9-I - Report of Visual Structural Condition Survey and Material Testing 26th St NW Goodson Way NW Bridge.pdf

P R O F E S S I O N A L | P R A C T I C A L | P R O V E N

7 5 M a d d o x R o a d , S u i t e 1 0 2 , B u f o r d , G e o r g i a 3 0 5 1 8 t . 7 7 0 . 9 0 4 . 7 1 9 0 / f . 7 7 0 . 9 0 4 . 7 1 9 1 / u s a n o v a . c o m

December 19th, 2025

BCC ENGINEERING , LLC D/B/A HEATH & L INEBACK

2390 Canton Rd, Building 200

Marietta, Georgia 30066

Attention: Mr. Masood Shabazaz

Subject: Report of Visual Structural Condition Survey and Material Testing

26th St. NW & Goodson Way NW - Reinforced Concrete Bridge

Atlanta, Georgia 30309

NOVA Proposal Number: 10124-2525187

Dear Mr. Shabazaz:

NOVA Engineering and Environmental, LLC (NOVA) has completed the authorized structural engineering consulting services for the subject bridge located at 26th St. NW in Atlanta, Georgia. The purpose of our service was to perform a visual structural condition survey, document as-built conditions, determine the strength of the in-place concrete substrucure, and document reinforcement layout for both the in-place concrete substrucure and the superstructure. Our work was performed in accordance with our proposal No. 10124-

2525187, dated November 6th, 2025.

SITE AND PROJECT INFORMATION

Our understanding of the site and requirements for this project are based on conversations with Heath & Lineback Engineers, information provided to date, and our experience with similar projects. No structural or architectural drawings were provided for our review

Figure 1. Google aerial image of 26th Street NW & Goodson Way NW Bridge in Atlanta, Georgia

NOVA Photo Pages – Visual Structural Condition Survey and Material Testing December 19th, 2025

26th St NW & Goodson Way NW – Atlanta, Georgia 30309 NOVA Project No. 10124-2525187

The construction date of the subject bridge is unknown, but based on google earth imagery, it appears to be a minimum of 30 years old. The subject bridge is a simple three-span bridge with two (2) end bents, and two (2) interior bents that support the bridge deck.

NOVA was engaged by Heath & Lineback Engineers to perform engineering consulting services to aid in their load rating evaluation. Our test procedures and test results are presented below.

TEST PROCEDURES AND RESULTS

On December 1st, 3rd and 4th, NOVA representatives Mr. Jordan Wright, P.E., Mr. Jacob

Townsend, P.E., Mr. Thomas Miller and Mr. Christopher Cruz, visited the subject site to perform the authorized visual structural condition survey and materials testing. A summary of our test procedures and results are provided below.

As-Built Dimensions

For this task, NOVA representative visited the subject site and developed as-built field sketches of the subject structure. Measurements of typical concrete members were measured with a graduated tape measure and a digital laser. A draft version of the drawings were then developed to aid in our visual structural condition survey. See attached NOVA drawings S-101 through S-103 for our detailed as-built drawings.

The two (2) end bents, located on the east and west end of the subject structure appeared to be cast-in-place reinforced concrete. The end bents were approximately 2’ in depth (h), and approximately 30’-8” in length. The width (b) of the end bents was not confirmed in the field due to limited, one-sided access. However, our concrete core samples (see below) indicate that the subject end bents are at-least approximately 10” in width (d). Full depth concrete core samples would be required to confirm the width (b) of the subject End Bents.

Alternatively, impact echo testing would be required to determine the approximate width of the subject end bents.

The two (2) interior bents appeared to be cast-in-place reinforced concrete. The interior bents were composed of four (4) 18” x 18” cast-in-place concrete columns, and one (1) 24” (h) x

18” (b) cast-in-place bent cap, which was approximately 30’-8” in length.

The pre-cast concrete boxes were measured to be approximately 1’-6” to 3’-2” in width, with a typical span length of approximately 25’ or 25’-6”. The actual thickness of the pre-cast boxes was not confirmed. However, based on measurements via joints and penetrations, we estimate the subject boxes are approximately 18” thick. GPR scanning (as described below), did not allow us to confidently determine the thickness of the subject boxes due to significant near-surface (underside) embedded reinforcement. Full-depth concrete core samples would be required to confirm the thickness of the subject boxes. Alternatively, impact echo testing would be required to determine the approximate width of the subject End Bents.

On December 3rd, 2025, contractors (unknown) were on-site, performing repairs to the paver deck system. At the time of their site visit, they removed select pavers for repairs. The subject contractors allowed NOVA to perform a small excavation of the apparent crushed aggregate base, via a small hand tool, and measure the thickness of a recently removed stone paver.

