2023-05-18 V. A. 23-001-TRC Drawings dated 03/24/23SHEET INDEX:
SHEET
C000:
TITLE SHEET
SHEET
C001:
GENERAL
NOTES & SPECIFICATIONS
SHEET
CD001:
BLOCK
110
EXISTING CONDITION,
DEMOLITION,AND SEDIMENT
CONTROL PLAN
SHEET
CDO02:
BLOCK
121
EXISTING CONDITION,
DEMOLITION,AND SEDIMENT
CONTROL PLAN
SHEET
C201:
BLOCK
110
HORIZONTAL CONTROL,
STRIPPING AND SIGNAGE
PLAN
SHEET
C202:
BLOCK
121
HORIZONTAL CONTROL,
STRIPPING AND SIGNAGE
PLAN
SHEET
C301:
BLOCK
110
PAVING, GRADING &
DRAINAGE PLAN
SHEET
C302:
BLOCK
121
PAVING, GRADING &
DRAINAGE PLAN
SHEET
C401:
BLOCK
110
OVERALL SEWERLINE
PLAN
SHEET
C402:
BLOCK
121
OVERALL SEWERLINE
PLAN
SHEET
C501:
BLOCK
110
OVERALL WATERLINE
PLAN
SHEET
C502:
BLOCK
121
OVERALL WATERLINE
PLAN
SHEET
C600:
DETAILS
—
1
SHEET
C601:
DETAILS
—
2
SHEET
C602:
DETAILS
3
SHEET
C603:
DETAILS
—
4
SHEET
C604:
DETAILS
—
5
SHEET
C701:
BLOCK
110
LANDSCAPING PLAN
SHEET
C702:
BLOCK
121
LANDSCAPING PLAN
MINOR SUBDIVISION
G L E vOD PARK
LOCATED IN SECTION 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST
OKEECHOBEE CITY, FLORIDA
CALL 48 HOURS BEFORE
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LOCATION MAP
N.T.S.
VICINITY MAP
N.T.S.
LEGAL DESCRIPTION
LOT 1 THROUGH 12, INCLUSIVELY, BLOCK 110, CITY OF OKEECHOBEE, PLAT BOOK
5, PAGE 5, OKEECHOBEE COUNTY, FLORIDA.
LOT 1 THROUGH 12, INCLUSIVELY, BLOCK 121, CITY OF OKEECHOBEE, PLAT BOOK
5, PAGE 5, OKEECHOBEE COUNTY, FLORIDA.
GENERAL NOTES
BEACH
PIERCE
)RT ST. LUCIE
TUART
JUPITER
WEST PALM B
1. THE SURVEY DATE IS MARCH 18, 2021.
2. THIS IS A BOUNDARY SURVEY, AS DEFINED IN CHAPTER 5J-17.050(11) OF
THE FLORIDA ADMINISTRATIVE CODE.
3, THIS SURVEY MAP AND REPORT OR THE COPIES THEREOF ARE NOT VALID
WITHOUT THE SIGNATURE AND THE ORIGINAL SEAL OF A FLORIDA LICENSED
SURVEYOR AND MAPPER.
4. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN
THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN CONSENT
OF THE SIGNING PARTY OR PARTIES.
5. BEARINGS SHOWN HEREON ARE BASED ON GRID NORTH, AND ARE
REFERENCED TO THE FLORIDA STATE PLANE COORDINATE SYSTEM, EAST
ZONE, NORTH AMERICAN DATUM OF 1983, 2011 ADJUSTMENT, THE BEARING
BASE FOR THIS SURVEY IS THE CENTERLINE OF NORTHEAST 4TH STREET
BETWEEN BLOCKS 110 AND 121, SAID LINE BEARS N 89°47'50" E AND ALL
OTHER BEARINGS ARE RELATIVE THERETO.
6. THIS SURVEY DOES NOT HAVE THE BENEFIT OF A CURRENT TITLE
COMMITMENT, OPINION, OR ABSTRACT. DURING THE COURSE OF THE SURVEY
SOME SEARCHES OF THE PUBLIC RECORDS WERE MADE, BUT THESE
SEARCHES WERE NOT EXHAUSTIVE AND SHOULD NOT BE CONSIDERED A
SUBSTITUTE FOR A PROPER TITLE COMMITMENT, OPINION, OR ABSTRACT
OBTAINED FROM A TITLE AGENCY OR OTHER TITLE PROFESSIONAL.
7. THE LEGAL DESCRIPTION OF THE LAND CONTAINED IN THIS BOUNDARY
SURVEY IS BASED ON THE DESCRIPTION RECORDED IN OFFICIAL RECORDS
BOOK 786, PAGE 1593, AND OFFICIAL RECORDS BOOK 816, PAGE 970 AS
RECORDED IN THE PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA.
-? THIS SURVEY DELINEATES THE LOCATIONS OF THE LEGAL DESCRIPTIONS ON
THE GROUND, BUT DOES NOT DETERMINE OWNERSHIP OR PROPERTY RIGHTS.
9. ADJOINING PROPERTY INFORMATION WAS OBTAINED FROM OKEECHOBEE
COUNTY PROPERTY APPRAISER OFFICE AND PER PLAT.
10. AERIAL IMAGERY SHOWN HEREON WAS OBTAINED FROM THE LAND BOUNDARY
INFORMATION SYSTEM (LABINS) DATED 2018 AND IS SHOWN FOR
INFORMATIONAL PURPOSES ONLY.
11. SUBJECT PROPERTY IS LOCATED IN FLOOD ZONE X PER FEMA MAP NUMBER
12093C, PANEL NUMBER 0485C, WITH AN EFFECTIVE DATE OF 07/16/15.
INDIO
H
GENERAL NOTES EROSION AND SEDIMENTATION CONTROL NOTES - (CONTINUED) CONTINUED:
N
I
N
N
I
1.
CONTRACTOR IS RESPONSIBLE FOR CHECKING ACTUAL SITE CONDITIONS BEFORE STARTING CONSTRUCTION.
2.
ANY DISCREPANCIES
ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE
COMMENCING WORK.
3.
CONTRACTOR SHALL
OBTAIN ALL REQUIRED BUILDING PERMITS BEFORE COMMENCING WORK.
4.
CONTRACTOR SHALL
BE RESPONSIBLE FOR LOCATION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL
CONTACT ALL
CONCERNED UTILITIES AT
LEAST 48 HOURS IN ADVANCE FOR CONSTRUCTION OPERATIONS.
5.
NO FIELD CHANGES
OR DEVIATIONS FROM DESIGN TO BE MADE WITHOUT PRIOR APPROVAL OF THE ENGINEER.
6.
ALL CONSTRUCTION
SHALL BE COMPLETED IN ACCORDANCE WITH THE APPLICABLE ORDINANCES OF CITY OF
OKEECHOBEE, FLORIDA.
7.
CONTRACTOR SHALL
SUPPLY DENSITY TESTS TO ENGINEER ON ALL SUB -GRADE AND BASE. TESTS SHALL
BE PREPARED PER
AASHTO T-180 METHOD.
8.
SLOPE GRADES FROM
ELEVATIONS SHOWN TO EXISTING GRADE AT PROPERTY LINE.
9.
ENGINEER SHALL BE
NOTIFIED AT LEAST 48 HOURS IN ADVANCE FOR ANY INSPECTION.
10.
ALL TRAFFIC CONTROL DEVICES SHALL BE IN ACCORDANCE WITH M.U.T.C.D. STANDARDS.
11. EROSION AND SEDIMENTATION CONTROL TECHNIQUES SHALL BE INCORPORATED DURING CONSTRUCTION AS FOLLOWS:
(1) SILT SCREENS SHALL BE MAINTAINED AT THE PROJECT PERIMETER.
(2) NO OFF -SITE DISCHARGES SHALL OCCUR DURING CONSTRUCTION. IN THE EVENT DISCHARGE IS REQUIRED, HAY BALES AND/OR
TURBIDITY CURTAINS SHALL BE INCORPORATED AT THE DISCHARGE POINT AS NECESSARY TO CONTROL TURBIDITY.
EROSION AND SEDIMENTATION CONTROL NOTES
CONSTRUCTION ACTIVITIES CAN RESULT
IN THE GENERATION OF SIGNIFICANT AMOUNTS OF
POLLUTANTS WHICH MAY REACH
SURFACE OR
GROUND WATERS. ONE OF THE PRIMARY POLLUTANTS OF SURFACE WATERS IS SEDIMENT
DUE TO EROSION. EXCESSIVE
QUANTITIES OF
SEDIMENT WHICH REACH WATER BODIES
OF FLOODPLAINS HAVE BEEN SHOWN TO ADVERSELY
AFFECT THEIR PHYSICAL, BIOLOGICAL AND
CHEMICAL PROPERTIES. TRANSPORTED
SEDIMENT CAN OBSTRUCT STREAM CHANNELS, REDUCE
HYDRAULIC CAPACITY OF WATER
BODIES
OF FLOODPLAINS, REDUCE THE DESIGN
CAPACITY OF CULVERTS AND OTHER WORKS, AND
ELIMINATE ETHIC INVERTEBRATES
AND FISH
SPAWNING SUBSTRATES BY SILTATION.
EXCESSIVE SUSPENDED SEDIMENTS REDUCE LIGHT
PENETRATION AND THEREFORE,
REDUCE
PRIMARY PRODUCTIVITY.
MINIMUM STANDARDS:
1. SEDIMENT BASIN AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL
BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTRIBUTING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UNSLOPE LAND
DISTURBANCE TAKES PLACE.
2. ALL SEDIMENT CONTROL MEASURES ARE TO BE ADJUSTED TO MEET FIELD CONDITIONS AT THE TIME OF CONSTRUCTION AND BE
CONSTRUCTED PRIOR TO ANY GRADING OR DISTURBANCE OF EXISTING SURFACE MATERIAL ON BALANCE OF SITE. PERIMETER SEDIMENT
BARRIERS SHALL BE CONSTRUCTED TO PREVENT SEDIMENT OR TRASH FROM FLOWING OR FLOATING ON TO ADJACENT PROPERTIES.
3. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE
IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED
AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN UNDISTURBED FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION
SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT UNDISTURBED FOR MORE THAN ONE YEAR.
4. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING
MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL
STOCKPILES ON SITE AS WELL AS SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
5. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED.
PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IN THE OPINION OF THE
REVIEWER, IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION.
6. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY
AFTER INSTALLATION.
7. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO
THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE SEDIMENT BASIN SHALL BE DESIGNED AND CONSTRUCTED TO
ACCOMMODATE THE ANTICIPATED SEDIMENT LOADING FROM THE LAND -DISTURBING ACTIVITY. THE OUTFALL DEVICE OR SYSTEM DESIGN
SHALL TAKE INTO ACCOUNT THE TOTAL DRAINAGE AREA FLOWING THROUGH THE DISTURBED AREA TO BE SERVED BY THE BASIN.
8. AFTER ANY SIGNIFICANT RAINFALL, SEDIMENT CONTROL STRUCTURES WILL BE INSPECTED FOR INTEGRITY. ANY DAMAGED DEVICES
SHALL BE CORRECTED IMMEDIATELY.
9. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR
PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE.
10. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED.
11. SEDIMENT WILL BE PREVENTED FROM ENTERING ANY STORM DRAIN SYSTEM, DITCH OR CHANNEL. ALL STORM SEWER INLETS THAT
ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE
SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
12. BEFORE TEMPORARY OR NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS ARE MADE OPERATIONAL, ADEQUATE OUTLET
PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE
CHANNEL AND RECEIVING CHANNEL.
13. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL
SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE
MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE
STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS.
14. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES, A TEMPORARY STREAM CROSSING CONSTRUCTED OF
NONERODIBLE MATERIAL SHALL BE PROVIDED.
15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED.
16. PERIODIC INSPECTION AND MAINTENANCE OF ALL SEDIMENT CONTROL STRUCTURES MUST BE PROVIDED TO ENSURE INTENDED
PURPOSE IS ACCOMPLISHED. THE DEVELOPER, OWNER AND/OR CONTRACTOR SHALL BE CONTINUALLY RESPONSIBLE FOR ALL SEDIMENT
LEAVING THE PROPERTY. SEDIMENT CONTROL MEASURES SHALL BE IN WORKING CONDITION AT THE END OF EACH WORKING DAY.
17. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER
APPLICABLE CRITERIA:
A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME.
B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE,
OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY.
D. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS.
ENGINEER OF RECORD INSPECTION REQUIREMENTS
F.B.V.
DENSITY
L.B.R.
THICKNESS
MAX. SPACING
MAX. SPACING
MAX. SPACING
MAX. SPACING
LINEAR
SQUARE
LINEAR
SQUARE
LINEAR
SQUARE
LINEAR
SQUARE
FEET
FEET
FEET
FEET
FEET
FEET
FEET
FEET
COMPACTED OR
STABILIZED GRADE
200
5,000
200
5,000
200
5,000
300
10,000
ROCK BASE
----
----
300
10,000
300
10,000
300
10,000
SHELL ROCK
----
----
300
10,000
----
----
300
10,000
ASPHALT
----
----
----
----
---
PER
PER
INSP.
I INSP.
ALL TESTING SHALL BE TAKEN IN A STAGGERED SAMPLING PATTERN FROM A POINT 121, INSIDE
THE LEFT EDGE OF THE ITEM TESTED, TO THE CENTER, TO A POINT INSIDE OF THE RIGHT EDGE
18. WHERE
CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE
THE CONTRACTOR SHALL COMPLY WITH CHAPTER
90-96, LAWS OF FLORIDA, WHICH REQUIRES THE CONTRACTOR PERFORMING TRENCH
TRANSPORT
OF SEDIMENT BY TRACKING ONTO THE PAVED SURFACE, WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE
EXCAVATIONS OVER FIVE FEET IN DEPTH COMPLY
WITH ALL APPLICABLE TRENCH SAFETY STANDARDS AND SHORING REQUIREMENTS AS
WITH CURBS
AND GUTTERS, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED
SET FORTH IN THE OCCUPATIONAL SAFETY AND HEALTH
ADMINISTRATION'S (OSHA) EXCAVATION AND SAFETY STANDARDS, 29 C.F.R.
FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL
19926.650, SUB -PART P AND INCORPORATED AS
THE STATE OF FLORIDA STANDARD, AS REVISED AND/OR UPDATED. THE COST OF
BE ALLOWED
ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL SUBDIVISION LOTS AS
COMPLIANCE WITH THIS REQUIREMENT SHALL BE
INCLUDED AS A SEPARATE LINE ITEM ON THE CONTRACTOR'S BID. OTHERWISE,
WELL AS TO
LARGER LAND- DISTRIBUTING ACTIVITIES.
CONTRACTOR CERTIFIES THAT THE COST OF COMPLIANCE IS INCLUDED IN THE UNIT COST OF ALL ITEMS OF WORK TO WHICH THIS
REQUIREMENT APPLIES.
19. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE
STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, IN THE OPINION OF THE REVIEWER. DISTURBED SOIL
AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER
EROSION AND SEDIMENTATION.
20. PROPERTIES AND WATERWAYS DOWNSTREAM FROM CONSTRUCTION SITE SHALL BE PROTECTED FROM SEDIMENT DISPOSITION AND
EROSION.
■ ,:I_G9■ 1•,CZ■111=■lG' .`P.[0lll■ 1•.l=■]■7_1.»Il•II<K■]R M@a[a1■IRVi91P.<KNaU`I1[NIt■]i7_Z■l:■,:I_G9M
22. EROSION CONTROL DESIGN AND CONSTRUCTION SHALL FOLLOW THE REQUIREMENTS IN INDEX NOS. 101, 102 AND 103 OF FDOT
ROADWAY AND TRAFFIC DESIGN STANDARDS.
23. THE REVIEWER MAY APPROVE MODIFICATIONS OR ALTER PLANS TO THESE EROSION CONTROL CRITERIA DUE TO SITE SPECIFIC
CONDITIONS.
EARTHWORK AND DRAINAGE SPECIFICATION
1 . CLEARING AND GRUBBING:
CLEARING AND GRUBBING SHALL BE PERFORMED WITHIN THE LIMITS OF THE PROJECT WORK IN ACCORDANCE WITH SECTION 110,
FLORIDA DEPARTMENT OF TRANSPORTATION (FDOT) SPECIFICATIONS. THIS ITEM SHALL INCLUDE, BUT IS NOT LIMITED TO, THE COMPLETE
REMOVAL AND LEGAL DISPOSAL OF ALL TREES, BRUSH, STUMPS, ROOTS, GRASS, WEEDS, RUBBISH AND OTHER UNDESIRABLE MATERIAL
TO A DEPTH OF 18 INCHES BELOW NATURAL GROUND OR PROPOSED FINISHED GRADE, WHICHEVER IS LOWER. THE AREAS TO BE
CLEARED GENERALLY CONSIST OF THE ENTIRE SITE WITH THE EXCEPTION OF AREAS SPECIFICALLY NOTED ON THE LANDSCAPE PLANS AS
PRESERVE AREAS OR AS AREAS TO REMAIN UN -CLEARED. CARE SHALL BE TAKEN TO INSURE THAT NO PRESERVE AREAS OR WETLAND
AREAS ARE IMPACTED BY THE CLEARING OPERATION. PRIOR TO INITIATING THE CLEARING OPERATION, ALL ADJACENT WETLAND AND
PRESERVE AREAS SHALL BE MARKED AND FLAGGED IN ACCORDANCE WITH THE CITY OF OKEECHOBEE AND SOUTH FLORIDA WATER
MANAGEMENT DISTRICT (SFWMD) REQUIREMENTS ALL SUCH AREAS IMMEDIATELY ADJACENT TO THE CLEARING OPERATION SHALL ALSO
BE PROTECTED BY THE INSTALLATION OF TEMPORARY SILT BARRIERS IN ACCORDANCE WITH THE REQUIREMENTS OF THE CITY OF
OKEECHOBEE AND THE SFWMD. FURTHER EROSION CONTROL SHALL BE ACCOMPLISHED BY SEEDING AND MULCHING ALL DISTURBED
AREAS AS SOON AS THEY ARE AT FINAL GRADE, PER THE SPECIFICATIONS FOR SEEDING AND MULCHING FOUND ELSEWHERE ON THIS
SHEET.
ALL MATERIAL SHALL BE REMOVED FROM THE SITE AND SHALL BE LEGALLY DISPOSED OF IN ACCORDANCE WITH ALL LOCAL, STATE AND
FEDERAL REQUIREMENTS.
2.EARTHWORK AND GRADING:
ALL EARTHWORK AND GRADING SHALL BE PERFORMED AS REQUIRED TO ACHIEVE THE FINAL GRADES, TYPICAL SECTIONS AND ELEVATIONS
SHOWN ON THE PLANS. IN ALL OTHER RESPECTS, MATERIALS AND CONSTRUCTION METHODS FOR EARTHWORK, EMBANKMENT,
EXCAVATION AND GRADING SHALL CONFORM TO THE REQUIREMENTS OF FDOT SPECIFICATIONS, SECTION 120. ANY PLASTIC OR
OTHERWISE UNDESIRABLE MATERIAL WITHIN 36 INCHES OF FINISHED ROAD GRADE SHALL BE REMOVED AND REPLACED WITH SUITABLE
MATERIAL. THE CONTRACTOR SHALL ALSO REFER TO THE SOILS REPORT, IF AVAILABLE. THE SPECIFICATIONS AND RECOMMENDATIONS
INCLUDED IN THAT REPORT SHALL BE CONSIDERED AS A PART OF THESE PLANS AND SPECIFICATIONS. SHOULD THERE BE ANY
CONFLICT BETWEEN THAT DOCUMENT AND ANY REQUIREMENTS OF THESE DRAWINGS OR SPECIFICATIONS, THE MOST RESTRICTIVE
REQUIREMENT SHALL GOVERN.
C1!lau►[e>■IINA=91•/0a0111611
ALL AREAS PROPOSED FOR PAVING SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE DESIGN GRADES AND TYPICAL SECTIONS SHOWN
ON THE DRAWINGS, AND IN CONFORMANCE TO THE REQUIREMENTS OF THE CITY OF OKEECHOBEE AND FLORIDA DEPARTMENT OF
TRANSPORTATION.
A. ASPHALT: PRIME COAT AND TACK COAT FOR BASE COURSE AND BETWEEN LIFTS OF ASPHALT SHALL CONFORM TO THE
REQUIREMENTS OF SECTIONS 300-1 THROUGH 300-7 OF THE FDOT SPECIFICATIONS. PRIME COAT SHALL BE APPLIED AT A
RATE OF 0.25 GALLONS PER SQUARE YARD AND TACK COAT AT A RATE OF 0.10 GALLONS PER SQUARE YARD, UNLESS
OTHERWISE APPROVED BY THE ENGINEER.
ASPHALT SURFACE COURSE THICKNESS AND MATERIAL SHALL BE AS SHOWN ON THE TYPICAL SECTIONS AND SHALL IN ALL
WAYS CONFORM TO THE REQUIREMENTS OF FDOT.
B. BASE: LIMEROCK BASE MATERIAL SHALL BE COMPACTED TO 98% OF MAXIMUM DENSITY PER AASHTO T-180. ALL LIMEROCK
SHALL MEET THE MINIMUM REQUIREMENTS OF FDOT SECTION 911. AS AN ALTERNATE, CEMENTED COQUINA CONFORMING TO
FDOT SECTION 915 MAY BE SUBSTITUTED AND SHALL BE SUBJECT TO THE COMPACTION SPECIFICATIONS DETAILED ABOVE AND
INCLUDED IN THE SOILS ENGINEER'S REPORT.
C. SUB -GRADE: SUB -GRADE SHALL BE COMPACTED TO 98% OF MAXIMUM DENSITY PER AASHTO T-180, AND STABILIZED TO A
MINIMUM FBV OF 50PS1. SUB -GRADE SHALL BE THOROUGHLY ROLLED WITH A PNEUMATIC TIRED ROLLER PRIOR TO
SCHEDULING ANY SUB -GRADE INSPECTION.
D. VALLEY GUTTER/ F-CURB/D-CURB/FLUSH CURB: SHALL BE CONSTRUCTED PER THE TYPICAL SECTION BY EXTRUDING MACHINE
OR FORMS AS SHOWN ON THE PLANS. MINIMUM CONCRETE COMPRESSIVE STRENGTH SHALL BE 3,000PSI AFTER 28 DAYS.
SUB -GRADE SHALL BE MOISTENED AT THE TIME CONCRETE IS PLACED TO INSURE A UNIFORMLY DAMP SURFACE. READY -MIX
CONCRETE SHALL HAVE A SLUMP OF BETWEEN 2 AND 4 INCHES. NO WATER SHALL BE ADDED TO INCREASE WORKABILITY.
TEST CYLINDERS SHALL BE MADE FOR THE STRENGTH TESTING OF EACH BATCH OF CONCRETE FOR AT LEAST 7 AND 28 DAY
TESTING.
E. SOD: A MINIMUM OF A TWO -FOOT WIDE STRIP OF SOD, OR AS OTHERWISE SHOWN ON THE PLANS, SHALL BE PLACED ALONG
THE BACK OF CURB OF ALL CONSTRUCTED PAVEMENT TO AID IN PREVENTION OF EROSION AND SOIL STABILITY. SOD SHALL BE
PLACED IN CONFORMANCE TO FDOT SECTION 570, 575 AND 981. GENERALLY, THE SODDING REQUIREMENTS SHALL BE AS
SPECIFIED ON THE LANDSCAPE PLANS, PREPARED BY OTHERS.
F. SEED, FERTILIZE AND MULCH: ALL DISTURBED AREAS SHALL BE STABILIZED WITH SEED, FERTILIZER AND MULCH UPON
COMPLETION AND ACCEPTANCE BY ENGINEER OF FINAL GRADING. SEED, FERTILIZER AND MULCH SHALL BE IN CONFORMANCE
TO FDOT SECTIONS 570, 575 AND 981. THE CONTRACTOR IS RESPONSIBLE FOR ESTABLISHING A STAND OF GRASS SUFFICIENT
TO PREVENT EROSION PRIOR TO REMOVAL OF THE TEMPORARY SILT FENCES. THIS APPLIES ONLY TO THOSE AREAS NOT
COVERED BY THE SODDING SPECIFIED IN THE LANDSCAPE PLANS, PREPARED BY OTHERS.
