Perdido_Class_I_Landfill_2026_Northeast_Pond_Improvements_20260227.pdf

VICINITY MAP

PROJECT

VICINITY

Perdido Class I Landfill 2026 Northeast Pond Improvements

Project No.

B i d D r a w i n g s F o r

10435192

February 2026

I N D E X O F D R A W I N G S

GENERAL

00G-00 COVER SHEET

CIVIL

00C-01 EXISTING CONDITIONS

00C-02 PROPOSED POND GRADING PLAN

00C-03 PROPOSED UNDERDRAIN SYSTEM PLAN

00C-04 EROSION AND SEDIMENT CONTROL PLAN

00C-05 DETAILS

00C-06 SPECIFICATIONS

HDR ENGINEERING, INC.

76 SOUTH LAURA ST., SUITE 1600

JACKSONVILLE, FLORIDA 32202-4321

(904) 598-8900

Escambia County, FL

CONTACT: KANISHKA PERERA PHD, PE

FLORIDA REGISTRATION NO. 67647

105 110

CP 1

N 585018.89 E 1058432.48

EL. 124.32

B

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PROJECT MANAGER

PROJECT NUMBER

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DESIGNED BY

DRAWN BY

CHECKED BY

A 02/27/2026 ISSUED FOR BID

PERDIDO CLASS I LANDFILL

2026 NORTHEST POND IMPROVEMENTS

ESCAMBIA COUNTY, FLORIDA

K. PERERA, P.E.

10435192

K. PERERA, P.E.

J. RAYMOND

T. YANOSCHAK. P.E.

HDR ENGINEERING, INC.

8333 NW 53RD ST., SUITE 302

DORAL, FL 33166-4786

(305) 728-7400

NOTES:

1. EXISTING CONDITIONS INSIDE SURVEY LIMITS BASED ON TOPOGRAPHIC SURVEY

PROVIDED BY ESCAMBIA COUNTY ENGINEERING DEPARTMENT, DATED JANUARY 12, 2026.

EXISTING CONDITIONS OUTSIDE OF SURVEY LIMITS BASED ON TOPOGRAPHIC SURVEY

PROVIDED BY KUCERA INTERNATIONAL, INC., DATED APRIL 23, 2023.

LEGEND

EXISTING CONTOUR (MAJOR)

EXISTING CONTOUR (MINOR)

PROPERTY BOUNDARY

EXISTING CONDITIONS

00C-01 00C-01.dwg 1" = 50'

BU

LA

H

RO

AD

LANDFILL PERIMETER ROAD

RIP RAP

CONCRETE SPILLWAY

END WALL

4'X5' OUTFALL STRUCTURE

SURVEY LIMITS (SEE NOTE 1)

SURVEY LIMITS

18"Ø CMP

36"Ø RCP

(2) 24"Ø RCP

24"Ø RCP

48"Ø RCP

(2) 48"Ø CPP

MITERED END SECTION

LIMITS OF WETLANDS

SITE CONTROL POINT TABLE

POINT NO. NORTHING EASTING ELEVATION

CP 1 585018.89 1058432.48 124.32

CP 2 581893.46 1058153.05 63.54

CP 3 582979.02 1055730.06 63.04

CP 4 585868.89 1056060.35 123.32

CP 5 585877.32 1056325.10 126.88

CP 6 585508.63 1057471.58 132.58

CONTROL POINT

CLEANOUT

(TYP.)

CONCRETE

RETAINING WALL

24"Ø RCP

MITERED END SECTION

0+

1+00

2+00

3+00 3+50

0+00

1+00

2+0

3+

110 105

EL 101.00

-0.50%

-0.50%

-0 .50

-0.50%

-0.50%

-0.50%

3:1

3:1

3:1

3:1

CP 1

N 585018.89 E 1058432.48

EL. 124.32

B 00C-02

A 00C-02

ELEVATION EL

EV

AT

IO

N

-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00

ELEVATION EL

EV

AT

IO

N

-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50

HORIZONTAL SCALE: 1" = 50' | VERTICAL SCALE: 1" = 10

SECTION AA

00C-02

HORIZONTAL SCALE: 1" = 50' | VERTICAL SCALE: 1" = 10

SECTION BB

00C-02

PROPOSED GRADE

EXISTING GRADE

PROPOSED GRADE

EXISTING GRADE

EL. 101.00

0.5% 0.5%

0.5% 0.5%

B

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A M

DESIGNED BY

DRAWN BY

CHECKED BY

A 02/27/2026 ISSUED FOR BID

PERDIDO CLASS I LANDFILL

2026 NORTHEST POND IMPROVEMENTS

ESCAMBIA COUNTY, FLORIDA

K. PERERA, P.E.

10435192

K. PERERA, P.E.

J. RAYMOND

T. YANOSCHAK. P.E.

HDR ENGINEERING, INC.