The subject paver deck system appears to be composed of an approximately 3” thick crushed aggregate base, with approximately 2-1/2” thick stone pavers on-top.

Visual Structural Condition Survey

The subject reinforced concrete bridge generally appeared to be in fair structural condition.

Readily visible signs of structural distress were observed on the cast-in-place concrete columns, bent caps and the pre-cast concrete boxes. See attached NOVA drawings F-101 through F-105 for the approximate location and extent of our visual observations. See attached photos 1 through 22. A summary of our significant observations are as follows:

• Readily visible signs of concrete segregation was observed at several locations along the east face of the end bent along column line 1. Readily visible signs of apparent carbonation of the concrete paste was also observed within the observed segregation. See photos 3 and 4.

• Concrete spalls with significant to moderate corroded steel reinforcement was observed at several locations within the concrete columns and bent caps.

• Several concrete delamination were detected via a manual sounding ball at several locations on the concrete columns and bent caps.

• Readily visible signs of apparent water infiltration through/around the pre-cast concrete boxes was observed. Apparent staining and/or organic growth was readily visible at some locations on the concrete end bents and interior bent caps.

Ground Penetrating Radar (GPR) Scanning

For this task, a GSSI Structure Scan Mini XT GPR device with a 2700 MHz internal antenna, and a 2000 MHz external antenna, was utilized to detect the near surface steel reinforcement within typical concrete members at select locations. The detected steel reinforcement was marked on the face of the concrete with a wax crayon. See attached NOVA drawings F-1 through F-6 for our GPR test results. Additionally, see photos 26 and 27 for supporting GPR scans. See attached summary of GPR methods for further device information and limitations.

For the pre-cast concrete boxes, the near-surface embedded reinforcement underside concrete cover generally ranged from ~1/8” (exposed near surface) to ~2-1/2”, with some isolated embedded reinforcement with a concrete cover of ~5-1/2” (or greater). For the concrete end bents, the near-surface embedded reinforcement concrete cover generally ranged from ~1-3/4” to 4-1/4”. For the concrete interior bent caps, the near-surface embedded reinforcement concrete cover generally ranged from ~2” to ~2-1/2”, with some isolated embedded reinforcement with a concrete cover of ~5-1/2” (or greater). For the concrete columns, the near-surface embedded reinforcement concrete cover generally ranged from ~2” to 3”.

Concrete Core Sampling and Laboratory Testing

For this task, a Hilti DD-150 core rig with a 4” outer-diameter, diamond tipped, water cooled core barrel was utilized to obtain nine (9) partial depth concrete core samples. Three (3) partial depth core samples were obtained from each typical concrete framing member (end bent, interior bent cap and column), excluding the pre-cast concrete boxes. Preliminary measurements of core samples were recorded, and core samples were visually observed before submitted them to our CCRL approved laboratory for compressive strength and unit weight testing. Concrete coring, compressive strength testing and unit weight testing was performed in substantial compliance with ASTM C 42 Standard Test Method for Obtaining and

Testing Drilled Cores and Sawed Beams of Concrete. A summary of our visual observations and the core sample test results are presented in below in Table 1. Concrete Core Sample

Summary Table.

Core

ID

Member

Type

Core

Dia. (in.)

Core

Length (in.)

Compressive

Strength (psi)

Unit Weight

(lb/ft3)

Observations

1 End Bent 3.75 9.50 5,330 148 Depth of Carbonation = ~7/8”

2 Column 3.75 10.00 2,520 140 Depth of Carbonation = ~2”

3 Column 3.75 10.00 2,930 140 Depth of Carbonation = ~3/4”

4 Bent Cap 3.75 10.00 3,690 142 Depth of Carbonation = ~1/2”

5 Bent Cap 3.75 10.25 4,430 142 Depth of Carbonation = ~1”

6 Bent Cap 3.75 9.25 4,190 146 Depth of Carbonation = ~5/8”

7 Column 3.75 8.25 2,930 141 Depth of Carbonation = ~1”

8 End Bent 3.75 10.375 4,860 146 Depth of Carbonation = ~3/16”

9 End Bent 3.75 9.25 4,890 149 Depth of Carbonation = ~1/8”

Average= 3,974 144

For the concrete end bents, the concrete compressive strength ranged from approximately

4,860 psi to 5,330 psi, with an average of approximately 5,027 psi. The concrete unit weight ranged from approximately 146 lbs/ft3 to 149 lbs/ft3, with an average of approximately 148 lbs/ft3. Our compressive strength and unit weight test results indicate that the original concrete mix design for the concrete end bents was likely a normal weight concrete mix with a minimum concrete design strength in the range of 5,000 psi. The apparent carbonation that was observed on the end bent core samples ranged from ~1/8” to ~7/8” in depth.