G. TESTING: THE CONTRACTOR SHALL SECURE THE SERVICES OF AN APPROVED INDEPENDENT TESTING LABORATORY TO CONDUCT
ALL REQUIRED TESTING ON SUB -GRADE, BASE, ASPHALT AND CONCRETE. LOCATIONS REQUIRED FOR THESE TESTS SHALL BE
AS REQUIRED BY THE CITY OF OKEECHOBEE, AND/OR IN THE CASE OF THE TURN -LANE IMPROVEMENTS AS REQUIRED BY THE
CITY OF OKEECHOBEE. AT A MINIMUM, TESTING SHALL BE AS RECOMMENDED BY FDOT. SHOULD ANY TESTS FAIL, CONTRACTOR
SHALL AT HIS OWN EXPENSE, REPAIR THE DEFICIENCIES AND RETEST THE WORK UNTIL COMPLIANCE WITH THE SPECIFICATIONS
IS DEMONSTRATED.
H. TRAFFIC CONTROL: THE INSTALLATION OF TRAFFIC CONTROL DEVICES SHALL BE IN CONFORMANCE TO THE REQUIREMENTS OF
THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES, THE CITY OF OKEECHOBEE. MAINTENANCE OF TRAFFIC DURING
CONSTRUCTION SHALL BE AS REQUIRED BY FDOT.
4.DRAINAGE IMPROVEMENTS:
ALL LABOR, MATERIALS AND CONSTRUCTION METHODS SHALL BE IN CONFORMANCE TO THE MINIMUM ENGINEERING AND CONSTRUCTION
STANDARDS OF THE CITY OF OKEECHOBEE AND FDOT SPECIFICATIONS. TRENCH EXCAVATION AND BACK -FILLING OPERATIONS SHALL
MEET OR EXCEED THE REQUIREMENTS OF FDOT SPECIFICATIONS, SECTION 125. THE CONTRACTOR SHALL PROVIDE THE NECESSARY
BACK -FILL COMPACTION TESTING REQUIRED TO DEMONSTRATE COMPLIANCE WITH THIS SECTION. THE PIPE TRENCH SHALL BE DRY
WHEN PIPE IS LAID AND THE PIPE SHALL BE BEDDED PER THE DETAILS AND PER FDOT SPECIFICATIONS.
ENGINEER OF RECORD INSPECTION REQUIREMENTS
CONTRACTOR TO CALL CONTRACT ENGINEER OF RECORD
48 HOURS ADVANCE FOR FOLLOWING INSPECTIONS:
1. PRECONSTRUCTION MEETING
2. DRAINAGE PIPE (UNCOVERED)
3. PAVEMENT SUBGRADE
4. PAVEMENT BASE
5. FINAL
A. REINFORCED CONCRETE PIPE (RCP): RCP SHALL CONFORM TO THE REQUIREMENTS OF ASTM SPECIFICATIONS C-76, CLASS III,
WALL THICKNESS "B", LATEST REVISION. ALL JOINTS SHALL BE SOIL -TIGHT. PIPE GASKET SHALL CONFORM TO FDOT
SPECIFICATIONS, SECTION 942.
B. CORRUGATED METAL PIPE (CMP): ALL CMP SHALL BE STEEL, ROUND, HELICAL -WOUND CORRUGATED PIPE CONFORMING TO
AASHTO-M 36 AND FDOT SECTION 943. PIPE ENDS AT JOINTS SHALL BE REFORMED TO A MINIMUM OF 2 ANNULAR
CORRUGATIONS FOR THE COMPLETE BAND WIDTH. ALL JOINTS SHALL BE SOIL -TIGHT. ALL CONNECTING BANDS SHALL BE
CORRUGATED ANNULAR COUPLING BANDS. A NEOPRENE GASKET OF AT LEAST 7 INCHES WIDE BY 3/8 INCH THICK SHALL BE
USED FOR ALL PIPES OF 36-INCH DIAMETER AND SMALLER. LARGER PIPE SIZES REQUIRE GASKETS OF AT LEAST 10-1/2
INCHES IN WIDTH. ALL CMP SHALL BE INSTALLED AT MAXIMUM LENGTHS TO REDUCE THE NUMBER OF JOINTS.
C. CORRUGATED ALUMINUM PIPE (CAP): ALL CAP SHALL BE ALUMINUM ALLOY, ROUND, HELICAL -WOUND CORRUGATED PIPE
CONFORMING TO AASHTO-M 196 AND FDOT SECTION 945. PIPE ENDS AT JOINTS SHALL BE REFORMED TO A MINIMUM OF 2
ANNULAR CORRUGATIONS FOR THE COMPLETE BAND WIDTH. ALL JOINTS SHALL BE SOIL -TIGHT. ALL CONNECTING BANDS SHALL
BE CORRUGATED ANNULAR COUPLING BANDS. A NEOPRENE GASKET OF AT LEAST 7 INCHES WIDE BY 3/8 INCH THICK SHALL
BE USED FOR ALL PIPES OF 36-INCH DIAMETER AND SMALLER. LARGER PIPE SIZES REQUIRE GASKETS OF AT LEAST 10-1/2
INCHES IN WIDTH. ALL CAP SHALL BE INSTALLED AT MAXIMUM LENGTHS TO REDUCE THE NUMBER OF JOINTS.
D. CORRUGATED HIGH
DENSITY POLYETHYLENE PIPE (HDPE): ALL HDPE PIPE SHALL
BE
RESIN CONFORMING TO ASTM
D3350
MINIMUM CELL CLASSIFICATION 435400C,
ROUND, ONLY ANNULAR CORRUGATIONS
AND
CONFORMING TO FDOT SECTION 948-2.3.
ALL JOINTS SHALL
BE SOIL -TIGHT. ALL
CONNECTING BANDS SHALL BE CORRUGATED
ANNULAR COUPLING BANDS.
A NEOPRENE
GASKET OF AT LEAST 7 INCHES WIDE BY
3/8 INCH THICK SHALL BE USED FOR
ALL
PIPES OF 36-INCH DIAMETER
AND
SMALLER. LARGER
PIPE SIZES REQUIRE
GASKETS OF AT LEAST 10-1/2 INCHES
IN
WIDTH. ALL HDPE SHALL BE
INSTALLED AT
MAXIMUM LENGTHS
TO REDUCE THE NUMBER OF JOINTS.
E. CONTECH A-2000 PVC DRAINAGE PIPE (A-2000): ALL A-2000 CORRUGATED PIPE WITH A SMOOTH INTERIOR SHALL CONFORM
TO THE REQUIREMENTS OF ASTM DESIGNATION F949 & F794 DUAL WALL CORRUGATED PROFILE (DWCP) PIPE. PIPE AND
FITTINGS SHALL BE HOMOGENEOUS THROUGHOUT AND FREE FROM VISIBLE CRACKS, HOLES, FOREIGN INCLUSIONS OR OTHER
INJURIOUS DEFECTS. PIPE SHALL BE MANUFACTURED TO 46 PSI STIFFNESS WHEN TESTED IN ACCORDANCE WITH ASTM TEST
METHOD D2412. THERE SHALL BE NO EVIDENCE OF SPLITTING, CRACKING OR BREAKING WHEN THE PIPE IS TESTED PER ASTM
TEST METHOD D2412 AND F949 SECTION 7.5. THE PIPE SHALL BE MADE OF PVC COMPOUND HAVING A MINIMUM CELL
CLASSIFICATION OF 12454B AS DEFINED IN ASTM SPECIFICATION D1784.
F. PVC DRAINAGE PIPE: PVC DRAINAGE PIPE SHALL BE C-900 WITH PUSH -ON JOINTS (NO GLUED JOINTS) AND SHALL BE AS
SPECIFIED FOR SANITARY SEWER CONSTRUCTION, EXCEPT THAT IT SHALL BE WHITE IN COLOR. ANY PORTION OF THE PVC
STORM PIPE THAT MAY BE EXPOSED TO SUNLIGHT, SUCH AS ITS OUTLET TO THE DETENTION POND, SHALL BE PAINTED TO
PROTECT IT FROM UV LIGHT.
G. INLETS, MANHOLES, AND JUNCTION BOXES: ALL DRAINAGE INLETS, MANHOLES, AND JUNCTION BOXES SHALL BE PRECAST
CONCRETE CONFORMING TO ASTM C-478 AND 64T. ALL CONCRETE SHALL HAVE NOT LESS THAN 4000-PSI COMPRESSIVE
STRENGTH AT 28 DAYS. STRUCTURE SECTIONS SHALL BE JOINED WITH A MASTIC SEALING COMPOUND. THE REMAINING SPACE
SHALL BE FILLED WITH THE CEMENT MORTAR AND FINISHED SO AS TO PRODUCE A SMOOTH CONTINUOUS SURFACE INSIDE AND
OUTSIDE THE WALL SECTIONS. ALL OPENINGS IN PRECAST STRUCTURES SHALL BE CAST AT THE TIME OF MANUFACTURE. HOLES
FOR PIPING SHALL BE SIX INCHES LARGER THAN THE OUTSIDE DIAMETER OF THE PROPOSED PIPE. ALL SPACES BETWEEN THE
MANHOLE AND THE PIPE SHALL BE COMPLETELY FILLED WITH MORTAR AND FINISHED SMOOTH. MORTAR USED FOR CONCRETE
STRUCTURES SHALL CONFORM TO M C-270. MORTAR MATERIAL SHALL BE MIXED ONE PART TYPE 2 PORTLAND CEMENT TO TWO
PARTS AGGREGATE BY VOLUME. PORTLAND CEMENT SHALL CONFORM TO ASTM C-144 AND AGGREGATE SHALL CONFORM TO
ASTM C-144. THE CONTRACTOR SHALL FURNISH THE ENGINEER WITH SHOP DRAWINGS OF ALL PRECAST STRUCTURES FOR HIS
APPROVAL PRIOR TO FABRICATION. SHOP DRAWINGS SHALL SHOW ALL DIMENSION, REINFORCING STEEL AND SPECIFICATIONS.
STORM MANHOLES SHALL BE CONSTRUCTED WITH A TRAFFIC BEARING CAST-IRON SLOTTED GRATE.
H. TRENCH BACKFILL SHALL BE AS SHOWN IN THE DRAINAGE DETAILS. IN ADDITION, TESTING UNDER PAVED AREAS SHALL BE AS
FOLLOWS: ONE TEST LOCATION MIDWAY BETWEEN STRUCTURES AND ONE TEST LOCATION ADJACENT TO EACH STRUCTURE.
ENGINEER MAY REQUEST ADDITIONAL LOCATIONS. TESTING IN EACH LOCATION SHALL BEGIN IN THE FIRST FOOT ABOVE THE
CULVERT WITH TESTS EVERY TWO FEET TO WITHIN TWO FEET OF THE SUB -GRADE. DENSITY SHALL BE TO 100 PERCENT OF
MAXIMUM AS DETERMINED BY AASHTO T-99.
I. CONTROL STRUCTURES: SHALL BE CONSTRUCTED PER THE ABOVE SPECIFICATIONS FOR INLETS, MANHOLES, AND JUNCTION
BOXES EXCEPT THAT THE STRUCTURES SHALL INCLUDE THE BLEEDERS AND WEIRS AS SHOWN ON THE DETAIL.
J. RIP -RAP ENERGY DISSIPATERS: SHALL BE CONSTRUCTED PER THE DETAILS AND AS SHOWN ON THE DRAWINGS AT THE
CONTROL STRUCTURES AND THE DOWNSTREAM BUBBLE -UP STRUCTURES. THE RUBBLE SHALL BE OF MATERIAL AND PLACED IN
ACCORDANCE TO FDOT SECTION 530-2.3 (MATERIAL) AND FDOT SECTION 530-3.3 (CONSTRUCTION METHODS). SHOULD BROKEN
CONCRETE BE USED AS THE RUBBLE, IT SHALL BE FREE FROM REINFORCING BARS OR WIRE MESH. THE CONTRACTOR SHALL
USE CARE IN THE PLACEMENT OF THE STONE SO THAT IT IS NOT DROPPED ON THEW FABRIC IN SUCH A FASHION THAT TEARS
THE FABRIC. THE FABRIC SHALL BE AS SPECIFIED IN FDOT SECTION 985 AND SHALL BE OF THE WOVEN DESIGN AND AS
SPECIFIED FOR USE WITH RIPRAP PER TABLE 1 OF THIS SECTION. THE BEDDING STONE SHALL BE OF THE TYPE TYPICALLY
USED FOR DRAINFIELD ROCK AND SHALL MEET THE REQUIREMENTS OF FDOT FOR DRAINFIELD ROCK.
1:7��16`]■�7�I_11G`7�■:i1:Z�7■I■�111[e]
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MATCHL-INE SEE SHEET CD02
NE STH STREET
x274 x 5'
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3 I NO IDENTIFICATION 020" OAK
018" OA `8„ K
0 032" OA 2" 1 4" OAK 014" OAK I I 0/C"�li
1 24 OAK 1 1
0.
012" OAK I I 018" OAK
xPINE 016" PINE O
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,
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O 00 LOT .5 LOT 61- 26.0' O
g'+ p +26.6 �.LOT 4 LOT 3 LOT 2 � � LOT 1
7 O BLOCK 110 u a_ BLOCK 110 BLOCK 110 BLOCK 110 BLOCK 110 B CK 1f0
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6' M24" oAK +239' (VAC NT 12" OAK o (n
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032 OAK o 0
1 1 1 016" OAK 1
010" oA�16" OA
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022" PINE1 0 +
016" OAK
> �� 076" OAK 0/0" OAKO� 74" PALM
+ 7 +26 ) 49.96' (C) +24.3' 49.96' (C) 0, „ 14" %AK�O 49.96' (C' 49.96' (C) x OAK4
50.00' (P) 50.00' (P) �- 50.00' (P) 29g. 50.00' (P) �� 50.00 (P) 5 .00' (P)
_ -- --�2PALM-- -- - N89° 45' 46"E �- -- -- -- --
20 " OAK
010" OAK
-23.6' PALM
016" PINE +24.2'
3' 8" OAK_72OAK 0
1o"TREE
N89° 45 46 E
49.96' (C) 49.96' (C) -_49.9/-299.75' 0 49.96' (C) 49.96' (C) 476_(C)
50.00' (P) 50.0( P) 012"T
1450.00' (P) 50.00' (P) 50.00' (P)
12 "OAK OAK -
__
� 014 " OAK �n
i -I
048" OAK 16" OAK U)
FND 712 " IRON ROD & CAP I f 2 " OAK
STAMPED 'BSM LB 8155" 078" OAK x
,�� OJK 6„ PINF6.7' -25.9' 4" I
vy 24.2' 2 " OAK
X PIN 6" PALM 1 „ OAK +24.2' +24.9'
2" OAK 0.965 1 CRES f
)LO OA (VACANT) 1 I 0/0" *11
0� 1 OAK
I 1 .��� I I
1 OAK 022" OAK 016" OAK
OAK
I LOT 7 LOT 8 LOT 9 LOT 10 LOT 12
BLOCK 110 BLOCK 110 BLOCK 110 BLOCK 110 LOT 11 0 24 " OAK BLOCK 110
PG. 5 P.B. 5, PG. 5 P.B. 5, PG. 5 012 " OAK P.B. 5, PG. 5 BLOCK G. 014 " PV P B. 5, PG. 5
P.B. 5, PG. 5
014" 0,', M
p �� I �y 1 PARCEL Q
O O o -15-3 -35-DO 10-01100-0010 0 0 1 � --16 " OAK 0 1
0 No Not +25. '
1 00�1 "2" OAK 1 001 0 016" OAK o0
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OAK Lam`'
.9, i/i 010" OAK
� "OAK
�20" OAK x
OAK 14" R4
!y 1 1 0 �44»0 K +23.2' 12„ PALM �0
u 23.1' 4" PALM
1 6" TREE I 070" OAK 0 I 1 2" OAK
0 0 PALM
24" OAKM 0 0IPSTING TREE TO BE REMOVED, 014" TREE
024" OAK 014" OAK 4
2" AK +24.4'
I 2" OAKJ +24 1'
016" OAK 2" PALM I 1 1 FND 112' ON ROD & CAP
STAM 'BSM LB 8155"�
BNK4
Z �' EL . = 2,
4'
4029
26.1 V
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XINiV ELEV. = 23.25'
k25-426. 0'x26.2' 2 1'
,25.8'
ELEV. W 23.34'
3.8' 5.3,
PALM 3
N
25.2'
25.8'
25 7'
3
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12" TREEELM
+26 25 3' 237'+49.97' (C) i 49.97' (C) -12" LM49.9 (C) 49.97' (C) 49.97' (C) ZPA�� �,
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S89° 47' 51 78" CMP
0' 016" PALM INV. ELEV. = 22.52'�
w w w w w w w
x2 w w x24.1 ' w x24.0'
RIM ELEV. = 23.43'
I w w TOE OF SLOPE
%26. C
+ 4 29 lit o S 78" RCP S IN 1AV VtVEV-=1
25.39 21
25.395 3 2
BINO� BINCA ENiC6
NE 4TH STREET
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch = 20 ft.
26.0' 126. I'
' 25.8' x26.0'
ELL2 .2 1`.,;1I
I:�a•�yn��nrar��naarzynn�mre�
1
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SCALE: 1.250
MATCHEINE SEE SHEET CD®126.34'
MATCHEINE SHEET CD02
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)69.46
317.89
26.31 '
gD
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SITE BENCHMARK 40001
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N. 1058946.21 g s 25.5
25.616 5' RCP W INV. ELEV. = 78.62'- E. 711990.68 5' RCP W INV. ELEV. = 77.58'
ONIJ 5' RCP E INV. ELEV. = 18.62' _ f 5' RCP E INV ELEV. - 17.5B'
25 ELEV = 25.21 ' -l�I
D SD SD SD SD SD SD SD SD SD SD 3D 3D 3D 3D SD SD SD SD D SD SD 3D 3D SD SD SD 3D 3D 3D 8D 8D 8D 3D 3 BD 3D SD to
SD-
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4750.00' (P) 50.00' (P) 50.00' (P) 50.00' ( 50.00' (P) 50.00' (P) F D 2"
S A "
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�
i
EXISTING TREE TO BE REMOVED, R ES +
TYP.
1 NT) I '
.-.
- _ �a- 0 C +24.4'
2
LOT 6 to o LOT 5 (0 o LOT 4 m o LOT 3 � o LOT 2 �
�® BLOCK 121 0 o BLOCK 121 0 o BLOCK 121 0 o BLOCK 121 0 o BLOCK 121 0 o BLOCK 121 0
P.B. 5, PG. 5 o Ln P.B. 5, PG. 5 P.B. 5, PG. 5 Ln L P.B. 5, PG. 5 P.B. �5, PG. 5 1 1 P.B. 5, PG. 5 w 030
I � I e`�'
X
OAK I T r 0 3 UAK
6 " TREE
' PARCEL ID: I I PARCEL ID. I PARCEL I Q I PARCEL ID.
' 3-15-37-35-0010-01 10-0060 3-15-37 5-0010-01210-0040 3-15-37-35-001-01210-0030 3-15-37 35-0010-01210-0010 I
CD -25.3' ' TREE �y 014
25.7' ,i, i 1V +25. O
-25.5' +25.2' -24.3' X24 '
o' I 25.2' I I I I I
BLOCK 121
P.B. 5, PG. 5
N
2
III �:
7.2' 27.5' 1 '
27.2'
1
4276 #40003
N: 1058569.53
711819.30
27.85'R
FND 112" IRON ROD & CFND 112" IRON ROD & CAP
/II STAMPED 'BSM LB 8755" I
STAMPED 'BSM LB 8155" 1
16" OAK O
I I I I I
49.97' C 49.97' C 49.97' C 4 .97' (C)4" O�
50.00' (P) 50.00' (P) �_W_y 50_00' (P) z 50_00' (P) �_W 50.00' 2(y d_ 50_00' (P)
+25.6 - - - - 3
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25,8' � �%D 12"IRON ROD & CAP -25. 1 ��� 25.0' 24. 1' ; 0»ED 'BSM LB 8155" i9'
_ _ S89 _49' 44"W_ 0 ` -- _ _ _ _ _ P
01 49.97' (C) 49.97' (C) fi 49.972pp
84' 49.97' (C) 49.97' (C) 4 - -
50.00' (P) 50.00' (P) I - 50.00 50.00' (P) 50.00' (P) 50.00' (P)
I I I I I
X24.6'
016" - FND 112" l ON ROD & CAP1
012" TREE I I I STAMPED "BSM LB 8755" --4
EXISTIN ASPHALT TO BE REMOVED
016" oA
012 TREE 72" OAK
1 .033 ACRES + -" OAK
(VACANT) 3
+26.0' 4 " 0 I 20 " PINE
26. ��7 +25.9' +25.7' +25.0 2" PA
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in
25.5'
26.6'
26.7' I 018" PALM
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5.912
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NO IDENTIFICATION -25.0
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w w W_
EDGE OF PAVEMENT - NE 3 R D STREET
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'•7I
W*1'i
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch = 20 ft.
SO" CMP
X26. INV. ELEV. = 25.4 '
6.7'
7 126.9
e
N
01 -1 9-202 I 0LV S-D P ANS -�EF 0C M-L. NC
X250 EXISTING TREE TO
BE REMOVED
\\\\\\\\\\\ • G ► O ASPHALTD
KEY MAP
SCALE: 1:250
EXISTING SIGN
TO REMAIN
GENERAL PURPOS REA
PROPERFY LINE, TYP.
PROPOSED CROSSWALK
tAWCUT AND MATCH
EXISTING PAVEMENT
I
PERIMETER BERM,
I
G ERAL PURPOSE
PROPOSED CROSSWA 1
AWCUT AND MATCH
XISTING PAVEMENT
ADA I RAMP TYP.
M
I
N
Z
GENERAL PURPOSE AREA
C
Z
M
PRCIPOSED CROSSWALK
AWCUT AND MATCH
XISTING PAVEMENT
GENERAL'PURPOSE AREA
EXISTING SIGN
TO REMAIN
MATCHLINE SHEET C201
MATCHLINE SEE SHEET C202
GENERAL PURPOSE AREA
NE 5TH STREET
SAWCUT AND MATCH
EXISTING PAVEMENT
GENERAL PURPOSE AREA
v
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27
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'n
I
PROPOSED
WHEEL STOP TYP.
6.17' CD 1 3.83'
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27'
•
s
va
s
21
48.67'
6,7
38.72'
PROPOSED
37.94'
8.67
48.67'
9'
0
N
I
BUILDING
I
N
co
(1575 SF)
I
PROPOSED
s
Q
PROPOSED
PORCH/PATIO
3'
BUILDING
PROPOSED
(105.51 sF)
PROPOSED
3'
N
N
o
N
(1931 SF)
PORCH/PATIO o
o
fi
N
BUILDING
o
_
(105.51 SF)
(1931 SF)
_
1.00'
LOT
1.00'
LOT
12,492 SF
,
9'
rn
oa
N
12,578 SF
N
g,
p
h
r6
48.67'
a
I
I
48.67'
20.00'
15.08'
15.08'
SECOND FLOOR PORCH WITH
q
27'
CONCRETE PATIO BELOW
SECOND FLOOR PORCH
WITH
PR
POSED
2.17'
CONCRETE PATIO BELOW N
P
CH/PATIO
I
PROPOSED
(
05.51 SF)
WHEEL STOP TYP. I
w
PROPOSED
I
o
WHEEL STOP TYP.
SECOND FLO
R PORCH WI
H
I
oN
CONCRETE P
10 BELOW
in
f
24.55'
125'
I
4
O�
4
I
PROPOSED
LOT
00
od
I
PROPOSED I
5' °
WHEEL STOP TYP. 0
12,439 SF
o
LOT WHEEL STOP TYP.
t
,
12,476 SF lo
p
27
N I
8.6,7' 38.42'
48.67'
PROPOSED
BUILDING PROPOSED r
(1931 SF) PORCH/PATIO
(105.51 SF)
aN
48.67'
SECOND FLOOR PORCH WITH D I
CONCRETE PATIO BELOW m
LOT
o
7,553 SF
o
P 0POSED PROPER LINE,
TY .
N
7,495 I SF
1167
N
PROPOSED
PORCH PATIO
(105.51 SF)
e }I
N .I •.
SECOND FLOOR PORCH WITH
CONCR E PATIO BELOW Ln
27' v
29'
48.67' �.
0
2
PROPOSED 3'
BUILDING o 0
(1931 SF)
1 .00
co
II
's.
Y w
TYP.
N
01
PROPOSED
w
PJ
Y
2I
WHOEEOLSSTOP
WHEEL STOP TYP. N
•Q
w
Q
m
:2
w m I
Q u~'
A
/
w u'
z
w cn
d
(n
w
ro
124.7'
124.89' �
LL
W
" w
DRAINAGE EASEMENT
w
CL
0
a
n
n
�
o
U
SECOND FLOOR PORCH WITH
I°
zQ
PROPOSED
CONCRETE PATIO BELOW
PROPOSED
,a
WHEEL STOP TYP. N
WHEEL STOP TYP.
