CONSTRUCTION DRAWINGS

FOR

ECLIPSE CONSTRUCTION COMPANY

EXPANSION

VICINITY MAP

SECTION 03, TOWNSHIP 29 S, RANGE 23 E

AERIAL MAP

SECTION 03, TOWNSHIP 29 S, RANGE 23 E

SHEET INDEX

LEGAL DESCRIPTION

OWNER/CLIENT

GERALD A. PETRO

GERALD A. AND KATHLEEN M. PETRO REVOCABLE TRUST

668 HOWARD AVE.

LAKELAND, FL 33815-3407

PHONE: (863) 648-9886

EMAIL: GPETRO@ECLIPSECONSTRUCT.COM

PROVIDE SUBMITTALS TO

RODNEY A. GADD, PE

GADD CASE & ASSOCIATES, LLC

1925 US HIGHWAY 98 S, SUITE 201

LAKELAND, FL 33801

PHONE: (863) 940-9979

EMAIL: RODNEY@GADD-CASE.COM

below.

Call

R

SITE CHARACTERISTICS

1. PROJECT DESCRIPTION :

CONSTRUCTION OF ±10,000 SF BUILDING ADDITION WITH NEW DRIVEWAY, AND PARKING

2. PROPERTY LOCATION & INFORMATION:

PROPERTY LOCATION: SITE IS LOCATED AT 2930 PARKWAY ST, LAKELAND, FL

PROPERTY TAX ID#: 23-29-03-139560-000305

PROPERTY ACREAGE: ±5.12 AC

WETLANDS WITHIN PROJECT AREA: ±0.0 AC

FEMA FLOOD ZONE(S): ZONE 'A' & ZONE 'X'

MAP NUMBER: 12105C0460 G

EFFECTIVE DATE: DECEMBER 22, 2016

3. ZONING AND LAND USE: BPC-2

4. DEVELOPMENT CHARACTERISTICS

PROJECT AREA: ±0.91 AC

SETBACKS: FRONT: 30 FT

SIDE: 20 FT

REAR: 20 FT

EXISTING FAR: 8,000 SQ FT/223,177.8 SQ FT = 3.58%

PROPOSED FAR: 18,000 SQ FT/223,177.8 SQ FT = 8.07%

FUTURE FAR: 23,000 SQ FT/223,177.8 SQ FT = 10.30%

EXISTING ISAR: 20,960.3 SQ FT/223,177.8 SQ FT = 9.39%

PROPOSED ISAR: 46,255.1 SQ FT/223,177.8 SQ FT = 20.7%

FUTURE ISAR: 37,226.8 SQ FT/223,177.8 SQ FT = 16.7%

5. PARKING

PARKING REQUIREMENTS

ONE SPACE PER EMPLOYEE, PLUS ONE SPACE FOR EACH VEHICLE USED IN CONNECTION

WITH FACILITY, PLUS SUFFICIENT SPACE FOR LARGEST NUMBER OF VEHICLES THAT MAY

BE EXPECTED AT ONE TIME.

5 EMPLOYEES PER BUILDING (MAXIMUM) = 10 SPACES

2 COMPANY VEHICLES PER BUILDING 4 SPACES

1 HANDICAP PER BUILDING REQUIRED = 2 SPACES

PARKING PROVIDED

EMPLOYEE PARKING (GRASS): 6 (10 X 20)

REGULAR SPACES: 9 (10 X 20)

HANDICAP SPACES: 2 (12 X 20)

TOTAL SPACES: 17

6. UTILITY CONTACTS:

MIKE KIKER

CHARTER COMMUNICATIONS AKA BRIGHT HOUSE

1004 US HWY 92 W

AUBURNDALE, FL 33823

(863) 288-2340 Ext: 84264

KRIS HAYES

CITY OF LAKELAND - ELECTRIC

501 E LEMON ST, LE-ROW

LAKELAND, FL 33801

(863) 834-6486

CARLOS BATES

FRONTIER COMMUNICATIONS

3712 W WALNUT ST

TAMPA, FL 33607

(941) 906-6709

CITY OF LAKELANDWATER/WASTEWATER UTIL

CITY OF LAKELAND

501 E LEMON ST

LAKELAND, FL 33811

(863) 834-6560

(BY SURVEYOR)

# DESCRIPTION

C 0.0

C 1.0

C 2.0

C 3.0

C 4.0

C 5.0

C 6.0

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L 1.0

COVER SHEET

GENERAL NOTES

EXISTING CONDITIONS

STORMWATER POLLUTION PREVENTION PLAN

DEMOLITION PLAN

GEOMETRY PLAN

GRADING & DRAINAGE PLAN

UTILITY PLAN

LANDSCAPE PLAN

CONSTRUCTION MATERIALS, QUALITY, AND WORKMANSHIP

SHALL BE IN ACCORDANCE WITH POLK COUNTY AND FDOT

SPECIFICATIONS AND STANDARDS, AND THE MANUAL ON

UNIFORM TRAFFIC CONTROL DEVICES.

CONTRACTOR IS RESPONSIBLE FOR HIRING A QUALIFIED

UNDERGROUND UTILITY LOCATOR. THE UNDERGROUND

UTILITY LOCATOR SHALL LOCATE EXISTING UTILITIES IN

PROJECT AREA PRIOR TO DEMOLITION AND CONSTRUCTION.

TABLE OF FDOT INDEX REFERENCE

# DESCRIPTION

233 DITCH BOTTOM INLETS - TYPES F AND G

272 CROSS DRAIN MITERED END SECTION

SURVEY (BY OTHERS)

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PROJECT # 1108.01

NOT FOR CONSTRUCTION

FOR REVIEW ONLY

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IT IS THE INTENTION OF THESE DOCUMENTS TO PROPOSE

CONSTRUCTION IN ACCORDANCE WITH THE FLORIDA

BUILDING CODE AND FLORIDA ACCESSIBILITY CODE (LATEST

EDITION). CONTRACTOR SHALL BE FAMILIAR WITH THESE

DOCUMENTS AND ASSURE CONFORMANCE.

A PARCEL OF LAND BEING IN BLOCK C, WARING INDUSTRIAL PARK, PHASE II, AS RECORDED IN

PLAT BOOK 72, PAGE 1, PUBLIC RECORDS OF POLK COUNTY, FLLORIDA, BEING MORE

PARTICULARLY DESCRIBED AS FOLLOWS:

COMMENCE AT THE NORTHWEST CORNER OF SAID BLOCK C, THENCE N 88°36'43" E ALONG THE

NORTH LINE OF SAID BLOCK C A DISTANCE OF 330.00 FEET TO THE SOUTHWEST CORNER OF

WARING INDUSTRIAL PARK, PHASE I AS RECORDED IN PLAT BOOK 67, PAGE 18 OF THE PUBLIC

RECORDS OF POLK COUNTY, FLORIDA, AND THE POINT OF BEGINNING; THENCE CONTINUE N

88°36'43" E ALONG THE NORTH LINE OF SAID BLOCK C A DISTANCE OF 396.00 FEET, THENCE S

01°20'02" E PARALLEL WITH THE WEST LINE OF SAID BLOCK C A DISTANCE OF 602.33 FEET,

THENCE S 88°39'46" W PARALLEL WITH THE CENTERLINE OF A CITY OF LAKELAND

AVAGATIONAL RIGHT-OF-WAY AS RECORDED IN O.R. BOOK 702, PAGES 51-53, PUBLIC RECORDS

OF POLK COUNTY, FLORIDA, A DISTANCE OF 378.29 FEET, THENCE N 01°20'02" W PARALLEL

WITH THE WEST LINE OF SAID BLOCK C A DISTANCE OF 450.49 FEET TO A POINT ON A CURVE

CONCAVED WESTERLY HAVING A RADIUS OF 65.00 FEET, A CENTRAL ANGLE OF 155°53'10", A

CHORD BEARING OF N 00°33'04" W AND A CHORD DISTANCE OF 127.13 FEET, THENCE

NORTHERLY ALONG SAAID CURVE A DISTANCE OF 176.85 FEET TO THE POINT OF REVERSE

CURVATURE OF A CURVE CONCAVED NORTHEASTERLY HAVING A RADIUS OF 25.00 FEET, A

CENTRAL ANGLE OF 77°09'12", A CHORD BEARING OF N 39°55'05" W ABD A CHORD DISTANCE OF

33.18 FEET, THENCE NORTHWESTERLY ALONG SAID CURVE 33.66 FEET TO THE POIINT OF

BEGINNING.

PROPERTY

BOUNDARY

PROJECT

LOCATION

PROPERTY

BOUNDARY

PROJECT

LOCATION

THESE PLANS PREPARED USING THE N.G.V.D.29 DATUM

CONVERSION FROM N.G.V.D. 1929 DATUM TO N.A.V.D. 1988 DATUM

N.G.V.D. 1929 - 0.95 = N.A.V.D. 1988

LAKELAND LINDER

REGIONAL AIRPORT

PARKWAY ST

IN

DU

ST

RY

B

LV

D

PA

RK

WA

Y S

T

BADGER ROAD

THE FOLLOWING LIST CONTAINS ABBREVIATIONS USED IN THIS SET OF DRAWINGS. NOTE THAT NOT ALL ABBREVIATIONS

SHOWN HERE MIGHT APPEAR WITHIN THIS SET OF PLANS

AC = ASPHALT CONCRETE

AC = ACRE

ALUM = ALUMINUM

APPD = APPROVED

APPROX = APPROXIMATE

ARCH = ARCHITECTURAL

ASPH = ASPHALT

ASSY = ASSEMBLY

AWWA = AMERICAN WATER

WORKS ASSOCIATION

BFO = BURIED FIBER OPTIC

BLDG = BUILDING

BLVD = BOULEVARD

BM = BENCHMARK

BC = BOTTOM OF CURB

BFP = BACK FLOW PREVENTER

BT = BURIED TELEPHONE

CF = CUBIC FEET

CHDPE = CORRUGATED HIGH DENSITY

POLYETHYLENE PIPE

CI = CAST IRON

CL = CENTER LINE

CLF = CHAIN LINK FENCE

CMP = CORRAGATED METAL PIPE

CO = CLEAN OUT, COMPANY

COL = CITY OF LAKELAND

COMM = COMMUNICATION

CONC = CONCRETE

COND = CONDUIT (UNDERGROUND)

CONST. = CONSTRUCT, CONSTRUCTION

CONTR = CONTRACTOR, CONTRACT

CORR = CORRUGATED

CU = CUBIC

CU.FT. = CUBIC FOOT

CU.IN. = CUBIC INCH

CY = CUBIC YARD

DBI = DITCH BOTTOM INLET

DBL = DOUBLE

DEMO = DEMOLITION

DET = DETAIL

DI = DUCTILE IRON

DIA = DIAMETER

DIM = DIMENSION

DIP = DUCTILE IRON PIPE

DS = DOWNSPOUT, DOWNSTREAM

DWG = DRAWING

DHWL = DESIGN HIGH WATER LEVEL

E = EAST

EA = EACH

EL = ELEVATION

ELEC = ELECTRIC, ELECTRICAL

ENCL = ENCLOSURE

EOP = EDGE OF PAVEMENT

EOL = EDGE OF LANE

EP = EDGE OF PAVEMENT ELEVATION

EQ = EQUAL

ERCP = ELLIPTICAL REINFORCED

CONCRETE PIPE

EXIST = EXISTING

EXP = EXPANSION CONT.

