Attachment D - Field Surveys (Shore and Waterfront).pdf

United States Coast Guard FDCC Norfolk, VA

REQUEST FOR PROPOSALS –

REBUILD STA FORT MYERS BEACH and WATERFRONT

USCG FORT MYERS BEACH, FLORIDA

ATTACHMENTS D

ATTACHMENT D – FIELD SURVEYS – SHORE AND WATERFRONT (MULTIPLE SECTIONS)

Task order No. 70Z04720FMYERAE00 Project No. 10878169 u k n u k n ukn u k n

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W

M

W

M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W

M

W M

WM

WM

WM

WM

WM

W

M

W M

W

M

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B

T

BT

B T

B

T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B

T

B T

B T

B

T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B

T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B

T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

S it e C o n tr o l

S e t M

A G

N a il a n d D is k

S ta m p e d W

O O

D L

B

N

.5

E

.4

E le v a ti o n

.7

S it e C o n tr o l

S e t M

A G

N a il a n d D is k

S ta m p e d W

O O

D L

B

N

.5

E

.1

E le v a ti o n

.5

B E

B

E

B

E

B

E

B

E

B E

B E

B E

B E

B E

B E

B

E

B

E

B

E

B E

B

E

B

E

B

E

B

E

B

E

B

E

B E

B E

B E

B

E

B

E

B

E

B

E

B

E

B E

B

E

B

E

B

E

B

E

B

E

B

E

BE BE

BE

BE

B E

B E

B E

B E

B

E

B

E

B

E

B

E

B

E

B

E

B -3

B -4

B

B -1

Northing Easting Ground Elevation Boring

772465.0' 671132.4' 3.1' B-1

772555.2' 671165.7' 4.6' B-2

772607.9' 671149.5' 5.0' B-3

772581.5' 671088.6' 4.8' B-4

P o l e b a r n d c n v a s

F l a m m a b

M t e r i a l s

P o w i t h i n g o f w o d f a m i n g o p v fuel tank fuel pum ps t a n k tanks t a n k s i g n s i g n c o n c r e l k c o n c r e t e grass grass c o n c r e t e

B E

B E

B E p r o p a n e

S R

V C w o o d d o c k r a m p c o v e r e d to w e r c o n c r e te l a n d in g

A /C f u n k c o n c r e te

A /C w o e d a s p h a l t p a v e m e n t s to r y c o n c r e te b lo

U .S

.C .G

S

T A

T

IO

N F

T M

Y E

R S

B E

A C

H

A /C c o n c r e te c o n c r e te c o n c r e t e s i d e w a l k c o n c r e t e s i d e w a l k c o n c r e te c o n c r e te floating dock c a tc h b a s in concrete dock concrete dock wood dock wood dock floating dock w ood dock

WPB

MW

MW

MW

WPB

WPB

WPB

WPB

D

W

W W

H

Y

D

S

MH

W

W

E

E

WPB

WPB

WPB

WPB

CO

MW

WPB

WPB

TRNF

TRNF

TRNF

6" Palm

TRNF

H

Y

D

CO

CO

W

W

W

W

WPB

WPB

CO

MW

12" Palm

12" Palm

12" Palm

MBX

FFE: 5.8

FFE: 5.8

CO

WPB

WPB

MH

MW

MW

MW

FFE: 10.7

MH

MH

MW

CO

CO

CO

CO

CO

CO

CO

A /C

T R

N F v a u lt v a u lt v a u lt v a u lt v a u lt c a tc h b a s in c a tc h b a s in w o o d d e c k t a n k s to r y c o n c r e te b lo

6'

6" Palm

12" Palm

12" Palm

12" Palm

MBX

FFE: 5.8

FFE: 5.8

FFE: 10.7

S

C l

D v e s e a w a a w a

S

B y

Wood HDR Joint Venture

8601 Six Forks Road, Suite 400 Raleigh, North Carolina 27615

Drawn by:

Checked by:

Office No.: 335000017

Dwg. Name:335000017.AB

Dwg. Date:

05/20/2020 Rev. Date:

04/01/2020 MR

CBG

Altamonte Springs, FL 32701 USA

Wood Environment & Infrastructure Solutions, Inc.

www.woodplc.com

Phone: (407) 522-7570

Certificate of Authorization Number LB-0007932

550 Northlake Boulevard, Suite 1000

JV Project Number 335000017

GRAPHIC SCALE

1 inch = 20 feet

(IN FEET)

N

O

R

T H

0 10 20 40

Surveyor's Notes:

Project Location

Location Map

(Not to Scale)

R 23 E

1. This Map of Survey is not valid without the signature and original raised Seal of a Florida Licensed Surveyor and Mapper.

2. Additions or deletions to this Map of Survey by other than the signing party or parties is prohibited without the written consent of the signing party or parties.

3. The purpose of this survey is to identify and map the features within the survey limits show hereon, as specified by the client.

4. Coordinates and Elevations shown hereon are relative to the North American

Datum of 1983, 2011 Adjustment, projected in the Florida State Plane Coordinate

System, Florida West Zone 902, US survey feet, and; the North American

Vertical Datum of 1988 (NAVD 88) based on Global Positioning System (GPS) measurements to the National Geodetic Survey (NGS) Continuously Operating

Reference Stations (CORS) network. The positions of the project control stations shown hereon have a calculated positional accuracy of 2 cm or better based upon the NGS OPUS Adjustment Report.

5. Underground utility locations shown hereon are approximate and were determined from visible surface features indicating underground lines such as manholes, valves, catch basins, water meters, flags and paint marks by others, and designation using Level B surface geophysical equipment and methods.

There may be additional underground improvements. Actual location, size or depth of lines should be verified with the individual utility company prior to excavation or construction. The stormwater and sanitary pipe size and invert elevation information shown for accessible structures is based upon indirect/remote measurement techniques and therefore may be approximate.

6. The field data acquisition phase of this survey was completed on 04/09/2020, as documented in WOOD field book 1423.

7. For purposes of clarity, some spot elevations and other related topographic data may not be depicted hereon. This data is available in electronic format in

WOOD file “335000017.AB.dwg” and has been furnished to the client.

8. This survey is certified to United States Coast Guard Facilities Design &

Construction Center.

