HomeMy WebLinkAboutUS 301 Pretty Pond RdNOTE: CONTRACTOR SHALL COMPLY WITH
OSHA'S STANDARDS 29 CFR PART 1926,
SUBPART CC FOR VERTICAL AND
HORIZONTAL CLEARANCES TO THE
OVERHEAD DISTRIBUTION AND
TRANSMISSION POWER LINES.
FDOT DATA.-
RT./LT. RDWY. / SR 39 / US 301 (GALL BOULEVARD) / MP 7.362-7.419 / 45 MPH
HWY SEGMENT #14-050-0000
(PERMIT NO. 2021-A-798-00003/2021-D-798-00003
APPLICANT: SCOTT K. STANNARD, P.E. (AGENT FOR MQ. DEVELOPMENT)
LOCATION: 7553 GALL BOULEVARD, ZEPHYRHILLS, FL 33541
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PROPERTY OWNER/DEVELOPER:
WILSON DEVELOPMENT GROUP, LLC
3715 NORTHSIDE PKWY N.W.
BUILDING 400, SUITE 515
ATLANTA, GA 30327
PROPERTY LOCATION:
NW CORNER OF PRETTY POND ROAD AND GALL BLVD
SIZE: 8.56 ACRES
PARCEL ID:
34-25-21-0010-04900-0000
34-25-21-0010-05000-0010
34-25-21-0010-06300-0010
34-25-21-0010-06400-0000
LEGAL DESCRIPTION:
SEE BOUNDARY SURVEY
PROPERTY ZONING:
C-2 COMMUNITY COMMERCIAL
BUILDING SETBACK REQUIREMENTS
FRONT: 30 FT
SIDE: 0 FT
REAR: 20 FT
PROPERTY USE
EXISTING
PROPOSED
USE: VACANT
RETAIL
MAXIMUM BUILDING HEIGHT
ALLOWED
PROPOSED
HEIGHT: 30 FT
30 FT
FLOOD ZONE:
THIS PROPERTY LIES IN FLOOD ZONE & 11AE" EL. 120.8 AS PER FEMA
FLOOD INSURANCE RATE MAP; COMMUNITY PANEL NO. 12101CO289F,
DATED 09/26114. THE PORTION OF THE REMAINDER LIES IN ZONE X
ENGINEER:
QC55
Commercial Site Solutions, Inc.
ENGINEERING • 1.AN17SCAPF: ARC1117'r-(7S
402 EAST I S-I' AVENU F 21704 STA'm ROAD 54
EASLEY, SC 29640 LUTTZ, FL 33549
864-85 - 200 S 13-885-2032
SITE DEVELOPMENT PLANS bp z"�'
US 301 AT PRETTY POND ROAD
ZEPHYRHILLS,
TRACT 64
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AGENCY AND UTILITY CONTACTS CONTACT LIST DRAWING LIST SHEET
CITY PLANNING DEPARTMENT:
5335 8th STREET
ZEPHYRHILLS, FL 33542
PHONE: (813) 780-0006
CONTACT: TODD VANDE BERG, DIR
EMAIL:
CITY UTILITIES DEPARTMENT:
39825 ALSTON AVENUE
ZEPHYRHILLS, FL 33542
CONTACT: JOHN BOSTIC
PHONE: (813) 780-0029
EMAIL:
***CAUTION***
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CITY BUILDING DEPARTMENT:
5335 8th STREET
ZEPHYRHILLS, FL 33542
PHONE: (813) 780-0020
CONTACT: BILL BURGESS, BLDG. OFFICIAL.
EMAIL. -
CITY FIRE DEPARTMENT:
FIRE STATION No. 1
6907 DAIRY ROAD
ZEPHYRHILLS, FL 33542
CONTACT: DANIEL SPILLMAN, FIRE CHIEF
PHONE: (813) 780-0041
EMAIL_
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PROJECT LOCATION
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GENERAL NOTES:
1 _ INFORMATION CONCERNING UNDERGROUND UTILITIES WAS OBTAINED FROM AVAILABLE RECORDS
AND FIELD CONDITIONS WHEN POSSIBLE, BUT THE CONTRACTOR MUST DETERMINE THE EXACT
LOCATION AND ELEVATION OF ALL EXISTING UTILITIES BY DIGGING TEST PITS BY HAND AT ALL UTILITY
CROSSINGS WELL IN ADVANCE OF TRENCHING. IF THE CLEARANCES ARE LESS THAN SPECIFIED ON THE
PLANS OR 12", WHICHEVER IS LESS, CONTACT COMMERCIAL SITE SOLUTIONS, INC. (813-885-2032) AND
OWNER PRIOR TO PROCEEDING WITH CONSTRUCTION.
2. THE CONTRACTOR SHALL INCLUDE IN HIS CONTRACT PRICE THE REMOVAL AND DISPOSAL OF ANY
EXCESS TOPSOIL HE DETERMINES IS NOT REQUIRED TO PERFORM THE FINAL GRADING AND
LANDSCAPING OPERATION,
3. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND IMPLEMENTATION OF ALL
REQUIRED/NECESSARY SHEETING, SHORING, AND SPECIAL EXCAVATION MEASURES REQUIRED ON THE
PROJECT TO MEET OSHA, FEDERAL, STATE AND LOCAL REGULATIONS PURSUANT TO THE INSTALLATION
OF THE WORK INDICATED ON THE DRAWINGS. OWNER AND COMMERCIAL SITE SOLUTIONS, INC. ACCEPT
NO RESPONSIBILITY FOR THE DESIGN TO INSTALL SAID ITEMS.
4. CALL FLORIDA ONE CALL: UTILITY LOCATOR SERVICE 72 HOURS IN ADVANCE OF DIGGING AT
1-800-432-4770.
5. ALL WORK SHALL CONFORM TO THE CITY OF ZEPHYRHILLS STANDARDS AND SPECIFICATIONS.
6, ALL CURB/HANDICAP RAMP DESIGNS SHALL CONFORM TO ADA OR THE CITY OF ZEPHYRHILLS
STANDARDS, WHICHEVER IS MORE RESTRICTIVE.
7. PRE -CAST DRAINAGE AND SANITARY SEWER STRUCTURES HAVE BEEN SPECIFIED ON THE PLANS.
OWNER AND COMMERCIAL SITE SOLUTIONS, INC., HOWEVER, ASSUME NO RESPONSIBILITY FOR THESE
STRUCTURES AS FIELD CONDITIONS DURING CONSTRUCTION OFTEN DICTATE MINOR ELEVATION
ADJUSTMENTS. THE CONTRACTOR ASSUMES ALL RESPONSIBILITY AND EXPENSE FOR MODIFYING THESE
STRUCTURES TO ACCOMMODATE THESE FIELD ADJUSTMENTS.
8. THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE DAILY RECORD KEEPING OF THE
AS -BUILT CONDITION OF ALL OF THE UNDERGROUND UTILITIES, CONSTRUCTION STAKEOUT ASSOCIATED
WITH THE PROJECT, PREPARATION OF THE NECESSARY/REQUIRED AS -BUILT WATER AND SEWER PLANS
TO BE SUBMITTED TO THE CITY OF ZEPHYRHILLS AND/OR THE FLORIDA DEPARTMENT OF
ENVIRONMENTAL PROTECTION, AND ALL OTHER INFORMATION REQUIRED IN CONNECTION WITH
OBTAINING PERMITS TO OPERATE AND RELEASE OF BONDS.
9. ALL WATER LINE AND SEWER LINE INSTALLATION SHALL CONFORM TO THE STANDARDS AND DETAILS
OF THE CITY OF ZEPHYRHILLS AND THE FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION
CONSTRUCTION PERMIT.
10. A COPY OF THE FINANCIAL RESPONSIBILITY FORM AND THE STORM WATER POLLUTION PREVENTION
PLAN MUST BE KEPT ON THE WORK SITE AND SHOWN UPON REQUEST.
11. THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE ALL MATERIAL AND LABOR ASSOCIATED
WITH THE TESTING OF THE WATER AND SEWER LINES REQUIRED BY THE CITY OF ZEPHYRHILLS PUBLIC
WORKS DEPARTMENT AND/OR FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION.
12. THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE ANY DE -WATERING NECESSARY TO
CONSTRUCT THE PROJECT AS SHOWN ON THE PLANS, INCLUDING PERMITTING PRICE.
13. SEDIMENT CONTROL MEASURES MUST BE INSPECTED AND MAINTAINED REGULARLY TO INSURE THAT
THE INTENDED PURPOSES ARE ACCOMPLISHED.
OWNER/DEVELOPER: WLN ZEPHYRHILLS, LLC
CONTACT: KEVIN FRAZIER
3715 NORTHSIDE PARKWAY NW
BUILDING 400, SUITE 515
ATLANTA, GA 30327
PHONE: (404) 228-4364
EMAIL:
ENGINEER: COMMERCIAL SITE SOLUTIONS. INC.
CONTACT: SCOTT STANNARD, PE
21764 STATE ROAD 54
LUTZ, FL 33549
PHONE: (813) 885-2032
EMAIL: sstannard@css-eng_cam
14. ALL DRAINAGE STRUCTURES MUST MEET FDOT AND THE CITY OF ZEPHYRHILLS STANDARD
SPECIFICATIONS.
15. ALL SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROVIDED SITE WORK
SPECIFICATIONS. CONTRACTOR IS RESPONSIBLE FOR TRAFFIC CONTROL WITHIN RIGHT OF WAY. THIS
IS TO BE DONE IN ACCORDANCE WITH M.U_T.C.D.
16. CONTRACTOR SHALL BE RESPONSIBLE FOR RAZING AND REMOVAL OF THE EXISTING STRUCTURES,
RELATED UTILITIES, PAVING, UNDERGROUND STORAGE TANKS AND ANY OTHER EXISTING
IMPROVEMENTS AS NOTED. (BY OTHERS)
17. CONTRACTOR IS TO REMOVE AND DISPOSE OF ALL DEBRIS, RUBBISH AND OTHER MATERIALS
RESULTING FROM PREVIOUS AND CURRENT DEMOLITION OPERATIONS. DISPOSAL WILL BE IN
ACCORDANCE WITH ALL LOCAL, STATE AND/OR FEDERAL REGULATIONS GOVERNING SUCH OPERATIONS.
(BY OTHERS)
18. THE GENERAL CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR AND SHALL TAKE ALL
PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE
CONSTRUCTION PHASES OF THIS PROJECT.
19. ANY/ALL CONSTRUCTION WITHIN STATE HIGHWAY DEPARTMENT RIGHT-OF-WAY SHALL BE
COORDINATED WITH THE HIGHWAY DEPARTMENT RESIDENT MAINTENANCE ENGINEER.
20. ALL SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE SPECIFICATIONS OF THE
RELEVANT UTILITY COMPANY OR REGULATORY AUTHORITY, AND THE SPECIFICATIONS FOR THE
CONSTRUCTION OF THEEXISTING IMPROVEMENTS WHICH ARE BEING ALTERED OR REPLACED.
CONTRACTOR SHALL CONTACT THE ENGINEER FOR SPECIFICATION SECTIONS FOR ITEMS SUCH AS
LANDSCAPING AND IRRIGATION THAT ARE AFFECTED BY THE WORK BUT NOT COMPLETELY DETAILED OR
SPECIFIED ON THESE PLANS.
WARRANTY/DISCLAIMER:
THE DESIGNS REPRESENTED IN THESE PLANS ARE IN ACCORDANCE WITH ESTABLISHED
PRACTICES OF CIVIL ENGINEERING FOR THE DESIGN FUNCTIONS AND USES INTENDED BY
THE OWNER AT THIS TIME. HOWEVER, NEITHER THE ENGINEER NOR ITS PERSONNEL CAN
OR DO WARRANT THESE DESIGNS OR PLANS AS CONSTRUCTED EXCEPT IN THE SPECIFIC
CASES WHERE THE ENGINEER INSPECTS AND CONTROLS THE PHYSICAL CONSTRUCTION
ON A CONTEMPORARY BASIS AT THE SITE.
SAFETY NOTICE TO CONTRACTOR:
IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE
CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS OF
THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING
PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT
BE LIMITED TO NORMAL WORKING HOURS. ANY CONSTRUCTION OBSERVATION BY THE
ENGINEER OF THE CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW
OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES, IN, ON OR NEAR THE
CONSTRUCTION SITE.
COVER SHEET
C-1.0
GENERAL NOTES
C-1.1
EXISTING CONDITIONS
C--2.0
DEMOLITION PLAN
C-3.0
SITE PLAN
C-4.0
TRUCK TURNING PLAN
C-4.1
SITE DETAILS
C-5.0, 5.1, 5.2, 5.3
GRADING PLAN
C-6.0
STORM DRAIN PROFILES
C-6.1, 6.2
STORM DRAIN DETAILS
C-7.0
GRADING & SECTIONS
C-8.0, 8.1
SWPP PLAN
C-9.0
EROSION CONTROL PLAN PHASE 1
C-9.1
EROSION CONTROL PLAN PHASE II
C-9.2
EROSION CONTROL DETAILS
C-10.0, 10A, 10.2
UTILITY PLAN
C-11.0
UTILITY CROSSING DETAILS
C-11.1
UTILITY DETAILS
C-12.0, 12.1, 12.2, 12.3. 12.4
LIFT STATION DETAILS
C-12.5
TURN LANE DEMOLITION
C-13.0
TURN LANE STRIPING & STAKING
C-13.1
TURNLANE GRADING PLAN
C-13.2
TURN LANE UTILITY PLAN
C-13.3
TURN LANE SECTIONS
C-1 3.4,13.5,13.6
LANDSCAPE PLAN
L-1.0
LANDSCAPE DETAILS
L-2.0
IRRIGATION PLAN
IR-1
IRRIGATION DETAILS
IR-2
REV ISIONS/SUBNil TT S.
01 /15/20 - ISSUED FOR PERMITS
03/30/21 - SWFWMD/FDOT RESUBMITTAL
04/28/21 - FDOT RESUBMITTAL
05/14/21 - CITY OF ZEPHYRHILLS RESUBMITTAL
OWNER/DEVELOPER:
WLN ZEPHYRHILLS, LLC
3715 NORTHSIDE PKWY NW
BUILDING 400, SUITE 515
ATLANTA, GA 30327
PH: (404) 228-4364
CONTACT: KEVIN FRAZIER
GENERAL DEMOLITION NOTES
A. CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF THE EXISTING
ITEMS AS SHOWN AND ANY OTHER EXISTING IMPROVEMENTS AS
NOTED, SUCH THAT THE IMPROVEMENTS SHOWN ON THE
REMAINING PLANS CAN BE CONSTRUCTED.
B. CONTRACTOR IS TO REMOVE AND DISPOSE OF ALL DEBRIS, RUBBISH
AND OTHER MATERIALS RESULTING FROM PREVIOUS AND CURRENT
DEMOLITION OPERATIONS, DISPOSAL WILL BE IN ACCORDANCE WITH
ALL LOCAL, STATE AND/OR FEDERAL REGULATIONS GOVERNING
SUCH OPERATIONS. THE CONTRACTOR IS RESPONSIBLE FOR
OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION AND
DISPOSAL.
C. THE GENERAL CONTRACTOR SHALL TAKE ALL PRECAUTIONS
NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT
PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS
PROJECT. THE CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE
FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING
DURING THE CONSTRUCTION PHASES OF THIS PROJECT.
D. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE
LOCATION ANDIOR ELEVATION OF EXISTING UTILITIES AS SHOWN ON
THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY
COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE
FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT
OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE
UTILITY COMPANY AT LEAST 72 HOURS BEFORE ANY EXCAVATION
TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IF CLEARANCES
ARE LESS THAN SPECIFIED ON THE PLAN OR TWELVE INCHES (12"),
WHICHEVER IS LESS, CONTACT THE DESIGN ENGINEER AND THE
OWNER PRIOR TO PROCEEDING WITH CONSTRUCTION.
E. IF DEMOLITION OR CONSTRUCTION ON SITE WILL INTERFERE WITH
THE ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE
CONTRACTOR SHALL COORDINATE WITH THE ADJACENT PROPERTY
OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY
RE-ROUTING OF TRAFFIC IS TO BE ACCOMPLISHED BY USING DOT
APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES.
TEMPORARY SIGNAGE AND FLAGMEN MAY BE ALSO NECESSARY.
F. INTERRUPTION OF POWER TO ANY STREET LIGHT POLES OR SIGNS
SHALL NOT EXCEED 24 HOURS.
G. THE CONTRACTOR SHALL MAINTAIN ALL SANITARY SEWER
SERVICES TO ANY "UPSTREAM" FACILITIES AT ALL TIMES. SANITARY
SEWER SERVICES SHALL NOT BE INTERRUPTED AT ANY TIME
DURING CONSTRUCTION ACTIVITIES.