8333 NW 53RD ST., SUITE 302

DORAL, FL 33166-4786

(305) 728-7400

NOTES:

1. EXISTING CONDITIONS INSIDE SURVEY LIMITS BASED ON TOPOGRAPHIC SURVEY

PROVIDED BY ESCAMBIA COUNTY ENGINEERING DEPARTMENT, DATED JANUARY 12, 2026.

EXISTING CONDITIONS OUTSIDE OF SURVEY LIMITS BASED ON TOPOGRAPHIC SURVEY

PROVIDED BY KUCERA INTERNATIONAL, INC., DATED APRIL 23, 2023.

LEGEND

EXISTING CONTOUR (MAJOR)

EXISTING CONTOUR (MINOR)

PROPERTY BOUNDARY

PROPOSED POND GRADING PLAN

00C-02 00C-02.dwg 1" = 50'

BU

LA

H

RO

AD

LANDFILL PERIMETER ROAD

EXISTING RIP RAP

EXISTING CONCRETE SPILLWAY

EXISTING END WALL

EXISTING 4'X5'

OUTFALL STRUCTURE

SURVEY LIMITS (SEE NOTE 1)

SURVEY LIMITS

EXISTING 18"Ø CMP

EXISTING 36"Ø RCP

EXISTING (2) 24"Ø RCP

EXISTING 24"Ø RCP

EXISTING 48"Ø RCP

EXISTING (2) 48"Ø CPP

EXISTING MITERED END SECTION

LIMITS OF WETLANDS

EXISTING CLEANOUTS

TO BE REMOVED

(TYP.)

PROPOSED CONTOUR (MAJOR)

PROPOSED CONTOUR (MINOR)

CONTROL POINT

APPROXIMATE EARTHWORK QUANTITIES

CUT 3042 CY

FILL 142 CY

NET 2900 CY CUT

EXISTING CONCRETE

RETAINING WALL

EXISTING 24"Ø RCP

EXISTING

MITERED END SECTION

EXISTING RIP RAP

0+00

1+00

2+00

-0.50%

-0.50%

-0.50%

-0.50%

-0.50%

00C-05

00C-05

00C-05

00C-05

20.0' (TYP.)

B

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/08 /20

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A M

DESIGNED BY

DRAWN BY

CHECKED BY

A 02/27/2026 ISSUED FOR BID

PERDIDO CLASS I LANDFILL

2026 NORTHEST POND IMPROVEMENTS

ESCAMBIA COUNTY, FLORIDA

K. PERERA, P.E.

10435192

K. PERERA, P.E.

J. RAYMOND

T. YANOSCHAK. P.E.

HDR ENGINEERING, INC.

8333 NW 53RD ST., SUITE 302

DORAL, FL 33166-4786

(305) 728-7400

NOTES:

1. EXISTING CONDITIONS INSIDE SURVEY LIMITS BASED ON TOPOGRAPHIC SURVEY

PROVIDED BY ESCAMBIA COUNTY ENGINEERING DEPARTMENT, DATED JANUARY 12, 2026.

EXISTING CONDITIONS OUTSIDE OF SURVEY LIMITS BASED ON TOPOGRAPHIC SURVEY

PROVIDED BY KUCERA INTERNATIONAL, INC., DATED APRIL 23, 2023.