T

S

MIAMI-

MADISON

TAYLOR

W

A

L

T

O

N

ROSA

E

S

C

A

M

B

I A

SANTA

O K

A L

O O

S A

WAKULLA

J

E

F

F

E

R

S

O

N

FRANKLIN

LIBERTY

GULF

GADSDEN

HOLMES

JACKSON

WASHINGTON

BAY

C

A

L

H

O

U

N

LEON

H

I

L

L

S

B

O

R

O

U

G

H

OKEECHOBEE

MANATEE

S

A

R

A

S

O

T

A

GLADES

HARDEE

HIGHLANDS

DE SOTO

CHARLOTTE

LEE

MONROE

HENDRY

COLLIER

RIVER

MARTIN

S

T

L

C

I

E

BEACH

PALM

BROWARD

DADE

OSCEOLA

S U

W A

N N

E E

B

R

A

D

F

O

R

D

ALACHUA

MARION

PASCO

U

N

I

O

N

GILCHRIST

DIXIE

LAFAYETTE

LEVY

PINELLAS

HERNANDO

CITRUS

ORANGE

CLAY

P

U

T

N

A

M

F

L

A

G

L

E

R

S

J

O

H

N

S

S U

M T

E R

LAKE

VOLUSIA

SEMINOLE

POLK

BAKER

C O

L U

M B

I A

HAMILTON

NASSAU

D

U

V

A

L

INDIAN

B

R

E

V

A

R

D

Project Location

CHARLES B. GARDINER

FLORIDA PROFESSIONAL SURVEYOR AND MAPPER

LICENSE NO. LS 5046

of

Map of As-built / Topographic Survey

STATION FORT MYERS

Located in

Fort Myers Beach, Florida

N O

R T

H

N O

R T

H

M

C

G

R

E

G

R

V

D

CAPE CORAL

PUNTA RASSA

FORT MYERS BEACH

SANIBEL

SUMMERLIN RD

S A

N

C

A R

L O

S

B

L V

D

R 24 E

Last Day in Field: 04/09/2020

Legend

A/C = Air Conditioner

BFP = Backflow Preventer

-BE- = Buried Electrical Line (as marked)

-GAS- = Buried Gas Line (as marked)

-RW- = Buried Re-claimed Water line (as marked)

-SS- = Buried Sanitary Sewer Line (as marked)

-BT- = Buried Telephone Line(as marked)

-WM- = Buried Water Line (as marked)

= Chain Link Fence

CO = Clean-out

-12- = Contour Line

ME = Electrical Meter

= Fire Hydrant

= Manhole

-OU- = Over Head Utility Line

R XX E = Range XX East

+100.0' = Spot Elevation

= Test Hole

T XX S = Township XX South

TRNF = Transformer

= Trees (Various)

= Utility Pole

= Valve

WM = Water Meter

WPB = Wire Pull Box

H

Y

D

D

S

S a n C a r l o s B a y

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text B

AutoCAD SHX Text C

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text B

AutoCAD SHX Text C

AutoCAD SHX Text

DISCIPLINE/SHT NO

AutoCAD SHX Text

SHEET OF

AutoCAD SHX Text

DRAWING NUMBER

AutoCAD SHX Text

PROJECT NUMBER

AutoCAD SHX Text

APPROVING OFFICER

AutoCAD SHX Text

DATE

AutoCAD SHX Text

TECH. DIRECTOR

AutoCAD SHX Text

PROJECT ENG.

AutoCAD SHX Text

BRANCH CHIEF

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

SHEET TITLE

AutoCAD SHX Text

SCALE:

AutoCAD SHX Text

PLOT SCALE:

AutoCAD SHX Text

CAD FILE NAME:

AutoCAD SHX Text

A/E PROJECT NO:

AutoCAD SHX Text

DESIGNED BY:

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

EDITED BY:

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

MARK

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

DATE

AutoCAD SHX Text

ISSUE

AutoCAD SHX Text

CONSULTANTS

AutoCAD SHX Text

CONSTRUCTION CENTER

AutoCAD SHX Text

FACILITIES DESIGN &

AutoCAD SHX Text

U. S. COAST GUARD

AutoCAD SHX Text

5505 ROBIN HOOD ROAD SUITE K

AutoCAD SHX Text

NORFOLK, VIRGINIA 23513-2431

AutoCAD SHX Text 335000017

AutoCAD SHX Text 335000017.AB.dwg

AutoCAD SHX Text

M. RAMOS

AutoCAD SHX Text

C.B. GARDINER

AutoCAD SHX Text 1 : 1

AutoCAD SHX Text 1' = 40'

AutoCAD SHX Text

AS BUILT

AutoCAD SHX Text

SURVEY

AutoCAD SHX Text

FLORIDA

AutoCAD SHX Text

STATION FORT MYERS

AutoCAD SHX Text

FORT MYERS BEACH

AutoCAD SHX Text 10878160

AutoCAD SHX Text S

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text T

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text U

AutoCAD SHX Text

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text D

AutoCAD SHX Text E

AutoCAD SHX Text T

AutoCAD SHX Text

AutoCAD SHX Text E

AutoCAD SHX Text O

AutoCAD SHX Text C

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text D

AutoCAD SHX Text R

AutoCAD SHX Text U

AutoCAD SHX Text G

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text V001

AutoCAD SHX Text

AutoCAD SHX Text

8601 Six Forks Road, Suite 400 Raleigh, North Carolina 27615

Drawn by:

Checked by:

Office No.: 335000017

Dwg. Name:335000017.AB

Dwg. Date:

05/20/2020 Rev. Date:

04/01/2020 MR

CBG

Altamonte Springs, FL 32701 USA

Wood Environment & Infrastructure Solutions, Inc.

www.woodplc.com

Phone: (407) 522-7570

Certificate of Authorization Number LB-0007932

550 Northlake Boulevard, Suite 1000

JV Project Number 335000017

Surveyor's Notes:

Project Location

Location Map

(Not to Scale)

R 23 E

1. This Map of Survey is not valid without the signature and original raised Seal of a Florida Licensed Surveyor and

Mapper.

2. Additions or deletions to this Map of Survey by other than the signing party or parties is prohibited without the written consent of the signing party or parties.

3. The purpose of this survey is to identify and map the features within the survey limits show hereon, as specified by the client.

4. Coordinates and Elevations shown hereon are relative to the North American Datum of 1983, 2011 Adjustment, projected in the Florida State Plane Coordinate System, Florida West Zone 902, US survey feet, and; the North

American Vertical Datum of 1988 (NAVD 88) based on Global Positioning System (GPS) measurements to the

National Geodetic Survey (NGS) Continuously Operating Reference Stations (CORS) network. The positions of the project control stations shown hereon have a calculated positional accuracy of 2 cm or better based upon the NGS

OPUS Adjustment Report.

5. Hydrographic data for this survey was gathered using an Odom Echotrac CV100DF Dual Frequency survey grade echosounder. The horizontal and vertical positions of the echosounder were measured using a Trimble R8S and R6 dual frequency survey grade receivers operating in RTK mode. Hydrographic data collection and post processing was done with Trimble Hydro pro software. All bathymetric data is shown as actual elevations relative to MEAN LOWER

LOW WATER (MLLW). Contour lines, elevations and physical features shown hereon have an expected accuracy of one half the contour interval or better.

6. Underground utility locations shown hereon are approximate and were determined from visible surface features indicating underground lines such as manholes, valves, catch basins, water meters, flags and paint marks by others, and designation using Level B surface geophysical equipment and methods. There may be additional underground improvements. Actual location, size or depth of lines should be verified with the individual utility company prior to excavation or construction. The stormwater and sanitary pipe size and invert elevation information shown for accessible structures is based upon indirect/remote measurement techniques and therefore may be approximate.

7. The field data acquisition phase of this survey was completed on 04/09/2020, as documented in WOOD field book

1423.

