222909 SCC Slip 3 Bulkhead Repair _ Addendum .pdf

CONCRETE AND REINFORCING STEEL

1. ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301, UNLESS OTHERWISE NOTED.

2. ALL CONCRETE SHALL BE NORMAL WEIGHT.

3. ALL DETAILING, FABRICATION, AND INSTALLATION OF REINFORCING STEEL SHALL CONFORM TO THE ACI MANUAL OF

STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 315.

4. MATERIALS SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED:

A. CONCRETE & GROUT STRENGTH: 28 DAY

a. CAST-IN-PLACE CONCRETE (UON)............................................. 5,000 PSI

b. NON-SHRINK CEMENTITIOUS GROUT........................................ 8,000 PSI

c. PRESTRESSED PILES....................................................................7,000 PSI

B. REINFORCING STEEL:

a. REINFORCING STEEL AND DOWELS FOR CONCRETE............. ASTM A615 GRADE 60

b. PRESTRESSING STEEL.................................................................ASTM A416 GRADE 270

5. CHAMFER ALL EXPOSED EXTERNAL CORNERS OF CONCRETE WITH 3/4 INCH, 45° CHAMFERS UNLESS OTHERWISE

NOTED.

6. MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" UNLESS OTHERWISE NOTED.

7. ALL REINFORCING BAR SPLICES SHALL BE CLASS "B" TENSION LAP SPLICES, IN ACCORDANCE WITH ACI 318, UNLESS OTHERWISE NOTED.

8. ALL JOINTS BETWEEN CAST-IN-PLACE CONCRETE AND HARDENED CONCRETE SHALL BE CLEAN AND IN A SATURATED SURFACE DRY CONDITION PRIOR TO CONCRETE PLACEMENT. ALL HARDENED CONCRETE (INCLUDING EXISTING CONCRETE SURFACES) SHALL BE ROUGHENED TO 1/4 INCH AMPLITUDE. CONTRACTOR MAY INSTALL 3/8 INCH DIAMETER HEADED STUDS AT 8 INCHES ON CENTERS IN EACH DIRECTION OVER HARDENED

CONCRETE SURFACES IN LIEU OF ROUGHING SURFACE.

9. EPOXY SHALL BE SET-XP® MANUFACTURED BY SIMPSON STRONG-TIE, PURE110+ MANUFACTURED BY DEWALT, OR APPROVED EQUAL. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR HOLE DRILLING, HOLE CLEANING AND EPOXY

INSTALLATION.

10. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM EMBEDMENTS LENGTHS SHALL APPLY FOR DOWELED

REINFORCING STEEL.

• TABULATED VAILUES ARE BASED ON A MINIMUM CLEAR COVER OF 3 INCHES.

• FOR REINFORCEMENT SPACING OR CLEAR COVER LESS THAN THE MINIMUM VALUES SHOWN,

THE CONTRACTOR SHALL CONSULT THE ENGINEER FOR REINFORCING EMBEDMENT LENGTHS.

FOUNDATIONS

1. PILES SHALL BE DRIVEN TO THE MINIMUM ALLOWABLE BEARING CAPACITY SPECIFIED BASED ON A FACTOR OF SAFETY OF 2.0 ON COMPRESSION. PILES SHALL BE DRIVEN USING A HAMMER OF AN APPROVED TYPE, WITH A CAPACITY EQUAL TO THE HAMMER MANUFACTURER'S RECOMMENDATION FOR THE TOTAL WEIGHT OF THE PILE

AND CHARACTERISTICS OF SUBSURFACE MATERIAL TO BE ENCOUNTERED.

ALLOWABLE COMPRESSION

A. 18" SQ P/S PILES 220 KIPS

2. PRIOR TO ORDERING PRODUCTION PILES, DYNAMIC LOAD TESTS (PDA) SHALL BE CONDUCTED ON THE TEST PILES TO VERIFY THE NOMINAL DRIVING RESISTANCE (ULTIMATE CAPACITY) AND ESTABLISH A DRIVING CRITERIA TO ACHIEVE THE NOMINAL DRIVING RESISTANCE ON PRODUCTION PILES WITHOUT ANY PILE DAMAGE. TEST PILES

SHALL BE 10 FEET LONGER THAN ESTIMATED PRODUCTION PILE LENGTH.