2. A MINIMUM 0.5% SLOPE SHALL BE MAINTAINED FOR ALL UNDERDRAIN PIPES.

3. THE POND BOTTOM GRADES SHOW BOTTOM OF SAND INFILTRATION LAYER

LEGEND

EXISTING CONTOUR (MAJOR)

EXISTING CONTOUR (MINOR)

PROPERTY BOUNDARY

PROPOSED UNDERDRAIN SYSTEM PLAN

00C-03 00C-03.dwg 1" = 20'

BU

LA

H

RO

AD

LANDFILL PERIMETER ROAD

EXISTING RIP RAP

EXISTING CONCRETE SPILLWAY

EXISTING END WALL

EXISTING 4'X5'

OUTFALL STRUCTURE

SURVEY LIMITS (SEE NOTE 1)

SURVEY LIMITS

EXISTING 18"Ø CMP

EXISTING 36"Ø RCP

EXISTING (2) 48"Ø CPP

EXISTING MITERED END SECTION

LIMITS OF WETLANDS

PROPOSED CONTOUR (MAJOR)

PROPOSED CONTOUR (MINOR)

4"Ø COLLECTION HDPE SDR 17

PERFORATED UNDERDRAIN PIPE

4"Ø COLLECTION/12"Ø HEADER HDPE SDR 17

SOLID WALL SIDESLOPE RISER PIPE WITH BLIND FLANGE

HDPE FUSED END CAP

12"Ø HDPE SDR 17 SOLID WALL

DISCHARGE PIPE

00C-05

COLLECTION PIPE SIDESLOPE RISER CLEANOUT

(TYP.)

00C-05

HEADER PIPE SIDESLOPE RISER CLEANOUT

DISCHARGE PIPE PROFILE

MATERIAL QUANTITIES

4"Ø HDPE SDR 17 UNDERDRAIN PERFORATED

COLLECTION PIPE 1141 LF

4"Ø HDPE SDR 17 UNDERDRAIN SOLID WALL

SIDESLOPE RISER CLEANOUT PIPE 767 LF

12"Ø HDPE SDR 17 UNDERDRAIN PERFORATED

COLLECTION PIPE 307 LF

12"Ø HDPE SDR 17 UNDERDRAIN SOLID WALL

SIDESLOPE RISER CLEANOUT AND DISCHARGE PIPE 65 LF

EXISTING MITERED END SECTION

EXISTING 24"Ø RCP

EXISTING CONCRETE

RETAINING WALL

12"Ø HEADER HDPE SDR 17

PERFORATED UNDERDRAIN PIPE

CP 1

N 585018.89 E 1058432.48

EL. 124.32

SF

SF

SF

SF

SF

SF

LOD

LOD

LOD

LOD LOD

LOD

LOD

LOD LOD

LO

D

LO

D

LO

D

LO

D

LOD

LO

D

SF

SF

SF SF SF

SF

SF

SF

105110115115

B

ISSUE DESCRIPTION

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0 1" 2"

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/08 /20

:57 :56

A M

DESIGNED BY

DRAWN BY

CHECKED BY

A 02/27/2026 ISSUED FOR BID

PERDIDO CLASS I LANDFILL

2026 NORTHEST POND IMPROVEMENTS

ESCAMBIA COUNTY, FLORIDA

K. PERERA, P.E.

10435192

K. PERERA, P.E.

J. RAYMOND

T. YANOSCHAK. P.E.

HDR ENGINEERING, INC.

8333 NW 53RD ST., SUITE 302

DORAL, FL 33166-4786

(305) 728-7400

NOTES:

1. EXISTING CONDITIONS INSIDE SURVEY LIMITS BASED ON TOPOGRAPHIC SURVEY

PROVIDED BY ESCAMBIA COUNTY ENGINEERING DEPARTMENT, DATED JANUARY 12, 2026.

EXISTING CONDITIONS OUTSIDE OF SURVEY LIMITS BASED ON TOPOGRAPHIC SURVEY

PROVIDED BY KUCERA INTERNATIONAL, INC., DATED APRIL 23, 2023.

2. PROPOSED CONTOURS REPRESENT SIDESLOPES AND BOTTOM OF POND GRADING.

STONE AND SAND DRAINAGE LAYERS NOT GRADED PER THIS PLAN. CONTRACTOR SHALL

CONSTRUCT PER THE SECTION DETAILS SHOWN IN THESE DRAWINGS.

3. RIP RAP TO BE PLACED ON TOP OF SAND INFILTRATION LAYER AND UNDERLAIN BY

SEPARATION GEOTEXTILE.