8. For purposes of clarity, some spot elevations and other related topographic data may not be depicted hereon. This data is available in electronic format in WOOD file “335000017.AB.dwg” and has been furnished to the client.

9. This survey is certified to United States Coast Guard Facilities Design & Construction Center.

T

S

MIAMI-

MADISON

TAYLOR

W

A

L

T

O

N

ROSA

E

S

C

A

M

B

I A

SANTA

O K

A L

O O

S A

WAKULLA

J

E

F

F

E

R

S

O

N

FRANKLIN

LIBERTY

GULF

GADSDEN

HOLMES

JACKSON

WASHINGTON

BAY

C

A

L

H

O

U

N

LEON

H

I

L

L

S

B

O

R

O

U

G

H

OKEECHOBEE

MANATEE

S

A

R

A

S

O

T

A

GLADES

HARDEE

HIGHLANDS

DE SOTO

CHARLOTTE

LEE

MONROE

HENDRY

COLLIER

RIVER

MARTIN

S

C

I

E

BEACH

PALM

BROWARD

DADE

OSCEOLA

S U

W A

N N

E E

B

R

A

D

F

O

R

D

ALACHUA

MARION

PASCO

U

N

I

O

N

GILCHRIST

DIXIE

LAFAYETTE

LEVY

PINELLAS

HERNANDO

CITRUS

ORANGE

CLAY

P

U

T

N

A

M

F

L

A

G

L

E

R

S

J

H

N

S

S U

M T

E R

LAKE

VOLUSIA

SEMINOLE

POLK

BAKER

C O

L U

M B

I A

HAMILTON

NASSAU

D

U

V

A

L

INDIAN

B

R

E

V

A

R

D

Project Location

CHARLES B. GARDINER

FLORIDA PROFESSIONAL SURVEYOR AND MAPPER

LICENSE NO. LS 5046

of

Map of Bathymetric Survey

STATION FORT MYERS

Located in

Fort Myers Beach, Florida

N O

R T

H

N O

R T

H

M

C

G

R

E

G

V

D

CAPE CORAL

PUNTA RASSA

FORT MYERS BEACH

SANIBEL

SUMMERLIN RD

S A

N

C

A R

L O

S

B

L V

D

R 24 E

Last Day in Field: 04/09/2020

Legend

A/C = Air Conditioner

BFP = Backflow Preventer

-BE- = Buried Electrical Line (as marked)

-GAS- = Buried Gas Line (as marked)

-RW- = Buried Re-claimed Water line (as marked)

-SS- = Buried Sanitary Sewer Line (as marked)

-BT- = Buried Telephone Line(as marked)

-WM- = Buried Water Line (as marked)

= Chain Link Fence

CO = Clean-out

-12- = Contour Line

ME = Electrical Meter

= Fire Hydrant

= Manhole

-OU- = Over Head Utility Line

R XX E = Range XX East

+100.0' = Spot Elevation

= Test Hole

T XX S = Township XX South

TRNF = Transformer

= Trees (Various)

= Utility Pole

= Valve

WM = Water Meter

WPB = Wire Pull Box

H

Y

D

D

S

KEY PLAN

S r l o s

D r i v e

Elevations of NOAA tidal datums referred to NAVD88:

NAVD88

feet meters

MEAN HIGHER HIGH WATER MHHW 0.42 0.129

MEAN HIGH WATER MHW 0.16 0.049

North American Vertical Datum of 88NAVD88 0.00 0.000

MEAN SEA LEVEL MSL -0.73 -0.221

MEAN TIDE LEVEL MTL -0.74 -0.226

MEAN LOW WATER MLW -1.64 -0.501

MEAN LOWER LOW WATER MLLW -2.18 -0.665

S a n C a r l o s B a y

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text B

AutoCAD SHX Text C

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text B

AutoCAD SHX Text C

AutoCAD SHX Text

DISCIPLINE/SHT NO

AutoCAD SHX Text

SHEET OF

AutoCAD SHX Text

DRAWING NUMBER

AutoCAD SHX Text

PROJECT NUMBER

AutoCAD SHX Text

APPROVING OFFICER

AutoCAD SHX Text

DATE

AutoCAD SHX Text

TECH. DIRECTOR

AutoCAD SHX Text

PROJECT ENG.

AutoCAD SHX Text

BRANCH CHIEF

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

SHEET TITLE

AutoCAD SHX Text

SCALE:

AutoCAD SHX Text

PLOT SCALE:

AutoCAD SHX Text

CAD FILE NAME:

AutoCAD SHX Text

A/E PROJECT NO:

AutoCAD SHX Text

DESIGNED BY:

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

EDITED BY:

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

MARK

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

DATE

AutoCAD SHX Text

ISSUE

AutoCAD SHX Text

CONSULTANTS

AutoCAD SHX Text

CONSTRUCTION CENTER

AutoCAD SHX Text

FACILITIES DESIGN &

AutoCAD SHX Text

U. S. COAST GUARD

AutoCAD SHX Text

5505 ROBIN HOOD ROAD SUITE K

AutoCAD SHX Text

NORFOLK, VIRGINIA 23513-2431

AutoCAD SHX Text 335000017

AutoCAD SHX Text 335000017.AB.dwg

AutoCAD SHX Text

M. RAMOS

AutoCAD SHX Text

C.B. GARDINER

AutoCAD SHX Text 1 : 1

AutoCAD SHX Text 1' = 40'

AutoCAD SHX Text

AS BUILT

AutoCAD SHX Text

SURVEY

AutoCAD SHX Text

FLORIDA

AutoCAD SHX Text

STATION FORT MYERS

AutoCAD SHX Text

FORT MYERS BEACH

AutoCAD SHX Text 10878160

AutoCAD SHX Text S

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text T

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text U

AutoCAD SHX Text

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text D

AutoCAD SHX Text E

AutoCAD SHX Text T

AutoCAD SHX Text

AutoCAD SHX Text E

AutoCAD SHX Text O

AutoCAD SHX Text C

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text D

AutoCAD SHX Text R

AutoCAD SHX Text U

AutoCAD SHX Text G

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text V001

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text V002

V003 n u k n ukn u k n

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W

M

W

M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W M

W

M

W M

WM

WM

WM

WM

WM

W

M

W M

W

M

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B

T

BT

B T

B

T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B

T

B T

B T

B

T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B

T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B

T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

B T

S it e C o n tr o l

S e t M

A G

N a il a n d D is k

S ta m p e d W

O O

D L

B

N

.5

E

.4

E le v a ti o n

.7 N

A V

D

S it e C o n tr o l

S e t M

A G

N a il a n d D is k

S ta m p e d W

O O

D L

B

N

.5

E

.1

E le v a ti o n

.5 N

A V

D

B E

B

E

B

E

B

E

B

E

B E

B E

B E

B E

B E

B E

B

E

B

E

B

E

B E

B

E

B

E

B

E

B

E

B

E

B

E

B E

B E

B E

B

E

B

E

B

E

B

E

B

E

B E

B

E

B

E

B

E

B

E

B

E

B

E

BE BE

BE

BE

BE

B E

B E

B E

B

E

B

E

B

E

B

E

B

E

B

E

P o d n v a s

F l a m m a b t e r i a l i n g o f w o a i n g o v fuel tank fuel pum ps t a n k tanks t a n k s i g n s i g n c o n c r e l k c o n c r e t e grass grass c o n c r e t e

