Section Manager

Cc: Mr. Allen Morris, P.E., Associate Principal and Project Manager at Stability Engineering

Attachments: Figures 1A and 1B – Boring Location Plan SPT and DCP Soil Boring Logs

ATTACHMENTS

Figures 1A and 1B - Boring Location Plans

SPT and DCP Soil Borings Logs

Prepared: HAA Title: Boring Location Plan

Figure 1A Checked: HAA Project: Proposed Retaining Walls Sta. 0+00 to 8+05

Date: 12/18/2023 Project No. BeltLine Segment #3 - 2022-1497A-000A

Scale: NTS Client: Kaizen Collaborative

B

A

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

X

X

X

X

X

X

X

X

X

X

X

X

X

20'-0"

7'-0"

BEGIN RETAINING

WALL, STA 0+35. SEE S

SHEETS FOR DETAILS

END RETAINING WALL

7'-0"

14'-0"

4'-6"

REMOVE WOOD DECK

STRUCTURE

RELOCATE EXIST. LIGHT POLE 2' MIN FROM EDGE OF TRAIL.

TS-01

TS-01

14'-0" WIDE CONCRETE MULTI-USE TRAIL, TYP

L-201

BEGIN GUARDRAIL,

STA. 1+35 RT

L-206

REMOVE WOOD STEP

STRUCTURE AND CONCRETE PAD

TYPE 'D' RAMP

END CONC. HEADER CURB

24" GRANITE PAVING BAND W/ (2) FIXED BOLLARDS

& (1) CENTER REMOVABLE BOLLARD, TYP.

1,5A/B

L-204

24" GRANITE P

W/ (2) FIXED

(1) CENTER REMOVABLE BO

END GUARDRAIL

END CONC. HEADER CURB

NEW CATCH BASINS, INLETS, AND JUNCTION

BOXES SHOWN FOR REFERENCE ONLY,

REFER TO GD SHEETS

BEGIN 6" CONC. HEADER CURB

L-203

COA STD. CONC.

APRON

L-203

BEGIN ATLANTA BELTLINE NW TRAIL - SEGMENT 3

STA. 0+00.00,

GPS: N: 1380642.54

E: 2222595.15

REMOVE EXISTING (1

& RESTRIPE (4) 9'X18' PERPENDICULAR

EXIST. A

DOOR NOT SH

BEGIN 6" CONC. H

R10'-0"

R20'-0"

ABI STD. DETECTABLE WARNING

SURFACE, TYP.

L-203

BEGIN 6" CONC.

HEADER CURB

REMOVE EXIST. TREE 'X', TYP.

14'-0"

6'-5"

REMOVE (3) EXIST.

& RESTRIPE (9) PERPENDICULAR

0+00

1+00

2+00

3+

4+

5+

M A

T C

H L

I N

E

S

T

S

E

S

H E

L

MULTI-USE TRAIL

MULTI-USE TRAIL - HEAVY DUTY

ASPHALT PAVING

GRANITE PAVING

HEAVY DUTY CONCRETE PAVING

BOLLARD

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.

S3-TB1

S3-WB1

S3-WB2

S3-WB3

S3-TB2S3-TB2

S3-WB2

S3-WB3

S3-WB1

S3-TB1

Prepared: HAA Title: Boring Location Plan

Figure 1B Checked: HAA Project: Proposed Retaining Walls Sta. 0+00 to 8+05

Date: 12/18/2023 Project No. BeltLine Segment #3 - 2022-1497A-000A

Scale: NTS Client: Kaizen Collaborative

PIV

B

A

B

C

A

B

A

B

A

B

A

B

APPROX. L.L.L.

A P

P R

O X

L

L

L

O

H

P

O

H

P

O

H

P

O

H

P

O

H

P

O

H

P

BEGIN RETAINING WALL,STA 8+30

SEE S SHEETS FOR DETAILS

60'-0" MAX

TYP.

RELOCATE UTILITY POLE & GUY WIRE TO

LANDSCAPE BUFFER

LIMB-UP TREES ALONG NORTHSIDE DRIVE, WHERE

ADJACENT TO PROPOSED ELEVATED STRUCTURE

TO MAINTAIN TRAIL CLEARANCE, TYP.

14'-9"

TS-02

RELOCATE COMMUNICATIONS BOX

TO LANDSCAPE BUFFER

BEGIN ELEVATED TRAIL STRUCTURE,

SEE S SHEETS FOR DETAILS

REMOVE EXIST. TREE 'X', TYP.

2'x5' CONCRETE COLUMN, TYP.

X

X

X

X

TRAIL TO NARROW FROM 14'-0" WIDE

TO 12'-0" WIDE

4'-6"

TS-01

REMOVE WOOD STEP

STRUCTURE AND CONCRETE PAD

24" GRANITE PAVING BAND

W/ (2) FIXED BOLLARDS &

(1) CENTER REMOVABLE BOLLARD, TYP.