LEGEND

EXISTING CONTOUR (MAJOR)

EXISTING CONTOUR (MINOR)

PROPERTY BOUNDARY

EROSION AND SEDIMENT CONTROL PLAN

00C-04 00C-04.dwg 1" = 50'

BU

LA

H

RO

AD

LANDFILL PERIMETER ROAD

EXISTING RIP RAP

EXISTING CONCRETE SPILLWAY

EXISTING END WALL

EXISTING 4'X5'

OUTFALL STRUCTURE

SURVEY LIMITS (SEE NOTE 1)

SURVEY LIMITS

EXISTING 18"Ø CMP

EXISTING 36"Ø RCP

EXISTING (2) 24"Ø RCP

EXISTING 24"Ø RCP

EXISTING 48"Ø RCP

EXISTING (2) 48"Ø CPP

EXISTING MITERED END SECTION

WETLANDS

1-FT THICK LAYER OF 6"-9" RIP RAP

UNDERLAIN BY SEPARATION GEOTEXTILE

20'X22'-7" (SEE NOTE 3)

00C-05

CHECK DAM

00C-05

STONE BERM

00C-05

CHECK DAM

SILT FENCE

CHECK DAM

SF SF

00C-05

SILT FENCE

(TYP.)

RIP RAP (SEE NOTE 3)

PROPOSED CONTOUR (MAJOR) (SEE NOTE 2)

PROPOSED CONTOUR (MINOR) (SEE NOTE 2)

CONTROL POINT

EXISTING CONCRETE

RETAINING WALL

EXISTING 24"Ø RCP

EXISTING MITERED END SECTION

4"Ø COLLECTION HDPE SDR 17

PERFORATED UNDERDRAIN PIPE

4"Ø COLLECTION/12"Ø HEADER HDPE SDR 17

SOLID WALL SIDESLOPE RISER PIPE WITH BLIND FLANGE

HDPE FUSED END CAP

12"Ø HEADER HDPE SDR 17

PERFORATED UNDERDRAIN PIPE

SOD

REGRADED SIDESLOPES TO BE SODDED

1-FT THICK LAYER OF 6"-9" RIP RAP

UNDERLAIN BY SEPARATION GEOTEXTILE

20'X11'-8" (SEE NOTE 3)

00C-05

STONE BERM

00C-05

STONE BERM

STONE BERM

LIMITS OF DISTURBANCELOD

3 4"Ø HDPE SDR 17 PERFORATED COLLECTION PIPE/

12"Ø HDPE SDR 17 PERFORATED HEADER PIPE

WOVEN GEOTEXTILE

SEPARATION LAYER

2.0' INFILTRATION LAYER

2X10-3 CM/S MIN. PERMEABILITY

4"Ø OR 12" HDPE SDR 17 SOLID RISER PIPE

4"Ø OR 12"Ø HDPE BLIND FLANGE

4"Ø OR 12"Ø HDPE SDR 17 45° FITTING

4"Ø OR 12"Ø HDPE SDR 17 22.5° FITTING

2'- 0"

6"

3"

2'- 0"

M

IN

2'- 0"

00C-05

PIPE PERFORATION

NOT TO SCALE

COLLECTION/HEADER PIPE SIDESLOPE RISER CLEANOUT1

00C-03

6" LAYER AASHTO #8 STONE

1'-0"

2'- 0"

2' (4" HDPE)

3' (12" HDPE)

4"Ø OR 12"Ø HDPE SDR 17 PIPE

LATERAL/HEADER SECTION A-A

(NOT TO SCALE)

A

A

AASHTO #57 STONE

NOT TO SCALE

PIPE SECTION2

00C-03

AASHTO #57 STONE

4"Ø HDPE SDR 17 PERFORATED COLLECTION PIPE/

12"Ø HDPE SDR 17 PERFORATED HEADER PIPE

2.0' SAND INFILTRATION LAYER

2X10-3 CM/S MIN. PERMEABILITY

NON-WOVEN GEOTEXTILE

SEPARATION LAYER

AASHTO #8 STONE

2.0' MIN.

2.0 ' M

IN

2.0 ' M

IN

6" 6"

3"

1.0'

1.5'1.5'

5/8"Ø HOLES

4"Ø OR 12"Ø HDPE SDR 17 PIPE

(FOUR ROWS OF PERFORATION)

HDPE END CAP

PLAN

SECTION

120°

6" 3"

NOT TO SCALE

PIPE PERFORATION3

00C-05

A

A

6' MAX.