B E

B E

B E p r o p a n e

S R

V C w o o d d o c k r a m p c o v e r e d to w e r c o n c r e te l a n d in g

A /C f u n k c o n c r e te

A /C w o e d a s p h a l t p a v e m e n t s to r y c o n c r e te b lo

.S

.C .G

S

T A

T

IO

N F

T M

Y E

R S

B E

A C

H

A /C c o n c r e t e c o n c r e te c o n c r e t e s i d e w a l k c o n c r e t e s i d e w a l k c o n c r e te c o n c r e te floating dock c a tc h b a s in concrete dock concrete dock wood dock wood dock floating dock w ood dock

WPB

MW

MW

MW

WPB

WPB

WPB

WPB

D

W

W W

H

Y

D

S

MH

W

W

E

E

WPB

WPB

WPB

WPB

CO

MW

WPB

WPB

TRNF

TRNF

TRNF

6" Palm

TRNF

H

Y

D

CO

CO

W

W

W

W

WPB

WPB

CO

MW

12" Palm

12" Palm

12" Palm

MBX

FFE: 5.8

FFE: 5.8

CO

WPB

WPB

MH

MW

MW

MW

FFE: 10.7

MH

MH

MW

CO

CO

CO

CO

CO

CO

CO

A /C

T R

N F v a u lt v a u lt v a u lt v a u lt v a u lt c a tc h b a s in c a tc h b a s in w o o d d e c k ta n k s to r y c o n c r e te b lo

-6

6" Palm

12" Palm

12" Palm

12" Palm

MBX

FFE: 5.8

FFE: 5.8

FFE: 10.7

S l v e s e a w a a w a

8601 Six Forks Road, Suite 400 Raleigh, North Carolina 27615

Drawn by:

Checked by:

Office No.: 335000017

Dwg. Name:335000017.AB

Dwg. Date:

05/20/2020 Rev. Date:

04/01/2020 MR

CBG

Altamonte Springs, FL 32701 USA

Wood Environment & Infrastructure Solutions, Inc.

www.woodplc.com

Phone: (407) 522-7570

Certificate of Authorization Number LB-0007932

550 Northlake Boulevard, Suite 1000

JV Project Number 335000017

GRAPHIC SCALE

1 inch = 20 feet

(IN FEET)

N

O

R

T H

0 10 20 40

KEY PLAN

S r l o s

D r i v e

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text B

AutoCAD SHX Text C

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text B

AutoCAD SHX Text C

AutoCAD SHX Text

DISCIPLINE/SHT NO

AutoCAD SHX Text

SHEET OF

AutoCAD SHX Text

DRAWING NUMBER

AutoCAD SHX Text

PROJECT NUMBER

AutoCAD SHX Text

APPROVING OFFICER

AutoCAD SHX Text

DATE

AutoCAD SHX Text

TECH. DIRECTOR

AutoCAD SHX Text

PROJECT ENG.

AutoCAD SHX Text

BRANCH CHIEF

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

SHEET TITLE

AutoCAD SHX Text

SCALE:

AutoCAD SHX Text

PLOT SCALE:

AutoCAD SHX Text

CAD FILE NAME:

AutoCAD SHX Text

A/E PROJECT NO:

AutoCAD SHX Text

DESIGNED BY:

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

EDITED BY:

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

MARK

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

DATE

AutoCAD SHX Text

ISSUE

AutoCAD SHX Text

CONSULTANTS

AutoCAD SHX Text

CONSTRUCTION CENTER

AutoCAD SHX Text

FACILITIES DESIGN &

AutoCAD SHX Text

U. S. COAST GUARD

AutoCAD SHX Text

5505 ROBIN HOOD ROAD SUITE K

AutoCAD SHX Text

NORFOLK, VIRGINIA 23513-2431

AutoCAD SHX Text 335000017

AutoCAD SHX Text 335000017.AB.dwg

AutoCAD SHX Text

M. RAMOS

AutoCAD SHX Text

C.B. GARDINER

AutoCAD SHX Text 1 : 1

AutoCAD SHX Text 1' = 40'

AutoCAD SHX Text

AS BUILT

AutoCAD SHX Text

SURVEY

AutoCAD SHX Text

FLORIDA

AutoCAD SHX Text

STATION FORT MYERS

AutoCAD SHX Text

FORT MYERS BEACH

AutoCAD SHX Text 10878160

AutoCAD SHX Text S

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text T

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text U

AutoCAD SHX Text

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text D

AutoCAD SHX Text E

AutoCAD SHX Text T

AutoCAD SHX Text

AutoCAD SHX Text E

AutoCAD SHX Text O

AutoCAD SHX Text C

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text D

AutoCAD SHX Text R

AutoCAD SHX Text U

AutoCAD SHX Text G

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text V002

AutoCAD SHX Text

AutoCAD SHX Text

V002

W

W M

W M

W M

W

M

W

M

B T

B T

B T

B T

S it e C o n tr o l

S e t M

A G

N a il a n d D is k

S ta m p e d W

O O

D L

B

N

.5

E

.4

E le v a ti o n

.7 N

A V

D

B

E

B

E

B

E

B

E

B

E

B E

B

E

B

E

B

E

B

E

B

E

B

E

BE BE BE

BE

BE

B E

B E

B E

B

E

B

E

B

E

B

E

B

E

B

E

P o i n g o f w o a i n g o f c o n c r e l k grass grass c o n c r e t e w ood dock w o c k

MH

W

W

WPB

TRNF

TRNF

TRNF

6" Palm

TRNF

WPB

CO

v a u lt

-9'

-17'

-1

6" Palm s e a w a

8601 Six Forks Road, Suite 400 Raleigh, North Carolina 27615

Drawn by:

Checked by:

Office No.: 335000017

Dwg. Name:335000017.AB

Dwg. Date:

05/20/2020 Rev. Date:

04/01/2020 MR

CBG

Altamonte Springs, FL 32701 USA

Wood Environment & Infrastructure Solutions, Inc.

www.woodplc.com

Phone: (407) 522-7570

Certificate of Authorization Number LB-0007932

550 Northlake Boulevard, Suite 1000

JV Project Number 335000017

GRAPHIC SCALE

1 inch = 20 feet

(IN FEET)

N

O

R

T H

0 10 20 40

KEY PLAN

S r l o s

D r i v e

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text B

AutoCAD SHX Text C

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text B

AutoCAD SHX Text C

AutoCAD SHX Text

DISCIPLINE/SHT NO

AutoCAD SHX Text

SHEET OF

AutoCAD SHX Text

DRAWING NUMBER

AutoCAD SHX Text

PROJECT NUMBER

AutoCAD SHX Text

APPROVING OFFICER

AutoCAD SHX Text

DATE

AutoCAD SHX Text

TECH. DIRECTOR

AutoCAD SHX Text

PROJECT ENG.