EXP JT = EXPANSION JOINT

EXT = EXTERIOR

FAR = FLOOR AREA RATIO

FDC = FIRE DEPARTMENT CONNECTION

FDOT = FLORIDA DEPARTMENT OF

TRANSPORTATION

FF = FINISHED FLOOR

FH = FIRE HYDRANT

FLG = FLANGE

FM = FORCE MAIN

FT (') = FEET, FOOT

GA = GAUGE

GALV = GALVANIZED

GR = GRADE

GRBR = GRADE BREAK

GRND = GROUND

GS = GALVANIZED STEEL, GROUND SHOT

GV = GATE VALVE

HB = HOSE BIB

HC = HANDICAP

HDPE = HIGH DENSITY POLYETHYLENE PIPE

HORIZ = HORIZONTAL

HP = HIGH POINT

HT = HEIGHT

HW = HIGH WATER

HWY = HIGHWAY

HYD = HYDRANT, HYDRAULIC

ID = INSIDE DIAMETER

IE = INVERT ELEVATION

IN (") = INCH

INC = INCORPORATED

INFO = INFORMATION

INV = INVERT

IRR = IRRIGATION

ISAR = IMPERVIOUS SURFACE AREA RATIO

JCT = JUNCTION

JMH = JUNCTION MANHOLE

JT = JOINT, CONSTRUCTION JOINT

L, LT = LEFT

LAT = LATERAL

LF = LINEAR FEET

LH = LEFT HAND

LP = LOW POINT

LVL = LEVEL

MAT = MATERIAL

MAX = MAXIMUM

MECH = MECHANICAL

MES = MITERED END SECTION

MEG = MATCH EXISTING GRADE

MFG = MANUFACTURING

MFGR = MANUFACTURER

MH = MANHOLE

MIN = MINIMUM

MISC = MISCELLANEOUS

MJ = MECHANICAL JOINT

MOD = MODIFIED

N = NORTH

NGS = NATIONAL GEODETIC SURVEY

NO (#) = NUMBER

NOM = NOMINAL

NTS = NOT TO SCALE

OC = ON CENTER

OD = OUTSIDE DIAMETER

OPP = OPPOSITE

ORIG = ORIGINAL

ORN = ORNAMENTAL

OH = OVERHEAD

PAR = PARALLEL

PC = PRECAST CONCRETE,

POINT OF CURVATURE

PERF = PERFORATED

PERM = PERMANENT

PERP = PERPENDICULAR

PI = POINT OF INTERSECTION

PIV = POST INDICATOR VALVE

PL = PROPERTY LINE, PLATE

PREFAB = PREFABRICATED

PRC = POINT OF REVERSE CURVATURE

PROJ = PROJECT

PROP = PROPOSED

PSF = POUNDS PER SQUARE FOOT

PSI = POUNDS PER SQUARE INCH

PT = POINT, POINT OF TANGENCY

PVC = POLYVINYL CHLORIDE

PVMT = PAVEMENT

R, RT = RIGHT

RAD = RADIUS

RCP = REINFORCED CONCRETE PIPE

RD = ROAD, ROOF DRAIN

RED = REDUCER

REQ'D = REQUIRED

REV = REVISION, REVISE

RH = RIGHT HAND

RM = ROOM

RND = ROUND

ROT = ROTATED

ROW, R/W = RIGHT OF WAY

RR = RAILROAD

S = SOUTH

SAN = SANITARY

SCH = SCHEDULE

SECT = SECTION

SEW = SEWER

SF, SQ FT = SQUARE FEET

SH = SHEET

SIM = SIMILAR

SLV = SLEEVE

SPEC = SPECIFICATION

SPR = SPRINKLER

SQ = SQUARE

SST = STAINLESS STEEL

ST = STREET

STA = STATION

STD = STANDARD

STL = STEEL

STRUC = STRUCTURAL

SY, SQYD = SQUARE YARDS

SYS = SYSTEM

SW = SIDEWALK

SHWL = SEASONAL HIGH WATER LEVEL

TAN = TANGENT

TBD = TO BE DETERMINED

TC = TOP OF CONC, TOP OF CURB,

TIME OF CONCENTRATION

TEL = TELEPHONE

TEMP = TEMPERATURE, TEMPORARY

TERM = TERMINAL, TERMINATE

TOB = TOP OF BERM, TOP OF BANK

TOP = TOP OF PAVEMENT

TOS = TOE OF SLOPE

TOW = TOP OF WALL

TR = TREAD

TS = TOP OF SIDEWALK

TV = TELEVISION

TYP = TYPICAL

T&B = TOP AND BOTTOM

UG = UNDERGROUND

US = UPSTREAM

VCP = VITRIFIED CLAY PIPE

VERT = VERTICAL

VPI = VERTICAL POINT OF INTERSECTION

VUA = VEHICLE USE AREA

WM = WATER MAIN

W = WEST, WIDTH, WATT

W/ = WITH

W/O = WITHOUT

WD = WOOD

WL = WATER LINE

WT = WEIGHT

WWF = WELDED WIRE FABRIC

X-SEC = CROSS SECTION

YD = YARD

ABBREVIATIONS

135.66

BUILDING

CONCRETE

CURB

PAVEMENT

BARB WIRE FENCE

CHAIN LINK FENCE

WOOD FENCE

FIRE MAIN

FORCEMAIN

SANITARY SEWER LINE

POTABLE WATER MAIN

RECLAIMED WATER MAIN

SANITARY SEWER MANHOLE

STORM MANHOLE

LIGHT POLE

PAD MOUNT TRANSFORMER

POWER POLE

TURBIDITY BARRIER

SILT FENCE

LANDSCAPE BUFFER LINE

120

119

MAJOR CONTOUR

MINOR CONTOUR

CL OF DITCH/SWALE

TOP OF BANK "TOP"

BOTTOM OF BANK "TOE"

EASEMENT

BOUNDARY/RIGHT OF WAY

LOT LINE

PROPERTY

UTILITIES

WATER METER

WATER VALVE

M

COCLEANOUT

Y

FIRE HYDRANT

FLOW ARROW

FINISHED GRADE ELEV

TOPO/GRADING

LEGEND

DITCH BOTTOM INLET

MITERED END SECTION

STORM PIPE

PROPOSED

OTHER

SIGN

GENERAL NOTES

1. Information provided in these drawings by Engineer (Gadd Case & Associates, LLC) including elevations, dimensions,utilities, structures, and other features are according to the best information available at the time of preparation. TheContractor shall verify this information and notify the Engineer immediately if a discrepancy exists.

2. It is the Contractors responsibility to become familiar with permit, construction, and inspection requirements of thevarious applicable agencies. These drawings are not intended to completely specify all the requirements of theapplicable agencies and their construction specifications. The Contractor is responsible for obtaining approvedpermits, permit drawings, and specifications and adhering to the information/requirements contained therein. Thesedocuments shall be kept onsite and readily accessible to Engineer, Owner, and applicable agencies.

3. The Contractor shall be responsible for gaining complete familiarity of the project and specifications. These drawingsare intended to propose the final construction. Means and methods of construction including but not limited tolimitations of access, subsurface conditions, and sequence of activities shall be determined by Contractor.

4. The Contractor shall ensure they have all permitted drawings in advance of submitting final bids for the work proposed.No additional funds will be made available to Contractor due to bidding inaccuracies of preliminary drawings.

5. All work directly proposed or indirectly required in these drawings shall be included by the Contractor. No additionalmonies will be made available to Contractor due to an error by the Contractor during bidding or by work not directlyspecified but required by the proposed construction. This work shall be considered incidental to the contract and noaddition compensation will be provided.

6. Quantities depicted in these drawings are for permitting purposes only. The Contractor shall be responsible fordetermining their own bid quantities.

7. The Contractor shall provide a qualified superintendent to be present onsite at all times. The superintendent's contactinformation must be provided to Owner/Engineer in advance of construction.

8. Material and workmanship shall conform to Florida Department of Transportation's Specifications (latest edition) alongwith all applicable municipal agencies and Owner specifications. Should a discrepancy occur, the most restrictive shallapply.

9. At least (3) days prior to construction, the Contractor shall notify the Engineer and all applicable agencies withanticipated start date, schedule, contact information, and other information as required. The Contractor is responsiblescheduling any necessary pre-application meetings and inspections.

10. Field changes or deviations shall require approval by Contractor from Engineer.11. The Contractor shall submit “shop drawings” of all pre-cast products to Engineer for cursory review prior to

manufacturing. Contractor shall be responsible for all costs incurred from failure to submit shop drawings.12. The locations and sizes of all existing utilities are approximate and depicted to the Engineer's best knowledge.

Additional utilities may exist which are not depicted on the plans or their locations may be different than as depicted.The Contractor shall be responsible for the location of existing utilities utilizing electronic methods and hand excavationin coordination with all utility companies prior to commencing work. Any conflicts with the existing features shall becoordinated with Owner/Engineer prior to beginning construction.

13. It shall be the responsibility of Contractor to protect existing utilities and infrastructure at all times during construction,including providing direct support and shoring as necessary. Contractor must coordinate any such work directly withutility company. If the utility company requires that only their employees may perform such work, then the Contractorshall coordinate the work and submit any payments directly to Utility. All existing valves, hydrants, meters, services,manhole rims, inlet tops or other appurtenances affected by the proposed construction shall be adjusted as required.This work is to be included within the base bid.

14. The Contractor shall coordinate installation of any under-ground conduits/piping required for services, power,telephone, cable, irrigation, security, etc. prior to beginning sub-grade work.

15. The Contractor shall be responsible for coordinating and/or paying for relocation of existing utilities with the applicableutility companies.

16. All clearing, grubbing, and disposal of material to an offsite location is the responsibility of the Contractor. None of thismaterial may be left onsite without the written approval of Owner and or Engineer. Burning of material may be allowedonly if the Contractor receives any required burn permits and receives written approval from Owner. The Contractorwill assume all responsibility and liability associated with burning of material.

17. It is the Engineer's sole discretion as to whether electronic files of the drawings will be made available to the Contractorfor bidding or construction. The Contractor shall not presume the files will be made available and bid accordingly. Inthe event the drawings are provided digitally to the Contractor, they are not to be considered covered under theEngineer's certification. The Contractor assumes all liability as a result of the digital files.

GENERAL CONSTRUCTION REQUIREMENTS

1. The Contractor is responsible for obtaining any permits required for work within public right-of-way.2. The Contractor is responsible for all survey layout and required testing by applicable agencies.3. Any existing features impact or damaged by the proposed construction including: swales/ditches, inlets, culverts,

manholes, sidewalks, driveways, pavement, mailboxes, sod, landscaping, irrigation, etc. must be restored byContractor to the full extent disturbed. Replacement materials must match existing condition or better. No disturbedareas are to be left un-stabilized.

4. Concrete and asphalt pavement must be saw cut to provide clean edge. Concrete shall be removed to the first existingjoint.

5. All underground utilities must be installed, inspected, tested and accepted in advance of base & pavement construction.6. Dewatering may be required for excavation of stormwater facilities and installation of utilities. Dewatering includes the

use of shallow well points or sump pumps. Water must be pumped to onsite sedimentation basins surroundedcompletely by tightly staked hay bales or a double row of silt fence. If the basin cannot contain all dewatering anddispose of through infiltration/percolation, the Contractor shall ensure any discharge meets state water qualityrequirements.

7. All gravity storm pipes are to receive a mitered end treatment in accordance with FDOT specifications unless otherwisestated.

8. The Contractor is responsible for establishing and maintaining all installed vegetation until the project is complete andaccepted by Owner/Engineer.

9. The Contractor is responsible for providing construction water throughout the project and paying any associated fees.10. Upon completion of construction, the stormwater systems shall be cleaned of all silts, debris, limerock, etc.

WATER / RECLAIM CONSTRUCTION & SPECIFICATIONS

1. All watermain construction shall be installed, inspected, and tested in accordance with these plans and the minimumconstruction standards of the local and state guidelines. Should a discrepancy arise, the most restrictive shall apply.

2. All taps and connections must be coordinated by Contractor with the Utility provider in advance in accordance with theirpolicy. The Engineer must be notified at least 2 days in advance.

3. All watermains must be constructed with a minimum of 3 feet of cover. Pressure testing with less cover is notpermitted.

4. Water mains shall be mechanically restrained at elbows, fittings, tees, and dead ends in to the minimum lengths asdetailed in these Plans. All connections and taps shall be a minimum of 24 inches from a fitting or bell.

5. Water mains are to be flushed and bacteriologically disinfected in accordance with local Health Department standardspecifications. The Contractor is responsible for all water used for flushing and disinfection of system, and shalldispose of chlorinated water per local, state, and federal guidelines. Bacteriological samples must be approved byHealth Department and are only valid for 60 days.

6. A Water System Property Values shall be submitted to Engineer by Contractor for review and approval.7. Ductile Iron Pipe: Except as otherwise stated, all pipe with an inside diameter greater than or equal to 20-in. shall be

made of ductile iron. Ductile iron pipe for underground water mains shall be manufactured in accordance with AWWAC-151. Pipe shall be designed for thickness in accordance with AWWA C-150. Ductile Iron pipe shall comply withANSI Standard A21.10, with a 150 psi minimum pressure rating (200 psi for firelines). Ductile Iron pipe installationshall conform to laying condition Type 2 (B) with a flat bottom trench and backfill lightly compacted to the centerline ofthe pipe. Minimum trench width shall be the diameter of the pipe plus 2 ft. for all pipe sizes 4-inch and larger. Layinglengths for ductile iron pipe shall be 18 ft. - 20 ft., and shall conform to all applicable AWWA and ANSI specifications.Pressure Class shall be Class 350 for pipe sizes 4 through 20-inch and Class 250 for pipe sizes 24 through 36-inches.The pipe manufacturer shall determine additional wall thickness required where depth of cover exceeds the minimumrequirements. Where ductile iron is threaded for a flange, the thickness shall be increased accordingly. In all cases theflanged pipe thickness shall not be less than Thickness Class 53. Ductile iron pipe and fittings shall receive an exteriorbituminous coating as specified in ANSI specifications A21.4, A21.50, or A21.51 and shall be cement mortar lined andbituminous sealed in accordance with ANSI standard A21.4. Joints for ductile iron shall be mechanical or push-on typedesigned in accordance with AWWA C-111. Gasket lubricant for push-on joints shall be labeled with trade name andthe pipe manufacturer's name. Per F.A.C. 62-555, all ductile iron pipe shall have a blue stripe applied by themanufacturer, or Contractor shall spray paint a blue strip on all joints of pipe.