POST

POST

10' MAX.

LC

MATERIALS

1. SYNTHETIC FILTER FABRIC SHALL BE A PERVIOUS SHEET OF POLYPROPYLENE, NYLON POLYESTER, OR ETHYLENE YARN AND SHALL BE CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS CONFORMING TO THE

FOLLOWING REQUIREMENTS:

PHYSICAL PROPERTY TEST REQUIREMENTS

FILTERING EFFICIENCY ASTM D-5141 75% (MIN)

TENSILE STRENGTH AT VTM-52 EXTRA STRENGTH-

20% (MAX.) ELONGATION* 50 LBS./IN. (MIN.)

STANDARD STRENGTH-

30 LBS./IN. (MIN.)

FLOW RATE ASTM D-5141 0.3 GAL./SQ. FT./MINUTE

ULTRAVIOLET RADIATION ASTM D-4355 90% (MIN.)

AND G-28

* REQUIREMENTS REDUCED BY 50% AFTER 6 MONTHS OF INSTALLATION.

2. SYNTHETIC FILTER FABRIC SHALL CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0 F TO 120 F.

NOTES:

TEMPORARY SILT FENCE IS TO BE

CONSTRUCTED IN ACCORDANCE WITH FDOT

SECTION 104.

"M

IN

"M

AX

"M

IN

"M

AX

2'O.C.

MAX

4'O.C.

MAX

NOT TO SCALE

SILT FENCE7

00C-04

CONSTRUCTION SPECIFICATIONS

SECTION A-A

STANDARD STRENGTH FILTER CLOTH FABRICEXTRA STRENGTH FILTER CLOTH FABRIC

(WITHOUT WIRE)

TRENCH

TOE OF FILL

FENCE

TRENCH

FENCE

TRENCH

FENCE

FLOW

PROVIDE 1" TUCK OR

SUITABLY REINFORCED

TOP END SECTION

EMBED APPROXIMATELY

8" OF FILTER CLOTH

IN TRENCH

TRENCH APPROXIMATELY 4" DEEP X 6" WIDE,

FILL TRENCH TO ANCHOR BOTTOM OF

CLOTH, COMPACT THOUROUGHLY

TIE WIRE OR HOG RINGS

WIRE FABRIC, 14 GAUGE

MIN. 6" MESH SPACING

INSTALL WIRE FENCE

FLUSH WITH THE GROUND

EMBED POST

2' MINIMUM

LC

NOTES:

1. THE DAM SHOULD NOT BE HIGHER THAN THE CHANNEL BANKS. THE CENTER OF THE ROCK DAM SHOULD BE AT LEAST SIX INCHES LOWER THAN THE OUTER EDGES OF THE DAM AT THE CHANNEL

BANKS.

2. SIDES SLOPES SHALL BE 2:1 OR FLATTER.

3. A GEOTEXTILE SHOULD BE USED AS A SEPARATOR BETWEEN THE GRADED STONE AND THE SOIL

BASE AND ABUTMENTS. THE GEOTEXTILE SHOULD BE PLACED IMMEDIATELY ADJACENT TO THE

SUBGRADE WITHOUT ANY VOIDS AND EXTEND FIVE FEET BEYOND THE DOWNSTREAM TOE OF THE

DAM TO PREVENT SCOUR.

4. MECHANICAL OR HAND PLACEMENT WILL BE REQUIRED TO INSURE THAT THE ROCK DAM EXTENDS

COMPLETELY ACROSS THE CHANNEL AND SECURELY TIES INTO BOTH CHANNEL BANKS. THE

CENTER OF THE DAM MUST BE NO LESS THAN SIX INCHES LOWER THAN THE LOWEST SIDE, TO

SERVE AS A TYPE OF WEIR. GABIONS CAN BE INSTALLED TO SERVE AS ROCK FILTER DAMS, BUT

SHOULD FOLLOW RECOMMENDED SIZING AND INSTALLATION.