H. ALL EXISTING SEWERS, PIPING AND UTILITIES SHOWN ARE NOT TO
BE INTERPRETED AS THE EXACT LOCATION, OR AS THE ONLY
OBSTACLES THAT MAY OCCUR ON THE SITE, VERIFY EXISTING
CONDITIONS AND PROCEED WITH CAUTION AROUND ANY
ANTICIPATED FEATURES. GIVE NOTICE TO ALL UTILITY COMPANIES
REGARDING DESTRUCTION AND REMOVAL OF ALL SERVICE LINES
AND CAP ALL LINES BEFORE PROCEEDING WITH THE WORK. THE
CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANY
CONCERNING PORTIONS OF WORK WHICH MAY BE PERFORMED BY
THE UTILITY COMPANY'S FORCES AND ANY FEES WHICH ARE TO BE
PAID TO
THE UTILITY
ILiTY COMPANY FOR THEIR V SER ICES. THE
CONTRACTOR IS RESPONSIBLE FOR PAYING ALL FEES AND
CHARGES. UTILITIES DETERMINED TO BE ABANDONED AND LEFT IN
PLACE SHALL BE GROUTED IF UNDER BUILDING.
1. CONTRACTOR MUST PROTECT THE PUBLIC AT ALL TIMES WITH
FENCING, BARRICADES, ENCLOSURES, ETC., TO THE BEST
PRACTICES AND APPROVED BY OWNER/DEVELOPER
CONSTRUCTION MANAGER.
J PRIOR TO DEMOLITION OCCURRING, ALL EROSION CONTROL
DEVICES ARE TO BE INSTALLED. REFER TO EROSION CONTROL
PLAN,
K. CONTRACTOR IS TO ENSURE NO DISTURBANCE OCCURS BEYOND
THE LIMITS SHOWN ON THIS PLAN.
GENERAL SITE NOTES
A. ALL DIMENSIONS SHOWN ARE TO THE FACE OF CURB UNLESS
OTHERWISE NOTED.
B. UNLESS OTHERWISE SHOWN, CALLED OUT OR SPECIFIED HEREON
ALL CURBING ADJACENT TO CONCRETE PAVING SHALL BE 6"
INTEGRAL CURBING. CURB AND GUTTER NEXT TO ASPHALT SHALL
BE TYPE 'D' CURB AND GUTTER.
C. DEMOLITION OF EXISTING PAVEMENT AND UTILITIES IS A PART OF
THIS CONSTRUCTION PACKAGE. THE CONTRACTOR SHALL TAKE ALL
NECESSARY PRECAUTIONS AND STEPS TO INSURE THAT ALL
ADJOINING PROPERTIES ARE PROTECTED FROM DAMAGE AND TO
INSURE THAT ALL ADJOINING PROPERTIES RETAIN ALL UTILITY
SERVICES DURING THE DURATION OF THE CONSTRUCTION.
D. IF DEMOLITION OR CONSTRUCTION ON SITE WILL INTERFERE WITH
THE ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE
CONTRACTOR SHALL COORDINATE WITH THE ADJACENT PROPERTY
OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY
RE-ROUTING OF TRAFFIC IS TO BE ACCOMPLISHED BY USING DOT
APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES.
TEMPORARY SIGNAGE AND FLAGMEN MAY BE ALSO NECESSARY.
E. CONTRACTOR TO PROTECT ALL EXISTING LANDSCAPE NOTED TO BE
SAVED.
F. ALL SLOPES AND AREAS DISTURBED BY CONSTRUCTION SHALL BE
GRADED SMOOTH AND FOUR INCHES OF TOPSOIL APPLIED. IF
ADEQUATE TOPSOIL IS NOT AVAILABLE ON SITE, THE CONTRACTOR
SHALL PROVIDE TOPSOIL, APPROVED BY THE OWNER, AS NEEDED.
THE AREA SHALL THEN BE SEEDED/SODDED, FERTILIZED, MULCHED,
WATERED AND MAINTAINED UNTIL HARDY GRASS GROWTH IS
ESTABLISHED IN ALL AREAS. ANY AREAS DISTURBED FOR ANY
REASON PRIOR TO FINAL ACCEPTANCE OF THE PROJECT SHALL BE
CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE
OWNER,
G. THE PROPOSED ON -SITE STORMWATER POND WILL SERVE THE
ENTIRE DEVELOPMENT PROPERTY.
H. THE LOCATION OF THE CONSTRUCTION FENCE ON THE DRAWINGS IS
FOR GRAPHICAL REPRESENTATION ONLY. THE CONTRACTOR IS TO
ENSURE THAT THE CONSTRUCTION FENCE ENCOMPASSES THE
ENTIRE WORK AREA.
1. ALL DIMENSIONS, UNLESS OTHERWISE NOTED, ARE TO FACE OF
CURB, OUTSIDE FACE OF BUILDING (BLOCK), OR CENTERLINE OF
PARKING BAY. REFER TO ARCHITECTURAL PLANS FOR EXACT
LOCATIONS OF ALL ENTRY/EXIT PORCHES AND PRECISE BUILDING
DIMENSIONS.
J. UNLESS OTHERWISE NOTED, ON -SITE PAVEMENT SHALL BE
STANDARD DUTY ASPHALT.
K. ALL HANDICAP SPACES ARE TO RECEIVE A HANDICAP SIGN AND
SYMBOL PAINTED ON THE ASPHALT. STALL(S) ADJACENT TO THE
FIVE (5') FOOT STRIPED AISLES ARE TO RECEIVE A "VAN
ACCESSIBLE" SIGN IN ADDITION TO THE ABOVE. STRIPING TO BE
BLUE.
L. STOP SIGNS SHALL MEET THE CRITERIA OF THE FLORIDA
DEPARTMENT OF TRANSPORTATION AND MANUAL ON UNIFORM
TRAFFIC CONTROL DEVICES,
M. THE EARTHWORK FOR ALL BUILDING FOUNDATIONS AND SLABS
SHALL BE IN ACCORDANCE WITH ARCHITECTURAL BUILDING PLANS
AND SPECIFICATIONS.
N. THE GENERAL CONTRACTOR IS TO COORDINATE WITH THE
APPROPRIATE UTILITY COMPANIES PRIOR TO CONSTRUCTION,
ADJUSTMENT, OR RELOCATION OF EXISTING UTILITIES AS
DESIGNATED ON THE PLANS.
4. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING DAMAGE TO
ANY EXISTING ITEM DURING CONSTRUCTION SUCH AS, BUT NOT
LIMITED TO, DRAINAGE, UTILITIES, PAVEMENT, STRIPING, CURB, ETC.
REPAIRS SHALL BE EQUAL TO OR BETTER THAN EXISTING
CONDITIONS. THE CONTRACTOR IS RESPONSIBLE TO DOCUMENT
ALL EXISTING DAMAGE AND NOTIFY CONSTRUCTION MANAGER
PRIOR TO CONSTRUCTION START.
GENERAL SITE GRADING NOTES
1. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING
STRUCTURES INCLUDING REMOVAL OF ANY EXISTING UTILITIES
SERVING THE STRUCTURE. UTILITIES ARE TO BE REMOVED TO THE
RIGHT-OF-WAY.
2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE
LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN
ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY
COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE
FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT
OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE
UTILITY COMPANIES AT LEAST 72 HOURS BEFORE ANY EXCAVATION
TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING
UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS
SHOWN ON THE PLANS.
3, ALL CUT OR FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS
OTHERWISE NOTED.
4. PRECAST STRUCTURES MAY BE USED AT CONTRACTORS OPTION.
5. STORM PIPE SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED:
TYPE 1: RCP, CLASS ill PER ASTM C-76, WITH FLEXIBLE PLASTIC
BITUMEN GASKETS AT JOINTS, UNLESS OTHERWISE NOTED
6. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED
AS NEEDED, AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE
ALL SILT AND DEBRIS.
7. EXISTING GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT
INTERVALS.
8. PROPOSED GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT
INTERVALS.
9. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING
CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY
TO REPAIR AND/OR REPLACE THE EXISTING STRUCTURE AS
NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER.
10. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO
ASSURE CONNECTION AT STRUCTURE IS WATERTIGHT.
11. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH
WITH PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING &
COVERS. MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH
GRADE LIDS SHALL BE LABELED "STORM SEWER".
1 HE T A TER & CONDITIONS AS
2, T CONTRACTOR SHALL ADHERE TO ALL MS C N
OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR STORMWATER
DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES.
13. CONTRACTOR SHALL ADJUST AND/OR CUT EXISTING PAVEMENT AS
NECESSARY TO ASSURE A SMOOTH FIT AND CONTINUOUS GRADE.
14. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM
BUILDINGS FOR ALL NATURAL AND PAVED AREAS.
15. TOPOGRAPHIC INFORMATION TAKEN FROM A TOPOGRAPHIC
SURVEY BY TERRAMETRIX, LLC, IF CONTRACTOR DOES NOT ACCEPT
EXISTING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT
EXCEPTION, HE SHALL HAVE MADE, AT HIS EXPENSE, A
TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND
SUBMIT IT TO THE OWNER FOR REVIEW.
16. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION
SHALL RECEIVE 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPLY
STAKED SOD TO ALL SLOPES 3H:1V OR STEEPER. CONTRACTOR
SHALL GRASS DISTURBED AREAS IN ACCORDANCE WITH STATE
SPECIFICATIONS UNTIL A HEALTHY STAND OF GRASS IS OBTAINED.
IF ADEQUATE TOPSOIL IS NOT AVAILABLE ON SITE THE
CONTRACTOR SHALL PROVIDE TOPSOIL, APPROVED BY THE OWNER,
AS NEEDED.
17, CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING
CODES AND BE CONSTRUCTED TO SAME.
18. ALL STORM STRUCTURES SHALL HAVE A SMOOTH UNIFORM POURED
MORTAR INVERT FROM INVERT IN TO INVERT OUT.
19. CATCH BASINS, MANHOLES, FRAMES, GRATES, SHALL MEET THE
REQUIREMENTS OF THE LATEST EDITION OF THE FLORIDA
DEPARTMENT OF TRANSPORTATION STANDARD PLANS FOR
CONSTRUCTION AND THE CITY OF ZEPHYRHILLS REQUIREMENTS.
20. THE CONTRACTOR SHALL REFER TO THE ARCHITECTURAL PLANS
FOR THE EXACT NUMBER, SIZE AND LOCATION OF ANY ROOF
DRAINS.
21. INFORMATION CONCERNING UNDERGROUND UTILITIES WAS
OBTAINED FROM AVAILABLE RECORDS AND FIELD LOCATIONS WHEN
POSSIBLE, BUT THE CONTRACTOR MUST DETERMINE THE EXACT
LOCATION AND ELEVATION OF ALL EXISTING UTILITIES BY DIGGING
TEST PITS BY HAND AT ALL CROSSINGS WELL IN ADVANCE OF
TRENCHING. IF CLEARANCES ARE LESS THAN SPECIFIED ON THE
PLAN OR TWELVE INCHES (12"), WHICHEVER IS LESS, CONTACT THE
DESIGN ENGINEER AND THE OWNER PRIOR TO PROCEEDING WITH
CONSTRUCTION,
22. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND
IMPLEMENTATION OF ALL SHEETING, SHORING, BRACING, AND
SPECIAL EXCAVATION MEASURES REQUIRED TO MEET OSHA,
FEDERAL, STATE, AND LOCAL REGULATIONS PURSUANT TO THE
INSTALLATION OF ALL WORK INDICATED ON THESE DRAWINGS. THE
OWNER AND THE DESIGN ENGINEER ACCEPT NO RESPONSIBILITY
FOR THE DESIGNS TO INSTALL SAID ITEMS.
23. PRECAST DRAINAGE STRUCTURES HAVE BEEN SPECIFIED ON THE
PLANS. THE OWNER AND THE ENGINEER, HOWEVER, ASSUME NO
RESPONSIBILITY FOR THESE STRUCTURES, AS FIELD CONDITIONS
OFTEN DICTATE MINOR ELEVATION ADJUSTMENTS. THE
CONTRACTOR ASSUMES ALL RESPONSIBILITY AND EXPENSE FOR
MODIFYING THE PRECAST STRUCTURES TO ACCOMMODATE FIELD
REVISIONS.
24_ ALL SLOPES 3:1 AND STEEPER ARE TO RECEIVE STAKED SOD.
25. ALL GRADING OPERATIONS, EXCAVATIONS, FILL, COMPACTION
TESTING AND BACKFILL SHALL BE OBSERVED AND TESTED BY A
QUALIFIED GEOTECHNICAL ENGINEER. THE GEOTECHNICAL
ENGINEER SHALL BE DESIGNATED BY AND PAID FOR BY THE OWNER.
26. NO FILL SHALL BE PLACED PRIOR TO APPROVAL OF THE SUBGRADE
BY THE GEOTECHNICAL ENGINEER.
2T COMPACTION SHALL BE DONE IN ACCORDANCE WITH ALDI'S
REQUIREMENTS AND THE ON -SITE GEOTECHNICAL ENGINEER'S
RECOMMENDATIONS.
28. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY ADDITIONAL
COSTS INCURRED FOR INSPECTION AND TESTING OF SOILS DUE TO
FAILURE TO COMPLY WITH THE MINIMUM REQUIREMENTS OF THE
SOILS REPORT.
29. ALL GRADING OPERATIONS SHALL BE STAKED BY A LICENSED LAND
SURVEYOR PROVIDED BY THE CONTRACTOR AND APPROVED BY
THE OWNER.
30. UPON COMPLETION OF THE GRADING, THE GEOTECHNICAL
ENGINEER SHALL PROVIDE OWNER WITH A LETTER INDICATING
THAT THE SITE AND BUILDING PAD WERE PREPARED IN DIRECT
CONFORMANCE WITH THE RECOMMENDATIONS AND CONCLUSIONS
IN THE SOILS REPORT.
31. CROSS -SLOPE THROUGH STRIPED AREA LEADING TO PUBLIC
SIDEWALK SHALL NOT EXCEED 2.0%.
32. NO EXPOSED FOOTINGS SHALL BE ALLOWED.
UTILITY NOTES
1. ALL SEWER CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE
STANDARDS AND SPECIFICATIONS OF THE STATE OF FLORIDA AND
THE CITY OF ZEPHYRHILLS UTILITIES.
2. WATER LINES SHALL BE INSTALLED WITH A MINIMUM OF 36" OF
COVER UNLESS OTHERWISE NOTED. ALL WATER CONSTRUCTION
SHALL BE IN ACCORDANCE WITH THE STANDARDS AND
SPECIFICATIONS OF THE CITY OF ZEPHYRHILLS UTILITIES.
3. VALVES SHALL BE RESILIENT SEAT GATE VALVES, DIRECT BURY
WITH A VALVE BOX (AWWA C509).
4. 6" WATER LINE ON -SITE SHALL BE C900 RATED PVC. ALL SERVICE
LINES LESS THAN 3" IN DIAMETER SHALL BE PE.
5. SEWER LINES (INCLUDING LATERALS) SHALL BE POLYVINYL
CHLORIDE (PVC) SDR 26 PER ASTM D-3034.
6. SEWER CLEANOUTS SHALL BE IN ACCORDANCE WITH THE CITY OF
ZEPHYRHILLS UTILITIES DETAILS AND SPECIFICATIONS.
7. THE CONTRACTOR SHALL REFER TO THE ARCHITECTURAL PLANS
FOR EXACT UTILITY EXIT POINTS, EXIT PORCHES, ETC.
8. INFORMATION CONCERNING UNDERGROUND UTILITIES WAS
OBTAINED FROM AVAILABLE RECORDS AND FIELD LOCATIONS
WHEN POSSIBLE, BUT THE CONTRACTOR MUST DETERMINE THE
EXACT LOCATION BY DIGGING TEST PITS BY HAND AT ALL UTILITY
CROSSINGS WELL IN ADVANCE OF TRENCHING. IF CLEARANCES
ARE LESS THAN SPECIFIED ON THE PLAN OR 12", WHICHEVER IS
LESS, CONTACT THE DESIGN ENGINEER PRIOR TO PROCEEDING
WITH CONSTRUCTION.
9. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED
BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE
PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION
AND/OR FINAL CONNECTION OF SERVICES,
10. A MINIMUM OF 10 FEET HORIZONTAL SEPARATION MUST BE
MAINTAINED BETWEEN WATER AND SEWER LINES. THE VERTICAL
SEPARATION IS TO BE A MINIMUM OF 18".
11. REFER TO THE PHOTOMETRIC AND ARCHITECTURAL PLANS FOR
SITE LIGHTING ELECTRICAL DESIGN AND LAYOUT.
12. ALL SITEWORK SHALL MEET OR EXCEED THE CITY OF ZEPHYRHILLS
STANDARDS AND THE SITEWORK SPECIFICATIONS.
13. CONTRACTOR TO PROVIDE ALL TRENCHING, BACKFILLING, &
INSTALL ALL ELECTRICAL CONDUITS TO UTILITY COMPANY
SPECIFICATIONS.
14. LOCATION OF SITE UTILITIES SHALL BE VERIFIED BY GENERAL
CONTRACTOR & THE PROPER UTILITY {COMPANY PROVIDING
SERVICE.
