BCWPA_CNT2_DRAFT_PLANS_44of46.pdf

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A1

SCALE: 1" = 20'

TRANSITION PLAN EAST

AND INTERNAL SLOPE)

(SOIL-CEMENT CREST

D-511 EMBANKMENT

SLURRY WALL

20'

LIMITS OF MUCK EXCAVATION

TOE OF SLOPE

TOE OF SLOPE

LIMITS OF MUCK EXCAVATION

CL C-511 CANAL

20'

F7

SCALE: 1" = 40'

CANAL TRANSITION PROFILE

EXISTING GRADE

(EL VARIES BY LOCATION)

CANAL BOTTOM

EXISTING GRADE

(AGGREGATE SURFACING)

ACCESS ROAD

E7

SCALE: 1" = 40'

AGGREGATE SURFACING ROAD TRANSITION PROFILE

AROUND THIS CORNER

MUCK REMOVAL SECTIONS

TRANSITION BETWEEN

START TRANSITIONING TO EXISTING)

CANAL DOES NOT REQUIRE A BUFFER AREA TO

205+00 WITH TEMPORARY FILL MATERIAL (NOTE

SECTIONAL ELEVATIONS AND SLOPES FROM STA

20' FLAT BUFFER AREA OF CONTINUED FINAL CROSS

STA 145+00 TO STA 145+20

MUCK REMOVAL

AREA OF REGRADING AFTER

MATCH EXISTING DITCH

LIMITS OF MUCK EXCAVATION

AFTER MUCK REMOVAL

AREA OF REGRADING

(TEMPORARY)

END SLURRY WALL

LIMITS OF MUCK EXCAVATION

CREST

SURFACING ROAD ACCESS TO

WITH TEMPORARY 6" AGGREGATE

TEMPORARY EMBANKMENT FILL

TOPSOIL/VEGETATED SLOPE

FILL WITH TEMPORARY 6"

TEMPORARY EMBANKMENT

TOPSOIL/VEGETATED SLOPE

FILL WITH TEMPORARY 6"

TEMPORARY EMBANKMENT

SURFACING ROAD ACCESS

WITH TEMPORARY 6" AGGREGATE

TEMPORARY EMBANKMENT FILL

EXISTING)

BUFFER AREA TO START TRANSITIONING TO

MATERIAL (NOTE CANAL DOES NOT REQUIRE A

FROM STA 205+00 WITH TEMPORARY FILL

CROSS SECTIONAL ELEVATIONS AND SLOPES

20' FLAT BUFFER AREA OF CONTINUED FINAL

STA 145+00 TO STA 145+20

MORE DETAILS)

(SEE PROFILE REFERENCES FOR

SURFACE MATERIAL PLACEMENT

CONSTRUCTION AND PERMANENT

END OF FULL DEPTH

STA 145+00

3'5'

.5

1'

SOIL-CEMENT

9" THICK STONE TYPE E

FABRIC

GEOTEXTILE

COVERING SOIL-CEMENT

START GEOTEXTILE

SOIL-CEMENT

COVERING

END GEOTEXTILE

SOIL-CEMENT SLOPE TERMINATION DETAIL

A7

GEOTEXTILE FABRIC DRAINAGE LAYER

COVERING

END GEOTEXTILE

(STA 145+00 & STA 205+00)

END FULL DEPTH CONSTRUCTION

20' SURFACING (6" DEPTH)

TEMPORARY AGGREGATE

EMBANKMENT FILL

TEMPORARY

(STA 145+00 & STA 205+00)

END FULL DEPTH CONSTRUCTION

EMBANKMENT FILL

PERMANENT

C7

SCALE: 1" = 40'

SOIL-CEMENT INSPECTION ROAD TRANSITION PROFILE

20'

(STA 145+00 & STA 205+00)

END FULL DEPTH CONSTRUCTION

(SOIL-CEMENT)

INSPECTION ROAD

SURFACING (6" DEPTH)

TEMPORARY AGGREGATE

EMBANKMENT FILL

TEMPORARY

EMBANKMENT FILL

PERMANENT

EXISTING GRADE

(STA 145+00 & STA 205+00)

END FULL DEPTH CONSTRUCTION

SURFACING ROAD ACCESS

WITH TEMPORARY 6" AGGREGATE

TEMPORARY EMBANKMENT FILL

(SEE DETAIL F1 SHEET CZ0029)

DRAIN WITH TEMPORARY CAP

12" DIAMETER SLOTTED TOE

EMBANKMENT FILL

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the signature must be verified signed and sealed and document are not considered

Printed copies of this

Vincent Joseph Severance signed and sealed by

This item has been digitally

License No. 93101

Professional Engineer, State of Florida, Vincent Joseph Severance, B R

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3H:1V

(AGGREGATE SURFACING)

ACCESS ROAD

2% 10H:1V

10H:1V

10H:1V

10H:1V

10H:1V

3H:1V

3H:1V

(AGGREGATE SURFACING)

ACCESS ROAD 2%

3H:1V

3H:1V

3H:1V

H :1

V

H :1

V

(SOIL-CEMENT)

INSPECTION ROAD 2%

1%

3H:1V

2%

3H:1V

VARIES

VARIES

3H:1V

3H:1V

N

20' 40'0

3H:1V

3H:1V

10H:1V

-15

-20

-10

-5

-20

-15

-10

-5

CZ0029

D1

CZ0021

C1

CZ0030

E7

CZ0021

E1

CZ0030

F7

CZ0030

E7

CZ0029

A1

CZ0021

E1

CZ0021

E1

CZ0030

C7

CZ0021

E1

CZ0021

E1

CZ0001

F6

CZ0021

E1

CZ0030

A7 DRAFT

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SLURRY WALL

EXCAVATION

LIMITS OF MUCK

TOE OF SLOPE

TOE OF SLOPE

LIMITS OF MUCK EXCAVATION

CL C-511 CANAL

20'

20'

A1

SCALE: 1" = 20'

TRANSITION PLAN WEST

ARMORING

CANAL

CL DRAINAGE DITCH

AND INTERNAL SLOPE)

(SOIL-CEMENT CREST

D-511 EMBANKMENT

EXCAVATION

LIMITS OF MUCK

TRANSITION BETWEEN MUCK REMOVAL SECTIONS AROUND THIS CORNER

SURFACING ROAD ACCESS

WITH TEMPORARY 6" AGGREGATE

TEMPORARY EMBANKMENT FILL

TRANSITIONING TO EXISTING)

REQUIRE A BUFFER AREA TO START

FILL MATERIAL (NOTE CANAL DOES NOT

SLOPES FROM STA 205+00 WITH TEMPORARY

CROSS SECTIONAL ELEVATIONS AND

20' FLAT BUFFER AREA OF CONTINUED FINAL

STA 204+80 TO STA 205+00

EXCAVATION

LIMITS OF MUCK

(TEMPORARY)

END SLURRY WALL TOPSOIL/VEGETATED SLOPE

FILL WITH TEMPORARY 6"

TEMPORARY EMBANKMENT

TOPSOIL/VEGETATED SLOPE

FILL WITH TEMPORARY 6"

TEMPORARY EMBANKMENT

SURFACING ROAD ACCESS

WITH TEMPORARY 6" AGGREGATE

TEMPORARY EMBANKMENT FILL

START TRANSITIONING TO EXISTING)

MATERIAL (NOTE CANAL DOES NOT REQUIRE A BUFFER AREA TO

ELEVATIONS AND SLOPES FROM STA 205+00 WITH TEMPORARY FILL

20' FLAT BUFFER AREA OF CONTINUED FINAL CROSS SECTIONAL

STA 204+80 TO STA 205+00

SURFACING ROAD ACCESS TO CREST

TEMPORARY 6" AGGREGATE

TEMPORARY EMBANKMENT FILL WITH

MUCK REMOVAL

AREA OF REGRADING AFTER

MUCK REMOVAL

REGRADING AFTER

AREA OF

PROFILE REFERENCES FOR MORE DETAILS)

PERMANENT SURFACE MATERIAL PLACEMENT (SEE

END OF FULL DEPTH CONSTRUCTION AND

STA 205+00

SURFACING ROAD ACCESS

WITH TEMPORARY 6" AGGREGATE

TEMPORARY EMBANKMENT FILL

(SEE DETAIL F1 SHEET CZ0029)

DRAIN WITH TEMPORARY CAP

12" DIAMETER SLOTTED TOE

A1

SCALE: 1" = 20'

TRANSITION PLAN WEST

F6

SCALE: 1" = 20'

EMBANKMENT RESUMPTION DETAIL

E7

SCALE: 1" = 20'

TOE DRAIN RESUMPTION DETAIL

C7

SCALE: 1" = 20'

BLANKET DRAIN RESUMPTION DETAIL

B7

SCALE: 1" = 20'

CHIMNEY DRAIN RESUMPTION DETAIL

EXISTING GRADE

SURFACE MATERIAL

TERMINATED

CONSTRUCTION LIMIT

FULL DEPTH

DETAILS AS APPLICABLE

CHIMNEY DRAIN RESUMPTION

SEE TOE DRAIN, BLANKET DRAIN &

FROM TERMINATED CONSTRUCTION

COMPACTED PERMANENT FILL LINE

MATERIAL

RESUMED SURFACE

TERMINATED CONSTRUCTION

TEMPORARY FILL LINE FROM

REMOVAL LINE

TERMINATED MUCK

EMBANKMENT FILL

WITH PERMANENT FILL ITEMS

TO BE REMOVED & REPLACED

TEMPORARY EMBANKMENT FILL

WITH PERMANENT FILL ITEMS

TO BE REMOVED & REPLACED

TEMPORARY EMBANKMENT FILL

UNCONTAMINATED TERMINATION MATERIALS.

TO TIE IN RESUMPTION MATERIALS WITH

TERMINATION AND EXCAVATE BACK IF NECESSARY

REMOVE PROTECTIVE GEOTEXTILE PLACED FOR

UNCONTAMINATED TERMINATION MATERIALS.