5. PERIODIC INSPECTION AND REQUIRED MAINTENANCE MUST BE PROVIDED. SEDIMENT SHALL BE

REMOVED WHEN IT REACHES A DEPTH OF ONE-HALF OF THE ORIGINAL HEIGHT OF THE DAM.

6. ROCK DAMS SHOULD BE REMOVED ONCE DISTURBED AREAS HAVE BEEN STABILIZED.

NOT TO SCALE

CHECK DAM6

00C-04

6"

6"

2'- 0"

RIP RAP 9" MAX.

6" MIN.

GEOTEXTILEAASHTO #57 STONE

2:1 MAX.

2:1 MAX.FLOW

-0+50 0+00 0+50 1+00 1+50 2+00

EXISTING 18"Ø CMP

EL 101.33

12"Ø HDPE SDR 17 TEE FITTING

REMOVE EXISTING 12"Ø PVC AND

REPLACE WITH NEW 12"Ø HDPE SDR 17

SOLID WALL PIPE

12"Ø HDPE SDR 17

SOLID WALL DISCHARGE PIPE

EXISTING GRADEEXISTING OUTFALL STRUCTURE

EXISTING ENDWALL

HORIZONTAL SCALE: 1" = 20' | VERTICAL SCALE: 1" = 10

DISCHARGE PIPE PROFILE4

00C-03

AASHTO #57 STONE

12"Ø HDPE SDR 17

PERFORATED HEADER PIPE

6" AASHTO #8 STONE

2.0' INFILTRATION LAYER

2X10-3 CM/S MIN. PERMABILITY

PROPOSED

STONE BERM

12"Ø HDPE SDR 17

PERFORATED PIPE

3'

PROPOSED GRADE SOD

PROVIDE LINK-SEAL® OR SIMILAR

WATER-TIGHT CONNECTION

NOT TO SCALE

STONE BERM5

00C-04

2'- 6"

(M

IN

6'-0"

VARIES

FLOW

6"-9" RIP RAP

B

ISSUE DESCRIPTION

PROJECT MANAGER

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0 1" 2"

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SHEET

DATE

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2-

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/08 /20

:57 :56

A M

DESIGNED BY

DRAWN BY

CHECKED BY

A 02/27/2026 ISSUED FOR BID

PERDIDO CLASS I LANDFILL

2026 NORTHEST POND IMPROVEMENTS

ESCAMBIA COUNTY, FLORIDA

K. PERERA, P.E.

10435192

K. PERERA, P.E.

J. RAYMOND

T. YANOSCHAK. P.E.

HDR ENGINEERING, INC.

8333 NW 53RD ST., SUITE 302

DORAL, FL 33166-4786

(305) 728-7400

DETAILS

00C-05 00C-05.dwg

NOT TO SCALE

B

ISSUE DESCRIPTION

PROJECT MANAGER

PROJECT NUMBER

0 1" 2"

FILE NAME

SCALE

SHEET

DATE

C

A

1 3 4 5 6 7 8

C:

\P

W W

OR

KI

NG

\E

AS

T0

2\D

7\0 0G

-B D2

2-

.D W

G

/08 /20

:57 :56

A M

DESIGNED BY

DRAWN BY

CHECKED BY

A 02/27/2026 ISSUED FOR BID

PERDIDO CLASS I LANDFILL

2026 NORTHEST POND IMPROVEMENTS

ESCAMBIA COUNTY, FLORIDA

K. PERERA, P.E.

10435192

K. PERERA, P.E.

J. RAYMOND

T. YANOSCHAK. P.E.

HDR ENGINEERING, INC.

8333 NW 53RD ST., SUITE 302

DORAL, FL 33166-4786

(305) 728-7400

SPECIFICATIONS

00C-06 00C-06.dwg

SPECIFICATIONS:

A. CONTRACTOR SHALL TAKE ALL REQUIRED PRECAUTIONS TO PROTECT THE WORK IN CASE OF A RAIN EVENT DUE TO INCOMING STORMWATER FLOW INTO THE POND. OWNER SHALL NOT BE HELD RESPONSIBLE FOR ANY WEATHER RELATED DAMAGE TO ESTABLISHED WORK AS A RESULT OF A RAIN EVENT. IF THE SAND INFILTRATION LAYER GETS CONTAMINATED WITH SEDIMENT DURING CONSTRUCTION, THE CONTRACTOR SHALL REPLACE INFILTRATION LAYER

WITH UNCONTAMINATED SAND WITHOUT ANY EXPENSE TO THE OWNER.