15. GENERAL CONTRACTOR SHALL PROVIDE CONCRETE APRON AT ALL
CLEANOUTS OUTSIDE OF BUILDING PER CITY OF ZEPHYRHILLS
STANDARD DETAIL S-14.
16. GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR ALL TAP AND
TIE ON FEES REQUIRED, AS WELL AS COST OF UNDERGROUND
SERVICE CONNECTIONS TO THE BUILDING,
17. ELECTRICAL SERVICE TO PAD MOUNTED TRANSFORMER SHALL BE
RUN UNDERGROUND, FROM ROAD RIGHT-OF-WAY TO BUILDING.
ASSOCIATED MATERIALS AND COST BY GENERAL CONTRACTOR.
18. ALL ELECTRIC AND TELEPHONE EXTENSIONS INCLUDING SERVICE
LINE SHALL BE CONSTRUCTED TO THE APPROPRIATE UTILITY
COMPANY SPECIFICATIONS. ALL UTILITYDISCONNECTIONS SHALL
BE COORDINATED WITH THE DESIGNATED UTILITY COMPANIES.
19. RESTRAINED JOINTS SHALL BE PROVIDED AT ALL BENDS, TEES, AND
FIRE HYDRANTS.
20. DIMENSIONS SHOWN ARE TO CENTERLINE OF PIPE OR FITTING.
21. ALL TRENCHING, PIPE LAYING, AND BACKFILLING SHALL BE IN
ACCORDANCE WITH FEDERAL OSHA REGULATIONS.
22. GENERAL CONTRACTOR SHALL HAVE APPROVAL OF ALL GOVERNING
AGENCIES HAVING JURISDICTION OVER THIS SYSTEM PRIOR TO
INSTALLATION.
BROOKESVILLE OPERATIONS GENERAL NOTES:
1. ALL WORK PERFORMED IN THE DEPARTMENTS RIGHT OF WAY
SHALL BE DONE IN ACCORDANCE WITH THE MOST CURRENT
EDITIONS OF:
A. F.D.O.T. STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE
CONSTRUCTION.
B. F.D_O.T. DESIGN STANDARDS FOR DESIGN, CONSTRUCTION;
MAINTENANCE AND UTILITY OPERATIONS ON THE STATE HIGHWAY
SYSTEM.
C. F.D.O.T. ROADWAY PLANS PREPARATION MANUAL VOLUME 1,
CHAPTERS 1, 2, 4, 8, 10, 19 AND/OR 25.
D. F.D.O.T. FLEXIBLE PAVEMENT DESIGN MANUAL FOR NEW
CONSTRUCTION AND PAVEMENT REHABILITATION.
2. ALL AREAS IN THE FOOT RIGHT OF WAY DISTURBED DURING
CONSTRUCTION SHALL BE RESTORED, COMPACTED, SODDED AND
WATERED IN CONFORMANCE WITH THE FDOT STANDARD
SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION,
SECTION 570 AND 981 AND STANDARD PLANS INDEX 570-010,
3. DAYTIME WORK ONLY, BETWEEN THE HOURS OF 9:OOAM AND 3:30
PM, UNLESS OTHERWISE APPROVED BY FDOT FOR NIGHTTIME OR
EXTENDED HOURS. THE F.D.O.T. ENGINEER MUST APPROVE NIGHT
WORK AND LANE CLOSURES AT LEAST 48 HOURS IN ADVANCE. THE
APPLICANT MUST NOTIFY THE FLORIDA DEPARTMENT OF
TRANSPORTATION LOCAL MAINTENANCE OFFICE 48 HOURS IN
ADVANCE OF STARTING ANY PROPOSED WORK. CALL:
BROOKESVILLE OPERATIONS, PERMIT MANAGER, JAMES MEYER @
352-848-2600.
4. ALL TRAFFIC STRIPES AND PAVEMENT MARKINGS ARE TO BE
LEAD-FREE, NON -SOLVENT BASED THERMOPLASTIC. THE
PERMITTEE SHALL FURNISH THE DEPARTMENT WITH THE
MANUFACTURER'S CERTIFICATION THAT THE THERMOPLASTIC IS
"LEAD FREE". REMOVAL OF EXISTING STRIPING SHALL BE DONE BY
MILLING AND RESURFACING OF THE FRICTION/SURFACE COURSE
TO OBLITERATE OBSOLETE PAVEMENT MARKINGS,
5. ALL PROPOSED TRAFFIC SIGNS AND PAVEMENT MARKINGS SHALL
BE IN CONFORMANCE WITH AND CONSTRUCTED TO THE FDOT
DESIGN STANDARDS INDEX SERIES 600 AND 700 SERIES. THE
PROPERTY OWNER MUST MAINTAIN THE TRAFFIC SIGNS AND
MARKINGS FOR THE DRIVEWAY.
6, FOR WORK WITHIN THE FDOT RIGHT-OF-WAY, THE CONTRACTOR
SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN
PREPARED UNDER THE DIRECTION OF AND SIGNED AND SEALED
BY A LICENSED FLORIDA PROFESSIONAL ENGINEER WHO IS
EXPERIENCED IN PREPARING TRAFFIC CONROL PLANS AND WHO IS
CERTIFIED PER FOOT PROCEDURE TOPIC NO.625-010-010. THE
FOOT REQUIRES DOCUMENTATION FOR SUCCESSFUL
COMPLETION OF AN APPROVED WORK ZONE TRAFFIC CONTROL
TRAINING COURSE FOR THE AGENCY, UTILITY OR CONTRACTOR
EMPLOYEE(S) DESIGNING, INSTALLING AND/OR MAINTAINING THE
APPROVED MAINTENANCE OF TRAFFIC PLAN. DOCUMENTATION IS
TO BE FURNISHED TO THE DEPARTMENT AT THE
PRE -CONSTRUCTION MEETING OR BEFORE OCCUPYING STATE
RIGHT-OF-WAY_
7. MAINTENANCE OF TRAFFIC PLAN FOR WORK ZONES SHALL BE IN
CONFORMANCE WITH THE REQUIREMENTS OF FOOT STANDARD
PLANS INDEX 102 AND IMPLEMENTED PER THE SPECIFIC
REQUIREMENTS OF THE CURRENT FDOT STANDARD PLANS INDEX
1025 ER1ESNCUDE INCLUDED WITH THESE PLANS.
D
8, MAINTENANCE OF TRAFFIC PLAN MUST INCLUDE FDOT STANDARD
PLANS INDEX 102-075 PEDESTRIAN CONTROL FOR CLOSURE OF
SIDEWALKS.
9. ALL MATERIALS AND PRODUCTS INSTALLED IN THE FDOT
RIGHT-OF-WAY (INCLUDING TACTILE SURFACES) SHALL BE IN
CONFORMANCE WITH THE FDOTS APPROVED PRODUCTS LIST
(APL), AND THE MATERIALS SOURCE LISTING (TIMBER AND PIPE
etc.).
Issued: Date:
A ISSUED FOR PERMITS 01 /15/21
n CITY OF ,ZEPHYRHILLS RESUB 05/14/21
D
Revisions: Date-
1 SWFWMD RESUBMITTAL 03117/21
7 FDOT RESUBMITTAL 04/22/21
2
R
Scott K. Stannard, P.E.
FL P.E. No. 50565 SEAL
This item has been digitally signed and seated by Scott K.
Stannard. P.E. on the date adjacent to the seal. Printed copies
of this document are not considered signed and sealed and
the signature must be verified on any electronic copies.
Site Engineering • Landscape Architects
Commercial Site Solutions, Inc.
C.O,A NO. 27575
21764 State Road 54
Lutz, FL 33549
(813) 885-2032
www.css-eng.com
ZEPHYRHILLS,
LLC
3715 NORTI ISIDE PKWY NW
BUILDING 4(II). SUITE MI5
ATI.ANTA, GA 30327
PI 1: (404) 225-4364
C'ONTAC1': KEVIN FRAZIL-AZ
Client Name:
MULTI -USE
COMMERCIAL
PRETTY POND RD
US 11IGHWAY 101
AT PRETTY POND
ZEPI IYRHILIS. F1.
PI 1: 404-7:S4-6934
CONt'AC"I': MR. PFIILLIP MORRISSEY
Project Name & Location:
GENERAL
NOTES
Drawing Name -
Date: 11111 /20
Revised: XXX
Drawn: SKS
Checked: SKS
Drawing No.
�Qw
1
REFER TO OFF -SITE ROAD IMPROVEMENTS
FOR WORK WITHIN THE US 301 RIGHT-OF-WAY
C1 COMMERCIAL (WALMART SUPER CENTER)
I
5.0'
.—r--
_r
_.—.—..--w—
----*_--r--■--- -- --wf
— — — — — -
-----r---r---n----_r _rw---o—w----- i—r---
..--s—
—w10' TYPE ABUFFER
I
1
10.0' 1
i
I
LOT 3-1.45
i
i
FUTURE COMMERCIALCn
r
1
`
DEVELOPMENT
" I I
!
j
f I
w'
1A
l I
f
LOT 4 - 0.43
S
I
f I
p
19 UTILITY
2A
FUTURE COMMERCIAL
w
�
L
i
oi
21.5'
I I
z
s
EASEMENT
LOT 1- 2.36 AC
DEVELOPMENT
d
o
I
f
a!
I I
► I
D
;
FUTURE COMMERCIAL
LU
'
Li
(
DEVELOPMENT
30.0'
'-
I
LOT 5 - 0.93
I
I
�
t
'
FUTURE COMMERCIAL
'
,
i
I 0
DEVELOPMENT
1E
I
I
I
�
t
;
i
I
1D
L
t
2ALL
35.0' LOT LINE
TA
I (
I
I
I
11.E
' °
2A
��'`�.
I
10
H
m
LU
HEAVY DUTY ASPHALT PAVING
_'f
R50.0' i
o
TO BE INSTALLED FOR ON -SITE
N
IMPROVEMENTS (TYP)
w
J-
35.0'R
I
I—y
J
(�
2A 10' UTILITY
�
R50.0'
I
r
1
EASEMENT
2A
7A
t
I
PROPOSED RETAINING WALL
4A
i
I
r
TO BE DESIGNED BY OTHERS
6A
��
LOT
6 - 0.98
i
I
Ir
i
RE: GRADING PLAN
t
I
I
I
.-
W'
6A
FUTURE COMMERCIAL
1E
I
I
`�
Lu
2,aL DEVELOPMENT
r
I
1
_
0
262.8'
l
I
0
m
a
I
I
U)
Q
:D
PROPERTY CORNER
***CAUTION***
7K CCACT u
THEY Am La
AVAR awe r
LOCAIM TEE
STA. 110+32.74
EXTEND EXISTING GORE STRIPING
6" DOUBLE YELLOW W/ Y/Y RPMS @ 20 CC
18" YELLOW @ 20' TYP
STA. 110+60.34 / 20.798
END 35' RADIUS
BEGIN 6" WHITE
CONNECTING TO EXISTING
STA. 110+92.12 /
47.127 PROPERTY
LINE CONNECTION
STA. 111+68.30 / 31.050
END 6" WHITE
BEGIN 45' RADIUS
STA. 111+33.92 / 47.023 PROPERTY
LINE CONNECTION
STA, 111+23,69
EXISTING GORE STRIPING TO BE SHORTENED
6" DOUBLE YELLOW W/ Y/Y RPMS @ 20 CC
T PAVED SHOULDER,
FROM OFFSET 28.050
TO 31.050
I 1
I I
I 1
I I
I I
I I
f I
I
I I
I I
PROPOSED PROPERTY LINE AFTER 11.0' ROW
DEDICATION TO CITY OF ZEPHYRHLLS
PROPOSED PROPERTY CORNER
i I STA.. 114+54.47 / 31.050
k BEGIN PAVED
+1sSHOULDER
BEGIN 6" WHITE
IIIIIifiiitltil
TIE -LINE
i S65400'16.30"E / 110.80'
STATIONING TO MATCH
1 FDOT PLANS
LE6ENL)
PROPERTY LINE
HEAVY DUTY ASPHALT PAVEMENT
CONCRETE PAVEMENT / SIDEWALK
NOTE: ALL STRIPING WITHIN FDOT ROW
AND COUNTY ROW TO BE
THERMOPLASTIC PER FDOT
SPECIFICATIONS
NOTE: NO DIRECT ACCESS WILL BE
GIVEN FROM LOTS TO US 301 OR
PRETTY POND ROAD. ALL ACCESS WILL
BE SHARED ALONG CENTRAL DRIVE.
NOTE: ALL FUTURE PARCELS TO PROVIDE
INTERNAL ACCESS BETWEEN ALL
PARCELS PER ADA REQUIREMENTS
PROPERTY OWNERIDEVELOPER:
WILSON DEVELOPMENT GROUP, LLC
3715 NORTHSIDE PKWY N.W.
BUILDING 400, SUITE 515
ATLANTA, GA 30327
PROPERTY LOCATION:
NW CORNER OF PRETTY POND ROAD AND GALL BLVD
SIZE: 8.56 ACRES
PARCEL ID:
34-25-21-0010-04900-0000
34-25-21-0010-05000-0010
34-25-21-0010-06300-0010
34-25-21-0010-06400-0000
LEGAL DESCRIPTION:
SEE BOUNDARY SURVEY
PROPERTY ZONING:
C-2 COMMUNITY COMMERCIAL
BUILDING SETBACK REQUIREMENTS
FRONT: 30 FT
SIDE: 0 FT
REAR: 20 FT
PROPERTY USE'
EXISTING
PROPOSED
USE: VACANT
RETAIL
MAXIMUM BUILDING HEIGHT
ALLOWED
PROPOSED
HEIGHT: 30 FT
30 FT
FLOOD ZONE:
THIS PROPERTY LIES IN FLOOD ZONE & "AE" EL 120-8 AS PER FEMA
FLOOD INSURANCE RATE MAP; COMMUNITY PANEL NO. 12101CO289F,
DATED 09/26114. THE PORTION OF THE REMAINDER LIES IN ZONE X
❑ SITE DETAILS - SEE DETAIL SHEETS
1A 6" CONCRETE CURB
1 B CONCRETE SIDEWALK PER FDOT STANDARD PLANS INDEX. 522-001
1C CONCRETE STEPS PER FDOT STANDARD PLANS INDEX 400-021
1 D 17'x10' REST AREA W/ BENCH AND BIKE RACK
1 E 10' ASPHALT SHARED USE PATH (RE: OFF -SITE ROAD PLANS)
2A TRANSITION TO TEMPORARY 4" ASPHALT CURB
4A CONCRETE UTILITY PAD
5A 3 FOOT TRANSITION FROM 0" TO 6" CURB
6A 6.0' HIGH TYPE B FENCE PER FDOT STANARD PLANS INDEX 550-002. POND
FENCE SHALL BE BLACK OR GREEN VINYL COATED
7A CURB RAMP TYPE CR-E PER FDOT STANDARD PLANS INDEX 522-002
78 CURB RAMP TYPE CR-F PER FDOT STANDARD PLANS INDEX 522-002
8A SPECIAL EMPHASIS CROSSWALK PER FDOT STANDARD PLANS INDEX 711-001
30, U
25 LF OF DOUBLE YELLOW LANE
STRIPING PER FDOT INDEX 711-001
SPECIAL EMPHASIS CROSSWALK
IF PER FDOT INDEX 711-001
24" STOP BAR PER FDOT
INDEX 711-001
0
6
C'" 7A
PROPOSED 5' SIDEWALK
36" STOP SIGN PER —~—�
FDOT STANDARD `r
DETAILS -a
7A
PROPOSED 5'
SIDEWALK
0
PROPOSED 3' PAVED
�— SHOULDER ON
WESTBOUND LANE
EXISTING STRIPING ALONG
PRETTY POND ROAD TO REMAIN
PRETTY POND ROAD ACCESS
SCALE 1 ":20'
Issued: Date:
A ISSUED FOR PERMITS 01 /15/21
Ii CITY OF ZEPHYRHILLS RESUB 05/14121
Revisions: Date:
1 SWF'IP,lMD RESUBMITTAL 03/17/21
2 FDOT RESUBMITTAL 04/22/21
El
N
I
0 40 80 120
SCALE 1" = 40'
Scott K. Stannard, P.E.
FL P.E. No. 50565 SEAL
This item has been digitally signed and sealed by Scott K.
Stannard, P.E. on the date adjacent to the seal. Printed copies
of this document are not considered signed and sealed and
the signature must be verified on any electronic copies.
C:
Site Engineering - Landscape Architects
Commercial Site Solutions, Inc.
C.O.A NO. 27575
21764 State Road 54
Lutz, FL 33549
(813) 885-2032
www.Gss-eng.com
WLN
ZEPHYRHILLS,
LLC
3715 NORTHSIDN PKWY NW
BUILDING 400, SLiI'I'L 515
A"CLAN"I :A, GA 303,27
PH: (404) "128-4364
CONTAUF: KEVIN F AZIE R
Client Name:
MULTI -USE
COMMERCIAL
PRETTY POND RD
LJS HIGHWAY 301
A'I' PRE'I7Y POND
Zl PHYRfflLL.S. FL
PI It 404-754-6934
C`ON'I`AC'I MR. PHIL.LII' MORRISSE Y
Project Name & Location:
SITE PLAN
Drawing Name:
Date:
11 /11 /20
Revised:
xxx
Drawn:
SKS
Checked:
SKS
Drawing No.