8. Ductile Iron Fittings: Fittings for ductile iron pipe shall be manufactured of ductile iron or gray cast iron, and shallconform to the standards of AWWA C-110 or AWWA C-153 (compact fittings). Fittings shall be designed so as to becompatible with the pipe and so as to provide at least equal resistance to internal and external load on the pipe. Fittingjoints shall be mechanical type for underground service. The joints, bolts, and nuts shall conform to AWWA C-111. Allfittings shall be rated for not less than 150 psi working pressure (200 psi for firelines).

9. PVC Pipe and Fittings: Except as otherwise stated, PVC Water distribution pipe size 4" through 12" shall meet therequirements of AWWA C-900. Pipe shall match cast iron Outside Diameters and shall be class 150 or greater (200 forfirelines), and meet or exceed the requirements of DR 18 for sizes 4" through 12". All fittings 4" and larger shall bemade of cast iron or ductile iron, mechanical joint and shall conform to AWWA C-110 or AWWA C-153. Waterdistribution pipe sizes 16" and 18" shall meet the requirements of AWWA C-905. All fittings shall be made of cast ironor ductile iron, mechanical joint and shall conform to AWWA C-110 or AWWA C-153. Maximum laying length for allPVC water pipe shall be 20 feet. Pipe size 2" and below shall conform to ASTM D-2241 for standard dimension ratiofor SDR 21 and Class 200. Schedule 40 with glued joints is acceptable under 2" size. Pipe shall be manufactured fromclean, virgin, unplasticized polyvinyl resin, cell classification 12454-A or 12454-B as defined as ASTM D-1784. All pipesshall bear the National Sanitation Foundation seal for potable water pipe. All PVC water pipe shall be blue in color orbear an acceptable indelible blue marking in three locations for the continuous length of each pipe joint. The requiredspacing for these markings is to be 120 degrees apart. All pipe shall bear the trade name, pipe manufacturer's name,and AWWA standard number.

10. Polyethylene water service tubing shall be copper tubing size (CTS), SDR 9, and rated for 200 psi in accordance withASTM D2737 and AWWA C901. Couplings and fitting are to be grip-joint.

11. Gate Valves: Gate valves 4" and larger shall be in accordance with AWWA C-509 with (0 type stem seal and 2"square-operating nut for burying service). Valves shall be mechanical joint and open left (counter clockwise). Theoperating nut shall have an arrow cast in the nut indicating direction of opening. Gate valves shall be of resilient seatwedge and when fully open shall have a clean waterway equal to the normal diameter of the pipe. Each valve shallhave the manufacturer's distinctive marking, pressure rating, and year of manufacture cast on the body. Prior toshipment from the factory, each valve shall be tested by applying it to hydraulic pressure equal to twice the specifiedworking pressure. Gate valves 2" and under shall conform with federal specification WW-V-54 type 2 solid wedge disc,rising stem, secure joints, and of bronze construction. Valves shall have a malleable iron hand wheel.

12. Valve Boxes: Valve boxes shall be cast iron of standard design with adjustable drop section to fit or cover over valve.Interior diameter shall be not less than 5" with cast iron cover marked "water". Valve box extensions shall be of class50 ductile iron pipe or C900 PVC and shall be installed on any valve five- (5) ft. or more below finished grade. Valvebox lids shall be of cast iron. A 2 ft-square by 4" thick concrete slab shall be neatly poured around all valve box lids notinstalled in a paved area. After complete construction, valve boxes shall be in a vertical position above the valve andprovide clear access and free operation with a valve key.

13. Fire Hydrants: Hydrants shall be in accordance with AWWA Standard C-502-85 and the following requirements: A. Drybarrel compression type, "O" ring seal at operating nut stem and means for lubrication, Traffic model with breakablesafety clips, or flange and stem with safety coupling located below barrel break line to preclude valve opening, Openleft (counter clockwise), Two 2-1/2" hose nozzles and one 4-1/2" pump nozzle with National Standard threads, Mainvalve openings shall be not less than 5-1/4", Paint shall be one coat primer and two coats finish per local municipal firejurisdiction, Pipe outlet shall be 6" mechanical joint, Operating nut shall be pentagonal measuring 1-1/2" point to flat, Allhydrant leads shall be valved and the hydrant installed with a minimum of 18" hose nozzle to ground clearance, Allhydrants shall be installed plumb and in true alignment with the connection pipe to the water main, Gravel or crushed

stone shall be used for the drain sump and shall be carefully placed and compacted.

WASTEWATER CONSTRUCTION & SPECIFICATIONS

1. All wastewater construction shall be installed, inspected, and tested in accordance with these plans and the minimumconstruction standards of the local and state guidelines. Should a discrepancy arise, the most restrictive shall apply.

2. All taps and connections must be coordinated by Contractor with the Utility provider in advance in accordance with theirpolicy. The Engineer must be notified at least 2 days in advance.

3. All wastewater mains must be constructed with a minimum of 3 feet of cover. Pressure testing with less cover is notpermitted.

4. Pressurized wastewater mains shall be mechanically restrained at elbows, fittings, tees, and dead ends in to theminimum lengths as detailed in these Plans. All connections and taps shall be a minimum of 24 inches from a fitting orbell.

5. A Wastewater System Property Values shall be submitted to Engineer by Contractor for review and approval.6. Ductile Iron Pipe/Fittings : Thickness class for ductile iron pipe for underground service shall be minimum class 50.

Wall thickness requirements where depth of cover exceeds the minimum requirements may be different. Layinglengths for mechanical joint or push joint ductile iron pipe shall be 18 or 20 feet, as specified, and shall conform to allapplicable ANSI/AWWA specifications. Joints for ductile iron pipe used for underground service shall be mechanical orpush-on type design in accordance with AWWA C111. Mechanical or push joint pipe shall be labeled with trade nameand the pipe manufacturer's name. Joints for ductile iron fittings used for underground service shall be mechanicaljoint or push joint type design, as specified. Thickness class for ductile iron pipe for aboveground service shall beminimum class 53.

7. PVC Pipe/Fittings (Pressurized) : PVC pressure pipe sizes 4 inches through 12 inches for sanitary sewer force mainsinstalled underground shall meet the requirements of AWWA C900, and shall be class 100 or greater and meet orexceed the requirements of DR25. PVC pressure pipe sizes larger than 12 inches shall meet the requirements ofAWWA C905, and shall be class 150 or greater and meet or exceed the requirements of DR18. PVC pressure pipeC900 and C905 shall be of ductile iron OD. Maximum laying length for all PVC pressure pipe shall be 20 feet. Color ofPVC pressure pipe provided shall be as specified, consistent with the following: (Sewer - Green, Reclaimed Water -Purple). Joints for PVC pressure pipe 4 inches and larger in diameter shall be integral bell and spigot, with a singlegasket, compression ring type. The bell shall consist of an integral wall section with a solid cross section elastomericring, factory installed, meeting the requirements of ASTM F477.

8. PVC Pipe/Fitting (Gravity) : PVC gravity pipe and fittings, sizes 4 inches through 15 inches, for sanitary sewer gravitymains shall meet the requirements of ASTM D3034. PVC gravity pipe and fittings, sizes larger than 15 inches, shallmeet the requirements of ASTM F679 T-1. PVC gravity pipe and fittings shall meet or exceed the requirements ofSDR26 PVC. PVC gravity pipe intended for depth of burial having 10 feet or more of cover shall meet the ASTM D3034specifications inclusive of having the outside diameter of standard SDR26 PVC pipe, but shall have the wall thicknessrating of SDR26. Maximum laying lengths for all PVC gravity pipe sizes shall be as follows: (4 inches through 15inches -- 13 feet, 18 inches - 12.5 feet, Larger than 18 inches - 12 feet). PVC gravity pipe shall be green in color.Joints for PVC gravity pipe 4 inches and larger in diameter shall be integral bell and spigot, with a single rubber gasket.The bell shall consist of an integral wall section with a solid cross section elastomeric ring, factory installed, and shallconform to ASTM F477 and meet the requirements of ASTM D3212. PVC fittings shall be made of PVC plastic havinga cell classification of 12454-B, or 12454-C, or 13343-C as defined in ASTM D1784, joined with a rubber gasket joint.

9. Manholes: Manholes shall consist of pre-cast manholes and shall conform to specifications for ASTM C 478 “Pre-castReinforced Concrete Manhole Sections”, except as otherwise specified below. The minimum wall thickness shall befive inches. Pre-cast manholes shall be constructed with a pre-cast monolithic base structure (minimum base thicknessshall be eight inches). Concrete for manholes shall be Type II, 4000 psi at 28 days. Barrel, top and base sections shallhave tongue and groove joints. All jointing material shall be a cold adhesive preformed plastic gasket, conforming toASTM C 443 “Manhole Section Connections”. Manholes shall be leak-free. Sections shall be cured by an approvedmethod as per ASTM C 478 for at least 28 days prior to coating and shall not be shipped until at least two days afterhaving been coated. Pre-cast concrete top slabs shall be used where cover over the top of the pipe is less than fourfeet. Lift rings or non-penetrating lift holes shall be provided for handling pre-cast manhole sections. With theexception of master manholes or manholes that have force mains directly discharging into them, the interior surfaces ofall manholes shall have a protective bituminous epoxy coating formulated to resist corrosion from a wastewaterenvironment. The interior surfaces of master manholes or manholes that have force mains directly discharging intothem shall have a protective cementitious or polymer based coating or lining. All exterior surfaces of all manholes shallhave a protective bituminous epoxy coating capable of sealing out moisture.

UTILITY PIPE INSTALLATION AND HANDLING

1. Additional fittings, appurtenances, and construction may be required other than those specified in detail within thesePlans to construct the utilities as proposed. These additional items are assumed incidental to the construction and areto be included within the Contractor's base bid.

2. Installation of water, reclaim, and force mains shall be in accordance with the applicable provisions of ANSI/AWWAC900 for PVC pipe, and ANSI/AWWA C600 for ductile iron pipe.

3. Pipe, fittings, and accessories shall be carefully inspected before and after installation and those found defective shallbe rejected. Pipe and fittings shall be free of fins and burrs. Proper equipment shall be provided for lowering sectionsof pipe into trenches. Under no circumstances should pipe of fittings be dropped or dumped into trenches or stockpiles.

4. All pipe shall be laid in trenches having a dry and uniform bottom supporting the pipe for its entire length. Backfill shallbe free of debris and large boulders with no sharp or rocky material. Pipe shall be laid on line and at proposed grade.

5. All foreign material shall be cleaned from pipe prior to installation. Pressure pipe(s), 4 inches or larger are to beflushed after installation using an approved polyurethane pig.

6. All water and force mains are to be installed with an insulated number (#) 12 gauge UF (Underground Feeder perNational Electric Code Article 339) solid strand tracer wire (color coded for the type of pipe used) and joint seal shall beinstalled along all pipe (using nylon wire ties) and services and must be taped below the spring line of the pipe andstubbed up at hydrants and valves. At each valve, the wire shall be installed along the outside of the valve box to theadjustable top piece. Sections of wire shall be spliced together using connectors. Twisting the wire together is notacceptable. For directional bores, two number (#) 4 gauge UF tracer wires shall be used. The tracer wire must providefull signal conductivity (including splices), for line locating equipment.

7. A 3 inch wide plastic or aluminum foil warning/identification tape shall be installed no deeper than 12 inches belowgrade, directly above pipe.

8. Pipe may be deflected as required as long as the deflection does not exceed 75% of manufacturer's recommendedmaximum deflection. Fittings shall be substituted for deflections once this threshold is exceeded.

9. Pipe Restraints: The installation of new bends, tees, fittings, or dead-ends will require the pipe to be restrained usingretainer glands or tie-rod restraints to the minimum length as specified in the plans. This length specified may requirerestraints to be installed the specified length on existing pipe where new fittings are added.