For the concrete columns, the concrete compressive strength ranged from approximately

2,520 psi to 2,930 psi, with an average of approximately 2,793 psi. The concrete unit weight ranged from approximately 140 lbs/ft3 to 141 lbs/ft3, with an average of approximately 140 lbs/ft3. Our compressive strength and unit weight test results indicate that the original concrete mix design for the concrete columns was likely a normal weight concrete mix with a minimum concrete design strength in the range of 3,000 psi. The apparent carbonation that was observed on the column core samples ranged from ~3/4” to ~2” in depth.

For the concrete bent caps, the concrete compressive strength ranged from approximately

3,690 psi to 4,430 psi, with an average of approximately 4,103 psi. The concrete unit weight ranged from approximately 142 lbs/ft3 to 146 lbs/ft3, with an average of approximately 143 lbs/ft3. Our compressive strength and unit weight test results indicate that the original concrete mix design for the concrete Bent Caps was likely a normal weight concrete mix with a minimum concrete design strength in the range of 4,000 psi The apparent carbonation that was observed on the interior bent cap core samples ranged from ~5/8” to ~1” in depth.

Reinforcement Excavation and Measurement

For this task, NOVA representatives performed concrete excavations at select locations where

GPR testing was recently performed on typical concrete framing members. Five (5) partial depth concrete excavations were performed utilizing a battery powered Hilti hammer drill. The exposed steel reinforcement was mechanically cleaned (if possible) with a battery powered angle grinder with a wire brush wheel. The diameter of the exposed steel reinforcement was measured via digital calipers, and the concrete cover was measured via a graduated tape measure. See attached NOVA drawings F-101 through F-106 for our detailed results.

Moderate to significant corrosion of the stirrup was observed at concrete excavation #1. An additional concrete excavation, #2, was performed nearby, for the purpose of comparing the stirrup diameters to determine the approximate section loss due to corrosion. The apparent outside diameter of the corroded stirrup steel reinforcement was measured to be approximately 0.49”. The outside diameter of the non-corroded stirrup steel reinforcement was measured to be approximately 0.58” (estimated #4 rebar). Therefore, a minimum of 15% section loss due to corrosion has occurred on the steel reinforcement at concrete excavation location #2. Note, where corrosion of steel reinforcement was moderate/significant, mechanical grinding methods did not remove all the corrosion.

CONCLUSIONS AND RECOMMENDATIONS

The following conclusions are based on the information provided to us, our observations and tests performed up to date, and our experience with similar evaluations.

The subject reinforced concrete bridge generally appeared to be in fair structural condition with some readily visible signs of structural distress. Concrete spalls with minor to moderate corrosion of the steel reinforcement were observed on several concrete framing members.

Our visual observations of concrete core samples indicate that the carbonated concrete exists at some locations, which is typical for structures of this age and environment. However, our concrete excavations and GPR test results indicate that the carbonated concrete has progressed near the depth of steel reinforcement at some column locations. Carbonated concrete significantly increases the likelihood of corrosion to embedded steel reinforcement to occur due to the reduction in the pH of the concrete at the effected depth.

The significantly corroded steel reinforcement at concrete excavation location #1 was measured to have a section loss of at least 15%. We recommend that further evaluation be performed to determine the extent of corrosion to the embedded steel reinforcement within this area, to determine if steel reinforcement replacement repairs are required. Similarly, we recommend that further evaluation be performed at concrete spall locations where similar moderate to significant corrosion was observed on exposed steel reinforcement.

In general, we recommend the following repairs be considered:

• At partial depth concrete spalls, the existing concrete substrate should be mechanically prepared to sound concrete and patched with a compatible cementitious repair material. Note,

• We recommend all corroded steel reinforcement should be abrasive cleaned to white metal and primed with corrosion inhibitor before application of cementitious repair material.

• Epoxy pressure inject concrete cracks greater than 0.016” (16 mils) in width. Pressure washing of the concrete bents is recommended to verify the quantity and extent of cracks. Note, concrete cracks near the corner of concrete elements, may require patching in leu pressure injection.

• Waterproof joints above End Bents and interior bents to mitigate water infiltration.

• A concrete coating may be suitable for this project to mitigate further carbonation of the concrete framing members and provide additional protection to the embedded steel reinforcement.

CLOSING

We appreciate the opportunity to be of service on this project. Please feel free to contact us if you have any questions or if we may be of further assistance.

Sincerely, NOVA ENGINEERING AND ENVIRONMENTAL, LLC

Jordan A. Wright, P.E. Kurt W. Heinrichs, P.E.