3. SSP SHALL BE DRIVEN TO THE TIP ELEVATION INDICATED.

4. THE CONTRACTOR SHALL COORDINATE THE PILE DRIVING SCHEDULE SO AS NOT TO INTERFERE WITH OR BE

DETRIMENTAL TO THE CONCRETE PLACEMENT AND CURING OPERATIONS.

5. STEEL SHEET PILE WALL DESIGN LAYOUT BASED ON AZ 24-700N SHEET PILE SECTION. ALTERNATIVE BULKHEAD

WALL SECTIONS AND LAYOUTS MUST MEET THE FOLLOWING MINIMUM CRITERIA.

A. MINIMUM ELASTIC SECTION MODULUS................ 45.2 IN3/FT

B. MINIMUM MOMENT OF INERTIA............................. 408.8 IN4/FT

C. MINIMUM STEEL THICKNESS................................. 0.441 IN

STRUCTURAL AND MISCELLANEOUS STEEL

1. ALL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.

STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED:

A. MISC. PLATES, BARS, AND SHAPES:................................................................. ASTM A572, GRADE 50, GALV B. STEEL SHEET PILES............................................................................................ ASTM A572, GRADE 60 C. TIE RODS...............................................................................................................ASTM A615, GRADE 75 ALL THREAD, HDG.

2. ALL STEEL SHAPES, PLATES, OTHER FABRICATIONS AND ALL HARDWARE SHALL BE GALVANIZED BY THE HOT-DIPPED PROCESS IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM A123 AND/OR A153, AS APPLICABLE, AFTER

FABRICATION, UNLESS OTHERWISE NOTED.

3. STEEL ASSEMBLIES SHALL BE WELDED WITH LOW HYDROGEN E70 ELECTRODES. ALL WELDING SHALL CONFORM TO

AWS D1.1.

4. THE CONTRACTOR SHALL ENGAGE THE SERVICES OF AN INDEPENDENT AWS CERTIFIED WELD INSPECTOR (CWI), APPROVED BY THE ENGINEER, TO PERFORM VISUAL INSPECTION OF ALL WELDS PER AWS D1.1 AND THE INTERNATIONAL BUILDING CODE (IBC), INCLUDING GEORGIA STATE AMENDMENTS. ADDITIONALLY, THE CWI SHALL PERFORM ULTRASONIC TESTING ON ALL FULL PENETRATION WELDS (100% UT), IN ACCORDANCE WITH AWS D1.1 AND IBC. THE CWI SHALL SUBMIT A LETTER AND REPORTS TO THE ENGINEER CERTIFYING THAT ALL WELDS ARE ACCEPTABLE PRIOR TO GALVANIZING WELDED FABRICATIONS. THE CWI SHALL ALSO CERTIFY THAT ALL WELDING PROCEDURES WERE PERFORMED BY QUALIFIED WELDERS IN ACCORDANCE WITH AWS REQUIREMENTS.

DESIGN CRITERIA

1. DESIGN CODES

THE FOLLOWING CODES, REFERENCES, AND STANDARDS WERE UTILIZED FOR DESIGN:

A. INTERNATIONAL BUILDING CODE (IBC), 2018 WITH GEORGIA AMENDMENTS,

B. ASCE 7-16 STANDARD, "MINIMUM DESIGN LOADS FOR BUILDING CODE", 2016.

C. AMERICAN CONCRETE INSTITUTE (ACI), "BUILDING CODE REQUIRMENTS FOR STRUCTURAL CONCRETE", 2014 D. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), "STEEL CONSTRUCTION MANUAL 15TH EDITION", 2016.