10. Compaction: When a pipe or structure is placed under or within six feet of an improved or paved surface, fill orundisturbed soil from the bottom of the pipe trench to one foot above the pipe and then to the finished grade elevationshall be compacted to a minimum density of 100 percent of the maximum dry density as determined by AASHTO T-99.For areas not within six feet of an improved or paved surface, a minimum density of 95 percent of the maximum drydensity based on AASHTO T-180 shall be obtained. Compaction tests shall be required for each 300 feet of pipe andfor every 100 square feet of backfill around structures at a minimum. Additional tests may be required based on fieldconditions. The locations of compaction rests shall be in conformance with the following schedule (Note additionaltesting may be required by governing municipality at Contractor's cost):a. One test at spring line of pipe.

b. At least one test for each 12 inch layer of backfill within the pipe bedding zone for pipes 24 inches and larger.

c. One test at an elevation of one foot above the pipe.

d. One test for each two feet of backfill placed from one foot above top of pipe to finished grade.

e. Tests should be staggered around each manhole and lift station's wet well and valve vault within three feet of eachstructure's outside perimeter in accordance with the following schedule.

i. One test under center of lift station wet well base (minimum density of 100 percent maximum dry density asdetermined by AASHTO T-99).

ii. Second test shall be one foot above structure base.

iii. Next test shall be two feet above the first

iv. Subsequent tests every two feet up to finished grade.

f. Additional compaction testing may be required prior to commencing further construction if reports and inspectionindicate that the fill has been placed below specified density.

11. Cleaning and Testing (Pressure Pipe): All water, sewer, and reclaim shall be cleaned (flushed and poly pigged),disinfected, and pressure tested in accordance with appropriate AWWA , local municipality, and State of Florida HealthDepartment Standards and successfully demonstrate that installed features meet the appropriate requirements. AnOwner, Engineer, Municipal, and Contractor representative shall be present unless authorization is given in writingotherwise. All test shall be at the Contractor's cost. Sufficient documentation of clearances shall be provided in aneatly organized package by Contractor to Engineer for final clearances. The system may not be made "active" until allclearances are received and approval has been granted by local municipality, FDEP, Health Department, Owner, andEngineer. Partial clearances may be allowed with prior approval.

12. Cleaning and Testing (Gravity Pipe): All sewer gravity pipe shall be cleaned and tested in accordance with appropriateAWWA , local municipality, and State of Florida Health Department Standards and successfully demonstrate thatinstalled features meet the appropriate requirements. These tests may include, but not limited to, a combination of lowpressure air tests and closed circuit television CCTV inspection. An Owner, Engineer, Municipal, and Contractorrepresentative shall be present unless authorization is given in writing otherwise. All test shall be at the Contractor'scost. Sufficient documentation of clearances shall be provided in a neatly organized package by Contractor toEngineer for final clearances. The system may not be made "active" until all clearances are received and approval hasbeen granted by local municipality, FDEP, Owner, and Engineer. Partial clearances may be allowed with priorapproval.

STORM INSTALLATION AND HANDLING

1. All pipe shall be carefully laid, true to the lines and grades as shown on the plans and “in the dry.”2. Concrete pipe: Concrete pipe shall be of first quality, conforming to ASTM C-76-70 (Class III unless otherwise stated)

for round pipe and ASTM C-507 (Class HE-III unless otherwise stated) for elliptical pipe and meet the requirements asset forth in FDOT Specifications (941-1.3). Joints for all round pipe shall be sealed by the use of round rubber gasketsand shall conform to the applicable provisions of ASTM C-361 and be of sufficient volume to fill the pipe join in which itis used. Joints for elliptical pipe must use gaskets in accordance with SSFR & BC Section 942.2. Filter fabric materialshall extend a minimum of 12 inches on both sides of the joint and shall overlap a minimum of two feet at the top of thejoint.

3. Alternate pipe: Alternate pipe material specified in the plans must meet applicable specifications within FDOT StandardSpecification (Drainage Materials 942-949). Filter fabric material shall extend a minimum of 12 inches on both sides ofthe joint and shall overlap a minimum of two feet at the top of the joint.

4. Backfilling: Backfilling shall progress as rapidly as the construction and testing of the work will permit. All backfillmaterial shall be suitable and free of deleterious material. The initial backfill shall be carefully deposited on both sidesof the pipe at the same time and uniformly compacted around the barrel of the pipe until enough has been placed toprovide a cover of one foot above the crown of the pipe. In no case shall backfill material be placed in the trench in amanner that will cause shock to or unequal pressure on the pipe. The backfill shall be placed and compacted to 100percent of maximum density as determined by AASHTO T-99 to the bottom of the stabilized subgrade and 98 percentof T-180 for the stabilized subgrade and base under and within six feet of the traveled way and under other existinghard surfaced or previously compacted areas. In all areas except for those stated, compaction must equal a firmnessapproximately equal to that of the soil adjacent, or as directed by Engineer.

1. Inlets & Manholes : Inlets or manholes shall consist of concrete and shall be in accordance with FDOT StandardSpecifications. The inlet and outlet pipes shall be flush with the inside face of the wall. The joints of pipe andinlet/manhole shall be carefully cleaned and completely filled with non-shrink mortar applied and cured in accordancewith the manufacturer's recommendations. An asphaltic mastic material shall be applied 12 inches in width from thejoint around the exterior of the pipe and on the exterior wall of the inlet/manhole. A continuous 24 inch width of filter

fabric shall be wrapped around each pipe-inlet/manhole joint and shall have an overlap of two feet on the top of thepipe-inlet/manhole joint. The filter fabric shall be thoroughly bonded to the asphaltic mastic material. A flow channelshall be formed in the invert of all inlets, manholes and junction boxes and shall extend to the spring line of the pipe.All grate shall be secured to inlet via chain or other approved method.

2. Compaction Testing : Tests shall be performed in accordance with the following (Note additional testing may berequired by governing municipality at Contractor's cost):a. Compaction tests shall be in accordance with Section 125-8 of the FDOT Standard Specifications for Road and

Bridge Construction, latest edition. The Engineer may determine that more compaction tests are required to certifythe installation depending on field conditions. The locations of compaction tests within the trench shall be inconformance with the following schedule:

i. One test at 6” intervals from the bottom of the pipe to an elevation one foot above the crown of the pipe (Contractormay use 12” lifts if densities can be obtained in 12” lifts).

ii. One test for each one foot of backfill placed one foot above the crown of the pipe to subgrade elevation.

iii. Cross drain culverts shall have a minimum of two density tests per lift.

b. All pipe runs within right-of-way shall be video recorded by a remote camera in the presence of the Engineer andlocal municipal representative/inspector. The video shall be provided to the Engineer and local municipality in DVDformat with a narrative for each pipe run.

EARTHWORK

1. Structural Fill : All new fill within the project which may be used for support of structures, signs, utilities, pavements,walks, walls, etc. is defined as structural fill. Structural fill is to be comprised of clean soil, and/or aggregate, free oforganics, deleterious materials, ice, and waste of any kind, and be observed and documented by a reputable soilengineer. Compact structural fill outside building areas in uniform lifts not exceeding 12 inches loose thickness, to atleast 95% of standard proctor maximum dry density (ASTM D698). All fill slopes to remain shall be placed andcompacted beyond the final lines and grades, then cut back to ensure proper compaction at the finished slope face. Allexisting slopes steeper than 5H:1V shall be “benched” at least 8 feet into the slope face. To ensure new fills are placedand compacted in generally uniform, horizontal lifts, eliminating weakened planes within the new fills. The top lift shallbe compacted to 98% standard proctor maximum dry density (ASTM D698). Compact structural fill within buildingareas in accordance with Geotechnical Engineer report and structural plans and specifications. Should a discrepancyarise between these and local municipal codes or specifications, the most restrictive shall apply.

2. Utility Backfill: All underground utilities should be backfilled with the trench spoil, unless the spoils do not meet thestructural fill requirements above. In which case, a suitable structural fill shall be imported and the unsuitable spoilsdisposed off site.

3. Subgrade: The original subgrade and each successive lift of structural fill including the final lift shall be stable underthe load of a loaded bi-axial dump truck. Stable is defined as a firm, unyielding surface, and allowing no yielding,rutting, fanning, pumping, or otherwise deflecting in excess of 0.5 inches. In addition, the final subgrade shall meet thefollowing parameters:a. Building and exterior slabs: Geotechnical report requirements, structural plans and specifications.

b. Flexible and rigid pavements: Plans and specifications requirements, local municipal requirements.

4. At all times, the direct input or runoff of fine materials including, but not limited to crushed concrete, clay, and limerockare prohibited from entering the pond area via berms, silt fence, or other methods. If noticed during construction,Contractor will be required to over excavate pond to remove and replace with clean material at their own expense.

PAVEMENT & SIDEWALK CONSTRUCTION

1. Stabilized Subgrade : All pavement subgrade, where applicable, shall be stabilized to the required depth and requiredFlorida bearing value, six inches outside the edge of base on each side of the pavement, and shoulders shall bestabilized per Plan to a Florida bearing value of as specified. Where existing soils to be used in the road subgradehave the required bearing value, no additional stabilizing material need be added. Mixing shall be done to insureuniformity whether or not additional material is added. The stabilizing material, if required, shall be high bearing valuesoil, clay-sand, limerock, shell or other material conforming to FDOT Standard Specifications.

2. Base Course: The materials permitted as base course for flexible pavement are indicated in Plans and shall meet therequirements of FDOT Standard Specifications for Road and Bridge Construction, latest edition.

3. Asphalt Surface Course : Type-S or Friction Course (FC) as specified in Plans. Asphalt mix designs must meet therequirements of the local municipality and be an approved FDOT mix. Mixes must be prepared by a certified materialstesting laboratory, or by a Construction Training Qualification Program (CTQP) certified Asphalt Mix Designer. In eithercase all asphalt mix designs must be submitted to the Engineer and local municipality for approval and shall be signedand sealed by a Professional Engineer (with the exception of Superpave Mixes).

4. Concrete Surface Course and Curbs : All concrete pavement shall have a minimum compressive strength of 3000 psi(unless specified otherwise) at 28 days in accordance with American Concrete Institute (ACI) 318, Sections 4.8.2.3 and4.8.3. The mixture shall contain no more water than is necessary to produce concrete which is workable and plastic.The minimum slump necessary to place the concrete satisfactorily shall be used. Slumps should be maintained so asnot to exceed four and one-half inches for nonvibrated placement and not to exceed 5 inches for vibrated placement.The design mix shall be submitted to the Engineer for approval prior to paving. All plants providing concrete must becertified by FDOT and be in accordance with FDOT Standard Specifications. All equipment used in the placement ofconcrete pavements shall conform to Section 350-3 of the FDOT Standard Specifications. Preparation, construction,curing, and jointing shall be in accordance with ACI 330.

5. Concrete Sidewalk : All concrete sidewalk shall be in be constructed in accordance with Section 522 (and applicablereferenced Sections) of the FDOT Standard Specifications. Finishing is to include striking-off concrete by means of awood or metal screed, used perpendicular to the forms, to obtain required grade and remove surplus water andlaitance. The surface, when cured, shall have a uniform broom finish. Ensure that the surface variations are not morethan 1/4 inch under a 10 foot straight edge or 1/8 inch on a 5 foot straight edge. Finish the edge of the sidewalk withan edging tool having a radius of 1/2 inch. Excess fibers shall be rubbed smooth. Where concrete sidewalk lies withinpublic Right-of-Way, it shall be constructed in accordance with that jurisdiction's requirement.

6. Testing for asphalt areas including but not limited to: limerock bearing ratio, density, and cores shall be in accordancewith local municipal requirements for work within Right of Way and within the site at Contractor's expense. Testing fordrive aisles within the site shall be every 300 linear feet (minimum one test per area). Parking areas shall be tested atintervals of 500 square yards. Per these requirements, t est location shall be determined by an impartial GeotechnicalEngineer or as required by Engineer . Additional testing will be be required if initial testing fails. Final signed andsealed test packages shall be presented to Engineer and Owner at the terminus of project in a neat and orderlyfashion.

7. Testing for concrete areas including but not limited to: density, slump, and cylinder breaks shall be in accordance withlocal municipal requirements for work within Right of Way . Testing for areas within the site shall be as required byOwner or at a minimum, as required for asphalt (above).

ASPHALT SEALCOAT1. The Contractor shall inspect asphalt prior to application of sealcoat. Remove surface oils by washing with an

applicable detergent, pressure cleaning, or any other suitable method.

2. Cracks in excess of 14 inch must be sealed prior to application of the sealcoat. Cracks must be cleaned of all weeds

and debris prior to crack sealing with crack filler. The crack filler shall be applied per manufacturer's recommendationsand must be dry to the touch prior to application of the sealcoat. Cracks that contain weed and/or other vegetationmust be treated with locally approved non-oil based sterilant prior to application of crack filler.

3. Immediately prior to applying sealer, clean the surface of all dust, dirt, leaves, water, or other foreign materials bysweeping or mechanical blowing, making sure that the pavement is completely dried prior to application.

4 Application of the asphalt sealcoat shall be by mechanical means using rubber faced squeegees, brooms, distributorbar/wand, or combination of these to provide a surface free of lumps and other inconsistencies.