TO TIE IN RESUMPTION MATERIALS WITH

TERMINATION AND EXCAVATE BACK IF NECESSARY

REMOVE PROTECTIVE GEOTEXTILE PLACED FOR

UNCONTAMINATED TERMINATION MATERIALS.

TO TIE IN RESUMPTION MATERIALS WITH

TERMINATION AND EXCAVATE BACK IF NECESSARY

REMOVE PROTECTIVE GEOTEXTILE PLACED FOR

SLOTTED TOE DRAIN PIPE

RESUMED 12" DIAMETER

BLANKET DRAIN

FINE SAND FILTER MATERIAL

FINE SAND FILTER MATERIAL

(SEE NOTE 1)

BLANKET DRAIN

FINE SAND FILTER MATERIAL

(SEE NOTE 1)

CHIMNEY DRAIN

CHIMNEY DRAIN

BOTTOM OF TERMINATED

CHIMNEY DRAIN

TOP OF TERMINATED

PER MATERIAL SPECIFICATION (TYP)

3H:1V STEPS BY LIFT THICKNESS

PER MATERIAL SPECIFICATION (TYP)

3H:1V STEPS BY LIFT THICKNESS

PER MATERIAL SPECIFICATION (TYP)

3H:1V STEPS BY LIFT THICKNESS

BLANKET DRAIN

TERMINATED

SAND FILTER MATERIAL

TERMINATED FINE

RESUMPTION OF TOE DRAIN PIPE

CONDITION AND FREE OF DEBRIS PRIOR TO

PIPE AND CONFIRM PIPE IS IN GOOD

REMOVE CAP OF TERMINATED TOE DRAIN

SAND FILTER MATERIAL

TERMINATED FINE

SAND FILTER MATERIAL

TERMINATED FINE

SLOTTED TOE DRAIN PIPE

TERMINATED 12" DIAMETER

BLANKET DRAIN

TERMINATED

MATERIAL TYPICAL DETAIL.

SEE DETAIL E3 SHEET CZ0019 FOR

TOE OF 10H:1V TRANSITION SLOPE.

TRANSITION AND EXTEND 5' BEYOND

TO MATCH BOTTOM WIDTH OF DITCH

TEMPORARY RIPRAP DRAINAGE SWALE

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the signature must be verified signed and sealed and document are not considered

Printed copies of this

Vincent Joseph Severance signed and sealed by

This item has been digitally

License No. 93101

Professional Engineer, State of Florida, Vincent Joseph Severance, B R

O W

A R

D C

O U

N T

Y

F L

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3H:1V

1%

10H:1V

3H:1V

SURFACING)

(AGGREGATE

ACCESS ROAD

2%

(SOIL-CEMENT)

INSPECTION ROAD

3H:1V

2%

2%

2%

2.5H:1V

2.5H:1V

3H:1V

3H:1V

3H:1V

3H:1V

10H:1V

10H:1V

3H:1V

SURFACING)

(AGGREGATE

ACCESS ROAD

3H:1V

10H:1V

10H:1V

3H:1V

3H:1V

VARIES

3H:1V

3H:1V

3H:1V

N

20' 40'0

-5

-10

-15

-15

-10

-5

MATERIAL.

METHOD IDENTIFIED IN SECTION 35 42 35 FILTER

ACCORDANCE WITH THE PLACEMENT IN ADVANCE

DRAINAGE MATERIALS MUST BE PLACED IN 1.

NOTES:

CZ0021

C1

CZ0021

E1

CZ0021

E1

CZ0021

E1

CZ0016

E2

CZ0030

F7

CZ0030

E7

CZ0030

E7

CZ0029

D1

CZ0030

C7

CZ0030

A7

CZ0029

A1

DRAFT

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the signature must be verified signed and sealed and document are not considered

Printed copies of this

Craig P Kaltenbach signed and sealed by

This item has been digitally

License No. 63619

Professional Engineer, State of Florida, Craig P Kaltenbach, B R

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FOLLOWING MUST BE ADDED:

USED TO HOLD REINFORCING BARS FIRMLY IN POSITION, THE

UNLESS OTHERWISE INDICATED, ASIDE FROM NORMAL ACCESSORIES

CONCRETE IS BEING PLACED.

ACCESSORIES MUST BE HELD SECURELY IN POSITION WHILE

DOWELS, PIPE, WATERSTOPS AND OTHER INSTALLED MATERIALS AND

SEALANT GROOVE.

WITH WATER MUST HAVE BOTH A 6" FLATSTRIP WATERSTOP AND A

IN CONTACT WITH WATER. IN ADDITION, JOINTS IN ALL SLABS COVERED

SHOWN ON THE DRAWINGS, MUST HAVE A 6" FLATSTRIP WATERSTOP IF

LOCATED ON THE DRAWINGS, OR REQUIRED FOR CONSTRUCTION BUT NOT

DRAWINGS OR APPROVED BY THE ENGINEER. ALL CONSTRUCTION JOINTS

LOCATION OF ALL CONSTRUCTION JOINTS MUST BE AS SHOWN ON THE

CLEANED FOR BOND.

ALL CONSTRUCTION JOINTS, MUST BE ROUGH AND THOROUGHLY

+/- 1/2 INCH FOR MEMBERS WITH DEPTH D > 8 INCHES

+/- 3/8 INCH FOR MEMBERS WITH DEPTH D </= 8 INCHES

PROCEDURE OF THE AWS.

ACCORDANCE WITH THE SPECIFICATIONS FOR STANDARD QUALIFICATION

BUILDING CONSTRUCTION. QUALIFICATIONS OF WELDERS MUST BE IN

ALL WELDING MUST CONFORM TO AWS CODE FOR ARC AND GAS WELDING IN

WITHOUT APPROVAL BY THE ENGINEER.

STEEL JOISTS, BEAMS, AND GIRDERS MUST NOT BE RELOCATED

HSS MUST BE OF STEEL MEETING ASTM A-500 GRADE B.

A-53, TYPE E OR S, GRADE B STANDARD WEIGHT, UNLESS NOTED OTHERWISE.

PIPE, PIPE COLUMNS, AND BOLLARDS MUST BE OF STEEL MEETING ASTM

ASTM A-36 SPECIFICATIONS.

OTHER SHAPES, BARS, PLATES AND SHEETS MUST BE OF STEEL MEETING

A-992 SPECIFICATIONS.

STRUCTURAL WIDE FLANGE SHAPES MUST BE STEEL MEETING ASTM

STEEL CONSTRUCTION MANUAL.

STANDARDS AS CONTAINED IN THE FIFTEENTH EDITION OF THE AISC

STEEL CONSTRUCTION MUST CONFORM TO THE SPECIFICATIONS AND

AT 6 FEET OC EACH WAY.

IN WALLS WITH 2 CURTAINS #3 U OR Z SHAPE SPACERSB)

SUPPORT TOP REINFORCING BARS.

IN SLABS #5 RISER BARS AT 36 INCHES OC MAXIMUM TOA)

THICKNESS OR 1/2", WHICHEVER IS LESS.

EXPANSION JOINT FILLER. SEALANT DEPTH MUST BE THE JOINT FILL

SEALANT MUST BE PLACED AT THE TOP OF ALL JOINTS RECEIVING

UNLESS INDICATED OTHERWISE.

FROM THE FOUNDATION USING A STANDARD SPLICE LENGTH

BE SPLICED WITH DOWEL BARS OF THE SAME SIZE AND SPACING

VERTICAL REINFORCEMENT FOR CONCRETE OR MASONRY MUST

STRUCTURAL STEEL

CONCRETE (EXCEPT PRECAST CONCRETE)

ARCHITECTURAL DRAWINGS.

AC PAVEMENT. FOR DETAILS OF FINISH SURFACES, SEE CIVIL AND

INDICATING EITHER GROUND SURFACE, TOP OF CONCRETE SLAB, OR

FINISHED GRADE AROUND STRUCTURES IS SHOWN THUS,

UNLESS OTHERWISE SHOWN, ON ALL STRUCTURAL DRAWINGS THE

ELEMENT IS PROHIBITED.

COMPRESSIVE STRENGTH. OVERLOADING OF ANY STRUCTURAL

PLACE, AND ALL CONCRETE HAS REACHED THE SPECIFIED 28 DAY

BY BRACING AND BALANCING UNTIL ALL STRUCTURAL ELEMENTS ARE IN

STRUCTURES MUST BE PROTECTED FROM ALL CONSTRUCTION LOADS

WHILE ONLY PARTIALLY CONSTRUCTED. DURING CONSTRUCTION, THE

STRUCTURES HAVE NOT BEEN DESIGNED TO RESIST THESE LOADS

AND BACKFILL LOADS ON THE COMPLETED STRUCTURES. THE

STRUCTURES HAVE BEEN DESIGNED FOR OPERATIONAL, HYDROSTATIC,

DRAWINGS PROVIDED BY MANUFACTURERS OF EQUIPMENT.

MECHANICAL, ELECTRICAL, ARCHITECTURAL, CIVIL DRAWINGS AND SHOP

STRUCTURAL DRAWINGS MUST BE USED IN COORDINATION WITH

PROVIDED FOR PRIOR TO PLACING CONCRETE.

DRAWINGS BUT REQUIRED BY OTHER CONTRACT DRAWINGS, MUST BE

OPENINGS, RECESSES AND REVEALS NOT SHOWN ON THE STRUCTURAL

MECHANICAL AND ELECTRICAL EQUIPMENT SUPPORTS, ANCHORAGES,

OF PLACEMENT.

ALL BOLT PATTERNS MUST BE TEMPLATED TO ENSURE ACCURACY

AND PATTERNS MUST BE VERIFIED WITH THE MANUFACTURER.