B. ESTABLISH EROSION AND SEDIMENT CONTROL METHODS IDENTIFIED IN THE DRAWINGS. CONTRACTOR MAY ADD ADDITIONAL EROSION AND SEDIMENT

CONTROL METHODS DEPENDING ON CONTRACTOR'S SEQUENCE OF CONSTRUCTION.

C. THE EXISTING INFILTRATION LAYER, GRAVEL AND PIPING SHALL BE REMOVED AND DISPOSED AT THE ACTIVE CLASS I LANDFILL. THE PRINCIPAL OUTLET STRUCTURE AND EMERGENCY SPILLWAY SHALL REMAIN UNDISTURBED. THE SIDE SLOPE OF THE POND SHALL BE GRADED AND COMPACTED SMOOTH TO MEET THE GRADES SHOWN IN THE DRAWINGS. THE TOPSOIL WITHIN THE SIDESLOPES SHALL BE SCRAPED (6-INCH MINIMUM) AND STOCKPILED FOR REUSE.

THE RECOVERED TOPSOIL SHALL NOT BE CONTAMINATED WITH VEGETATION DEBRIS. IF ADDITIONAL STRUCTURAL FILL MATERIAL IS NEEDED, IT CAN BE OBTAINED FROM THE OWNER'S SOIL STOCKPILE LOCATED NORTH OF THE ADMINISTRATION BUILDING.

D. AGGREGATE SHALL CONSIST OF HARD, STRONG, DURABLE PARTICLES UNLESS OTHERWISE SPECIFIED THAT ARE FREE OF ANY METAL, ROOTS, CONCRETE, DEBRIS, ORGANICS, AND OTHER DELETERIOUS MATERIALS AND COATINGS.

E. OFFSITE GRAVEL MATERIAL SHALL MEET AASHTO NO. 57 AND AASHTO #8 GRADATION AT LOCATIONS SHOWN IN THE DRAWINGS. THE RIP-RAP FOR CHECK DAMS AND OUTLET PROTECTION STRUCTURES SHALL MEET THE DIMENSIONS INDICATED ON THE DRAWINGS.

F. INFILTRATION LAYER SAND SHALL BE OBTAINED FROM OFF-SITE SOURCES APPROVED BY THE ENGINEER AND SHALL BE CLEAN, EXCAVATED, NATURAL SAND, FREE FROM ROOTS, SHARP OBJECTS, OR ORGANIC MATERIAL, WITH A MAXIMUM SIZE OF 1/4 INCH AND 5% MAXIMUM BY WEIGHT PASSING THE NO.

200 SIEVE. THE SAND SHALL BE CLASSIFIED AS SW OR SP BY THE UNIFIED SOIL CLASSIFICATION SYSTEM. THE INFILTRATION LAYER SHALL HAVE A LABORATORY PERMEABILITY NOT LESS THAN 2 X 10-3 CM/SEC AT 90% RELATIVE COMPACTION (ASTM D 698).

G. THE CONTRACTOR SHALL PROVIDE PREQUALIFICATION TEST RESULTS FROM A THIRD-PARTY LABORATORY APPROVED BY THE ENGINEER OF THE INFILTRATION LAYER FOR THE PARAMETERS HEREIN SPECIFIED. THE TESTS SHALL BE PERFORMED AT A MINIMUM FREQUENCY OF ONE PER BORROW

SOURCE AND/OR CHANGE IN MATERIAL.

H. ENGINEER RETAINS THE RIGHT TO PERFORM ADDITIONAL TESTING OF INFILTRATION SAND IF DEEMED NECESSARY DURING CONSTRUCTION TO CONFIRM

THAT REQUIRED MINIMUM PHYSICAL PARAMETERS ARE MET.

I. ANY MATERIAL DELIVERED TO SITE THAT ARE NOT MEETING MINIMUM SPECIFICATIONS SHALL BE REJECTED AT NO COST TO THE OWNER.

J. HDPE PIPING AND FITTINGS SHALL BE PROVIDED IN THE SIZES AND SHALL HAVE A STANDARD DIMENSION RATIO (SDR) AS INDICATED ON THE DRAWINGS.