PROPOSED
°5
•5'
PORCH PATIO
12.17'.
(105.51 SF)
b ..
27'
°
s
>
27
4.98'
20.00'
1 .08'
°
29'
48.67'
8, 6,7
38.25'
38.62'
8. c7;
48.67'
9'
v
....
I
cc
N
PROPOSED
N•
00
BUILDING
LOT II
�s.
LOT (1575 SF) 12,504 SF
3' PROPOSED 12,506 SF PROPOSED 3
M BUILDING o PROPOSED BUILDING
N g N (1931 SF) �' ° ` ;� P POR H/PATIO (1931 SF) N
PROPOSED (105.51 SF)
1 .00' PORCH/PATIO 1 .00'
(105.51 SF) ` o
9 I 9
a� SE 0 D FLOOR PORCH WITH N 48.67' r2
J° 48.67' CO JCIRETE PATIC BELOW s'
w o I I 1 3.83' `? 6.17' 1 20' SANITARY SEWER EASE ENT IN FAVOR OF A FUTURE HOA
Ld SECOND FLOOR PORCH WITH
U) 15 CONCRETE PATIO BELOW REPAIR/REPLACEMENT OF SEWER LINES FOR THE PROJECT 5' w
in 15' REAR YARD SETBACK 11.28' 11.58'
• � 27' 15' REAR YARD SETBACK N °N
TED
0 PROPOSED WHEEL STOP TYP.
� PROPOSED WHEEL STOP P.
CE Ln WHEEL STOP TYP. p
Lo
1 24.8' 9
5' 49.78'Ti -Ir
p s ° • e s ° g1i7b'M3®I� ,6 pdp2i,d e ' s s v e p , p e ° p V.
° ' v v " ° > ;>i.�b'M341S ;� 'd021d • v > v e • p V s V.
•� v °>
v
Y
J
'Ld 27' PROPOSED CROSSWALK
w
J
o w
N
s
r�
9.
0 s d
dp Rr` Of
Cl-
GENERAL PURPOSE AREA
SAWCUT AND MATCH
EXISTING PAVEMENT
NE 4TH STREET
GENERAL PURPOSE AREA
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch = 20 ft.
LEGEND
ASPHALT PAVEMENT
CONCRETE WALKWAY
a e
ENERAL PURPOSE AREA
ADA RAMP TYP. LANDSCAPING AREA
-PROP. DEPRESSED CURB
TYP. PERIMETER BERM
-SAWCUT AND MATCH
EXISTING PAVEMENT
PROPOSED CROSSWALK
ENERAL PURPOSE AREA
PROP. DEPRESSED CURB
TYP.
-PROPOSED CROSSWALK
SAWCUT AND MATCH
EXISTING PAVEMENT
ENERAL
PURPOSE AREA
Z
M
N
v
Z
C
m
PROP. DEPRESSED CURB
TYP.
SAWCUT AND MATCH
EXISTING PAVEMENT
PROPOSED CROSSWALK
z
W
c�
d
z
ti
W
GENERAL PURPOSE AREA
EXISTING SIGN
TO REMAIN
I:�a•�yn��nrar��naarzynn�mrel
SCALE: 1 :250
Project Name:
Glenwood Park, LLC
Owner Name:
Mitch Stephens
Owner Address:
17705 Middlebrook Way, Boca Raton, FL 33496
Owner Phone:
91 9-201 -991 3
Engineer Name:
Steven L. Dobbs Engineering, LLC
Engineer Address:
1062 Jakes Way, Okeechobee, FL 34974
Engineer Phone:
863-824-7644
Architect Name:
N/A
Architect Address:
Architect Phone:
Planner Name:
N/A
Planner Address:
Planner Phone
Block 110
Future Land Use:
Multifamily
Zoning:
Multifamily
Min Lot Width:
100,0
ft
Proposed lot
Width:
300.0
ft
Min Lot Size:
7,495
sf
Proposed lot size:
90,043
sf
Project Size
2.07
AC
Total Duplex Units:
6 duplexes - 2 single family
houses
Setbacks:
N Front
Reg
20
Provided
20
W Side
ReQ
15
Provided
15
E Side
Reg
15
Provided
15
S Rear
ReQ
15
Provided
15
Coverage
Residential Allowed
84%
Proposed:
1 6%
Proposed Bldg: 0.34 cc
Impervious Area
Allowable Impervious
Area:
76%
Proposed ISR:
24%
Roofline/Bldg:
0.34 cc
Pavement/Sidewalk
0.15 cc
Total Impervious:
0.49 cc
NOTE:
THE PROPERTY CAN BE DIVIDED IN THE FUTURE,
IF THE OWNER DESIRES.
INDIO
MATCHLINE SEE SHEET C201
MATCHLINE SHEET C202
EXISTING SIGN EXIST. GUY WIRE
TO REMAIN
GENERAL PURPOSE AREA
EXISTING SIGN
TO REMAIN
SAWCUT AND MATCH
EXISTING PAVEMENT
PROPOSED CROSSWALK
PERIMETER BERM,
GENERAL PURPOSE AREA
SAWCUT AND MATCH
EXISTING PAVEMENT
PROPOSED CROSSWALK -
PROPERTY LINE, TYP.-
GENERAL PURPOSE AREA
PROPOSED CROSSWALK
SAWCUT AND MATCH
EXISTING PAVEMENT
ADA RAMP
GENERAL PURPOSE AREA
EXISTING SIGN
TO REMAIN
GENERAL PURPOSE AREA
LO
U N
0
o
N N
ma's_
h s.
C
� O N
s.
NE 4TH STREET _____—SAWCUT AND ExSTNG PAVEMETTH
27'
PROPERTY LINE, TYP.
ONE
v • I • • v V
7
60.67'
9'
PROPOSED WHEEL
STOP TYP.
PROPOSED WHEEL STOP TYP. �
I
27
18.3,5
o
20' FRONT YARD SETBACK
& SANITARY SEWER EASEMENT
N
1 3.83' 0 6.1 7
7
PROPOSED
1
BUILDING
(1575 SF)
8.s,7
48.67'
c
1s LOT
1
I
12,649 SF
3 PROPOSED
BUILDING �
_ PROPOSED o
(1931 SF)
2 PORCH/PATIO
I
(105.51 SF)
1 .00'
1
k
�
1
'
�
48.67'
aN
19.98'
SECOND FLOOR PORCH WITI
CONCRETE PATIO BELOW
// oSWALES
z
'PROPOSED WHEEL STOP TYP
PROP
PORCH
(105.5
IV
PATIO
LF)
Q
�
(P-
SECOND FLOOR PORCI
WITH
w
Ld
w
CONCRETE PATIO BE
0
Q
Z
— — 20.03'LLJ — —
— —
Q3;:
w
��it
�v)
W
rn w
-
ol
o
M
IQN
PROPOSED WHEEL STOP TYP.
co
0
,N
PROPOSED PROPERTY LINE,
TYP.
48.67' 8.6,7 33.42'
••: N LOT
Co
LOT i 9,561 SF
3' PROPOSED 12,537 SF
,r`', _ — 60.67'
BUILDING —
(1931 SF) � � PROPOSED
PORCH/PATIO
° (105.51 SF)
••
9'
O�
ti
M
48.67'
aN
v O
N
°
27'
�
>
°ICI
SECOND FLOOR PORCH WITH
F
I ,
PROPOSED
WHEEL STOP TYP.
CONCRETE PATIO BELOW
I
ID
N
�
"u5
I
1 19.7'
LOT
9,559 SF
`a
'o
PROPOSED
WHEEL STOP TYP.
SECOND FLOOR PORCH
W H
CONCRETE PATIO BELOW
•
_a
PROPOSE
p
N
PORCH/P
40
o
(105.51
F
27
p
•s
2
' 8.6J
12.17 .
48.67'
.a
LOT
co
;
R •
12,579 SF
I 18.81'
20.00'
e
3
PROPOSED
PROPOSED
PROPOSED
N
N
O
BUILDING
PORCH/PATIO
BUILDING
(1931 SF)
(105.51 SF)
(1575 SF)
1.00'
O
J
R
g'
m
I
48.67'
5
I
o
9
SECOND FLOOR PORCH WIT
°�
CONCRETE PATIO BELOW
13.83 O 6.17
15'
PROPOSED
WHEEL STOP TYP.
n
C
M
15.31 '
I
N
EXIST. GUY WIRE
15' REAR YARD SETBACK
27
p
�
PROPOSED WHEELS
P TYP.
9' o
4, g2
v
1 19.37
60 64'
p .p
n ° 5flVM11IS1,6 'd0Q-
/
• v ° °
° • cc,
/
k o:• :•.�
/
/
PROPERTY LINE, TYP.
27'
7 c . R1�
GENERAL PURPOSE AREA
GENERAL PURPOSE AREA
/ v \Y
w
0
N
in
PROPOSED CROSSWALK vQ
a
s
p
AliM341S
Y
4
w•
O
PROPOSED WHEEL STOP TYP. N P,0
LO
,p s
7.69
20' FRONT YARD SET13ACK & SANITARY SEWER EASEMENT
a v
LOT
12,527 SF 27'
°5'
32.54' 6.67°, 48.67' 9'
� v
O' IN 5
PROPOSED 1.00'
PROPOSED BUILDING I
CD PORCH/PATIO `' 1931 SFQo
(10 .51 SF) 6 ( ) N
3' Q
r q CO
N � 9
69' 48.67'
o v
N
S CND FL OR PORCH WITH
C CRETE DATIO BELOW It I
PROPOSED WHEEL STOP TYP. U J r� � CJ ¢
w m �
� � w
Q w .�
9.14' N /
w
LLI � I
Q av
w
PROPOSED WHEEL STOP TYP. N Q I 0 a
o
N
DRAINAGE EASEMENT °5
n 27•
- 8.67,' 9'
48.67'
LOT _Co
5
12,527 SF 1.00' �s
PROPOSED PROPOSED o
PORCH/PATIO BUILDING N
(105.51 SF) (1931 SF)
I 3
00
q.
N � 9
48.67'
v j
Ln
0
� N p
N s
SECOND FLOOR PORCH WITH I
ETE PATIO BELOW PROPOSED WHEEL STOP TYP.
CON °
I w
0
>�
— — — — 119.47' — — —
LO
I O
PROPOSED WHEEL STOP TYP. a
5'
N„
8.67,
9'
48.67'
°
�
LOT N _
N
12,559 SF
0'
<
�
's_
86'
1.00
I
PROPOSED
Ln PROPOSED
PORCH/PATIO
? BUILDING `°
(105.51 SF)
�
(1931 SF)
C,�
N
Uj
O
�
3' I D
�
00
9
N
�
48.67'
o
•J
N
SE 0
D FLOOR PORCH WITH
PROPOSED WHEEL STOP TYP.
C
RETE PATIO BELOW
20' SANITARY SEWER
ASEMENT IN FAVOR OF A FUTURE HOA
'n
ao
REPAIR/REPLACEME �
0'
OF SEWER LINES FOR THE PROJECT 1 5'
0.
18.36'
I
15' REAR YARD SETBACK
N
1 19.81
I , p °
PROPOSED CROSSWALK
SAWCUT AND MATCH
(7
5'
EXISTING PAVEMENT
p•
GENERAL PURPOSE AREA
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch = 20 ft.
fGENER L PURPOSE AREA
LEGEND
ASPHALT PAVEMENT
CONCRETE WALKWAY
°
LANDSCAPING AREA
PERIMETER BERM
ADA RAMP TYP.
SCALE: 1 :250
PROP. DEPRESSED CURB
TYP.
Project Name:
Glenwood Park, LLC
Owner Name:
Mitch Stephens
Owner Address:
17705 Middlebrook Way, Boca Raton, FL
33496
Owner Phone:
919-201 —9913
SAWCUT AND MATCH
EXISTING PAVEMENT
Engineer Name:
Steven L. Dobbs Engineering, LLC
PROPOSED CROSSWALK
Engineer Address:
1062 Jakes Way, Okeechobee, FL 34974
Engineer Phone:
863-824-7644
Architect Name:
N/A
GENE AL PURPOSE AREA
Architect Address:
Architect Phone:
Planner Name:
N/A
Planner Address:
Planner Phone
Z
Block 121
M
Future Land Use:
Multifamily
v
Zoning:
Multifamily
PROP. DEPRESSED CURB
TYP.
/
\
Min Lot Width:
100.0 ft
Z
Proposed lot
Width:
300.0 ft
m
SAWCUT AND MATCH
Min Lot Size:
9,561 sf
EXISTING PAVEMENT
Proposed lot size:
94,498 sf
PROPOSED CROSSWALK
PROPERTY LINE, TYP.
Project Size
2.17 ac
6 duplexes — 2
Total Duplex
single family
Units:
houses
Setbacks:
N Front Req
20
Provided
20
W Side Req
15
Provided
15
GENERAL PURPOSE AREA
Req
E Side
15
Provided
15
Rear Req
15
PROP. DEPRESSED CURB
TYP.
Provided
15
PROPOSED CROSSWALK
Coverage
Residential Allowed
84%
z
Q
Proposed:
1 6%
W
Proposed Bldg: 0.34 ac
U
SAWCUT AND MATCH
EX4STING PAVEMENT
Impervious Area
zAllowable
Impervious Area:
76%
ti
W
Proposed ISR:
24%
Roofline/Bldg:
0.34 ac
Pavement/Sidewalk:
0.15 ac
Total Impervious:
0.49 ac
GENERAL PURPOSE AREA
EXISTING SIGN
TO BE RELOCATED
NOTE:
THE PROPERTY CAN BE DIVIDED IN THE FUTURE,
IF THE OWNER DESIRES.
7 LF 12" CMP
INV. EL.= 24.00
7 LF 12" CMP
INV. EL.= 24.00
27.4' 27.6'
7�3'
27.4'
INLET TYPE E
GR. EL.=24.00
INV. EL.= 22.20
TDC:28.12
BDC:28.00
40 LF 12" CMP
27.7' x27.
INLET TYPE E
27 '
GR. EL.=24.00
INV. EL.= 22.20
27.8'
22'
m
Z
v
D
rn
Z
C
INLET TYPE E
rn
GR. EL.=24.00
INV. EL.= 22.20
.5 T C:2
27.5' --
SAWCUT AND MATCH
EXIST. PAVEMENT
40 LF 12" CMP
INLET TYPE E
GR. EL.=24.00
INV. EL.= 22.20
INLET TYPE E
GR. EL.=24.00
INV. EL.= 22.20
SAWCUT AND MATCH
EXIST. PAVEMENT
40 LF 12" CMP
INLET TYPE E
GR. EL.=24.00
INV. EL.= 22.20
10 LF 12" CMP
INV. EL.= 24.00
MATCHLINE SHEET C301
MATCHLINE SEE SHEET C302
40 LF 12" CMP NE STH STREET
r2 ?. °' -2 7. x2 � -
INLET TYPE E
GR. EL.=24.00
INV. EL.= 22.20
' TDC:27.00
co
11
I8" cMP 26.2'
INV. ELEV. = 23.25'
BDC:27.12 INV. EL.= 24.00
24.00 24.0 24.00 ° 6.1 '
x27.6' �.� ex®�®[ :03'' 23.25'
ea®� e�'ee
�27.7' x26.2' x25.3' 24.7' 24. 1 ' 24.0 x 3
>< x SO SD SDt2.
SD-
7 ° 28.02 b
' ° Xo27.6� x ° °° 27.92 ° v ° ° ° ° ° ° 24.5 x26.
' 25.8'
.7 ° ° ° ° ° A�27.55> ° ° ° ° ° °> 27.5 p 23;50 ° x?5.0: °° ° > X 26.58 ' ° ° x24.9' ° ° ° °25.91
- - - - - - ° 18' P
�5. TI, INV. ELEV. = 23.34'
+ 7. °° 3.9% 3.9%
° 8 LF 12" CMP
INV. EL.= 24.00 ° 2 .6'
PERIMETER BERM TOP I 5% 5% I LP 27.00 27.0
28.00 __ LP LP IN E E
LP ® 24.0
28.00 27.5 HP 28.18 27.50 GR. E .=24.00
I °
I I I INV E .= 22.20
�I®®e
Elm
0000 ui
24.0
28.32 I I 27.37 TDC:25. 2
0.2 % T
28.35 A A A A 2% HP 3 g% 27.47 BDC:25 30
0.5% In
2% - 0 v5% F.F.E. = 28.40 F.F.E. F.F.E. = 28.40 10
a 28.40 I 8.20 \5'25.8' 25 7'
2.0'SAWCU AND MATCH
+26.6' I I e Vo
° EXIST. PAVEMENT
a• 24.3' ao �n 24.6'
26.00� e�ueae
iea•
23.5'
24.0 ° 28.00 27 27.0 ° 24.0 4 L 12" CMP
7.6' 28.00
° > LP I 23.9 ' I A LP I LP co
I A
cn
I L TYPE E
°° 24.00
6.25 I I V. EEL =2 22.20
X27.60 -- - -- -- -- -- -- -- °f26.20
I LU TYPE E
° Z R. EL.=24.00
° I LP INV. EL.= 22.20
°
24.0 LIP 2® T24.0 28.00 I N LP 27. 2®
LP C�
°
IN 26.50 I 26.0 '�I ME
0
° 'm[
N
4.
+ +24.300 <
rn ' rn I e op 24.7' x 4.
a•
0 o A I rn
M N ,
28 30 I 27 57 BDC:25 50Z
INLET TYPE E
GR. EL.=24.00
INV. EL.= 22.20
8 LF 12" CMP
,.2/.au 28.2 H 28.30 H 2.6% 27.67 2Z' 26.0 25.
�
4% 1% F.F.E.=28.40 - - - F.F.E.=28.40 2% 10% R1
8.20 U
7.7' 27.3' 0.0
A e
rn rn a
EXIST.
4WC T AND MATCH
PAVEMENT
4.0
O I O J ° 0)Oo
°
SWALE I
°
4
LF 12" CMP
°
I 0.192 AC I
U
8.0o I
2A I 27.0
® 28.00 26.0N
24. 0
+26.7'
° °
25.9LP LP
LP.
I +24.2' +24.2' A 24.9' I
24.
°
I PERIMETER BERM TOP I
I
L TYPE E
R. L.=24.00
■ I7-TOP ELEV.=25.00 I - - - - - - EL.=27.00 -
°+2s2o
f 25.00
I
V. �L= 22.20
27.3' B
X
°
27.30 - - - - - - -
0 BOT ELEV.=24.00 0lo I
°
x2,5. 24.9'
1
°
I O O
It
8°
LP° 27.5 A I
�24.00
I
N +23.6' ., .
26.9' 127.2' 26. ' v +24.9'
TDC:27.02 �6
BDC:26.90 28,0 28.10
H 1
0.5% 28.20
5% 2% F.F.E. = 28. 40 26.00x2 2' F.F.E.
-� 28.40
ci
Elm 124.00-
27.0 27.68 P
•' 27.50
® 27.50 LP
LP
l
I PERIMETER BERM 2.8% °
. O �TOP 3EL=27.00 23.0' M 2.8%
2 .0 �25.3'
X 26,66 ° ° ° ° F • X 26.83 °
26.2' 26.0'
INLET TYPE E
GR. EL.=24.00
26.1 ' INV. EL.= 22.20
-\
26.0'
5.9' x26.1 X 24.00 °24 0 24.00
x23.8' x23.4'
°1�__
24.00�
26. 1'
8 LF 12" CMP
INV. EL.= 24.00
N27.28
04 04
s�
11 II
26.0N
27.0
°
°LP
JI J
LP
2®
N
Lv I LLJ
I
24.00
oN $$
°
25.8' x26.1 '
,
25.
5.
0
blo
m
e
OR
IN
It
LET TYPE E
G
R. L =24.00
27.92
I
V. = 22.20
2% H 0
9% 28.02
TDC:25 97
BDC:25 85
F.F.E. = 28.40
z
J3.1 '
10%
Q
8.20
°
S
VV11,1 T AND MATCH
E
ISM. PAVEMENT
wo
00
M
v:P
2
PROPOSED CONTROL
-24• 1
m 11
12" CMP
7.00
STRUCTURE (CS-1)
I
GRATE EL.= 26.50
_ -2
27 0
24.00
w
INV. EL.= 24.00
_T
LP,
It
LET TYPE E
R. E .=24.00
It
V. EL.= 22.20
7
LF 12" CMP
° ' ° ° °
➢
f26.33.
"' ° °. ° °
° f25.66'
INV.
L= 24.00
.(fib
°
°
lb
s
IN EV
= 2 2.52
:26.0'x26.1 '
32 LF 18" ADS PIPE
8 LF 12" CMP x25.
x2 S.4'
25.8' x26.0'
x2
INLET TYPE E x24.1'
x24.0'INV. EL.= 24.00
GR. EL.=24.00
INV. EL.= 22.20
23.36
D
-e" SD
a v�"
®11;M . • 3 x 2.3 22' 2 °
Amp °° °
vMM
24.00 24.0 22.5
RIM ELEV. = 23. 6' o
12" CMP BTDC:25 92 DC:25.80 \ 18" RCP S INV. ELEV. - 78. 6' ° y
NE 4TH STREET
125- 5'
Z15
7,5.8' .8'
01 -' 9-202 I tEVISLD P ANS L-� I -tC MLLI ING
LEGEND
X 31.20
PROPOSED
ELEVATION
X 32.64'
EXISTING ELEVATION
FLOW DIRECTION
❑O
PROPOSED
DRAIN INLET
cw
PROPOSED
MSE
PROPOSED
DRAIN PIPE
PERIMETER
BERM
SCALE: 1:250
a
i
t
w
I--
w
z
O
z
J
5'
J 5'
J
z
D.E.
D.E.
z
w
w
10'
SWALE
Q
Q
w
w
MATCH
MATCH
EXISTING
EXISTING
GRADE
3:1
3.1
GRADE
-----
BOT. EL.
AS
REQUIRED
09/22 I -#-
TYPICAL SECTION A -A T N=All
ROADWAY
ASPHALT PAVED
± 19'
SLD I PDC
MATCH
EXISTING
GRADE
15' SWALE
3: � 3•.1 I
MAX Mp,X
BOT. EL.
AS
REQURED
w
z
PROP. 5'
w SIDEWALK
o
PERIMETER BERM
w @ TOP EL. 27.00
7, (SEE DETAIL)
PERIMETER
(TT BERM
2/0
MATCH
EXISTING
GRADE
TYPICAL SECTION B-B 0NTS - -
..S. NEWLINES
MATCHEINE SEE SHEET C301
MATCHEINE SHEET C302
9 LF 12" CMP
INV. EL.= 24.00
-SD SD 8D SD SD-
5.7'
25.6'
25.6'
25.7'
25.8' 25.9'
INLET TYPE E
GR. EL.=25.00
INV. EL.= 22.20 IT:26.32
SAWCUT AND
EXIST. PA
40 LF 12" CMP
INLET TYPE E
GR. EL.=25.00
INV. EL.= 22.20-
m
Z
v
Z
INLET TYPE E C
GR. EL.=25.70
INV. EL.= 22.20
TDC:26.52
SAWCUT AND MA
EXIST. PAVEM
40 LF 12" CMP 26.7'
INLET TYPE E
GR. EL.=25.80
INV. EL.= 22.20
INLET TYPE E
GR. EL.=26.00
INV. EL.= 22.20
40 LF 12" CMP
SAWCUT AND
EXIST. PA
7'
7%
Lx25.7'
25.5'
23.68�sD SD sD sD-
x23.6' \ x25.6'
\ 25.9'
2 . 1 +24.9' 25.0 x24 4'' 4.3' '
�24+25.0' 27.48 26 LF 18" ADS PIPE ° x23.8
+� + ° +24.Ox +25.3' 24.2'
° ° •aC 26.10 , ° ° •D�. ° ° ° X 26.50' C °° ° ° ° ° ° ' 27r0 pov, 27.Ot1 ° • ° • : ° ° '8 • X 26.50 ° ° . • �•° . ° ° ° ° ° > X 26.2 , x24.9 0 26.10 " • R:<':
3.6% 3.6%
71
o° 9 LF 12" CMP INV. PROPOSED CONTROL 9 LF 12" CMP
EL.= 24.00 N STRUCTURE (CS-2) INV. EL.= 25.00
I . 27.00 M TOPELI 9 LF 12" CMP INV.