C-4.0
NOTE:
CROSS SLOPES ON ALL SIDEWALKS AND t
ADA CROSSINGS SHALL NOT EXCEED 2.0%. �
l o
C1 COMMERCIAL (WALMART SUPER CENTER)
I
I
1
4 - - w - - - - - s - - - - - u - � - - � w - - - - - - - s �. - - - - - - _ - - � � �. � w � r r r �. � s .ram r r . r i - r � r - r r t � � w � _ r a � � �
1 - ! I
131
127
129 I i I 1
PROPOSED PAD I I
t FFE = 128.50
I
r�
� 11,
I 128.50
128.50 , i I
" I I
129.00
s o t r ... y.. -i- 1
21 ' i i 1 1
DITCH PAVEMENT AND SODDING
I
PER FOOT PLANS INDEX 524-001 I I
128.00 � � EXTEND EXISTING (2) 30" RCP DRAIN
0
15 LF AND CONSTRUCT END WALL
12810
PER FOOT PLANS INDEX 430-030
rx , 128
W i H
I M PROPOSED PAD I I
M I FFE = 131.00 f I !
1A
t 1C Q 1B I I
' 129.51
W 40
i ( 128.,.. 8.50 y I € I
' W -4 I
t
ME ME
o t I REFER TO SHEET C-13.0, 13.1, AND
IPROPOSED. PAD i I 1213.2 FOR OFF -SITE ROAD
t t FFE = 129.00 9 N I N ! IMPROVEMENT PLANS
tt1 I
10 \14 128.50 N I
t 2G �i 129.00
129.10 � 5A I
I
129.10 �- 129.35JD I ff I
Y� I Z t 129.55 / _ 2F - " "' Lu;-128.89 - - - - - ?29`
i 129.40 i 128.42 Oi 129.19 128.44
129 129
------ 1 8.86, 9 128.50 129.00 '
RIDGE
1
i29 `2E 129 -2
I I
129.75 t 12 00 127.91 I 1 I
T&7 12 .00 5B j l
i �
28.30
TB-6 PROPOSED PAD ,
1 E " 128.25 1 D 128.25 2C ^tig FFE = 129.50 129.90
T1W-130 0 t 2B I
B1W-124.0 3B TB-1 ! I
2D_____________w_ __� _________W_-____ _____ �_- _ _ _----_---_
129.50 RIDGE LINE , I I
TRANSITION TO 124NL
I I
129.0 T1W HEIGHT IML CS TA -130.01
T/W-129.0 __ _____
BNV--124.0 I --- 11s =- - ---
I - 11s__ -1 I 129.20 I I
13A _----------- - - - ---2A
1 1------------------ II I I I I
I ---------------- I I I II --- 103------------ I I I I I 1 1 R 4C
bpi
I I! !III PROPOSED STORMWATER POND I I I I 1 30.50 '
/2\ } j I I I TOP OF POND: 130.00 1I I i 1 I
s.c a.a I I III 1 BOTTOM OF POND: 109
t NORMAL POOL: 117.50 I I , 8 I I
j I I I I I 100 YR/24HR STAGING ELEV: 127.56 I 14A I I 48 PROPOSED PAD
I I I I ___1I11 -4 FFE =130.00
1os --- �111 1 1 1 `� t, . V I I
---------------_
I _ _ t i
TRANSITION TO _ - - - - _ - - ---- - - - J
_ -
129.0TNHEIGHT--- REFER TO SHEET C-13.0, 13.1, AND
T/W129.0 ---_ - 115-- ------- - - �.W_ 13.2 FOR OFF -SITE ROAD
^ IMPROVEMENT PLANSBAN-124.0
/1377,80
1
�■rl��� %�_I�IrI■■■r»E� � � ■ � i i �.� ir�Ill�l� _ �►��� a.�
CREW
C-11 129.0 129.50 � 1'*�37.17-
128.0 135.8
0 134.72 134.65 135.27 136.43
PRETTY POND RD
110+00 1.11+00 112+00 113+00 114+00-►
i
***CAUTION***
811: UTILITY LOCATOR SERVICE
3 t)A`rS BEFORE DtGMNG CALL.
ILTOLL FREE 1-{800) 432-4770
OR 811 11
A ONE CALL SYSTEM FOR COMtWNLTY AND JOB SAFETY.
... ...
THE ONDUtGROM UTEFTES SNOMN HAVE EM LOCATED
FROM FIELD 90.fY WOfpt IM AM OnTM DRAYIINOS.
TIE %0tVVMft "ES NO QJARANXE. THAT THE WWEROROU D
MUTIES SHOMN COMPRISE ALL SUCH UIUM 1N 1HE AREA
01NM IN SOMM OR ASANDORM tiff SUtEVE.YOR MY EA DM3
NOT WARRANT THAT THE Iw7trEROROLRJO UIUM 900 ARE N
THE E%ACT LOCAIM INMATFD. AL"" HE ODES C}RTiY IKAT
TNCY ARE LOCATFA AS ACdMIMY AS P09a8LE FROM 6WORHANON
AVAUJAStE. THE SUR\£YOR HAS NOT PIHYSICATJ.Y LOCATED THE
MWERGROUND UTMJTES.
SEASONAL HIGH-WATER TABLE:
BASED ON THE GEOTECHNICAL EXPLORATION REPORT BY
ANDREYEV ENGINEERING, INC., DATED JULY 10, 2019, THE
ESTIMATED SHWT IS GREATER THAN 8.0' BELOW EXISTING
GRADE.
VERTICAL DATUM CONVERSION
PLANS ELEVATIONS REFER TO THE NORTH AMERICAN
VERTICAL DATUM OF 1988 (NAVD1988).
THE CONVERSION FROM THE NORTH AMERICAN VERTICAL
DATUM OF 1988 (NAVD1988) TO THE NATIONAL GEODETIC
VERTICAL DATUM OF 1929 (NGVD1929) IS: ELEVATION IN
NAVD88 PLUS 0.89 FEET_
3' SHOULDER TO HAVE 2.0%D MAX CROSS �`� REF. TO SHEET C-8.0 FOR
SLOPE IN ALL PLACES, REFER TO TYP. PRETTY POND ROAD
DETAIL THIS PAGE SECTIONS
115+00
»,
STORM DRAIN STRUCTURE TABLE
STR.
TYPE
RIM/THROAT ELEV
1A
MITERED END SECTION
118.50
18
MANHOLE
129.00
1 C
MANHOLE
128.40
1 D
MANHOLE
128.75
1 E
MANHOLE
130.50
1 F
FDOT TYPE C INLET
125.70
CS-1
FDOT TYPE C INLET
128,00
2A
MITERED END SECTION
114.00
2B
FDOT TYPE C INLET
128.25
2C
FDOT TYPE C INLET
128.00
2D
FDOT TYPE V INLET
127.95
2E
FDOT TYPE C INLET
128.42
2F
FDOT TYPE C INLET
128A2
2G
FDOT TYPE C INLET
128.50
2H
FDOT TYPE C INLET
127.50
21
FDOT TYPE C INLET
129.00
2J
FDOT TYPE C INLET
128.00
2K
FDOT TYPE C INLET
128.50
2L
FDOT TYPE C INLET
128.44
3A
MITERED END SECTION
114.00
3B
FDOT TYPE C INLET
128.25
4A
MITERED END SECTION
114.00
4B
MANHOLE
130.50
4C
FDOT TYPE C INLET
129.20
5A
MITERED END SECTION
124.00
56
MITERED ENQ SECTION
126.50
STORMDRAIN SCHEDULE
STRUCTURES
SIZE
LENGTH
TYPE
SLOPE
IE DOWN
IE UP
1AT01B
18"
60'
RCP
0.16%
118.50
118.60
1B TO 1C
18"
284'
CPP
0.20%D
118.70
119.34
1 C TO 1 D
18"
250'
CPP
0.20%D
119A4
119.94
1 D TO 1 E
15"
198,
CPP
0.20%D
120.04
120.45
1 E TO 1 F
15"
198,
CPP
0.20%
120.55
120.95
1 D TO CS-1
15"
19
CPP
5.00%
120.55
121.50
2A TO 2B
36'
55'
RCP
7.27%D
114.00
118.00
28 TO 2C
36"
53'
CPP
0.57%
120.00
120.30
2C TO 2D
30"
30'
CPP
0.20%
122,15
122.21
2D TO 2E
30"
55'
CPP
0.20%p
122.31
122.42
2E TO 2F
30"
28'
CPP
0.20%
122.52
122.58
2F TO 2G
30"
51'
CPP
0,20%D
122.68
122.79
2G TO 2H
30"
160'
CPP
0.20%D
122.89
123.21
2H TO 21
24"
51,
CPP
0.20%D
123.31
123.42
2E TO 2K
18"
170'
CPP
0.50%
122.52
123.37
2K TO 2L
18"
33'
CPP
0.50%
123A7
123.64
2J TO 2H
24"
78'
CPP
0.50%
123.31
123.70
3A TO 3B
18"
65'
CPP
9.23%O
114.00
120.00
4A TO 4B
18"
109,
CPP
6-00%
114.0
120.54
4B TO 4C
18"
117'
CPP
0.50%O
123.92
124.50
5A TO 5B
18"
102'
RCP
2.45%g
1 124.00
126-50
Issued: Date:
A ISSUED FOR PERMITS 01/15/21
P CITY OF ZEPHYRHILLS RESUB 05/14/21
Di I
Revisions- Date:
1 SWFWMD RESUBMITTAL 103117/211
'�p FDOT RESUBMITTAL 04/22/21
0
N
I
0 40 80 120
SCALE: 1" = 40'
Scott K. Stannard, P.E
FL P.E. No. 50565 SEAL
This item has been digitally signed and sealed by Scott K.
Stannard, P.E. on the date adjacent to the seal. Printed copies
of this document are not considered signed and sealed and
the signature must be verified can any electronic copies.
Site Engineering - Landscape Architects
Commercial Site Solutions, Inc.
C.O.A NO. 27575
21764 State Road 54
Lutz, FL 33549
(813) 885-2032
www.css-eng.com
WLN
ZEPHYRHILLS,
LLC
371� NOR"l�}-iSiDF:. PKWY NW
BUILDING 4W, SUITE 515
ATLANTA, GA 30327
PH: (404) 27,9 4364
C'ONTAcr: KEVIN FRA7IER
Client Name:
MULTI -USE
COMMERCIAL
PRETTY POND RD
US HIG11WAY 301
AT PRETTY POND
ZEPF-IYRHILL,S, rL
Pl is 404-754-6934
C'ONTAC'T: MR. PI-itl,I.iP MORRISSEY
1 Project Name & Location:
MV07011M
PLAN
Drawing Name:
Date:
11 /11 /20
Revised:
XXX
Drawn.
SKS
Checked:
SKS
Drawing No.
C-6,0
Issued: Date:
A ISSUED FOR PERMITS 01/15/21
P CITY OF ZEPHYRHILLS RESUB 05/14/211
11'PROPOSED
R/W DEDICATION
R/W LINE 36'R/W
PROPOSED R/W VARIES 6.0'UNPAVEDSHOULDER SOD
LINE SOD IF -
3,0' PAVED SHOULDER
1 2.0' 1 15 EX. 4'MEDIAN
_ EX. 11' LANE
3:1 MAX 7�� 1 0.06 .0.02 002 ().02
im MAX - - - - - - -- - - -
- - - - - - - - - - ----------- L
TYPE B STABILZATION
CONCRETE 4-11 MAX LBR 40
SIDEWALK EX, PAVEMENT TO
REMAIN
TYP. SECTION STA. 112+25.00 TO STA. 114+50.00
N.T.S.
148.0
144.0
140.0
136-0
132.0
128.0
148.0
144.0
140-0
136-0
132.0
128.0
PROPOSED 1 1.0'R/W
EX. 36'R/W
3.0'PAVED
E.X.4' MEDIAN SHOULDER 2.0'GRASS
G 1-5' VARIES SHOULDER
L --- -- 0-02 --... 621 0.06
3:1 MA) SLOPE
--- -----
I ------------------ ----------- 0.01
------------------ -------- ---
Ei. PAVEMENT T- IY PE B STABILIZATION
TO REMAIN LBR 40 PROPOSED 5'SI EWALK
6'STABILIZED SOD I 2-0% MAX CROS 3 SLOPE
SHOULDER 4:1 MA)k SLOPE
0+00 0+10 0+20 0+30 0+40 0+50 0+60
PRETTY POND RD. STA 114+00
SCALE: VERT. 1"=2' HORZ. 1"=10'
EX, 36* R/W
3.9 PAVED
9:Y A' hA1=r)1AK1 Z>rIL)ULULK
CA. LANE 11.0'
PROPOSED I 1.0'R[W
VARIES
EX. LANE 11-5'. 6.0-
5.0'
2.0'GRASS
SHOULDER
`:1 tml RAAN SLOPE 0.02 0.0 . 0.()6
--------------- I L ---------------
0.01
------------- I ------ -------------
EPAVEMENT j TYPE B STABILIZATION
TO REMAIN LBR 40 PROPOSED 5'SIDEWALK
6STABILIZED SOD 2.0% MAX CROSS SLOPE
SHOULDER 4:1 MA* SLOPE
0+00 0+10 0+20 0+30 0+40 0+50 0+60
PRETTY POND RD. STA 113+00
SCALE: VERT. I"=2' HORZ. 1"=10'
EX. CHEVRON STRIPING
148.0
EX. LANE VARIES
144.0
140.0
136.0
132.0
128.0
PROPOSED I 1.0'R[W
3.0'PAVED
SHOULDER
VARIES SHOULDER
EX. LANE 13.0*- 6.0-1
5.0'
0.02 ------- r).06 3:1 MA > SLOPE
----------------------------------- ---- 0.01
7
--------- --------------------
PAVEMENT ITYPE 8 STABILIZATION - PROPOSED 5' MEWALK
TO REMAIN LBR 40 1 2.0% MAX CROSS SLOPE
6'STABILIZED SOD I
SHOULDER 4:1 MA f SLOPE
0+00 0+10 0+20 0+30 0+40 0+50 0+60
PRETTY POND RD. STA 112+00
SCALE: VERT. I"=2' HORZ. I"=10'
CENTERLINE
PRETTY POND
ROAD
148.0
144.0
140.0
136-0
132.0
128.0
EX. LANE
VARIES EX. LANE 13.0'
0.02 1 0.02
-----------
------- -----------
---------------- J
PAVEMENT To
REMAIN PROPOSED DRIVEWAY
J
EX. RNV LINE
PROPOSED R/W
LINE
11-01
PROPOSED CROSSWALK
7.0' 10% MAX CROSS SLOPE
0+60
FDOT FRICTION
COURSE FC-12.5 g j-, "it" --if tn A v
(TRAFFIC C) (1.5
OPTIONAL BASE
GROUP 9
STABILIZED SUBGRADE,
MINIMUM LBR OF 40 AND
COMPACTED TO 95% MODIFIED NOTE: 18" MIN. FREE
PROCTOR MAX. DRY DENSITY DRAINING SUBGRADE
VALUE. MUST EXIST BELOW
BASE COURSE
H.Q. DUTY PAVEMENT SECTION
FOR USE OFF -SITE USE
(N.T.S.)
FDOT SUPERPAVE
SP-9.5 OR SP-12.5
ASPHALTIC CONCRETE
00
LIMEROCK BASE
COURSE W1 MIN. LBR
OF 100 COMPACTED
TO 98% MODIFIED
PROCTOR MAX. DRY
DENSITY,
STABILIZED SUBGRADE,
MINIMUM LBR OF 40 AND
COMPACTED TO 95% MODIFIED
NOTE: 18" MIN. FREE
PROCTOR MAX. DRY DENSITY
DRAINING SUBGRADE
VALUE.
MUST EXIST BELOW
BASE COURSE
H.Q. DUTY PAVEMENT SECTION
FOR USE ON
SITE
(N.T.S.)
_NQM: ON -SITE ASPHALT
PAVEMENT DESIGN
BASED ON GEOTECHNICAL EXPLORATION
AND EVALUATION BY ANTICUS ENGINEERING
LLC, DATED MARCH 21,
2018
Revisions., Date:
1 SWFWMD RESUBMITTAL 03117121
9 FDOT RESUBMITTAL 04/22/211
N
Scoff K. Stannard, P.E
FL P.E. No. 50565 SEAL
This item has been digitally signed and sealed by Scott K-
Stannard, P.E. on the date adjacent to the seat. Printed copies
of this document are not considered signed and sealed and
the signature must be verified on any electronic copies,
Site Engineering - Landscape Architects
Commercial Site Solutions, Inc-
C.O.A NO. 27575
21764 State Road 54
Lutz, FL 33549
(813) 885-2032
www.css-eng.com
WLN
ZEPHYRH I LLS,
LLC
3715 NORTHSIDE PKWY NW
BUILDING 400, SUITE 515
ATLANTA, GA 30127
PH: (404) 228-4364
CONTACT: KEVIN FRAZIER
Client Name:
MULTI -USE
COMMERCIAL
PRETTY POND RD
US HIGHWAY 301
AT PRE'rry POND
ZEPHYRIJILLS, Ff.