5. Asphalt sealcoat shall not be applied when the ambient temperature is less than 55 degrees F or within 24 hours priorto forecasted rain or freezing temperatures.

6. Contractor shall coordinate with Owner to prevent traffic or irrigation from the surface for a minimum of 24 hours afterapplication of sealcoat.

7. Traffic and parking stripings/markings shall only be applied once the sealcoat has thoroughly dried.8. Application of asphalt sealcoat shall be applied in 2 applications. The first coat shall consist of 0.10-0.12 gal/sq-yd.

Second coat shall consist of 0.08-0.10 gal.sq-yd.

SAFETY1. The Contractor is responsible for keeping a safe work site for the traveling public and personnel at all times.2. Labor safety shall conform to provisions set forth by OSHA in the Federal Registry of the Department of Transportation.3. All trench excavation shall be in accordance with the “Trench Safety Act” as incorporated into OSHA standards.4. The Contractor shall adopt and implement maintenance of traffic for all work with right-of-way in accordance with the

Manual of Uniform Traffic Control Devices (MUTCD) and Florida Department of Transportation (FDOT) latest editions.

RECORD DRAWING AND TESTING REPORTS

1. The Contractor is responsible for providing the Engineer “Record Drawings” as soon as possible once construction iscomplete. The drawings must include information of all newly constructed features (and existing features when locatedwithin project area). For horizontal locations, utility features are to be located by at least two measurements fromdifferent angles of permanent reference points. The drawings must be oriented in State Plane coordinates andmeasurements are to be limited by distances less than 100' where possible.

2. All “Record Drawings” must be neat and legible. This may require the Contractor to submit separate drawing sheets toinclude “Record Drawing” information of water, sewer, storm, etc. as required for legibility.

3. A minimum of 6 “Record Drawing” sets of plans, signed and sealed by a Registered Surveyor in the state of Florida,along with a CD of CAD files are to be submitted to Engineer. The Owner may require additional copies.

4. The “Record Drawing” survey information shall be drafted onto the latest drawing obtained from the Engineer. A singledigital CAD file must be provided with all Record information of each component (water, sewer, storm, etc.). Multipledrawing files of the same component (water, sewer, storm, etc.) will not be accepted by Engineer unless previouslyapproved. All drawing text styles, line widths, scales, layers, and sheet layouts must be preserved. If profile orenlarged views are included, they must be updated with “Record Drawing” information.

5. The Engineer reserves the right to request additional information on the Record Drawings without responsibility for thecost. All costs associated with “Record Drawings” are the responsibility of the Contractor.

6. “Record Drawings” information shall include/but not limited to:

Water/Reclaim

a. Horizontal location of mains and appurtenances including, but not limited to: valves, bends taps, hydrants, casings,air release valves, backflow preventers & restrain lengths. Vertical elevations at 50' min. intervals along mains.Detail elevations at crossing where water crosses storm or sewer.

Wastewater

b. Horizontal location of mains and appurtenances including, but not limited to: valves, bends, taps, casings, airrelease valves, manholes, clean-outs & restrain lengths. Vertical elevations of manhole rims, manhole inverts, andclean-out inverts. Pump station elevations of top of slab, influent inverts, float switches, and bottom elevation.Slope of installed gravity mains and services. Detail elevations at crossing where sewer crosses storm or water.

Paving, Grading, & Drainage

c. Elevations and locations on all paved surfaces with a 50' min interval or at each grade break. Additional typicalspot elevations throughout the site, and at all grade breaks, to depict general conformance with Engineer'sdrawings. Finished floor elevation of all above ground structures. Detailed elevations of curb ramps and handicap

ramp features.

d. All invert elevations, the rim/top of drainage structures, and flow line of pipes. Control structure elevations anddetails (grates, weirs, orifices, notches, skimmers, and effluent drains). Note one permanent benchmark shall beplaced at each outfall structure and documented on the “Record Drawing.”

e. Stormwater pond top and bottom dimensions (width and length). Ditch/swale bottom and top dimensions and flowelevations.

f. Invert elevations and slopes of storm pipe and mitered end sections.

7. “Testing Reports” shall be provided to the engineer within two (2) days of the test. These reports can be submittedeither by printed copies or by electronic copies via email. Upon completion of the project, all reports shall be combinedneatly into a single, signed and sealed report. 3 copies of this report shall be submitted to the engineer with the"Record Drawing" information. Additional copies of this report may be required.

SEQUENCE OF CONSTRUCTION ACTIVITIES

1. Install silt barriers as proposed on Plans.

2. Rough grade the site and install temporary swales to force delivery of runoff to the pond(s). The

pond should act as sedimentation basins.

4. All disturbed areas must be stabilized within 7 days of disturbance if not captured by stormwater

ponds.

5. Install storm sewer conveyance system, utilities, and structures.

6. Complete grading and construct entrances and pavement.

7. Install permanent sodding (pin as required in sloped areas) or other permanent stabilization

features.

8. Remove temporary silt barriers after all disturbed areas are stabilized.

POLK COUNTY LAND DEVELOPMENT DIVISION STANDARD NOTES

1. Traffic signs and pavement markings shall be installed prior to opening a new or modified road. For public roads, theapplicant shall pay the cost of road traffic signs for installation by the Polk County Traffic Engineering and OperationsDivision.

2. All construction shall conform to the requirements of the Polk County Land Development Code (LDC) Appendix A andthe Polk County Utilities Code, as applicable.

3. Changes from plans or specifications substantially affecting conformance to standards or performance of systems mustbe submitted in a written request by the Engineer of Record and receive written approval by the County Engineer priorto the implementation of such changes. (LDC: Ch7, Sec 704.E.2)

4. The Contractor shall notify Polk County Inspections staff (863) 534-6449, at least five (5) working days prior tocommencement of construction and prior to any activity requiring inspection, including site paving. (LDC: Ch7, Sec704.E.3)

5. To schedule the required Pre-Construction meeting, the contractor shall contact the Polk County Land DevelopmentDivision, office of the County Engineer @ (863) 534-6449.

6. At the completion of construction, and prior to beneficial use of any facility or system, Record Drawings shall besubmitted and approved. (LDC: Appendix A, Sec. A406.C and Utilities Code: Ch.2, Part 3.01)

7. All excavation shall be in accordance with the Trench Safety Act per OSHA Standards.8. The Contractor shall adopt and implement maintenance of traffic for all work within right-of-way in accordance with the

Manual of Uniform Traffic Control Devices (MUTCD) and Florida Department of Transportation (FDOT) latest editions,evidence of which shall be provided at the required Pre-Construction meeting.

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f A

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30

19

4

ww

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ad

d-ca

se

.co

m

ISSUED FOR

C2.0

EXIS

TING

CON

DITI

ONS

below.

Call

R

BENCHMARK INFORMATION

BENCHMARK REFERENCE:

ELEVATIONS ARE BASED ON THE N.G.V.D. 1929 DATUM

REFERENCE BENCHMARK: TOP OF NAIL AND DISK # 262 IN THE PAVEMENT AT

THE WESTERLY CORNER OF THE PROPERTY AS SHOWN ON SURVEY OF

ADVANCED ALUMINUM BY ECON ELEVATION - 143.95

DATUM CONVERSION: N.G.V.D. 1929 - 0.95 = N.A.V.D. 1988

BENCHMARK ELEVATION DESCRIPTION/LOCATION

TBM #1 144.28

TBM #2 141.17

TOP OF SET 60D NAIL ON THE NORTHWESTERLY

SIDE OF A 48" OAK TREE

BENCHMARK AND EXISTING CONDITIONS

SURVEY INFORMATION PROVIDED BY:

GILLINGHAM PROFESSIONAL SERVICES, LLC

10145 SLAUGHTERHOUSE RD.

POLK CITY, FL 33868

PHONE: (863) 698-2121

FAX: (863) 874-4165

TOP OF NORTHEAST CORNER OF OUTFALL

STRUCTURE IN EAST SIDE OF RETENTION POND

0

SCALE: 1" = 30'

15 30 60

LAND USE: BPC-2

SCHMIDKE PROPERTIES INC.

232903-1395440-003100

LAND USE: BPC-2

RTJ PARTNERSHIP

232903-1395440-003200

LAND USE: BPC-2

RTJ PARTNERSHIP

232903-139560-000302

LAND USE: BPC-2

ALBERT W MARVIN TRUST

232903-139560-000304

LAND USE: PUD 3423 E

CITY OF LAKELAND

232903-139560-000309

LAND USE: BPC-2

J & M SMITH OF LAKELAND LIMITED

232903-139560-000308

RE

VIS

IO

NS

PROJECT # 1108.01

NOT FOR CONSTRUCTION

FOR REVIEW ONLY

DRAWN:

DESIGNED:

CHECKED:

CG/RS

RS

RG

EC

LIP

SE

C

ON

ST

RU

CT

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N C

OM

PA

NY

EX

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NS

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2930 P

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AY

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LA

KE

LA

ND

, F

L 33811

19

25

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8 S

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ISSUED FOR

C3.0

below.

Call

R

Drainage Facilities Operations & Maintenance

Erosion & Sediment Control Notes

1. Bank sideslopes shall be maintained against wash and erosion.

2. All silt and other materials that accumulate in the pond bottom, underdrains, exfiltration beds, swales, ditches,

pipes, etc. shall be removed.

3. All retention areas and adjacent areas shall be mowed and kept clean of all trash and debris. All grass

cuttings; trimmings and other organic sediment shall be raked and removed.

4. Retention area bottoms and sideslopes are to be cleaned and regraded by the Owner as required to maintain

the effective depth and volume and rate of percolation.

1. All practicable and necessary efforts will be taken during construction to control and prevent erosion and

transport of sediment to surface drains, surface waters or on to adjoining properties.

2. All site grading shall direct stormwater runoff to the detention and/or retention areas.

3. Revegetation and stabilization of disturbed ground surfaces will be accomplished as rapidly as possible to

prevent erosion from occurring and reduce the sediment load into the discharge waters of the State or USA.

All areas disturbed during construction shall be grassed and mulched, or sodded.

4. All areas subject to erosion shall be regraded and properly maintained with protective measures such as

vegetation, turfing, mulch, hay bales, stabilizing, fibrous materials riprap, etc. to control erosion with a

minimum maintenance and to reduce dust conditions.

5. Filter fabric or hay bales will be installed around the construction site perimeter to prevent siltation of

adjacent properties and any such materials shall be removed from off-site. The filter fabric and/or hay

bales will remain in place until all exposed surfaces are stabilized.

6. The down stream turbidity screening will remain in place for the duration of the project construction.

A construction surface water management plan for the proposed system and related activities shall be implemented

as shown on the plans to provide reasonable assurance that the project construction activities will not result in

erosion and sediment deposition in wetlands or off-site, adverse impacts to wetlands, off-site flooding, or violations

of state water quality standards.

Discharge control and erosion protection measures shall be employed and operated at all times during construction

to avoid adverse impacts to receiving waters or adjacent property. Detention/retention storage structures, sediment

barriers, flow conveyances, revetment, discharge control structures, and other stormwater management structures

should be built and continuously maintained during project construction in a manner such that, to the extent possible,

the structures are incorporated into and become part of the permanent surface water

management system.

The owner/permittee shall ensure that the surface water and stormwater management measures proposed in the

plan are effectively implemented until completion of the project or until the permanent surface water management

system is operational.

For non-agricultural systems, the construction surface water management plan shall be designed and implemented

to include site specific measures adapted from conceptual practices and guidelines described in the following

publications. In addition, the applicant may propose equivalent protection measures that meet the requirements of

Rules 40D-4.301 and 40D-4.302, F.A.C.

1. The guidelines set forth in Chapter 6, "The Florida Development Manual: A Guide to Sound Land and Water

Management," (FDER 1988).

2. The guidelines set forth in "The Florida Stormwater, Erosion, and Sediment Control Inspector's Manual," (FDEP

and FDOT 1999).

For non-agricultural systems with a project area of 1 acre or more, or construction activities that result in the

disturbance of less than five acres, but are part of a larger common plan of development or sale within a total land

area, the construction surface water management plan shall, in addition to the requirements of Section 2.8.2(a)

above, be designed and implemented to function in accordance with the technical standards, conceptual practices

and guidelines for a stormwater pollution prevention plan described in Part V of the Florida Department of

Environmental Protection (FDEP) document, "Generic Permit for Stormwater Discharge from Construction Activities

that Disturb Five or More Acres of Land." FDEP document number 62-621.300(4)(a), effective October 22, 2000.