BY THE CONTRACTOR PRIOR TO CONSTRUCTION. BOLT SIZES, TYPES,

MECHANICAL OR ELECTRICAL EQUIPMENT MUST BE COORDINATED

STRUCTURAL DIMENSIONS CONTROLLED BY OR RELATED TO

EXCEPT WHERE SPECIFICALLY INDICATED OTHERWISE.

THESE NOTES ARE GENERAL AND APPLY TO THE ENTIRE PROJECT

COVER FOR REINFORCING BARS MUST BE AS FOLLOWS:

UNLESS OTHERWISE SHOWN ON THE DRAWINGS CONCRETE

MUST NOT EXCEED ONE THIRD OF THE MEMBER THICKNESS.

AT LEAST 3 TIMES THEIR OUTSIDE DIMENSION. THE OUTSIDE DIMENSION

ALL ITEMS EMBEDDED IN CONCRETE MUST BE SPACED ON CENTER

STRUCTURAL STEEL

CONCRETE (EXCEPT PRECAST CONCRETE)

STRUCTURAL GENERAL DETAILS

CONDUIT MUST NOT BE RUN IN OR THROUGH GRADE BEAMS.

CIRCULAR OR RECTANGULAR OPENING, RESPECTIVELY.

CONSIDERING THE CONDUIT PENETRATION(S) AS AN EQUIVALENT

OR ADDITIONAL REINFORCEMENT AROUND RECTANGULAR OPENINGS,

PROVIDE ADDITIONAL REINFORCEMENT AROUND CIRCULAR OPENINGS

WHERE REBAR MUST BE CUT TO ACCOMMODATE CONDUIT PLACEMENT,

REBAR MAY BE SHIFTED 2 INCHES MAXIMUM TO AVOID CONDUIT.

CONDUIT MUST BE 2 INCHES MINIMUM CLEAR OF REBAR;

REBAR PLACEMENT;

COORDINATE CONDUIT PLACEMENT TO AVOID OR MINIMIZE IMPACT TO

FOR CONDUIT RUNNING THROUGH THE PLANE OF CONCRETE SLABS OR WALLS:

CONDUIT MUST NOT BE SUPPORTED DIRECTLY ON REBAR.

MEMBER ;

CONDUIT MUST BE LOCATED ONLY WITHIN THE MIDDLE THIRD OF THE

CENTER;

CONDUIT MUST NOT BE SPACED CLOSER THAN 3 OUTSIDE DIAMETERS ON

OF MEMBER THICKNESS;

THE OUTSIDE DIAMETER OF THE CONDUIT MUST NOT EXCEED ONE-THIRD

FOR CONDUIT RUNNING IN THE PLANE OF CONCRETE SLABS OR WALLS:

WITHOUT WRITTEN APPROVAL FROM THE ENGINEER OF RECORD.

NOT IN CONFORMANCE WITH THESE REQUIREMENTS MUST NOT BE INSTALLED

AND SPECIFICATIONS, FOR CONDUIT PLACEMENT REQUIREMENTS. CONDUIT

REFER TO THE NOTES BELOW, AND ELECTRICAL AND STRUCTURAL DRAWINGS

CONDUIT COORDINATION NOTES

TOLERANCES IN PLACING REINFORCEMENT MUST BE:

CRSI "MANUAL OF STANDARD PRACTICE", LATEST EDITION.

UNLESS OTHERWISE INDICATED, MUST BE IN ACCORDANCE WITH

ALL DETAILING, FABRICATION AND PLACING OF REINFORCING BARS,

PLAIN AND DEFORMED, FOR CONCRETE".

OR ASTM A-1064 "CARBON-STEEL WIRE AND WELDED WIRE REINFORCEMENT,

CARBON-STEEL BARS FOR CONCRETE REINFORCEMENT", GRADE 60

COLUMN SPIRALS MUST CONFORM TO ASTM A-615, "DEFORMED AND PLAIN

CARBON-STEEL BARS FOR CONCRETE REINFORCEMENT", GRADE 60.

QUALITY TO THE REQUIREMENTS OF ASTM A-615, "DEFORMED AND PLAIN

REINFORCEMENT STEEL MUST BE DEFORMED BARS CONFORMING IN

WATERPROOFING ADMIXTURE REQUIREMENTS.

IN 28 DAYS. REFER TO SPECIFICATION 03 30 00 FOR CRYSTALLINE

MUST DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI

UNLESS OTHERWISE NOTED OR SPECIFIED, ALL STRUCTURAL CONCRETE

OTHERWISE.

ALL GROUT MUST BE NON-SHRINK GROUT, UNLESS INDICATED

DETAILS ARE INDICATED ON THE DRAWINGS.

REFERRED TO OR WHEN NO OTHER MORE RESTRICTIVE OR DIFFERENT

THESE DETAILS PROVIDED WITHIN SZ SHEETS ARE TO BE USED WHEN

STANDARD DETAILS.

DETAILS ON GENERAL DETAIL SHEETS ARE PROJECT STRUCTURAL

GENERAL DESIGN CRITERIAGENERAL NOTES

PROVIDED AT ALL TIMES.

CONCRETE, A MINIMUM OF 2 INCHES CLEARANCE MUST BE

WITH ANY PIPE, PIPE FLANGE OR METAL PARTS EMBEDDED IN

REINFORCING BARS AND ACCESSORIES MUST NOT BE IN CONTACT

REINFORCEMENT MUST BE AS SHOWN ON GENERAL DETAILS.

UNLESS OTHERWISE INDICATED ON THE DRAWINGS, LAPS OF

MUST NOT BE SHOVED INTO FRESHLY PLACED CONCRETE.

DOWELS MUST BE WIRED OR OTHERWISE HELD IN POSITION. THEY

NO CASE MUST SUCH SUPPORT BE CONTINUOUS.

NUMBERS TO SUPPORT THE BARS WITHOUT SETTLEMENT, BUT IN

DOBIES) SUPPORTING BARS ON SUBGRADE MUST BE IN SUFFICIENT

WITH THE FORMS OR THE SUBGRADE. CONCRETE BLOCKS (OR

METAL CLIPS OR SUPPORTS MUST NOT BE PLACED IN CONTACT

2,500..........DAVIT CRANE BASE REACTION (SERVICE) (LBF): …………

OPERATING EQUIPMENT

HL-93VEHICULAR ACCESS, USUAL/UNUSUAL: ……………………

300 PSFMAINTENANCE WORK AREA: …………………………................…

VERTICAL LIVE LOAD

COASTAL WAVE)

WAVE LOAD ASSUMED TO BE INCLUDED IN HYDROSTATIC (NOT A

WAVE

70.2*DLATERAL EARTH PRESSURE (PSF): ………

CONCRETE PIPE

37.2*D IMPOUNDMENT SIDE (PSF):

29.5*D EMBANKMENT SIDE (PSF):

OULET STRUCTURE EQUIVALENT LATERAL EARTH PRESSURE

29.8*D IMPOUNDMENT SIDE (PSF):

38.2*D EMBANKMENT SIDE (PSF):

INLET STRUCTURE EQUIVALENT LATERAL EARTH PRESSURE

LATERAL EARTH PRESSURES

6,000..........EXTREME:…………………………………................……………

4,600..........UNUSUAL: …………………………………................……………

4,000USUAL: …………………………………................……………

ALLOWABLE BEARING CAPACITY (PSF) (FOR INLET AND OUTLET

BEARING CAPACITY

GATED CULVERT (S-506A) LOADINGS:

STRUCTURE SPECIFIC DESIGN CRITERIA

CONCRETE (EXCEPT PRECAST CONCRETE) CONTINUED

134ULTIMATE DESIGN WIND SPEED AT MRI 100 YEAR, UNUSUAL (MPH): …

89ULTIMATE DESIGN WIND SPEED AT MRI 10 YEAR, USUAL (MPH): ………

139) (MPH): ….……

ASD

NOMINAL DESIGN WIND SPEED (V

180) (MPH): ………

ULT

ULTIMATE DESIGN WIND SPEED (V

C.EXPOSURE CATEGORY: …………………

IIIRISK CATEGORY: ………...............................................…

WIND:

HL-93VEHICULAR ACCESS: …………………………………

100LIGHT EQUIPMENT (PSF): ………………………………

100PERSONNEL ACCESS (PSF): ……………………………

VERTICAL LIVE LOAD

62.4.WATER UNIT WEIGHT (PCF): …………………………………

HYDROSTATIC LOAD

SURCHARGE POST CONSTRUCTION (PSF): ……...…

LATERAL SOIL PERMANENT SURCHARGE

WITH EM 2100-2-2502.

VERTICAL LINE LOAD CONVERTED TO LATERAL PRESSURE IN ACCORDANCE

5VERTICAL LINE LOAD ROLLER COMPACTION (KIP/FT):

HL-93SURCHARGE VEHICLE, EXTREME: ………………...…

HL-93SURCHARGE VEHICLE, UNUSUAL: ……………………

LATERAL SOIL TEMPORARY SURCHARGE

18.WALL FRICTION ANGLE (DEGREES): ………………

3.25PASSIVE EARTH PRESSURE COEFFICIENT: …….…

0.31ACTIVE EARTH PRESSURE COEFFICIENT: ………

32ANGLE OF INTERNAL FRICTION (DEGREES): ………

130SATURATED SOIL BACKFILL (PCF): ………

126.MOIST SOIL BACKFILL (PCF): ………………

VERTICAL EARTH

LOADINGS:

(FBC) AND ASCE 7-16.

TRANSPORTATION (FDOT), 7TH EDITION OF THE FLORIDA BUILDING CODE

STANDARD ENGINEERING MANUALS (EMS), FLORIDA DEPARTMENT OF

DESIGN IN ACCORDANCE WITH U.S. ARMY CORPS OF ENGINEERS (USACE)

NOTED.

