Plans.pdf

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PROJECT LOCATION

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PID 002423A

PINELLAS COUNTY SOLID WASTE

INDUSTRIAL WATER TREATMENT PLANT

INTAKE SYSTEM IMPROVEMENTS

NOVEMBER 2022

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HAZEN AND SAWYER

1000 NORTH ASHLEY DRIVE, SUITE 1000

TAMPA, FLORIDA 33602

AN

DR

EW

J ON COLEMAN

PROFESS I ONA L ENG I N

EE

R

F L O R I D A

L I C E NS E

STATE OF

No. 70650

DA

N I EL B . SCHMIDT

PROF ESS I ONA L ENG I N

EE

R

F L O R I D A

L I C E NS E

STATE OF

No. 40233

STATE OF

No. 67253

L I C E N S E

ED

WARD T.McMURR

YA

THE ABOVE NAMED PROFESSIONAL

ENGINEER SHALL BE RESPONSIBLE FOR

THE SHEETS BELOW IN ACCORDANCE WITH RULE

61G15-23.004, F.A.C. THIS SHEET HAS

BEEN DIGITALLY SIGNED AND SEALED

USING A DIGITAL SIGNATURE. PRINTED

COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED AND

THE DIGITAL SIGNATURE MUST BE

VERIFIED ON ANY ELECTRONIC COPIES.

THE ABOVE NAMED PROFESSIONAL

ENGINEER SHALL BE RESPONSIBLE FOR

THE SHEETS BELOW IN ACCORDANCE WITH RULE

61G15-23.004, F.A.C. THIS SHEET HAS

BEEN DIGITALLY SIGNED AND SEALED

USING A DIGITAL SIGNATURE. PRINTED

COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED AND

THE DIGITAL SIGNATURE MUST BE

VERIFIED ON ANY ELECTRONIC COPIES.

THE ABOVE NAMED PROFESSIONAL

ENGINEER SHALL BE RESPONSIBLE FOR

THE SHEETS BELOW IN ACCORDANCE WITH RULE

61G15-23.004, F.A.C. THIS SHEET HAS

BEEN DIGITALLY SIGNED AND SEALED

USING A DIGITAL SIGNATURE. PRINTED

COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED AND

THE DIGITAL SIGNATURE MUST BE

VERIFIED ON ANY ELECTRONIC COPIES.

TAMPA, FLORIDA 33602

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEETING ALL CONDITIONS AND

REQUIREMENTS OF ALL PERMITS AND ALL GOVERNING FEDERAL, STATE, AND

LOCAL AGENCIES.

2. EXISTING UNDERGROUND FACILITIES, STRUCTURES, AND UTILITIES HAVE BEEN

LOCATED FROM ENGINEER PROVIDED RECORD DRAWINGS AND THEIR LOCATIONS

MUST ONLY BE CONSIDERED AS APPROXIMATE. IT SHALL BE THE CONTRACTOR'S

RESPONSIBILITY TO FIELD VERIFY THE LOCATIONS OF ALL EXISTING UTILITIES

SHOWN ON THE PLANS AND ANY OTHER UTILITIES WHICH MAY NOT BE SHOWN

ON THE PLANS. THE CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES IN THE

AREA AND COORDINATE WITH FLORIDA SUNSHINE ONE CALL AT LEAST 72 HOURS

PRIOR TO BEGINNING CONSTRUCTION. CALL FLORIDA SUNSHINE STATE ONE CALL

CENTER AT 1-800-432-4770. ALL COORDINATION AND REQUIRED UTILITY

COMPANY TEMPORARY PROTECTION SHALL BE AT THE CONTRACTOR'S EXPENSE.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE UNINTERRUPTION OF

SERVICE AND REPLACEMENT OF DAMAGED UTILITIES.

3. THE CONTRACTOR SHALL PROVIDE ALL DEWATERING EQUIPMENT NECESSARY TO

KEEP ALL EXCAVATIONS DRY AND SHALL PROVIDE ALL NECESSARY SHEETING,

SHORING, AND BRACING NECESSARY TO PROTECT ADJACENT STRUCTURES,

UTILITIES, AND PAVEMENT, OR TO MINIMIZE TRENCH WIDTH, ALL IN

ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND WHICH ARE REQUIRED

TO COMPLETE CONSTRUCTION.

4. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER'S CONSTRUCTION

MANAGER REGARDING ANY CONFLICTS OR DISCREPANCIES ARISING DURING

CONSTRUCTION.

5. ALL UTILITIES SHALL BE KEPT IN OPERATION EXCEPT WITH THE EXPRESS

WRITTEN CONSENT OF THE UTILITY ENGINEER. IT SHALL BE THE CONTRACTOR'S

RESPONSIBILITY TO PRESERVE EXISTING UTILITIES AND ANY AND ALL DAMAGE

TO EXISTING UTILITIES AS A RESULT OF THE CONTRACTOR'S ACTIONS SHALL BE

REPAIRED AT THE CONTRACTOR'S EXPENSE.

6. CONNECTIONS TO EXISTING FACILITIES SHALL BE DONE IN THE PRESENCE OF

THE UTILITY ENGINEER AND THE CONSULTANT. THE CONTRACTOR SHALL GIVE AT

LEAST 2 WEEKS NOTICE TO ALL PARTIES CONCERNED PRIOR TO BEGINNING

WORK.

7. ALL ADDITIONAL EXCAVATION AND DEMOLITION MATERIAL SHALL BE DISPOSED

OF BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE ENGINEER AND IN

ACCORDANCE TO FEDERAL, STATE, AND ENGINEER REGULATION.

8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLIANCE WITH THE FLORIDA

TRENCH SAFETY ACT, 90-96, LAWS OF FLORIDA, EFFECTIVE OCTOBER 1, 1990,

THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION EXCAVATION SAFETY

STANDARDS, 29 CFR 1926.650, SUBPART P, AS AMENDED. THE CONTRACTOR

SHALL INCLUDE IN THE TOTAL BID PRICE, ALL COSTS FOR COMPLIANCE WITH

THESE REGULATIONS.

9. ALL DISTURBED AREAS SHALL BE RESTORED TO THEIR ORIGINAL CONDITION OR

BETTER UNLESS OTHERWISE NOTED.

10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING OR REPLACING ANY

ITEMS DAMAGED BY THE CONTRACTOR SUCH AS DRIVEWAYS, MAILBOXES,

STREET SIGNS, FENCES, ETC., AS DEEMED NECESSARY BY THE

ENGINEER,AUTHORITY AND/OR CONSULTANT.

11. THE CONTRACTOR SHALL BE REQUIRED TO OBTAIN ALL APPLICABLE PERMITS,

INCLUDING TREE REMOVAL PERMITS (IF APPLICABLE).

12. THE CONTRACTOR'S WORK SHALL BE SCHEDULED BETWEEN 7:00 A.M. AND 5:00

P.M. WITH A MAXIMUM OF 10 HOURS PER DAY AND 5 DAYS PER WEEK. SHOULD

THE CONTRACTOR REQUIRE MORE WORK HOURS TO MAINTAIN THE CONTRACT

SCHEDULE OR TO COORDINATE A CONNECTION DURING LOW SEWAGE FLOWS, A

REQUEST SHALL BE SUBMITTED IN WRITING TO THE CONSULTANT STATING THE

REASONS WHY AND HOW MUCH TIME IS NEEDED. ALSO, THE CONTRACTOR SHALL

REQUEST IN WRITING TO THE CONSULTANT WITH A MINIMUM OF SEVENTY-TWO

(72) HOURS ADVANCE NOTICE, OF ANY PLANS FOR WORKING ON ANY WEEKEND

DAYS OR OBSERVED NATIONAL HOLIDAYS.

13. THE CONTRACTOR SHALL PROVIDE ACCESS FOR TRAFFIC AT ALL TIMES DURING

CONSTRUCTION.

14. NOTIFY THE CONSULTANT 48 HOURS PRIOR TO COMMENCEMENT OF

OPEN-CUTTING ANY ENGINEER ROAD.

15. THE CONTRACTOR SHALL COORDINATE AND SCHEDULE TIE-INS T0 MINIMIZE

DOWNTIME OF THE SYSTEM.

16. ALL EXCAVATED MATERIAL SHALL BE REMOVED FROM ROAD PAVEMENTS,

DRIVEWAYS, SIDEWALKS AND DRAINAGE SWALES AND EXISTING DRAINAGE

PATTERNS RESTORED AT THE COMPLETION OF WORK EACH DAY.

17. ALL FUGITIVE DUST SHALL BE CONTROLLED ON SITE. ONLY AREAS SCHEDULED

FOR IMMEDIATE CONSTRUCTION SHALL BE CLEARED OR STRIPPED OF

VEGETATION. WATERING, APPLICATION OF CALCIUM CHLORIDE OR OTHER PRIOR

APPROVED MEANS OF DUST CONTROL SHALL BE EMPLOYED TO PREVENT THE

EMANATION OF DUST FROM THE SITE. PERMANENT GRASSING, LANDSCAPING AND

OTHER SITE WORK SHALL BE INCORPORATED AS SOON AS POSSIBLE.

18. ALL WORK TO BE PERFORMED FOR THE COMPLETION OF THIS PROJECT SHALL BE

CONSTRUCTED ACCORDING TO THE BEST PRACTICES OF THE INDUSTRY AND IN

ACCORDANCE WITH APPLICABLE FEDERAL, STATE, ENGINEER AND/OR CITY

CODES, ORDINANCES, STANDARDS AND PERMIT CONDITIONS.

19. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUPPLYING RECORD DRAWING

INFORMATION INCLUDING, BUT NOT LIMITED TO, FINISHED GRADE ELEVATIONS,

TIES TO SEWER LINES, VALVES, BENDS, AND ELEVATIONS OF PIPES WHERE

DEPTH OF COVER VARIES FROM DESIGN, STRUCTURE TOP AND INVERT

ELEVATIONS, PLUS LOCATIONS, DIMENSIONS AND ELEVATIONS OF ALL OTHER

CONSTRUCTION COMPONENTS WHICH VARY FROM THE DESIGN..

20. CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS AND ASSUMES ALL RISK

FOR UNDERWATER CONSTRUCTION. POND IS KNOWN TO HAVE ALLIGATORS AND

OTHER WILDLIFE.

21. CONTRACTOR SHALL REFERENCE DRAWINGS FOR "EMBANKMENT STABILIZATION

BRIDGEWAY ACVES LANDFILL POND A (REBID 2)" FOR LOCATION OF SHEET PILE

WALL CONSTRUCTION AND TIE BACK LOCATIONS. CONTRACTOR SHALL VERIFY

TIEBACK LOCATIONS IN THE FIELD.