The permittee shall amend the construction surface water management plan whenever the project is altered or

modified in a manner that will result in: (1) the potential discharge of pollutants, (2) a change in the amount of

discharge, (3) a change in the number or location of storm water discharge points, or (4) adverse impacts to

wetlands, and such change(s) have not otherwise been previously addressed in the approved plan. The permittee

shall also amend the plan if its implementation does not eliminate or minimize erosion and sediment deposition,

off-site flooding, adverse impacts to wetlands, or violations of state water quality standards. Amendments to the plan

shall be prepared and kept as separate documents along with the original plan. All alterations to the system must be

shown on the amended plan along with the documentation of required approval(s).

The permittee shall keep copies of the construction surface water management plan and any amendments thereto

together with permitted construction drawings at the construction site for use by construction personnel, and shall

make the plan and construction drawings available upon request to the District staff who visit the project during

inspections.

The District will notify the permittee if it determines that the construction surface water management plan, as

implemented, does not comply with one or more of the minimum requirements of the permit. The permittee shall

implement corrective measures as soon as possible, but in no case later than 7 days following receipt of such

notification.

Construction Surface Water Management Plan

EROSION AND SEDIMENT CONTROL

CURB INLET

MIN 1 FT

OVERLAP

INLET FILTER

W

A

T

E

R

F

L

O

W

TYPE III SILT FENCE

S

I

L

T

F

L

O

W

S

I

L

T

F

E

N

C

E

TYPE III SILT FENCE

SIL

T F

LO

W

AROUND DITCH BOTTOM INLET

TYPE III SILT FENCE PROTECTION

NOTE: SILT FENCE TO BE PAID FOR UNDER THE CONTRACT UNIT PRICE FOR STAKED FENCE(L.F.)

STEEL 1.33 LBS/FT MIN.

OAK 1 1/2"X1 1/2"

WOOD 2"X4"

WOOD 2 1/2" MIN.DIA.

POST OPTIONS:

3' O

R M

OR

E

15"-18"

SEC.985 FDOT SPEC.)

CONFORMANCE WITH

FILTER FABRIC (IN

12"M

IN

.

8"

TYPE III SILT FENCE

ELEVATION

SECTION

SIL

T F

LO

W

6'MAX

OPTIONAL

POSITIONS

POST

VE

RT

IC

AL 20°

20° TOWARD FLOW)

POSITION (CANTED

PRINCIPAL POST

FILTER FABRIC

*

1

5

'

M

I

N

.

SILT FENCE

4"-6"

1" - 2.5"

COARSE AGGREGATE

DESCRIPTION:

A STABILIZED PAD OF CRUSHED STONE AND WASHDOWN (IF REQUIRED) TO PREVENT TRACKING OR FLOWING OF

SEDIMENT OFFSITE.

INSTALLATION / APPLICATION CRITERIA:

CLEAR AND GRUB AREA AND GRADE TO PROVIDE MAXIMUM SLOPE OF 1.0%.

COMPACT SUBGRADE AND PLACE FILTER FABRIC IF DESIRED (RECOMMENDED FOR WASH AREAS TO REMAIN IN USE

FOR MORE THAN 3 MONTHS.

PLACE COARSE AGGREGATE, 1" - 2.5" IN SIZE, TO A MINIMUM DEPTH OF 4" - 6".

INSTALL SILT FENCE DOWNGRADIENT.

LIMITATIONS:

CANNOT BE UTILIZED FOR WASHING EQUIPMENT OR VEHICLES THAT MAY CAUSE CONTAMINATION OF RUNOFF SUCH AS

FERTILIZER EQUIPMENT OR CONCRETE EQUIPMENT.

MAINTENANCE:

INSPECT DAILY FOR LOSS OF GRAVEL OR SEDIMENT BUILDUP.

INSPECT ADJACENT AREA FOR SEDIMENT DEPOSIT AND INSTALL ADDITIONAL CONTROLS AS NECESSARY.

REPAIR AREA AND REPLACE GRAVEL AS REQUIRED TO MAINTAIN CONTROL IN GOOD WORKING CONDITION.

EXPAND STABILIZED AREA AS REQUIRED TO ACCOMMODATE ACTIVITIES.

MAINTAIN SILT FENCE.

* ENTIRE ENTRANCE WIDTH

TRAVEL DIRECTION

1

C3.0

CONSTRUCTION ACCESS DETAIL

N.T.S.

NOTE: SPACING FOR TYPE III FENCE

TO BE IN ACCORDANCE WITH

CHART 1 , SHEET 1 OF 3 AND

DITCH INSTALLATIONS AT

DRAINAGE STRUCTURES

SHEET 2 OF 3.

NOTE: DO NOT DEPLOY IN ANY MANNER THAT

SILT FENCES WILL ACT AS A DAM ACROSS

PERMANENT FLOWING WATERCOURSES.

SILT FENCES ARE TO BE USED AT UPLAND

LOCATIONS AND TURBITY BARRIERS USED

AT PERMANENT BODIES OF WATER.

0

SCALE: 1" = 30'

15 30 60

SOUTHWEST FLORIDA WATER MANAGEMENT DISTRICT EROSION, SEDIMENT, AND

TURBIDITY CONTROL NOTE:

INSTALLATION OF EROSION AND SEDIMENT CONTROL MEASURES IS THE

RESPONSIBILITY OF THE SITE CONTRACTOR. OWNER REQUIRES INSTALLATION OF

EROSION AND SEDIMENT CONTROL MEASURES AS SHOWN IN THIS PLAN PRIOR

TO INITIATING CONSTRUCTION. CONTRACTOR WILL BE RESPONSIBLE TO

MAINTAIN AND ADJUST EROSION AND SEDIMENT CONTROL MEASURES DURING

THE CONSTRUCTION PHASE.

RODNEY GADD, REGISTERED AGENT FOR

GERALD A. PETRO

GERALD A. AND KATHLEEN M. PETRO REVOCABLE TRUST

668 HOWARD AVE.

LAKELAND, FL 33815-3407

RE

VIS

IO

NS

PROJECT # 1108.01

NOT FOR CONSTRUCTION

FOR REVIEW ONLY

DRAWN:

DESIGNED:

CHECKED:

CG/RS

RS

RG

EC

LIP

SE

C

ON

ST

RU

CT

IO

N C

OM

PA

NY

EX

PA

NS

IO

N

2930 P

AR

KW

AY

S

T.

LA

KE

LA

ND

, F

L 33811

19

25

U

S H

WY

9

8 S

, S

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01

●

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30

19

4

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.co

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ISSUED FOR

C4.0

DEMO

LITIO

N PL

AN

DEMO LEGEND

EXISTING FENCE TO BE REMOVED

DEMOLITION VEGETATION REMOVAL NOTE:

THIS PLAN MAY OR MAY NOT DEPICT ALL TREES AND/OR OTHER VEGETATION ON OR NEAR

THE PROPOSED WORK WITHIN THE PROJECT AREA. IT IS RECOMMENDED THAT SITE VISITS

BE MADE BY THE CONTRACTOR TO DETERMINE SCOPE OF TREES AND/OR VEGETATION

REMOVAL IN ADVANCE OF BIDDING. NO ADDITIONAL COMPENSATION WILL BE MADE

AVAILABLE BEYOND THAT SPECIFIED IN THE BASE BID FOR REMOVAL AND DISPOSAL. ALL

TREES AND/OR VEGETATION WITHIN THE AFFECTED WORK AREA THAT CONFLICTS WITH

PROPOSED WORK SHALL BE PROPERLY REMOVED AND DISPOSED OF BY THE CONTRACTOR.

below.

Call

R

EXISTING TREE TO BE DEMOLISHED AND REMOVED

0

SCALE: 1" = 20'

10 20 40

RE

VIS

IO

NS

PROJECT # 1108.01

NOT FOR CONSTRUCTION

FOR REVIEW ONLY

DRAWN:

DESIGNED:

CHECKED:

CG/RS

RS

RG

EC

LIP

SE

C

ON

ST

RU

CT

IO

N C

OM

PA

NY

EX

PA

NS

IO

N

2930 P

AR

KW

AY

S

T.

LA

KE

LA

ND

, F

L 33811

19

25

U

S H

WY

9

8 S

, S

UIT

E 2

01

●

L

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01

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-9

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9

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.co

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ISSUED FOR

C5.0

GEOM

ETRY

PLA

N

below.

Call

R

4

C5.0

ASPHALT PAVEMENT CONSTRUCTION

N.T.S.

3

2

1

NEW CONSTRUCTION

0.44 x 1.25" = 0.55

0.15 x 6" = 0.90

0.08 x 12" = 0.96

TOTAL 2.41

STRUCTURAL NO.

1. 1.25" TYPE S-3 ASPHALTIC CONCRETE, F.D.O.T. SPEC. #320

2. 6" CRUSHED CONCRETE BASE, COMPACTED TO 98% AASHTO -

T180 (L.B.R. 125), F.D.O.T. SPEC. #204, PRIME @ 0.10 GALS. PER

SQ. YD., F.D.O.T. SPEC. #300.

3. 12" TYPE "B" STABILIZATION, LBR 40 / FBV 75 (MIN.), F.D.O.T.

SPEC. 160-2 , COMPACTED TO 98% AASHTO T-180.

GENERAL SITE NOTES

1. CONTRACTOR TO REFER TO ARCHITECTURAL DRAWINGS FOR

DETAILED LAYOUT OF BUILDING AND FEATURES.

0

SCALE: 1" = 20'

10 20 40

1

C5.0

SIDEWALK DETAILS

N.T.S.

4"

COMPACT TO A MINIMUM OF 95% AASHTO T99 DENSITY.

(SEE PLANS)

NOTES:

FOUNDATION: COMPACT FILL AREAS, INCLUDING CUT AREAS UNDER THE SIDEWALK THAT HAVE

BEEN EXCAVATED MORE THAN 6 INCHES BELOW THE BOTTOM OF SIDEWALK, TO A MINIMUM OF

95% OF AASHTO T99 DENSITY.THE AREA TO BE COMPACTED IS DEFINED AS THAT AREA

DIRECTLY UNDER THE SIDEWALK AND 1 FOOT BEYOND EACH SIDE WHERE PRACTICAL.

FORM & PLACING CONCRETE: FORM & PLACE CONCRETE IN ACCORDANCE WITH FDOT

STANDARD FOR ROAD AND BRIDGE CONSTRUCTION SPECIFICATION 520-3 & 520-5.

SCREEDING: STRIKE-OFF THE CONCRETE BY MEANS OF A WOOD OR METAL SCREED, USED

PERPENDICULAR TO THE FORMS, TO OBTAIN THE REQUIRED GRADE AND REMOVE SURPLUS

WATER AND LAITANCE.

SURFACE REQUIREMENT: PROVIDE A UNIFORM BROOM FINISH. ENSURE THAT THE SURFACE

VARIATIONS ARE NOT MORE THAN 1/4 INCH UNDER A 10 FOOT STRAIGHTEDGE OR MORE THAN

1/8 INCH ON A 5 FOOT TRANSVERSE SECTION. FINISH THE EDGE OF THE SIDEWALK WITH AN

EDGING TOOL HAVING A RADIUS OF 1/2 INCH. EXPOSED FIBER MESH (WHERE REQUIRED)

SHALL BE RUBBED SMOOTH.

CURING: CURE CONCRETE IN ACCORDANCE WITH FDOT STANDARD FOR ROAD AND BRIDGE

CONSTRUCTION SPECIFICATION 520-8

GENERAL REQUIREMENT: UNSIGHTLY SIDEWALK, SIDEWALK NOT MEETING ADA STANDARDS,

OR SIDEWALK NOT CONSTRUCTED AS PROPOSED WILL BE REMOVED AND REPLACED BY

CONTRACTOR AT THEIR COST.

WIDTH VARIES

STANDARD DETAIL

1% MIN.

2% MAX. SLOPE

3000 PSI

CONCRETE

E

E

CT C

60'-0" MAX 60'-0" MAX

5'-0" TYP.

8'-0" MAX*

5'-0" TYP.

8'-0" MAX*

AS INDICATED

ON PLANS

PLAN VIEW

EXPANSION JOINT CONTRACTION JOINT

2

C5.0

CONCRETE SIDEWALK JOINT DETAILS

N.T.S.

REFERENCE FDOT SPECIFICATION 522

1/2" MAX

NOTES:

1. EXCEPT WHERE SHOWN ON THE PLANS. ALL NEW CONCRETE WALKS SHALL HAVE

JOINTS SPACED AS SHOWN IN THESE DETAILS.

2. AN EXPANSION JOINT SHALL BE USED TO SEPARATE THE NEW CONCRETE WALK

FROM OTHER NEW OR EXISTING CONCRETE CONSTRUCTION.

3. SIDEWALK WITH CRACKS OR JAGGED JOINTS WILL REQUIRE REMOVAL AND

REPLACEMENT BY CONTRACTOR.