5% 5% GRATE EL.- 27.00
LP INV. EL.= 25.00
® ® 27 00 EL.= 25.00 °
LP
® 27.00 27.0 27.6 LP 1 24.7' 27.0 LP LP G
LP 27.00 I 25. ' IV 27.0
I'
P
°
25.00 � I I Irk ° 25.0 SAW C
i° °0 26.50 I 0 10 °D M EXI
N I M a. )� 0 0
+ +25.5
27.s - 27.79 28.20 +25.3' F.F.E.=28.40 -2 .o' N 1C4 27.87
2.1% H F.F.E.=28.40 II II F.F.E.=28.40 '2 2% " 1 1% 27s7
10
2 - J J I 8.20 TDC:25. 2
LLJ Lv 2 BDC:25 80
25.00 b� I b� I H la-
40 LF 12" CMP
STREET
SAWCUT AND MATCH EXIST.
PAVEMENT
TDC:26.02
INLET TYPE E
RI EV. -
RIM ELEV. =
25.57'
INLET TYPE E
BDC:25.90
GR. EL.=25.00
78" RCP N INV. EL =
8.
5' RCP W INV. ELEV. =
18.62'
GR. EL.=25.00
INV. EL.= 22.20
5' RCP W INV. ELEV -
7. '
5' RCP E INV ELEV. =
18. 62'
INV. EL.-_ 22.20
�
5' RCP E INV. Fl FV.
T 5 '
�D
8D 8D 8D SD 8D 8D 8D
8D 3D 3D
SD 3D 3D SD
D 3D SD 3
SD SD SD SD SD
8D SD SD 8D SD 8D SD SD
S -
X25.00
'
4.8 25.00
>x
x24.5' :x24.5'
e�a:e25.0
LEGEND
6 x 31.20 PROPOSED ELEVATION
x 32.64' EXISTING ELEVATION
FLOW DIRECTION
❑� PROPOSED DRAIN INLET
PROPOSED MSE
F TYPE E
EL= 22.20 EL.= 22.PROPOSED DRAIN PIPE
" AND MATCH
PERIMETER BERM
PAVEMENT
N I M a. m 40
M +24. M .5' x2 2. 0 25.9' 26.3' 26.1
LF 12" CMP
• SWA
0.218
27.0 A 26.50 27.00 27.07
_ 27.00
LP I I p LP,
I
A I I IF
Z °
25.7•5C27!5
BOT ELEV.=25d0 _ +25.5_ m
_ _ _ _ x27.00
TOP ELEV. �26.00 -25.2 2 ° 4.3
°I I I I g o
26.50
I• n
LP LP 27. x2 . ' m
® 24.
LP.'
27.50 �7.5 A I 2® ° Z
25.70 �' ' °
m
L I N
N 25.6 E
N ? A I 25. 1'
3 27.99 I 25.6' J '
25. 1 27.7
=1 % H2%.2o F.F.E. = 28.40 25.1 _ __ 1 2 . o' F.F.E. = 28.40 -.1H 2 7.8
5% TDC:26. 2
2
• I I 8.20 BDC:26.60
A I,
�
b� I b� z
a I COLo
1 14) N 25.8
F TYPE E
EL.=25.00
EL.= 22.20
LET TYPE E
Z. EL.=25.60
V. EL.= 22.20
VCUT AND MATCH
5T. PAVEMENT
27.00 26.50-11, 4.5 1 4,8'x 26.7' 26.8' 26.5
i.80\ I r
° ° 24 4C LF 12" CMP
°
27.50 7.5 °
® � 07. 27.0
6.7 x2 8' LP I LP'
°
PERIMETER BERM
TOP EL.=27.00 A I 1 +26.0' A I °°
6° 27.I75 I
�x26.4' 27.00+25.9�7'25.
0'
� 27.00
° � 2700x PERIMETER BEM
B TOP EL.=27.01
Lp A I A
11 LP,,LP 26.10
LP _r 8.0 2® A I A
27.0 27.0 ° x .0' x 5' 26.5' 26.8' 26.6
24.
00 rn rn .e � � o oee,
+26.9' 1
C:27.02 . ' 26.9' I �° 27.8
C:26.90 2111 I 28.29 I 28.30 I26.9' x26.9' �+ 27.9 TDC:26.82
HP 2% H 1 5% BDC:26.70
67 2� 1 % 5%
8.20 2%
F.F.E.=28.40 +26.6' 25.5' F.F.E.=28.40 +2.r
26.6'
°.
25.9 �
26.20 s
N E
x26.7'
o • 2® J 127.0 27.0
28.00 5.2' x 4.7'
LP x26.7' I LP .2'
28.0 28.2 28.00
INLET TYPE E P
GR. EL.=26.20 7.2' 27.5' 71 ° 1 1. 25.0'
INV. EL.= 22.20 ° I x25.6' INLET TYPE E x26 6' INLET TYPE E
x25.7' + GR. EL.=25.70 04
�s 0 GR. EL.=25.50
�• INV. EL.= 22.20
+25.6' 6 INV. EL.= 22.20
-� 27.3' +26. ' �5'� 0.9% x 6.4 0.9%ry x26. '
p
5'
jjj 26.
6'
INLET TYPE E
GR. EL.=25.80
INV. EL.= 22.20
`INLET TYPE E
GR. EL.=26.10
z INV. EL.= 22.20
It 12" CMP
ICUT AND MATCH
3L PAVEMENT
INLET TYPE E
GR. EL.=25.90
INV. EL.= 22.20
L rp +2 .6
x 5. 7 LF 12 CMP INV.
° °
°
°"26.
o . x25. p X 27.55 V. x° •
° • x ° xPS. 1 0 °
• ° 2�.0 28.0°0 ° X,27.50 ° ° .
-� x ,W27.00-° ' - 825.50
° ° ' 26. 6' , 26.9'
. ' X 27.10
°
°
1 '
,
x x a
.:::; ° ° •
28.12
° ° °
h 7
cv �y ° x 24.9'
27.2'
°
28.02
x
6.
6.30
26.00
25.7 x26.5' 25.50 x26.8'
X�25.40
26.6'
7.5'
7 LF 12" CMP
7.
N
25.4 x w 30 " CMP
INV. ELEV. = 25.44'
INV. EL.= 26.40
6 7,
'NE
7 LF 12" CMP
3RD STREET
TDC:27.52
27.0 26• 7 LF 12" CMP
INV. EL.= 25.45
INV. EL.= 26.50
40 LF 12" CMP BDC:27.40 SAWCUT AND MATCH EXIST.
�
PAVEMENT
j
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch = 20 ft.
01 -1 9-202 I 0EV S-0 F'_VNS -�EFF 0C M-E. NC
Lv
z
C�
T
MATCH
EXISTING
GRADE
i
A
T
MATCH
EXISTING
GRADE
BOT. EL.
AS
REQURED
SCALE: 1:250
TYPICAL SECTION A -A I KI /C -#-
T C` AIC1A/I MCC`
w
z
_J
w
ROADWAY o
ASPHALT PAVED
± 19'
15' SWALE 7'
MATCH MATCH
EXISTING BOT. EL. EXISTING
GRADE AS GRADE
REQUIRED
PROP. 5'
SIDEWALK
PERIMETER BERM
@ TOP EL. 27.00
(SEE DETAIL)
PERIMETER
/-BERM
TYPICAL SECTION B-B -
N.T.S. NEW LINES
NE 5TH STREET
LEGEND
Z
m
Z
v
Z
m
8" WY
INV. E =21.1
8" WY
INV. EL =20.90
8" WY
INV. EL.=20.76
sv v
v
WV—
��, M M M M M —M M M M M
0 MEN° ° ° v °v ° ° v ° ° °O ' • v° C y,>: °a v ' ' v• vv ' ' vv ° °vv v ° •s::::
v ° v > v v v
4 8"
E CENTRI S 136 LF SDR 26 ®0.4% SLOPE
R DUCER CO #3
o > 8" 45' ELBOW INV. EL.=21.14
® Co #2
® 6 INV. EL.=21.39 4"x 8
8" 45' EL
Val � 4"x 8" CO # 1 i
ECCENTRIC INV. EL. 21.67 4" SERVICE, TYP. ECCENTRIC 1
.38
REDUCER REDUCER
ILI CO #4 ° " 4 ELB
?
CO #15 ° INV. EL.=21.02— 1
INV. EL.=21.69
� "WeE
8" 45' ELBOW 1 4"x 8" V. L1=21.02
" ECCENTRIC 8" 45' I EL OW
REDUCER — �_
8 WYE
INV. EL.=21.5 I CO #16
INV. EL.=21.55
4"x 8" CO #5
ECCENTRIC INV. EL.=20.89
REDUCER
I
I
CO #6
CO #17 INV. EL.=2 .68
INV. EL.=21.35
8" 45' ELBOW
1 CO #18 4"x 8"
INV. EL.=21.29 I ECCENTRIC
REDUCER
8"
• I e
/(n a• CO #7
INV. EL.=20.62
I
INV. EL.=21.2
250 LF SDR
8"
45'1
0.4% SLOPE
1 _ _ _ _
8" 45' ELB
I
4"x 8"
4"x 8"
I ECCENTRIC
CCEI�
EDUggI
REDUCER e
I I CO #8
#1 INV. EL.=20.
INV =21 16
LONG SWEEP 90' \
LBOW
s
MATCHEINE SEE SHEET C402
°
I
CO #2� 4"x 8"
INV. EL =20.96 / ECCENTRIC
REDUCER
v I
CO #21
INV. EL.=20.90
v/ a�1 � 8" 45' ELBOW
1 4"x 8"
ECCENTRIC I
REDUCER
CO #22
INV. EL.=20.76 a
00- CO # 5
1 CO #24 INV. qL.=20.15
CO #23 INV. EL.=20.41
INV. EL_=20.72 8" 145' ELBOW
CC
S �— � 2 Lr-- � 26 -0--0?4T SL
I 8" WYE
INV. EL. 20.15
s
v • ° ' ° v v v
s
°p
v
v
RIM ELEV. = 25.57'
8" WYE
INV. EL.=19.8 z
CO #26
INV. EL.=19.89—�
8" WYE
INV. EL.=20.49
CO #9
INV. EL
4"x 8" ECCENTRIC
REDUCER
CO #10
INV. EL.=20.24 --
8" 45' ELBOW T
4"x 8" ECCENTRIC
REDUCER
CO #11
INV. EL.=20.10
CO #12
INV. EL.=19.76—,
CO #13
INV. EL.=19.74
8" 45' ELBOW
:j
__j
I NIAM
v
v
s
8
vl V E . 20.62
5.71,
�v dig �S
8" 45' ELBOW--'- INV. EL.=19.74
s
° s ° • sv v y s v
y• ° v sv v ° v s
v
v
CO #54 8" WYE
INV. EL.=19.89 INV. EL.=19.74 z
W-
8" LONG
ELBOW
304 LF
0.4% SI
cn
90'
icn
�6
U)
z
W
U
0
8"
INV. L.=20.1
c�
z
X
8" LONG SWE EP 0'
ELBOW
PROPOSED
SEWEREINE
QS
PROPOSED
SEWER MANHOLE
PROPOSED
SANITARY
SEWER CEEANOUT
PROPOSED
DRAIN PIPE
PROPOSED
WATERLINE
PROPOSED
DRAIN INLET
PROPOSED
FIRE HYDRANT
-0
PROPOSED
WATER METER
/ 42" TAPPING SLEEVE
WITH 2" TAPPING VALVE
v°
DIRECTIONAL DRILL 2"
HDPE SEWER MAIN
Ld
o — — IFT STA ION
N °p, j
OP EL. 26.1
Vol . INV.= 2.6
0 OPEL. 26.1
W. INV.= 9.7
CO #53 co
INV. EL.=20.07
0
J
N
NOTE:
UNLESS OTHERWISE NOTED THE CONTRACTOR IS
RESPONSIBLE FOR TEMPORARY DE —WATERING OF
STRUCTURES, SEWER LINE, DRAINAGE PIPE AND
WATER LINES.
SCALE: 1:250
MATCHLINE SEE SHEET C401
8" E
INV. EL.=21
z
m
N
z
v
D
m
z
C
m
8" WYE
INV. EL.=21
8" *E
INV. EL.=21
8" M YE
INV. EL.=:
8"
MATCHLINE SEE SHEET C403
NE 4TH STREET
NE 3RD STREET
r
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch = 20 ft.
;6.80 L SDR 26
1.4% SL PE
I" LONG SWEEP 90'
:LBOW
8" WYE
INV. EL =20.70 U)
8" WYE
INV. EL =20.84
fN
m
z
rn
w
v
D
m
z
C Cn
m
U)
8" WYE
INV. EL.=21.11
293 LF SDR 6
0.4% SLOPE
8" WYE cn
INV. EL,=21.24
8" WYE
INV. EL =
8" WYE
INV. EL =
D W
8" LONG SWEEP 0'
ELBOW ,
LEGEND
PROPOSED
SEWERLINE
SQ
PROPOSED
SEWER MANHOLE
�-
PROPOSED
SANITARY
SEWER CEEANOUT
PROPOSED
DRAIN PIPE
PROPOSED
WATERLINE
PROPOSED
DRAIN INLET
PROPOSED
FIRE HYDRANT
-0
PROPOSED
WATER METER
NOTE:
UNLESS OTHERWISE NOTED THE CONTRACTOR IS
RESPONSIBLE FOR TEMPORARY DE —WATERING OF
STRUCTURES, SEWER LINE, DRAINAGE PIPE AND
WATER LINES.
SCALE: 1:250
NE 5TH STREET
CORP STOP
8" TEE
8" TEE
LEGEND
INSTALL 16"x 8" TAPPING bLLLVL AND
G,
8" GATE VALVE
VALVE INV. EL.= 24.00 (APPROX.) 3� WV
;wv.
SD sD__sD
s.
sD_
/A A a—
j
/A
A m /A -
--p-
ly
w
EXISTING WATERLINE
BLOCK
PROPOSED 8" 0
s s
END CAP -/
—INSTALL FIRE HYDRANT
PROPOSED WATERLINE
WATERMAIN WATER METER -
ASSEMBLY
8" TEE
PROPOSED FIRE HYDRANT
16.39'
8" GATE VALVE
—0
PROPOSED WATER METER
3:
20
o
•�-
a:
I
'
Cr
Foc
1
PROPOSED SEWERLINE
L
EXISTING
16" WM,,"
1" P4LY
0 1" POLY
0
PROPOSED DRAIN PIPE
F6 1
BLOCK
8"x 1 SADDLE w/ 1
0 Ly
F�
1" PO
00
z
CORP STOP
PROPOSED DRAIN INLET
KEY MA
.......
......
�1"
.......
.......
m
PROPOSED SEWER MANHOLE
SCALE: 1:250
19
PROPOSED SANITARY
SEWER CLFANOUT
z
m
N
z
m
z
C
m
MATCHLINE SEE SHEET C402
GRAPHIC SCALE
20 0 10 20 40 80
IN FEET
1 inch= 20 ft.
0 1 —'9-20:2JI -tEVISED P ANS -3E9 1-tC MEETING
W/ ill
C601
NOTE:
SEE INSET "A" ON SHEET C401
NOTE:
UNLESS OTHERWISE NOTED THE CONTRACTOR IS
RESPONSIBLE FOR TEMPORARY DE -WATERING OF
STRUCTURES, SEWER LINE, DRAINAGE PIPE AND
WATER LINES.
S1 D I PDC
MATCHL_INE SEE SHEET C401
—m
MATCHLINE SEE SHEET C403
_T_
NIE 4T--H-STREET q
82 18' o CONNECT TO THE EXISTING
OTHER S DIE OF THE LEGEND
N ON THE
7Rl EV. — 10.32 STREET
18 " RCP N V. EL 78.45o
5' RCP W INV. ELEV. = 7.,5 13
5' RCP E INV. ELEV. 1�5 '
_ gD 8D D 8D 8D 8 8D 8D 8D 8D 8D 8D 8D 8D 8D 8D 8D 8D 8D 8 8D 8D 8D 8D 8D 9D 9D PD W EXISTING WATERLINE
82.10'
240.55' 8D
3
° PROPOSED WATERLINE
M M M ➢
r r ° $ r ➢ o ° > ° ° > ➢ .. ° B> ° > ° m . o> PROPOSED FIRE HYDRANT
>➢ r P s r ° ➢MEN
v 8 v ➢ r
rl
Cn
° ➢ N N ° -0 PROPOSED WATER METER
Ali
S S S PROPOSED SEWERLINE
® WATER METER TYP.� � � ➢
w PROPOSED DRAIN PIPE
�*J1 .32 I I I 1. s6 WATER METER TYP.
s
1 Y �e I 0 PROPOSED DRAIN INLET
P KEY MA
6" WM ➢
..�.
SCALE: 1:250
1" POLY QS PROPOSED SEWER MANHOLE
2"x 1" SADDLE w/ 1" PROPOSED SANITARY
CORP sroP SEWER CLEANOUT
INSTALL 16" 8" TAPPING
AND
INV. L.= 24.00 (AF
PROPOSED 8" WATER MAIN
Nh 3KL) 51 Ktt I PROPOSED 8" WATER
MAIN
GRAPHIC SCALE
20 0 10 20 40
( IN FEET )
1 inch = 20 ft.
80
b
EXISTING 6" WM
i
b
Cn
' SAC DLE w/ 1"
STOP
Co
fN
cn
U
F
2"x 1 ' SADDLE w/ 1 "
CORP STOP
z
�Cn
W
U
Ct
O
C�
Z
U)
(J) Cn
NOTE:
* SEE INSET "A" ON SHEET C402
NOTE:
UNLESS OTHERWISE NOTED THE CONTRACTOR IS
RESPONSIBLE FOR TEMPORARY DE —WATERING OF
STRUCTURES, SEWER LINE, DRAINAGE PIPE AND
WATER LINES.
END CAP
DIMENSIONS & QUANTITIES
RISE
R
SPAN
S
X
A
B
C
E
F
G
M
N
GRATE SIZES
CONCRETE (CU. YDS.)
SODDING (SO. YDS.)
SINGLE
PIPE
DOUBLE
PIPE
TRIPLE
PIPE
QUAD.
PIPE
STANDARD
WEIGHT PIPE
EXTRA
STRONG
PIPE
SINGLE
PIPE
DOUBLE
PIPE
TRIPLE
PIPE
QUAD.
PIPE
SINGLE
PIPE
DOUBLE
PIPE
TRIPLE
PIPE
QUAD.
PIPE
12"
18"
2'-10'
2.36'
3.06'
5.42'
3.03'
5
1.50'
4.92'
7.75'
10.58'
13.42'
1.21'
0.68
1.04
1.41
1.77
8
9
11
12
14"
23"
3'-4"
2.44'
3.75'
6.19'
3.70'
6'
1.90'
5.38'
8.71'
12.04'
15.38'
1. 23'
0.76
1.19
1.63
2.05
9
10
12
13
19"
30"
4'-0"
2.62'
5.47'
8.09'
5.36'
8'
2,37'
6.04'
10.04'
14.04'
18.04'
1.27'
2.5"
3"
0,95
1.52
2.09
1 2.65
10
2
13
15
24"
38"
5'-0"
2.79'
7.18'0
9.97'
7.03'
10'
2,85'
6.79'
11.79'
16.79'
21.79'
1.31'
2.5"
3"
1.18
1.95
2.74
3.53
11
13
15
18
29"
45"
5'-11'
3.05'
8.90'
11.95'
8.70'
12'
3.19'
7,50'
13.42
9.33
25.25
1.38'
2.5"
3.5"
1.41
2.42
3.44
4.45
12
5
18
20
34
53"
7'-0"
3.22'
10.62'
13.84'
10.36'
13'
3.57'
8.25
15.25
22.25
29.25
1.42'
3"
3.5"
1.63
2.92
4.22
5.52
13
17
20
23
38"
60 '
7'-10'
3.39'
1 1 .99'
15.38'
1 1 .70'
15'
3.95'
8.92
1 6. 55
24.58
32.42
1 .46'
3"
4"
1.83
3.36
4.89
6.41
14
18
21
25
43
68
8'-11'
3.56'
13.71'
17.27'
13.36'
17'
4.28'
9.67
18.58
27.50
36.42
1.50'
3"
4"
2.09
3.95
5.80
7.65
16
20
23
27
48"
76"
9'-11'
3.73'
15.43'
19.16'
15.03'
19'
4.59'
10.42'
20.33
30.25
40.17'
1.54'
SPECIAL
SPECIAL
2.37
4.54
6.73
8.92
17
21
26
30
53"
83"
10'-8'
3.9V
17.15'
21.06'
16.70'
20'
4.77'
11.08'
21.75
32.42
43.08
1.58'
SPECIAL
SPECIAL
2.61
5.09
7.56
10.03
18
23
27
32
58"
91
11'-8'
4.08'
18.87'
22.95'
18.36'
22'
5,01'
11.83'
23.50
35.17
46.83
1.63'
SPECIAL
SPECIAL
2.91
5.77
8.64
11.50
19
24
29
35
so BEVELED OR
CONSTRUCTION
LO
SEE PE VARIES 2,
ROUND CORNERS N
JOINT
PERMITTED
PgVEMENTN T U SOD
MOD
I'CA 7/ON
NgDETAILS,q
GRATELo 17
S,
0
0
0
0
0
0C
/,
T
2'
GRq TES
14 „ SPACED
EliTO
C.
LL
C
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CONCRETE CONNECTOR CONSTRUCTION JOINT PERMITTED
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PIPE
i DITCH GRADE
SADDLE I I
z L
2' NOT LESS
�I NR
} I
10 `
o
0
0
o
NO PIPE JOINT PERMITTED
FASTENER
PAID FOR AS UNLESS APPROVED BY THE EN INEER
PIPE CULVERT E 3' 2' SOD
SOD
F (PIPE TO BE IN LUDED UNDER UNIT PRICE FOR MITERED END SECTION)
CONCRETE SLAB, 3" THICK, REINFORCED N
WITH WWF 6X6-W1.4XW1.4
*SLOPE:
TO MAJOR AXIS FOR PIPES 24" X 38" AND SMALLER.
2:1 FOR PIPES 29"!45" AND LARGER.
Lo
I
TOP VIEW -SINGLE PIPE
SECTION
SIDE DRAIN MITERED END SECTION
2'-4" 2 1 „
11"
2„
O O
O O
O O
�� O O
_ O O
PIPE
00
O 0 0 O
�I c 0
O O
O O
O O
O O
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n=
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L` PLAN
0 o APPROX. WEIGHT 235 LBS.
o 2'-4"
z z 3'-4" 3"
x � 5T
w
o m
z ow
2'-0"
W -
1
�
GRATE � o
�--
�
PIPE
�
cCT
v
x
w
2" CL.
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N 18
Q m
m
BOLTS EYE
cmn
INDEX SEE
t L
00
201
f
#4 BARS @
12" CTRS. 12"0 WEEPHOLE STRAIGHT BARS 2"X 4"
SECTION W/ROCK/FILTER RETICULINE BARS 1 1"X16"
FABRIC BANDS 2"X 4"
RECOMMENDED MAXIMUM PIPE SIZE: APPROX. WEIGHT 104 LBS.
2'-0" WALL-18" PIPE
NOTES:
1) STEEL GRATES ARE REQUIRED ON INLETS 2) ALL INLETS WILL BE CAST TO PROVIDE A 18"
WITH TRAVERSABLE SLOTS AND ON INLETS SUMP BELOW LOWEST CULVERT INVERT
WHERE BICYCLE TRAFFIC IS ANTICIPATED.
PRE -CAST TYPE 'E' CATCH BASIN 0DR
nITc nIF ��nn IN
1 1/2" TYPE SP 9.5
ASPHALTIC CONCRETE
12" STABILIZED SUB -GRADE FBV OF
75 PSI COMPACTED TO 98% MAX.
DENSITY PER AASHTO T-180 METHOD.
SUB -GRADE SHALL MEET LBR 40
PAVEMENT SECTION
8" LIMESTONE OR COQUINA BASE
COMPACTED TO 98% MAX. DENSITY
PER AASHTO T-180 METHOD. BASE
SHALL MEET LBR 100
ISOMETRIC VIEW
JOINTS
WOVEN OR NON -WOVEN FILTER
12'
12 FABRIC TYPE D-3 (SEE INDEX
MIN. MIN. 199) SECURING DEVICE
ELLIPTICAL PIPE
JOINTS
ROUND PIPE PIPE SECTIONS
COST OF FILTER FABRIC JACKET TO BE
INCLUDED IN COST OF PIPE CULVERTS
FOR ALL PIPE TYPES
FILTER FABRIC JACKET
_.._ _ uA ��� T
09/22 FL CD#6
N.T.S. NEWLINES TYPICAL WHEELSTOP DETAIL
-#5X18"
-0 PAVING
N OR NON -WOVEN FILTER
IC SECURING DEVICE
09/22 IFL DR#14
09/22 IFL DR#18
HANDICAPPED SYMBOL
1/8" ALUMINUM PANEL SCREEN
PRINT SYMBOL COLORS SELECTED
SELECTED PER OKEECHOBEE
COUNTY PARKING CODE
FENCE POST (SPACING
8'-0" CE TO CL )
FABRIC TO BE SECURED TO
POST WITH METAL FASTENERS
& REINFORCEMENT BETWEEN
FASTENER AND FABRIC.