22. THERE IS AN EXISTING CLAY LINER BELOW THE BOTTOM OF THE POND WITH THE

TOP OF THE CLAY LINER AT APPROXIMATELY EL. -7.5 FEET BASED ON PREVIOUS

GEOTECHNICAL BORINGS PERFORMED AT THE SITE, LOCATED ON LAND, EAST OF

THE POND. (SEE GEOTECHNICAL REPORTS PROVIDED AS REFERENCE FILES TO

THESE CONTRACT DOCUMENTS) THIS CLAY LINER PROVIDES A CONFINING LAYER

FOR THE POND AND IT CANNOT BE PENETRATED. CONTRACTOR SHALL TAKE ALL

PRECAUTIONS NECESSARY TO AVOID ANY CONTACT OR DAMAGE TO THE EXISTING

POND CLAY LINER. CONTRACTOR SHALL VERIFY THE DEPTH BELOW THE POND

BOTTOM TO THE CLAY LINER AND SHALL ACCOUNT FOR THE LINER IN THE DESIGN

OF THE COFFERDAM SYSTEMS SHOWN ON SHEET C-2. IF PENETRATION INTO THE

CLAY LINER IS DEEMED TO BE NECESSARY, INSTALLATION AND REPAIR

PROCEDURES FOR THE TEMPORARY COFFERDAM SYSTEMS SHALL BE

COORDINATED WITH, AND APPROVED BY, FDEP.

23. CONTRACTOR SHALL ASSUME WATER LEVEL BASED ON CURRENT CONDITIONS

DURING PRE-BID SITE EVALUATION FOR BIDDING CONSTRUCTION EFFORTS THAT

INCLUDE TEMPORARY COFFERDAM SYSTEMS.

GENERAL & CIVIL NOTES: ENVIRONMENTAL PROTECTION NOTES:

1. CONTRACTOR SHALL OBTAIN NPDES PERMITS AS REQUIRED BY

PROPOSED SITE ACTIVITIES. THIS SHALL INCLUDE, BUT NOT BE

LIMITED TO THE CONTRACTOR SHALL DEVELOP AND IMPLEMENT A

STORMWATER POLLUTION PREVENTION PLAN IN COMPLIANCE WITH

NPDES STORMWATER PERMIT AND ENGINEER REQUIREMENTS.

2. CONTRACTOR SHALL COMPLETE AND SUBMIT TO THE ENGINEER (FOR

REVIEW AND COMMENT) A DETAILED PROJECT-SPECIFIC

PREVENTION, CONTROL AND ABATEMENT OF EROSION AND WATER

POLLUTION PLAN THAT ADDRESSES EROSION CONTROL,

SEDIMENTATION CONTROL AND DEWATERING FOR EACH PHASE OF

CONSTRUCTION. THE PROJECT-SPECIFIC PLAN SUBMITTED BY THE

CONTRACTOR MUST BE CONSISTENT WITH THE CONSTRUCTION

CONTRACT DOCUMENTS, APPLICABLE LOCAL, STATE, AND FEDERAL

REGULATIONS. THE PLAN SHALL DEMONSTRATE THE METHODOLOGY

FOR MINIMIZING THE AMOUNT OF AREA DISTURBED AND SOIL

EXPOSED AT ANY ONE TIME (PHASING) AND THE CORRESPONDING

EROSION CONTROL MEASURES.

3. ALL WATER COLLECTED AND PUMPED DURING DEWATERING

ACTIVITIES SHALL BE DISPOSED OF IN UNDISTURBED UPLAND AREAS

INTO DOUBLE STAKED HAY BALES. DISCHARGE LOCATIONS SHALL BE

OVER UNDISTURBED SOIL, A MINIMUM OF 75 FEET FROM THE

NEAREST WATER BODY, WETLAND AREA, OR INLET TO ALLOW FOR

MAXIMUM OVERLAND FILTRATION OF SOIL PARTICLES.

4. TEMPORARY STOCKPILES SHALL NOT BE LOCATED ADJACENT TO

UNDISTURBED WETLANDS WHERE SEDIMENTATION FROM

STOCKPILES MAY CAUSE DAMAGE TO WETLAND. ADDITIONALLY, SILT

BARRIERS SHALL CONTINUOUSLY AND FULLY ENCIRCLE ALL

STOCKPILES WHICH WILL REMAIN FOR LONGER THAN 24 HOURS TO

CONTAIN MATERIALS WITHIN A REASONABLY CONFINED AREA.

5. ALL AREAS DISTURBED DURING CONSTRUCTION SHALL BE RETURNED

TO THE EXISTING GRADE, PROFILE, AND CROSS SECTION UNLESS

OTHERWISE NOTED. MATCH EXISTING ELEVATIONS AT

BOUNDARIES/LIMITS OF CONSTRUCTION ACTIVITIES.

6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE MAINTENANCE

OF THE EXISTING DRAINAGE SYSTEM WITHIN THE LIMITS OF THE

PROJECT AREA, FOR THE DURATION OF THE PROJECT. NO

ADDITIONAL PAYMENT WILL BE MADE FOR THE WORK INVOLVED.

7. THE CONTRACTOR SHALL SUBMIT A NOTICE OF INTENT OF

CONSTRUCTION COMMENCEMENT AND NOTICE OF TERMINATION TO

APPLICABLE AGENCIES AND MONITOR CONSTRUCTION IN

ACCORDANCE WITH NPDES STORMWATER PERMIT REQUIREMENTS.

8. CONTRACTOR SHALL SUBMIT A COMPLETED AND SIGNED PINELLAS

ENGINEER HABITAT PERMIT APPLICATION, AND SUPPORTING

DOCUMENTS, TO INCLUDE THE CONTRACTOR-GENERATED PROJECT

SPECIFIC PREVENTION, CONTROL AND ABATEMENT OF EROSION AND

WATER POLLUTION PLAN (WHICH INCLUDES THE PROPOSED

CONSTRUCTION PHASING AND EROSION CONTROL LAY OUT FOR

PHASING), THE SWPPP, AND THE DEWATERING PLAN FOR INCLUSION

IN THE PINELLAS ENGINEER HABITAT PERMIT (LAND DEVELOPMENT

CODE CH. 166 ENVIRONMENTAL AND NATURAL RESOURCE

PROTECTION ARTICLE II HABITAT MANAGEMENT & LANDSCAPING

DIVISION 2: PERMITS). THE CONTRACTOR MUST NOT COMMENCE

EARTH-MOVING OR LAND CLEARING PRIOR TO A HABITAT PERMIT

BEING ISSUED. COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY

PRIOR TO ISSUANCE OF A HABITAT PERMIT IS A VIOLATION OF THE

PINELLAS ENGINEER LAND DEVELOPMENT CODE AND IS SUBJECT TO

ENFORCEMENT ACTION.

1. ALL DEMOLISHED MATERIALS SHALL REMAIN ON SITE AND THE

PROPERTY OF THE ENGINEER. CONTRACTOR TO COORDINATE WITH

THE ENGINEER FOR DESIRED LOCATION OF MATERIALS.

2. NO EXCAVATED MATERIALS SHALL LEAVE THE SITE. CONTRACTOR

SHALL PLACE MATERIAL AT ENGINEER DETERMINED DUMPING

LOCATION.

DEMOLITION AND SALVAGE:GENERAL & CIVIL NOTES:(CONT'D)

1. CONTRACTOR SHALL PROVIDE TEMPORARY TRAFFIC CONTROL FOR

WORK PERFORMED NEAR 114TH AVENUE AND 34TH STREET PER

SHEET C-5.

2. FOR EACH INSTANCE WHERE TEMPORARY TRAFFIC CONTROL IS

REQUIRED, CONTRACTOR SHALL SUBMIT NOTICE IDENTIFYING

STARTING DATE, NATURE OF WORK, AND DURATION OF TEMPORARY

TRAFFIC CONTROL AT LEAST 2 WEEKS PRIOR TO TEMPORARY TRAFFIC

CONTROL SYSTEMS BEING IMPLEMENTED.

TEMPORARY TRAFFIC CONTROL NOTES:

TAMPA, FLORIDA 33602

STORM MANHOLE

UTILITY BOX

MITERED END SECTION (MES)

POWER POLE

LIGHT POLE

GUY WIRE & ANCHOR PIN

HEDGES

FENCE, GATE

TREE AS SPECIFIED

COMBINATION POLE

TELEPHONE POLE

ELECTRICAL MANHOLE

TELEPHONE MANHOLE

GUY POLE & WIRE

LEGEND

WATER SURFACECONCRETE

CONC. FILL OR GROUT

GRADE OR EARTH SAND

ASPHALT PAVING GRAVEL

SANITARY SEWER

ELEC UNDER GROUND

STORM DRAIN

TELE UNDER GROUND

FORCEMAIN

UGC

UE UE UE

SD

SS

RECLAIMED WATER

YARD PIPING LINE TYPES

EXISTING

CONTOUR LINE

PROPOSED

BUILDING

/// /// ///SILT FENCE

DIRECTION OF STORM FLOW

SWALE

CIVIL

ELEC OVER HEAD OHE

GAS GAS

TELE OVER HEAD OHC

CHAIN LINK FENCE

BOX CULVERT

CENTER LINE

x x x

FLOW ARROW

FLARED END SECTION (FES)

PROPERTY LINE

SANITARY SEWER MANHOLE S

MATERIALS

FIRE HYDRANT

MANHOLE

WATER METER

EXISTING

SPOT ELEVATION

CONTOUR ELEVATION

WATER LINE W W

CABLE UNDER GROUND CATV

RIGHT-OF-WAY/EASEMENT

PROPOSED

(OK) OAK (PLM) PALM (PN) PINE

UTILITY HANDHOLE

TEMPORARY BENCHMARK

AIR RELEASE VALVE

SCHEDULESCH

VERT VERTICAL

GENERAL

DI/DIP DUCTILE IRON PIPE

PIPING MATERIAL

EXIST, EXST EXISTING

DIA

DIM DIMENSION

DIAMETER

VALVES, FITTINGS, ETC.

MINIMUM

NOT TO SCALE

NUMBER

NTS

NO

MIN

MAINTENANCE HOLE

MAXIMUMMAX

MH

TYP TYPICAL

TEMP TEMPORARY

LINEAR FEETLF

SPECIFICATION

STAINLESS STEEL

SPEC

SS

SQ SQUARE

SECT

SHT

SECTION

SHEET

REQ'D REQUIRED

GRADEGR

PROPERTY LINEP/L

RELOC RELOCATE

WM WATER MAIN

FM FORCE MAIN

FLOW STREAM

SS SANITARY SEWER

WV WATER VALVE

ABBREVIATIONS

BFP BACKFLOW PREVENTER

PVC POLYVINYLCHLORIDE

STATIONSTA.