PH: 404-754-0914
('ONTAC'T: MR. PHILLIP MORRISSE'y
Project Name & Location:
PRETTY POND
ROAD GRADING &
SECTIONS
Drawing Name:
Date:
11/11/20
Drawing No.
C-8.1
Revised: Xxx
Drawn: SKS
Checked.- SKS
NOTE: CITY OF ZEPHYRHILLS UTILITIES OPERATIONS PERSONNEL AND THE
CITY OF ZEPHYRHILLS UTILITIES INSPECTOR SHALL BE NOTIFIED 48 HOURS
PRIOR TO THE PROPOSED WATER AND SEWER CONNECTIONS.
I
f
f
f
IOTE: NO SMALLER THAN 12 GAUGE (SOLID) TRACER WIRE TO C1 COMMERCIAL (WALMART SUPER CENTER)
,E USED FOR LOCATING PURPOSES. CONTINUITY TESTING ON
HE TRACER WIRE WILL BE REQUIRED.
1
t.
TOTE: CITY WILL PROVIDE WATER METER AND BFP EXCLUDING
IRE BFP WHEN IMPACT FEES HAVE BEEN PAID
***CAUTION***
811: UTILITY LOCATOR SERMCE
3 DAYS BEFORE DIGGING GALL
TOLL FREE 1-(800) 432-4770
OR 811
A ONE CALL SYSTEM FOR EOMMIkB7Y AND JOB SAFETY.
-- (JUDO__ ..-
THE DHMOROLM 1J7IUDES 9KANN HAVE BEEN LOCATED
nWM FIELD MWY WORNATN3N AND E711STIM DRAWINGS,
THE SURVEYOR MAKES NO OIARANTEE THAT THE Ui6040O NNO
UTILITIES SHOWN CN71PftlSE ALL SIK7N LNiRT.ES IN THE AREA.
EITHER N S@RV7CE NIR AWHNDOHEO. THE SURVF. HTGTHIER DOES
NOT WARRANT THAT THE UNDEItOROUND UMJM SHOWN ARE N
NE EXACT LOCATION N DILATED. ALTHOUGH HE DOES CEF IIFY THAT
THEY ARE LOCATED AS ACCURATELY AS POSS4LE FROM WDRMATION
ALATJ10ti THE STIR7EYLIR HAS NOT PHYSICALLY LOCATED THE
UNDERfiRovHgN U7VIFES.
WON
..-----......_.----_-.._-----..--_---`-- -_,.. ----_........_.,...°.,--s._.--_---- -_- _-- -_.._
1 t t
t {
1
1
1 t f
8" STUB -OUT CAPPED PROPOSED PAD
1 t 3/4" CHLORINATION SAMPLING POINT FFE = 128.50 t
1
1 2" SERVICE TAP
1 (2) 8"x2" SERVICE TAP
1 t CROSSING #1 & #2 2" SERVICE LINE PROPOSED 8" WATER j
1 t MAIN RELOCATION
1 1 SEWER STUB OUT (RE: SHEET C-13.2)
26 LF OF 6" SEWER f WITH C.O.
1 i STUB OUT LE. = 122.0
1
I.E.=122.0
st 1 I
w 1 t SEWER @ 1.0%
1 t { {
i {
1 ( PROPOSED PAD SEWER MH 5
x t FFE - 131.00 RIM EL.=129.0 I CROSSING #3 t
O t I.E. IN (W) = 121.74 U t
1 I.E. IN (E) = 121.75 I 1 m i
ILE- OUT (S) = 121,64 PROPOSED 6" FHA LLI
- 1 t ASSEMBLY. (AMERICAN
LU I 8"X6" TEE & GATE
1 t VALVE f {
1 I PROPOSED 8" PVC
1 � I
236 LF OF 8" PVC f WATERMAIN PROPOSED PAD t
t SEWER @0.5% I CROSSING #4 FFE = 128,50 1!
i10' UTILITY 40 LF OF 6" SEWER @ 1.0% !
{ EASEMENT f MIN. SLOPE f
{ I UE SHOWN FOR REF. {
STUB OUT CONTRACTOR TO COORDINATE
SEWER MH 4 to I I.E. = 121.50 WITH POWER COMPANY FOR TIE-IN
RIM EL.=129.25 AND TRANSFORMER LOCATION
j I.E. IN (N) = 120.46 ; 8"X8" TEE f
OUT (S) = 120.36 (3) 8" GATE
VALVES PROPOSED 2"
25' OF 8" PVC I
PROPOSED 8" PVC SERVICE LINE
1
f NOTE: 314" METER & BACKFLOW @ 0.50% WATERMAIN t
I PREVENTER TO BE INSTALLED BY THE iIIUF::::
CITY OF ZEPHYRHILLS TO SERVICE
' SEWER MH3 THE LIFT STATION. CONTRACTOR TOco
{ RIM EL.=129.30 CROSSING #9 8"X2" SERVICE TAP
I COORDINATE WITH CITY. I.E. IN (NE)=120.23
I.E. OUT (S)=120.13 I
t
t SEWER MH 1
I RIM EL.=128.9 { CROSSING -
I.E. III 119-10(S) 20 LF OF 6" PVC 10' UTILITY i
t I.E. IN=122.30(E)- SEWER @ 1.0% SLOPE EASEMENT
t I.E. OUT= 119.0(W) ss SEWER STUB OUT 7_
t PROPOSED 2"
WITH C.O. t
I.E.= 122.5 PROPOSED PAD SERVICE LINE
+ j
f �
CROSSING #5 FFE = 129.50
-� t
-"- 8"X8" WET TAPPING t
314" WATER SERVICE LINE TO BE BROUGHT rn CROSSING #6 SLEEVE & VALVE
{
�
314" CHLORINATIONINJECTION
�
t
TO LIFT STATOIN FOR 1/2"METER AND BFP
`
142 LF OF 8" PVC
POINT No rArrrNG
ASSEMBLY
I
SEWER @ 2,50% '
30 LF OF 8" PVC
LL
1
SEWER @ 0.5%
f
t
DUPLEX LIFT STATION
(TO BE DEDICATED TO THE CITY)
400 LF OF 4"
NO P AR
CROSSING #7
{
6' BLACK PVC COATED CHAIN LINKED
PVC DR 25 FM
1
FENCE WITH DOUBLE GATES TO BE
{,
CROSSING #8 f
I
PLACED TO ALLOW ACCESS.
12' WIDE CONCRETE SERVICE DRIVE
8"X2°' SERVICE
2" SERVICE LINE Ij
I
TO CONNECT TO MAIN DRIVEWAY
TAP
1
t
RIM EL. = 129.80
SEWER STUB OUT j
I.E. IN= 118.85(E)
WITH C.O. PROPOSED PAD
I.E. IN=119.00(N)
I.E. = 125.0 FFE = 130.00
t
SEWER MH 2
1
i
RIM EL=133.05
{
{
I.E. IN= 124.78
LE. OUT= 122.65
22 LF OF 6" PVC
{
{
SEWER @ 1.0 /n {
t
4" 45° BEND
4" 45° BEND
{
{
I�
PROPOSED 8" PVC
!
WATERMAIN
{
{
{
---_-.--....,.. �-
{
10' UTILITY {
EASEMENT
_
-- -- --
FM
CONTRACTOR TO
OPEN CUT ROAD
FOR CONNECTION i
PRETTY POND RD
CORE BORE INTO
EXISTING MANHOLE
4" PLUG VALVE
8"X6" TEE & GATE
VALVE
FORCE MAIN TYING INTO MANHOLE CONTRACTOR TO APPLY SPECTRA
SHALL ENTER THE MANHOLE A VERTICAL SHIELD LINING SYSTEM OR
DISTANCE OF NOT MORE THAN 2' APPROVED EQUAL
ABOVE THE FLOW LINE OF
THE RECEIVING MANHOLE
PROPOSED 6"
FHA ASSEMBLY.
- (AMERICAN
--_DARLING B-84-13_FHA.)
PORTION OF PRETTY POND ROAD TO BE OPEN CUT. 34 LF OF 16"
STEEL CASING TO BE ADDED FOR THE PORTION OF 8" WATER MAIN.
12"X8" WET TAPPING SLEEVE & VALVE
3/4" CHLORINATION POINT
! 1
I I
I l
rill"'
l
I
" f I
" C I
" I I
I I 1
I
�- s-'-- "f- - I
' I I
I l ,
1
l I
I I
I I
I l
f I
I I
I I
I I
I 1
I !
l I
f r'
t
I (�
I
I
i
t
1
l
I
I I
E f I
I I
I 1
I I
I 1
I l
TIE-IN INVERT TO BE FIELD VERIFIED BY
CONTRACTOR PRIOR TO CONSTRUCTION.
CONTRACTOR TO UTILIZE 8" 45 BENDS
DEEMED NECESSARY BY ENGINEER.
1 �
I l
1 l
I I
I 1
I I
t 1
I I
I I
I I
I I
UTILITY NOTES
1. ALL SEWER CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE
STANDARDS AND SPECIFICATIONS OF THE STATE OF FLORIDA AND THE
CITY OF ZEPHYRHILLS.
2. WATER LINES SHALL BE INSTALLED WITH A MINIMUM OF 36" OF COVER
UNLESS OTHERWISE NOTED. ALL WATER CONSTRUCTION SHALL BE IN
ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE
CITY OF ZEPHYRHILLS.
3- VALVES SHALL BE RESILIENT SEAT GATE VALVES, DIRECT BURY WITH A
VALVE BOX (AWWA C509),
4. 6" WATER LIVE ON -SITE SHALL BE C900 RATED PVC. ALL SERVICE LINES
LESS THAN 3" IN DIAMETER SHALL BE PE.
5. SEWER LINES (INCLUDING LATERALS) SHALL BE POLYVINYL CHLORIDE
(PVC) SDR 26 PER ASTM D-3034_
6. SEWER CLEANOUTS SHALL BE IN ACCORDANCE WITH THE THE CITY OF
ZEPHYRHILLS DETAILS AND SPECIFICATIONS.
7. THE CONTRACTOR SHALL REFER TO THE ARCHITECTURAL PLANS FOR
EXACT UTILITY EXIT POINTS, EXIT PORCHES, ETC.
8. INFORMATION CONCERNING UNDERGROUND UTILITIES WAS OBTAINED
FROM AVAILABLE RECORDS AND FIELD LOCATIONS WHEN POSSIBLE,
BUT THE CONTRACTOR MUST DETERMINE THE EXACT LOCATION BY
DIGGING TEST PITS BY HAND AT ALL UTILITY CROSSINGS WELL IN
ADVANCE OF TRENCHING. IF CLEARANCES ARE LESS THAN SPECIFIED
ON THE PLAN OR 12". WHICHEVER IS LESS, CONTACT THE DESIGN
ENGINEER PRIOR TO PROCEEDING WITH CONSTRUCTION.
9. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY
CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED
PRIOR TO ANNOUNCED BUILDING POSSESSION AND/OR FINAL
CONNECTION OF SERVICES.
10. A MINIMUM OF 10 FEET HORIZONTAL SEPARATION MUST BE
MAINTAINED BETWEEN WATER AND SEWER LINE'S. THE VERTICAL
SEPARATION IS TO BE A MINIMUM OF 18".
11. REFER TO THE PHOTOMETRIC AND ARCHITECTURAL PLANS FOR SITE
LIGHTING ELECTRICAL DESIGN AND LAYOUT.
12. ALL SITEWORK SHALL MEET OR EXCEED THE THE CITY OF
ZEPHYRHILLS AND ALDI STORES INC_ STANDARDS AND THE SITEWORK
SPECIFICATIONS.
13. CONTRACTOR TO PROVIDE ALL TRENCHING, BACKFILLING, & INSTALL
ALL ELECTRICAL CONDUITS TO UTILITY COMPANY SPECIFICATIONS.
14_ LOCATION OF SITE UTILITIES SHALL BE VERIFIED BY GENERAL
CONTRACTOR & THE PROPER UTILITY COMPANY PROVIDING SERVICE.
15. GENERAL CONTRACTOR SHALL PROVIDE 2' x 2' x 6" THICK CONCRETE
APRON AT ALL CLEANOUTS OUTSIDE OF BUILDING.
16. GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR ALL TAP AND TIE
ON FEES REQUIRED, AS WELL AS COST OF UNDERGROUND SERVICE
CONNECTIONS TO THE BUILDING.
17. ELECTRICAL SERVICE TO PAD MOUNTED TRANSFORMER SHALL BE RUN
UNDERGROUND, FROM ROAD RIGHT-OF-WAY TO BUILDING.
ASSOCIATED MATERIALS AND COST BY GENERAL CONTRACTOR.
18. ALL ELECTRIC AND TELEPHONE EXTENSIONS INCLUDING SERVICE LINE
SHALL BE CONSTRUCTED TO THE APPROPRIATE UTILITY COMPANY
SPECIFICATIONS. ALL UTILITY DISCONNECTIONS SHALL BE
COORDINATED WITH THE DESIGNATED UTILITY COMPANIES.
19. RESTRAINED JOINTS SHALL BE PROVIDED AT ALL BENDS, TEES, AND
FIRE HYDRANTS.
20, DIMENSIONS SHOWN ARE TO CENTERLINE OF PIPE OR FITTING.
21. ALL TRENCHING, PIPE LAYING, AND BACKFILLING SHALL BE IN
ACCORDANCE WITH FEDERAL OSHA REGULATIONS.
22. GENERAL CONTRACTOR SHALL HAVE APPROVAL OF ALL GOVERNING
AGENCIES HAVING JURISDICTION OVER THIS SYSTEM PRIOR TO
INSTALLATION.
AGENCY AND UTILITY CONTACTS
CITY PLANNING DEPARTMENT` CITY BUILDING DEPARTMENT
5335 8th STREET 5335 8th STREET
ZEPHYRHILLS, FL 33542 ZEPHYRHILLS, FL 33542
PHONE: (813) 780-0006 PHONE: (813) 780-0020
CONTACT: TODD VANDE BERG, DIR. CONTACT: BILL BURGESS
EMAIL: EMAIL:
CITY UTILITIES DEPARTMENT: CITY FIRE DEPARTMENT:
39825 ALSTON AVENUE FIRE STATION No. 1
:ZEPHYRHILLS, FL 33542 6907 DAIRY ROAD
CONTACT: JOHN BOSTIC ZEPHYRHILLS, FL 33542
PHONE: (813) 780-0029 CONTACT: DANIEL SPILLMAN
EMAIL: PHONE: (813) 780-0041
EMAIL:
GAS: POWER:
TECO PEOPLES GAS 2501 25TH ST N
1400 CHANNELSIDE DR ST PETERSBURG, FL 33713
TAMPA, FL 33605 CONTACT: MEGAN VONSTETINA
CONTACT: JACK EVERIDGE PHONE: (717) 893-9394
PHONE: (813) 309-5966 EMAIL:
EMAIL:
CAUTION NOTE:
CONTRACTOR SHALL EXERCISE EXTREME CAUTION IN AREAS OF BURIED
UTILITIES AND SHALL PROVIDE AT LEAST 48 HOURS NOTICE TO THE UTILITY
COMPANIES PRIOR TO CONSTRUCTION. CALL SUNSHINE 811 PRIOR TO
PERFORMING ANY EXCAVATION TO ARRANGE FIELD LOCATION SERVICES.
NOTE: CONTRACTOR SHALL OBTAIN COPY OF ANY EASEMENT DOCUMENTS
OR OTHER ENCROACHMENT PERMITS PRIOR TO BEGINNING ANY WORK
OFF -SITE OF THE PROJECT AREA,
FIRE NOTES:
• WATER SUPPLY AND FIRE HYDRANTS SHALL COMPLY WITH NFPA-1,
CHAPTER 18.3.
• FIRE FLOW FOR BUILDINGS SHALL COMPLY WITH NFPA-1, CHAPTER
18.4, TABLE 18.4.5-2.1.
Issued: Date:
A ISSUED FOR PERMITS 01/15/21
R 1 CITY OF ZEPHYRHILLS RESUB 05/14/21
D
Revisions: Date:
1 SWFWMD RESUBMITTAL 03/17/21
o FDOT RESUBMITTAL 04/22/21
In
N
3
0 40 80 120
SCALE: 1" = 40'
Scott K. Stannard, P,E.
FL P.E. No. 50565 SEAL
This item has been digitally signed and sealed by Scott K.
Stannard, P.E. on the date adjacent to the seal. Printed copies
of this document are not considered signed and sealed and
the signature must be verified on any electronic copies.