CONTRACT FOR ALL STRUCTURES, UNLESS OTHERWISE SPECIFICALLY

REFER TO USACE STANDARD SPECIFICATIONS PROVIDED WITHIN THIS

GENERAL SPECIFICATIONS

REQUIRED CLEARANCE FROM THE SLAB SURFACES.

IN SLABS WITH SLOPING SURFACES MUST BE PLACED AT THE

EITHER SLOPE WITH THE TOP SURFACE OR BE LEVEL. REINFORCING

THICKNESS MAINTAINED AS THE MINIMUM. SLAB-ON-GRADE BOTTOMS MAY

SLABS WITH SLOPING SURFACES MUST HAVE THE INDICATED SLAB

CENTERED.

LAYER OF REINFORCEMENT MUST HAVE THAT REINFORCEMENT

UNLESS OTHERWISE NOTED, WALLS AND SLABS SHOWN WITH A SINGLE

ADDITIONAL CLEAR COVER REQUIREMENTS MAY BE LISTED.

2. REFER TO STRUCTURE SPECIFIC DESIGN CRITERIA WHERE

THE MAXIMUM DIAMETER OF REINFORCEMENT.

THE NOMINAL MAXIMUM SIZE OF AGGREGATE, OR 2.5 TIMES

1. IN NO CASE SHALL THE COVER BE LESS THAN: 1.5 TIMES

TABLE NOTES:

EXPOSURE

CONCRETE

ALL

BARS

#6 THROUGH #18

4"

GROUND

CONTACT WITH

PERMANENTLY IN

CAST AGAINST AND

SMALLER

D31 WIRE, AND

#5 BAR, W31 OR

ALL 4"

EXPOSED TO FLUID

GROUND AND NOT

IN CONTACT WITH

WEATHER OR NOT

NOT EXPOSED TO

AND WALLS

SLABS, JOINTS, #14 AND #18 BARS 1-1/2"

SMALLER

#11 BARS AND 3/4"

TENSION TIES

PEDESTAL, AND

BEAMS, COLUMNS,

HOOPS

SPIRALS, AND

STIRRUPS, TIES,

REINFORCEMENT,

PRIMARY 1-1/2"

MEMBER REINFORCEMENT

COVER

CLEAR

MINIMUM

ALL

FLUID

EXPOSED TO

GROUND OR

CONTACT WITH

WEATHER OR IN

EXPOSED TO

LESS IN THICKNESS

MEMBERS 12" OR 2"

1 1/2"

THICK

AND LESS THAN 24"

GREATER THAN 12"

MEMBERS ALL 3"

24" THICK

THAN OR EQUAL TO

MEMBERS GREATER

PUMP STATION

FOUNDATION AT THE

DISCHARGE CHANNEL

TOP SURFACE OF THE ALL ALL 6"

2.8PMP HEIGHT, EXTREME (FT): ……………

PROBABLE MAXIMUM PRECIPITATION

2,500DAVIT CRANE BASE REACTION (SERVICE) (LBF): ………

OPERATING EQUIPMENT

HL-93........................VEHICULAR ACCESS, USUAL/UNUSUAL: ……………………

300 PSFMAINTENANCE WORK AREA:................................……………

VERTICAL LIVE LOAD

COASTAL WAVE)

WAVE LOAD ASSUMED TO BE INCLUDED IN HYDROSTATIC (NOT A

WAVE

29.1*DLATERAL EARTH PRESSURE (PSF):........………

CONCRETE PIPE

29.1*DIMPOUNDMENT SIDE (PSF):................................…

38.7*DEMBANKMENT SIDE (PSF):................................…

INLET/OUTLET EQUIVALENT LATERAL EARTH PRESURESS

130SOIL UNIT WEIGHT (PCF): ……………………..……

LATERAL EARTH

4,950EXTREME: ……………………………………….…...........…

3,795UNUSUAL: ……………………………………….…...........…

3,300USUAL: ……………………………………….…...........…

ALLOWABLE BEARING CAPACITY (FOR INLET AND OUTLET (PSF)

BEARING CAPACITY

GATED CULVERT (S-508B) LOADINGS:

HL-93VEHICULAR ACCESS, USUAL/UNUSUAL: ……………

VERTICAL LIVE LOAD

A COASTAL WAVE)

WAVE LOAD ASSUMED TO BE INCLUDED IN HYDROSTATIC (NOT

WAVE

29.1*DLATERAL EARTH PRESSURE (PSF): …

130SOIL UNIT WEIGHT (PCF): ……………………………

CULVERT HEADWALLS AND CONCRETE PIPE:

LATERAL EARTH

2,400EXTREME: ……………………………………….…...........…

1,840UNUSUAL: ……………………………………….…...........…

1,600USUAL: ……………………………………….…...........…

ALLOWABLE BEARING CAPACITY(PSF)

BEARING CAPACITY

GATED CULVERT (S-500A AND S-509) LOADINGS:

STRUCTURE SPECIFIC DESIGN CRITERIA

HL-93.........................VEHICULAR ACCESS, USUAL/UNUSUAL: ………………

VERTICAL LIVE LOAD

A COASTAL WAVE)

WAVE LOAD ASSUMED TO BE INCLUDED IN HYDROSTATIC (NOT

WAVE

29.7*DINPOUNDMENT SIDE (PSF): ……………………………

16*DEMBANKMENT SIDE (PSF): ……………………………

INLET STRUCTURE EQUIVALENT LATERAL EARTH PRESSURE

181*DBOX CULVERT EQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): ………………………………

LATERAL EARTH

4,500EXTREME: ……………………………………….…...........…

3,450UNUSUAL: ……………………………………….…...........…

3,000USUAL: ……………………………………….…...........…

ALLOWABLE BEARING CAPACITY (PSF) FOR BOX CULVERT

2,925EXTREME: ……………………………………….…...........…

2,243UNUSUAL: ……………………………………….…...........…

1,950USUAL: ……………………………………….…...........…

ALLOWABLE BEARING CAPACITY (PSF) (FOR INLET AND OUTLET)

BEARING CAPACITY

CULVERTS FOR VEHICULAR TRAFFIC (S-505E) LOADINGS:

5.4 FTEXTREME, WATER EL:

4.2 FTUNUSUAL, WATER EL:

3.7 FTUSUAL, WATER EL:

HYDROSTATIC ELEVATIONS (NAVD 88)

35.6*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CONCRETE PIPE

35.6*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CULVERT HEADWALLS AND WING WALLS

LATERAL EARTH PRESSURES

5400EXTREME (PSF):

4140UNUSUAL (PSF):

3600USUAL (PSF):

ALLOWABLE BEARING PRESSURE

BEARING CAPACITY

OUTLET STRUCTURE

HL-93VEHICULAR ACCESS, USUAL/UNUSUAL: ………………

100LIGHT EQUIPMENT (PSF), USUAL/UNUSUAL: …………

100PERSONNEL ACCESS (PSF), USUAL/UNUSUAL: ……

VERTICAL LIVE LOAD

A COASTAL WAVE)

WAVE LOAD ASSUMED TO BE INCLUDED IN HYDROSTATIC (NOT

WAVE

5.4 FTEXTREME, WATER EL:

5.0 FTUNUSUAL, WATER EL:

4.7 FTUSUAL, WATER EL:

HYDROSTATIC ELEVATIONS (NAVD 88)

35.6*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CONCRETE PIPE

35.6*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CULVERT HEADWALLS AND WING WALLS

LATERAL EARTH PRESSURES

5400EXTREME (PSF):

4140UNUSUAL (PSF):

3600USUAL (PSF):

ALLOWABLE BEARING PRESSURE

BEARING CAPACITY

INLET STRUCTURE

GATED CULVERT (S-506B) LOADINGS:

DRAFT

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SPECIFICATION SECTION ITEM

LIMITED TO, THE FOLLOWING ITEMS:

THE DEFERRED SUBMITTALS MUST INCLUDE AS A MINIMUM, BUT NOT BE

GOVERNMENT AND THE ENGINEER OF RECORD.

WILL COMMENCE UNTIL THE FINAL APPROVAL HAS BEEN ISSUED BY THE

SEALED BY A LICENSED FLORIDA PROFESSIONAL ENGINEER. NO FABRICATION

DRAWINGS AND CALCULATIONS FOR THESE ITEMS WILL BE SIGNED AND

GOVERNMENT.

BY THE ENGINEER OF RECORD AND APPROVED BY THE

THE PLANS FOR SUCH WORK HAVE BEEN REVIEWED AND FOUND ACCEPTABLE

NO WORK WILL BE PERFORMED FOR DEFERRED SUBMITTAL ITEMS UNTIL

INSTALLATION OF THAT PORTION OF THE WORK.

SUBMITTED TO THE PERMITTING AGENCY PRIOR TO FABRICATION OR

AT THE TIME OF THE PERMIT APPLICATION, AND WHICH ARE TO BE

PROVIDED BY THE CONTRACTOR AND THEREFORE WERE NOT SUBMITTED

DEFERRED SUBMITTALS ARE THOSE PORTIONS OF THE DESIGN WHICH ARE

03 45 33 PRECAST STRUCTURAL CONCRETE

PUMP STATION WALLS PANELS

CONTROL BUILDING AT S-504A, S-506A

DEFERRED SUBMITTALS:STRUCTURE SPECIFIC DESIGN CRITERIA

05 52 00 METAL RAILING RAILING PIPE (RAIL AND POSTS)

HOLLOW CORE SLABS

DOUBLE TEES, PUMP STATION

PUMPS STATION PRESTRESSED

STRUCTURAL CONCRETE

03 45 34 PRECAST PRESTRESSED

05 12 00 STRUCTURAL STEEL STAIRS, STEEL CONNECTIONS*

OTHERWISE ON THE CONTRACT DRAWINGS.