DIMENSIONS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF ASTM F 714.

K. PERFORATIONS SHALL BE DRILLED INTO THE PIPE AT THE PIPE EXTRUSION PLANT OR FABRICATION SHOP. ANY BURRS REMAINING AFTER DRILLING SHALL

BE REMOVED. PERFORATIONS SHALL BE DRILLED AND DEBURRED PRIOR TO PIPE DELIVERY TO THE JOB SITE. JOB SITE PERFORATION OR PERFORATION

BY THE CONTRACTOR SHALL NOT BE PERMITTED.

L. THE SEPARATION GEOTEXTILE PHYSICAL PROPERTIES SHALL EQUAL OR EXCEED THE MINIMUM AVERAGE ROLL VALUES LISTED IN THE TABLE BELOW.

VALUES SHOWN ARE FOR THE WEAKER PRINCIPAL DIRECTION. ACCEPTANCE OF GEOTEXTILE SHALL BE IN ACCORDANCE WITH ASTM D4759.

M. OVERLAPPING GEOTEXTILE SHALL BE THERMALLY BONDED.

N. INSTALL SEPARATION GEOTEXTILE IN ACCORDANCE WITH MANUFACTURER'S WRITTEN RECOMMENDATIONS.

O. GEOTEXTILE LEFT UNCOVERED FOR MORE THAN 14 DAYS SHALL BE REMOVED AND REPLACED AT THE CONTRACTOR'S EXPENSE P. INTERIOR SLOPES OF THE POND SHALL BE SODDED. A MINIMUM 6-INCH LAYER OF TOPSOIL SHALL BE INSTALLED BEFORE INSTALLATION OF SOD. SOD

SHALL BE RECOGNIZED BAHIA GRASS ROLLS CONFORMING TO FDOT STANDARD SPECIFICATION'S SECTION 981-5 AND SHALL BE WELL MATTED WITH ROOTS AND SHALL BE OF FIRM TOUGH TEXTURE HAVING A COMPACT TOP GROWTH AND HEAVY ROOT DEVELOPMENT. IT SHALL NOT CONTAIN WEEDS OR ANY OTHER OBJECTIONABLE VEGETATION. OTHER SODDING SPECIES MAY BE UTILIZED PURSUANT TO OWNER APPROVAL.

Q. WATER FOR SODDING SHALL CONFORM TO SECTION 983 OF THE FDOT STANDARD SPECIFICATIONS. IN ADDITION, WATERING IS REQUIRED FOR SOD

INSTALLED UNTIL VEGETATION IS ESTABLISHED.

R. CONTRACTOR SHALL PROVIDE AS-BUILT SURVEY SIGNED AND SEALED BY A PROFESSIONAL LAND SURVEYOR REGISTERED IN THE STATE OF FLORIDA. THE SURVEY SHALL INCLUDE TOPOGRAPHIC SURVEY OF THE POND, POND BOTTOM ELEVATIONS, TOP OF INFILTRATION LAYER ELEVATIONS AT 25 FT GRID, TOP

OF PIPE LOCATIONS AND ELEVATIONS AT 25 FT INTERVAL.

ITEM TEST ASTM NO.

INFILTRATION LAYER SOIL CLASSIFICATION (USCS

CLASSIFICATION SYSTEM) D2487

SIEVE AND HYDROMETER ANALYSIS D422

NATURAL MOISTURE CONTENT D2216

STANDARD PROCTOR D698

PERMEABILITY @ 90% OF ASTM D698 D2434

PROPERTY TEST METHOD MARV

ULTRAVIOLET STABILITY, % RETAINED @ 500 HRS ASTM D4355 50%

TEAR STRENGTH, LBS ASTM D4533 79

PUNCTURE STRENGTH, LBS ASTM D4833 79

GRAB TENSILE, LBS ASTM D4632 200

SEWN SEAM STRENGTH, LBS ASTM D4632 180

AOS, IN. (MAX AVE. ROLL VALUE) ASTM D4751 0.024

BURST STRENGTH, PSI

PERMITIVITY, SEC-1

ASTM D3786

ASTM D4491 250

PREQUALIFICATION TESTING

NON-WOVEN SEPARATION GEOTEXTILE PROPERTIES