1,5A/B

L-204

REMOVE EXISTING (1) PARKING STALL

& RESTRIPE (4) 9'X18' PERPENDICULAR PARKING STALLS

EXIST. ADA/FIRE ACCESS

DOOR NOT SHOWN ON SURVEY

BEGIN 6" CONC. HEADER CURB

L-203

END CONC. HEADER CURB

TYPE 'D' RAMP

14' WIDE COA STD. CROSSWALK

BEGIN RETAINING WALL, STA 8+37

SEE S SHEETS FOR DETAILS

TYPE 'D' RAMP

ABI STD. DETECTABLE WARNING

SURFACE, TYP.

14'-0"

6'-5"

18'-0" 24'-0"

18'-0"

5'-0"

7'-6"

2'-5"

END REMOVAL OF EXISTING RETAINING WALL,

END NEW RETAINING WALL

STA. 8+00

INSTALL NEW TRAFFIC RATED WATER

VAULT TOP, SET FLUSH TO FINAL TRAIL GRADE

STA. 7+37

MAINTAIN 2'-0" MIN. CLEAR FROM FACE

OF WALL, TYP.

REMOVE (3) EXIST. PARKING STALLS,

& RESTRIPE (9) PERPENDICULAR PARKING STALLS

BEGIN REMOVE PORTION OF EXIST. WALL

BEGIN NEW RETAINING WALL, STA. 6+82

TIE TO AND MATCH EXIST.

TRAIL TO TRANSITION FROM 12'-0" WIDE

TO 14'-0" WIDE AT CORNER OF PARKING LOT

REMOVE & REPLACE (2) EXIST. BOLLARDS

STA. 7+35 & STA 7+40

REMOVE EXIST. STRIPING AT WATER VAULT

INSTALL NEW FIRE HYDRANT, MAINTAIN

4' CLEAR ON EITHER SIDE

18'-0"

12'-0"

5+ 00 6+

7+00

8+00

9+00

10+00

M A

T C

H L I N

E

S

S

S

H E

L

MATCHLINE STA 10+75 SEE SHEET L-103

LAYOUT AND MATERIAL LEGEND

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.

S3-TB3

S3-TB4

S3-WB5

S3-WB6

S3-WB7

LEGEND:

Borings already have drilled/hand auger/ dcp data

S3-BB01

S3-WB5

S3-WB7

S3-WB6

S3-TB4

S3-TB3

De pt h (Ō

G ra ph ic

Material DescripƟon

Topsoil roots, wood chips

FILL: Very soŌ, reddish brown, lean CLAY with sand (CL), Įne sand, some mica

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

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

Boring terminated at 10.0 feet.

El ev aƟ on (Ō

896.0

891.0

886.0

881.0

876.0

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

1-1-1 (2)

0-0-0

(WOH)

11-15-15 (30)

7-5-5 (10)

Borehole ID: S3-WB 1 Sheet 1 of 1

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

Drilling Contractor: Envirorisk LaƟtude: 33.795416 Longitude: -84.410225 ElevaƟon: 901.00 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: GeoProbe 7822DT 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 h (Ō

G ra ph ic

Material DescripƟon

Topsoil 6-inches FILL: Very loose, light to dark brown, silty SAND (SM), Įne sand, trace mica

RESIDUUM: Firm, light reddish brown to yellowish brown, sandy SILT (ML), Įne sand, some mica

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

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

Medium dense, light to dark reddish brown, clayey SAND (SC), Įne to medium sand, Įne gravel, some mica

Boring terminated at 25.0 feet.

El ev aƟ on

(Ō

897.0

892.0

887.0

882.0

877.0

872.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

0-0-1 (2)

1-1-1 (2)

2-3-3 (6)

5-4-4 (8)

2-2-3 (5)

5-6-6 (12)

10-10-13 (23)

Borehole ID: S3-WB 2 Sheet 1 of 1

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

Drilling Contractor: Envirorisk LaƟtude: 33.795673 Longitude: -84.409936 ElevaƟon: 901.50 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: GeoProbe 7822DT 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 h (Ō

G ra ph ic

Material DescripƟon

Topsoil 6-inches FILL: Very loose, dark brown, silty SAND (SM), Įne sand, trace mica

RESIDUUM: Loose to very loose, light yellowish brown to dark brown, silty SAND (SM), Įne sand, some mica

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

Loose, dark brown, silty SAND (SM), medium to coarse sand, some mica, some rock fragments, wet

PARTIALLY WEATHERED ROCK: Very dense, light to dark brown, silty SAND (SM), Įne to coarse sand, some mica, wet

Boring terminated at 25.0 feet.