Project Manager Principal Engineer

Georgia Registration No. 53110 Georgia Registration No. 18741

Attachments: Photos 1 - 36

NOVA Drawings S-101 & S-102 : As-built Drawings

NOVA Drawings F-101 & F-106 : As-built Drawings

NOVA Concrete Core Test Results (ASTM C 42)

Summary of GPR Methods

Photo 1: Google aerial image of 26th Street NW & Goodson Way NW Bridge in Atlanta, Georgia

Photo 2: Overall view of bridge – Looking North

Column

Line 1

Column

Line 4 Column

Line 2

Column

Line 3

Photo 3: Overall view of end bent along column line 1 (looking west)

Photo 4: Up-close view of concrete segregation on face of end bent (typ.) – Note, apparent carbonation of the concrete paste was observed within segregation (typ.).

Photo 4

Photo 5: Overall view of concrete interior bent along column line 2 (looking south-east)

Photo 6: Up-close view of spall near top of concrete column 2/B – Note, moderately to significantly corroded vertical bars and tie bars observed.

Photo 6

Photo 7

Photo 8

Photo 9

Core 2

Core 3

Photo 7: Up-close view of delaminated and cracked parge coat near the base of column(s)

Photo 8: Up-close view of concrete spall and cracks on the underside of concrete bent cap along column line 2

Photo 9: Up-close view of spall near top of concrete column 2/B – Note, moderately corroded tie bars.

Photo 10: Overall view of concrete interior bent along column line 2 (looking west)

Photo 11

Photo 12

Core 4

Photo 11: Up-close view of concrete cracks on the concrete bent cap and column along column line 2

Photo 12: Up-close view of delaminated and cracked parge coat/or patch near the base of column(s)

Photo 13: Overall view of concrete interior bent along column line 3 (looking east)

Photo 14: Concrete excavation #1 at delamination on the concrete bent cap along column line 3 -

Note, concrete cracks and significantly corroded longitudinal and stirrup bars observed.

Core 5 Core 6

Concrete

Excavation

#1

Concrete

Excavation

#2

Photo 15: Concrete excavation #2 on the concrete bent cap along column line 3 - Note, concrete cracks observed.

Photo 16: Overall view of concrete interior bent along column line 3 (looking west)

#1

Core 7 Concrete

Excavation

#3

Photo

Photo 17: Overall view of column 3/B (east elevation) – Note, spalled concrete with minorly/moderately corroded tie bars

Photo 18: Up-close view of concrete excavation #3

Photo 18

#3

Photo 19: Overall view of end bent along column line 4 (looking east)

Photo 20: Overall view of concrete excavation #4

#4

Concrete

Excavation

#5 Core 8 Core 9

Photo 20

Core 8

Concrete

Excavation

#4

Photo 21

Photo 21: Overall view of pre-cast concrete panel near concrete excavation #5 – Note, spalled concrete with minorly corroded transverse bars

Photo 22: Concrete excavation #5 at concrete spall on the underside of pre-cast concrete panel -

Note, low severity corrosion transverse bar observed.

#5

Photo 23: Overall view of topside of bridge (looking west)

Photo 24: Up-close view of removed pavers (by others) – Note, excavation depth of ~3” in crushed aggregate base

Photo 24

Photo 25: Up-close view of ~2-1/2” thick stone paver (typ.)

Photo 26: GPR File 136 – Note, blue line are box edges (~38” o.c.). – Note, apparent embedded longitudinal reinforcement detected at ~2” on-center, with ~2-1/2” of underside concrete cover (typ.)

Depth of detected reinforceme nt

Photo 27: GPR File 137 – Note, apparent embedded transverse reinforcement detected at as indicated by red arrows, with concrete cover ranging from ~1” to ~5-1/2”(typ.)

Photo 28: Core #1 – Overall core length measured to be ~9-1/2” – Note, apparent carbonation observed in top ~7/8” of core sample

Depth of detected reinforcement = ~1” Depth of detected reinforcement = ~5-1/2”

Apparent

Carbonation

Photo 29: Core #2 – Overall core length measured to be ~10” – Note, apparent carbonation observed in top ~2” of core sample

Photo 30: Core #3 – Overall core length measured to be ~10” – Note, apparent carbonation observed in top ~3/4” of core sample

Photo 31: Core #4 – Overall core length measured to be ~10” – Note, apparent carbonation observed in top ~1/2” of core sample

Photo 32: Core #5 – Overall core length measured to be ~10-1/4” – Note, apparent carbonation observed in top ~1” of core sample

Photo 33: Core #6 – Overall core length measured to be ~9-1/4” – Note, apparent carbonation observed in top ~5/8” of core sample

Photo 34: Core #7 – Overall core length measured to be ~8-1/4” – Note, apparent carbonation observed in top ~1” of core sample

Photo 35: Core #8 – Overall core length measured to be ~10-3/8” – Note, apparent carbonation observed in top ~3/16” of core sample

Photo 36: Core #9 – Overall core length measured to be ~9-1/4” – Note, apparent carbonation observed in top ~1/8” of core sample

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S-101

Scale: NTS

PLAN VIEW - BRIDGE1

AS-BUILT

NORTH

S-103

S-104

S-102

~30'-8"

(TYP.)