LEFTLT

RESTRAINED JOINTRJ

PAVEMENT

W/ WITH

C CENTER LINEL

EOP EDGE OF PAVEMENT

BOC BACK OF CURB

SOD

HDPE HIGH DENSITY POLYURETHANE

TSP TWISTED SHIELDED PAIR

GROUT REVETMENT GEOWEB RAMP

VAL VALVE

B/C BOUNDARY CONDITIONS

SPT-04

SPT-03

SPT-02

SPT-01

HAZEN AND SAWYER

1000 NORTH ASHLEY DRIVE, SUITE 1000

TAMPA, FLORIDA 33602

1"=20'

SITE PLAN

RIP RAP

SEA WALL

STEEL GUARD RAIL

WOODEN POLE

W/ SIGNAL

LEVEL GAUGE

SODIUM

HYPOCHLORITE

FEED PIPING

COMMUNICATION

JUNCTION BOX (TYP)

ELECTRICAL

JUNCTION BOX (TYP)

ELECTRICAL PANELS

TEMPORARY DIESEL

INTAKE PUMP

INFLUENT PUMP STATION

CONTROL PANEL AND

LOCAL DISCONNECT

18" 90° M.J. BEND (AT BOTTOM OF POND)

BUOYANT FLOW

CONTROL DEVICE

18" M.J. TEE (AT BOTTOM OF POND)

FIBERGLASS/METAL

FENCE AROUND

DRAINAGE

STRUCTURE

INFLUENT PUMP STATION

WET WELL

INFLUENT

PUMP STATION

ELECTRICAL

BUILDING

EXISTING 24"

INFLUENT

EXISTING 12" DIP

TEMPORARY INTAKE

FOR DIESEL PUMP

(APPROXIMATE

LOCATION)

LIGHT

POLE

10 20'020

1"=20'-0"

CONTRACTOR LAYDOWN AREA

140'

EXISTING

RETAINING WALL

APPROXIMATE BORING LOCATION

LEGEND:

APPROXIMATE CONTRACTOR

LAYDOWN AREA

SURVEY NOTES:

1. SURVEY PREPARED BY: OMNI

COMMUNICATIONS, LLC. LICENSED SURVEYING

AND MAPPING BUSINESS NUMBER 8053. 8509

BENJAMIN ROAD, SUITE E, TAMPA, FL 33634

2. SECTION/TOWNSHIP/RANGE: SECTION(S) 15,

TOWNSHIP 30S, RANGE 16E

3. TYPE OF SURVEY: TOPOGRAPHIC SURVEY

(5J-17.050(10)(K))

4. LAST DATE OF FIELD SURVEY: OCTOBER 29, 2019

5. PROJECT CONTROL: HORIZONTAL CONTROL WAS

ESTABLISHED FOR THIS PROJECT BY UTILIZING

THE FLORIDA PERMANENT REFERENCE

NETWORK (FPRN) BASE STATIONS: FLD7, FLIB,

AND STPT. VERTICAL CONTROL USED FOR THIS

PROJECT WAS: TBM100, TBM101 AND TBM 102.

THESE POINTS WERE ESTABLISHED BY CARDNO

FROM THE “PINELLAS COUNTY SOLID WASTE

MANAGEMENT” PROJECT.

6. PROJECT DATUM & PROJECTION:

A. HORIZONTAL DATUM: NORTH AMERICAN

DATUM OF 1983 2011 ADJUSTMENT (NAD83

2011)

B. VERTICAL DATUM: NORTH AMERICAN

VERTICAL DATUM OF 1988 (NAVD88)

C. PROJECTION: FLORIDA STATE PLANE

COORDINATE SYSTEM WEST ZONE (FL83W)

7. FOR ADDITIONAL INFORMATION SEE SURVEY

REPORT.

THIS LINE DEFINES THE EXTENT OF THE

WORK AREA FOR THE PROJECT.

CONTRACTOR SHALL CONFINE THEIR

EFFORTS TO THIS AREA, UNLESS

COORDINATED WITH THE ENGINEER.

CONTRACTOR TO COORDINATE WITH

ENGINEER REGARDING USE OF ACCESS

ROADS FOR GETTING TO/FROM AND

AROUND THE WORK AREA.

GraphData

GraphData

GraphData

GraphData

N:1288343.3493 E:436414.2777

WINCH STATION

(SEE STRUCTURAL SHEETS)

N:1288120.1310 E:436202.8766

N:1288192.1752 E:436398.1686

N:1288174.1752 E:436378.4186

N:1288583.9562 E:436228.8248

N:1288343.4983 E:436429.7123

N:1288111.4052 E:436190.1442

N:1288571.3234 E:436237.6907

GraphData

GraphData

GraphData

GraphData

GraphData

-1

-1

-1

-1

8 7

HAZEN AND SAWYER

1000 NORTH ASHLEY DRIVE, SUITE 1000

TAMPA, FLORIDA 336021"=20'

SITE PLAN

FLOATING INTAKE SYSTEM

(SEE DETAIL )

DEMO EXISTING FLOW

CONTROL DEVICES

(SEE DETAIL )

GEOWEB RAMP, TYP

(SEE DETAIL )

NOTES:

1. WINCH CABLE SHALL BE 1/2" DIA. 316 SS WITH

1X7 DESIGN MANUFACTURED IN COMPLIANCE

W/ MIL-DTL-83420. CABLE SHALL HAVE

ANTI-ROTATIONAL LAY. WINCH CABLE FOR EACH

WINCH STATION SHALL BE MIN 400'. PLACE

BALL FLOATS AS REQUIRED FOR WINCH CABLE

FLOTATION, ASSUME MINIMUM 20 TOTAL FOR

EACH WINCH CABLE.

2. LOCATION OF EXISTING WATER LINE IS

APPROXIMATE, AND SHALL BE VERIFIED DURING

CONSTRUCTION.

3. PROVIDE 150 FEET OF 16-INCH HDPE INTAKE

PIPE AND INSTALL WITH A SOFT ARC OUT TO

THE INTAKE.

4. THE MINIMUM WATER ELEVATION TO ALLOW

FOR FLOATING INTAKE SYSTEM CONVEYANCE

TOWARD SHORE IS 2.0 FEET. WINCH EFFORTS

SHALL BE STOPPED IF ANY OBJECTS ARE SEEN

THAT WOULD IMPACT THE PATH OF THE INTAKE

AND/OR SUCTION PIPE. CONTINUING TO PULL

THE INTAKE TOWARD SHORE. OPERATION

UNDER EITHER CONDITIONS COULD RESULT IN

DAMAGE TO THE SUCTION PIPE AND/OR THE

WINCH SYSTEM.

5. TEMPORARY COFFERDAMS MAY BE REQUIRED TO

FACILITATE CONSTRUCTION. TEMPORARY

COFFERDAM LOCATION SHOWN IS ESTIMATE

ONLY. FINAL LOCATION TO BE DETERMINED BY

CONTRACTOR. COFFERDAM DESIGN AND

CONSTRUCTION SHALL BE THE EXCLUSIVE

RESPONSIBILITY OF THE CONTRACTOR. THE

CONTRACTOR SHALL ALSO PROVIDE SUCH

TEMPORARY PUMPING, DRAINS, AND SUMPS AS

NECESSARY TO ENSURE THAT ALL

CONSTRUCTION ACTIVITIES CAN BE EXECUTED

IN THE DRY. DESIGN OF COFFERDAM SYSTEM

SHALL BE BY A PROFESSIONAL ENGINEER

CURRENTLY REGISTERED IN THE STATE OF

FLORIDA. CONTRACTOR SHALL SUBMIT

STRUCTURAL DRAWINGS AND CALCULATIONS

OF COFFERDAM SYSTEM BOTH SEALED BY THE

PROFESSIONAL ENGINEER RESPONSIBLE FOR

DESIGN. COFFERDAM SYSTEMS CANNOT

PENETRATE THE EXISTING CLAY LINER BELOW

THE BOTTOM OF THE POND. SEE NOTES ON

SHEET G-3.

6. ALL TEMPORARY EMBANKMENTS OF

COFFERDAMS THAT WILL BE INCORPORATED

INTO THE COMPLETED WORK SHALL FULLY

COMPLY WITH THE FOUNDATION PREPARATION,

MATERIAL GRADATION, AND COMPACTION

REQUIREMENTS SPECIFIED ELSEWHERE IN THE

CONTRACT DOCUMENTS FOR THE PARTICULAR

LOCATION. ALL OTHER TEMPORARY

EMBANKMENTS AND COFFERDAMS SHALL BE

REMOVED.

7. 2" COMPRESSED AIR PIPING SHALL BE MODEL

SB1 316 STAINLESS SINGLE BRAIDED METAL

HOSE, AS MANUFACTURED BY HOSECRAFT USA,

OR APPROVED EQUAL. FITTINGS SHALL BE

WELDED 316 SS. ATTACH HOSE TO 16" HDPE

WITH 316 SS HARDWARE AND CLAMPS AT MIN

15 LOCATIONS.

8. ALL HARDWARE FOR PIPE FLOATS, BALL FLOATS,

AND ASSOCIATED HOSE AND CABLES SHALL BE

316 SS.

9. 16-INCH FLEXIBLE RUBBER HOSE SHALL BE

REINFORCED RUBBER WITH 304 SS ANSI 150

FLANGES. MANUFACTURER SHALL BE JGB OR

NOVAFLEX. HOSE SHALL BE RATED FOR FULL

VACUUM AND FOR 150 PSI. MINIMUM OF 15

DEGREE BEND ACROSS THE LENGTH OF THE

PIPE IS REQUIRED.

WINCH CABLE W/ SAFETY

FLAGS AND BALL FLOATS

SEE NOTE 1

20'

2D C-2

16" FLGxFLG

FLEXIBLE RUBBER

HOSE 15' LONG

(TYP OF 2)

SEE NOTE 9

EXISTING SHEET

PILE WALL

SEE SHEET G-3

FOR REFERENCE DRAWINGS RELATED

TO SHEETPILE WALL CONSTRUCTION

BOLLARD

(TYP OF 4)

BOLLARD

(TYP)

EXISTING PUMP

STATION

(SEE DEMOLITION

ON SHEET C-2)

EXISTING

CHEMICAL

STORAGE &

FEED

EXISTING

ELECTRICAL

BUILDING

PROPOSED INTAKE

PUMP STATION AND

PIPING IMPROVEMENTS

(SEE SHEET M-1)

TAP EXISTING WATERLINE AND INSTALL COUNTY

APPROVED BFP AND RUN 2" SCH 80 PVC LINE AS SHOWN.