El ev aƟ on

(Ō

880.0

875.0

870.0

865.0

860.0

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)

1-2-2 (4)

0-0-1 (1)

1-1-1 (2)

3-10-3 (13)

3-2-4 (6)

50/4" (50/4")

Borehole ID: S3-WB 3 Sheet 1 of 1

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

Drilling Contractor: Envirorisk LaƟtude: 33.795734 Longitude: -84.409876 ElevaƟon: 885.00 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: GeoProbe 7822DT At Ɵme of drilling 15.80 on Jan 05 2023 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 h (Ō

G ra ph ic

Material DescripƟon

Topsoil 5 inches FILL: Loose, dark brown, silty SAND (SM), Įne to medium sand, some mica, some rock fragments Loose, gray to dark reddish brown, silty SAND (SM), Įne sand, some mica, some rock fragments

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

RESIDUUM: Medium dense, reddish brown, silty SAND (SM), Įne to medium sand, some mica, some rock fragments

Boring terminated at 15.0 feet.

El ev aƟ on

(Ō

889.0

884.0

879.0

874.0

869.0

Sa m pl e

Ty pe

N um be r

Re co ve ry

RQ

D ts

(N V al ue

1-4-3 (7)

3-3-2 (5)

1-1-1 (2)

0-0-1 (1)

4-8-8 (16)

Borehole ID: S3-WB 5 Sheet 1 of 1

Client: KAIZEN CollaboraƟve/PATH- Project Name: Atlanta BeltLine NW Trails - Segment 3 Project Number: 2022-1497A-000A - 3 Project LocaƟon: Atlanta, Georgia Date Started: Jan 06 2023 Completed: Jan 06 2023 Logged By: JD Checked By:

Drilling Contractor: Envirorisk LaƟtude: 33.796233 Longitude: -84.408071 ElevaƟon: 894.00 Drilling Method: 4-1/4" Hollow stem auger Ground Water Levels Equipment: GeoProbe 7822DT At Ɵme of drilling Jan 06 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

SUMMARY OF HAND AUGER BORINGS AND DCP TESTING

ATLANTA BELTLINE NW TRAILS SEGMENT #3

ATLANTA, GEORGIA

CERM PROJECT #2022-1497A-000A

Boring No.

Elevation

At

Ground

Surface

Depth

(ft) Description

Note

Depth

(ft) N (bpi)

S3-TB-1

(Sta. 0+00)

904 ft 0 - 1

1 - 2

2 - 3

Asphalt / Topsoil 0 to 6 inches, and

Light to dark brown fine to medium

Sand (SP), with trace amounts of rock frags.

Tan to orange-brown fine to medium silty Sand (SM), trace mica.

Same as above (SM).

Hand auger boring ended at 3 feet.

Boring No.

Elevation

At

Ground

Surface

Depth

(ft) Description

Note

Depth

(ft) N (bpi)

S3-TB2

(Sta. 3+00)

903.4 ft 0 - 1

2 - 2.5

Topsoil 0 to 6 inches, and

Brown to dark brown fine silty Sand

(SM), debris and with trace amounts of rock frags.

Tan to light brown fine to coarse medium Sand (SM), trace mica, wet.

Hand auger boring refusal at 2.5 feet.

(Existing swales lined adjacent to concrete).

S3-TB3

(Sta. 6+00)

907.3 ft 0 - 1

1 - 1.25

Topsoil 0 to 4 inches, and

Gray to orange-brown fine silty Sand

(SM).

Hand auger boring refusal at 1.25 feet.

20+

Boring No. Elevation

At

Ground

Surface

Depth

(ft) Description

Note

Depth

(ft)

N (bpi)

S3-TB4

(Sta. 7+76)

891.5 ft 0 - 1

1 - 2.5

2.5 - 4

Topsoil / grass, reddish brown, some mica.

Residuum, loose to very loose, reddish brown, silty Sand (SM), some mica.

Reddish-brown, silty Sand (SM), some mica.

Same as above.

Hand auger boring refusal ended at

4.25 ft.

S3-WB6

(near

Sta. 7+00)

902 ft 0 - 1

3 - 4

4 - 5

5 - 6

6 - 7

FILL: Topsoil / grass, brown / reddish brown silty Sand (SM)

Reddish brown silty Sand (SM)

Reddish-brown, clayey Sand (SC)

Reddish-brown, sandy Clay (CL)

Reddish-brown, clayey Sand (SC)

Same as above (SC).

Reddish-brown, clayey Sand (SC).

Same as above.

Hand auger boring terminated at 7 ft.

Boring No. Elevation

At

Ground

Surface

Depth

(ft) Description

Note

Depth

(ft)

N (bpi)

S3-WB7

(near

Sta. 8+00)

902 ft 0 - 1

3 - 4

4 - 4.5

FILL: Topsoil / grass, brown / brown silty Sand (SM)

Brown silty Sand (SM)

Reddish-brown, silty Sand, trace mica

(SM)

Hand auger boring terminated at 4.5 ft.

Boring terminated due to obstruction.

4.5