~1'-6"

~3'-2"

(TYP.)

UNKNOWN ~2'-0"

(TYP.)

~25'-6" (TYP.) ~25'-0" ~25'-6" (TYP.)

1 2 3 4

~3'-4"

~3'-4"

~8'-0"

~8'-0"

~8'-0"

A

B

C

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S-102

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ELEVATION - TYPICAL END BENT1

Scale: NTS

ELEVATION - TYPICAL INTERMEDIATE BENT1

~30'-8" (TYP.)

~ 2'-0" (TYP.)

~1'-6"

(TYP.)

~3'-2"

(TYP.)

~1'-6" (TYP.)

~3" THICK CRUSHED AGGREGATE BASE

~2-1/2" THICK STONE PAVERS

~18" THICK PRE-CAST CONCRETE BOX (TYP.)

1'-6"

~7'-4" (TYP.)

A

~3'-4" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~3'-4" (TYP.)

B C D E F

F A

~1'-6" X 1'-6"

CONCRETE COLUMN (TYP.)

~2' X 1'-6"

CONCRETE BENT CAP (TYP.)

~1'-6" (TYP.)

~51

2" PAVER DECK

~51

2" PAVER DECK

AS-BUILT

THICKNESS OF CONCRETE

WATERWAY UNKNOWN (TYP.)

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ELEVATION1

~7'-4" (TYP.)~1'-6" X 1'-6"

CONCRETE COLUMN (TYP.)

AS-BUILT

1'-6" (TYP.)

~25'-6" (TYP.) ~25'-0" (TYP.)

321 4

~25'-6" (TYP.)

~7'-0" (TYP.)

~2' X 1'-6"

CONCRETE BENT CAP (TYP.)

~1'-6"

THICK PRE-CAST

CONCRETE BOX (TYP.)

THICKNESS OF CONCRETE

WATERWAY UNKNOWN (TYP.)

~5-1/2" THICK PAVER DECK SYSTEM (TYP.)

SEE 2/F-101

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F-101

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PLAN VIEW - BRIDGE1

CONDITION

SURVEY

NORTH

S-102

F-102

~30'-8"

(TYP.)

~25'-6" (TYP.) ~25'-0" ~25'-6" (TYP.)

1 2 3 4

~3'-4"

~3'-4"

~8'-0"

~8'-0"

~8'-0"

A

B

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S-104

S-105

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PRE-CAST BOX - TEST RESULTS2

~101 2"~81

2"~81 2"~1'-3"~1'-0"~9"~5'-1"~6'-21

2"~10"~1'-01 2"

LONGITUDINAL REINF. AT ~2" O.C. (TYP.)

WITH (UNDERSIDE) CONCRETE COVER

OF ~2-1/2" (TYP.)

TRANSVERSE REINF.

WITH (UNDERSIDE) CONCRETE

COVER OF ~1/8" TO ~1-1/2"

CONCRETE EXCAVATION #1 OF TRANSVERSE REINF.

(UNDERSIDE) CONCRETE COVER = ~1

8"

REINFORCEMENT Ø = ~0.45" (EST. #4 REBAR)

TRANSVERSE REINF. WITH (UNDERSIDE)

CONCRETE COVER OF ~5-1/4"

TRANSVERSE REINF.

WITH (UNDERSIDE) CONCRETE

COVER OF ~1/8" TO ~1-1/2"

LEGEND

CONCRETE SPALL

CONCRETE SEGRGATION

CONCRETE DELAMINATION

CONCRETE CRACK

CONCRETE EXCAVATION

CONCRETE CORE

UNDERSIDE BENT CAP DELAMINATION AND CRACKS

UNDERSIDE BENT CAP DELAMINATION

GPR AREA (TYP.)

GPR AREA (TYP.)

GPR FILE 137

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EN

G

IN

EE

RI

N G

, L

LC

D /B

/A H

EA

TH

L

IN

EB

AC

K

C

AN

TO

N

R D

, B

UI

LD

IN

G

M

AR

IE

TT

A, G

EO

RG

IA

N

OV

A

PR

OJ

EC

T N

O.

: 1

-2

M

AD

D

OX

R

OA

D

, S

UI

TE

BU

FO

RD

, G

EO

RG

IA

OF

FI

CE

: 7

.9

.7

SHEET NAME

CH

EC

KE

D

B Y:

J.

W

RI

G

H

PR

OJ

EC

T

TE

AM

R

EV

IE

W

F-102

Scale: NTS

ELEVATION - TEST RESULTS1

Scale: NTS

ELEVATION - TEST RESULTS1

~30'-6" (TYP.)