2. DECK LOADING

A. UNIFORM LIVE LOAD...................................150 PSF

3. BULKHEAD PARAMETERS

A. LIVE LOAD SURCHARGE.............................250 PSF

B. WATER ELEVATION

ACTIVE SIDE.................................................+4.00 (MLW)

PASSIVE SIDE...............................................0.00 (MLW)

C. SOIL DATA

REFER TO GEOTECHNICAL REPORT TITLED "HUTCHINSON ISLAND SLIP 3 BULKHEAD REPAIR", ISSUED BY

TERRACON ON DECEMBER 12, 2023.

MISCELLANEOUS SITE WORK

1. GDOT STANDARD SPECIFICATIONS AND DETAILS (LATEST VERSION) SHALL BE USED FOR PAVEMENT RESTORATION

AND MISCELLANEOUS ELECTRICAL WORK.

1 2 3 4 5

1 2 3 4 6

D

C

B

A

E

C

B

A

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D e s ig n e d b y:

D w n b y:

R e vi e w e d b y:

S u b m itt e d b y:

C k d b y:

D a te

M

N P ro je c t N o

C lie n t P ro je c t N o

D ra w in g S c a le

R e v.

P lo t S c a le

M

O F

F A

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N

IC

H

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:1

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SEAL

Sheet Reference No.

E

A S

T B

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A N

S T

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T E

S A

V A

N N

A H

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A

-2

-0

A S

N O

T E

D

NOT TO BE USED FOR CONSTRUCTION

INDEX: OF

D

E

M a rk

D e s c ri p ti o n

D a te

A p p r.

F ile

Q

S

V \2

\2

C

A D

D

A c ti v e

R e v it \2

-S

-B U

L K

H E

A D v .r v t

P lo tt e d

C

/1

/2

:5

:2

P M

G W

S

B O

B E

S /1

/2

S K

M

S A

V A

N N

A H

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N V

E N

T

IO

N C

E N

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R B

U L K

H E

A D

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P A

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C T

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A L

N O

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S

S-001 10 19

ISSUED: 07/16/2024

ADDENDUM NO.1

#11 1 1/2 8 36

#10 1 3/8 7 33

#9 1 3/8 6 29

#8 1 1/8 5 26

#7 1 5 23

#6 7/8 4 16

#5 3/4 4 13

#4 5/8 3 12

#3 1/2 2 12

REBAR SIZE

HOLE

DIAMETER (IN)

MIN REBAR SPACING (IN) EMBEDMENT DEPTH (IN)

DOWELL EMBEDMENT LENGTH SCHEDULE

C

A

S

U B

M

IT

T A

L

/0 5/

M R

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B

0%

IS

S U

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F O

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ID

/1 9/

M R

P

C A

D D

E N

D U

M N

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T B

D

15 16

EXIST CAP TO

REMAIN, BELOW

CONC CAP

EXIST AZ18

TO REMAIN

C4 S-502

AZ 24-700 SSP

EXISTING SHEET,

SEE NOTE 4

.8

F

T

SPECIAL FABRICATION,

SEE NOTE 5

CONC SLAB

11'-9" 20'-3"

#6 DOWEL, 2'-2"

LONG, TYP

LANDSIDE EDGE

OF EXISTING CAP

BL

1'-5"

SKYLINE SKLC 90 DEG

CONNECTOR MATCH

LENGTH OF NEW

AZ24-700 SSP

CONC CAP

TOC EL 11.00+/-

CONC CAP

TOC EL 11.0+/-

TEMP SSP SOE, SEE

DRAWING S-100

2" Ø TIE ROD

EL +9.58

AZ 24-700 SSP

EXIST CAP

PLATE

2"x8"x8"

WASHER

AND HHN

4'-0"8'-11 7/16"8'-11 7/16" EXISTING SHEET,

SEE NOTE 4

'-1

'-5

'-6

SKYLINE TRANSITION AND CORNER

CONNECTOR. COMBINE SKAP AND

E20 90DEG CONNECTOR MATCH

LENGTH OF NEW AZ24-700 SSP EXISTING RIVERWALK FASCIA. SEE

NOTES FOR ADDITIONAL DETAILS.