2" WATERLINE SHALL BE INSTALLED UNDER ROADWAYS

USING TRENCHLESS METHOD TO AVOID IMPACT TO

EXISTING ROADWAY - NO DAMAGE TO ROADWAY SHALL

OCCUR FROM WATERLINE INSTALLATION. MINIMUM

DEPTH BELOW ROADWAY TOP OF PAVEMENT FOR

INSTALLATION OF 2" WATERLINE SHALL BE 5 FEET; FOR

INSTALLATION UNDER GRASS, MINIMUM DEPTH SHALL BE

3 FEET. CONTRACTOR SHALL LOCATE POTENTIAL

CONFLICTS ALONG ROUTE THROUGH SUE AND SURVEY

AND ADJUST WATER LINE DEPTH TO AVOID CONFLICTS;

WATERLINE SHALL BE PROVIDED A MINIMUM OF 18"

CLEARANCE FROM POTENTIAL CONFLICTS. CONTRACTOR

SHALL SUBMIT SUE AND SURVEY RESULTS ALONG WITH

PROPOSED TRENCHLESS INSTALLATION METHOD AND

ROUTING FOR ENGINEER AND CONSULTANT REVIEW

PRIOR TO ORDERING MATERIALS. CONTRACTOR SHALL

PERFORM REQUIRED DISINFECTION OF NEW WATER LINE

AND SUBMIT APPLICATION FOR AND OBTAIN CLEARANCE

OF WATER LINE AND APPURTANCNES FROM AUTHORITIES

HAVING JURISDICTION.

UNKNOWN UTILITIES (TYP)

(1'-3' BLS)

(1'-3' BLS)

(2'-4' BLS)

WV

WV

WV

WATER VALVE

(TYPICAL)

VAULT

VAULT

(1'-3' BLS)

(1'-3' BLS)

REMOVE EX ELECTRICAL PANELS & SUPPORTS. CUT

CONDUIT DOWN 1-FOOT BELOW GRADE AND INSTALL

CAP. REMOVE WIRE BACK TO HANDHOLES AT 34TH ST.

(1'-3' BLS)

FLOW

METER

STATION

COMM.

JUNCTION

(1'-3' BLS)

C-4

C-4

C-4

WOODEN POLE

W/ SIGHT

LEVEL GAUGE

WINCH STATION

(SEE STRUCTURAL SHEETS)

GROUT FILLED REVETMENT

ANCHOR TRENCH

(INSTALLED ALONG ENTIRE

PERIMETER)

DAYLIGHT LINE

(MATCH EXISTING GRADE)

SWALE LINED WITH FDOT

RUBBLE AS PER DETAIL

(TYP EITHER SIDE OF RAMP)

BOLLARD

(TYP OF 4)

M-2

16" HDPE INTAKE PIPE

SEE NOTE 3

10 20'020

1"=20'-0"

C-4 A

C-4 B

SLOPE

STABILIZATION

SHALL BE SLOPED

TO MATCH EXISTING

ELECTRICAL

JUNCTION (TYP)

NAUTILUS FLOAT

PART # 44416

(TYP OF 6)

2" COMPRESSED

AIR PIPING

SEE NOTE 5

2' MIN BETWEEN

EXISTING GUARDRAIL

& WINCH STATION

EXISTING INTAKE

PIPING (ABANDON

IN-PLACE)

WINCH STATION

(SEE STRUCTURAL SHEETS)

TOC EL 10.00

TOC EL 11.50

TOC EL 9.00

M

AX

S

LO

PE

EXISTING

RETAINING

WALL TO BE

DEMOLISHED

EXISTING TRAILER

MOUNTED DIESEL PUMP,

FLEXIBLE SUCTION AND

DISCHARGE HOSES SHALL

BE RE-LOCATED TO ALLOW

FOR WORK RELATED TO

GEOWEB RAMP.

C-4 C

1D C-2

TEMPORARY COFFERDAM SYSTEM

FOR CONSTRUCTION, (TYP OF 3)

SEE NOTE 5 AND 6

TEMPORARY COFFERDAM SYSTEM

TO EXTEND MINIMUM OF 10 FEET

BEYOND THE WATERS EDGE, TYP

GRADE SLOPE AS SHOWN AND PREPARE SURFACE

FOR SEEDING. SPREAD PERMANENT SEEDING

AND FERTILIZER. INSTALL AND SECURE STRAW

WITH NET TEMPORARY ROLLED EROSION

CONTROL MAT, NORTH AMERICAN GREEN S150

OR EQUAL, WITH A MINIMUM BARE SOIL SHEAR

STRESS OF 1.5 LB/SF, WITH ANCHOR TRENCHES

AND STAPLES AS PER MANUFACTURERS

RECOMMENDATIONS, TYP ALL AREAS SHOWN

C-4

WORK AREA FOR THE PROJECT IS THAT AREA OF THE

SITE SHOWN ON THIS SHEET. CONTRACT SHALL CONFINE

THEIR EFFORTS TO THIS AREA, UNLESS COORDINATED

WITH THE ENGINEER. CONTRACTOR TO COORDINATE WITH

ENGINEER REGARDING USE OF ACCESS ROADS FOR

GETTING TO/FROM AND AROUND THE WORK AREA.

5'

PIPE SUPPORT PAD (SEE

STRUCTURAL SHEETS)

GROUT FILLED REVETMENT

ANCHOR TRENCH

(INSTALLED ALONG ENTIRE

PERIMETER)

EL -7.00

1000 NORTH ASHLEY DRIVE, SUITE 1000

TAMPA, FLORIDA 33602

MAX WATER

LEVEL EL 9.00

LOW WATER

LEVEL EL -1.50

1' -0

EXIST 18"

FLG'D. TEE

EXIST 18" 90°

FLG'D. BEND

REMOVE EXISTING BUOYANT

FLOW CONTROL DEVICES AND

ALL APPURTENANCES FROM

FLANGE AND INSTALL 18" HDPE

2" THICK BLIND FLANGES

DETAIL 2D

DEMO OF EXISTING FLOW CONTROL DEVICES

3/8" = 1'-0" C-2

10-P-01 10-P-02

T/CONC. EL. -11.17

SUCTION EL. -10.30

EXIST. GRADE

EL. 11.00 ±

T/WETWELL

EL. 11.17

T/CONC.

EL. 12.46

DETAIL 1D

DEMO OF EXISTING PUMPS & PIPING

3/8" = 1'-0" C-1

10-P-01

10-P-02

REMOVE EXISTING

PUMPS, MOTORS, AND

ALL ACCESSORIES

REMOVE EXISTING

PUMPS, MOTORS, AND

ALL ACCESSORIES

12" 0 1 4'2

3/8"=1'-0"

EXISTING 12" DUCTILE

IRON PIPE, VALVES,

AND FITTINGS

REMOVE EXISTING

PIPING, FITTINGS, AND

VALVES UP TO

FLANGED SPOOL

REMOVE EXISTING

PIPING BACK TO

FLANGE OF TEE

EXISTING PUMP CONTROL PANEL. REMOVE

EXISTING WIRING AND CONDUIT

BETWEEN PUMPS AND THE LOCAL

CONTROL PANEL. REMOVE EXISTING

WIRING FROM LOCAL CONTROL PANELS

BACK TO VFD'S IN ELECTRICAL ROOM.

AFTER REMOVAL OF PUMPS, INSTALL

1/2-INCH THICK, EPOXY COATED,

STEEL PLATE, BOLTED TO BASE

PLATE ON CONCRETE PAD (TYP OF 2)

NOTES:

1. CONTRACTOR SHALL COORDINATE WITH

COUNTY ON WHERE TO TRANSPORT THE

PUMPS FOR STORAGE AFTER REMOVAL.

2. SEE SPECIFICATION SECTION 02 41 00 FOR

ADDITIONAL DEMOLITION REQUIREMENTS.

SECTION A

DEMO OF EXISTING PUMPS & PIPING

3/8" = 1'-0" C-2

A C-2

A C-2

TAMPA, FLORIDA 33602

Silt Flow

Type III Silt Fence structures Sheet 2 of 3.

accordance with Chart I, Sheet 1 of 3 and ditch installations at drainage

Note: Spacing for Type III Fence to be in

BARRIER FOR UNPAVED DITCHES

Anchor Top Bales To Lower Bales With 2 - 2" x 2" x 4' Stakes Per Bale.

Anchor Lower Bales With 2 - 2" x 2" x 4' Stakes Per Bale.

ELEVATION

TYPE II

Rail

5' Typ.

Post

1' Min. Recommended

SILT FENCE APPLICATIONS

watercourses. Silt fences are to be used at upland locations and turbidity barriers Do not deploy in a manner that silt fences will act as a dam across permanent flowing

Type III Silt Fence Protection Around Ditch Bottom Inlets.

used at permanent bodies of water.

DitchDitch Curb & Gutter

Sidewalk

Curb & Gutter

Anchor Bales With 2 - 2" x 2" x 4' Stakes Per Bale.

DITCH BOTTOM INLETCOMPLETED INLET

Note: Bales to be staked at the direction of the Engineer.

Loose Soil Placed By Shovel And Lightly Compacted Along Upstream Face Of Bales.

Type A Or B Fence

BALES BACKED BY FENCE

Riser Open

Apron

PARTIAL INLET

PROTECTION AROUND INLETS OR SIMILAR STRUCTURESLEGEND

Pile Locations

Dredge Or Fill Area

Limits Of Const.

Shore Line

Stream Or

Tidal Creek

Anchor

Barrier Movement Due To Current Action

Shore Line

Turbidity Barriers

Note:

Limits Of Const.

creeks may be either floating, or staked types or any combinations of types that will suit site conditions and meet erosion control and water be at the Contractors option unless otherwise specified in the plans, however payment will

Turbidity barriers for flowing streams and tidal quality requirements. The barrier type(s) will

Engineer.

plans for Floating Turbidity Barrier and/or Staked Turbidity Barrier. Posts in staked turbidity barriers to be installed in vertical position unless otherwise directed by the be under the pay item(s) established in the

Mooring Buoy w/Anchor10 0'

Proposed Toe Of Slope10 0'

Ty pic al

Shore Line

Existing Causeway

100'

Typical

Structure Alignment

Current

Typical100'

NOTES:

2. Number and spacing of anchors dependent on current velocities.

Ty pi ca l

FLOATING TURBIDITY BARRIER APPLICATIONS

5. For additional information see Section 104 of the Standard Specifications.

1. Turbidity barriers are to be used in all permanent bodies of water regardless of water depth.

3. Deployment of barrier around pile locations may vary to accommodate construction operations.

4. Navigation may require segmenting barrier during construction operations.

EROSION CONTROL NOTES:

1. ALL PRACTICABLE AND NECESSARY EFFORT SHALL BE TAKEN DURING CONSTRUCTION TO CONTROL AND PREVENT EROSION AND TRANSPORT OF SEDIMENT MATERIAL TO INLETS, SURFACE DRAINS, DITCHES, WETLANDS AND DETENTION AREAS. CONTRACTOR SHALL FOLLOW FDOT GUIDELINES FOR THE

INSTALLATION AND MAINTENANCE OF TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES AND REFERENCE FDOT INDEX NOS. 102 AND 103. CONTRACTOR SHALL SUBMIT A SILTATION/EROSION CONTROL PLAN MEETING ALL REQUIREMENTS OF FDOT INDEX 102 & 103 THE APPROVED NPDES PERMIT, AND THE

ENGINEER'S REQUIREMENTS. FOR APPROVAL AND INSTALLATION PRIOR TO CONSTRUCTION.

2. ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES SHALL BE INSTALLED BEFORE

CONSTRUCTION BEGINS AND REMAIN IN PLACE UNTIL PERMANENT COUNTERMEASURES ARE INSTALLED OR

PERMANENT GROUND COVER IS ESTABLISHED.

3. FDOT TYPE II FLOATING TURBIDITY BARRIERS SHALL BE INSTALLED IN POND A AND OTHER WATER BODIES WITH FLUCTUATING WATER LEVELS, CONTRACTOR SHALL FIELD DETERMINE LOCATION OF BARRIER

FOR OPTIMAL PERFORMANCE.

4. STAKED HAY BALES AND SILT FENCING SHALL BE PLACED ADJACENT TO DITCHES TO PREVENT TURBID

DISCHARGES FROM CONSTRUCTION ACTIVITIES.

5. STAKED SILT FENCE SHALL BE PLACED ALONG THE EDGES OF CONSTRUCTION TO PREVENT TURBID DISCHARGES FROM FLOWING ONTO ADJACENT PROPERTIES. THIS FENCING SHALL EXTEND THE LENGTH OF

THE PROPOSED IMPROVEMENTS FOR THE DURATION OF CONSTRUCTION.

6. THE CONTRACTOR SHALL PROVIDE SILTATION REDUCTION DEVICES FOR THE DISCHARGE FROM ANY

DEWATERING PROCESS SO THAT DIRECT DISCHARGE DOES NOT OCCUR.

7. THE CONTRACTOR SHALL CHECK ALL EROSION AND SILTATION CONTROL DEVICES AFTER EACH RAINFALL

AND REPAIR OR REPLACE THEM AS REQUIRED AT CONTRACTOR'S EXPENSE.

8. THE CONTRACTOR SHALL PROVIDE TO THE ENGINEER AND REGULATORY AUTHORITIES ON A WEEKLY BASIS, A COMPLETED STORMWATER POLLUTION PREVENTION PLAN INSPECTION REPORT, A COPY WHICH IS TO BE KEPT WITH THE CONTRACTORS EROSION CONTROL PLAN AND PRESENTED UPON REQUEST TO THE

PROPER AUTHORITIES.

9. CONTRACTORS RESPONSIBILITY

EROSION AND SEDIMENTATION CONTROLS ARE PERFORMANCE BASED CRITERIA. IF THE BPMS PROVIDED DO NOT PREVENT SOILS FROM LEAVING A CONSTRUCTION SITE, THEN THE CONTRACTOR IS REQUIRED TO

EMPLOY ADDITIONAL PROCEDURES TO PROVIDE CLEAN RUNOFF FROM SITE.

2.

1.

FILTER FABRIC SHALL BE WIRED DIRECTLY TO POST.

6'-0" POST SPACING DOES NOT REQUIRE MESH SUPPORT FENCE.

EXTRA STRENGTH FILTER FABRIC (AS APPROVED BY ENGINEER) WITH

NOTE:

SECTIONELEVATION

STEEL POST

SILT FENCESILT FENCE

3' -0

M

IN

FI

LT

ER

F

AB

RI

C 3'

-0

M

IN

GRADE LINE

LI

NE

W

IR

ES

BOTTOM STRAND

TOP STRAND

STAY WIRES

MIN

8"

M

IN

2' -0

"M

IN8"

2' -2

M

IN

8'-0" MAX

FABRIC A MIN OF 8"

BURY TOE OF FILTER

AND FILTER FABRIC.

GALV WIRE FABRIC

THE EXCAVATED SOIL.

4. BACKFILL AND COMPACT

4"

UPSLOPE ALONG THE LINE OF STAKES

2. EXCAVATE A 4"x4" TRENCH

3' A

6'MAX.

FLOW

1. SET THE STAKES.

AND EXTEND IT INTO THE TRENCH.

3. STAPLE FILTER MATERIAL TO STAKES

FLOW

FLOW

B

(FRONT ELEVATION)

DRAINAGEWAY INSTALLATION

POINTS A SHOULD BE HIGHER THAN POINT B.

(WITHOUT WIRE SUPPORT)

CONSTRUCTION OF A SILT FENCE

(PERSPECTIVE VIEW)

SHEET FLOW INSTALLATION

SF

MAX

9. EROSION AND SEDIMENTATION CONTROLS ARE PERFORMANCE BASED CRITERIA. IF THE BMPS

PROVIDED DO NOT PREVENT SOILS FROM LEAVING A CONSTRUCTION SITE, THEN THE

CONTRACTOR IS REQUIRED TO EMPLOY ADDITIONAL PROCEDURES TO PROVIDE CLEAN RUNOFF

FROM SITE.

TAMPA, FLORIDA 33602

DETAIL 1

BOLLARD

N.T.S. C-1

3'

15' 1'

3'

6.67

APPROXIMATE

WATER SURFACE

ELEV

(15% MAX.)

GW30V GEOWEB, 15'W x 6" THICK

BACKFILLED WITH NO. 57 STONE, TYPE

I SEPARATOR GEOTEXTILE BENEATH

ALL LOCATIONS OF GEOWEB. SECURE

WITH ATRA ANCHORS OR EQUAL

APPROX. ELEV = 11

~80'

GEOWEB RAMP, TYPE I SEPARATOR

GEOTEXTILE BENEATH

GEOWEB RAMP PROFILE

GEOWEB RAMP SECTION

PROVIDE SWALE ON EITHER

SIDE OF RAMP, LINED WITH

FDOT RUBBLE (DITCH LINING).

WITH TYPE II SEPARATOR

GEOTEXTILE BENEATH ENTIRE

EXTENT OF RUBBLE, BOTH

SIDES OF ROADPAVEMENT

1/ 2"

S

LO

PE

4' -0

4'

-0

6"

6" 6"

CLASS "B"

CONCRETE

ENCASEMENT

SLOPE TOP FOR

POSITIVE WATER

RUNOFF

6"Ø SCH 40 STEEL

PIPE FILLED WITH

CONCRETE AND

PAINTED PER

SPECS

COMPACTED

SELECT FILL

(SEE NOTE 1)

NOTE:

1. SUBGRADE EVALUATED AND COMPACTED PER

SPECIFICATIONS. CONTRACTOR TO COORDINATE WITH

ENGINEER FOR SOILS TESTING; ENGINEER TO PROVIDE

TESTING RESULTS TO CONSULTANT., CONTRACTOR TO

ASSUME THAT 1.5 FEET OF EXISTING SOILS SHALL BE OVER

EXCAVATED BEYOND THE DESIRED GRADE AND BACKFILLED

WITH STONE OR SELECT FILL COMPACTED TO 95% DENSITY

MOD. PROCTOR (D1557)

DETAIL 2

GEOWEB @ RAMP

N.T.S. C-1

CREST OF BASIN SLOPE

EL 9.25

SUBGRADE EVALUATED AND

COMPACTED PER SPECIFICATIONS.

CONTRACTOR TO COORDINATE

WITH ENGINEER FOR SOILS

TESTING; ENGINEER TO PROVIDE

TESTING RESULTS TO

CONSULTANT. CONTRACTOR TO

ASSUME THAT 1.5 FEET OF

EXISTING SOILS HAS TO BE OVER

EXCAVATED BEYOND THE DESIRED

GRADE AND REPLACED WITH

SELECT FILL.

SECTION

C-1 A

N.T.S.

EXISTING GRADE

ANCHOR TRENCH. BACKFILL ANCHOR

TRENCH WITH GROUT OR SELECT FILL,

PLACED IN TWO SIX-INCH LIFTS, AND

COMPACTED TO 95% STANDARD PROCTOR

CUT EXISTING

GRADE

DAYLIGHT LINE (MATCH

EXISTING GRADE)

18"

4" THICK UNIFORM SECTION

GROUT FILLED FABRIC

FORMED REVETMENT

EL 9.25

2'

EL 10.07

EL 9.00

MAX

WSE

4" THICK UNIFORM SECTION GROUT FILLED

FABRIC FORMED REVETMENT ANCHOR TRENCH.

BACKFILL ANCHOR TRENCH WITH GROUT OR

SELECT FILL, PLACED IN TWO SIX-INCH LIFTS,

AND COMPACTED TO 95% STANDARD PROCTOR

CONCRETE SLAB (SEE

STRUCTURAL SHEETS)

SECTION

C-1 B

N.T.S.

SLOPE PERC-1

DOWN TO EL -2.00

MATCH EXISTING

GRADE PER C-1

(TYPICAL OF

EITHER SIDE)

4" THICK UNIFORM SECTION

GROUT FILLED REVETMENT

(INSTALL PER MANUFACTURER'S

RECOMMENDATIONS)

18"

CREST OF

BASIN SLOPE

EL 9.25

SUBGRADE EVALUATED AND

COMPACTED PER SPECIFICATIONS.

CONTRACTOR TO COORDINATE

WITH ENGINEER FOR SOILS

TESTING; ENGINEER TO PROVIDE

TESTING RESULTS TO

CONSULTANT. CONTRACTOR TO

ASSUME THAT 1.5 FEET OF

EXISTING SOILS HAS TO BE OVER

EXCAVATED BEYOND THE DESIRED

GRADE AND REPLACED WITH

SELECT FILL.

EL 9.25

2' MIN

EL 10.00

EL 9.00

MAX

WSE

SLOPE PER SHEET C-1

4" THICK UNIFORM SECTION GROUT FILLED FABRIC FORMED

REVETMENT ANCHOR TRENCH. BACKFILL ANCHOR TRENCH

WITH GROUT OR SELECT FILL, PLACED IN TWO SIX-INCH

LIFTS, AND COMPACTED TO 95% STANDARD PROCTOR

CONCRETE SLAB (SEE

STRUCTURAL SHEETS)

SECTION

C-1 C

N.T.S.

4" THICK UNIFORM SECTION

GROUT FILLED REVETMENT

(INSTALL PER MANUFACTURER'S

RECOMMENDATIONS)

18"

EXTENT OF SLOPE STABILIZATION

AS SHOWN ON DWG C-1 (VARIES)

GRADE SLOPE AS SHOWN AND PREPARE SURFACE FOR SEEDING. SPREAD

PERMANENT SEEDING AND FERTILIZER. INSTALL AND SECURE STRAW WITH NET

TEMPORARY ROLLED EROSION CONTROL MAT, NORTH AMERICAN GREEN S150 OR

EQUAL, WITH A MINIMUM BARE SOIL SHEAR STRESS OF 1.5 LB/SF, WITH ANCHOR

TRENCHES AND STAPLES AS PER MANUFACTURERS RECOMMENDATIONS

NOTES:

1. FINAL GRADE SHOWN ON SHEET C-1 IN AREAS OF GROUT

FILLED REVETMENT SHALL BE MEASURED AT THE SURFACE OF

THE GEOGRID SYSTEM.