AutoCAD SHX Text

BRANCH CHIEF

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

SHEET TITLE

AutoCAD SHX Text

SCALE:

AutoCAD SHX Text

PLOT SCALE:

AutoCAD SHX Text

CAD FILE NAME:

AutoCAD SHX Text

A/E PROJECT NO:

AutoCAD SHX Text

DESIGNED BY:

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

EDITED BY:

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

MARK

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

DATE

AutoCAD SHX Text

ISSUE

AutoCAD SHX Text

CONSULTANTS

AutoCAD SHX Text

CONSTRUCTION CENTER

AutoCAD SHX Text

FACILITIES DESIGN &

AutoCAD SHX Text

U. S. COAST GUARD

AutoCAD SHX Text

5505 ROBIN HOOD ROAD SUITE K

AutoCAD SHX Text

NORFOLK, VIRGINIA 23513-2431

AutoCAD SHX Text 335000017

AutoCAD SHX Text 335000017.AB.dwg

AutoCAD SHX Text

M. RAMOS

AutoCAD SHX Text

C.B. GARDINER

AutoCAD SHX Text 1 : 1

AutoCAD SHX Text 1' = 40'

AutoCAD SHX Text

AS BUILT

AutoCAD SHX Text

SURVEY

AutoCAD SHX Text

FLORIDA

AutoCAD SHX Text

STATION FORT MYERS

AutoCAD SHX Text

FORT MYERS BEACH

AutoCAD SHX Text 10878160

AutoCAD SHX Text S

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text T

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text U

AutoCAD SHX Text

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text D

AutoCAD SHX Text E

AutoCAD SHX Text T

AutoCAD SHX Text

AutoCAD SHX Text E

AutoCAD SHX Text O

AutoCAD SHX Text C

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text D

AutoCAD SHX Text R

AutoCAD SHX Text U

AutoCAD SHX Text G

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text V003

AutoCAD SHX Text

AutoCAD SHX Text

V003

REBUILD STATION FORT MYERS BEACH AND WATERFRONT

FORT MYERS BEACH, FLORIDA

USCG PROJECT 10878160

GEOTECHNICAL EXPLORATION AT STATION FORT MYERS

Contract Number 70Z05018DAMFWHD02 Task Order Number 70Z04720FMYERAE00

Prepared For

United States Coast Guard

Facilities Design & Construction Center Norfolk, Virginia

Prepared By

8601 Six Forks Road, Suite 400 Raleigh, North Carolina 27615

JV Project Number 335000017

May 2020

CERTIFICATION

Tampa

Engineering Certification

I hereby certify that I am a registered professional engineer in the State of Florida practicing with Wood Environment & Infrastructure Solutions, Inc., 1101 Channelside Drive, Suite 200, Tampa, FL 33602, a corporation authorized to operate as a business providing engineering consulting services (EB 5392) by the State of Florida Department of Professional Regulation. I further certify that I, or others under my direct supervision, have prepared the engineering evaluations, findings, opinions, calculations, conclusions or technical advice hereby represented in this report.

SIGNATURE:

NAME: Tanel N. Andry, P.E.

LICENSE NO: 56775

DATE:

Report Title: Geotechnical Exploration at Station Fort Myers

Fort Myers, FL

JV Project No. 335000017

May 2020

May 15, 2020

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 PROJECT INFORMATION

1.2 SCOPE OF WORK

2.0 DATA GATHERING

2.1 DATA REVIEW

2.2 SITE DESCRIPTION

2.3 FIELD EXPLORATION

2.4 TEST PITS

2.5 LABORATORY TESTING

3.0 SUBSURFACE CONDITIONS

3.1 SITE AND AREA GEOLOGY

3.2 SOIL SURVEY INFORMATION

3.3 INTERPRETED STRATIGRAPHY

3.3.1 Strata 1 – Reworked/Densified Sands

3.3.2 Strata 2 – Very Loose Sand

3.3.3 Strata 3 – Loose to Medium Dense Sand

3.3.4 Strata 4 – Silty or Clayey Sand and Sandy Silt

3.4 GROUNDWATER

4.0 CONCLUSIONS AND RECOMMENDATIONS

4.1 DEMOLITION

4.2 SITE PREPARATION

4.2.1 Excavation

4.2.2 Fill Placement

4.2.3 Surface and Groundwater Control

4.3 BUILDING FOUNDATIONS (DRIVEN PILES)

4.3.1 Pile Capacity

4.3.2 Pile Interaction

4.3.3 Pile Splicing

4.3.4 Pile Testing Program

4.4 MINOR STRUCTURE FOUNDATIONS

4.5 BULKHEAD DESIGN

4.5.1 Design Parameters

4.5.2 Deadman Anchors

4.5.3 Grouted Soil Anchors

4.5.4 Environmental Corrosion Classification

4.6 PAVEMENT DESIGN

4.7 CONSTRUCTION INSPECTION AND TESTING

5.0 REPORT LIMITATIONS

6.0 CLOSURE

LIST OF TABLES

Table 1 Summary of SPT borings and test pits Table 2 Summary of lab test results Table 3 Pile Capacities Table 4 Soil parameters for preliminary design of sheet piles

LIST OF FIGURES

Figure 1 Site Location Map Figure 2 Boring Location Plan Figure 3 Subsurface Profile Figure 4 Settlement Plate

LIST OF APPENDICES

Appendix A Data from 1977 Borings Appendix B Boring Logs Appendix C Laboratory Test Results Appendix D Lee County Soil Survey by USDA-NRCS Appendix E Axial Capacity Curves for Piles Appendix F Geoprofessional Business Association (GBA) document

Geotechnical Exploration at Station Fort Myers JV Project Number: 335000017 United States Coast Guard – FDCC May 2020 Lee County, FL Page 1

1.0 INTRODUCTION

Wood HDR Joint Venture (JV) presents this report of geotechnical exploration in general accordance with our proposal dated November 12, 2019 and revised on December 16, 2019. The proposed scope of work was based on a Task Order Scope of Work (SOW) provided on November 5, 2019 by the Facilities Design & Construction Center (FDCC). The objective of the exploration was to provide geotechnical guidance for the conceptual design of the proposed developments and improvements at the United States Coast Guard (USCG) facility in Fort Myers Beach, Florida.

1.1 Project Information

Based on the SOW, the USCG intends to make the following improvements at the Fort Myers Station under a Design-Build Request for Proposal:

• Demolish existing facilities.

• Construct a 22,200 square feet (sf), 2-story, multi-mission building. Building loads were not provided but we anticipate maximum column loads in the order of 150 kips. This building will substantially overlap the footprint of an existing 2-story structure.

• Perform site and groundwork. Little grading is anticipated, apart from refilling excavations resulting from demolition and installation of new utilities.

• Replace utility and communication systems.

• Replace 415 feet (ft) of the existing waterfront bulkhead (seawall) around the west and south sides of the site. We anticipate this will be accomplished by installing a new line of concrete or steel sheet piles about 2 ft outboard of the existing seawall, backfilling the interstitial space by washing sand or shell, and installing new anchors/tie-backs.