SILT ACCUMULATION -
GRADE
DIG 6" DEEP TRENCH, -/
BURY BOTTOM FLAP,
TAMP IN PLACE.
IAL WIRE FENCE BEHIND
FABRIC FOR "SUPER" SILT FENCE.
OPTIONAL WIRE FENCE BEHIND
FABRIC FOR "SUPER" SILT FENCE.
z
0
N
0
N
NOTES:
1. 1. FENCE POSTS SHALL BE SPACED 8 FEET CENTER -TO -CENTER OR CLOSER. THEY SHALL EXTEND
AT LEAST 2 FEET INTO THE GROUND AND EXTEND AT LEAST 2 FEET ABOVE GROUND (FIG. 23-2).
POSTS SHALL BE CONSTRUCTED OF HARDWOOD WITH A MINIMUM DIAMETER THICKNESS OF 1 1/2
INCHES
2. "SUPER" SILT FENCE -A METAL FENCE WITH 6 INCH OR SMALLER MESH OPENINGS AND AT LEAST 2
FEET HIGH MAY BE UTILIZED, FASTENED TO THE FENCE POSTS, TO PROVIDE REINFORCEMENT AND
SUPPORT TO THE GEOTEXTILE FABRIC. POSTS MAY BE SPACED LESS THAN 8 FEET ON CENTER AND
MAY BE CONSTRUCTED OF HEAVIER WOOD OR METAL AS NEEDED TO WITHSTAND HEAVIER SEDIMENT
LOADING. THIS PRACTICE IS APPROPRIATE WHERE SPACE FOR OTHER PRACTICES IS LIMITED AND
HEAVY SEDIMENT LOADING IS EXPECTED, "SUPER" SILT FENCE IS NOT TO BE USED IN PLACE OF
PROPERLY DESIGNED DIVERSIONS (PG. 15-1) WHICH MAY BE NEEDED TO CONTROL SURFACE RUNOFF
RATES AND VELOCITIES.
3. A GEOTEXTILE FABRIC, RECOMMENDED FOR SUCH USE BY MANUFACTURER, SHALL BE BURIED AT
LEAST 6 INCHES DEEP IN THE GROUND. THE FABRIC SHALL EXTEND AT LEAST 2 FEET ABOVE THE
GROUND. THE FABRIC MUST BE SECURELY FASTENED TO THE POSTS USING A SYSTEM CONSISTING OF
METAL FASTENERS (NAILS OR STAPLES) AND A HIGH STRENGTH REINFORCEMENT MATERIAL (NYLON
WEBBING, GROMMETS, WASHERS ETC.) PLACED BETWEEN THE FASTENERS AND THE GEOTEXTILE FABRIC.
THE FASTENING SYSTEM SHALL RESIST TEARING AWAY FROM THE POST. THE FABRIC SHALL
INCORPORATE A DRAWSTRING IN THE TOP PORTION OF THE FENCE FOR ADDED STRENGTH.
4. SEDIMENT SHALL BE REMOVED FROM THE UPSTREAM FACE OF THE BARRIER WHEN IT HAS REACHED
A DEPTH OF 1/2 THE BARRIER HEIGHT.
5. REPAIR OR REPLACE BARRIER (FABRIC, POSTS, BALES ETC.) WHEN DAMAGED.
6. BARRIERS SHALL BE INSPECTED DAILY FOR SIGNS OF DETERIORATION AND SEDIMENT REMOVAL.
1 '-0"
PARKING BY
DISABLED
PERMIT ONLI
VAN
ACCESSIBLE
/$250 FINE
SILT FENCE DETAIL
C(i]
2" SO. ALUMINUM POST FINISH
AS PER SPECIFICATIONS
FINISHED GRADE
EARTH 1=1 II II � I1
I-1 I ° '` a . =1 (_°
CONCRETE FOOTING
EDGE OF PAVEMENT
HANDICAPPED PARKING SIGN
Ln
FL SE#1
FINISHED GRADE
SEE NOTE NO. 5
zQ
SPRING n INITIAL BACKFILL 0-'w LINE \ o Q
mg
OF HAUNCHING
PIPE
BEDDING 6" MIN.
IF REQUIRED
FOUNDATION
(MAY NOT BE
REQUIRED)
1/4 R 1/4"R 1/2„
(TYP.) D/4
° D
1 /2" PRE -MOLDED 3/1 6" SAW CUT JOINT
EXPANSION JOINT MATERIAL MAYBE SUBSTITUTED
EXPANSION JOINTS CONTRACTION JOINTS
SEE PLANS FOR WIDTH
SLOPE PER 3,000 PSI CLASS 1
CROSS CONCRETE
SECTIONS 6" - 2 %
NOTES: 0
1. IN CERTAIN SOIL CONDITIONS A FOUNDATION MAY BE REQUIRED. _---COMPACT SUBGRADE TO 95%
OF THE MAXIMUM DENSITY AS
2. BEDDING IS REQUIRED PRIMARILY TO BRING THE TRENCH BOTTOM UP TO DETERMINED BY AASHTO T-99
GRADE. BEDDING MATERIALS SHALL PROVIDE A UNIFORM AND ADEQUATE
LONGITUDINAL SUPPORT UNDER THE PIPE.
3. HAUNCHING MATERIAL SHALL BE HAND PLACED TO THE SPRINGLINE OF THE
PIPE. MATERIAL SHALL BE CONSOLIDATED UNDER THE PIPE AND HAND NOTES:
TAMPED TO PROVIDE ADEQUATE SIDE SUPPORT.
1. PROVIDE EXPANSION JOINTS 20' CENTER TO CENTER, AT PC & PT OF
4. INITIAL BACKFILL MATERIAL SHALL BE HAND PLACED TO 12" ABOVE THE TOP CURVES, JUNCTIONS OF EXISTING & NEW SIDEWALKS, AND WHERE SIDEWALK
OF PIPE. THE SOIL SHALL BE COMPACTED. ABUTS CURBS, DRIVEWAYS & SIMILAR STRUCTURES.
5. BACKFILL SHALL BE COMPACTED TO 100% OF MAX. DENSITY AS PER 2. PROVIDE CONTRACTION JOINTS 5' CENTER TO CENTER.
AASHTO T-99, TO A POINT 30" BELOW PROPOSED PROFILE GRADE OR
EXISTING GRADE. THE FINAL 30" OF BACKFILL SHALL BE COMPACTED TO 3. SOD SHALL BE PLACED BELOW EDGE OF SIDEWALK TO ALLOW DRAINAGE.
98% OF MAX. DENSITY AS PER AASHTO T-180.
4. SIDEWALK WITH 6"X6" NO. 10 WELDED WIRE MESH THROUGHOUT THIS
6. DENSITY TEST SHALL BE PREFORMED AT AREAS DETERMINED BY THE PROJECT.
UTILITIES ENGINEER OR
PERMIT AGENCY
HAVING JURISDICTION, AT THE
CONTRACTOR'S EXPENSE.
BACKFILLING
REQUIREMENTS
09/22
FL DR 12
TYPICAL SIDEWALK
09/22
FL C8
N.T.S.
NEWLINES
N.T.S.
NEWLINES
FINISHED GRADE
A DENSITY TEST SHALL BE PERFORMED BETWEEN
STRUCTURES AT THE FOLLOWING LOCATIONS:
II
III
BEGIN TESTING IN THE FIRST FOOT
=I��III�II
III
III
AND THEN EVERY 2 FEET TO
WITHIN 2 FEET OF SUBGRADE
�
BACKFILL SHALL BE PLACED IN 12" MAX.
I
11
III- LAYERS, EACH LAYER TO BE MECHANICALLY
IIII
_
I TAMPED TO A MINIMUM 100% OF MAX.
IIII-
w
Q
II DENSITY AS DETERMINED BY AASHTO
z z
METHOD T-99 FOR NON -FLEXIBLE PIPE -III
J o
Lj w o
o
(RCP, DIP) AND 98% FOR FLEXIBLE PIPE.
ICI > a_ < [ifJ
Q
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Q
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12" MAX. 12" MAX.
o w o
o w
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6' 5'
6'
w
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00
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000
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0 0
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0
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0
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INVERT
00E
g�cc
OOO
Imo
WHEEL STOP
HANDICAP0111dI
I I -I I I II I I
PAVEMENT
II I II
o
STRIPING PER
FDOT INDEX 17346
HAND PLACED
SELECT
MATERIAL (MAXIMUM
6"
LAYERS) COMPACTED
WITH
ck:�4
MECHANICAL TAMPERS
NOTE:
HANDICAPPED SYMBOL
IF PIPE IS NOT UNDER PROPOSED
PAVEMENT, BACKFILL SHALL BE
COMPACTED TO A FIRMNESS APPROXIMATELY EQUAL TO THAT OF THE
6" STRIPES (TYP.)
SOIL ADJACENT TO THE PIPE TRENCH.
5'0"
1 2'0"
09/22
FL DR 8
TYPICAL TRENCH
DETAIL
17'0"
N.T.S.
NEWLINES
HANDICAPPED PARKING
NOTE:
ALL PAVED PARKING STALLS ARE TO BE DOUBLE
STRIPED.
HANDICAPPED
PARKING
SIGNAGE/STRIPING
DETAIL
EDGE OF
PAVEMENT
NEW
PAV'MT.
&
BASE
36" X 36"
(TYP)
I
x
zQ ��
6' MIN `J`' z
000 1 12' MAX Q
24" WHITE 6' MIN
STOP BAR 12' MAX
STOP SIGN LOCATION DETAIL
6" 3,000 PSI CONCRETE
(FIBER REINFORCED)
12" STABILIZED SUB -GRADE FBV OF
OF 75 PSI COMPACTED TO 98%
MAX. DENSITY PER AASHTO T-180
METHOD. SUB -GRADE SHALL MEET
LBR 40
2'
EXIST. PAV'MT.J
ALL JOINTS BETWEEN EXISTING AND
NEW PAVING SHALL BE SEALED BY MILL 2" DEEP, PAVE TOP COURSE OF
THE CONTRACTOR. 2" COMPACTED THICKNESS, MIX-5
�2 AFTER2" MILLING
2 3 MONTHS (MIN)
III-III-III U ��o���yoQ�o�Q-III-I 1 1- 2,5" COMPACTED BASE
-I I I -I I COURSE OF PLANT MIXED
IIII-III-III 000�do��o�go-III-III- BIT. STAB. BASE COURSE
00 oo (MIX 1-2). CONSTRUCTED
A
IN LAYERS OF NOT MORE
IIII-ITHAN TWO INCHES
09/22 FL CD 13 -III-III \--I 1I-I I -III COMPACTED THICKNESS.
N.T.S. INEWLINES (5" PRIOR TO MILLING)
UNDISTURBED
6" COMPACTED DENSE
SAW CUT EXIST. GRADED AGGREGATE
PAV' MT.
ROAD PAVEMENT REPAIR DETAIL 03/22 cN 21
N.T.S. NEWLINE`.
-IIIIIIII - & BASE
I
09/22 FL CD 7 SAW CUT DETAIL 09/22 FL CD 1
N.T.S. NEWLINES N.T.S. NEWLINES
2' 2' WHITE THERMOPLASTIC
-�,f PAINT
6" WHITE STRIPE
20' OVERALL STALL LENGTH
6'
WHEEL STOP OR FACE OF CURB
6" WHITE STRIPE
EDGE OF PAVEMENT OR BACK OF CURB
* FOR PAVED AREAS
09/22 FL CD 9 CONCRETE PAVEMENT 09/22 FL CD#17 09/22 FL CD 4
N.T.S. NEWLINES S ECTI 0 N N.T.S. NEWLINES TYPICAL PARKING STALL N.T.S. NEWLINES
CROSSWALK STRIPING DETAIL 01/22 cD 35
01-19-20231 REVISED PLANS PER TRC MEETING SLD PDC
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE,
IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND
IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADOPTION BY STEVEN L. DOBBS,
P.E., SHALL BE WITHOUT LIABILITY TO NEWLINES ENGINEERING do SURVEY AND STEVEN L. DOBBS ENGINEERING, LLC.
ALL CONCRETE
TO DE CLASS
B' 3500 PSI
(UNLESS OTHERWISE NOTED)
MINOR SUBDIVISION PLAN
DETAILS - 1
GLENWOOD PARK
LYING IN SEC 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, OKEECHOBEE CITY, FLORIDA
NEWLII�ES
IDI
AND CONSHI I AIN I b LLC cc
STEVEN L. DOBBS, P.E. PROJECT NO. FL22024
DRAWN BY J M
SCALE AS SHOWN
DATE 2023-03-24
FLORIDA CERTIFICATE OF AUTHORIZATION NO. 00029206 DATE
STEVEN L. DOBBS ENGINEERING, LLC SHEET
J62 JAKES WAY OKEECHOBEE, FL 34974, PHONE (863) 824-7644 C600 OF 19
� -PROPERTY LINE
CHECK VALVE
(RESIDENTIAL)
METER BOX
VALVE BOXY ` PRESSURE TEST LIMIT
PAVEMENT
ISOLATION VALVE W/ VALVE
BOX AND METER BY
OKEECHOBEE UTILITY
AUTHORITY TYPICAL ALL
SERVICES
Q
24" 24" z PROPERTY
MIN. MIN. Q LINE (TYP)
ANGLE STOP
--f f-A,
METER (LOCKING TYPE o
3/4 " OR 1" MIN. SERVICE z
ISOLATION VALVE �
LINE POLYETHYLENE TUBING 0 z
SHORT SERVICES ONLY z x
7� w
WATER o w N
MAIN rD O
0" OR 45' ANGL
CENTER & SEAL ENDS (TYP)--
CORP STOP
FOR INSTALLATION OF SERVICES UNDER EXISTING
/
OR PROPOSED PAVEMENT AND RIGHTS OF WAY,
INSTALL GALVANIZED STEEL (2" MIN., 4" MAX.)
SCH. 40 PVC OR HDPE CASING
DOUBLE STRAP SADDLE.
(CORPORATION STOP IS
REQUIRED)
NOTES:
1. SUCCESSIVE TAPS INTO THE WATER MAIN SHALL BE SPACED A MINIMUM OF 18" APART. TAPS SPACED
BETWEEN 18" TO 48" SHALL BE OFFSET TO EACH SIDE OF THE MAIN, OR OFFSET 45°.
2. METER BOX SHALL BE SET TO CONFORM TO FINISHED GRADE ADJACENT TO PROPERTY LINE. METER BOX
SHALL NOT BE PLACED IN SIDEWALK OR DRIVEWAY AREAS. SERVICE LINES SHALL NOT BE PLACED UNDER
DRIVEWAYS.
3. SERVICE CONNECTION TUBING TO BE POLYETHYLENE AND MAXIMUM LENGTH OF 100'.
4. ALL 5/8 " & 1" METERS REQUIRE A 3/4 " & 1" LOCKING ANGLE METER VALVE RESPECTIVELY.
5. AFTER METER INSTALLATION, INSTALL LINE VALVE IN CUSTOMER SERVICE LINE.
6. DIMENSION "A" - 7" (5/8" X 3/4" METER) = 8" (1" METER)
7. CONTRACTOR TO PROVIDE & INSTALL ENTIRE WATER SERVICE UP TO ANGLE STOP INCLUDING METER BOX.
8. QUA TO PROVIDE AND INSTALL METER.
9. QUA TO INSTALL IN -LINE DUAL CHECK VALVE (RESIDENTIAL).
10. QUA TO INSTALL ISOLATION VALVE & BOX ON CUSTOMER SIDE OF METER INSTALLATION.
* 36" MIN. IN STATE ROAD R/W & UNDER ASPHALT
TYPICAL SERVICE CONNECTION (UNDERGROUND)
OF 5/8" x 3/4" OR 1 " METER
3/4 " SERV
ANGLE STOP (TYP)
METER
SINGLE SERVICE
CHECK VALVE
LINE (TYP)
CORP STOP
SERVICE LINE
NCH
DOUBLE SERVICE
RVICE "Y"
E LINE
VE (TYP)
'P)
z
a
w
Q
DOUBLE STRAP TAPPING
SADDLE - AWWA (TYP)
z
Q
w
w
Q
NOTES:
1. AUTHORIZED SERVICE LINE MATERIAL SHALL BE POLYETHYLENE TUBING.
2. MULTIPLE SERVICE/METER INSTALLATIONS OF MORE THAN 4 METERS PER SERVICE AND SERVICE LINES
LARGER THAN 2" IN DIAMETER SHALL BE HANDLED ON AN INDIVIDUAL BASIS.
3. NO FITTINGS BETWEEN CORP. STOP & ANGLE VALVE OR CORP. STOP & "Y" BRANCH FOR MULTIMETER
INSTALLATIONS.
TYPICAL SERVICE FOR MULTIPLE SERVICES (TWO OR
10/15 1 QUA #1 MORE)
NI T C I NF\NI INFC
QUA
( (-,K IT A r'Tno (lI IA
MAIN
NOTES
1. WATER MAIN TO BE PRESSURE TESTED AND DISINFECTED ACCORDING TO FDEP REGULATIONS, AWWA
STANDARDS AND QUA REQUIREMENTS.
2. BACTERIOLOGICAL TESTING IS TO BE PERFORMED BY CONTRACTOR WITH PRIOR NOTIFICATION OF
TESTING TO QUA PERSONNEL.
3. DO NOT REMOVE TEMPORARY CONNECTION UNTIL ALL TESTING HAS BEEN COMPLETED.
4. PROVIDE ALL NECESSARY THRUST BLOCKS OR OTHER RESTRAINTS.
5. FILLING AND FLUSHING LOCATIONS SHALL BE DETERMINED BY THE CONTRACTOR AND WITH
APPROVAL OF ENGINEER AND/OR QUA.
6. MAIN LINE VALVE TO BE OPENED BY QUA PERSONNEL ONLY AND OPENED FOR CANNON FLUSHING
OF NEW PIPING SYSTEM.
FILLING, DISINFECTING AND TESTING DETAILS
SMOOTH, UNTHREADED 0.5"
HOSE BIB FOR BACTERIA SAMPLES
__IV I
VALVE
NOTES
12" MINIMUM
2" PVC SCH 80 OR BRASS
FORMULA FOR ESTIMATING RATE OF DISCHARGE
Q = 2.83 d2SX
WHERE:
Q = DISCHARGE IN GALLONS PER MINUTE
d = INSIDE DIAMETER OF DISCHARGE PIPE
d, Sx, Sy = MEASURED IN INCHES
1. REFERENCE, AWWA C651.
2. THIS DETAIL APPLIES TO PIPES UP TO AND INCLUDING 8" DIAMETER. LARGER SIZES SHALL BE HANDLED ON
A CASE BY CASE BASIS.
3. PIGGING OF LINES IS AN ACCEPTABLE METHOD OF CLEANING.
4. ABOVE GROUND PIPING TO BE REMOVED UPON COMPLETION OF TESTING.
10/15 1QUA #10
TOP OF GRATE
ELEV. 26.50'
TOP OF GRATE
ELEV. 27.00'
5' NON-
5' NON -
PERFORATED
PERFORATED
4" ADS N-12
y
4" ADS N-12
y
1
BOTTOM OF DRY
BOTTOM OF DRY
DETENTION=EL. 24.00
DETENTION=EL. 25.00
3" DIA PER -CAST
BLEEDER ORIFICE
3" DIA PER -CAST
BLEEDER ORIFICE
DISCHARGE
EL=23.00 \`I
poll
DISCHARGE
EL=24.00 \`I
PIPE
-IIIIIIIIIIIIII
PIPE
L-------- I
L-------- I
�4" PERFORATED ADS N-12
PIPE INV.=23.0
PEA GRAVEL #57 STONE
CONTROL STRUCTURE CS-1 TYPE "C" INLET (MODIFIED) 103/23
N.T.S.
TOP OF DEPRESSED CURB
PAVEMENT V (MIN) WIDTH OF APRON
SURFACE 1/2"
4 1/2
w
z d a
J N 4
4 d 44 fl d
H
� 5' 3' ±3'
w
IL
CONSTRUCT PERIMETER SECTION A - A
�4" PERFORATED ADS N-12
PIPE INV.=24.0
PEA GRAVEL #57 STONE
NE
FITCONTROL STRUCTURE CS-2 TYPE "C" INLET (MODIFIED)
v
TOP OF CURB
1' (MIN) p
6)
4 p
a Q
a
� D �
n D
BERM @ TOP EL. 27.0 1/2" BITUMINOUS PREMOLDED CLASS "B" CONCRETE
MATCH EXISTING GRADE EXPANSION JOINT 4500 P.S.I. AT 28 DAYS D 6" 90" ELBOW
AT PROPERTY LINE WIDTH OF DRIVEWAY
8" 6" TEE
MATCH EXISTING
�1 GRADE
3 3
NOTE: SOD LIMITS OF SECTION
PERIMETER BERM/SECTION -
x
1
Q Y
J
d d X
a �
A a Q A
N
w d 4 w
w
p p p4
J
CD
WWW`WWWW.WWWW`WWW`WWW .WwW.WwW.W.W.y.WwW.WwW w w
CD wQ
w
DEPRESSED CURB AS WIDE AS APRON w L'i
1 1 �
DEPRESSED CURB AT DRIVEWAY WITH GRASS 03,
w w 3 W
D
v
EXISTING 6" WM o
rn
U
3
v °C
6"x6 TAPPING SLEEVE
WITH 6" TAPPING
D
�v
CONNECTION WITH EXISTING 6" WATERMAIN
WATER
NOTES:
1. SAMPLE POINT SHOULD BE ON A SERVICE LINE OR FIRE HYDRANT IF POSSIBLE.
2. SAMPLE POINT TO BE REMOVED BY CONTRACTOR AFTER PROJECT IS ACCEPTED.
03/23 1 SAMPLING POINT (ON MAIN
I 0/15 1 QUA #9A
FLUSHING DETAILS i
Ni T C AIC\All MCC
co
8"
6"
TR=% 11 PAVEMENT
R=3/4"
a ° ,
NOTE:
3,000 PSI CONCRETE AT 28 DAYS.
TYPE "D" CURB D ETAI L 09!C2 FL
\A/°#
10/15 1 QUA #7
�EWLINES ALL CONCRETE
TO BE CLASS
B' 3500 PSI
(UNLESS OTHERWISE NOTED)
MINOR SUBDIVISION PLAN
DETAILS - 2
GLENWOOD PARK
LYING IN SEC 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, OKEECHOBEE CITY, FLORIDA
4P1ANDECONSML1I
IN I bELLC Cc
STEVEN L. DOBBS, P.E. PROJECT NO. FL22024
DRAWN BY J M
SCALE AS S HOW N
01-19-20231 REVISED PLANS PER TRC MEETING I SLD PDC
DATE 2023-03-24
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, FLORIDA CERTIFICATE OF AUTHORIZATION NO. 00029206 DATE
IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND STEVEN L. DOBBS ENGINEERING, LLC SHEET
IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADOPTION BY STEVEN L. DOBBS,
P.E., SHALL BE WITHOUT LIABILITY TO NEWLINES ENGINEERING do SURVEY AND STEVEN L. DOBBS ENGINEERING, LLC. 1062 JAKES WAY OKEECHOBEE, FL 34974, PHONE (863) 824-7644 C601 OF 19
18" CMP
INV. ELEV. = 23.25
FIRE HYDRANT
USE ANCHOR
COUPLING
Oo
MECHANICAL JOINT TEE
VARIES
PIPING TO BE MECHANICAL JOINT RESTRAINED
IE
18" MAX.
4 1/2 " PUMPER NOZZLE FACING
AS DIRECTED, AND TWO 2-1/2"
HOSE NOZZLES.
o Q
GROUND OR z Q
PAVEMENT SURFACE C°
N � FINISHED GRADE
VALVE SETTING
(SEE DETAIL) z Q
18 " o co
UNDISTURBED 6" R.S.G.V.