CONSIDERED A DEFERRED SUBMITTAL ITEM UNLESS SHOWN AND DETAILED

* STRUCTURAL STEEL MEMBERS AND ASSOCIATED CONNECTIONS ARE TO BE

4.1 FTEXTREME, WATER EL:

3.8 FTUNUSUAL, WATER EL:

3.6 FTUSUAL, WATER EL:

HYDROSTATIC ELEVATIONS (NAVD 88)

38.7*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CONCRETE PIPE

38.7*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CULVERT HEADWALLS AND WING WALLS

LATERAL EARTH PRESSURES

4800EXTREME (PSF):

3680UNUSUAL (PSF):

3200USUAL (PSF):

ALLOWABLE BEARING PRESSURE

BEARING CAPACITY

OUTLET STRUCTURE

HL-93VEHICULAR ACCESS, USUAL/UNUSUAL: ………………

100LIGHT EQUIPMENT (PSF), USUAL/UNUSUAL: …………

100PERSONNEL ACCESS (PSF), USUAL/UNUSUAL: ……

VERTICAL LIVE LOAD

A COASTAL WAVE)

WAVE LOAD ASSUMED TO BE INCLUDED IN HYDROSTATIC (NOT

WAVE

4.7 FTEXTREME, WATER EL:

4.4 FTUNUSUAL, WATER EL:

4.1 FTUSUAL, WATER EL:

HYDROSTATIC ELEVATIONS (NAVD 88)

37.4*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

125SOIL UNIT WEIGHT (PCF): …………...........……………

CONCRETE PIPE

37.4*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

125SOIL UNIT WEIGHT (PCF): …………...........……………

CULVERT HEADWALLS AND WING WALLS

LATERAL EARTH PRESSURES

4050EXTREME (PSF):

3105UNUSUAL (PSF):

2700USUAL (PSF):

ALLOWABLE BEARING PRESSURE

BEARING CAPACITY

INLET STRUCTURE

GATED CULVERT (S-508A) LOADINGS:

5.5 FTEXTREME, WATER EL:

4.4 FTUNUSUAL, WATER EL:

4.2 FTUSUAL, WATER EL:

HYDROSTATIC ELEVATIONS (NAVD 88)

38.7*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CONCRETE PIPE

38.7*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CULVERT HEADWALLS AND WING WALLS

LATERAL EARTH PRESSURES

5400EXTREME (PSF):

4140UNUSUAL (PSF):

3600USUAL (PSF):

ALLOWABLE BEARING PRESSURE

BEARING CAPACITY

OUTLET STRUCTURE

HL-93VEHICULAR ACCESS, USUAL/UNUSUAL: ………………

100LIGHT EQUIPMENT (PSF), USUAL/UNUSUAL: …………

100....................PERSONNEL ACCESS (PSF), USUAL/UNUSUAL: ……...

VERTICAL LIVE LOAD

A COASTAL WAVE)

WAVE LOAD ASSUMED TO BE INCLUDED IN HYDROSTATIC (NOT

WAVE

5.3 FTEXTREME, WATER EL:

4.9 FTUNUSUAL, WATER EL:

4.6 FTUSUAL, WATER EL:

HYDROSTATIC ELEVATIONS (NAVD 88)

38.7*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CONCRETE PIPE

38.7*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CULVERT HEADWALLS AND WING WALLS

LATERAL EARTH PRESSURES

3150EXTREME (PSF):

2415UNUSUAL (PSF):

2100USUAL (PSF):

ALLOWABLE BEARING PRESSURE

BEARING CAPACITY

INLET STRUCTURE

GATED CULVERT (S-508D) LOADINGS:

STRUCTURE SPECIFIC DESIGN CRITERIA

5.5 FTEXTREME, WATER EL:

4.1 FTUNUSUAL, WATER EL:

3.9 FTUSUAL, WATER EL:

HYDROSTATIC ELEVATIONS (NAVD 88)

38.7*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CONCRETE PIPE

38.7*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CULVERT HEADWALLS AND WING WALLS

LATERAL EARTH PRESSURES

3150EXTREME (PSF):

2415UNUSUAL (PSF):

2100USUAL (PSF):

ALLOWABLE BEARING PRESSURE

BEARING CAPACITY

OUTLET STRUCTURE

HL-93VEHICULAR ACCESS, USUAL/UNUSUAL: ………………

LIGHT EQUIPMENT (PSF), USUAL/UNUSUAL: …………

100PERSONNEL ACCESS (PSF), USUAL/UNUSUAL: ……

VERTICAL LIVE LOAD

A COASTAL WAVE)

WAVE LOAD ASSUMED TO BE INCLUDED IN HYDROSTATIC (NOT

WAVE

6.3 FTEXTREME, WATER EL:

6.3 FTUNUSUAL, WATER EL:

6.3 FTUSUAL, WATER EL:

HYDROSTATIC ELEVATIONS (NAVD 88)

38.7*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CONCRETE PIPE

38.7*DEQUIVALENT LATERAL EARTH PRESSURE (PSF):

130SOIL UNIT WEIGHT (PCF): …………...........……………

CULVERT HEADWALLS AND WING WALLS

LATERAL EARTH PRESSURES

3150EXTREME (PSF):

2415UNUSUAL (PSF):

2100USUAL (PSF):

ALLOWABLE BEARING PRESSURE

BEARING CAPACITY

INLET STRUCTURE

GATED CULVERT (S-511) LOADINGS:

PRECAST CONCRETE

CLEANED FOR BOND.

ALL CONSTRUCTION JOINTS, MUST BE ROUGH AND THOROUGHLY

+/- 1/2 INCH FOR MEMBERS WITH DEPTH D > 8 INCHES

+/- 3/8 INCH FOR MEMBERS WITH DEPTH D </= 8 INCHES

TOLERANCES IN PLACING REINFORCEMENT MUST BE:

"MANUAL OF STANDARD PRACTICE", LATEST EDITION.

UNLESS OTHERWISE INDICATED, MUST BE IN ACCORDANCE WITH CRSI

ALL DETAILING, FABRICATION AND PLACING OF REINFORCING BARS,

CARBON-STEEL BARS FOR CONCRETE REINFORCEMENT", GRADE 60.

QUALITY TO THE REQUIREMENTS OF ASTM A-615, "DEFORMED AND PLAIN

REINFORCEMENT STEEL MUST BE DEFORMED BARS CONFORMING IN

RELAXATION, SEVEN-WIRE STEEL STRAND FOR PRESTRESED CONCRETE".

REQUIREMENTS OF ASTM A416, "STANDARD SPECIFICATION FOR LOW -

PRESTRESSING STRANDS MUST CONFORM TO THE QUALITY

5,000 PSI PRECAST HOLLOW CORE SLABS f'c:

7,000 PSI PRECAST WALL PANELS f'c:

7,500 PSI PRECAST ROOF GIRDERS f'c:

COMPRESSIVE STRENGTH OF THE FOLLOWING VALUES:

CONCRETE AT THE PUMP STATION MUST DEVELOP A MINIMUM

UNLESS OTHERWISE NOTED OR SPECIFIED, ALL PRECAST STRUCTURAL

COVER FOR REINFORCING BARS AND STRANDS MUST BE AS FOLLOWS:

UNLESS OTHERWISE SHOWN ON THE DRAWINGS PRECAST CONCRETE

AT ALL TIMES.

CONCRETE, A MINIMUM OF 2 INCHES CLEARANCE MUST BE PROVIDED

WITH ANY PIPE, PIPE FLANGE OR METAL PARTS EMBEDDED IN

REINFORCING BARS AND ACCESSORIES MUST NOT BE IN CONTACT

REINFORCEMENT MUST BE AS SHOWN ON GENERAL DETAILS.

UNLESS OTHERWISE INDICATED ON THE DRAWINGS, LAPS OF

OTHERWISE.

ALL GROUT MUST BE NON-SHRINK GROUT, UNLESS INDICATED

ALL

BARS

#6 THROUGH #18

SMALLER

D31 WIRE, AND

#5 BAR, W31 OR

TO WEATHER

NOT EXPOSED

WALLS

SLABS AND #14 AND #18 BARS 1-1/2"

SMALLER

#11 BARS AND 3/4"

BEAMS

STIRRUPS AND TIES

REINFORCEMENT,

PRIMARY 1-1/2"

WEATHER

EXPOSED TO 2"

1 1/2"

MAXIMUM DIAMETER OF REINFORCEMENT.

THE NOMINAL MAXIMUM SIZE OF AGGREGATE, OR 2.5 TIMES THE

IN NO CASE SHALL THE COVER BE LESS THAN: 1.5 TIMESNOTES:

CENTERED.