B L

1 2 3 4 5

1 2 3 4 6

D

C

B

A

E

C

B

A

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D e s ig n e d b y:

D w n b y:

R e vi e w e d b y:

S u b m itt e d b y:

C k d b y:

D a te

M

N P ro je c t N o

C lie n t P ro je c t N o

D ra w in g S c a le

R e v.

P lo t S c a le

M

O F

F A

T T

N

IC

H

O L

:1

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S H

E E

T

SEAL

Sheet Reference No.

E

A S

T B

R Y

A N

S T

S

T E

S A

V A

N N

A H

G

A

-2

-0

A S

N O

T E

D

NOT TO BE USED FOR CONSTRUCTION

INDEX: OF

D

E

M a rk

D e s c ri p ti o n

D a te

A p p r.

F ile

Q

S

V \2

\2

C

A D

D

A c ti v e

R e v it \2

-S

-B U

L K

H E

A D v .r v t

P lo tt e d

C

/1

/2

:5

:2

P M

G W

S

B O

B E

S /1

/2

S K

M

S A

V A

N N

A H

C O

N V

E N

T

IO

N C

E N

T E

R B

U L K

H E

A D

R E

P A

IR

B U

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H E

A D

D E

T A

IL

S

E

N D

C O

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IT

IO

N S

S-501 15 19

ISSUED: 07/16/2024

ADDENDUM NO.1

0'-0"2'-0" 2'-0" 4'-0"

SCALE: 1/2"=1'-0"

SCALE: S-100 3/8" = 1'-0"

A1 PLAN - SHEET PILE TIE-IN

SCALE: S-100 3/8" = 1'-0"

B2 PLAN - SHEET PILE TIE-IN

A

S

U B

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1. REFER TO EXISTING RECORD DRAWINGSS

FOR DIMENSIONS AND REINFORCING

PATTERN OF EXISTING EDGE BENT (DETAIL

S2, SHEET S15)

2. REMOVE FASCIA ON END BENT AND STORE

FOR REINSTALLATION AFTER INSTALLATION

OF BULKHEAD AND CAP.

3. FOLLOWING INSTALLATION OF THE NEW

BULKHEAD CAP, FIELD MEASURE LENGTH OF

FACSIA AND CUT TO FIT. DRESS CUT END

TO MATCH ORIGINAL FINISH. CORE DRILL

MOUNTING HOLES ON CUT END OF FASCIA

AND SECURE WITH DOWELS PER

SPECIFICATIONS OUTLINED IN ORIGINAL

CONSTRUCTION DRAWINGS.

4. EXTRACT SHEET. MAINTAIN LEADING

INTERLOCK OF TRAILING SHEET FOR REUSE.

5. MANUFACTURER SPECIAL FABRICATION AT

OFFSET BETWEN NEW AND EXISTING SSP.

FIELD VERIFY MEASUREMENTS AND

SHEET/INTERLOCK ORIENTATION

NOTES:

32'-0"32'-0"

1'-0"8'-0"1'-9"

AZ 24-700 SSP

EXIST 18" SQ

P/S PILE

CONST JT

CONC CURB

1/2" PREMOLDED

EXPANSION JT

1/2" NEOPRENE

BEARING PAD AT

EXIST CAP, 3 SIDES

#8 EPOXY DOWEL,

3'-6" LONG

MIN LAP 30"

#4 STIRRUP

@ 1'-0"

D4

S-503

#4 @12"

(2) #6 EF

(10) #6

(7) #6

(4) #6

2'-5"

1'-0"3'-9"4'-3"

AZ 24-700 SSP

18" SQ

P/S PILE

E

CONST JT

1'-0"

1/2" PREMOLDED

EXPANSION JT

BL

CONC CURB

#4 STIRRUP

@ 12"

#6 REINF, TYP

7'-6"

D4

S-503

BARS DISCONTINUOUS AT

PILE CAPS.TERMINATE

WITH 180 DEG HOOKS

D

EXISTING

PILE & CAP,

BEYOND

EL +11.00

T.O PILE CAP

4 5

D

EXIST PILE BENT

DESIGNATION (TYP)