C:: S
Site Engineering - Landscape Architects
Commercial Site Solutions, Inc..
C.O.A NO. 27575
21764 State Road 54
Lutz, FL 33549
(813) 885-2032
www.css-eng.com
WLN
ZEPHYRHILLS,
LLC
3715 NOR'111SIDE PKWY NW
BUILDING 400, StJI`I`E 515
A'I-L.AN'I'A, CAA 10327
P 11: (404) 228-4364
CONTACT: K VIN FRAZIFIZ
Client Name
MULTI -USE
COMMERCIAL
LIS HIC.;H 'AY ,01
AT PRE 17Y POND
ZEPIIYRHII._LS, E:l_
P1 is 404-754-6914
CON'FAC'1': MR. PHIL_.1_I1? MORRISSI Y
Project Name & Location:
81"I"FILITY
PLAN
Drawing Name:
Date: 11 /11 /20
Revised: XXX
Drawing No.
Drawn: SKS I C-1 1■
0
Checked: SKS
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PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
HYRHILLS, FLORIDA
SHEET INDEX
PAGE DESCRIPTION
W1 TITLE PAGE/KEY PLAN
W2-W3 GENERAL NOTES
W4-W9 WALL ELEVATIONS
W10-W16 TYPICAL DETAILS &CROSS SECTION
No 6104
A=
STATE OF
,� , `®o ANCHOR WALL ENGINEERING, LLC
` 5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
MINNET
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30.0 1?
0
TRANSITION TO
29.0 T&N HEIGHT
IR
2
6.0 8 D
I 1
1
Scale:
NOT TO
SCALE
Proj. No: AF 21-022
Date: 6/2/21
II 3A -- ----- ----FS:-2A
-
III�-z-®----=--
-
I l i l l l l l PROPOSED STORMWATER POND
i l l l l l TOP OF POND' 130.00
BOTTOM OF POND: 109 i
I I I I I I I E NORMAL POOL: 117.50 l I l4A
I I I I I I I 100 YR/24HR STAGING ELEV 127.56 I I I I I
- -- - — - - - ----"_1IIIII
TRANSITION TO_- --T`3�fi2-4, l
129.0 TAN HEIGHT-
-----—
BY1/V=124
I � _
a
KEY PLAN
(N.T.S)
0 PROPOSED SEGMENTAL RETAINING WALL
I I MULTI -USE COMMERCIAL
VERIFY THAT THE BAR ABOVE
IS 1". IF NOT, ADJUST THE ZEPHYRHILLS, FLORIDA
SCALE ACCORDINGLY. OLDCASTLE COASTAL
Reviewed By: DJA REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY): TITLE PAGE/
KEY PLAN
Drawn By: MAH
TAMPA, FL
Sheet of
W1 16
MATERIAL NOTES BASE COURSE NOTES
1. Concrete Retaining Wall Units: "Anchor Diamond Pro Retaining Wall Units" as manufactured by Oldcastle Coastal 1. Place base materials to the depths and widths shown on the Drawings, upon undisturbed soils, or foundation soils prepared as directed
under license from Anchor Wall Systems. by the project geotechnical engineer.
2. Geosynthetic Reinforcement: Miragrid 3XT, as shown on the Drawings. a. Extend the leveling pad laterally at least 6 inches in front and behind the lowermost concrete retaining wall unit.
3. Leveling Pad Base b. Provide aggregate base compacted to 6 inches thick (minimum).
a. Aggregate Base: Crushed stone or granular fill meeting the following gradation as determined in accordance with C. Wrap toe of wall, including leveling pad, with filter fabric.
ASTM D448: 2. Compact aggregate base material to provide a level, hard surface on which to place the first course of units.
Sieve Size Percent Passing 3. Prepare base materials to ensure complete contact with retaining wall units. Gaps are not allowed.
1 Inch 100
No. 4 35 to 70
No. 40 10 to 35 ERECTION NOTES
No. 200 3 to 10 1. Excavation support, if required, is the responsibility of the Contractor, including the stability of the excavation and its influence on
b. Base Thickness: 6 inches (minimum compacted thickness). adjacent properties and structures.
4. Drainage Aggregate: Clean crushed stone or granular fill meeting the following gradation as determined in 2. General: Erect units in accordance with manufacturer's instructions and recommendations, and as specified herein.
accordance with ASTM D448. 3. Place first course of concrete wall units on the prepared base material. Check units for level and alignment. Maintain the same
Sieve Size Percent Passing elevation at the top of each unit within each section of the base course.
1 Inch 100 4. Ensure that foundation units are in full contact with the leveling pad.
3/4 Inch 75 to 100 5. Place concrete wall units side -by -side for full length of wall alignment. Alignment may be done by using a string line measured from the
No. 4 0 to 60 back of the block. Gaps are not allowed between the foundation concrete wall units.
No. 40 0 to 50 6. Place 12 inches (minimum) of drainage aggregate between, and directly behind the concrete wall units. Fill voids in retaining wall units
No. 200 0 to 5 with drainage aggregate. Wrap drainage aggregate with filter fabric. Provide a drainage zone behind the wall units to within 9 inches of
5. Reinforced Fill: Soil free of organics and debris and consisting of either GP, GW, SP, SW, or SP-SM type, classified the final grade. Cap the reinforced zone and drainage aggregate zone with 12 inches of impervious material.
in accordance with ASTM D2487 and the USCS classification system and meeting the following gradation: 7. Install drainage pipe at the lowest elevation possible, to maintain gravity flow of water to outside of the reinforced zone. Slope the main
Sieve Size Percent Passing collection drainage pipe, located just behind the concrete retaining wall units, 1 percent (minimum) to provide gravity flow to the
1 Inch 100 daylighted areas. Daylight the main collection drainage pipe to an appropriate location away from the wall system at each low point or
3/4 Inch 70 to 100 at 50 foot (maximum) intervals along the wall.
No. 4 30 to 100 8. Remove excess fill from top of units and install next course. Ensure drainage aggregate and backfill are compacted before installation
No. 40 15 to 100
of next course.
No. 100 0 to 65 9. Check each course for level and alignment. Adjust units as necessary with reinforcement shims to maintain level, alignment, and
No. 200 0 to 12 setback prior to proceeding with each additional course.
a. PI<6. 10. Install each succeeding course. Backfill as each course is completed. Pull the units forward until the locating surface of the unit
b. Unsuitable soils are organic soils and those soils classified as SM, SC, CL, CH, OH, MH, ML, OL, or PT. contacts the locating surface of the units in the preceding course. Interlock wall segments that meet at corners by overlapping
6. Impervious Material: Clayey soil (permeability of less than 10-6 cm/sec) or other barrier which will prevent percolation successive courses. Attach concrete retaining wall units at exterior corners with adhesive specified.
into the reinforced soil zone of the retaining wall. 11. Install geosynthetic reinforcement in accordance with geosynthetic manufacturer's recommendations and the shop drawings.
7. Drainage Pipe: Perforated or slotted PVC or corrugated HDPE pipe manufactured in accordance with D3034 and/or a. Orient geosynthetic reinforcement with the highest strength axis perpendicular to the wall face.
ASTM F405. The pipe may be covered with a geotextile filter fabric to function as a filter. b. Prior to geosynthetic reinforcement placement, place the backfill and compact to the elevation of the top of the wall units at the
8. Construction Adhesive: Exterior grade adhesive as recommended by the retaining wall manufacturer. elevation of the geosynthetic reinforcement.
9. Filter Fabric: Mirafi Type 140N or equal. c. Place geosynthetic reinforcement at the elevations and to the lengths shown on the Drawings.
FOUNDATION SOIL NOTES d. Lay geosynthetic reinforcement horizontally on top of the concrete retaining wall units and the compacted backfill soils. Place the
geosynthetic reinforcement within one inch of the face of the concrete retaining wall units. Place the next course of concrete
1. Excavate foundation soil as required for footing or base dimension shown on the Drawings, or as directed by the retaining wall units on top of the geosynthetic reinforcement.
Project geotechnical engineer. e. The geosynthetic reinforcement shall be in tension and free from wrinkles prior to placement of the backfill soils. Pull geosynthetic
2. The Owner shall retain the services of a geotechnical engineer to examine foundation soil to ensure that the actual reinforcement hand -taut and secure in place with staples, stakes, or by hand -tensioning until the geosynthetic reinforcement is
foundation soil strength meets or exceeds that indicated on the Drawings. Unsuitable soils are defined as any soil covered by 6 inches of loose fill.
that does not have sufficient bearing capacity or will cause excessive wall settlement. Remove soil not meeting the f. The geosynthetic reinforcements shall be continuous throughout their embedment lengths. Splices in the geosynthetic
required strength. Oversize resulting space sufficiently from the front of the block to the back of the reinforcement, reinforcement strength direction are not allowed.
and backfill with suitable compacted backfill soils. g. Do not operate tracked construction equipment directly on the geosynthetic reinforcement. At least 6 inches of compacted backfill
3. The Owner shall retain the services of a geotechnical engineer to determine if the foundation soils will require special soil is required prior to operation of tracked vehicles over the geosynthetic reinforcement. Keep turning of tracked construction
treatment or correction to control total and differential settlement. equipment to a minimum.
4. Fill over -excavated areas with suitable compacted backfill, as recommended by the Project geotechnical engineer. h. Rubber -tired equipment may pass over the geosynthetic reinforcement at speeds of less than 5 miles per hour. Turning of
rubber -tired equipment is not allowed on geosynthetic reinforcement.
11110///,
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®RIO ��� 5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK GENERAL Sheet of
�`\ MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043 Proj. No: AF 21-022 Reviewed By: D,JA REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY): NOTES
sI I I I I I%% PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077 Date: 6/2/21 Drawn By: MAH SHEET 1
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BACKFILL PLACEMENT NOTES
SITE DRAINAGE NOTE
1. Place reinforced backfill, spread and compact in a manner that will minimize slack in the reinforcement.
1.
This design does not account for any hydrostatic forces on the retaining wall system. It is imperative the finished site grading diverts
2. Place fill within the reinforced zone and compact in lifts not exceeding 6 to 8 inches (loose thickness) where hand -operated
water away from the block facing and the reinforced soil zone of the retaining wall system. All buildings located above retaining
compaction equipment is used, and not exceeding 12 inches (loose thickness) where heavy, self propelled compaction
walls must implement gutter systems with downspouts that direct water through solid PVC pipe to the site storm sewer system or to
equipment is used.
a location below and away from the wall. Building sump pumps should also direct water away from the wall in the same manner.
a. Only lightweight hand -operated compaction equipment is allowed within 4 feet of the back of the retaining wall units. If
Concentrated discharge of water above the retaining wall and the reinforced soil zone is not allowed.
unable to achieve minimum compaction requirements replace the reinforced soil in this zone with drainage aggregate
material.
UTILITY NOTES
3. Minimum Compaction Requirements for Fill Placed in the Reinforced Zone:
1.
Utility information has been provided to Anchor Wall Engineering for the preparation of these plans.
a. Compact to 98 percent of the soil's standard Proctor maximum dry density (ASTM D698) for the entire wall height.
2.
Utilities must be properly designed (by others) to withstand all forces from the segmental retaining wall units, reinforced soil mass,
b. Compaction requirements for fill placed behind the reinforced soil zone shall be specified by the Project Geotechnical
and surcharge loads (if any).
Engineer but at no time should be less than 95% of the standard Proctor density (ASTM D698).
3.
Storm drains are prone to leaking. Therefore, if a joint in a storm drain is located within 100 feet behind the retaining wall the storm
C. Increase compaction requirements for retaining walls with slope heights at the back of the reinforced soil zone greater
water pipe must be water tight. Neoprene O-rings must be installed at all storm pipe joints as a minimum.
than 5 feet above the top of wall. Verify compaction requirements with the Project geotechnical engineer.
4.
Water lines, including irrigation systems, must be water tight within 100 feet behind the retaining wall. Leakage behind a retaining
d. Utility Trench Backfill: Compact utility trench backfill in or below the reinforced soil zone to 98 percent of the soil's
wall will increase the horizontal pressure against the wall leading to wall failure. For this reason, subsurface waterlines and
standard Proctor maximum dry density (ASTM D698), or as recommended by the Project geotechnical engineer.
irrigation systems should not be installed above the reinforced zones of the retaining wall, or within 5 feet of the reinforced zone.
e. Moisture Content: Within 2 percentage points of the optimum moisture content for all wall heights.
f. These notes may be changed based on recommendations by the Project geotechnical engineer.
GENERAL
NOTES
4. At the end of each day's operation, slope the last level of compacted backfill away from the interior (concealed) face of the
1.
The owner or owner's representative has not provided foundation or retained soil strength parameters for design of the segmental
wall to direct surface water runoff away from the wall face.
retaining wall. In preparation of wall design, soil strength parameters for the foundation and retained soils were assumed by
a. The General Contractor is responsible for ensuring that the finished site drainage is directed away from the retaining
Anchor Wall Engineering. It is the responsibility of the owner or owner's representative to verify the assumed soil strength
wall system.
parameters are representative of the soils available for wall construction. If the soil strength parameters are found to be
b. In addition, the General Contractor is responsible for ensuring that surface water runoff from adjacent construction
inconsistent with those assumed by Anchor Wall Engineering, this design is no longer valid and it is the responsibility of the
areas is not allowed to enter the retaining wall area of the construction site.
owner or owner's representative to notify Anchor Wall Engineering so the retaining wall system can be redesigned. Failure to
CAP UNIT INSTALLATION NOTES
notify Anchor Wall Engineering may result in failure of the retaining wall.
1. Apply adhesive to the top surface of the unit below and place the cap unit into desired position.
2.
Assumed Design Soil Parameters:
a. Reinforced soil: phi = 30 degrees gamma = 115 pcf.
2. Cut cap units as necessary to obtain the proper fit.
b. Retained soil: phi = 30 degrees gamma = 115 pcf.
3. Backfill and compact to top of cap unit.
C. Foundation soil: phi = 30 degrees gamma = 115 pcf.
WALL CONSTRUCTION TOLERANCE NOTES
3.
Any excavation below the wall should have proper 1:1 lateral oversizing. Excavation oversizing should be measured from the
1. Wall Construction Tolerances:
front of the gravel leveling pad and the back of the lowest reinforcement layer. Refer to detail 2 on sheet W11.
a. Vertical Alignment: Plus or minus 1-1/4 inches over any 10-foot distance, with a maximum differential of 3 inches over
4.
Wall stationing shown on sheets W4 through W9 is not related to any other stationing shown on the civil plans. Station 0+00 is
the length of the wall.
on the left end of the wall as seen from the front of the wall.
b. Horizontal Location Control from Grading Plan:
5.
This set of segmental retaining wall plans are based on the grading plans prepared by Commercial Site Solutions, Inc., dated
b.1. Straight Lines: Plus or minus 1-1/4 inches over any 10-foot distance, with a maximum differential of 3 inches over
May 14, 2021. If other plans are produced that contain different information than that referenced, this plan may need to be
revised and/or the wall may need to be redesigned.
the length of the wall.
6.
This set of segmental retaining wall plans are based specifically on the wall being constructed with Anchor Diamond Pro block
c. Immediate Post Construction Wall Batter: Within 2 degrees of the design batter of the concrete retaining wall units.
and Mirafi Miragrid 3XT reinforcement products. Absolutely no substitutions allowed.
d. Maximum Differential Settlement: 1:100.
7.
Location of the segmental retaining wall in relation to property lines, utility easements, watershed easements, or any other type of
FIELD QUALITY CONTROL NOTES
easements are the responsibility of the owner or the site civil engineer. Anchor Wall Engineering assumes no liability for the
1. Installer is responsible for quality control of installation of system components. Owner to employ a qualified independent
location of the segmental retaining wall, or if construction of the proposed segmental retaining wall encroaches any property lines
third party to verify the correct installation of system components in accordance with these specifications and the
8.
or easements.
It is imperative that the site surveying of the segmental retaining wall be done by the site civil engineer or surveyor and must be
Drawings.
2. The Owner, at their expense, will retain a qualified professional to perform quality assurance checks of the installer's work.
based on computer generated site/grading plans and not profile plans done by Anchor Wall Engineering. Surveying of the
segmental retaining wall must take into account the design batter indicated on the enclosed plans and details. Failure to take into
3. Correct work which does not meet these specifications or the requirements shown on the Drawings at the installer's
account wall batter for segmental retaining wall surveying will produce incorrect locations of all top of walls and shall be corrected
expense.
4. The Owner or Owner's Representative shall retain the services of a geotechnical engineer to perform compaction testing
g
at no cost to Anchor Wall Engineering or the segmental retaining wall contractor.
Wall geometry, locations, slopes and surcharge loads for the segmental retaining wall were measured from the site plan
of the reinforced backfill placed and compacted in the reinforced backfill zone.
referenced above, and partially reproduced on sheet W1. If conditions vary in the field from those shown on this plan, Anchor
a. Testing Frequency (or as directed by Project Geotechnical Engineer)
Wall Engineering must be notified prior to construction of the segmental retaining wall to review the design and/or plans.
b. One test for every 2 feet (vertical) of fill placed and compacted, for every 50 lineal feet of retaining wall.