• Replace piers, wharfs, floating docks, visiting piers, and moorings. This will likely include removing existing piles to near the mud-line and installing new piles offset from the old pile locations to avoid conflicts.

This geotechnical exploration was performed to assess the subsurface conditions and provide design and construction recommendations for the improvements above.

1.2 Scope of Work

The JV team completed a geotechnical field exploration program to characterize the subsurface conditions at the site. The scope of work included:

• Develop a boring location plan, laid out exploration areas, and coordinated utilities locates through Florida One-Call and the JV’s utility locating team.

• Perform four standard penetration test (SPT) borings at the site.

o Three land side borings were advanced to depths of 75 ft below ground surface.

Lee County, FL Page 2 o One water side boring was advanced to a depth of 50 ft below the mud line.

• Collect samples of soil from the borings.

• Collect bulk samples at two locations from small test pits.

• Visually classify soil samples obtained during field exploration.

• Conduct a laboratory testing program to confirm field classifications and obtain limerock bearing ration (LBR) on anticipated subgrade.

• Analyze field and laboratory data and develop recommendations for foundations for the planned construction.

• Prepare this report to document our testing and results as well as design and construction recommendations.

2.0 DATA GATHERING

In developing our report, the JV team considered several sources of data.

2.1 Data Review

The following information was reviewed as part of this exploration:

• Available aerial photographs since 1994 on Google Earth.

• Lee County Soil Survey by United States Department of Agriculture – National Resources Conservation Service (USDA-NRCS).

• United States Geological Survey (USGS) Geologic Maps.

• USGS Topographic Maps.

• Facility design drawings and As Built drawings which include soil boring logs.

• Grading plan (sheet C-2) and soil boring tests and details (sheet C-5) from 1977 David Volker & Associates As-Built drawings (included in Appendix A).

2.2 Site Description

The project site is located on the coast of the southwest portion of Fort Myers in Lee County, Florida. A site location map is presented in Figure 1. The facility is located on San Carlos Island, just north of Fort Myers Beach, and on the east side of San Carlos Bay. The site is approximately 1¼ acres and is currently developed with a two-story building that covers approximately 10,000 sf and smaller single-story structures including a hazmat building and a cutter support building. The majority of the rest of the site is paved with asphaltic concrete or Portland cement concrete with small landscaped/grassed areas.

USGS mapping of the area in 1956 shows a similar shoreline at the site with several small buildings, though the shoreline was likely a gently sloping beach into shallow water at that time. Construction of and backfilling of the seawall would have added several feet (perhaps 2 to 4 ft) of fill behind the seawall

Lee County, FL Page 3 and dredging of the harbor would have removed significant soil there. The ground surface behind the seawalls is currently about elevation 3 to 4 feet North American Vertical Datum (NAVD88). Facility design and/or as built drawings indicate that the current building and parking was constructed around 1977 with only minor changes since.

The harbor mud line varies along the base of the north and south seawall, generally in a range from about elevation -2 ft (NAVD88) to -5 ft and sloping down away from the seawalls to -16 ft outside of the existing docks. USGS Mapping shows bathymetry from 1991 indicating water depths of about ½ meter (approximately 1.6 feet) near the seawall and a bit deeper in the channels to the west and south at that time. So current bathymetry suggests dredging has occurred since 1991.

Some of the current bottom may represent in-situ sediments undisturbed by past dredging. Those soils can be expected to be similar to soils at the similar depths behind the seawall. However, some materials beneath the mudline may be accumulations of sediment deposited since the last dredging and would be expected to be of differing and generally lower consistency and strength.

Based on the 1977 plans by David Volkert and Associates, the main building is founded on 25-ton capacity 12-inch piles and 35-ton capacity 14-inch piles. Pile lengths were not indicated.

The site has an approximately 415-foot-long seawall bulkhead along the south and west sides (waterfront). The 1977 as built drawings show that the bulkhead consists of concrete sheet piling braced with 2-inch diameter tie rods connected to anchor blocks (deadmen). Portions of the bulkhead were rebuilt in the mid-1980s. Five wooden piers, apparently on timber piles, extend out from the seawall and some antennas and light poles are present.

2.3 Field Exploration

The JV team conducted a reconnaissance of the site and performed four standard penetration test (SPT) borings. Three SPT borings were performed on the land side to a depth of 75 ft each below existing grade and one SPT boring was performed on the water side near the new proposed boat ramp to a depth of 50 ft below the mudline.

In addition to these SPT borings, two small test pits were excavated under the existing pavement/parking sections to obtain soil samples. These tests pits were performed by cutting a 2 ft by 2 ft section from the pavement and then hand digging to a depth of 3 ft. Representative bulk samples were collected from these test pits for use as a Limerock Bearing Ratio (LBR) test specimen. Soil boring logs are included in Appendix B. Boring and test pit locations were surveyed in the field by the JV’s survey team and are shown on Figure 2.

Borings SB-1 through SB-3 were advanced with an auger to a depth of 12 ft below ground surface before introduction of drilling fluids to facilitate the mud rotary method through the soils. In the water boring, WB-1, the boring was advanced using mud rotary methods with temporary casing advanced with the drilling rig through the water and to a depth of about 16 feet below mudline. Soil samples were obtained at various intervals in general accordance with ASTM D1586 (Standard Test Method for

Lee County, FL Page 4

Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils). Auger refusal was not encountered in any of the borings. Table 1 includes a list of the SPT borings and test pits performed at the site.

Table 1: Summary of SPT borings and test pits

Boring

ID

Date Completed

Northing (ft)

Easting (ft)

Approximate Ground Elevation

(ft)

Termination Depth(ft)

C-1 04/03/2020 772581.5 671088.6 4.8 3 C-2 04/03/2020 72555.2 671165.7 4.6 3

SB-1 03/23/2020 772607.9 671149.5 5 75

SB-2 03/24/2020 772581.5 671088.6 4.8 75

SB-3 03/25/2020 772465.0 671132.4 3.1 75

WB-1* 04/02/2020 772497.6 670946.6 1 50

Notes:

*WB-1 was terminated at 50 feet below the mudline or 64 feet below the current water surface. Northing and easting for water side boring, WB-1 are approximated from the survey and Google Earth.

The JV’s field engineer observed drilling operations and classified soil samples. Upon completion of drilling, groundwater measurements were made in each boring. The borings were tremie grouted to the ground surface or mudline after the drilling was complete. The test pit locations were backfilled with sand, compacted, and then patched with quick set concrete.

2.4 Test Pits

Two test pits (2 ft by 2 ft) were performed by cutting the asphaltic concrete and then excavating up to depths of 3 ft to collect bulk samples of subgrade material (Strata 1) for LBR tests.

2.5 Laboratory Testing

A limited soil laboratory program including moisture content (ASTM D2216), percent passing #200 sieve (ASTM D1140), sieve analyses (ASTM D6913), Atterberg limits (ASTM D4318) and organic contents (ASTM D2974) were completed on the soil samples collected from SPT borings. A summary of the laboratory test results is provided in Table 2.