LAYER OF REINFORCEMENT MUST HAVE THAT REINFORCEMENT

UNLESS OTHERWISE NOTED, WALLS AND SLABS SHOWN WITH A SINGLE DRAFT

k3endlml Rectangle k3endlml Rectangle

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40'-6"

(TYP)

2'-0"

A2

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IN

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INDEX 430-031

FDOT STANDARD PLANS

ACCORDANCE WITH

PROVIDE ENDWALL IN

INVERT EL -0.50

S-500A UNGATED CULVERT - SECTION

-5

A U

N G

A T

E D C

U L V

E R

T

SPECIFICATION 33 41 00

PIPE, ASTM F94 REFER TO

S-2101

ROAD EL 6.68 (TYP)

CANAL MAINTENANCE

B

A

A B

INDEX 430-031

FDOT STANDARD PLANS

ACCORDANCE WITH

PROVIDE ENDWALL IN

INVERT EL -0.50

SURFACE TREATMENT

REFER TO DWG CF1901 FOR

SURFACE TREATMENT (TYP)

REFER TO DWG CF1901 FOR

FOOTING

HEADWALL

DAMS AND LEVEES

EMBANKMENT FOR EARTH

SPECIFICATION 35 73 13

IN ACCORDANCE WITH

PLACED AND COMPACTED

BACKFILL MUST BE

FILL EMBANKMENT

(TYP OF 2)

HDPE PIPE

S-500A UNGATED CULVERT - SECTION

D7

PIPE CENTERLINE

BE BACKFILLED WITH CLSM UP TO

AREA BETWEEN CULVERTS MUST

BACKFILL

CLSM

SEE SECTION D7 / -

CLSM BACKFILL

SEE SECTION D7 / -

CLSM BACKFILL

AND BTWN PIPES)

SIDES OF CULVERT

BACKFILL (BOTH

TOP OF CLSM

60"Ø HDPE PIPE (TYP OF 2)

(2 LAYERS)

BIAXIAL GEOGRID

(TYP)

5'-0" MIN

(2 LAYERS)

BIAXIAL GEOGRID

(TYP)

27'-0"

SURFACE TREATMENT

REFER TO DWG CF1901 FOR

THIS DWG

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the signature must be verified signed and sealed and document are not considered

Printed copies of this

Craig P Kaltenbach signed and sealed by

This item has been digitally

License No. 63619

Professional Engineer, State of Florida, Craig P Kaltenbach, B R

O W

A R

D C

O U

N T

Y

F L

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ID

A

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C-512 CANAL

0 4' 8'2'

0 4' 8'2'

C L

CULVERT

R O

A D

C A

N A

L M

A

IN

T E

N A

N C

E

PER CIVIL

FG EL

CANAL EL -1.00

BOTTOM OF C-512

TOC EL -1.00

S-500A UNGATED CULVERT - PLAN

EXISTING CANAL A/5

S-2101

C2

F L

O W

FLOW

GENERAL SHEET NOTES

SECTION 35 31 19 STONE CHANNEL PROTECTION FOR STRUCTURES.

TO STRUCTURES. STONE MUST BE PLACED IN ACCORDANCE WITH SPECIFICATION

REFER TO CIVIL DRAWINGS FOR STONE PLACEMENT REQUIREMENTS ADJACENT9.

CLSM PLACEMENT.

SEQUENCE AND PROVISIONS TO SECURE THE HDPE FROM FLOATING DURING

CONTROL SYSTEM. CONTRACTOR IS RESPONSIBLE FOR CLSM PLACEMENT

CONTRACTOR'S SELECTED EXCAVATION SUPPORT AND GROUNDWATER

ADJACENT TO THE CULVERT. PLACEMENT MUST BE COMPATIBLE WITH THE

CONTRACTOR MUST PROVIDE A CLSM PLACEMENT PLAN FOR CLSM BACKFILL8.

FOUNDATION PREPARATION.

ACCORDANCE WITH SPECIFICATIONS 31 00 00 EARTHWORK AND 31 60 00

CONTRACTOR MUST EXCAVATE, PREPARE SUBGRADE, AND BACKFILL IN 7.

BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER.

31 52 10 DEWATERING AND COFFERDAM. DESIGN MUST BE SIGNED AND SEALED

SYSTEM DESIGN FOR REVIEW IN ACCORDANCE WITH SPECIFICATION SECTION

CONTRACTOR MUST PROVIDE A EXCAVATION SUPPORT AND DEWATERING 6.

REQUIREMENTS).

GRADE TREATMENT (STONE, SOIL-CEMENT, AND OTHER SOIL MATERIAL

REFER TO CIVIL DRAWINGS FOR EMBANKMENT PROTECTION AND FINISHED5.

DRAWINGS. SEE DRAWING CF1901 FOR AREA S-500A CIVIL SITE WORK DETAILS.

ELEVATIONS AND SLOPE REQUIREMENTS ARE ESTABLISHED ON THE CIVIL

THE STRUCTURAL DRAWINGS ARE SHOWN FOR REFERENCE. FINISHED GRADE

CIVIL GRADE LOCATIONS, ELEVATIONS, COORDINATES AND SLOPES SHOWN ON4.

STANTEC HYDRAULIC ENGINEERS UNLESS NOTED OTHERWISE.

DESIGN WATER SURFACE ELEVATIONS (IN NAVD88) WERE DETERMINED BY 3.

GRIDLINES ARE SHOWN TO INSIDE FACE OF ENDWALLS.2.

430-031.

DRAWING MUST COMPLY WITH FDOT CMS AND FDOT STANDARDS PLANS INDEX

ENDWALL DETAILS SHOWN ON THIS DRAWING. ENDWALL DETAILS SHOWN ON THIS

PROJECT CONCRETE AND GENERAL NOTES ARE NOT APPLICABLE FOR THE 1.

TOC EL 6.17

EL 6.1

EXTREME HW

F L

EL 4.4

UNUSUAL HW

EL 3.8

USUAL TW

EL 3.8

USUAL HW

EL 4.3

UNUSUAL TW

EL 5.6

EXTREME TW

(OPP HAND)

MITIGATION AREA A

AREA NORTH OF

N

E 844574.05

N 640619.90

E 844574.43

N 640583.49

8'0 4' 16'

S-2101

C2

SW 36TH ST

U S

S O

U T H P

O S T R

O A

D

KEY PLAN

N

B2

S-2102

S-2102

E2

S-2102

E2

A2

S-2101

A2

S-2101

S-2101

D7

S-2101

D7

CL CULVERT CL

STRUCTURE

NORTH ENDCL

STRUCTURE

SOUTH ENDCL

SW 26TH ST

GRIFFIN ROADDRAFT

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FOUNDATION

ENDWALL

ENDWALL FOUNDATION

8" 3'-10"

2'-4"

16'-0"

40'-6"

S-500A TYPICAL ENDWALL - PLAN

40'-6"

S -5

A U

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A T

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U L V

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T E

N D

W A

L L

S-500A TYPICAL ENDWALL - ELEVATION

8'-6" 16'-0"

TO SPECIFICATION 33 41 00

INDEX 430-031

FDOT STANDARD PLANS

ACCORDANCE WITH

PROVIDE ENDWALL IN

S-500A TYPICAL ENDWALL - SECTION

B8

S-2102

3'-6"

INDEX 430-031

FDOT STANDARD PLANS

ACCORDANCE WITH

PROVIDE ENDWALL IN

S-500A UNGATED CULVERT - ISOMETRIC

SCALE: NTS

E8

PLANS INDEX 430-031

WITH FDOT STANDARD

IN ACCORDANCE

PROVIDE ENDWALL

A

B

8'-6"16'-0"

(TYP OF 2)

FOUNDATION

ENDWALL

SPECIFICATION 33 41 00

10"

A

(TYP OF 2)

ENDWALL (TYP OF 2)

(TYP)

2'-6"

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E T

R A

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C H

J O

I N

T V

E T

U R

E N

J V

I I on any electronic copies.

the signature must be verified signed and sealed and document are not considered

Printed copies of this

Craig P Kaltenbach signed and sealed by

This item has been digitally

License No. 63619

Professional Engineer, State of Florida, Craig P Kaltenbach, B R

O W

A R

D C

O U

N T

Y

F L

O R

ID

A

C O

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CL

4'0 2' 8'

4'0 2' 8' 4'0 2' 8'

EL -3.00

EL -1.75

TOC EL 6.17

CULVERT CL CULVERT

INV EL -0.50

TOC EL -1.00

EL -3.00

EL -1.75

TOC EL 6.17

INV EL -0.50

TOC EL -1.00

CL CULVERT CL CULVERT

S-2102

E2

S-2102

E2

S-2101

C2

GENERAL SHEET NOTES

REQUIREMENTS).

TREATMENTS (STONE, SOIL CEMENT, AND OTHER SOIL MATERIAL

REFER TO CF 1901 FOR EMBANKMENT PROTECTION AND FINISHED GRADE 2.

COVER MUST BE IN ACCORDANCE WITH FDOT STANDARD PLANS INDEX 430-031.

MATERIAL, DETAILS, DIMENSIONS, REINFORCING AND REINFORCING CLEAR

CONTRACTOR MUST FURNISH AND INSTALL ENDWALL COMPLETE AND IN PLACE.1.

N

OPP HAND

(TYP AT ENDWALL)

PENETRATION

ENDWALL PIPE

B8

S-2102

B8

S-2102

B2

S-2102

SZ0004

F4

DRAFT

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UNGATED BOX CULVERT

5'-0"x6'-0" CIP CONC

S-2601

D

B

SEE CIVIL, TYP

FINISH GRADE

HEADWALL (TYP)

CIP CONC INLET

CIP CONC OUTLET HEADWALL

A

129'-8"

B1

S-505E UNGATED CULVERT - SECTION

S-505E UNGATED CULVERT - PLAN

D1

C

B

C

D

A

129'-8"

(TYP)

HEADWALL

OUTLET

CIP CONC

CIP CONC INLET HEADWALL

HEADWALL

15'-0"

(TYP)

3'-0"

15'-4"

SEE NOTE 1

LIMESTONE SUB-GRADE

15'-0" 15'-0" 15'-0" 15'-0" 15'-4" 15'-0"

15'-0"

CCLJ CCLJ CCLJ CCLJ CCLJ CCLJ CCLJ

EARTHWORK TO GROUND SURFACE

SPECIFICATION SECTION 31 00 00

BACKFILL IN ACCORDANCE WITH

PLACE AND COMPACT STRUCTURAL

BACKFILL (BEYOND)

TOP OF CLSM

SEE SECTION A1 / -

CLSM BACKFILL

SEE SECTION A1 / -

CLSM BACKFILL

S-505E UNGATED CULVERT - SECTION

(TYP)

2'-0"

(TYP)

BACKFILL

CLSM

BACKFILL

STRUCTURAL

(EL VARIES)

TOP OF ROCK

CCLJCCLJ

(T Y

P

(T Y

P

THIS DWG

S O

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SHEET ID

®of Engineers

US Army Corps

U .S

A

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C H

J O

I N

T V

E T

U R

E N

J V

I I on any electronic copies.

the signature must be verified signed and sealed and document are not considered

Printed copies of this

Craig P Kaltenbach signed and sealed by

This item has been digitally

License No. 63619

Professional Engineer, State of Florida, Craig P Kaltenbach, B R

O W

A R

D C

O U

N T

Y

F L

O R

ID

A

C O

N T

R A

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CLACCESS ROAD

GENERAL SHEET NOTES

MAXIMUM LIFT HEIGHT FOR CLSM PLACEMENT MUST BE 7'-8".11.