~ 2'-0" (TYP.)

1'-6"

~7'-4" (TYP.)

A

~3'-4" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~3'-4" (TYP.)

B C D E F

F A

~1'-6" X 1'-6"

CONCRETE COLUMN (TYP.)

~2' X 1'-6"

CONCRETE BENT CAP (TYP.)

LEGEND

CONCRETE SPALL

CONCRETE SEGRGATION

CONCRETE DELAMINATION

CONCRETE CRACK

CONCRETE EXCAVATION

CONCRETE CORE

~2'-5" DELAMINATED AND

CRACKED PARGE COAT

NEAR BASE OF COLUMNS

SIGNIFICANTLY

CORRODED VERTICAL

BAR AND TIE BARS

MODERATELY

CORRODED VERTICAL

BAR AND TIE BARS

CONDITION

SURVEY

~3'-4" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~3'-4" (TYP.)

E D C B

SU

BM

IT

TA

L/

RE

VI

SI

ON

D

AT

E

RE

V

TH

S T

N W

G

OO

D

SO

N

W

AY

N W

B

RI

D G

E

AT

LA

N

TA

, G

EO

RG

IA

PR

EP

AR

ED

F

OR

BC

C

EN

G

IN

EE

RI

N G

, L

LC

D /B

/A H

EA

TH

L

IN

EB

AC

K

C

AN

TO

N

R D

, B

UI

LD

IN

G

M

AR

IE

TT

A, G

EO

RG

IA

N

OV

A

PR

OJ

EC

T N

O.

: 1

-2

M

AD

D

OX

R

OA

D

, S

UI

TE

BU

FO

RD

, G

EO

RG

IA

OF

FI

CE

: 7

.9

.7

SHEET NAME

CH

EC

KE

D

B Y:

J.

W

RI

G

H

PR

OJ

EC

T

TE

AM

R

EV

IE

W

F-103

Scale: NTS

ELEVATION - TEST RESULTS1

~1'-6" (TYP.)

~7'-4" (TYP.)

F

~3'-4" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~3'-4" (TYP.)

E D C B A

~1'-6" X 1'-6"

CONCRETE COLUMN (TYP.)

~2' X 1'-6"

CONCRETE BENT CAP (TYP.)

LEGEND

CONCRETE SPALL

CONCRETE SEGRGATION

CONCRETE DELAMINATION

CONCRETE CRACK

CONCRETE EXCAVATION

CONCRETE CORE

~2'-5" DELAMINATED AND

CRACKED PARGE COAT

NEAR BASE OF COLUMNS

CONDITION

SURVEY

SEE 2/F-104

9"

5- 1/

2"

5- 1/

2"

2" 2" 2" 2" 2" 2"

2-1/2"

2" 2" 2" 2" 2" 2" 2"

5- 1/

2"

5- 1/

2"

2"

2"

2"

2-1/2"2-1/2"

SHEET NUMBER

SU

BM

IT

TA

L/

RE

VI

SI

ON

D

AT

E

RE

V

TH

S T

N W

G

OO

D

SO

N

W

AY

N W

B

RI

D G

E

AT

LA

N

TA

, G

EO

RG

IA

PR

EP

AR

ED

F

OR

BC

C

EN

G

IN

EE

RI

N G

, L

LC

D /B

/A H

EA

TH

L

IN

EB

AC

K

C

AN

TO

N

R D

, B

UI

LD

IN

G

M

AR

IE

TT

A, G

EO

RG

IA

N

OV

A

PR

OJ

EC

T N

O.

: 1

-2

M

AD

D

OX

R

OA

D

, S

UI

TE

BU

FO

RD

, G

EO

RG

IA

OF

FI

CE

: 7

.9

.7

SHEET NAME

CH

EC

KE

D

B Y:

J.

W

RI

G

H

PR

OJ

EC

T

TE

AM

R

EV

IE

W

F-104

Scale: NTS

ELEVATION - TEST RESULTS1

~1'-6" (TYP.)

~7'-4" (TYP.)

A

~3'-4" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~3'-4" (TYP.)

B C D E F

~1'-6" X 1'-6"

CONCRETE COLUMN (TYP.)

~2' X 1'-6"

CONCRETE BENT CAP (TYP.)

LEGEND

CONCRETE SPALL

CONCRETE SEGRGATION

CONCRETE DELAMINATION

CONCRETE CRACK

CONCRETE EXCAVATION

CONCRETE CORE

CONDITION

SURVEY

Scale: NTS

ELEVATION - TEST RESULTS2

ED

~8'-0" (TYP.)

F

~3'-4" (TYP.)