SOIL
nn 6" D.I.P. OR PVC C-900 nn
Rer
5 1 /4 "
VALVE OPENING
UNDISTURBED
SOIL
1. HYDRANT SHALL BE INSTALLED PLUMB AND TRUE.
2. THE MODEL COLOR TO BE SAFETY YELLOW, HYDRANT SHALL BE PER QUA REQUIREMENTS.
3. VALVE SHALL BE PLACED ADJACENT TO MAIN, TIED TO TEE.
4. ANCHOR TEES ARE PERMITTED.
5. ALL HYDRANTS SHALL BE TEE'D OFF MAINS.
6. HYDRANTS SHALL NOT BE PLACED IN SIDEWALKS, ROADWAYS OR BIKEPATHS.
7. MEGALUGS ON ALL FITTINGS.
8. HYDRANTS SHALL BE BAGGED UNTIL SYSTEM IS PLACED IN SERVICE.
LOCATION OF PUBLIC WATER SYSTEM MAINS IN ACCORDANCE WITH F.A.C. RULE 62-555.314
OTHER PIPES
HORIZONTAL SEPERATION
CROSSING (1)
JOINT SPACING @ CROSSINGS
(FULL JOINT CENTERED)
WATER MAIN
ALTERNATE 3 FT.
WATER MAIN
12 INCHES IS THE
MINIMUM
STORM SEWER,
11
MINIMUM EXCEPT FOR
WATER MAIN
STORMWATER FORCE MAIN,
STORM SEWER, THEN 6
RECLAIM WATER (2)
3 FT.
INCHES IS THE MINIMUM
MINIMUM
AND 12 INCHES IS
if
PREFERRED
WATER MAIN
ALTERNATE 3 FT.
WATER MAIN11
MINIMUM
VACUUM SANITARY
SEWER
10 FT.
PREFERRED
12 INCHES PREFERRED
6 INCHES MINIMUM
WATER MAIN
3 FT. MINIMUM
WATER MAIN
ALTERNATE 6 FT.
GRAVITY OR PRESSURE
SANITARY SEWER,
SANITARY SEWER
FORCEMAIN RECLAIM
WATER (4)
WATER MAIN
10 FT.
PREFERRED
116 FT. MINIMUM
12 INCHES IS THE
MINIMUM EXCEPT FOR
GRAVITY SEWER, THEN 6
INCHES IS THE MINIMUM
AND 12 INCHES IS
PREFERRED
MINIMUM
WATER MAIN
ON -SITE SEWAGE
10 FT.
- - -
---
TREATMENT & DISPOSAL
MINIMUM
FAC RULE 62-555.314 NOTES:
1. WATERMAIN TO CROSS OVER CONFLICT PIPES WHEREVER POSSIBLE, MAINTAINING 30 INCHES COVER
AND 6 INCHES SEPARATION AS MINIMUMS. WHEN WATER MAIN MUST BE BELOW OTHER PIPE, THE
MIN. SEPARATION IS 12 INCHES.
2. RECLAIMED WATER REGULATED UNDER PART III OF CHAPER 62-610, F.A.C.
3, 3 FT FOR GRAVITY SANITARY SEWER WHERE THE BOTTOM OF THE WATER IS LAID AT LEAST 6
INCHES ABOVE THE TOP OF THE GRAVITY SANITARY SEWER.
4, RECLAIMED WATER NOT REGULATED UNDER PART III OF CHAPTER 62-610, F.A.C.
NOTES:
A. THESE METHODS ARE TO BE USED WHEN INSUFFICIENT COVER EXISTS TO ALLOW PRESSURE PIPE TO CROSS
ABOVE CONFLICT PIPE WITH 6 INCHES VERTICAL SEPARATION AND MAINTAIN 30 INCHES COVER TO FINISHED GRADE.
B. FITTINGS SHALL BE RESTRAINED WITH MECHANICAL RESTRAINTS (MEGALUG). IN ACCORDANCE WITH OUA STANDARD
DETAILS.
C. THE DEFLECTION TYPE CROSSING IS PREFERRED.
D. DO NOT EXCEED 75% OF MANUFACTURERS RECOMMENDED MAXIMUM JOINT DEFLECTION.
E. MECHANICALLY RESTRAIN ALL FITTINGS. AS PER MANUFACTURERS RECOMMENDATION AND OUA STANDARD DETAILS.
WATER MAIN - SANITARY SEWER CONFLICT
-24"�
N
PLAN
CAST IRON COVER MARKED
"WATER", "SEWER" OR "FIRE"
TOP OF PAVEMENT
4"
5-1/4" C.I. ADJUSTABLE VALVE
BOX (INSIDE SCREW TYPE)
D/I OR C-900 P.V.C.
SQUARE NUT
MECHANICAL
JOINT VALVE
CONCRETE COLLAR
POUR CONCRETE COLLAR TO
GRADE IN SODDED AREAS
JURISDICTIONAL LINE (IF APPLICABLE)
SILT SCREEN
RESTORATION & GRASSING
PAYMENT LIMITS
12"
BENCH WIDT�
12" 12" 12"
AN. MAX. I PIPE O.D. MAX.
UNDISTURBED EARTH
BACKFILLED & COMPACTED TO 98% MAX.
DENSITY AT +/- 2% OF OPTIMUM MOISTURE
DETERMINED BY MODIFIED PROCTOR TEST
AASHTO T-180/ASTM D 1557, IN 12"
LOOSE THICKNESS LIFTS.
BACKFILLED & COMPACTED TO 98% MAX.
DENSITY AT +/- 2% OF OPTIMUM MOISTURE
DETERMINED BY MODIFIED PROCTOR TEST
AASHTO T-180/ASTM D 1557, IN 6" LOOSE
THICKNESS LIFTS.
NOTES:
1. BACKFILL MATERIALS SHALL CONSIST OF CLEAN EARTH FILL COMPRISED OF SAND, SAND AND CLAY, GRAVEL, CRUSHED
ROCK OR OTHER MATERIALS FROM GROUPS A-1, A-2 OR A-3, AASHTO CLASSIFICATION, FREE FROM ORGANIC MATTER
AND VEGETATION, DEBRIS, LARGE CLODS OF EARTH OR STONES. UNSUITABLE IN -SITU MATERIALS SUCH AS MUCK,
DEBRIS, LARGE ROCKS AND ROOTS SHALL BE REMOVED AND DISPOSED OF BY THE CONTRACTOR.
2. THE PIPE SHALL BE FULLY SUPPORTED ALONG ENTIRE LENGTH.
x
3. THE PIPE TRENCH SHALL REMAIN DRY DURING PIPE LAYING OPERATIONS.
7N
4. ALL TRENCH WORK SHALL CONFORM TO LATEST STANDARDS AS SET FORTH BY THE FLORIDA TRENCH SAFETY ACT AND
OR OSHA.
CD
CO
5. FOUR INCH WIDE DETECTABLE TAPE SHALL BE PLACED APPROXIMATELY 12"-18" BELOW FINISHED GRADE AND DIRECTLY
ABOVE ALL PRESSURE PIPING. TAPE, WORDING AND COLOR SHALL CONFORM TO CITY STANDARDS.
6. TRAFFIC LANE CLOSURES, MOT PLANS AND ROADWAY REPAIRS MATERIALS SHALL BE PER DIRECTION OF ROAD OWNER.
CONTRACTOR TO INQUIRE WITH OWNER ABOUT REQUIREMENTS PRIOR TO BID.
7. 3M LOCATOR BALLS SHALL BE INSTALLED AT EACH FITTING IN THE PIPE LINE CHANGING DIRECTION AND AT EACH
CONCRETE
CONNECTION.
BRICKS FOR
8. 3M LOCATORS TO BE PROVIDED BY DEVELOPER AS SPECIFIED BY O.U.A.
PADS
NOTE:
VALVE NUT EXTENSION IS REQUIRED ON ALL VALVES WITH MORE THAN 36" OF COVER. EXTEND NUT TO WITHIN
18" OF VALVE BOX RIM. PROVIDE SOLID BRICK PAD FOR VALVE BOX TO SIT ON.
QUA n#111TYPICAL VALVE SETTING
ASPHALTIC CONCRETE OVERLAY AREA
SEE DRAWINGS FOR LIMITS
SURFACE REPLACEMENT
W+4'
_I 6°° _ TOP OF TRENCH WIDTii� 2" MIN.
�` I W I
T
2T (12" MIN.)
EXISTING BASE
PROPOSED BASE
MAX, I PIPE ,O. , D.1 MAX.
o
UNDISTURBED EARTH
EXISTING ASPHALT SURFACE
BACKFILLED & COMPACTED TO 98% MAX.
DENSITY AT +/- 2% OF OPTIMUM
MOISTURE DETERMINED BY MODIFIED
PROCTOR TEST AASHTO T-180/ASTM D
1557. IN 6" LOOSE THICKNESS LIFTS.
NOTES:
1. BACKFILL MATERIALS SHALL CONSIST OF CLEAN EARTH FILL COMPRISED OF SAND, SAND AND CLAY, GRAVEL,
CRUSHED ROCK OR OTHER MATERIALS FROM GROUPS A-1, A-2 OR A-3, AASHTO CLASSIFICATION, FREE FROM
ORGANIC MATTER AND VEGETATION, DEBRIS LARGE CLODS OF EARTH OR STONES. UNSUITABLE IN -SITU MATERIALS
SUCH AS MUCK, DEBRIS, LARGE ROCK AND ROOTS SHALL BE REMOVED AND DISPOSED BY THE CONTRACTOR.
2. THE PIPE SHALL BE FULLY SUPPORTED ALONG ENTIRE LENGTH.
3. THE PIPE TRENCH SHALL REMAIN DRY DURING PIPE LAYING OPERATIONS.
4. ALL TRENCH WORK SHALL CONFORM TO LATEST STANDARDS AS SET FORTH BY THE FLORIDA TRENCH SAFETY ACT
AND OR OSHA.
5. FOUR INCH WIDE DETECTABLE TAPE SHALL BE PLACED APPROXIMATELY 12"-18" BELOW FINISHED GRADE AND
DIRECTLY ABOVE ALL PRESSURE PIPING. TAPE, WORDING AND COLOR SHALL CONFORM TO CITY STANDARDS.
6. BACKFILL SHALL BE COMPACTED IN 6" LAYERS WITH MECHANICAL TAMPERS FOR THE FULL WIDTH OF THE TRENCH
AND UP TO THE BOTTOM OF THE ROADWAY BASE. PARTICULAR ATTENTION MUST BE GIVEN TO THE ADEQUATE
COMPACTION OF THE HAUNCHES OF THE PIPE. THE BACKFILL SHALL BE COMPACTED TO 98% AASHTO
T-180/ASTM D 1557 TAKEN AT THE SPRING LINE, AT ONE FOOT ABOVE THE CROWN OF THE PIPE, AND EVERY
FOOT VERTICALLY THEREAFTER.
7. BASE MATERIAL SHALL BE THE SAME TYPE AS THE MATERIALS REMOVED.
8. SURFACE REPLACEMENT SHALL BE F.D.O.T. MIX TO MATCH EXISTING PAVEMENT, WITH A THICKNESS EQUAL TO THE
EXISTING OR 2" WHICHEVER IS GREATER.
9. PAVEMENT JOINTS SHALL BE MECHANICALLY SAWED BUTT JOINTS, HEATED, RAKED AND SPRAYED WITH A
REJUVENATING AGENT. THE PATCH AREA SHALL BE A SMOOTH PLANE SUCH THAT A STRAIGHT EDGE PLACED
ACROSS THE PATCH, PARALLEL TO THE TRAFFIC FLOW AND EXTENDING TO UNDISTURBED PAVEMENT SHALL SHOW
NO MORE THAN 1/4" IRREGULARITY IN ANY 15 FT. SECTION. ANY IRREGULARITY SHALL BE CORRECTED IN
ACCORDANCE WITH F.D.O.T. SPECIFICATIONS.
10. "COLD PATCH" SHALL BE USED FOR TEMPORARY REPAIRS ONLY, AND FOR A PERIOD NOT TO EXCEED 30 DAYS.
11. TRAFFIC LANE CLOSURES, MOT PLANS AND ROADWAY REPAIRS MATERIALS SHALL BE PER DIRECTION OF ROAD
OWNER. CONTRACTOR TO INQUIRE WITH OWNER ABOUT REQUIREMENTS PRIOR TO BID.
12. 3M LOCATOR BALLS SHALL BE INSTALLED AT EACH FITTING IN THE PIPE LINE CHANGING DIRECTION AND AT EACH
CONNECTION.
13. 3M LOCATORS TO BE PROVIDED BY DEVELOPER AS SPECIFIED BY O.U.A.
OUA
S. TRENCH REPAIR DETAILS PAVED AREAS
S. NEWLINEES
TYPICAL TRENCH DETAIL I 10/15 I QUA #13
R/W OR EASEMENT LINE
VALVE & VALVE BOX
VALVE & VALVE BOX ROAD SURFACE OR OTHER -
AREA TO BE DRILLED EXIST. GRADE
\,
\ADAPTER\ �\
�_
2, a_MIN. x o MIN.
QUA ##12 HDPE PIPELINE HDPE PIPE INE
\/AI \/r
ADAPTER
PERPENDICULAR
CONNECTION PLAN VIEW
[:ll
HDPE-MJ ADAPTER
4° MA SLOPE _j
ZING D.I.P. OR
P.V.C. PIPELINE
STRAIGHT RUN CONNECTION
MJ FITTING
NOTES:
1. DIRECTIONAL DRILLS SHALL BE COMPLETED USING DR11 HDPE PIPE,
DIP SIZE: FOR WATER AND SANITARY FORCE MAIN
IPS SIZE: FOR VACUUM SEWER.
2. ALL DIRECTIONAL DRILLS SHALL BE AT A DEPTH OF 1OX PIPE DIAMETER BELOW THE ROADWAY SURFACE OR
4' WHICHEVER IS GREATER.
3. ALL HDPE MUST BE COLOR CODED (SAFETY BLUE -WATER, SAFETY GREEN FOR SEWER AND PANTONE
PURPLE FOR RECLAIMED WATER); BUTT FUSION WELDED; AND CONNECTED WITH HDPE-MJ ADAPTER.
4. 10 GUAGE SOLID COPPER LOCATING WIRES SHALL BE TAPED TO PIPE FROM VALVE TO VALVE AT A SPACING
NO GREATER THAN 5 FEET AND PULLED WITH THE PIPE. SEE D17 FOR ADDITIONAL DETAILS.
5. GRAVITY SEWER BORES AS PREAPPROVED BY QUA.
DIRECTIONAL DRILLING DETAIL
8 LF 12" CMP v
INV. EL.= 23.40 v L X 1'
x _ 25.0'
Y4.uLr x 3.5'
p 8LF12"CMP
INV. EL.= 23.50
25.8'
4,25.91 v °
18" c
INV. ELEV. = 23.34'
2 °
1
24. 24.00
° 03/23
NE 5th ST and NE 3 rd AVE D ETAI L N.T.S. INEWLINEE
? 7'
v
y
RIM EL V. = 2 .68'
18" RCP INV. ELEV. = 1 .48'
5' RCP W V. EL E V. = 1 .58' "
5' RCP E l EL = 3 .58'
D
D
x23.6'
9 LF 12" CMP
INV. EL. 23.85
�24.4'
x24 3'
23. E
p 9 LF 12" CMP INV.
D EL.= 23.85
v +24.0' X24 2�
24.1'
g ° D X 26.20 N
X26.10
NE 4th ST and NE 3rd AVE DETAIL
2'-0" De.-,.-.,, y
OPTION A
Sidewalk
ngs
OPTION B
ISOMETRIC VIEW
5-0" (Shown)
Sidewalk
Sidewalk Curb
R
4'-0" Min.
Ramp
PLAN VIEW
CR-E
15 QUA 19
S. I NEWLINES DETECTABLE WARNING AND
SIDEWALK CURB 03/15 1 FDOT
RAMP DETAIL N.T.S. INEWLINES
01-19-20231 REVISED PLANS PER TRC MEETING SLD PDC
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE,
IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND
LS52j IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADOPTION BY STEVEN L DOBBS,
P.E., SHALL BE WITHOUT LIABILITY TO NEWLINES ENGINEERING do SURVEY AND STEVEN L. DOBBS ENGINEERING, LLC.
ALL CONCRETE
TO BE CLASS
B' 3500 PSI
(UNLESS OTHERWISE NOTED)
MINOR SUBDIVISION PLAN
DETAILS -3
GLENWOOD PARK
LYING IN SEC 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, OKEECHOBEE CITY, FLORIDA
NEWLI I�ES
101
ANn CONSHI I /SIN I b LLC cc
STEVEN L. DOBBS, P.E. PROJECT NO. FL22024
DRAWN BY J M
SCALE AS SHOWN
DATE 2023-03-24
FLORIDA CERTIFICATE OF AUTHORIZATION NO. 00029206 DATE
STEVEN L. DOBBS ENGINEERING, LLC SHEET
J62 JAKES WAY OKEECHOBEE, FL 34974, PHONE (863) 824-7644 C602 OF 19
6%4'
2'x2'
CONCRETE F
PLUG &
CLEAN -OUT
INVERTED PLUG 1
WITH CON(
8"x6" P.V.C.
TEE-WYE
6" P.V.C. BEND
AS REQUIRED
8"x6" P.V.C. TEE-WYE
TRENCH i
CE OF MAIN SEWER
PLAN
EASEMENT, R/W OR PROPER
6" PVC
EASEMENT, R/W OR PROPERTY LINELATERAL 1/4 P2'x2'x4" CONCRETE PAD TYR., 1 FOOT MICLEAN-OUT WITH INVERTEDFLUSH WITH CONCRETE
3'-0" MIN. 4.�45° BEND
6"x4" WYESLOPE 1/4 " PERTYP., 1 /8 " PER FOOT MIN.
SINGLE SERVICE CONNECTION
6"" P.V.C.
SERVICE
LATERAL
SECTION
x2'x4" CONCRETE PAD
4" MIN. INDIVIDUAL
HOUSE CONNECTION
CLEAN -OUT WITH INVERTED
PLUG FLUSH WITH CONCRETE
-ALL ENDS TO BE
PLUGGED & SEALED
W/STD. STOPPERS
OR PLUGS
e
"-PROPERTY LINE
6" X 6" X 4" X 4"
STD. P.V.C.
DOUBLE Y BRANCH
2'x2'x4" CONCRETE PAD
4" MIN. INDIVIDUAL
HOUSE CONNECTION
CLEAN -OUT WITH INVERTED
PLUG FLUSH WITH CONCRETE
EASEMENT, R/W OR PROPERTY LINE
2'2'4" CONCRETE PAD
-OUT WITH
ED PLUG FLUSH
ONCRETE
�---PLUG & SEAL
CX6" X 4" X 4" STD.
P.V.C. DOUBLE 'Y' BRANCH
TO BE DETERMINED IN
THE FIELD (60° MAX.)
NDISTURBED EARTH
DOUBLE SERVICE CONNECTION
NOTES:
1. SERVICE LATERALS SHALL TERMINATE AT PROPERTY LINE AT A DEPTH OF 3 FEET, PLUGGED WATERTIGHT
WITH CLEAN -OUT.
2. THE MINIMUM DIAMETER OF ALL SINGLE HOUSEHOLD CONNECTIONS SHALL BE 4"MINIMUM ALL OTHERS
SHALL BE 6" AND ALL DOUBLE SERVICES
3. CONNECTION TO O.U.A. LATERAL SHALL BE MADE WITH A CLEAN -OUT AT PROPERTY LINE BY THE
CONTRACTOR OR CUSTOMER MAKING THE CONNECTION, WITH A 2'x2'x4" CONCRETE PAD WITH A INVERTED
PLUG, BOTH TO BE SET AT FINAL GRADE
TYPICAL SEWER SERVICE CONNECTION
MECHANICAL THRUST RESTRAINT CHART 2
MAIN
RUN, in
BRANCH,
in
TEE
LARGE
SIZE
SMALL
LARGE
REDUCER
PVC
DIP
PVC
DIP
4
4
1
1
6
4
33
21
6
4
1
1
8
4
60
38
6
6
1
1
8
6
35
22
8
4
1
1
10
4
81
51
8
6
1
1
10
6
61
39
8
8
7
5
10
8
33
21
10
6
1
1
12
4
101
64
10
8
1
1
12
6
85
54
10
10
21
14
12
8
62
39
12
6
1
1
16
4
138
87
12
8
1
1
16
6
126
79
12
12
36
24
16
8
109
68
16
6
1
1
16
12
63
40
16
8
1
1
18
4
154
97
16
16
65
43
18
6
144
91
18
6
1
1
18
8
129
81
18
8
1
1
20
4
171
107
18
18
79
52
20
6
161
101
20
6
1
1
20
8
148
93
20
8
1
1
20
12
113
71
20
20
92
61
24
4
201
127
24
6
1
1
24
6
194
122
24
8
1
1
24
8
183
115
24
24
118
78
24
12
154
97
THRUST RESTRAINT CHART BASED UPON THE FOLLOWING:
PVC DIP PIPE MATERIAL, AS NOTED
SP SOIL TYPE (designer to confirm)
1.5 SAFETY FACTOR (minimum)
3 TRENCH TYPE (designer to confirm)
2.5 DEPTH OF BURY, ft (designer to confirm)
150 TEST PRESSURE, psi (minimum)
THE MINIMUM LENGTH OF PIPE OUT OF ANY VALVE OR FITTING SHOULD BE 20 LF.
FITTINGS NOT SHOWN TO BE CALCULATED UTILIZING THE CRITERIA LISTED ABOVE AND SUBMITTED IN A SHOP
DRAWING
VALUES SHOWN IN CHART INDICATE LENGTH (LF) OF PIPE TO BE RESTRAINED ON EITHER SIDE OF ITEM LISTED
NOTE 1:ANY CONDITION OTHER THAN THOSE LISTED ABOVE (including poly -wrapped DIP) SHALL REQUIRE
REVISION OF THE TABLE IN ACCORDANCE
WITH EBAA IRON, INC., RESTRAINT LENGTH
CALCULATOR (V. 5.4).
(http://www.ebac.com/engineering.htm or
http://rcp.ebaa.com)
NOTE 2:THE REVISED CHARTS SHALL BE SUBMITTED TO QUA AS A SHOP DRAWING SUBMITTAL.
WATER THRUST RESTRAINT 10/15 OUA 51
N.T.S. I NEWLINEE
10/15 IOUA #31
MECHANICAL THRUST RESTRAINT CHART 1
PIPE 90° BEND 45° BEND 22 1 2° BEND 11 1 4° BEND DEADEND VALVE
SIZE, in PVC DIP PVC DIP PVC DIP PVC DIP PVC DIP
4 21 16 9 7 5 4 2 2 45 29
6 28 23 12 10 6 5 3 3 63 40
8 37 29 16 12 8 6 4 3 83 53
10 44 35 18 15 9 7 5 4 99 63
12 51 41 21 17 11 8 5 4 116 74
14 57 46 24 19 12 10 6 5 132 83
16 64 51 27 21 13 11 7 5 149 94
18 70 56 29 24 14 12 7 6 164 104
20 76 61 32 26 16 13 8 6 179 113
24 87 70 36 29 18 14 9 7 208 131
THRUST RESTRAINT CHART BASED UPON THE FOLLOWING:
PVC DIP PIPE MATERIAL, AS NOTED
SP SOIL TYPE (designer to confirm)
1.5 SAFETY FACTOR (minimum)
3 TRENCH TYPE (designer to confirm)
2.5 DEPTH OF BURY, ft (designer to confirm)
150 TEST PRESSURE, psi (minimum)
THE MINIMUM LENGTH OF PIPE OUT OF ANY VALVE OR FITTING SHOULD BE 20 LF. FITTINGS NOT SHOWN
TO BE CALCULATED UTILIZING THE CRITERIA LISTED ABOVE AND SUBMITTED IN A SHOP DRAWING VALUES
SHOWN IN CHART INDICATE LENGTH (LF) OF PIPE TO BE RESTRAINED ON EITHER SIDE OF ITEM LISTED
NOTE 1:ANY CONDITION OTHER THAN THOSE LISTED ABOVE (including poly -wrapped DIP) SHALL REQUIRE
REVISION OF THE TABLE IN ACCORDANCE
WITH EBAA IRON, INC., RESTRAINT LENGTH
CALCULATOR (V. 5.4).
(http://www.ebcia.com/engineering.htm or
http://rcp.ebac.com)
NOTE 2:THE REVISED CHARTS SHALL BE SUBMITTED TO QUA AS A SHOP DRAWING SUBMITTAL.