32'-0"

EXIST PILE CAP (TYP)

EXIST 18" SQ

P/S PILE (TYP)

EXIST PILE ROW

DESIGNATION

AZ 24-700 SSP

(TYP)

SHEET

PILE CAP

E

A4 S-502

_____A1 S-502

BL

5'-4" 10'-8" 10'-8" 5'-4" 5'-4"

FACE OF CURB

EDGE OF SHEET

PILE CAP

EXISTING

TIE ROD

EL + 10.04

T.O PILE CAP

EL + 7.93

T.O SHEET PILE

EXISTING CONC

CAP AND CURB TO

REMAIN, REFER TO

RECORD DRAWINGS

FOR REINFORCING

5'-5" +/-

BL

E M

B E

D

#6 REINF, TYP

#4 STIRRUP @ 12"

#4 EPOXY DOWEL @ 12"

6" 1'-6"

NOTES

1. PILE HEAD DOWELS NOT SHOWN FOR CLARITY.

1 2 3 4 5

1 2 3 4 6

D

C

B

A

E

C

B

A

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D e s ig n e d b y:

D w n b y:

R e vi e w e d b y:

S u b m itt e d b y:

C k d b y:

D a te

M

N P ro je c t N o

C lie n t P ro je c t N o

D ra w in g S c a le

R e v.

P lo t S c a le

M

O F

F A

T T

N

IC

H

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:1

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SEAL

Sheet Reference No.

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A S

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R Y

A N

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S

T E

S A

V A

N N

A H

G

A

-2

-0

A S

N O

T E

D

NOT TO BE USED FOR CONSTRUCTION

INDEX: OF

D

E

M a rk

D e s c ri p ti o n

D a te

A p p r.

F ile

Q

S

V \2

\2

C

A D

D

A c ti v e

R e v it \2

-S

-B U

L K

H E

A D v .r v t

P lo tt e d

C

/1

/2

:5

:3

P M

G W

S

B O

B E

S /1

/2

S K

M

S A

V A

N N

A H

C O

N V

E N

T

IO

N C

E N

T E

R B

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H E

A D

R E

P A

IR

B U

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H E

A D

D E

T A

IL

S

C

A P

S-502 16 19

ISSUED: 07/16/2024

ADDENDUM NO.1

0'-0"2'-0" 1'-0" 2'-0"

SCALE: 3/4"=1'-0"

SCALE: S-502 3/4" = 1'-0"

A4 SECTION - AT BENT CAP

SCALE: S-502 3/4" = 1'-0"

A1 SECTION - AT RAKER PILE

SCALE: 3/8" = 1'-0"

C1 FRAMING PLAN - TYPICAL RIVERWALK

S-111

S-110

A

S

U B

M

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T A

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F O

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D

SCALE:S-110 3/4" = 1'-0"

C4 SECTION - CAP AT OUTFALL

C

EXIST STEEL

SHEET PILE

EL +11.00 +/-

TOP OF CONC CAP

PL 2" x 8" x 8" @ EACH TIE ROD.

PROVIDE STD HOLE CENTERED

ON PLATE (TYP)

2"⌀ TIE ROD

#4 TIES @ 12" BURN

HOLES IN PILE SIZE

3/4"MAX

#4 STIRRUPS @ 12"

#8 @ 6" EACH FACE

#8

CONCRETE PILE CAP

EL +9.58 +/-

CL TIE ROD

(2) #6 X 10'-0"L

BACKER BEHIND PL

8"⌀ PVC SLEEVE,

SEE NOTE 1

1. LOCATE TIE ROD AT BOTTOM OF PVC SLEEVE.

2. PVC SLEEVE SHALL BE SEALED FROM INTRUSION OF

DIRT AND DEBRIS AND INSTALLED TIGHT AGAINST

CONCRETE CAP.

NOTES:

T Y

P

WRAP EMBEDDED PORTION OF TIE

ROD W/ PETROLATUM TAPE MIN.