EXPANSION JOINTS: FORM 1/2 INCH EXPANSION JOINTS BETWEEN THE SIDEWALK AND THE

CURB OR DRIVEWAY OR AT FIXED OBJECTS AND SIDEWALK INTERSECTIONS WITH A

PREFORMED JOINT FILLER MEETING THE REQUIREMENTS SPECIFIED IN FDOT

SPECIFICATION 932-1.1.

CONTRACTION JOINTS: CONTRACTOR MAY USE OPEN TYPE JOINTS OR SAWED

CONTRACTION JOINTS.

OPEN-TYPE JOINTS: FORM OPEN TYPE CONTRACTION JOINTS BY STAKING A METAL

BULKHEAD IN PLACE AND DEPOSITING THE CONCRETE ON BOTH SIDES. AFTER THE

CONCRETE HAS SET SUFFICIENTLY TO PRESERVE THE WIDTH AND SHAPE OF THE JOINT,

REMOVE THE BULKHEAD. AFTER FINISHING THE SIDEWALK OVER THE JOINT, EDGE THE

SLOT WITH A TOOL HAVING A 1/2 INCH RADIUS.

SAWED JOINTS: CUT A SLOT APPROXIMATELY 3/16 INCH WIDE AND NOT LESS THAN 1-1/2

INCHES DEEP WITH A CONCRETE SAW AFTER THE CONCRETE HAS SET PERPENDICULAR

TO THE RUNNING LENGTH OF SIDEWALK, AND WITHIN THE FOLLOWING PERIODS OF TIME:

JOINTS AT NOT MORE THAN 30 FEET INTERVALS WITHIN 12 HOURS AFTER FINISHING.

REMAINING JOINTS WITHIN 96 HOURS AFTER FINISHING.

CCCC

*MATCH SIDEWALK WIDTH UP TO 8'.

REFERENCE FDOT SPECIFICATION 522

WH

IT

E

BLU

E

4" 4"

2"

4"

BLU

E

2"

4"

WH

IT

E

NOTES:

1. THE HANDICAP SYMBOL SHALL BE 3

FT. HIGH AND BLUE IN COLOR.

2. BLUE PAVEMENT MARKINGS SHALL

BE TINTED TO MATCH SHADE 15180

OF FEDERAL STANDARD 595A.

3. STRIPING SHALL BE PER A.D.A. AND

THE FLORIDA ACCESSIBILITY CODE

FOR BUILDING CONSTRUCTION..

4. SLOPE IS NOT TO EXCEED 2.0% IN

ANY DIRECTION WITHIN HANDICAP

STALL STRIPING

1'

5' SIDEWALK

2'

BUMPER

GUARD

±12"

2" MIN

3" MAX

6'

2" MIN

3" MAX

2" MIN

3" MAX

8" MIN

9"MAX

5" M

IN

6"M

AX

4" MIN

5"MAX

6

C5.0

CONCRETE BUMPER GUARD DETAIL

N.T.S.

5

C5.0

HANDICAP PARKING STALL STRIPING DETAIL

N.T.S.

6"

18"

8"

2" R

CLASS 1

CONC

6"

8

C5.0

(FDOT INDEX 300)

CURB DETAIL

N.T.S.

NOTE:

CONSTRUCTION JOINT SPACING IS 12

MAXIMUM. ALIGN CURB AND SIDEWALK

JOINTS.

20'

12'5'

SIGN No. FTP-21-06

& FTP-22-06 TYP.

3' HANDICAPPED PAVEMENT

SYMBOL PER FDOT STD.

INDEX #17346 - BLUE

XXXXX

XXXXXXX

84"

18"

3"

CONC

6"

7

C5.0

INSTALLATION DETAIL

TYP POST MOUNTED SIGN

N.T.S.

U CHANNEL SIGN POST

EMBEDDED 42"

TYPE "D" CURB

4" WHITE STRIPES

@ 45 DEGREES,

SPACED 36" O.C.

-

1

4

"±

1

16

" WIDE SAWED OR

FORMED CONTRACTION

CONTRACTION JOINT

1 1/2"

12' MAX. SPACING

6" MIN

4,000 PSI CONCRETE

6"X6" 10 GA. WWF

12" TYPE "B" STABILIZATION, LBR 40

(MIN), FDOT SPEC 160-7 COMPACTED

TO 98% AASHTO T-180.

3

C5.0

TYPICAL CONCRETE PAVEMENT CONSTRUCTION

N.T.S.

CONCRETE PARKING, DRIVE, AND FIRE LANE NOTES:

1. CONCRETE SHALL HAVE A 4,000 PSI 28-DAY COMPRESSIVE STRENGTH CONTAINING 6"x6" 10

GA. WWF ADEQUATELY SUPPORTED, (UNDER NO CIRCUMSTANCE SHOULD WWF BE

INSTALLED LESS THAN 2" FROM TOP OR BOTTOM OF SLAB).

2. SUBGRADE SHALL BE UNIFORM IN SOIL TYPE, MOISTURE CONTENT, AND DENSITY AND

SHOULD BE SMOOTH PRIOR TO INSTALLATION OF CONCRETE.

3. JOINTS SHOULD BE LAYED OUT IN SQUARE PANELS. WHEN THIS IS NOT PRACTICAL,

RECTANGULAR PANELS CAN BE USED IF THE LONG DIMENSION IS NO MORE THAN 1-1/2

TIMES THE SHORT.

4. CONTROL JOINTS SHOULD HAVE A DEPTH OF AT LEAST ONE-FORTH THE SLAB THICKNESS.

5. JOINTS SHALL BE FREE OF DEBRIS AND FILLED WITH AN APPROPRIATE FILLER.

6. WHERE SHEETS OF WELDED WIRE FABRIC ARE TO ADJOIN, THEY SHALL BE OVERLAPPED A

MINIMUM OF 12 INCHES AND BE ADEQUATELY LASHED TOGETHER WITH TIE-WIRE.

7. CONCRETE SLAB SHALL BE PREPARED, FORMED, POURED AND CURED IN ACCORDANCE

WITH ACI 330.

8. PROPOSED JOINT LAYOUT AND SPACING ARE INCLUDED AS AN AID TO CONTRACTOR FOR

A POTENTIAL JOINT LAYOUT. CONTRACTOR MAY USE ALTERNATE JOINT LAYOUT BASED ON

SITE CONDITIONS. IN EITHER CASE, CONTRACTOR SHALL SUBMIT A JOINT PLAN FOR

APPROVAL TO OWNER PRIOR TO COMMENCEMENT OF WORK.

IMPERVIOUS AREA TABLE

EXISTING (AREAS FROM PERMITTED PLANS)

BUILDINGS 8,000 SF

ASPHALT/CONC 16,714 SF

POND 22,842 SF

GRAVEL 21,322 SF

PROPOSED (THIS PHASE)

BUILDINGS 10,000 SF

SIDEWALK/CONCRETE 1,093 SF

ASPHALT 9,189 SF

EXISTING ASPHALT 2,400 SF

GRAVEL 4,000 SF

FUTURE (NOT TO BE CONSTRUCTED THIS PHASE)

BUILDING 5,000 SF

SIDEWALK/CONCRETE 759 SF

ASPHALT 5,918 SF

GRAVEL 4,000 SF

RE

VIS

IO

NS

PROJECT # 1108.01

NOT FOR CONSTRUCTION

FOR REVIEW ONLY

DRAWN:

DESIGNED:

CHECKED:

CG/RS

RS

RG

EC

LIP

SE

C

ON

ST

RU

CT

IO

N C

OM

PA

NY

EX

PA

NS

IO

N

2930 P

AR

KW

AY

S

T.

LA

KE

LA

ND

, F

L 33811

19

25

U

S H

WY

9

8 S

, S

UIT

E 2

01

●

L

AK

EL

AN

D, F

L 3

38

01

PH

ON

E:(8

63

) 9

40

-9

97

9

Ce

rtifica

te

o

f A

uth

oriza

tio

n #

30

19

4

ww

w.g

ad

d-ca

se

.co

m

ISSUED FOR

C6.0

GRAD

ING

& DR

AINA

GE P

LAN

below.

Call

R

SITE SPECIFIC NOTES:

1. CONTRACTOR TO BECOME FAMILIAR WITH THE PROPOSED WORK

SITE. ANY EXISTING FEATURES REMOVED OR DAMAGED BY

CONSTRUCTION ACTIVITIES THAT IS NOT PART OF THIS CONTRACT

SHALL BE REPLACED AT CONTRACTOR'S EXPENSE.

2. CONTRACTOR TO PROVIDE SMOOTH TRANSITIONS AT LOCATIONS

WHERE PROPOSED FEATURES MEET EXISTING FEATURES. WHEN

CONCRETE OR ASPHALT IS TO BE DEMOLISHED OR REPLACED, THE

EXISTING CONCRETE OR ASPHALT IS TO BE SAW CUT.

3. ALL MEG ELEVATIONS, ROADWAY, AND UNDERGROUND STORM

AND UTILITY PIPES SHOWN ARE APPROXIMATE. CONTRACTOR TO

VERIFY ELEVATIONS PRIOR TO ORDERING STRUCTURES

4. CONTRACTOR TO SOD ALL DISTURBED AREAS UNLESS OTHERWISE

NOTED ON PLANS WITH BAHIA SOD. IN SLOPED AREAS, THE SOD IS

TO BE STAKED AS REQUIRED AND MONITORED FOR WASHOUTS.

CONTRACTOR MAY REMOVE STAKES ONCE THE SOD IS

ESTABLISHED.

5. CONTRACTOR TO CORRECT/REPAIR ANY DAMAGE CAUSED TO

EXISTING UTILITIES (WATER, SEWER, COMMUNICATIONS,

IRRIGATION, ETC.) CAUSED BY THEIR WORK.

6. THIS SITE IS INTENDED TO COMPLY WITH THE FLORIDA

ACCESSIBILITY CODE AND ALL DOCUMENTS ADOPTED THEREIN.

SHOULD THE CONTRACTOR DETERMINE THAT COMPLIANCE WITH

THE STANDARDS IS NOT CONSISTENT WITH THE SITE PLAN OR

ELEVATIONS, THEY SHALL NOTIFY ENGINEER IMMEDIATELY FOR A

REMEDY. FEATURES CONSTRUCTED BY CONTRACTOR THAT ARE

NOT IN COMPLIANCE WITH THE STANDARDS, SHALL BE

RECONSTRUCTED AT THE CONTRACTOR’S EXPENSE.

140

LITTORAL ZONE CALCULATIONS

POND 100

REQUIRED:

35% AT CONTROL (138.64) =

35% (11,865 SF) = 4,153 SF

PROVIDED:

BETWEEN OVERFLOW (139.97) &

3.5' BELOW (136.47)

15,217 SF - 3,114 SF = 12,103 SF

LITTORAL ZONE

0

SCALE: 1" = 20'

10 20 40

ISOMETRIC VIEW

FOR ALL PIPE

Overlap 2' min

Joint

1

2

"

m

i

n

1

2

"

m

i

n

1

C6.0

FILTER FABRIC JACKET

N.T.S.

PLAN VIEW

18" MAX.

SECTION VIEW

2'-0"

2'-0"

VA

RIE

S

6"

6"

GRATE

2

C6.0

MODIFIED TYPE "C" 24" x 24" INLET

N.T.S.

S

L

O

P

E

T

O

M

A

T

C

H

B

A

N

K

1'

6"

PIPE TO BE FLUSH WITH CONCRETE

AND TO HAVE A CLEAN EDGE

PIPE DIAMETER

12" OR SMALLER

R6"

8"

8"

4"

TOE OF SLOPE

CONCRETE SLAB 4" THICK

REINFORCED WITH WWF 6X6-W1.4xW1.4

PIPE DIAMETER

12" OR SMALLER

3

C6.0

MITERED END SECTION 12" OR SMALLER PIPES

N.T.S.

145

135

141

142

143

144

139

138

137

136

140

145

141

142

143

144

139

138

137

136

136

EXIST

GRADE

PROP

GRADE

MEG

GRAVEL

EXISTING POND 100

ERP 11240.003

SOD

SOD

25.0'5.0'

6.0'

110 LF OF 15" CHDPE @ 0.3%

M.E.S

INV: 137.00

TYPE 'F' INLET

GRATE EL: 142.00

INV EL: 137.33

2.0

%

2.0

%

2.0

%

2.0

%

1.5

%

POST DEVELOPMENT BASIN MAP

SCALE 1" = 100'

4

C6.0

MODIFICATION OF EXISTING CONTROL STRUCTURE

N.T.S.

6.0' 5.0' 6.0' 5.0' VARIES

1

:

6

1

:

6

0%

0%

1

:

6

MEG

EXIST

GRADE

PROP

GRADE

VARIES

SOD

5

C6.0

TEMPORARY SWALE SECTION (TYPICAL)

N.T.S.