TREATMENTS (STONE, SOIL CEMENT, AND OTHER SOIL MATERIAL REQUIREMENTS).

REFER TO CF1912 FOR EMBANKMENT PROTECTION AND FINISHED GRADE 10.

THE FOUNDATION.

CLSM BACKFILL MUST EXTEND TO THE HORIZONTAL LIMITS OF EXCAVATION INTO 9.

SYSTEM.

CONTRACTOR'S SELECTED EXCAVATION SUPPORT AND GROUNDWATER CONTROL

ADJACENT TO THE CULVERT. PLACEMENT MUST BE COMPATIBLE WITH THE

CONTRACTOR MUST PROVIDE A CLSM PLACEMENT PLAN FOR CLSM BACKFILL 8.

ACCORDANCE WITH SPECIFICATION 31 00 00 EARTHWORK.

STRUCTURAL FILL MUST BE PLACED ADJACENT TO CONCRETE STRUCTURES IN 7.

CIVIL DRAWINGS. SEE DWG CF1912 FOR AREA S-505E CIVIL SITE WORK DETAILS.

GRADE ELEVATIONS AND SLOPE REQUIREMENTS ARE ESTABLISHED ON THE

ON THE STRUCTURAL DRAWINGS ARE SHOWN FOR REFERENCE. FINISHED

CIVIL GRADE LOCATIONS, ELEVATIONS, COORDINATES AND SLOPES SHOWN6.

GRIDLINES ARE SHOWN TO THE INSIDE FACE OF HEADWALLS.5.

FLORIDA REGISTERED PROFESSIONAL ENGINEER.

DEWATERING AND COFFERDAM. DESIGN MUST BE SIGNED AND SEALED BY A

SYSTEM DESIGN FOR REVIEW IN ACCORDANCE WITH SPECIFICATION 31 52 10

CONTRACTOR MUST PROVIDE A EXCAVATION SUPPORT AND DEWATERING4.

35 31 19 STONE PROTECTION FOR STRUCTURES.

STONE MUST BE PLACED IN ACCORDANCE WITH SPECIFICATION SECTION3.

STRUCTURES.

REFER TO CIVIL DRAWINGS FOR STONE REQUIREMENTS ADJACENT TO2.

SPECIFICATION SECTION 31 60 00 FOUNDATION PREPARATION.

SEE SPECIFICATIONS FOR FOUNDATION PREPARATION AND DENTAL WORK1.

TOC EL 7.50

CANAL EL -2.5

BOTTOM OF C-511

EL 5.5

EXTREME TW

EL 4.2

UNUSUAL TW

EL 4.0

USUAL TW

EL 4.1

USUAL HW

EL 4.4

UNUSUAL HW EL 5.5

EXTREME HW

TOC EL 7.50

INV EL -2.50

S-2601

D1

0 8'4' 16'

0 8'4' 16'

FLOW

FLOW

FLOW

HAND

OPP

CCLJ

N

INV EL -2.50

CANAL EL -2.5

BOTTOM OF C-511

HEADWALL

FULL LENGTH OF

(SIDE MOUNTED, TYP)

TYPE A PICKET RAILING

EL VARIES

TOP OF ROCK

C L

MONOLITH "2" MONOLITH "2"

CLOSURE

CCLJ

CJ-8

CJ-8

CJ-8

CJ-8

MONOLITH "1"

HEADWALL

CJ-8

CJ-8

CJ-8

CJ-8

CCLJ CCLJ CCLJ CCLJ

MONOLITH "5"

CULVERT

MONOLITH "4"

CULVERT

MONOLITH "3"

CULVERT

MONOLITH "2"

CULVERT

MONOLITH "1"

CULVERT

MONOLITH "1"

CLOSURE

CONSTRUCT CLOSURE MONOLITHS "1" AND "2".6.

PLACING CLOSURE MONOLITHS.

WAIT AT LEAST 10 DAYS FOR ALL PLACED CONCRETE TO COOL PRIOR TO 5.

CONSTRUCT ADDITIONAL CULVERT MONOLITH "2" AND "4".4.

PLACING CONCRETE ADJACENT TO IN-PLACE CONCRETE MONOLITHS.

WAIT AT LEAST 10-DAYS FOR ALL PLACED CONCRETE TO COOL PRIOR TO 3.

BETWEEN EACH CULVERT MONOLITH.

CHECKERBOARD PATTERN, LEAVING ONE SECTION OF CULVERT MONOLITH

CONSTRUCT CULVERT MONOLITHS "1", "3" AND "5" IN ALTERNATING 2.

CONSTRUCT HEADWALL MONOLITHS "1" AND "2".1.

SEQUENCE:

CULVERT MONOLITHS INCLUDING ALL WALLS AND SLABS.

REQUIRED TO COMPLETE CLOSURE BETWEEN THE HEADWALL MONOLITH AND

A CLOSURE MONOLITH MUST BE CONSIDERED ALL REINFORCED CONCRETE

CONSIDERED CCLJ-1 THROUGH CCLJ-2 ON DRAWING SZ0001.

AND SLABS BETWEEN CONDUIT CONTROL JOINTS. CONDUIT CONTROL JOINTS ARE

REQUIRED TO COMPLETE EACH LENGTH OF THE CONDUIT INCLUDING ALL WALLS

A CULVERT MONOLITH MUST BE CONSIDERED ALL REINFORCED CONCRETE

MONOLITH.

THROUGH CJ-8 ARE REQUIRED WHERE INDICATED WITHIN THE HEADWALL

ANY WINGWALLS UP TO THE MONOLITH CONTRACTION JOINTS. INSTALLATION OF CJ-1

REQUIRED TO COMPLETE THE HEADWALL INCLUDING ALL WALLS AND SLABS AND

A HEADWALL MONOLITH MUST BE CONSIDERED ALL REINFORCED CONCRETE

CJ-8 ON DRAWING SZ0001.

CONSTRUCTION JOINTS. CONSTRUCTION JOINTS ARE CONSIDERED CJ-1 THROUGH

A MONOLITH IS CONSIDERED CONCRETE THAT IS CAST WITH NO JOINTS OTHER THAN

CONSTRUCTION SEQUENCE NOTES

8'0 4' 16'

S-2601

D1

L

E 845738.87

N 637926.60

STRUCTURE

SOUTH ENDCL

E 845603.21

N 637925.13

STRUCTURE

NORTH ENDC

CCLJ CCLJ

N

SW 36TH ST

U S

S O

U T H P

O S T R

O A

D

KEY PLAN

B1

S-2601

B1

S-2601

A1

S-2602

A1

S-2602

S-2602

D1

S-2602

D1

SZ0005

D2

A5

S-2602

A5

S-2602

A1

S-2601

A1

S-2601

C U

L V

E R

T

(T Y

P

(T Y

P

SW 26TH ST

GRIFFIN ROADDRAFT

k3endlml Rectangle k3endlml Rectangle

(TYP OF 2)

CIP CONC HEADWALL

HEADWALL

CIP CONC

W W

E B

E R

P L

A N

S

E C

T

IO

N S

A N

D D

E T

A

IL

S

S -5

E U

N G

A T

E D

C U

L V

E R

T E

N D

W A

S-2602

C A

T T

U R

IN

I

C

K A

L T

E N

B A

Z

L Y

B

A

B

D

C

BOX CULVERT

CIP CONC UNGATED

DOUBLE 5'-0" x 6'-0"

BOX CULVERT

CIP CONC UNGATED

DOUBLE 5'-0" x 6'-0"

(TYP AT FDTN)

CJ-1 WATERSTOP

(TYP AT TOP SLAB)

CJ-5 WATERSTOP

CJ-7

CCLJ-2

CJ-7

CCLJ-2 WATERSTOP

12'-0" 1'-6"

1'-6"

TOP SLAB REINF

FOR BOX CULVERT

REFER TO A5 / -

EW EF

#6@12"

EW T&B

#6@12"

SLAB REINF

BOX CULVERT FDTN

REFER TO A5 / - FOR

EW T&B

#6@12"

(TYP)

3" CLR

(T Y

P

L A

P

EW EF (TYP)

#6@12"

EF (TYP)

#6 DOWELS @ 12"

(TYP)

3" CLR

(T Y

P

C

L R

EW EF (TYP)

#6@12"

BOX CULVERT (TYP)

AT ALL CORNERS OF

PROVIDE 2" CHAMFER

S-505E BOX CULVERT AT HEADWALL - SECTION

S-505E NON - GATED CULVERT - SECTION

D5

S-505E NON - GATED CULVERT - PLAN

C

(T Y

P

L A

P

REINF

FOR HEADWALL

REFER TO A5 / -

REINF

BOX CULVERT WALL

REFER TO A1 / - FOR

S-505E HEADWALL - DETAIL

D9

SLAB REINF

BOX CULVERT TOP

REFER TO A1 / - FOR

EW EF

#6@12"

EF

#6 DOWELS @ 12"

EMBEDEMBED

4" CLR

SLAB REINF

INLET / OUTLET FDTN

REFER TO A1 / - FOR

C

L R

C

L R

C

L R

C

L R

CCLJ-1 WATERSTOP

2'-6" 12'-0"

EMBED

EMBED

WATERSTOP

CCLJ-2

CCLJ-1 CJ-4

S-505E HEADWALL - DETAIL

F5

REINFORCING

1'-6" THICK WALL

REFER TO A1/- FOR

C

EMBED

REINFORCING

1'-0" THICK WALL

REFER TO A5/- FOR

2'-6" WATERSTOP

CCLJ -1

EW T&B

#5@12"