THICKNESS 1/4". EXTEND 6"

OUTSIDE OF CONC. PILE CAP

MATCH EXIST

3'-0"

C L R

T/EXIST CAP, BEYOND

MATCH EXIST

B/CAP

L6X6X1/2, w/ 1/2"

STIFFENER PL @ 1'-0",

TYP

1/4

1/4

1/2" EXPANSION

JOINT MATERIAL

1'-0"

1" TYP.

R

A

IS

E R

S

/2

/2

ABRASIVE

NOSING, TYP

EL +11.10 +/-

EL +10.06 +/-

4" TYP

#5 @ 12"

#5 @ 12"

1 - #5 PER

TREAD

1'-0"

2 TREADS @ 1'= 2'-0"

1'-0"

CONST JT

CURB

#4 @ 12"

2 - #4

SEE NOTE 1

E M

B E

D

NOTES

1. PROVIDE STANDARD 90" HOOK AT END SPAN.

MIN

2'-6"

FINISHED

GRADE

REINSTALL

LIGHT POLE

CHAMFER ALL EDGES

OF CONCRETE BASE 5"

TOP OF FOUNDATION

SHALL BE A MINIMUM

OF 4" ABOVE GRADE

CIRCUIT CONDUCTORS AND

CONDUIT TO NEXT POLE

INCLUDE BUSHINGS

CIRCUIT CONDUCTORS AND

CONDUIT TO NEXT POLE

INCLUDE BUSHINGS

CONCRTE

POLE BASE

A4 S-503

#4 BARS VERT. AT 10"

EACH FACE

#4 BARS AT 12" HORIZ.

ANCHOR BOLTS SHALL

MATCH EXIST

Ø 2'-6" MIN

#4 @ 10"

#4 @ 12"

4" CLR

1 2 3 4 5

1 2 3 4 6

D

C

B

A

E

C

B

A

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D e s ig n e d b y:

D w n b y:

R e vi e w e d b y:

S u b m itt e d b y:

C k d b y:

D a te

M

N P ro je c t N o

C lie n t P ro je c t N o

D ra w in g S c a le

R e v.

P lo t S c a le

M

O F

F A

T T

N

IC

H

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SEAL

Sheet Reference No.

E

A S

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A N

S T

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V A

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A H

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-2

-0

A S

N O

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D

NOT TO BE USED FOR CONSTRUCTION

INDEX: OF

D

E

M a rk

D e s c ri p ti o n

D a te

A p p r.

F ile

Q

S

V \2

\2

C

A D

D

A c ti v e

R e v it \2

-S

-B U

L K

H E

A D v .r v t

P lo tt e d

C

/1

/2

:5

:3

P M

G W

S

B O

B E

S

/1

/2

S K

M

S A

V A

N N

A H

C O

N V

E N

T

IO

N C

E N

T E

R B

U L K

H E

A D

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P A

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M

IS

C E

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A N

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S-503 17 19

ISSUED: 07/16/2024

ADDENDUM NO.1

A

S

U B

M

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T A

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/0 5/

M R

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B

0%

IS

S U

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F O

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ID

/1 9/

M R

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C A

D D

E N

D U

M N

O

T B

D

SCALE:S-110 3/4" = 1'-0"

A1 CONC CAP AT RETURN WALL

SCALE: S-120 3/4" = 1'-0"

C1 CONC STAIR

SCALE: 1 1/2" = 1'-0"

D4 CONC CURB

S-502

SCALE: 3/4" = 1'-0"

B4 LIGHT POLE BASE DTL

S-502

SCALE: S-503 3/4" = 1'-0"

A4 POLE BASE SECTION

1 2 3 4 5

1 2 3 4 6

D

C

B

A

E

C

B

A

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D e s ig n e d b y:

D w n b y:

R e vi e w e d b y:

S u b m itt e d b y:

C k d b y:

D a te

M

N P ro je c t N o

C lie n t P ro je c t N o

D ra w in g S c a le

R e v.

P lo t S c a le

M

O F

F A

T T

N

IC

H

O L

:1

D

S H

E E

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SEAL

Sheet Reference No.