Modifications to the design and/or plans may be required after the review, and may take up to ten business days to complete.
c. Vary compaction test locations to cover the entire area of the reinforced soil zone, including the area compacted by the
10.
This segmental retaining wall has been designed in general accordance with the 2020 Florida Building Code, 7th Edition.
hand -operated compaction equipment.
11.
If there are discrepancies between any information on these plans and information in the project specifications, the more
restrictive information takes precedence.
HJJ
°-IRMO r
NO 61®4 $._f�-`-_ Scale: D
1 PROPOSED SEGMENTAL RETAINING WALL
r # =1ltl"
MULTI -USE COMMERCIAL
NOT TO VERIFY THAT THE BAR ABOVE
STATE OF ® SCALE IS1". IF NOT, ADJUST THE ZEPHYRHILLS, FLORIDA
ANCHOR WALL ENGINEERING, LLC SCALE ACCORDINGLY.
OLDCASTLE COASTAL TAM PA, FL
GENERAL Sheet of
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
���� Proj. No: AF 21-022 Reviewed By:
At1W \et MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
p JA
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
NOTES W3 16
,/ I I l t t ` PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077 Date: 6/2/21 Drawn By:
MAH
SHEET 2
APPROXIMATE LOCATION OF DROP
STRUCTURE AT BACK OF REINFORCED ZONE
z (SEE DETAIL 2 ON SHEET W13 IF REQUIRED)
Of
129
128
127
126
125
124
123
122 -
121-
120
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TOP OF WALL
RAGRID 3XT - 7.1)Qft - - - - - - MIRA RID 3XT - 7.00 ft - -
R6GRID3T.OQft — -- -- -- -- -- MIRAG IJ23XT --
RBGRID 3XZ7.0Q — — — — — — — — — — MIRAGRIp 3XT - 7.00 ft — —
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EL=122_50 -123
—EL=122--'-------------------------------------------------— —
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BASE OF WALL
FINISHED GRADE
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TOP OF WALL GRADE BEHIND WALL
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ANCHOR WALL ENGINEERING, LLC
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•' �� 5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
�gCO1�y. MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
DIAMOND PRO® - ELEVATION VIEW
2 WALL 1 CONTINUED
W4 (SCALE: 1" = 5'-0")
NOTES:
1) LOCATIONS OF CORNERS SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
2) LOCATIONS OF UTILITIES SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
Scale: 0 1
1 1
VERIFY THAT THE BAR ABOVE
1 If = 5'-0"
IS 1". IF NOT, ADJUST THE
SCALE ACCORDINGLY.
Proj. No: AF 21-022 Reviewed By: DJA
Date: 6/2/21 Drawn By: MAH
IJV
- - - -
Nil RA ID X7-Lojft
129
-128
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LEGEND
- INDICATES REINFORCEMENT LENGTH
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- SHEET NUMBER 1 _ INDICATES APPROXIMATE LOCATION
W1 OF INSIDE ANGLED CORNER
X - INDICATES LOCATION e
WX - INDICATES APPROXIMATE LOCATION
OF SECTION CUT W1 OF 90-DEGREE INSIDE CORNER
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
DLDCASTLE COASTAL
REVISION DATES (SEE SHEET Wt FOR REVISION HISTORY):
TA PA, FL
Sheet of
WALL ELEVATIONS W4 16
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GRADE BEHIND WALL
-131
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130
129
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_ _ - - MIRAGRIDjXI - 7.00 ft - - _ _ -
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126
125
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125
124
124
MIRAGRID 3XT 7.OQft
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IVIIRAGRID 3XT_- 7.0 f
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- - - -
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- � - EL=122.50
---- _
-122
123
APPROXIMATE LOCATION OF 15" PIPE ��'`--%"
APPROXIMATE LOCATION OF DROP
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121-
BASE OF WALL
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120-
FINISHED GRADE AT BASE
(SEE DETAIL 2 ON SHEET W13 IF REQUIRED)
I -120
119-
APPROXIMATE LOCATION OF CS-1 CONTROL STRUCTURE
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FLORIDA REGISTRATION: 61043
MINNETONKA, MN 55345-5996
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
DIAMOND PRO® - ELEVATION VIEW
2 WALL 1 CONTINUED
W5 (SCALE: 1" = 5'-0")
NOTES:
1) LOCATIONS OF CORNERS SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
2) LOCATIONS OF UTILITIES SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL
Scale:
1 „ = 51-011
Proj. No: AF 21-022
Date: 6/2/21
0 1
I VERIFY THAT THE BAR ABOVE
IS 1". IF NOT, ADJUST THE
SCALE ACCORDINGLY.
Reviewed By: I DJA
Drawn By: I MAH
LEGEND
- INDICATES REINFORCEMENT LENGTH
eX - DETAIL NUMBER AND/OR ELEVATION CHANGE
- SHEET NUMBER 1 _ INDICATES APPROXIMATE LOCATION
W1 OF INSIDE ANGLED CORNER
X - INDICATES LOCATION W INDICATES APPROXIMATE LOCATION
OF SECTION CUT OF 90-DEGREE INSIDE CORNER
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TA PA, FL
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ANCHOR WALL ENGINEERING, LLC
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
Scale:
11
1 = 5'-011
Proj. No: AF 21-022
Date: 6/2/21
I I
VERIFY THAT THE BAR ABOVE
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Reviewed By: I DJA
Drawn By: I MAH
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PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS. FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TAMPA, FL
Sheet I of
WALL ELEVATIONS I W6 1 16
TOP OF WALL GRADE
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ANCHOR WALL ENGINEERING, LLC
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
DIAMOND PRO® - ELEVATION VIEW
2WALL 1 (CONTINUED)
F ,J (SCALE: 1" = 5'-0")
NOTES:
1) LOCATIONS OF CORNERS SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
2) LOCATIONS OF UTILITIES SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL
Scale:
111 = 51-011
Proj- No: AF 21-022
Date: 6/2/21
0
VERIFY THAT THE BAR ABOVE
IS 1". IF NOT, ADJUST THE
SCALE ACCORDINGLY.
Reviewed By: I DJA
Drawn By: I MAH
LEGEND INDICATES REINFORCEMENT LENGTH
AND/OR ELEVATION CHANGE
DETAIL NUMBER
SHEET NUMBER INDICATES APPROXIMATE LOCATION
OF INSIDE ANGLED CORNER
INDICATES LOCATION 3INDICATES APPROXIMATE LOCATION
OF SECTION CUT OF 90-DEGREE INSIDE CORNER
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TAMPA, FL I
Sheet I of
WALL ELEVATIONS I W7 1 16
4
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30 MIL PVC LINER REQUIRED BEHIND REINFORCED ZONE
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116
W8 (SCALE: 1" = 6-0")
LEGEND
-
INDICATES REINFORCEMENT LENGTH
NOTES:
AND/OR ELEVATION CHANGE
1) LOCATIONS OF CORNERS SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
- DETAIL NUMBER
WX - SHEET NUMBER ! I \ _
INDICATES APPROXIMATE LOCATION
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
W1
OF INSIDE ANGLED CORNER
2) LOCATIONS OF UTILITIES SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
X - INDICATES LOCATION 3
WX OF SECTION CUT W1 -
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CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
Scale: 0 1
PROPOSED SEGMENTAL RETAINING WALL
I I
MULTI -USE COMMERCIAL
111 ERITHAT THE BAR
= 5'-011 V
ZEPHYRHILLS, FLORIDA
ANCHOR WALL ENGINEERING LLC
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SCALE ACCORDINGLY.
OLDCASTLE COASTAL
TAM PA, FL
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
Proj. No: AF 21-022 Reviewed By: D,j/{ REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
Sheet of
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
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Date: 6/2/21 Drawn By: MAH
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LEGEND u~�-����n��� �� ' INDICATES REINFORCEMENT LENGTH
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MULTI -USE COMMERCIAL
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2. LAYOUT CAPS PRIOR TO USING ADHESIVE.
3. CUT CAPS TO FIT. VARIOUS COMBINATIONS OF LONG AND SHORT CAP
FACES WILL BE NECESSARY FOR RADII GREATER THAN THE MINIMUM.
4. ALTERNATE SHORT AND LONG CAP FACES EVERY OTHER CAP TO
ACHIEVE A STRAIGHT ROW OF CAPS.
5. USE EXTERIOR -GRADE CONSTRUCTION ADHESIVE TO SECURE CAPS.
6. REFER TO DETAIL 3 ON SHEET W10 FOR ADDITIONAL INFORMATION.
DIAMOND PRO®
1 CAP BLOCK DESIGN DETAILS
W10 (NOT TO SCALE)
No 6104
, # AUz
' STATE OF
ANCHOR WALL ENGINEERING, LLC
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
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Proj. No: AF 21-022 Reviewed By: DJA REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
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Scale:
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Prol. No: AF 21-022
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W11 (NOT TO SCALE)
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
JLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TAMPA, FL
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SCALE ACCORDINGLY.
Reviewed By: DJA
Drawn By: MAH
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
DLDCASTLE COASTAL TAMPA,FL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY): Sheet of
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PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TAM R
Sheet of
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STATE OF ANCHOR WALL ENGINEERING, LLC
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
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FINISHED GRADE IJ
Scale:
AS SHOWN
Proj.No: AF21-022
Date: 6/2/21
4 6„ 4
J10 2,_0„ W1
DIVERSION DITCH (3:1
MAX SLOPE, 2 FT DEPTH)
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1 WALL 1 a STA 6+90
W1 (NOT TO SCALE)
0 1
VERIFY THAT THE BAR ABOVE
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Reviewed BY: DJA
Drawn By: MAH
►SED SEGMENTAL RETAININ
MULTI -USE COMMERCIAL
ZEPHYRHILLS. FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
L
TAMPh, FL
Sheet 0'
CROSS SECTION W16 16
4
I
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
HYRHILLS, FLORIDA
SHEET INDEX
PAGE DESCRIPTION
W1 TITLE PAGE/KEY PLAN
W2-W3
GENERALNOTES
W4-W9
WALL ELEVATIONS
W10-W16
TYPICAL DETAILS & CROSS SECTION
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Prof. No: AF 21_022
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1 1
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Reviewed By: DJA
Drawn By: MAH
KEY PLAN
(N.T.S)
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS. FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TAMPA, FL
TITLE PAGE/ Sheet of
KEY PLAN W1 16
M
MATERIAL NOTES BASE COURSE NOTES
1. Concrete Retaining Wall Units: "Anchor Diamond Pro Retaining Wall Units" as manufactured by Oldcastle Coastal 1. Place base materials to the depths and widths shown on the Drawings, upon undisturbed soils, or foundation soils prepared as directed
under license from Anchor Wall Systems. by the project geotechnical engineer.
2. Geosynthetic Reinforcement: Miragrid 3XT, as shown on the Drawings. a. Extend the leveling pad laterally at least 6 inches in front and behind the lowermost concrete retaining wall unit.
3. Leveling Pad Base b. Provide aggregate base compacted to 6 inches thick (minimum).
a. Aggregate Base: Crushed stone or granular fill meeting the following gradation as determined in accordance with C. Wrap toe of wall, including leveling pad, with filter fabric.
ASTM D448: 2. Compact aggregate base material to provide a level, hard surface on which to place the first course of units.
Sieve Size Percent Passing 3. Prepare base materials to ensure complete contact with retaining wall units. Gaps are not allowed.
1 Inch 100
No. 4 35 to 70
No. 40 10 to 35 ERECTION NOTES
No. 200 3 to 10 1. Excavation support, if required, is the responsibility of the Contractor, including the stability of the excavation and its influence on
b. Base Thickness: 6 inches (minimum compacted thickness). adjacent properties and structures.
4. Drainage Aggregate: Clean crushed stone or granular fill meeting the following gradation as determined in 2. General: Erect units in accordance with manufacturer's instructions and recommendations, and as specified herein.
accordance with ASTM D448. 3. Place first course of concrete wall units on the prepared base material. Check units for level and alignment. Maintain the same
Sieve Size Percent Passing elevation at the top of each unit within each section of the base course.
1 Inch 100 4. Ensure that foundation units are in full contact with the leveling pad.
3/4 Inch 75 to 100 5. Place concrete wall units side -by -side for full length of wall alignment. Alignment may be done by using a string line measured from the
No. 4 0 to 60 back of the block. Gaps are not allowed between the foundation concrete wall units.
No. 40 0 to 50 6. Place 12 inches (minimum) of drainage aggregate between, and directly behind the concrete wall units. Fill voids in retaining wall units
No. 200 0 to 5 with drainage aggregate. Wrap drainage aggregate with filter fabric. Provide a drainage zone behind the wall units to within 9 inches of
5. Reinforced Fill: Soil free of organics and debris and consisting of either GP, GW, SP, SW, or SP-SM type, classified the final grade. Cap the reinforced zone and drainage aggregate zone with 12 inches of impervious material.
in accordance with ASTM D2487 and the USCS classification system and meeting the following gradation: 7. Install drainage pipe at the lowest elevation possible, to maintain gravity flow of water to outside of the reinforced zone. Slope the main
Sieve Size Percent Passing collection drainage pipe, located just behind the concrete retaining wall units, 1 percent (minimum) to provide gravity flow to the
1 Inch 100 daylighted areas. Daylight the main collection drainage pipe to an appropriate location away from the wall system at each low point or
3/4 Inch 70 to 100 at 50 foot (maximum) intervals along the wall.
No. 4 30 to 100 8. Remove excess fill from top of units and install next course. Ensure drainage aggregate and backfill are compacted before installation
No. 40 15 to 100
of next course.
No. 100 0 to 65 9. Check each course for level and alignment. Adjust units as necessary with reinforcement shims to maintain level, alignment, and
No. 200 0 to 12 setback prior to proceeding with each additional course.
a. PI<6. 10. Install each succeeding course. Backfill as each course is completed. Pull the units forward until the locating surface of the unit
b. Unsuitable soils are organic soils and those soils classified as SM, SC, CL, CH, OH, MH, ML, OL, or PT. contacts the locating surface of the units in the preceding course. Interlock wall segments that meet at corners by overlapping
6. Impervious Material: Clayey soil (permeability of less than 10-6 cm/sec) or other barrier which will prevent percolation successive courses. Attach concrete retaining wall units at exterior corners with adhesive specified.
into the reinforced soil zone of the retaining wall. 11. Install geosynthetic reinforcement in accordance with geosynthetic manufacturer's recommendations and the shop drawings.
7. Drainage Pipe: Perforated or slotted PVC or corrugated HDPE pipe manufactured in accordance with D3034 and/or a. Orient geosynthetic reinforcement with the highest strength axis perpendicular to the wall face.
ASTM F405. The pipe may be covered with a geotextile filter fabric to function as a filter. b. Prior to geosynthetic reinforcement placement, place the backfill and compact to the elevation of the top of the wall units at the
8. Construction Adhesive: Exterior grade adhesive as recommended by the retaining wall manufacturer. elevation of the geosynthetic reinforcement.
9. Filter Fabric: Mirafi Type 140N or equal. c. Place geosynthetic reinforcement at the elevations and to the lengths shown on the Drawings.
FOUNDATION SOIL NOTES d. Lay geosynthetic reinforcement horizontally on top of the concrete retaining wall units and the compacted backfill soils. Place the
geosynthetic reinforcement within one inch of the face of the concrete retaining wall units. Place the next course of concrete
1. Excavate foundation soil as required for footing or base dimension shown on the Drawings, or as directed by the retaining wall units on top of the geosynthetic reinforcement.
Project geotechnical engineer. e. The geosynthetic reinforcement shall be in tension and free from wrinkles prior to placement of the backfill soils. Pull geosynthetic
2. The Owner shall retain the services of a geotechnical engineer to examine foundation soil to ensure that the actual reinforcement hand -taut and secure in place with staples, stakes, or by hand -tensioning until the geosynthetic reinforcement is
foundation soil strength meets or exceeds that indicated on the Drawings. Unsuitable soils are defined as any soil covered by 6 inches of loose fill.
that does not have sufficient bearing capacity or will cause excessive wall settlement. Remove soil not meeting the f. The geosynthetic reinforcements shall be continuous throughout their embedment lengths. Splices in the geosynthetic
required strength. Oversize resulting space sufficiently from the front of the block to the back of the reinforcement, reinforcement strength direction are not allowed.
and backfill with suitable compacted backfill soils. g. Do not operate tracked construction equipment directly on the geosynthetic reinforcement. At least 6 inches of compacted backfill
3. The Owner shall retain the services of a geotechnical engineer to determine if the foundation soils will require special soil is required prior to operation of tracked vehicles over the geosynthetic reinforcement. Keep turning of tracked construction
treatment or correction to control total and differential settlement. equipment to a minimum.
4. Fill over -excavated areas with suitable compacted backfill, as recommended by the Project geotechnical engineer. h. Rubber -tired equipment may pass over the geosynthetic reinforcement at speeds of less than 5 miles per hour. Turning of
rubber -tired equipment is not allowed on geosynthetic reinforcement.