In addition to these laboratory tests, Limerock Bearing Ratio (LBR; FM 5-515) tests were performed on the two bulk samples obtained during field exploration from the test pits. The results from our laboratory LBR test indicate that the optimum LBR values at location C-1 and C-2 were 47 and 65 respectively. This higher value is due to the presence of limerock (base material) in the subgrade sample obtained during our field exploration. LBR value can be correlated to California Bearing Ratio (CBR) value as following:

(CBR) = 0.8 (LBR)

Lee County, FL Page 5

Table 2: Summary of laboratory test results

Boring Number Depth (ft)

Moisture Content

% Finer #200 Sieve

Atterberg Limits

LL PL PI

SB-1 4.0 - 6.0 19.4 3.2 - - -

SB-1 9.3 - 10.0 32.0 13.0 - - -

SB-1 15.0 -17.0 25.9 11.0 - - -

SB-1 33.5 - 35.0 25.7 12.0 - - -

SB-1 58.5 - 60.0 27.7 30.0 - - -

SB-1 68.5 - 70.0 29.2 34.0 37 25 12

SB-2 6.0 -8.0 23.2 5.6 - - -

SB-2 13.5 - 15.0 29.6 12.0 - - -

SB-2 20.0 - 21.5 22.3 9.7 - - -

SB-2 28.5 - 30.0 27.7 13.0 - - -

SB-2 38.5 - 40.0 23.3 12.0 - - -

SB-2 48.5 - 50.0 25.0 24.0 - - -

SB-2 68.5 - 70.0 50.0 - - - -

SB-2 73.5 - 75.0 47.9 73.0 40 NV NP

SB-3 4.0 - 6.0 17.7 2.2 - - -

SB-3 10.0 -12.0 21.2 3.3 - - -

SB-3 18.0 -20.0 25.7 9.1 - - -

SB-3 28.5 - 30.0 27.1 14.0 - - -

SB-3 48.5 - 50.0 29.7 27.0 - - -

SB-3 68.5 - 70.0 48.5 56.0 61 NV NP

SB-3 73.5 - 75.0 52.0 - - - -

WB-1 14.0 - 15.7 104.8 57.0 - - -

WB-1 16.0 - 18.0 22.6 3.6 - - -

WB-1 22.0 - 24.0 22.4 6.0 - - -

WB-1 27.5 - 29.0 28.3 12.0 - - -

WB-1 37.5 - 39.0 28.6 13.0 - - -

WB-1 42.5 - 44.0 25.3 23.0 - - -

WB-1 47.5 - 49.0 30.0 24 - - -

WB-1 57.5 - 59.0 28.5 21.0 - - -

C-1 1.0 - 3.0 8.4 12.0 NV NV NP

C-2 1.0 - 3.0 6.9 4.2 NV NV NP

LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, NV: No Value: NP: Non-Plastic

Lee County, FL Page 6

Detailed test results are included in Appendix C and pertinent information is provided on the boring logs.

3.0 SUBSURFACE CONDITIONS

The following paragraphs describe subsurface conditions at the site.

3.1 Site and Area Geology

Based on the published data by USGS, the project site is mapped as underlain by Holocene Sediments.

The Holocene Sediments consist of quartz sands, carbonate sands and muds, and organics. The Holocene sediments would be underlain by older (Pleistocene) sediments of similar composition. USGS topographic maps suggest the island was present, with a similar shoreline in the site area, in 1956, suggesting the island is a natural formation.

3.2 Soil Survey Information

Soils data from the web-based Soil Survey of Lee County produced by USDA-NRCS were reviewed as part of the exploration. The soil unit identified within the project area is defined as Urban Land and provides no useful insights into subsurface conditions. The soil survey information for the site is presented in Appendix D.

3.3 Interpreted Stratigraphy

The subsurface profile appears consistent with expectations based on the geology and mapping. San Carlos Island appears to be present with a similar northern shoreline on 1956 USGS mapping, so we anticipate most of the profile is natural shoreline sediments, though the upper few feet may have been densified or reworked by past construction. The underlying soils appear generally relatively consistent, with primarily fine sands and varying amounts of shell and limerock and generally increasing fines consisting of silt or low plasticity clay with depth. For engineering analysis, we interpret the following four strata to the depth of investigation in our four borings. General subsurface profile using the data from soil borings is shown in Figure 3.

3.3.1 Strata 1 – Reworked/Densified Sands

In the three landside borings, the upper 6 to 8 ft or extending to about elevation -3 ft, consists of fine sandy soils with traces of shell, limerock and generally silty fines. Soils are of moderate to high consistency, with SPT N-values ranging from about 7 to 29 blows per foot (bpf). We interpret these as mostly natural soils, that may have been reworked near the surface and/or densified by past construction activity. This layer was missing in the water boring.

3.3.2 Strata 2 – Very Loose Sand

The next strata, extending down to about elevation -20 ft, consisted of similar soils but of very loose consistency, with SPT N-values ranging from 0 to 3 bpf. These soils were also not noted in the water boring. The water boring showed higher consistency, relatively clean sands at this depth range. This

Lee County, FL Page 7 appears consistent with low consistency material indicated on the 1977 profile, though that is indicated as primarily silt, which is likely a mischaracterization resulting from a lack of laboratory testing at that time.

3.3.3 Strata 3 – Loose to Medium Dense Sand

Extending to about elevation -50 ft were similar soils of higher consistency, with SPT N-values ranging averaging about 10 to 15 bpf, though with occasional loose layers.

3.3.4 Strata 4 – Silty or Clayey Sand and Sandy Silt

From -50 ft to the boring termination, the fines content of the soils increased, transitioning from silty sand to sandy silt near the bottom of the boreholes. Consistencies also generally increase with depth, with SPT N-values generally in the same range as for Strata 3.

3.4 Groundwater

Groundwater in the generally sandy soils and given proximity to the shore is likely at about or slightly above the mean tide level with some rapid fluctuation due to infiltration in unpaved areas, especially ponds or ditches.

4.0 CONCLUSIONS AND RECOMMENDATIONS

The following conclusions and recommendations are based on our understanding of the proposed construction as well as the results of our data review, exploration, laboratory testing and analyses.

4.1 Demolition

Existing construction including buildings, foundations, slabs, pavements, utilities, and related fill should be removed from the planned construction area. Aggregate base and existing fill materials may be stockpiled for re-use, but remaining materials should be wasted off-site. Burial of rubble, debris, etc. on the site is discouraged. A concrete crushing operation to recycle concrete elements is possible, but likely impractical for the small project.

The building is reportedly founded on piles. It is not clear if these will be re-used, but we recommend that demolition methods attempt to remove pile caps and leave piles in place to allow precise location of the piles. Piles may be located differently and battered differently than shown on the historic documents and accurate locations will aid in avoiding conflicts with new foundations. Non-Destructive testing (NDT) methods can be used to evaluate piles, including approximate lengths, if re-use is considered. If re-use is not considered, piles may be exposed and cut-off at least 3 ft below planned pile caps or slabs, but only after accurate locations have been obtained.