(3) CONTINUOUS LONGITUDINAL

REINF. BOTTOM BARS

CONCRETE EXCAVATION #2

LONGITUDINAL REINF.:

- (UNDERSIDE) CONCRETE COVER = ~3-1/4"

- REINFORCEMENT Ø = ~1.14" (EST. #10 REBAR W/ MOD./SIG. CORROSION)

STIRRUP:

- VERTICAL CONCRETE COVER = ~2"

- REINFORCEMENT Ø = ~0.49" (EST. #4 REBAR W/ MOD./SIG. CORROSION)

LONGITUDINAL REINF. WITH

VERTICAL CONCRETE COVER OF

~2" (BOTH ELEVATIONS)

CONCRETE COVER FROM VERTICAL FACE (TYP.)

~8" ~81 2" ~71

2" ~7"~7"~9"~9"~1'-5"~1'-9"~7"~7"~7"~51 2"~7"~9"~1'-2"~5"

CONCRETE EXCAVATION #3

STIRRUP:

- VERTICAL CONCRETE COVER = ~2"

- REINFORCEMENT Ø = ~0.58" (EST. #4 REBAR)

~3"

~31 2"

~21 4"

~4"

GPR AREA (TYP.)

GPR AREA (TYP.)

SE

E

2/ F-

SE

E

3/ F-

~3"

~3"

~3"

~2-1/2"

~2-1/2"

~2-1/2"

~3" ~3

~1-1/2" ~2 -1

/2

~2-1/4"

~2-1/4"

~2"

~2-1/4"

~2-1/4"

SHEET NUMBER

SU

BM

IT

TA

L/

RE

VI

SI

ON

D

AT

E

RE

V

TH

S T

N W

G

OO

D

SO

N

W

AY

N W

B

RI

D G

E

AT

LA

N

TA

, G

EO

RG

IA

PR

EP

AR

ED

F

OR

BC

C

EN

G

IN

EE

RI

N G

, L

LC

D /B

/A H

EA

TH

L

IN

EB

AC

K

C

AN

TO

N

R D

, B

UI

LD

IN

G

M

AR

IE

TT

A, G

EO

RG

IA

N

OV

A

PR

OJ

EC

T N

O.

: 1

-2

M

AD

D

OX

R

OA

D

, S

UI

TE

BU

FO

RD

, G

EO

RG

IA

OF

FI

CE

: 7

.9

.7

SHEET NAME

CH

EC

KE

D

B Y:

J.

W

RI

G

H

PR

OJ

EC

T

TE

AM

R

EV

IE

W

F-105

Scale: NTS

ELEVATION - TEST RESULTS1

~1'-6" (TYP.)

~7'-4" (TYP.)

F

~3'-4" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~3'-4" (TYP.)

E D C B A

~1'-6" X 1'-6"

CONCRETE COLUMN (TYP.)

~2' X 1'-6"

CONCRETE BENT CAP (TYP.)

LEGEND

CONCRETE SPALL

CONCRETE SEGRGATION

CONCRETE DELAMINATION

CONCRETE CRACK

CONCRETE EXCAVATION

CONCRETE CORE

CONDITION

SURVEY

Scale: NTS ELEVATION - TEST RESULTS2 Scale: NTS

ELEVATION - TEST RESULTS3

~5"

~1'-3"

~1'-3"

`1'-5"

~1'-3"

~1'-0"

~9"

~7"

~21 2" ~111

2" ~1 2"

~21 2" ~111

2" ~1 2"

~5"

~1'-4"

~1'-2"

~1'-0"

~1'-6"

~1'-2"

~1'-4"

CONCRETE EXCAVATION #4

VERTICAL REINF.:

- CONCRETE COVER = ~3-1/4"

- REINFORCEMENT Ø = ~1.20" (EST. #10 REBAR )

STIRRUP:

- CONCRETE COVER = ~2"

- REINFORCEMENT Ø = ~0.50" (EST. #5 REBAR )

MODERATELY

CORRODED TIE BARS

GPR AREA (TYP.) GPR AREA (TYP.)

GPR AREA (TYP.) GPR AREA (TYP.)

CONCRETE COVER FROM VERTICAL FACE (TYP.)

CONCRETE COVER FROM VERTICAL FACE (TYP.)

~1 -3

/4

~1 -3

/4

~1 -3

/4

~1 -3

/4

~3 -1

/2

~3 -1

/2

~4 -1

/4

~3

~3 -1

/4

~2 -3

/4

~2 -3

/4

~3 -1

/4

~3

~3

~3

~3 -1

/4

~3

~3

~3

~3

~3

~3-1/2" ~3-1/2"

~3-1/2"

~3-1/2" ~3-1/2"

~3-1/2"

SHEET NUMBER

SU

BM

IT

TA

L/

RE

VI

SI

ON

D

AT

E

RE

V

TH

S T

N W

G

OO

D

SO

N

W

AY

N W

B

RI

D G

E

AT

LA

N

TA

, G

EO

RG

IA

PR

EP

AR

ED

F

OR

BC

C

EN

G

IN

EE

RI

N G

, L

LC

D /B

/A H

EA

TH

L

IN

EB

AC

K

C

AN

TO

N

R D

, B

UI

LD

IN

G

M

AR

IE

TT

A, G

EO

RG

IA

N

OV

A

PR

OJ

EC

T N

O.