ANCHOR TRENCH. BACKFILL ANCHOR

TRENCH WITH GROUT OR SELECT FILL,

PLACED IN TWO SIX-INCH LIFTS, AND

COMPACTED TO 95% STANDARD PROCTOR

ANCHOR TRENCH. BACKFILL

ANCHOR TRENCH WITH GROUT OR

SELECT FILL, PLACED IN TWO

SIX-INCH LIFTS, AND COMPACTED

TO 95% STANDARD PROCTOR

STRATAGRID SGU40

GEOGRID SYSTEM, OR

APPROVED EQUAL.

18"

18"

SLOPE PER SHEET C-1

STRATAGRID SGU40

GEOGRID SYSTEM, OR

APPROVED EQUAL.

SUBGRADE SHALL BE EVALUATED

AND COMPACTED PER SPECIFICATIONS.

SUBGRADE SHALL BE EVALUATED

AND COMPACTED PER SPECIFICATIONS.

SUBGRADE SHALL BE EVALUATED AND COMPACTED PER

NOTES:

1. THE CONTRACTOR SHALL FULLY IMPLEMENT THE TTCP PRIOR TO COMMENCEMENT OF ANY POTENTIAL TRAFFIC

DISTURBING ACTIVITIES.

2. THE CONTRACTOR SHALL PROVIDE PROPER WARNING SIGNS, BARRICADES, TEMPORARY FENCING AND OTHER APPROPRIATE SAFETY DEVICES DURING THE EXECUTION OF THE WORK TO PROVIDE PUBLIC PROTECTION AND SAFETY.

3. MAINTENANCE OF TRAFFIC SIGNS, PERSONNEL AND OTHER TRAFFIC CONTROL DEVICES SHALL BE PROVIDED BY THE

CONTRACTOR DURING CONSTRUCTION AS REQUIRED BY FDOT STANDARDS.

4. THE CONTRACTOR SHALL PROVIDE ACCESS FOR TRAFFIC AT ALL TIMES DURING CONSTRUCTION.

HAZEN AND SAWYER

TAMPA, FLORIDA 33602

G-1 THESE NOTES ARE GENERAL AND SUPPLEMENT THE SPECIFICATIONS. THESE NOTES APPLY TO THE ENTIRE PROJECT UNLESS

MODIFIED OR NOTED OTHERWISE IN THE CONTRACT DOCUMENTS.

G-2 STANDARD DETAILS SHALL BE USED WHEN REFERRED TO OR WHEN NO MORE RESTRICTIVE OR DIFFERENT DETAILS ARE SHOWN ON

THE DRAWINGS.

G-3 DESIGN IS IN ACCORDANCE WITH AND CONSTRUCTION SHALL COMPLY WITH THE PROVISIONS OF THE FLORIDA BUILDING CODE.

THE DESIGN LOADS AND OTHER DESIGN VALUES GIVEN IN NOTES G-4 THROUGH G-7 WERE USED FOR DESIGN OF STRUCTURES

UNLESS NOTED OTHERWISE ON THE DRAWINGS.

G-4 LIVE LOADS:

GENERAL STRUCTURAL NOTES

F-1 CONCRETE (CAST-IN-PLACE) NOTES APPLY TO FOUNDATIONS.

F-2 ALLOWABLE SOIL BEARING PRESSURE

-ALL STAIRWAYS, LANDINGS AND PLATFORMS ARE DESIGNED FOR A LIVE LOAD = 100 PSF UNLESS NOTED OTHERWISE.

G-5 SEISMIC LOAD:

RISK CATEGORY =

SEISMIC IMPORTANCE FACTOR (Ie) = 1.0

SITE CLASS = D

MAPPED SPECTRAL RESPONSE ACCELERATIONS (Ss/S1) = 0.056/0.031

SPECTRAL RESPONSE ACCELERATIONS (SMS/SM1) = 0.090/0.075

SPECTRAL RESPONSE COEFFICIENTS (SDS/SD1) = 0.060/0.050

SEISMIC DESIGN CATEGORY = A

G-6 ALL DIMENSIONS INDICATED FOR EXISTING STRUCTURES SHALL BE VERIFIED BY FIELD MEASUREMENT. ALL DIMENSIONS THAT ARE CONTROLLED BY OR RELATED TO EQUIPMENT SHALL BE VERIFIED BY THE CONTRACTOR WITH THE MANUFACTURER

SHOP DRAWINGS PRIOR TO CONSTRUCTION.

G-7 THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING INFORMATION IN THE FIELD AS REQUIRED FOR NEW

WORK.

G-8 EQUIPMENT ANCHOR BOLT SIZES, TYPES, EMBEDMENT AND PATTERNS SHALL BE VERIFIED WITH THE MANUFACTURER. ALL BOLT

PATTERNS SHALL BE TEMPLATED TO INSURE ACCURACY OF PLACEMENT.

G-9 STRUCTURAL DRAWINGS SHALL BE USED IN COORDINATION WITH THE DRAWINGS OF ALL OTHER DISCIPLINES AND

MANUFACTURER'S SHOP DRAWINGS.

G-10 STRUCTURES HAVE BEEN DESIGNED FOR OPERATIONAL LOADS ON THE COMPLETED STRUCTURE. DURING CONSTRUCTION, THE STRUCTURES SHALL BE PROTECTED BY BRACING AND TEMPORARY SUPPORTS WHEREVER EXCESSIVE CONSTRUCTION LOADS

MAY OCCUR. OVERSTRESSING OF ANY STRUCTURAL ELEMENT IS PROHIBITED.

G-11 IF CONTRACTOR DESIRES TO TEMPORARILY PLACE OR MOVE LOADS ON OR ADJACENT TO EXISTING STRUCTURES OR UTILITIES DURING CONSTRUCTION PROCESS, CONTRACTOR IS EXCLUSIVELY RESPONSIBLE FOR MAINTAINING STRUCTURAL INTEGRITY AND AVOIDING OVERSTRESSING AND DAMAGING EXISTING STRUCTURES AND UTILITIES. CONTRACTOR SHALL SUBMIT STRUCTURAL CALCULATIONS AND DRAWINGS VERIFYING PROPOSED CONSTRUCTION INCLUDING APPLICATION OF TEMPORARY CONSTRUCTION LOADS WILL NOT OVERSTRESS OR DAMAGE EXISTING STRUCTURES AND UTILITIES. DRAWINGS AND CALCULATIONS SHALL BE SEALED BY A PROFESSIONAL ENGINEER CURRENTLY REGISTERED IN THE STATE OF FLORIDA.

F-3 STRUCTURES ARE DESIGNED FOR A 100-YEAR FLOOD ELEVATION OF 9.00.

STRUCTURAL METALS CONCRETE (CAST-IN-PLACE)

FOUNDATIONS

LEVEL

STRUCTURE ROOF CONCRETE PAD ALUMINUM PLATFORM

PUMP PAD N/A 100 PSF 100 PSF

PARAMETER

STRUCTURE ALLOWABLE SOIL BEARING PRESSURE

PUMP PAD 3000 PSF

WINCH PAD 3000 PSF

PIPE SUPPORT PAD 3000 PSF

M-1 DETAIL, FABRICATE, AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS, ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, LATEST EDITION.

M-2 STEEL MATERIAL:

A) STRUCTURAL HSS: ASTM A500, GRADE C (46/50 KSI) OR A1085 (50 KSI)

B) STRUCTURAL PIPE: ASTM A53, GRADE B (35 KSI)

C) PLATES, BARS AND ANGLES: ASTM A36 UNO (36 KSI)

D) STRUCTURAL W SHAPES: ASTM A992 (50 KSI)

E) STRUCTURAL S, M, C & MC SHAPES: ASTM A36 (36 KSI)

F) STRUCTURAL HP ASTM A572 GRADE 50 (50 KSI)

G) RODS ASTM F1554 GRADE 36 (36 KSI)

M-3 PROVIDE MINIMUM 3/4" DIAMETER ASTM A325 HIGH STRENGTH BOLTS WITH SNUG TIGHTENED TYPE N CONNECTIONS FOR STRUCTURAL STEEL UNLESS NOTED OTHERWISE. HOLES FOR BOLTS SHALL BE STANDARD SIZE UNLESS NOTED OTHERWISE.

M-4 DO NOT PAINT STEEL SURFACES WHICH ARE TO BE WELDED OR ARE TO BE ENCASED IN CONCRETE.

M-5 ALL STAINLESS STEEL FABRICATIONS EXPOSED TO UNDERWATER SERVICE SHALL BE TYPE 316. ALL OTHER STAINLESS STEEL

FABRICATIONS SHALL BE TYPE 304 UNLESS NOTED OTHERWISE.

M-6 ALUMINUM SHALL BE ALLOY 6061-T6 UNLESS NOTED OTHERWISE.

M-7 ALL BOLTS, ANCHOR BOLTS, AND CONCRETE ANCHORS CONNECTING ALUMINUM SHALL BE STAINLESS STEEL TYPE 316 FOR

UNDERWATER APPLICATIONS AND TYPE 304 FOR ALL OTHER APPLICATIONS.

M-8 DETAIL, FABRICATE, AND ERECT ALUMINUM IN ACCORDANCE WITH THE LATEST EDITION OF THE ALUMINUM ASSOCIATION

ALUMINUM DESIGN MANUAL.

M-9 ALUMINUM SHALL BE ISOLATED FROM CONTACT WITH CONCRETE AND DISSIMILAR METALS.

M-10 ALL GROOVE AND BUTT WELDS SHALL BE FULL PENETRATION.

M-11 FILLET WELD SIZES SHALL NOT BE LESS THAN THE MINIMUM SIZE REQUIRED BY AISC CODE FOR PLATE SIZES TO BE CONNECTED AND SHALL BE APPLIED TO THE ENTIRE JOINT CONTACT LENGTH, AND NOT LESS THAN 3/16".

M-12 BOTTOM SURFACES OF BASE PLATES SHALL BE GROUTED TO ENSURE FULL BEARING CONTACT WITH CONCRETE SLAB.

M-13 WHENEVER ONE MEMBER IS FASTENED TO ANOTHER WITH FASTENINGS (BOLTS, WELDS, ETC.) SET AT A UNIFORM SPACING, THERE SHALL BE A MINIMUM OF TWO FASTENINGS PER PIECE CONNECTED AND THE FIRST AND LAST FASTENINGS SHALL BE

LOCATED NOT TO EXCEED 0.25 OF FASTENER SPACING FROM EACH END.