E

A S

T B

R Y

A N

S T

S

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S A

V A

N N

A H

G

A

-2

-0

A S

N O

T E

D

NOT TO BE USED FOR CONSTRUCTION

INDEX: OF

D

E

M a rk

D e s c ri p ti o n

D a te

A p p r.

F ile

Q

S

V \2

\2

C

A D

D

A c ti v e

R e v it \2

-S

-B U

L K

H E

A D v .r v t

P lo tt e d

C

/1

/2

:5

:3

P M

G W

S

B O

B E

S

/1

/2

S K

M

S A

V A

N N

A H

C O

N V

E N

T

IO

N C

E N

T E

R B

U L K

H E

A D

R E

P A

IR

P

IL

E S

C H

E D

U L

E

S-601 19 19

ISSUED: 07/16/2024

ADDENDUM NO.1

PILE SCHEDULE

LOCATION

MARK

TYPE

CUTOFF EL

(NAVD88)

ESTIMATED

PILE TIP EL

(NAVD88)

ESTIMATED

LENGTH (FT)

DRIVEN

TIP EL

(NAVD88)

INSTALLED

LENGTH

(VLF)

E-1.5 18" P/S 8.65 -95.30 112.6

E-1.8 18" P/S 8.65 -95.30 112.6

E-2.2 18" P/S 8.65 -95.30 112.6

E-2.5 18" P/S 8.65 -95.30 112.6

E-2.8 18" P/S 8.65 -95.30 112.6

E-3.2 18" P/S 8.65 -95.30 112.6

E-3.5 18" P/S 8.65 -95.30 112.6

E-3.8 18" P/S 8.65 -95.30 112.6

E-4.2 18" P/S 8.65 -95.30 112.6

E-4.5 18" P/S 8.65 -95.30 112.6

E-4.8 18" P/S 8.65 -95.30 112.6

E-5.2 18" P/S 8.65 -95.30 112.6

E-5.5 18" P/S 8.65 -95.30 112.6

E-5.8 18" P/S 8.65 -95.30 112.6

E-6.2 18" P/S 8.65 -95.30 112.6

E-6.5 18" P/S 8.65 -95.30 112.6

E-6.8 18" P/S 8.65 -95.30 112.6

E-7.2 18" P/S 8.65 -95.30 112.6

E-7.5 18" P/S 8.65 -95.30 112.6

E-7.8 18" P/S 8.65 -95.30 112.6

E-8.2 18" P/S 8.65 -95.30 112.6

E-8.5 18" P/S 8.65 -95.30 112.6

E-8.8 18" P/S 8.65 -95.30 112.6

E-9.2 18" P/S 8.65 -95.30 112.6

E-9.5 18" P/S 8.65 -95.30 112.6

E-9.8 18" P/S 8.65 -95.30 112.6

E-10.2 18" P/S 8.65 -95.30 112.6

E-10.5 18" P/S 8.65 -95.30 112.6

E-10.8 18" P/S 8.65 -95.30 112.6

E-11.2 18" P/S 8.65 -95.30 112.6

E-11.5 18" P/S 8.65 -95.30 112.6

E-11.8 18" P/S 8.65 -95.30 112.6

E-12.2 18" P/S 8.65 -95.30 112.6

E-12.5 18" P/S 8.65 -95.30 112.6

E-12.8 18" P/S 8.65 -95.30 112.6

E-13.2 18" P/S 8.65 -95.30 112.6

E-13.5 18" P/S 8.65 -95.30 112.6

E-13.8 18" P/S 8.65 -95.30 112.6

E-14.2 18" P/S 8.65 -95.30 112.6

E-14.5 18" P/S 8.65 -95.30 112.6

E-14.8 18" P/S 8.65 -95.30 112.6

E-15.2 18" P/S 8.65 -95.30 112.6

A

S

U B

M

IT

T A

L

/0 5/

M R

P

B

0%

IS

S U

E D

F O

R B

ID

/1 9/

M R

P

C A

D D

E N

D U

M N

O

T B