: 1

-2

M

AD

D

OX

R

OA

D

, S

UI

TE

BU

FO

RD

, G

EO

RG

IA

OF

FI

CE

: 7

.9

.7

SHEET NAME

CH

EC

KE

D

B Y:

J.

W

RI

G

H

PR

OJ

EC

T

TE

AM

R

EV

IE

W

F-106

Scale: NTS

ELEVATION - TEST RESULTS1

~30'-8" (TYP.)

A F

LEGEND

CONCRETE SPALL

CONCRETE SEGRGATION

CONCRETE DELAMINATION

CONCRETE CRACK

CONCRETE EXCAVATION

CONCRETE CORE

CONDITION

SURVEY

CONCRETE EXCAVATION #5

LONGITUDINAL REINF.:

- CONCRETE COVER = ~3-"

- REINFORCEMENT Ø = ~0.96" (EST. #8 REBAR )

STIRRUP:

- CONCRETE COVER = ~2"

- REINFORCEMENT Ø = ~0.53" (EST. #4 REBAR )

~2'-0"

~8" ~8"

~8" ~10"

~1'-3" ~1'-6"

~9" ~8"

~81 2"

~71 2"

~91 2"

~9" ~5"

~5" ~10"

~61 2"

~61 2"

~1'-1" ~81

2" ~74'-91

2"

~13'-01 2"

B C D E

~3'-4" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~8'-0" (TYP.) ~3'-4" (TYP.)

~8" ~71

2"

~3"

~6"

~11"

CONCRETE COVER FROM

VERTICAL FACE (TYP.)

GPR AREA (TYP.) GPR AREA (TYP.)CONCRETE COVER FROM

VERTICAL FACE (TYP.)

End Bent Column Column Bent Cap

End Bent Column Column Bent Cap

Bent Cap Bent Cap Column End Bent

Bent Cap Bent Cap Column End Bent

End Bent

End Bent

P R O F E S S I O N A L | P R A C T I C A L | P R O V E N

7 5 M a d d o x R o a d , S u i t e 1 0 2 , B u f o r d G A 3 0 5 1 8 t . 7 7 0 . 9 0 4 . 7 1 9 0 / f . 7 7 0 . 9 0 4 . 7 1 9 0 / u s a n o v a . c o m

SUMMARY OF GROUND PENETRATING RADAR METHOD

Method

The ground penetrating radar (GPR) method uses electromagnetic pulses, emitted at regular intervals by an antenna to map subsurface features and discrete objects. The electromagnetic pulses are reflected where changes in electrical properties (dielectric constant) occur. In the case of collecting GPR data on soil and pavement surfaces, this may occur due to the presence of plumbing, electrical conduit, groundwater, or changes in the soil strata. The reflected electromagnetic energy is received by an antenna, converted into an electrical signal, and recorded by the GPR unit. The data is processed, viewed, and printed in real time. The result is a cross-section of the subsurface directly beneath the path of the antenna.

The depth of penetration of the GPR signal varies according to antenna frequency and the conductivity of the subsurface material. As the frequency of the GPR antenna increases, the resolution increases but the depth of penetration decreases. As the conductivity of subsurface material increases the depth of penetration decreases due to increased attenuation of the GPR signal. Soils consisting primarily of sand typically have a lower conductivity than silts and clays. Therefore, sandy soils will allow for better depth visibility than silts and clays.

Equipment

For this investigation, GPR data was collected using either a 2700 MHz StructureScan Mini

GPR device or a stepped frequency GSSI Flex-NX GPR device and/or a GSSI 350 Mhz digital antenna with SIR 4000 controller.

Limitations

The GPR method is a remote sensing method that may not detect all targets and interfaces of interest. It is also possible that the interpreted GPR data may reveal subsurface targets or interfaces that without intrusive sampling prior to data interpretation may have been misinterpreted. When drilling, all conventional safety measures should be taken to avoid damaging embedded electrical, plumbing, and construction components.

The GPR device may not detect small targets at certain depths. A general rule of thumb is that GPR needs one inch of diameter for every foot of buried depth. For example, a two inch diameter pipe may not be detected beyond two feet of depth.

For more information regarding the GPR method and the equipment used, please refer to the manufacturer website: www.geophysical.com http://www.geophysical.com/