M-14 BOLTED CONNECTIONS FOR STRUCTURAL STEEL SHALL BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH RCSC

(SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR ASTM A490 BOLTS).

M-15 STRUCTURAL WELDED JOINTS SHALL CONFORM TO THE PROVISIONS OF AWS D1.1, STRUCTURAL WELDING CODE BY AMERICAN WELDING SOCIETY. PROOF OF WELDER CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.

C-1 DESIGN OF CONCRETE ELEMENTS INCLUDING WALLS, FORMED SLABS, BEAMS, AND COLUMNS IS IN ACCORDANCE WITH ACI 318 (CODE REQUIREMENTS FOR STRUCTURAL CONCRETE) AND 350 (CODE REQUIREMENTS FOR ENVIRONMENTAL ENGINEERING

CONCRETE STRUCTURES).

C-2 FOR CONCRETE MIX DESIGN SEE SPECIFICATION SECTION 03300.

C-3 CONCRETE STRENGTH CLASSES (28-DAY COMPRESSIVE STRENGTH):

A) CLASS A1 CONCRETE (4,500 PSI): NORMAL WEIGHT STRUCTURAL CONCRETE TO BE USED IN ALL STRUCTURES QUALIFYING AS ENVIRONMENTAL CONCRETE STRUCTURES THAT ARE DESIGNED IN ACCORDANCE WITH ACI 350 INCLUDING PUMP STATIONS, TANKS, BASINS, PROCESS STRUCTURES, AND ANY STRUCTURES CONTAINING FLUID OR PROCESS CHEMICALS OR

OTHER MATERIALS USED IN TREATMENT PROCESS.

C-4 ALL BAR REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60. WHERE REINFORCEMENT IS TO BE WELDED IN ACCORDANCE WITH AWS D1.4, ASTM A706 GRADE 60 SHALL BE USED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.

C-5 CONCRETE COVER FOR REINFORCING (UNLESS NOTED OTHERWISE ON THE DRAWINGS):

A) CONCRETE DEPOSITED DIRECTLY AGAINST SOIL: 3"

B) CONCRETE EXPOSED TO WEATHER (#5 OR SMALLER): 1 1/2"

CONCRETE EXPOSED TO WEATHER (#6 OR LARGER): 2"

C) SLABS: 1 1/2"

AT SURFACES CONTACTING FLUID: 2"

D) BEAMS AND COLUMNS (TO MAIN REINFORCEMENT): 2"

BEAMS AND COLUMNS (TO COLUMN TIES OR STIRRUPS): 1 1/2"

E) WALLS 12" OR MORE: 2"

F) FOR SURFACES EXPOSED TO FLUID IN BEAMS, COLUMNS AND WALLS: ADD 1/2" TO ABOVE VALUES

C-6 SPLICES SHALL BE CLASS "B" CONFORMING TO THE PROVISIONS OF ACI 318 UNLESS NOTED OTHERWISE. SPLICE LENGTH FOR TWO DIFFERENT SIZED BARS TO BE LAP SPLICED TOGETHER SHALL BE THE LENGTH OF THE LARGER BAR UNLESS NOTED

OTHERWISE.

C-7 ALL EXPOSED CORNERS SHALL HAVE A 3/4" CHAMFER OR A 1/2" RADIUS TOOLED CORNER.

C-8 EQUIPMENT SUPPORTS, ANCHORAGES, OPENINGS, RECESSES AND REVEALS NOT SHOWN ON THE STRUCTURAL DRAWINGS BUT REQUIRED BY OTHER CONTRACT DOCUMENTS, SHALL BE PROVIDED FOR PRIOR TO PLACING CONCRETE.

C-9 REINFORCING BARS AND ACCESSORIES SHALL NOT BE IN CONTACT WITH ANY METAL PIPE, PIPE FLANGE, METAL CONDUIT, OR OTHER METAL PARTS EMBEDDED IN CONCRETE. A MINIMUM CLEARANCE OF 2" SHALL BE PROVIDED.

C-10 DOWELS, ANCHOR BOLTS, PIPES, WATERSTOPS AND OTHER EMBEDDED ITEMS SHALL BE HELD SECURELY IN POSITION WHILE

CONCRETE IS BEING PLACED.

C-11 AT ALL TYPICAL CURBS, EQUIPMENT PADS, AND PIPE SUPPORT PIERS, REINFORCING DOWELS SHOWN MAY BE REPLACED WITH MATCHING DOWELS SET IN EPOXY IN DRILLED HOLES AS SPECIFIED. DOWELS LOCATED CLOSER THAN 3" FROM ANY EDGE OF

CONCRETE SHALL NOT BE REPLACED WITH DRILLED DOWELS.

C-12 DRILLED ADHESIVE DOWELS AND CONCRETE ANCHORS (WHERE DOWELS OR ANCHORS ARE SHOWN TO BE PLACED INTO

HARDENED CONCRETE):

A) THE HOLE DIAMETER SHALL BE NO LARGER THAN 1/8" GREATER THAN THE DIAMETER OF THE REINFORCING BAR AT THE DEFORMATIONS FOR DOWELS. THE HOLE DIAMETER SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS

FOR ANCHORS.

B) THE DEPTH OF EMBEDMENT SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE.

C) ADJUST THE DOWEL OR ANCHOR LOCATIONS AS NEEDED TO AVOID DRILLING THROUGH ANY REINFORCING BARS. IF THE

LOCATION NEEDS TO BE MODIFIED, CONTACT THE ENGINEER. CONTRACTOR SHALL USE NON-DESTRUCTIVE MEANS TO FIELD

LOCATE REINFORCEMENT PRIOR TO DRILLING HOLES FOR DOWELS OR ANCHORS.

C-13 CLEAR DISTANCE FROM ANCHOR RODS TO ANY CONCRETE EDGE SHALL BE 4" MINIMUM UNLESS NOTED OTHERWISE.

C-14 CONCRETE COMPRESSIVE STRENGTH TESTS SHALL BE AVAILABLE ON THE JOB SITE FOR REVIEW BY THE ENGINEER.

G-12 NO BACKFILL SHALL BE PLACED AGAINST ANY SUBSTRUCTURE WALLS UNLESS ALL ADJACENT SUPPORTING ELEMENTS HAVE ACHIEVED DESIGN STRENGTH, OR WALLS HAVE BEEN PROPERLY BRACED, AND IN ANY CASE NOT SOONER THAN 28 DAYS AFTER THE PLACING OF CONCRETE. SUPPORTING ELEMENTS SHALL INCLUDE ADJACENT WALLS, SLABS, BEAMS AND COLUMNS.

A-1 ALL ARCHITECTURAL, MECHANICAL, AND ELECTRICAL COMPONENTS SHALL BE DESIGNED AND INSTALLED TO RESIST THE CONTROLLING CONDITION OF OPERATIONAL FORCES OR SEISMIC FORCES IN ACCORDANCE WITH THE GOVERNING BUILDING CODE.

SEISMIC FORCES SHALL ALSO BE AS PER ASCE 7. COMPONENT SEISMIC ATTACHMENTS SHALL BE BOLTED, WELDED, OR OTHERWISE POSITIVELY FASTENED WITHOUT CONSIDERATION OF FRICTIONAL RESISTANCE PRODUCED BY THE EFFECTS OF GRAVITY. A CONTINUOUS LOAD PATH OF SUFFICIENT STRENGTH AND STIFFNESS BETWEEN THE COMPONENT AND THE SUPPORTING STRUCTURE SHALL BE PROVIDED. CONNECTIONS FOR BOTH ORTHOGONAL DIRECTIONS (TRANSVERSE AND LONGITUDINAL) SHALL BE DESIGNED

BY AN ENGINEER CURRENTLY REGISTERED IN THE STATE OF FLORIDA.

A-2 COMPONENT REACTION FORCES AT THE POINT OF ATTACHMENT TO THE STRUCTURE SHALL BE SUBMITTED TO AND COORDINATED WITH THE ENGINEER FOR CONFIRMATION SUPPORTING STRUCTURE CAN WITHSTAND REACTION FORCES.

A-3 CONTRACTOR SHALL PROVIDE SPECIAL SEISMIC CERTIFICATION (SSC) FROM MANUFACTURER OF EQUIPMENT FOR ALL SYSTEMS DEEMED NECESSARY BY SPECIFICATIONS. SPECIAL SEISMIC CERTIFICATION SHALL BE IN COMPLIANCE WITH ASCE 7.

NONSTRUCTURAL COMPONENT ANCHORAGE

X-1 THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING INFORMATION IN THE FIELD AS REQUIRED FOR DEMOLITION AND

MODIFICATIONS.

EXISTING INFORMATION

HAZEN AND SAWYER

TAMPA, FLORIDA 33602

EL 11.67

EL 10.17

TOG 11.33

TOC 12.25

TOS EL 19.00

EL 7.25

EL 8.25

EL VARIES,

SEE CIVIL

EL 8.42

EL 12.00

EL 9.42

TOC 12.25

HAZEN AND SAWYER

1000 NORTH ASHLEY DRIVE, SUITE 1000

TAMPA, FLORIDA 33602

HPT 10.17

PLAN

3/8" = 1'-0"

SECTION A

3/8" = 1'-0" S-2

#7@8", EW,

TYP

WALL BEYOND

CONC LPT 10.07

SL

OP

E

SLOPE

#7@8", T&B, EW

C8

C8 [

I

I

I

SIDE MOUNTED

SIDE MOUNTED

I12

C12 [ C12 [ C12 [

A S-2

S-5

NOTES:

1. C8 DENOTES C8x6.48 AL.

C12 DENOTES C12x8.64 AL.

I12 DENOTES I12x14.3 AL.

L3.5 DENOTES L3.5X3.5X0.375 AL.

W8 DENOTES GALV W8x24 HSS8 DENOTES GALV HSS8x8x3/8 L4 DENOTES GALV L4x4x3/8 L3 DENOTES GALV L3x3x3/8

2. CONTRACTOR SHALL FURNISH SCUPPER DRAIN

TO PREVENT PONDING WATER. LOCATION SHALL

BE RESPONSIBILITY OF THE CONTRACTOR.

3. CONTRACTOR SHALL VERIFY SIZE AND

LOCATION OF EQUIPMENT PADS.

4. TEMPORARY COFFERDAMS MAY BE REQUIRED TO

FACILITATE CONSTRUCTION. COFFERDAM

DESIGN AND CONSTRUCTION SHALL BE THE

EXCLUSIVE RESPONSIBILITY OF THE

CONTRACTOR. THE CONTRACTOR SHALL ALSO

PROVIDE SUCH TEMPORARY PUMPING, DRAINS,

AND SUMPS AS NECESSARY TO ENSURE THAT

ALL CONSTRUCTION ACTIVITIES CAN BE

EXECUTED IN THE DRY. DESIGN OF COFFERDAM

SYSTEM SHALL BE BY A PROFESSIONAL

ENGINEER CURRENTLY REGISTERED IN THE

STATE OF FLORIDA. CONTRACTOR SHALL

SUBMIT STRUCTURAL DRAWINGS AND

CALCULATIONS OF COFFERDAM SYSTEM BOTH

SEALED BY THE PROFESSIONAL ENGINEER

RESPONSIBLE FOR DESIGN.