WATER THRUST RESTRAINT I 1o/c5 1 QUA #WI Eon
NVERTED PLUG FLUSH W/ CONCRETE
RAFFIC AREAS)
GRADE
2' SO
3000 P
90" ELBOW (SEWER SWEEP)
TYPICAL MAIN LINE TERMINAL CLEANOUT
GRADE
2' SQUARE, 4" THICK
3000 P.S.I. CONC. PAD 6" CLEANOUT ASSEMBLY
W/ SCREWED CAP- INVERTED
PLUG FLUSH W/ CONCRETE PAD
(NON -TRAFFIC AREAS)
6" P.V.C. WYE
TO STREET SERVICE TO BUILDING
TYPICAL SERVICE LATERAL ONE WAY CLEANOUT
NOTES
1. ONE WAY CLEANOUT (SWEEP TO STREET SERVICE).
2. CLEAN OUT SHALL BE LOCATED ON RIGHT OF WAY LINE.
3. IN TRAFFIC AREAS A METAL CLEANOUT COVER AND LID SHALL BE INSTALLED
OVER PVC CLEANOUT.
4. ALL CLEAN OUT'S REQUIRE AN INSPECTION.
TYPICAL CLEANOUT 10/15 I QUA #32
Ki T c I r.ir=�nii iNir=c
Steet--Round Pipe-2 213" x 11 Carru ation
THRUST RESTRAINT CHART BASED UPON THE FOLLOWING:
PVC DIP PIPE MATERIAL, AS NOTED
SP SOIL TYPE (designer to confirm)
1.5 SAFETY FACTOR (minimum)
3 TRENCH TYPE (designer to confirm)
2.5 DEPTH OF BURY, ft (designer to confirm)
150 TEST PRESSURE, psi (minimum)
THE MINIMUM LENGTH OF PIPE OUT OF ANY VALVE OR FITTING SHOULD BE 20 LF. FITTINGS NOT SHOWN
TO BE CALCULATED UTILIZING THE CRITERIA LISTED ABOVE AND SUBMITTED IN A SHOP DRAWING VALUES
SHOWN IN CHART INDICATE LENGTH (LF) OF PIPE TO BE RESTRAINED ON EITHER SIDE OF ITEM LISTED
NOTE 1:ANY CONDITION OTHER THAN THOSE LISTED ABOVE (including poly -wrapped DIP) SHALL REQUIRE
REVISION OF THE TABLE IN ACCORDANCE
WITH EBAA IRON, INC., RESTRAINT LENGTH
CALCULATOR (V. 5.4).
(http://www.ebcia.com/engineering.htm or
http://rcp.ebac.com)
NOTE 2:THE REVISED CHARTS SHALL BE SUBMITTED TO QUA AS A SHOP DRAWING SUBMITTAL.
WATER THRUST RESTRAINT I 1o/c5 1 QUA #WI Eon
NVERTED PLUG FLUSH W/ CONCRETE
RAFFIC AREAS)
GRADE
2' SO
3000 P
90" ELBOW (SEWER SWEEP)
TYPICAL MAIN LINE TERMINAL CLEANOUT
GRADE
2' SQUARE, 4" THICK
3000 P.S.I. CONC. PAD 6" CLEANOUT ASSEMBLY
W/ SCREWED CAP- INVERTED
PLUG FLUSH W/ CONCRETE PAD
(NON -TRAFFIC AREAS)
6" P.V.C. WYE
TO STREET SERVICE TO BUILDING
TYPICAL SERVICE LATERAL ONE WAY CLEANOUT
NOTES
1. ONE WAY CLEANOUT (SWEEP TO STREET SERVICE).
2. CLEAN OUT SHALL BE LOCATED ON RIGHT OF WAY LINE.
3. IN TRAFFIC AREAS A METAL CLEANOUT COVER AND LID SHALL BE INSTALLED
OVER PVC CLEANOUT.
4. ALL CLEAN OUT'S REQUIRE AN INSPECTION.
TYPICAL CLEANOUT 10/15 I QUA #32
Ki T c I r.ir=�nii iNir=c
Steet--Round Pipe-2 213" x 11 Carru ation
Minimum Cover in.
Maximum Cover ft.
Sheet
thickness in Inches Ga
Sheet thickness in Inches
D
Area
0.064
0.079
0.109
0.138
0.168
0.064
0.079
9
0.138
0.168
in.
.ft.
16
14
12
10
8
16
14
10
8
12
0.79
12
12
NA
NA
NA
100+
100+
NA
NA
15
123
12
12
NA
NA
NA
100+
100+
;NA
NA
NA
18
1.77
12
12
12
NA
NA
100+
100+
+
NA
NA
21
2.4
12
12
12
NA
NA
100+
100+
+
NA
NA
24
314
12
12
12
NA
NA
100+
100+
+
NA
NA
30
4.91
12
12
12
NA
NA
82
100+
100+
NA
NA
36
7.1
12
12
12
12
NA
68
86
100+
100+
NA
42
9.6
12
12
12
12
NA
51
73
100+
100+
NA
48
12.6
12
12
12
12
12
40
64
90
100+
100+
54
16
12
12
12
12
12
NS
57
80
100+
100+
60
19.6
NS
NS
12
12
12
NS
NS
72
93
100+
66
23.8
NS
NS
12
12
12
NS
NS
NS
84
100+
72
28.3
NS
NS
NS
12
12
NS
NS
NS
77
94
78
332
NS
NS
NS
NS
12
NS
NS
NS
NS
87
84
1 38.5
NS
NS
NS
NS
12
NS
NS
NS
NS
80
Steel -Round Pipe-3" x 1" Corrugation
Minimum Cover m.
Maximum Cover ft.
Sheet
thickness in Inches Ga
Sheet thickness in Inches Ga
D
Area
0.064
0.079
0.109
1 0.138
0.168
0.064
0.079
0.109
0.138
0.168
in.
ft.
16
14
12
10
8
16
14
12
10
8
36
7A
12
12
12
NA
NA
79
99
100+
NA
NA
42
9.6
12
12
12
NA
NA
67
84
100+
NA
NA
48
12.6
12
12
12
12
NA
59
74
100+
100+
NA
54
16
12
12
12
12
NA
1 52
65
92
100+
NA
60
19.6
12
12
12
12
NA
47
59
83
100+
NA
66
23.8
12
12
12
12
12
42
53
75
97
100
72
28.3
12
12
12
1 12
12
38
48
1 69
89
100
78
33.2
12
12
12
12
12
35
45
63
82
100
84
38.5
12
12
12
12
12
33
41
58
76
93
90
44.2
12
12
12
12
12
30
38
54
70
87
96
50.3
NS
12
12
12
12
NS
36
51
66
81
102
56.7
NS
13
13
13
13
NS
33
48
62
76
108
63.6
NS
NS
14
14
14
NS
NS
45
58
72
114
70.9
NS
NS
15
15
15
NS
NS
42
55
68
120
78.5
NS
NS
15
15
15
NS
NS
40
52
64
132
95
NS
NS
NS
17
17
NS
NS
NS
47
58
PIPE COVERAGE FOR PROPOSED CMP CULVERT
SAFETY RED COLOR
c
W
A
1'-6" SDWK. V-6" H=CURB HEIGHT
WIDTH
H
INCHES
W
FEET
3
3
4
4
5
5
6
6
7
7
8
8
9
9
SECTION A -A
VARIABLE SDWK. 1'-6" H=CURB HEIGHT
rOM: 1V MAk WIDTH If
CURB RAMP OPENING TO BE FLUSH WITH ROADWAY
HOT POURED RUBBER ASPHALT JOINT SEALER
PROPOSED CURB 1/2" PREFORMED EXPANSION JOINT FILLER
ROADWAY CONCRETE CURB RAMP, 4" THICK
o
CONCRETE CRADLE 4" WIDE (MONOLITHIC
WITH CURB) (PAID FOR IN COST OF CURB)
4»
WIDTH THE SAME
AS APPROACH CURB
CURB TO BE FLUSH WITH
ROADWAY PAVEMENT
4" MIN. SIDEWALK LANDING
AREA WIDTH
VARIABLE
CURB RAMP
2% MAX.
12H:1V MAX. f-
r
SECTION THROUGH CURB RAMP
HANDICAP CURB RAMP TYPE 5 01/22 GN 72
03/23 FL -
F_6" MIN., 8" MAX.
COATING V WIDTH IVIr CURB
0 0 0 0 0
z zo a- O O O O O DIRECTION OF TRAVEL
QD� 0 0 0 0 0
Z m 0.65" MIN. BASE
w O O O O O TO BASE T.D.
C) U 0 0 0 0 0 1 SPACING
1.6" MIN. TO 2.4" MAX.
CENTER TO CENTER T.D.
SIDEWALK SPACING
PLAN VIEW
0.45" MIN. TO 0.90" MAX. TOP
TRUNCATED DIAMETER
DOME (T.D.)
SIDEWALK - L 0.20"
0.90" MIN. TO 1.4" MAX. BASE
DIAMETER
NOTES: ELEVATION
1. LANDING AREA, APPROACH SIDEWALK TRANSITIONS, AND
CURB RAMP SHALL BE KEPT CLEAR OF OBSTRUCTIONS.
2. DIMENSIONS SHOWN IN TABLES ARE FOR RELATIVELY FLAT
SIDEWALK AREA. CARE SHOULD BE TAKEN WHEN
DETERMINING CURB RAMP SIZE BASED ON CURB HEIGHT
(I) WHERE ELEVATION OF CURB AND SIDEWALK VARY
DRASTICALLY IN AREA OF PROPOSED CURB RAMP.
3. CURB (DROPPED CURB) GUTTER LINE TO BE FLUSH WITH
ROADWAY PAVEMENT A MINIMUM OF 4 FEET FOR ALL
CURB RAMPS.
4. FOR CURB RAMP TYPES 5 AND 6, IF A GRASS BUFFER
DOES NOT EXIST, SLOPE CURB TO EQUAL SLOPE OF
ADJACENT CURB RAMP.
5. SIDEWALK AND CURB RAMP WITHIN AREA ENCLOSED BY
HEAVY LINES TO BE PAID FOR AS CONCRETE SIDEWALK OF
THE APPROPRIATE OF ADJACENT THICKNESS.
6. CURB AND HEADER WINING AREA ENCLOSED BY HEAVY
LINES TO BE PAID FOR A AS VERTICAL CURB OR SLOPING
CURB OF THE APPROPRIATE ADJACENT SIZE AND KIND.
7. WHERE THE DISTANCE FROM THE GUTTER LINE TO THE
OUTSIDE EDGE OF SIDEWALK IS 6 FEET OR LESS, CURB
RAMP TYPE 7 SHOULD BE USED INSTEAD OF CURB RAMP
TYPE 1 THROUGH 4.
8. THE PUBLIC SIDEWALK CURB RAMP, DETECTABLE WARNING
SURFACE (SHADED AREA) SHALL BE SAFETY RED COLOR
ON CONCRETE OR 70% COLOR CONTRACT FROM OTHER
SURFACE SUCH AS BRICK.
9. CROSSWALKS AND STOP LINES MAY BE MARKED OR
UNMARKED, SEE PLANS.
10. PREFERRED AND ALTERNATE TREATMENTS SHOULD NOT BE
INTERMIXED WITHIN THE SAME INTERSECTION.
11. DIMENSIONS SHOWN IN TABLE ARE FOR 3 INCH TO 9 INCH
CURB HEIGHTS WHERE THE CURB HEIGHTS ARE OTHER
THAN WHAT IS PROVIDED IN THE TABLES, THE DIMENSIONS
OF THE RAMPS WILL HAVE CALCULATED BASED ON CROSS
SLOPES SHOWN. 01/22 CN 17
N.T.S. INEWLINE
DETECTABLE WARNING SURFACE
2
CD
T)
rn =
w 00
� w
� oW PLAN
o
O O
N :�i
C)
z z
W 4,-4„
Lu W
W
och 3-0
z o
W
w
W Ln
Cf) X GRATE -A
w `, 2" CL.
�I{�> J
N 18„
00
52F
BOLTS EYE
INDEX SEE
201
#4 BARS @ 12"0 WEEPHOLE
12" CTRS. W/ROCK/FILTER
SECTION FABRIC
RECOMMENDED MAXIMUM PIPE SIZE:
3'-0" WALL-24" PIPE
PIPE
I
3'-4" 2 1 „
2
1 5 1 5"
C� 2„ ? 2„
O O
O O
O O
O O
O �O
O O
O O I
O O �
O O
O O
O O
O O
O O
3'- 4
APPROX. WEIGHT 465 LBS.
3'-4"
Lnp
PIPE N _
rnl0
`�_ co @
w
0 Cn
a Ir
w
m m
N �
N N
STRAIGHT BARS 2"X 4"
RETICULINE BARS 1 4"X6"
BANDS 1 2"X4"
APPROX. WEIGHT 215 LBS.
NOTES:
1) STEEL GRATES ARE REQUIRED ON INLETS 2) ALL INLETS WILL BE CAST TO PROVIDE A 18"
WITH TRAVERSABLE SLOTS AND ON INLETS SUMP BELOW LOWEST CULVERT INVERT
WHERE BICYCLE TRAFFIC IS ANTICIPATED.
PRE -CAST TYPE ' E' CATCH BASIN oNI
T Q FL DR 6
T c niF7\nn in�c
01-19-20231 REVISED PLANS PER TRC MEETING SLD PDC
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE,
IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND
IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADOPTION BY STEVEN L. DOBBS,
P.E., SHALL BE WITHOUT LIABILITY TO NEWLINES ENGINEERING do SURVEY AND STEVEN L. DOBBS ENGINEERING, LLC.
ALL CONCRETE
TO BE CLASS
'B' 3500 PSI
(UNLESS OTHERWISE NOTED)
MINOR SUBDIVISION PLAN
DETAI LS - 4
GLENWOOD PARK
LYING IN SEC 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, OKEECHOBEE CITY, FLORIDA
NEWLII�ES
ID
ANn CONSHI I AIN I b LLC cc
STEVEN L. DOBBS, P.E. PROJECT NO. FL22024
DRAWN BY J M
SCALE AS SHOWN
DATE 2023-03-24
FLORIDA CERTIFICATE OF AUTHORIZATION NO. 00029206 DATE
STEVEN L. DOBBS ENGINEERING, LLC SHEET
1062 JAKES WAY OKEECHOBEE, FL 34974, PHONE (863) 824-7644 C603 OF 19
1.6" MIN. TO 2.4" MAX.
CENTER TO CENTER T.D.
SIDEWALK SPACING
PLAN VIEW
0.45" MIN. TO 0.90" MAX. TOP
TRUNCATED DIAMETER
DOME (T.D.)
SIDEWALK - L 0.20"
0.90" MIN. TO 1.4" MAX. BASE
DIAMETER
NOTES: ELEVATION
1. LANDING AREA, APPROACH SIDEWALK TRANSITIONS, AND
CURB RAMP SHALL BE KEPT CLEAR OF OBSTRUCTIONS.
2. DIMENSIONS SHOWN IN TABLES ARE FOR RELATIVELY FLAT
SIDEWALK AREA. CARE SHOULD BE TAKEN WHEN
DETERMINING CURB RAMP SIZE BASED ON CURB HEIGHT
(I) WHERE ELEVATION OF CURB AND SIDEWALK VARY
DRASTICALLY IN AREA OF PROPOSED CURB RAMP.
3. CURB (DROPPED CURB) GUTTER LINE TO BE FLUSH WITH
ROADWAY PAVEMENT A MINIMUM OF 4 FEET FOR ALL
CURB RAMPS.
4. FOR CURB RAMP TYPES 5 AND 6, IF A GRASS BUFFER
DOES NOT EXIST, SLOPE CURB TO EQUAL SLOPE OF
ADJACENT CURB RAMP.
5. SIDEWALK AND CURB RAMP WITHIN AREA ENCLOSED BY
HEAVY LINES TO BE PAID FOR AS CONCRETE SIDEWALK OF
THE APPROPRIATE OF ADJACENT THICKNESS.
6. CURB AND HEADER WINING AREA ENCLOSED BY HEAVY
LINES TO BE PAID FOR A AS VERTICAL CURB OR SLOPING
CURB OF THE APPROPRIATE ADJACENT SIZE AND KIND.
7. WHERE THE DISTANCE FROM THE GUTTER LINE TO THE
OUTSIDE EDGE OF SIDEWALK IS 6 FEET OR LESS, CURB
RAMP TYPE 7 SHOULD BE USED INSTEAD OF CURB RAMP
TYPE 1 THROUGH 4.
8. THE PUBLIC SIDEWALK CURB RAMP, DETECTABLE WARNING
SURFACE (SHADED AREA) SHALL BE SAFETY RED COLOR
ON CONCRETE OR 70% COLOR CONTRACT FROM OTHER
SURFACE SUCH AS BRICK.
9. CROSSWALKS AND STOP LINES MAY BE MARKED OR
UNMARKED, SEE PLANS.
10. PREFERRED AND ALTERNATE TREATMENTS SHOULD NOT BE
INTERMIXED WITHIN THE SAME INTERSECTION.
11. DIMENSIONS SHOWN IN TABLE ARE FOR 3 INCH TO 9 INCH
CURB HEIGHTS WHERE THE CURB HEIGHTS ARE OTHER
THAN WHAT IS PROVIDED IN THE TABLES, THE DIMENSIONS
OF THE RAMPS WILL HAVE CALCULATED BASED ON CROSS
SLOPES SHOWN. 01/22 CN 17
N.T.S. INEWLINE
DETECTABLE WARNING SURFACE
2
CD
T)
rn =
w 00
� w
� oW PLAN
o
O O
N :�i
C)
z z
W 4,-4„
Lu W
W
och 3-0
z o
W
w
W Ln
Cf) X GRATE -A
w `, 2" CL.
�I{�> J
N 18„
00
52F
BOLTS EYE
INDEX SEE
201
#4 BARS @ 12"0 WEEPHOLE
12" CTRS. W/ROCK/FILTER
SECTION FABRIC
RECOMMENDED MAXIMUM PIPE SIZE:
3'-0" WALL-24" PIPE
PIPE
I
3'-4" 2 1 „
2
1 5 1 5"
C� 2„ ? 2„
O O
O O
O O
O O
O �O
O O
O O I
O O �
O O
O O
O O
O O
O O
3'- 4
APPROX. WEIGHT 465 LBS.
3'-4"
Lnp
PIPE N _
rnl0
`�_ co @
w
0 Cn
a Ir
w
m m
N �
N N
STRAIGHT BARS 2"X 4"
RETICULINE BARS 1 4"X6"
BANDS 1 2"X4"
APPROX. WEIGHT 215 LBS.
NOTES:
1) STEEL GRATES ARE REQUIRED ON INLETS 2) ALL INLETS WILL BE CAST TO PROVIDE A 18"
WITH TRAVERSABLE SLOTS AND ON INLETS SUMP BELOW LOWEST CULVERT INVERT
WHERE BICYCLE TRAFFIC IS ANTICIPATED.
PRE -CAST TYPE ' E' CATCH BASIN oNI
T Q FL DR 6
T c niF7\nn in�c
01-19-20231 REVISED PLANS PER TRC MEETING SLD PDC
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE,
IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND
IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADOPTION BY STEVEN L. DOBBS,
P.E., SHALL BE WITHOUT LIABILITY TO NEWLINES ENGINEERING do SURVEY AND STEVEN L. DOBBS ENGINEERING, LLC.
ALL CONCRETE
TO BE CLASS
'B' 3500 PSI
(UNLESS OTHERWISE NOTED)
MINOR SUBDIVISION PLAN
DETAI LS - 4
GLENWOOD PARK
LYING IN SEC 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, OKEECHOBEE CITY, FLORIDA
NEWLII�ES
ID
ANn CONSHI I AIN I b LLC cc
STEVEN L. DOBBS, P.E. PROJECT NO. FL22024
DRAWN BY J M
SCALE AS SHOWN
DATE 2023-03-24
FLORIDA CERTIFICATE OF AUTHORIZATION NO. 00029206 DATE
STEVEN L. DOBBS ENGINEERING, LLC SHEET
1062 JAKES WAY OKEECHOBEE, FL 34974, PHONE (863) 824-7644 C603 OF 19
C)
z z
W 4,-4„
Lu W
W
och 3-0
z o
W
w
W Ln
Cf) X GRATE -A
w `, 2" CL.
�I{�> J
N 18„
00
52F
BOLTS EYE
INDEX SEE
201
#4 BARS @ 12"0 WEEPHOLE
12" CTRS. W/ROCK/FILTER
SECTION FABRIC
RECOMMENDED MAXIMUM PIPE SIZE:
3'-0" WALL-24" PIPE
PIPE
I
3'-4" 2 1 „
2
1 5 1 5"
C� 2„ ? 2„
O O
O O
O O
O O
O �O
O O
O O I
O O �
O O
O O
O O
O O
O O
3'- 4
APPROX. WEIGHT 465 LBS.
3'-4"
Lnp
PIPE N _
rnl0
`�_ co @
w
0 Cn
a Ir
w
m m
N �
N N
STRAIGHT BARS 2"X 4"
RETICULINE BARS 1 4"X6"
BANDS 1 2"X4"
APPROX. WEIGHT 215 LBS.
NOTES:
1) STEEL GRATES ARE REQUIRED ON INLETS 2) ALL INLETS WILL BE CAST TO PROVIDE A 18"
WITH TRAVERSABLE SLOTS AND ON INLETS SUMP BELOW LOWEST CULVERT INVERT
WHERE BICYCLE TRAFFIC IS ANTICIPATED.
PRE -CAST TYPE ' E' CATCH BASIN oNI
T Q FL DR 6
T c niF7\nn in�c
01-19-20231 REVISED PLANS PER TRC MEETING SLD PDC
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE,
IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND
IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADOPTION BY STEVEN L. DOBBS,
P.E., SHALL BE WITHOUT LIABILITY TO NEWLINES ENGINEERING do SURVEY AND STEVEN L. DOBBS ENGINEERING, LLC.
ALL CONCRETE
TO BE CLASS
'B' 3500 PSI
(UNLESS OTHERWISE NOTED)
MINOR SUBDIVISION PLAN
DETAI LS - 4
GLENWOOD PARK
LYING IN SEC 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, OKEECHOBEE CITY, FLORIDA
NEWLII�ES
ID
ANn CONSHI I AIN I b LLC cc
STEVEN L. DOBBS, P.E. PROJECT NO. FL22024
DRAWN BY J M
SCALE AS SHOWN
DATE 2023-03-24
FLORIDA CERTIFICATE OF AUTHORIZATION NO. 00029206 DATE
STEVEN L. DOBBS ENGINEERING, LLC SHEET
1062 JAKES WAY OKEECHOBEE, FL 34974, PHONE (863) 824-7644 C603 OF 19
STRAIGHT BARS 2"X 4"
RETICULINE BARS 1 4"X6"
BANDS 1 2"X4"
APPROX. WEIGHT 215 LBS.
NOTES:
1) STEEL GRATES ARE REQUIRED ON INLETS 2) ALL INLETS WILL BE CAST TO PROVIDE A 18"
WITH TRAVERSABLE SLOTS AND ON INLETS SUMP BELOW LOWEST CULVERT INVERT
WHERE BICYCLE TRAFFIC IS ANTICIPATED.
PRE -CAST TYPE ' E' CATCH BASIN oNI
T Q FL DR 6
T c niF7\nn in�c
01-19-20231 REVISED PLANS PER TRC MEETING SLD PDC
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE,
IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND
IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADOPTION BY STEVEN L. DOBBS,
P.E., SHALL BE WITHOUT LIABILITY TO NEWLINES ENGINEERING do SURVEY AND STEVEN L. DOBBS ENGINEERING, LLC.
ALL CONCRETE
TO BE CLASS
'B' 3500 PSI
(UNLESS OTHERWISE NOTED)
MINOR SUBDIVISION PLAN
DETAI LS - 4
GLENWOOD PARK
LYING IN SEC 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, OKEECHOBEE CITY, FLORIDA
NEWLII�ES
ID
ANn CONSHI I AIN I b LLC cc
STEVEN L. DOBBS, P.E. PROJECT NO. FL22024
DRAWN BY J M
SCALE AS SHOWN
DATE 2023-03-24
FLORIDA CERTIFICATE OF AUTHORIZATION NO. 00029206 DATE
STEVEN L. DOBBS ENGINEERING, LLC SHEET
1062 JAKES WAY OKEECHOBEE, FL 34974, PHONE (863) 824-7644 C603 OF 19
PAVEMENT -
(FOR PAVED AREA)
N
CAST IRON, ROADWAY TYPE,
EXTENSION VALVE BOX
(INSIDE SCREW)
C.I. COVER
CONCRETE VALVE PAD
FINISHED GRADE (FOR
\�\ NON —PAVED AREA)
COMPACTED
EARTH
3" PVC W/THREADED PVC
INVERTED KEY PLUG (FLUSH)
--TWO (2) PAIRS OF INSULATED METALLIC
10 GAUGE SOLID COPPER WIRE (TYP.)
EACH PAIR HEADING ON OPPOSITE
DIRECTIONS
PRESSURE MAIN
DUCT TAPE (5 PER
PIPE LENGTH)
1. ALL PVC PIPE SHALL REQUIRE TWO PAIRS OF INSULATED METALLIC LOCATING WIRES (10 GAUGE SOLID
COPPER) TAPED WITH 2" WIDE DUCT TAPE TO TOP CENTERLINE OF THE PIPE AT EVERY JOINT AND AT 4
ADDITIONAL EQUALLY SPACED POINTS PER LENGTH OF PIPE.