EXIST

WEIR

±2.0'

PROP WEIR 30"

2.03'

EXIST WEIR EL 139.85

PROP WEIR EL 139.97

PROP GRATE EL 142.00

PROP SKIMMER EL 139.47

BOTTOM OF

REMOVE EXIST SKIMMER AND

INSTALL NEW 1/4" ALUMINUM OR

FIBERGLASS SKIMMER 12" FROM

STRUCTURE SECURED W/ 3/8" S.S.

BOLTS

ADEQUATE BRACING

TOP AND BOTTOM TYP

EXIST CONTROL STRUCTURE

FRONT VIEW

ISOMETRIC VIEW

SCREW ON CAP

4" PVC TEE

GLUED CAP

W/ 1.20" HOLE

6"

TO BE REMOVED

TYP

TO BE ADDED

TYP

EXIST GRATE EL ±141.17

(AB) EXISTING ELEVATIONS BASED ON

AS-BUILT SURVEY BY MODUSS, DATED

JUNE 17, 2009

EXIST ORIFICE INV EL 138.44 (AB)

BOTTOM OF

1

:

1

0

1

:

6

CONCRETE TO BE ADDED

ADEQUATELY DOWELED

TYP

NOTE:

TEMPORARY SWALE TO BE

CONSTRUCTED DURING THIS

PHASE. SWALE WILL BE REMOVED

FOR PHASE 2 CONSTRUCTION

RE

VIS

IO

NS

PROJECT # 1108.01

NOT FOR CONSTRUCTION

FOR REVIEW ONLY

DRAWN:

DESIGNED:

CHECKED:

CG/RS

RS

RG

EC

LIP

SE

C

ON

ST

RU

CT

IO

N C

OM

PA

NY

EX

PA

NS

IO

N

2930 P

AR

KW

AY

S

T.

LA

KE

LA

ND

, F

L 33811

19

25

U

S H

WY

9

8 S

, S

UIT

E 2

01

●

L

AK

EL

AN

D, F

L 3

38

01

PH

ON

E:(8

63

) 9

40

-9

97

9

Ce

rtifica

te

o

f A

uth

oriza

tio

n #

30

19

4

ww

w.g

ad

d-ca

se

.co

m

ISSUED FOR

C7.0

UTILI

TY P

LAN

below.

Call

R

UTILITY EASEMENT NOTE:

CONTRACTOR IS RESPONSIBLE FOR PROVIDING SIGNED & SEALED SURVEY OF

PROPOSED UTILITY EASEMENT. CONTRACTOR SHALL COORDINATE WITH

ENGINEER AND UTILITY PROVIDER TO ENSURE EASEMENT COMPLIES WITH

REQUIREMENTS FOR ACCESS TO BACKFLOW PREVENTOR.

SITE SPECIFIC UTILITY NOTES:

1. CONTRACTOR SHALL COORDINATE WITH UTILITY COMPANIES FOR

CORRESPONDING UTILITY CONNECTIONS.

2. WATER PROVIDED BY THE CITY OF LAKELAND. EXISTING UTILITIES

SHOWN ARE APPROXIMATE LOCATIONS BASED ON INFORMATION

PROVIDED BY RECORD DRAWINGS, SITE VISITS, AND THE CITY OF

LAKELAND. ACTUAL SITE CONDITIONS CAN DEVIATE AND BE EXPECTED

DUE TO INACCURACIES IN RECORD DRAWINGS AND PERIODIC

MAINTENANCE BY OWNER. CONTRACTOR SHALL FIELD LOCATE ALL

EXISTING UTILITIES WITHIN AREA OF CONSTRUCTION AND COORDINATE

WITH OWNER, ARCHITECT AND ENGINEER FOR ANY DEVIATIONS OR FIELD

FITTING.

3. CONTRACTOR SHALL FIELD LOCATE ALL EXISTING UTILITIES WITHIN

PROJECT AREA.

4. CONTRACTOR TO NOTIFY THE CITY AT LEAST 48 HOURS IN ADVANCE

(863-834-8316) TO SCHEDULE A CITY INSPECTOR TO BE ON SITE FOR

WATER AND SEWER CONNECTIONS TO EXISTING SYSTEM AND TESTING.

5. TESTING OF THE WATER AND SEWER LINES SHALL BE IN ACCORDANCE

WITH THE OWNER, CITY, COUNTY AND STATE REQUIREMENTS AT THE

CONTRACTOR'S EXPENSE.

6. ALL POTABLE WATER LINES 2" AND SMALLER TO BE INSIDE PVC SLEEVE

WHEN UNDERNEATH PAVEMENT OR SIDEWALK. ALL SLEEVES SHALL BE

ACCURATELY LOCATED ON AS-BUILT SURVEY.

7. REFER TO GENERAL NOTES (C 1.0)

1

C7.0

WATER SERVICE CONNECTION INSERT

SCALE: 1" = 10'

0

SCALE: 1" = 30'

15 30 60

RE

VIS

IO

NS

PROJECT # 1108.01

NOT FOR CONSTRUCTION

FOR REVIEW ONLY

DRAWN:

DESIGNED:

CHECKED:

CG/RS

RS

RG

EC

LIP

SE

C

ON

ST

RU

CT

IO

N C

OM

PA

NY

EX

PA

NS

IO

N

2930 P

AR

KW

AY

S

T.

LA

KE

LA

ND

, F

L 33811

19

25

U

S H

WY

9

8 S

, S

UIT

E 2

01

●

L

AK

EL

AN

D, F

L 3

38

01

PH

ON

E:(8

63

) 9

40

-9

97

9

Ce

rtifica

te

o

f A

uth

oriza

tio

n #

30

19

4

ww

w.g

ad

d-ca

se

.co

m

ISSUED FOR

L1.0

LAND

SCAP

E PL

AN

below.

Call

R

QUERCUS VIRGINIANA (LIVE OAK)

SHRUB

LANDSCAPE LEGEND

INTERIOR LANDSCAPE REQUIREMENTS

15 SF OF LANDSCAPING FOR EACH PARKING SPACE

17 NEW PARKING SPACES X 15 SF = 255 SF REQUIRED

PROVIDED INTERIOR LANDSCAPING

TOTAL = 2,600 SF

CANOPY REQUIREMENTS

FORTY-FIVE PERCENT (45%) CANOPY COVERAGE OVER ALL VEHICULAR

USER AREA (V.U.A.)

TOTAL V.U.A. = 23,105 SF = 0.53 AC

REQUIRED CANOPY = 45% X 23,105 SF = 10,397 SF

6 LIVE OAKS(S) CREDITED AT 1,964 S.F. EACH

TOTAL PROVIDED CANOPY COVERAGE = 11,784 SF

PLANT 3'-0" MINIMUM FROM WALLS, WALKS, OR DRIVES.

CONTAINER OR BALL & BURLAP : 3 1/2" CAL. >

TREE DETAIL

TREE DETAIL

SHRUB

DETAIL

DO NOT PRUNE

TERMINAL LEADER

RUBBER HOSE ON 12 GAUGE

WIRE TWIST TAUT

2 - 2 X 2 X 8' WOOD STAKES

PEEL BACK BURLAP & BURY

MULCH

FERTILIZER TABLET

WATER - TIGHT SAUCER

GRADE ( HERBICIDE )

EDGE TRENCH 4" X 6"

PLANTING MIX

COMPACTED PLANTING MIX

3"

6"

1'

2' M

IN

5' M

IN

1' MIN

DO NOT PRUNE

TERMINAL LEADER

DO NOT PLACE STAKES WITHIN 24"

OF CURBS OR WALKS

RUBBER HOSE ON 12 GAUGE WIRE

TWIST TAUT @ 120 DEGREE INT.

2" PVC OVER 3 GUY WIRES

PEEL BACK BURLAP & BURY NO

FIBERGLASS BURLAP ACCEPTED

MULCH

FERTILIZER TABLET

WATER-TIGHT SAUCER

GRADE ( HERBICIDE )

BURY STAKE

EDGE TRENCH 4" X 6"

COMPACTED PLANTING MIX

PLANTING MIX

1' MIN

3"

5' M

IN

2' M

IN

6"

1'

PLANT

MULCH

WATER-TIGHT SAUCER

GRADE (HERBICIDE)

TABLET FERTILIZER

EDGE TRENCH 4" X 6"

PLANTING MIX

COMPACTED PLANTING MIX

2 X ROOT

BALL WIDTH

1 1/2 X

R

OO

T D

EP

TH

3" M

IN

1

L 1.0

PLANTING DETAIL

N.T.S.

SCIENTIFIC NAME

PROPOSED VEGETATION

COMMON NAME SPECIFICATIONS

TREE

TO BE INSTALLED

6

LAGERSTROEMIA INDICA CREPE MYRTLE MIN. 1.5" DBH, 8' TALL, 15 GALLON 6

SYMBOL

LI

QV

15

PLANT QUANTITY

PLANT SYMBOL

0

SCALE: 1" = 20'

10 20 40

LAGERSTROEMIA INDICIA (CREPE MYRTLE)

QUERCUS VIRGINIANA LIVE OAK MIN. 1.5" DBH, 8' TALL, 15 GALLON

10VIBURNUM SUSPENSUM SANDANKWA VIBURNUM MIN. 36" TALL, NURSERY STOCK, 30" O.C.VS

IRRIGATION REQUIREMENTS REQUIREMENTS

IN LIEU OF IRRIGATION, PLANTINGS HAVE BEEN SELECTED TO MEET

THE REQUIREMENTS OF 720.E.6. THE FLORIDA-FRIENDLY

LANDSCAPING GUIDE TO PLANT SELECTION & LANDSCAPING MANUAL

WAS USED TO SELECT PLANTING CAPABLE OF GROWING ON THIS

SITE WITHOUT THE NEED FOR IRRIGATION.

OWNER/CONTRACTOR SHALL PROVIDE TEMPORARY IRRIGATION

UNTIL THE PLANTINGS ARE ESTABLISHED.

LANDSCAPING NOTES:

(A) ALL PLANT MATERIAL TO BE FLORIDA NO.1 QUALITY.(CONTRACTOR TO REFER TO

SECTION 720.C OF THE POLK COUNTY LDC FOR PLANT MATERIAL SELECTION.)

(B) A MINIMUM OF 3" OF ORGANIC MULCH IN ALL PLANT BEDS.

(C) 100% IRRIGATION COVERAGE REQUIRED.

(D) STAKING REQUIRED FOR ALL SINGLE-TRUNK TREES.

(E) A 3' "RING" OF MULCH TO BE MAINTAINED AROUND ALL TREES NOT

INCORPORATED IN PLANT BEDS.

(F) LANDSCAPING REQUIRED AROUND ALL BACKFLOW DEVICES.

(G) UNOBSTRUCTED VISIBILITY REQUIRED WITHIN SITE VISIBILITY TRIANGLE.

(H) ALL PLANT BEDS TO BE FREE OF LIME ROCK, CONSTRUCTION DEBRIS, AND ANY

IMPERVIOUS MATERIAL. EXCAVATION AND BACKFILLING MAY BE REQUIRED.

(I) THE OWNER/ DEVELOPER IS RESPONSIBLE FOR THE ESTABLISHMENT AND

MAINTENANCE OF ALL PLANT MATERIAL. LANDSCAPED AREAS MUST BE

MAINTAINED TO PRESENT A HEALTHY, NEAT AND ORDERLY APPEARANCE AT ALL

TIMES AND SHALL BE KEPT FREE OF TRASH AND DEBRIS.

(J) AN 8' MIN. SEPARATION IS REQUIRED BETWEEN LARGE TREES AND

UNDERGROUND WATER AND SEWER LINES AND A 5' MIN SEPARATION IS

REQUIRED BETWEEN SMALL/MEDIUM TREES AND UNDERGROUND WATER AND

SEWER LINES.

SOD:

ALL EARTHEN AREAS OUTSIDE LANDSCAPE BEDS TO BE SODDED WITH BAHIA SOD

(PASPALUM NOTATUM).

MULCH:

ALL LANDSCAPE BEDS SHALL BE COVERED WITH A MINIMUM OF 3" OF ORGANIC

MULCH (TYPE 'B' SHREDDED). CONTRACTOR TO INSTALL A PRE-EMERGENT CHEMICAL

OR WEED BARRIER CLOTH WITHIN LANDSCAPE BEDS.

POND:

POND BERMS TO BE SODDED UP TO, BUT NOT INCLUDING POND BOTTOM. SOD ON

BERMS TO BE STAKED AS NECESSARY.

LANDSCAPING:

THIS PLAN ESTABLISHES THE MINIMUM LANDSCAPING AS REQUIRED BY POLK

COUNTY. THE OWNER IS ENCOURAGED TO PROVIDE ADDITIONAL ANNUAL PLANTINGS

AND HEDGES IN AREAS OUTSIDE THE VISIBILITY TRIANGLES.