5. ALL TEMPORARY EMBANKMENTS OF

COFFERDAMS THAT WILL BE INCORPORATED

INTO THE COMPLETED WORK SHALL FULLY

COMPLY WITH THE FOUNDATION PREPARATION,

MATERIAL GRADATION, AND COMPACTION

REQUIREMENTS SPECIFIED ELSEWHERE IN THE

CONTRACT DOCUMENTS FOR THE PARTICULAR

LOCATION. ALL OTHER TEMPORARY

EMBANKMENTS AND COFFERDAMS SHALL BE

REMOVED.

6. CONTRACTOR SHALL COORDINATE OPENING

SIZE WITH APPROVED EQUIPMENT.

7. SUPPORT PIER TOP ELEVATION SHALL BE

COORDINATED WITH APPROVED EQUIPMENT.

REQUIREMENTS OF OPENING IN SLOPE

STABILIZATION MATERIAL SHALL BE

COORDINATED WITH SUPPLIER.

8. CONTRACTOR SHALL COORDINATE

POSITION OF PIPE SUPPORTS WITH

FLANGE LOCATIONS. SEE MECH

DRAWINGS.

9. CONCRETE SLAB LOCATION FOR PIPING

SUPPORT SHALL BE DETERMINED BY 12" DIP

LAYOUT. CONTRACTOR TO DETERMINE FINAL

LAYOUT OF 12" DIP AND LOCATION OF

CONCRETE SLAB AND SUBMIT TO THE ENGINEER

FOR REVIEW.

C12, TYP

2'-2"

2'-2"

TYP

R

IS

ER

S

6"

2 TREADS

@ 11" = 22"

TYP, 7 LOCATIONS

SECTION B

1" = 1'-0" S-2

B S-2

WALL BEYOND

EQUIP PAD

BEYOND

7"

AL PLATFORM,

SEE PLAN

PLATFORM

CONNECTION

#4 BAR

#4@8"

CONC STAIRS, SEE

SECTION B FOR TYP

REINFORCING

CONC STAIRS,

TYP 2 LOCATIONS

12"

3" Ø PVC SCUPPER

DRAIN, SEE NOTE 2

EDGE OF CONC

SLAB BELOW

AL PLATFORM

SCUPPER DRAIN

AND SLAB

REINFORCING

NOT SHOWN,

SEE SECTION A

SEE MECH FOR

MAX WSE

S-03-0504

EQPT PAD

S-05-0603

HANDRAIL GATE

TYP

S-05-0601

AL HANDRAIL

TYP

L3.5

S-5

TYP

S-05-0601

AL HANDRAIL

TYP

S-05-0701

AL GRTG

TYP

S-05-0202R

AL FRAMING CONN

TYP AT ENDS

S-05-0601

AL HANDRAIL

TYP

S-05-0701

AL GRATING

TYP

S-05-0601

AL HANDRAIL

TYP

S-05-0303

CONC STAIR NOSING

TYP

2"

4" 2'-1" 2'-1" 3'-2" 3'-2" 3'-2" 4"

1" 2" 2'

-6

5' -7

5'

-7

0"

2"

L3 .5

I

I

I

I

2' -5

16'-8"

L3.5

L3 .5

L3.5

L3 .5

C12 [ C12 [C12 [

C12 [ C12 [ C12 [C12 [ C12 [C12 [

C12 [ C12 [ C12 [C12 [ C12 [C12 [

C12 C12 C12[ C12 C12C12 [[ [[[

L3.5

L3 .5

L3 .5

L3.5

L3 .5

L3 .5

12" 16'-0" 12"

18'-0"

APPROX TOP OF BANK

6" MIN ABC WRAPPED

IN GEOTEXTILE

SUBGRADE EVALUATED AND COMPACTED PER

SPECIFICATIONS. CONTRACTOR TO COORDINATE

WITH ENGINEER FOR SOILS TESTING; ENGINEER

TO PROVIDE TESTING RESULTS TO CONSULTANT.

CONTRACTOR TO ASSUME THAT 1 FOOT OF

EXISTING SOILS HAS TO BE OVEREXCAVATED

BELOW THE DESIRED GRADE AND REPLACED

WITH CRUSHED STONE.

3' -7

2'-4"

4' -0

K

EY

B

EL

O W

3' -0

K

EY

B

EL

O W

12" 0 1 4'2

3/8"=1'-0"

1"=1'-0"

12" 6 1'0

CONC STAIR

S-5

#5@8", T&B, EW

SEE CIVIL FOR SLOPE

STABILIZATION AND

EROSION CONTROL

MEASURES 4'

-0

M

IN

S

EE

N O

TE

2'X2' SQ INTAKE

PIPE SUPPORT PIER,

SEE NOTE 7

8 #6 VERT HOOK

BARS, 3 EA FACE

#4 TIES @ 12" TYP

8' -0

5'-0"

HORIZONTAL

AIR RECEIVER

TANK PAD

S-5

3" Ø PVC SCUPPER

DRAIN, SEE NOTE 2

EDGE OF

CONC CURB

COPE CHANNEL

BOTTOM FLANGE TO

AVOID ANCHORS, TYP

S-4 G

6'-4" 4'-0" 5'-0"

S-4 E

3' -0

6'

-1 " 8'

-0

2' -2

S-4 F

S-5

TYP, 5 LOCATIONS

36"7'-9"16"6'-3" SEE NOTE 9

S-05-0601

AL HANDRAIL

S-2 C

D S-2

S-5

TYP, 4 LOCATIONS

SECTION C

1" = 1'-0" S-2

SECTION D

1" = 1'-0" S-2

3' -4

S

EE

N O

TE

x TOC 12.25

S-05-0601

AL HANDRAIL

SEE SECTION C

FOR REINFORCING.

TYP.

S-05-0601

AL HANDRAIL

E-W BRACING NOT

SHOWN FOR

CLARITY, TYP.

#6 @ 8" EW, T&B

12" MIN #57 STONE

WRAPPED IN GEOTEXTILE

SUBGRADE EVALUATED AND COMPACTED PER

SPECIFICATIONS. CONTRACTOR TO COORDINATE WITH

ENGINEER FOR SOILS TESTING; ENGINEER TO PROVIDE

TESTING RESULTS TO CONSULTANT. CONTRACTOR TO

ASSUME THAT 1 FOOT OF EXISTING SOILS HAS TO BE

OVEREXCAVATED BELOW THE DESIRED GRADE AND

REPLACED WITH CRUSHED STONE.

S-6

S-5

S-5

S-5

PIPE CL

SEE MECH

M-40-0308R

FABRICATED PIPE

SUPPORT AT FLANGE

EL VARIES, SEE CIVIL

SEE SECTION G/S-4

FOR FRAMING

DETAIL

S-4 G

S-4 G

5' -0

TYP

SIM,

TYP

HSS8

L3 L3

W

W

SEE NOTE 8, TYP

GALV CAP PL 3/8"

TYP EA HSS END

S-5

TYP

TYP

9' -8

SUBGRADE EVALUATED AND COMPACTED PER

SPECIFICATIONS. CONTRACTOR TO COORDINATE WITH

ENGINEER FOR SOILS TESTING; ENGINEER TO PROVIDE

TESTING RESULTS TO CONSULTANT. CONTRACTOR TO

ASSUME THAT 1 FOOT OF EXISTING SOILS HAS TO BE

OVEREXCAVATED BELOW THE DESIRED GRADE AND

REPLACED WITH CRUSHED STONE.

12" MIN #57 STONE

WRAPPED IN GEOTEXTILE

SHALL BE EVALUATED AND COMPACTED PER

SHALL BE EVALUATED AND COMPACTED PER

SHALL BE EVALUATED AND COMPACTED PER

EL A ±

EL C ±

EL B ± (SEE CIVIL)

EL D ±

EL C ±

HAZEN AND SAWYER

1000 NORTH ASHLEY DRIVE, SUITE 1000

TAMPA, FLORIDA 33602

PLAN

3/8" = 1'-0"

14'-0"

4'-0" 10'-0"

14'-0"

4'-0" 7'-0" 3'-0"

X EL A

X EL C

6' -6

CL HSS

2' -0

SECTION A

3/8" = 1'-0" S-3

A S-3

B S-3

SECTION B

3/8" = 1'-0" S-3

CL

3' -0

2' -0

H S S

HSS 5x5x1/4

3'-0"

CL CL

6"

3" 3"

CL HSS

HSS 4x4x1/4" AT VERTICAL

POSTS (2PCS), HSS 3X3X1/4"

AT BRACES (4 PCS)

BASE PL 1/2"x6"x11"

8"

1/ 2"

TY

P

2-3/4"Ø ADH ANCHORS

W/ 7" MIN EMBED

1" NON-SHRINK GROUT

SECTION C-C

1 1/2" = 1'-0"

C C

H S S

#5@8, EW,

T&B, TYP

#5@8" EW,

T&B

#5@8", EW,

EF, TYP

NOTES:

1. CONTRACTOR SHALL RETAIN GEOTECHNICAL

CONSULTANT MC SQUARED, INC. TO ASSESS EXPOSED

SUBGRADE AND CONFIRM CONDITIONS BASED ON

PREVIOUS RECOMMENDATIONS PRIOR TO PLACING

CONCRETE.

2. WINCH AND FAIRLEAD PROVIDED BY WINTECH

INTERNATIONAL. WINCH SHALL BE THE SPUR GEAR

HAND WINCH TYPE. FAIRLEAD SHALL BE THE FOUR

ROLLER DIRECTIONAL TYPE.

3. STEEL FAIRLEAD SUPPORT FRAME SHALL BE PAINTED IN

ACCORDANCE WITH SPECIFICATION SECTION 09 90 00.

4. CONCRETE CURBS ONLY REQUIRED AT SOUTH WINCH

PAD LOCATION.

5. CAPACITY OF WINCH SHALL BE 5 TON. WINCH SHALL

HAVE CAST STEEL DRUMS AND FRAMES AND RING GEAR

WITH TWO SPEEDS. WINCH SHALL HAVE REPLACEABLE

BRONZE BUSHINGS AND SPRING LOADED HOLDING DOG

WITH RELEASE HANDLE. WINCH SHALL BE PROVIDED

WITH 28-INCH HANDWHEEL OPERATOR WITH ABILITY TO

REMOVE AND UTILIZE POWER DRIVE PINION TO USE

MOTOR DRIVEN OPERATOR.