2. LOCATING WIRES TO TERMINATE ON EACH END AT A VALVE BOX, 4" ABOVE GROUND AND FOLDED BACK
INSIDE VALVE BOX.
3. LOCATING WIRES SHALL BE CAPABLE OF DETECTION BY A CABLE LOCATOR AND PASS A FIELD
CONDUCTIVITY TEST, OBSERVED BY THE O.U.A., FROM END TO END OF WIRES.
4. SPLICES SHALL BE CAPABLE OF COMPLETE SUBMERSION, SUCH AS BUTT SPLICE WITH RAYCHEM HEAT
SHRINK TUBING.
5. NO MORE THAN ONE SPLICE IN LOCATING WIRES BETWEEN VALVES IS ALLOWED.
6. PROVIDE POTTING COMPOUND AT TRACER WIRE JUNCTIONS AND SPLICES.
7. THE ENDS OF ALL LOCATING WIRES, WHETHER THEY ARE SPLICED, CONNECTED, OR TERMINATED, SHALL
HAVE THE LAST THREE INCHES PIG TAILED AS DETAILED HEREON.
4" WARNING TAPE
METALLIC
LOCATING WIRE FINISHED GRADE
18" Z
IMUM)
1" MAX
PVC PRESSURE MAIN
PVC PIPE LOCATING WIRE
PIG TAIL WIRE AFTER
PASSING THROUGH
#10 THW LOCATING SPLIT BOLT
WIRE (SOLID COPPER 4" MIN.
WIRE WITH BLUE COATING) j— —
�`2')
y
4" MIN. 1 /4" X 3/4" SPLIT BOLT
LOCATING WIRE DETAIL
LOCATION WIRE DETAILS FOR ALL ROAD CROSSINGS AND BORES
* CONTRACTOR TO FIELD VERIFY
VALVE VAULT COVER
CENTERED OVER
VALVE/FITTINGS
3 #4 AT 4" O.C. EACH
SIDE OF OPENING
# 4 AT 8"
O.C. E.W. (MIN.)
* FINISH GRADE EL. °
X
Qz �
�7i --
8" TYP.
�� (MIN.) °
LIQUID LEVEL CONTROL CABLES
TO BE IN ONE CONDUIT, PUMP
POWER CABLES TO BE IN NON —SHRINK GROUT (TYP.)
SEPARATE CONDUITS SEALED IN # 5 AT 8" O.C. E.W.
WETWELL T.& B.(MIN.) 2 #5 AT 4" O.C. EACH
SIDE OF OPENING
2 #4 AT 4" O.C. EACH 3 #5 AT 4" O.C.
SIDE OF OPENING EACH SIDE OF
6' CHAIN LINK FENCE (10 GAUGE CHAIN LINK) w/ 3
STRANDS OF BARBED WIRE REQ'D AT TOP OF FENCE
40' MIN.
LIGHT POLE
W/ AREA LIGHT
X X X X
DISCONNECT SWITCH & METER
CONTROL PANEL WATER SERVICE
ANTENNA &
RTU PANEL 5'_0"
x MIN. x o
TYP.
PLUG W/2" z v VENT w/ FIBERGLASS
HOLE AND z o INSECT SCREEN
o S PLUG _j
Y 10' WIDE COMPACTED
60 0 w SHELLROCK ACCESS ROAD
0- x z �z x
z z
wow w /
LL 0~ z 2" PVC
� 1 1
N J �
FORCE MAIN 1 1 /2 BACKFLOW PREVENTER
z
3" O.D. G.S.P.
(CORNER POST)J� R/W LINE
WATER METER
PLAN
NOTES:
1. TERMINAL END SHALL BE MECHANICALLY RESTRAINED IN ACCORDANCE WITH QUA STANDARD DETAILS.
THE NUMBER OF PIPE LENGTHS TO BE RESTRAINED SHALL BE IN ACCORDANCE WITH THE
RESTRAINED JOINT TABLES.
2. SEE D9 FOR BLOW —OFF DETAILS.
QUA 417
4" HDPE or PVC VENT w/STANILESS STEEL
INSECT SCREEN FLANGED RETURN ELL
OPENING Q0
8" (MIN.) WETWELL COVER
ELEV. 26.0'
ARV TO BE INSTALLED
OUTSIDE VALVE VAULT
GAGE TOJ B. 316 °S.S. DRESSER COCK
COUPLING OR W/ CHECK CABLE
)�0018PIECK VALVE 2'-0" Q HOLDERS
_ (2 REQ'D.)
8" (MIN.) Lr
BOTTOM SECTION AND "/-.M
BASE SLAB TO BE
MONOLITHICALLY POURED
& SLOPE TO DRAIN
Std. A.C.I. 90° HOOK---Z__l
4"x4" CONCRETE SUPPORT
AT ALL GATE VALVES (MIN.)
A.C.I. 90` HOOK (TYP.)
# 4 AT 6" O.C. E.W.
1 —#4 BAR w/ Std.
NOTES:
1. THE INTERIOR OF THE WET WELL, INCLUDING
THE UNDERSIDE OF THE TOP SLAB, SHALL BE
COATED WITH SEWPERCOAT OR REZCLAD AS PER
MANUFACTURES RECOMMENDATIONS. THE
EXTERIOR OF THE WET WELL INCLUDING THE
OUTSIDE BOTTOM FOR PRE —CAST WET WELL AND
THE INTERIOR AND EXTERIOR OF THE VALVE
VAULT SHALL BE COATED AS REQUIRED FOR
MANHOLES WITH COAL TAR EPDXY, EXCLUDING
THE ABOVE GROUND EXTERIOR PORTION OF
EITHER THE WET WELL AND VALVE VAULT. EACH
COAT OF THE COAL TAR EPDXY OR APPROVED
EQUAL SHALL BE A DIFFERENT COLOR WITH THE
FINAL COAT BLACK WITH MINIMUM DRY FILM
THICKNESS OF 8 MILS PER COAT
2. ALL DIP, FITTINGS, NUTS & BOLTS TO BE WIRE
BRUSHED & FREE OF DEBRIS BEFORE
INSTALLATION. AFTER INSTALLATION THEY SHALL
BE COATED AS PER NOTE 1 ABOVE.
3. TYPE II CEMENT WITH A MIN. COMPRESSIVE
STRENGTH OF 4,000 PSI AT 28 DAYS SHALL BE
USED FOR WETWELL CONSTRUCTION.
4. ALL BRACKETS, HOLDERS AND RAILS TO BE
STAINLESS STEEL (TYPE 316)
5. VALVE VAULT & WETWELL SHALL HAVE ALUMINUM
HEAVY DUTY FRAME & COVER WITH SLAM LOCKS
EACH LID. INCLUDE HASP AND STAPLE FOR
PADLOCK.
G.V.
GROUT
12" (MIN.)
2" PVC DRAIN w/ TRAP
316 S.S. SUPPORT
ELEV. 18.7' LAG PUMP ON
-LEV. 18.2' LEAD PUMP ON
ELEV. 17.2' BOTH PUMPS OF
ALSO ALTERNATE LEAD/
LAG SEQUENCE
0
POWER
JSABLE 8" MIN.-
316 S S.
GUIDE RAILS
INV. EL. 19.70
C-0"II MIN.
°II 1
o
O 18'
12" (MIN.)
PRECAST WET WELL
SECTION A.S.T.M. C-478
LATEST REVISION
2-8' WIDE GATES
(CENTERED ON WETWELL)
NOTES
d_7_—TO MAIN
4" O.D. G.S.P.
GATE POST
1. FENCED AREA SHALL BE LAID WITH A MINIMUM OF 6" OF 3/4 " WASHED ROCK.
2. INFLUENT MAIN SHALL BE CLEAR OF PANEL AND VAULT.
3. PLAN MAY VARY BASED UPON SPECIFIC SITE REQUIREMENTS UPON APPROVAL FROM QUA
4. EMERGENCY PUMP OUT TO BE OUTSIDE VALVE PIT STUBBED UP 3' ABOVE GROUND (SEE DETAIL D-46)
TERMINAL END DETAIL I o/c5 QUA #7c� TYPICAL LIFT STATION LAYOUT (WITHIN EASEMENT) 110/c5 I QUA #All c5I
LINFLUENT
(18 L.F. OF D.I.P. OR PVC MIN.
° RAMNEK JOINTS (TYPICAL)
LIQUID LEVEL
SENSORS AS REQ'D.
#5 AT 6" O.C. (MIN.)
#5 AT 9" O.C. (MIN.) w/
12", Std. A.C.I. 90° HOOK
ELEV. 14.7" ° L_
4" CLEAR
*
ooda� 4" CLJA:/ GRAVEL odor
po o'o0 0 ° o0 0
oo°� o°� e e o000 0
0080 oa ao Ooo o e o$°o oo 000000000 o=p8=o oo0000
316 S.S. ANCHOR AS REQUIRED # 5 AT 6" O.C.E.W. (MIN.)
BY PUMP MANUFACTURER BOTTOM RISER SECTION AND BASE SLAB
TO BE MONOLITHICALLY POURED
6. PUMPS SHALL BE FLYGT, EMU OR ABS & OPERATE
PER THE QUA REQUIREMENTS AND SHALL BE
SELECTED SO THE MOTORS SHALL NOT BE
OVERLOADED ALONG THE ENTIRE EXTENT OF THE
PUMP CURVE.
7. SAFETY GRATE HATCH SHALL BE PROVIDED FOR ALL
WETWELL COVERS.
TYPICAL LIFT STATION (SECTION)
# 5 AT 12" 0.C.E.W.
*8. ENGINEER SHALL CARRY OUT BUOYANCY
CALCULATIONS TO DETERMINE REQUIRED BASE
THICKNESS. CALCULATIONS SHALL BE PROVIDED TO
O.U.A. WITH SHOP DRAWINGS SUBMITTAL.
01/23 1 QUA #37
SPOOL PIECE W/ DRESSER
COUPLING BETWEEN OS & Y
VALVE AND CHECK VALVE
12"-18"
GATE VALVE w/
HANDWHEEL (TYP.)
ALUMINUM DOUBLE DOOR ACCESS FRAME &
COVER TO BE CENTERED OVER CHECK
VALVE AND GATE VALVE
8" TYP. I
CONCRETE VALVE VAULT
ARV VENT
EMERGENCY PUMP
CONNECTION (SEE
DETAIL)
CAMLOCK FITTING
CHECK VALVE w/ OUTSIDE WEIGHT & LEVER
(TYPICAL)
HDPE UP TO
UNIFLANGE (TYP.)
12" MIN.
ALUMINUM DOOR ACCESS FRAME & COVER
CABLE HOLDER
,<_,--ADD SAFETY GRATE HATCH
CONCRETE WETWELL
WO
HDPE or PVC
7(D
VENT w/ STAINLESS
FLOOR DRAIN * STEEL INSECT SCREEN
12"-18TO WELL *
SPOOL
PIECE
GAUGE COCKS * w
(TYP. OF 2)* J
v
o
I I
1' MIN. gCHECK VALVE w/ OUTSIDE, 2 #4 BARS 3'-0" TOP & BOTTOM
(TYPICAL, WETWELL & VALVE VAULT)
WEIGHT & LEVER (TYPICAL) NON —SHRINK GROUT (TYPICAL)
GATE VALVE
FORCE MAIN
w/ HANDWHEEL (TYP.)
INFLUENT
NOTE:
ALL PIPING & FITTINGS IN WETWELL &
VALVE VAULT SHALL BE HDPE.
* PER PUMP MANUFACTURER RECOMMENDATIONS TO SUIT PIPE AND VALVE SIZES
AS APPROVED BY THE OUA.—MIN 9'x9' MINIMUM 12" CLEARANCE BETWEEN GAUGE
COCKS/ ARV AND SIDEWALLS
1^0/ 15 QUA # c6
TYPICAL LIFT STATION (PLAN)
DETAILS INCLUDED IN THIS MINIMUM STANDARDS BOOK ARE FOR DUPLEX LIFT STATIONS.
TRIPLEX LIFT STATIONS AND LARGER DESIGNS WILL REQUIRE PRIOR APPROVAL BY O.U.A.
LIFT STATIONS DESIGNED FOR A MOBILE GENERATOR SET—UP WILL INCLUDE EMERGENCY CONTROL
BREAKER, GENERATOR RECEPTACLE
LIFT STATIONS DESIGNED FOR A STATIONARY GENERATOR WILL NOT HAVE AN EMERGENCY CONTROL
BREAKER, GENERATOR RECEPTACLE AND WILL ALSO INCLUDE A AUTOMATIC TRANSFER SWITCH
ENGINEER/CONTRACTOR TO CONFIRM PUMP CABLE SIZE, CONDUIT SIZE AND NUMBER OF CONDUITS TO
ACCOMMODATE ALL WIRING FOR PUMPS, PANEL, JUNCTION BOX, AND TO INCLUDE A SPARE
01-19-20231 REVISED PLANS PER TRC MEETING I SLD PDC
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE,
IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND
IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADOPTION BY STEVEN L. DOBBS,
P.E., SHALL BE WITHOUT LIABILITY TO NEWLINES ENGINEERING do SURVEY AND STEVEN L. DOBBS ENGINEERING, LLC.
GENERAL NOTES FOR DUPLEX/TRIPLEX
LIFT STAT I 0 N S
I 10/15 I QUA #341
ALL CONCRETE
TO BE CLASS
B' 3500 PSI
(UNLESS OTHERWISE NOTED)
MINOR SUBDIVISION PLAN
DETAILS — 5
GLENWOOD PARK
LYING IN SEC 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, OKEECHOBEE CITY, FLORIDA
JDNEWLII�ES
ANn CONSHI I AIN I b LLC cc
STEVEN L. DOBBS, P.E. PROJECT NO. FL22024
DRAWN BY J M
SCALE AS SHOWN
DATE 2023-03-24
FLORIDA CERTIFICATE OF AUTHORIZATION NO. 00029206 DATE
STEVEN L. DOBBS ENGINEERING, LLC SHEET
1062 JAKES WAY OKEECHOBEE, FL 34974, PHONE (863) 824-7644 C604 OF 19
MATCHLINE SHEET C301
MATCHLINE SEE SHEET C302
NE 5TH STREET
NE 4TH STREET
GRAPHIC SCALE
20 0 10 20 40 80
x
LEGEND
PROPOSED PALM TREE (13 PROVIDED)
PROPOSED TREE (10 PROVIDED)
PROPOSED SHRUB (174 PROVIDED)
EXISTING PALM TREE TO REMAIN (3 TOTAL) -
EXISTING TREE TO REMAIN (52 TOTAL)
EXISTING PINE TREE TO REMAIN (5 TOTAL)
NOTE
1. THERE ARE EXISTING TREES ONSITE THAT WILL MEET SOME OF THE LANDSCAPING
REQUIREMENT. SINCE THERE IS NOT A TREE SURVEY, THIS WILL BE FIELD ADJUSTED.
2. THIS PLAN FOR SITE APPROVAL AND ONLY INDICATES THE LOCATION AND TYPE OF PROPOSED
LANDSCAPING. THE SELECTED PLANT TO BE INSTALLED WILL HAVE TO MEET THE CITY OF
OKEECHOBEE'S DIVISION 4 LANDSCAPE CODE FOR TYPE AND SIZE OF PLANTS INSTALLED.
3. THE NORTH PARCEL HAS ALREADY BEEN THROUGH SITE PLAN AND WAS PREVIOUSLY
APPROVED AND CERTIFIED PRIOR TO CERTIFICATE OF OCCUPANCY FOR THE LATEST CITY OF
OKEECHOBEE TRC APPROVAL.
4. CONSIDERATION WILL BE MADE TO PROTECT THE OVERHEAD UTILITY LINES FROM MATURE
TREE GROWTH.
5. PLANTINGS WILL BE ELECTED FROM SOUTH FLORIDA WATER MANAGEMENT DISTRICT'S
XERISCAPE PLAN GUIDE, WITH AT LEAST 75% OF THE TOTAL REQUIRED PLANS BEING NATIVE
VERY DROUGHT TOLERANT SPECIES AS LISTED IN THAT PLANT GUIDE.
6. TREES SHALL BE AT LEAST 10' HIGH AND 2" DIAMETER MEASURED 4' ABOVE GROUND LEVEL
AT THE TIME OF PLANTING.
7.LANDSCAPE AREAS WILL BE MULCH AROUND TREES AND SHRUBS.
8. FOR A DIVERSITY OF PLANTINGS, CABBAGE PALM (CAULIS PALMA) AND PINDO PALM (PINDO
PALMA) WILL BE USE IN PLACES OTHER THAN DESCRIBE BELOW:
a. FOR TREES UNDER POWER LINES, SILVER BUTTONWOOD (ARGENTUM BUTTONWOOD), AND
CRAPE MYRTLE (CRAPE MYTUS) WILL BE USED.
b. FOR SHADE IN THE PARKING AREAS, LIVE OAK (VIVAMUS QUERCUS), BLACK OLIVE (OLIVAE
NIGRAE) OR GREEN BUTTONWOOD (GREEN BUTTONWOOD) WILL BE USED.
9. FOR LANDSCAPING COVERAGE USE STENOTAPHRUM SECUNDATUM "FLORATAM" GRASS.
KEY MAP
SCALE: 1:250
LANDSCAPING REQUIREMENTS
TREES
SHRUBS
1 TREE AND 3 SHRUBS FOR EVERY 3,000 SF OF LOT AREA —
90,1 69 SF
30
90
AT LEAST 1 TREE AND 3 SHRUBS FOR EACH 300 SF OF
REQUIRED LANDSCAPED BUFFER
270 LF OF NON —DRIVEWAY FRONTAGE ON NE 5TH ST FOR 10'
BUFFER REQUIRES 2,700 SF OF LANDSCAPED AREA
9
27
220 LF OF NON —DRIVEWAY FRONTAGE ON NE 3RD AVE FOR 10'
BUFFER REQUIRES 2,200 SF OF LANDSCAPED AREA
7
22
270 LF OF NON —DRIVEWAY FRONTAGE ON NE 4TH FOR 10'
BUFFER REQUIRES 2,700 SF OF LANDSCAPED AREA
9
27
300 LF OF FRONTAGE ON NE 2ND AVE FOR 10' BUFFER
REQUIRES 3,000 SF OF LANDSCAPE AREA
10
30
18 SF OF LANDSCAPING FOR EVERY PARKING SPACE — 1 TREE
AND 3 SHRUBS FOR EVERY 72 SF OF LANDSCAPING — 50
15
45
PROPOSED PARKING SPACES
LANDSCAPE ISLANDS MIN 5' X 150 EVERY 10 SPACES MA.
UNINTERRUPTED SPACES 12
MULTIFAMILY TWO TO FOUR BEDROOMS (3 TREES PER UNIT) —
22 UNITS
70
210
MULTIFAMILY ONE BEDROOM (2 TREES PER UNIT)
0
0
TOTAL:
30
90
NOTES: LANDSCAPING REQUIREMENT WILL REQUIRE MINIMUM
LANDSCAPING BASED ON 1 TREE AND 3 SHRUBS FOR EVERY
3,000 SF OF LOT AREA
( IN FEET )
1 inch = 20 ft.
MATCHLINE SEE SHEET C301
MATCHLINE SHEET C302
NE 3RD STREET
NE 4TH STREET
GRAPHIC SCALE
20 0 10 20 40 80
Z
m
Tw
N
v
D
m
Z
C
m
A
LEGEND
PROPOSED PALM TREE (27 PROVIDED)
�6) PROPOSED TREE (13 PROVIDED)
0 PROPOSED SHRUB (166 PROVIDED)
EXISTING PALM TREE TO REMAIN (2 TOTAL)
EXISTING TREE TO REMAIN (11 TOTAL)
EXISTING PINE TREE TO REMAIN (1 TOTAL)
NOTE
1. THERE ARE EXISTING TREES ONSITE THAT WILL MEET SOME OF THE LANDSCAPING
REQUIREMENT. SINCE THERE IS NOT A TREE SURVEY, THIS WILL BE FIELD ADJUSTED.
2. THIS PLAN FOR SITE APPROVAL AND ONLY INDICATES THE LOCATION AND TYPE OF PROPOSED
LANDSCAPING. THE SELECTED PLANT TO BE INSTALLED WILL HAVE TO MEET THE CITY OF
OKEECHOBEE'S DIVISION 4 LANDSCAPE CODE FOR TYPE AND SIZE OF PLANTS INSTALLED.
3. THE NORTH PARCEL HAS ALREADY BEEN THROUGH SITE PLAN AND WAS PREVIOUSLY
APPROVED AND CERTIFIED PRIOR TO CERTIFICATE OF OCCUPANCY FOR THE LATEST CITY OF
OKEECHOBEE TRC APPROVAL.
4. CONSIDERATION WILL BE MADE TO PROTECT THE OVERHEAD UTILITY LINES FROM MATURE
TREE GROWTH.
5. PLANTINGS WILL BE ELECTED FROM SOUTH FLORIDA WATER MANAGEMENT DISTRICT'S
XERISCAPE PLAN GUIDE, WITH AT LEAST 75% OF THE TOTAL REQUIRED PLANS BEING NATIVE
VERY DROUGHT TOLERANT SPECIES AS LISTED IN THAT PLANT GUIDE.
6. TREES SHALL BE AT LEAST 10' HIGH AND 2" DIAMETER MEASURED 4' ABOVE GROUND LEVEL
AT THE TIME OF PLANTING.
7.LANDSCAPE AREAS WILL BE MULCH AROUND TREES AND SHRUBS.
8. FOR A DIVERSITY OF PLANTINGS, CABBAGE PALM (CAULIS PALMA) AND PINDO PALM (PINDO
PALMA) WILL BE USE IN PLACES OTHER THAN DESCRIBE BELOW:
a. FOR TREES UNDER POWER LINES, SILVER BUTTONWOOD (ARGENTUM BUTTONWOOD), AND
CRAPE MYRTLE (CRAPE MYTUS) WILL BE USED.
b. FOR SHADE IN THE PARKING AREAS, LIVE OAK (VIVAMUS QUERCUS), BLACK OLIVE (OLIVAE
NIGRAE) OR GREEN BUTTONWOOD (GREEN BUTTONWOOD) WILL BE USED.
9. FOR LANDSCAPING COVERAGE USE STENOTAPHRUM SECUNDATUM "FLORATAM" GRASS.
KEY MAP
SCALE: 1:250
LANDSCAPING REQUIREMENTS
TREES
SHRUBS
1 TREE AND 3 SHRUBS FOR EVERY 3,000 SF OF LOT AREA —
94,525 SF
32
96
AT LEAST 1 TREE AND 3 SHRUBS FOR EACH 300 SF OF
REQUIRED LANDSCAPED BUFFER
270 LF OF NON —DRIVEWAY FRONTAGE ON NE 5TH ST FOR 10'
BUFFER REQUIRES 2,700 SF OF LANDSCAPED AREA
9
27
220 LF OF NON —DRIVEWAY FRONTAGE ON NE 3RD AVE FOR 10'
BUFFER REQUIRES 2,200 SF OF LANDSCAPED AREA
10
30
270 LF OF NON —DRIVEWAY FRONTAGE ON NE 4TH FOR 10'
BUFFER REQUIRES 2,700 SF OF LANDSCAPED AREA
9
27
300 LF OF FRONTAGE ON NE 2ND AVE FOR 10' BUFFER
REQUIRES 3,000 SF OF LANDSCAPE AREA
7
22
18 SF OF LANDSCAPING FOR EVERY PARKING SPACE — 1 TREE
AND 3 SHRUBS FOR EVERY 72 SF OF LANDSCAPING — 50
15
45
PROPOSED PARKING SPACES
LANDSCAPE ISLANDS MIN 5' X 150 EVERY 10 SPACES MA.
UNINTERRUPTED SPACES 12
MULTIFAMILY TWO TO FOUR BEDROOMS (3 TREES PER UNIT) —
70
210
22 UNITS
MULTIFAMILY ONE BEDROOM (2 TREES PER UNIT)
0
0
TOTAL:
32
96
NOTES: LANDSCAPING REQUIREMENT WILL REQUIRE MINIMUM
LANDSCAPING BASED ON 1 TREE AND 3 SHRUBS FOR EVERY
3,000 SF OF LOT AREA
( IN FEET )
1 inch = 20 ft.
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INDIO