(TYP)

HOOKS TO FIT

FIELD ROTATE

EW EF

#6@12"

B C

(TYP)

2" CLR

(TYP)

1'-0"

4" CLR

EW T&B (TYP)

#5@12"

EW EF (TYP)

#5@12"

EF (TYP)

#5 DOWELS @ 12"

(TYP AT FDTN)

CJ-1 WATERSTOP

C

L R

S-505E BOX CULVERT - SECTION

A5

(T Y

P

C

L R

CJ-4

WINGWALL

CIP CONC

(TYP)

3" CLR

A8

S-505E HEADWALL - SECTION

ONLY

OUTSIDE FACE

#6@12" VERT

ONLY

INSIDE FACE

#7@12" VERT

ONLY

OUTSIDE FACE

#6 DOWELS @ 12"

EW T&B

#6@12"

(T Y

P

C

L R

CJ-2

FOUNDATION

CIP CONC

INSIDE FACE ONLY

#7 DOWELS @ 12"

(T Y

P

L A

P

EF

#6@12" HORIZ

@ 12" EF

#6 DOWELS

BOX CULVERT (TYP)

AT ALL CORNERS OF

PROVIDE 2" CHAMFER

S O

L

IC

IT

A

T

IO

N N

O

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

A

M A

R K

S I Z

E

S U

B M

IT

T

E D

B Y

D A

T E

C O

N T

R A

C T

N O

C

H E

C K

E D

B Y

D R

A W

N B

Y

IS

S

U E

D A

T E

B

C

D

E

F

G

2 3 4 5 6 7 8 9 10

SHEET ID

®of Engineers

US Army Corps

U .S

A

R M

Y C

O R

P S

O F

E N

G

IN

E E

R S

F

IL

E N

A M

E

D R

A W

IN

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D A

T E

A N

S I

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W

E P

-2

-C -X

X X

X

JA

C

K S

O N

V

IL

L E

D

IS

T R

IC

T

S

A N

M A

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O B

L V

D

J A

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S O

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IL

L

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-1 C

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-2 .d g n

U s e r:

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/2

/2

/2

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/2

/2 n te c T

E T

R A

T E

C H

J O

I N

T V

E T

U R

E N

J V

I I on any electronic copies.

the signature must be verified signed and sealed and document are not considered

Printed copies of this

Craig P Kaltenbach signed and sealed by

This item has been digitally

License No. 63619

Professional Engineer, State of Florida, Craig P Kaltenbach, B R

O W

A R

D C

O U

N T

Y

F L

O R

ID

A

C O

N T

R A

C T

C

-1 I

M P

O U

N D

M E

N T

A N

D M

IT

IG

A T

IO

N

A R

E A

A

B R

O W

A R

D C

O U

N T

Y W

A T

E R

P R

E S

E R

V E

A R

E A

S P

R O

J E

C T

C O

M P

R E

H E

N S

IV

E

E V

E R

G L

A D

E S

R E

S T

O R

A T

IO

N

P L

A N

C

E R

P

W E

P R

C O

N T

R A

C T

F

IN

A

L S

U B

M

IT

T A

L S

E P

T E

M B

E R

N

O T

F O

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O N

S T

R U

C T

IO

N

4'0 2' 8'

TOC EL 7.50

S-2601

D1

S-2602

D1

0 4' 8'2'

4'0 2' 8'

TOC EL 7.50

TOC EL 4.50

TOC EL -2.50

OPP HAND

CL BOX CULVERT

EL 5.00

OPP HAND

S-2601

D1

CL BOX CULVERT

TOC EL -2.50

N

FULL LENGTH OF HEADWALL

(SIDE MOUNTED, TYP)

TYPE A PICKET RAILING

S-2602

D1

0 2' 4'1'

N

TOC EL 5.00

OPP HAND

OPP HAND

CCLJ

CCLJ

S-2602

D1

0 2' 4'1'

N

CCLJ

DEVELOPMENT OF BARS.

REFER TO A2/SZ0003 FOR HOOK EMBEDMENT AND LAP LENGTHS REQUIRED FOR 1.

GENERAL SHEET NOTES

EL 4.50

TOC

EL -2.50

TOC

4'0 2' 8' S-2601

D1

EL 7.50

TOC

OPP HAND

S-2602

D1

MOUNTED, TYP)

RAILING (SIDE

TYPE A PICKET

4'0 2' 8'

EL -2.50

TOC

EL 3.50

CJ

FULL LENGTH OF HEADWALL

(SIDE MOUNTED, TYP)

TYPE A PICKET RAILING

D5

S-2602

D5

S-2602

A8

S-2602

A8

S-2602

SZ0005

D2

SZ0005

D2

S-2602

D9

S-2602

F5

S-2602

D9

S-2602

F5

SZ0005

D2

DRAFT

k3endlml Rectangle k3endlml Rectangle

SHEET PILE PZ-22 (TYP.)

SEE CIVIL SHEETS FOR DETAILS

DUMPED ROCK (TYP.)

EXISTING SOIL

1'-0"

TREMIE CONCRETE

#5 REBAR (TYP.)

1 1/2 " CLR (TYP.)

@ 12" C-C (TYP.)

#4 STIRRUP

AND EXTEND 18" INTO CONCRETE CAP

EMBED 30" INTO TREMIE CONCRETE

#8 REBAR @ 12" C-C

4'-0"

3/4" CHAMFER (TYP.)

FINAL GRADE OF CANAL

NEW PZ-22 SHEETPILE

F

R O

M C

-C O

F S

H E

E T

1 1/2 " CLR (TYP.)

SHEET PILE PZ-22 (TYP.)

EXISTING SOIL

TREMIE CONCRETE

#5 REBAR (TYP.)

@ 12" C-C (TYP.)

#4 STIRRUP

T

O

3/4" CHAMFER (TYP.)

AND EXTEND 18" INTO CONCRETE CAP

EMBED 30" INTO TREMIE CONCRETE

#8 REBAR @ 12" C-C

FINAL GRADE OF CANAL

2'-6"

4'-0"

6 EQ. SPACED #5 REBAR

E

Q S

P A

C E

D

R

E B

A R

#4 STIRRUP @ 12" C-C (TYP.)

E

Q S

P A

C E

D

R

E B

A R

3 EQ. SPACED #5 REBAR

#4 STIRRUP @ 12" C-C (TYP.)

E

Q S

P A

C E

D

R

E B

A R

6 EQ. SPACED #5 REBAR

#5 REBAR#5 REBAR

C-511 CANAL

V A

R

IE

VARIES (SEE ELEVATION VIEWS ON SHEET S-2014)

C.I.P. CONCRETE (TYP.)

TOP OF CAST IN PLACE CONCRETE WEIR

TOP OF SHEETING

#8 REBAR @ 12" C-C (TYP.)

MIN.

3'-0"

INTO CANAL BANK AS SHOWN

REINFORCED CAP AT TOP OF SHEETS

EXTEND TREMIE CONCRETE AND

G

K A

T Z

E N

B E

R G

E R

S-2713

E

O L

E A

M

P O

S A

A

T R

O X

E

1'-0" BELOW CREST

TOP SHEETING

PER TABLE

CREST ELEV.

SEE DETAIL C5

SHEET

CL

SHEET

CL

S O

L

IC

IT

A

T

IO

N N

O

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

A

M A

R K

S I Z

E

S U

B M

IT

T

E D

B Y

D A

T E

C O

N T

R A

C T

N O

C

H E

C K

E D

B Y

D R

A W

N B

Y

IS

S

U E

D A

T E

B

C

D

E

F

G

2 3 4 5 6 7 8 9 10

SHEET ID

®of Engineers

US Army Corps

U .S

A

R M

Y C

O R

P S

O F

E N

G

IN

E E

R S

F

IL

E N

A M

E

D R

A W

IN

G

D A

T E

A N

S I

D

W

E P

-2

-C -X

X X

X

JA

C

K S

O N

V

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L E

D

IS

T R

IC

T

S

A N

M A

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IL

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S

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U se r:

R

A C

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A D

A T

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N

/2

/2

/2

/2

/2

/2 n te c T

E T

R A

T E

C H

J O

I N

T V

E T

U R

E N

J V

I I on any electronic copies.

the signature must be verified signed and sealed and document are not considered

Printed copies of this

Mauricio Posada signed and sealed by

This item has been digitally

License No. 69521

Professional Engineer, State of Florida, Mauricio Posada, B R

O W

A R

D C

O U

N T

Y

F L

O R

ID

A

C O

N T

R A

C T

C

-1 I

M P

O U

N D

M E

N T

A N

D M

IT

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A T

IO

N

A R

E A

A

B R

O W

A R

D C

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N T

Y W

A T

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P R

E S

E R

V E

A R

E A

S P

R O

J E

C T

C O

M P

R E

H E

N S

IV

E

E V

E R

G L

A D

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R E

S T

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A T

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N

P L

A N

C

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P

W E

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F

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A

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N

O T

F O

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O N

S T

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C T

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N

WEIR

S-505B

S-505C

S-505F

LOWER STAGE ELEVATION TIP ELEVATION

2.40

3.00

3.00

-47.00

-47.00

-8.00

UPPER STAGE ELEVATION

4.50

4.50

5.00

PER TABLE

CREST ELEV.

SEE DETAIL C5

(TYP.)

T

Y P

T

Y P

T

Y P

(MINIMUM PAST F.G.)

5'-0"

T

O

NOT SHOWN

NOTE: LONGITUDINAL REINFORCEMENT AND STIRRUPS

(S E

E S

-2

PLAN VIEW - BROAD CRESTED WEIR

NOT TO SCALE

TYPICAL SECTION - BROAD CRESTED WEIR - LOWER STAGE

NOT TO SCALE

B R

O A

D C

R E

S T

E D

W E

IR

D

E T

A