4.2 Site Preparation

After the planned demolition has taken place, all vegetation, including stumps and roots, as well as trash, debris, and other deleterious materials should be removed from the construction area. The topsoil

Lee County, FL Page 8 from the grassed areas can be stockpiled for re-use. Burial of brush, trash, etc. on site is discouraged and such materials should be wasted off site.

After clearing and stripping, the areas to receive structures or pavements should be carefully assessed by a qualified geotechnical engineer or his representative. At that time, the engineer may require proofrolling of the subgrade with a fully loaded, tandem axle dump truck or other pneumatic-tired vehicle of similar size and weight (25 tons). The purpose of the proofrolling is to identify soft, weak, or excessively wet surficial soils present at the time of construction. Unacceptable materials detected during proofrolling operations should be treated as recommended by the engineer. Such treatment may include but not limited to moisture conditioning and re-compaction, undercut and replacement with compacted fill, or stabilization in-place. After proofrolling, we recommend densifying the entire work area by rolling with at least 3 passes of a large (Caterpillar CS56B or similar) vibratory, smooth drum roller.

The loose and very loose soils of Strata 2 will be subject to densification due to pile driving or other vibrations, which may impact existing structures and grades slightly.

4.2.1 Excavation

Excavation should be routine with conventional equipment. No limestone or dense soils were encountered in the anticipated excavation volume. Sloping and shoring should follow Occupational Safety and Health Administration (OSHA) and other applicable laws and standards.

4.2.2 Fill Placement

Excavated site soils, free of organic matter, trash, metal, or rocks/rubble pieces greater than 3 inches in any dimension should be acceptable for re-use as fill. Rock pieces should be surrounded by sufficient soil to separate and fill voids between such pieces and should represent only a small fraction of the fill.

Imported fill should be low-plasticity (PI<30) and free of organic or other deleterious material or rock pieces as above. The generally sandy site soils will provide relatively uniform drainage, however, if soil fills with greater fines (more than about 15 to 20 percent silt and/or clay) are used, care should be taken to avoid forming layers or areas that will trap infiltration and result in perched water conditions. Fill should be laboratory tested for Modified Proctor (ASTM D1557) parameters.

Fill should be placed in thin (maximum 12-inch thick loose measure) lifts and compacted to at least 95 percent of the soil's maximum dry density as determined by the Modified Proctor compaction test or to a minimum dry density of 95 pounds per cubic foot (pcf), whichever is greater. Where light compaction equipment is used, as may be necessary in utility trench excavations, the lift thickness should be reduced to achieve the required degree of compaction. The upper 12 inches of soil beneath all pavements should be compacted to at least 98 percent of the same standard, or 95 pcf, whichever is greater. The soil moisture content during fill placement should be within the range necessary to achieve the compaction targets but in no case more than 3 percent above or below the soil's optimum moisture content. All fill should be placed in horizontal lifts that are adequately benched into the prepared and scarified subgrade soils.

Lee County, FL Page 9

Fill placement should be observed by a soils technician under the direction of the geotechnical engineer.

Fill density and moisture tests should be performed for at least every 2 feet of fill lift and 10,000 square feet of area or every 100 feet of trench length. Areas that do not meet the compaction specifications should be recompacted to achieve the specified density and retested for compliance.

4.2.3 Surface and Groundwater Control

The generally sandy soils should drain and dry rapidly following rainfall, but we recommend maintaining positive drainage and rolling the site with a smooth drum roller at the end of shifts and before rainfall to reduce delays due to wet subgrades. Groundwater is not anticipated in most shallow excavations for footings or shallow utilities. It seems unlikely that excavation would extend into the groundwater, but such excavation will likely require well-points and/or sheeting to allow a stable excavation in the otherwise saturated sandy soils.

4.3 Building Foundations (Driven Piles)

Based on our assumptions about the proposed building, settlements would be in excess of normally accepted total and differential settlement tolerances if the building is constructed on shallow, spread footings. Ground improvement options, notably aggregate piers, could be considered. However, Florida building codes require deep foundations for structures outside the Coastal Construction Control Line to protect structures from beach and shore erosion. The project site is behind this line in a protected bay and protected by the seawall, but deep foundations would provide greater survivability of the building in case of a storm surge. The current building is on a pile foundation, so we recommend pile foundations for support of the building consisting of driven displacement piles to support the loads from wall and columns of proposed building structure.

4.3.1 Pile Capacity

The software FB-Deep developed at the University of Florida was used to analyze the axial capacities of 12-, 14- and 16-inch square prestressed concrete (PSC) piles and results, in the form of depth versus predicted capacity plots, are included in Appendix E. Piles will develop negligible compressive capacity contribution in or above stratum 2. Lateral capacities were calculated using the finite difference software LPILE developed by ENSOFT Inc. Existing piles may be considered for re-use if NDT methods such as pile integrity tests shows acceptable length, size, reinforcement, and condition.

Table 3, below, summarizes pile capacities for three PSC pile sizes of the length indicated. Lateral capacities are unfactored based on a top deflection of ½ inch at the base of the pile cap, or, for piles driven for in the water, at the mudline or anticipated scour line. The free-head condition will apply for piles outside caps and/or piles in a single row subject to transverse loading. Piles in a cap with staggered or multiple rows will likely approach the fixed head condition. Piles may be battered as much as 1 horizontal for 5 vertical to provide increased lateral resistance. Since little grading is anticipated and the new building is anticipated to be pile supported, settlement and compression of the subgrade is not anticipated to be significant or create significant pile downdrag.

Lee County, FL Page 10

Table 3: Pile Capacities

Pile Type Pile Size

Allowable Compressive

Capacity

Allowable Uplift

Capacity

Unfactored Lateral

Capacity1

Pile Length

Tip Elevation

(inches) (tons) (tons) (tons) (feet) (feet)

Prestressed Concrete

(PSC)

12 33 16.5 3/6.5 ±62 -60 14 39 19.5 3.5/7.7 ±62 -60 16 50 25 4/9 ±62 -60

1Free Head/Fixed Head

4.3.2 Pile Interaction

Piles that encounter other piles during driving can be damaged and their capacities significantly reduced. Such conflicts may not be readily apparent during driving. Therefore, design of new piles should consider locations of the existing piles as well as deadmen and tiebacks related to the existing seawall and any other subsurface obstructions known to exist. Existing pile locations and batters (horizontal displacements, whether planned or unplanned) as well as locations of tiebacks, deadmen, etc. should be confirmed after demolition. We recommend a minimum offset from existing or previously driven piles of 3 pile diameters (D) or 3 times the maximum dimension of the pile on a center to center basis (e.g. 3 feet for 12-inch piles driven square to each other or 4.3 feet for piles driven at diagonals, including any measured batter).

Non-destructive testing methods may be considered to determine the lengths of existing piles, either for re-use or to assess conflicts with battered piles. Group effects on compression or uplift should be negligible for the relatively small caps (up to about 6 piles) anticipated.