%
7
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A Scale: 0 1 PROPOSED SEGMENTAL RETAINING WALL
NOT TO VERIFY THAT THE BAR ABOVE MULTI -USE COMMERCIAL
BATE m SCALE IS 1". IF NOT, ADJUST THE ZEPHYRHILLS, FLORIDA
ANCHOR WALL ENGINEERING LLC SCALE ACCORDINGLY.
OLDCASTLE COASTAL TA PA, FL
�° 5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK Sheet f
�� °'°••.�...,....-„ ° \ Proj. No: AF 21-022 Reviewed By: DJA REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY): GENERAL o
p prp�t@ MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
NOTES 6
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077 Date: 6/2/21 Drawn By: MAH
SHEET 1
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BACKFILL PLACEMENT NOTES
1. Place reinforced backfill, spread and compact in a manner that will minimize slack in the reinforcement.
2. Place fill within the reinforced zone and compact in lifts not exceeding 6 to 8 inches (loose thickness) where hand -operated
compaction equipment is used, and not exceeding 12 inches (loose thickness) where heavy, self propelled compaction
equipment is used.
a. Only lightweight hand -operated compaction equipment is allowed within 4 feet of the back of the retaining wall units. If
unable to achieve minimum compaction requirements replace the reinforced soil in this zone with drainage aggregate
material.
3. Minimum Compaction Requirements for Fill Placed in the Reinforced Zone:
a. Compact to 98 percent of the soil's standard Proctor maximum dry density (ASTM D698) for the entire wall height.
b. Compaction requirements for fill placed behind the reinforced soil zone shall be specified by the Project Geotechnical
Engineer but at no time should be less than 95% of the standard Proctor density (ASTM D698).
c. Increase compaction requirements for retaining walls with slope heights at the back of the reinforced soil zone greater
than 5 feet above the top of wall. Verify compaction requirements with the Project geotechnical engineer.
d. Utility Trench Backfill: Compact utility trench backfill in or below the reinforced soil zone to 98 percent of the soil's
standard Proctor maximum dry density (ASTM D698), or as recommended by the Project geotechnical engineer.
e. Moisture Content: Within 2 percentage points of the optimum moisture content for all wall heights.
f. These notes may be changed based on recommendations by the Project geotechnical engineer.
4. At the end of each day's operation, slope the last level of compacted backfill away from the interior (concealed) face of the
wall to direct surface water runoff away from the wall face.
a. The General Contractor is responsible for ensuring that the finished site drainage is directed away from the retaining
wall system.
b. In addition, the General Contractor is responsible for ensuring that surface water runoff from adjacent construction
areas is not allowed to enter the retaining wall area of the construction site.
CAP UNIT INSTALLATION NOTES
1. Apply adhesive to the top surface of the unit below and place the cap unit into desired position.
2. Cut cap units as necessary to obtain the proper fit.
3. Backfill and compact to top of cap unit.
WALL CONSTRUCTION TOLERANCE NOTES
SITE DRAINAGE NOTE
1. This design does not account for any hydrostatic forces on the retaining wall system. It is imperative the finished site grading diverts
water away from the block facing and the reinforced soil zone of the retaining wall system. All buildings located above retaining
walls must implement gutter systems with downspouts that direct water through solid PVC pipe to the site storm sewer system or to
a location below and away from the wall. Building sump pumps should also direct water away from the wall in the same manner.
Concentrated discharge of water above the retaining wall and the reinforced soil zone is not allowed.
UTILITY NOTES
1. Utility information has been provided to Anchor Wall Engineering for the preparation of these plans.
2. Utilities must be properly designed (by others) to withstand all forces from the segmental retaining wall units, reinforced soil mass,
and surcharge loads (if any).
3. Storm drains are prone to leaking. Therefore, if a joint in a storm drain is located within 100 feet behind the retaining wall the storm
water pipe must be water tight. Neoprene O-rings must be installed at all storm pipe joints as a minimum.
4. Water lines, including irrigation systems, must be water tight within 100 feet behind the retaining wall. Leakage behind a retaining
wall will increase the horizontal pressure against the wall leading to wall failure. For this reason, subsurface waterlines and
irrigation systems should not be installed above the reinforced zones of the retaining wall, or within 5 feet of the reinforced zone.
GENERAL NOTES
1
E
3
1. Wall Construction Tolerances: 4
a. Vertical Alignment: Plus or minus 1-1/4 inches over any 10-foot distance, with a maximum differential of 3 inches over
the length of the wall. 5
b. Horizontal Location Control from Grading Plan:
b.1. Straight Lines: Plus or minus 1-1/4 inches over any 10-foot distance, with a maximum differential of 3 inches over
the length of the wall. 6
c. Immediate Post Construction Wall Batter: Within 2 degrees of the design batter of the concrete retaining wall units.
d. Maximum Differential Settlement: 1:100. 7
FIELD QUALITY CONTROL NOTES
1. Installer is responsible for quality control of installation of system components. Owner to employ a qualified independent
third party to verify the correct installation of system components in accordance with these specifications and the 8
Drawings.
2. The Owner, at their expense, will retain a qualified professional to perform quality assurance checks of the installer's work.
3. Correct work which does not meet these specifications or the requirements shown on the Drawings at the installer's
expense.
4. The Owner or Owner's Representative shall retain the services of a geotechnical engineer to perform compaction testing 9
of the reinforced backfill placed and compacted in the reinforced backfill zone.
a. Testing Frequency (or as directed by Project Geotechnical Engineer)
b. One test for every 2 feet (vertical) of fill placed and compacted, for every 50 lineal feet of retaining wall.
C. Vary compaction test locations to cover the entire area of the reinforced soil zone, including the area compacted by the 10
hand -operated compaction equipment. 11
ANCHOR WALL ENGINEERING LLC
''..,�� ��. 5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
F MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
The owner or owner's representative has not provided foundation or retained soil strength parameters for design of the segmental
retaining wall. In preparation of wall design, soil strength parameters for the foundation and retained soils were assumed by
Anchor Wall Engineering. It is the responsibility of the owner or owner's representative to verify the assumed soil strength
parameters are representative of the soils available for wall construction. If the soil strength parameters are found to be
inconsistent with those assumed by Anchor Wall Engineering, this design is no longer valid and it is the responsibility of the
owner or owner's representative to notify Anchor Wall Engineering so the retaining wall system can be redesigned. Failure to
notify Anchor Wall Engineering may result in failure of the retaining wall.
Assumed Design Soil Parameters:
a. Reinforced soil: phi = 30 degrees gamma = 115 pcf.
b. Retained soil: phi = 30 degrees gamma = 115 pcf.
C. Foundation soil: phi = 30 degrees gamma = 115 pcf.
Any excavation below the wall should have proper 1:1 lateral oversizing. Excavation oversizing should be measured from the
front of the gravel leveling pad and the back of the lowest reinforcement layer. Refer to detail 2 on sheet W11.
Wall stationing shown on sheets W4 through W9 is not related to any other stationing shown on the civil plans. Station 0+00 is
on the left end of the wall as seen from the front of the wall.
This set of segmental retaining wall plans are based on the grading plans prepared by Commercial Site Solutions, Inc., dated
May 14, 2021. If other plans are produced that contain different information than that referenced, this plan may need to be
revised and/or the wall may need to be redesigned.
This set of segmental retaining wall plans are based specifically on the wall being constructed with Anchor Diamond Pro block
and Mirafi Miragrid 3XT reinforcement products. Absolutely no substitutions allowed.
Location of the segmental retaining wall in relation to property lines, utility easements, watershed easements, or any other type of
easements are the responsibility of the owner or the site civil engineer. Anchor Wall Engineering assumes no liability for the
location of the segmental retaining wall, or if construction of the proposed segmental retaining wall encroaches any property lines
or easements.
It is imperative that the site surveying of the segmental retaining wall be done by the site civil engineer or surveyor and must be
based on computer generated site/grading plans and not profile plans done by Anchor Wall Engineering. Surveying of the
segmental retaining wall must take into account the design batter indicated on the enclosed plans and details. Failure to take into
account wall batter for segmental retaining wall surveying will produce incorrect locations of all top of walls and shall be corrected
at no cost to Anchor Wall Engineering or the segmental retaining wall contractor.
Wall geometry, locations, slopes and surcharge loads for the segmental retaining wall were measured from the site plan
referenced above, and partially reproduced on sheet W1. If conditions vary in the field from those shown on this plan, Anchor
Wall Engineering must be notified prior to construction of the segmental retaining wall to review the design and/or plans.
Modifications to the design and/or plans may be required after the review, and may take up to ten business days to complete.
This segmental retaining wall has been designed in general accordance with the 2020 Florida Building Code, 7th Edition.
If there are discrepancies between any information on these plans and information in the project specifications, the more
restrictive information takes precedence.
Scale: 0 1
NOT TO VERIFY THAT THE BAR ABOVE
SCALE IS 1". IF NOT, ADJUST THE
SCALE ACCORDINGLY.
Proj. No: AF 21-022 Reviewed By: DJA
Date: 6/2/21 Drawn By: MAH
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TAM PA, FL
GENERAL Sheet of
NOTES W3 16
SHEET 2
4
k
4
1P
APPROXIMATE LOCATION OF DROP
w STRUCTURE
AT BACK OF REINFORCED ZONE
z (SEE DETAIL 2 ON SHEET
W13 IF REQUIRED)
TOP OF WALL
GRADE BEHIND WALL
0 0
13
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APPROXIMATE LOCATION OF 18" PIPE
DIAMOND PROD - ELEVATION VIEW
INTO END OF WALL IN
BELOW WALL (SEE DETAIL 1 ON SHEET W13)
1 WALL 1 MAXIMUM APPLIED BEARING PRESSURE = 1,400 PSF
90-DEGREE INSIDE CORNER
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TOP OF WALL
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2 WALL 1 CONTINUED
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STATE
�d'+w
ANCHOR WALL ENGINEERING, LLC
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
LEGEND
NOTES:
1) LOCATIONS OF CORNERS SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
X -
WX -
DETAIL NUMBER
SHEET NUMBER
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
2) LOCATIONS OF UTILITIES SHOWN ARE APPROXIMATE
X -
INDICATES LOCATION
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
WX
OF SECTION CUT
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
Scale:
I " = 5'-011
Proj. No: AF 21-022
Date: 6/2/21
0 1
II VERIFY THAT THE BAR ABOVE
IS 1". IF NOT, ADJUST THE
SCALE ACCORDINGLY.
Reviewed By: I DJA
Drawn By: I MAH
- INDICATES REINFORCEMENT LENGTH
AND/OR ELEVATION CHANGE
e-
INDICATES APPROXIMATE LOCATION
W1
OF INSIDE ANGLED CORNER
e-
INDICATES APPROXIMATE LOCATION
W1
OF 90-DEGREE INSIDE CORNER
SED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
WALL ELEVATIONS
TAMPA, FL
Sheet I of
W4 1 16
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131- \ I
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EL 122.50
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APPROXIMATE LOCATION OF 15" PIPE �`''_��_- I
APPROXIMATE LOCATION OF DROP
I
121-
BASE OF WALL
_ -
THROUGH/BELOW WALL (SEE DETAIL 1 ON SHEET W14)
STRUCTURE AT BACK OF REINFORCED ZONE
I
-121
120-
(SEE DETAIL 2 ON SHEET W13 IF REQUIRED)
I
-120
119-
FINISHED GRADE AT BASE
APPROXIMATE LOCATION OF CS-1 CONTROL STRUCTURE
-119
IN FRONT OF WALL (SEE DETAIL 1 ON SHEET W14)
118-
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DIAMOND PRO® - ELEVATION VIEW APPROXIMATE LOCATION OF 18" PIPE
1 WALL 1 CONTINUED BELOW WALL (SEE DETAIL 1 ON SHEET W13)
W5 (SCALE: 1" = 5-0")
131-
EL=130.17
_
130
129-
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FLORIDA REGISTRATION: 61043
j %�
MINNETONKA, MN 55345-5996
f I'p. i
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
3' TOP OF WALL GRADE BEHIND WALL
Of L-131
w EL=130.17 130
- - MIRAGRID 3XT - 7.OQft- - - - - - MIRAGRID 3XT - - 129
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DIAMOND PRO® - ELEVATION VIEW
2 WALL 1 CONTINUED
W5 (SCALE: 1" = 5-0")
NOTES:
1) LOCATIONS OF CORNERS SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL
2) LOCATIONS OF UTILITIES SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL
Scale: 0 1
1 1
VERIFY THAT THE BAR ABOVE
1 1] = 5'-0"
IS 1". IF NOT, ADJUST THE
SCALE ACCORDINGLY.
Proj. No: AF 21-022 Reviewed By: DJA
Date: 6/2/21 Drawn By: MAH
- - - - MIRAGRID 3XT - LO f
EL=122.50 _-123
FINISHED GRADE AT BASE 122
6 o L6 o
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LEGEND
e- DETAIL NUMBER
WX - SHEET NUMBER
X - INDICATES LOCATION
WX OF SECTION CUT
-
INDICATES REINFORCEMENT LENGTH
AND/OR ELEVATION CHANGE
e-
INDICATES APPROXIMATE LOCATION
W1
OF INSIDE ANGLED CORNER
e-
INDICATES APPROXIMATE LOCATION
W1
OF 90-DEGREE INSIDE CORNER
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TAMPA, FL
Sheet of
WALL ELEVATIONS I W5 I 16
V
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_
134J_ (
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2 WALL 1 CONTINUED
V
"
Aar N a
(SCALE: 1 = 5'-0")
No 6104 0 1 f '<:: Scale:
�� VERIFY THAT THE BAR ABOVE
STATE OF 1 - 5 -0 IS 1". IF NOT, ADJUST THE
ANCHOR WALL ENGINEERING, LLC SCALE ACCORDINGLY.
g
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
Proj. No: AF 21-022 Reviewed By: DJA
FLORIDA REGISTRATION: 6043
fie` MINNETO (9 2) 933-8 55 MIN 5996 PHONE:CRT. OF AUTHORIZATION:127
4077 Date: 6/2/21 D— BY: MAH
- ---- _ _- _ ___ __ _ -134
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SEE SHEET W7 FOR LEGEND AND NOTES.
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS. FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TAMPA, FL
Sheet I of
WALL ELEVATIONS I V\16 1 16
TOP OFWALL BEHIND WALL
132
132
131
131
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o90oBAKER ROAD, SUITE mm DESIGN ENGINEER: JOwu*o,nn
m/wwsrnwmA, Mwnoa*o-5aoo FLORIDA REGISTRATION: a1mm
pxows (95CERT. npAUTHORIZATION: urmr
DIAMOND PROw-ELEVATION VIEW
2� WALL 1 (CONTINUED)
NOTES:
1) LOCATIONS OFCORNERS SHOWN ARE APPROXIMATE
AND SHOULD BEVERIFIED |NTHE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
2)LOCATIONS OFUTILITIES SHOWN ARE APPROXIMATE
AND SHOULD BEVERIFIED |NTHE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
» 1
VERIFY THAT THE BAR ABOVE
/ur. /�worAoJuaTn*sSCALE ACCORDINGLY.
Drawn By: I MAH
LEGEND
' DETAIL NUMBER
SHEET NUMBER
' INDICATES LOCATION
OFSECTION CUT
INDICATES REINFORCEMENT LENGTH
AND/OR ELEVATION CHANGE
'
INDICATES APPROXIMATE LOCATION
OFINSIDE ANGLED CORNER
'
INDICATES APPROXIMATE LOCATION
OF90-OEGREEINSIDE CORNER
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS. FLORIDA
REVISION DATES (SEE SHEET vwFOR REVISION *mron,):
FL
Sheet I of
WALL ELEVATIONS ��
| |
// 16
30 MIL PVC LINER REQUIRED BEHIND REINFORCED ZONE--�
|
TOP OFWALL
GRADE BEHIND WALL
13O�
'
'
130
129
f,U129
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STATE OF
ANCHOR WALL ENGINEERING, LLC
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
NOTES:
1} LOCATIONS OFCORNERS SHOWN ARE APPROXIMATE
AND SHOULD BEVERIFIED |NTHE FIELD PRIOR TO
CONSTRUCTION OFTHE SEGMENTAL RETAINING WALL.
2)LOCATIONS OFUTILITIES SHOWN ARE APPROXIMATE
AND SHOULD BEVERIFIED |NTHE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
Scale: 0
VERIFY THAT THE BAR ABOVE
SCALE ACCORDINGLY.
Date: 6/2/21 Drawn By: MAH
' DETAIL NUMBER
SHEET NUMBER
' INDICATES LOCATION
OF SECTION CUT
�Nm ' INDICATES REINFORCEMENT LENGTH
m�
AND/OR ELEVATION CHANGE
'
INDICATES APPROXIMATE LOCATION
OFINSIDE ANGLED CORNER
'
INDICATES APPROXIMATE LOCATION
OF90-DEGREEINSIDE CORNER
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET wwFOR REVISION HISTORY):
TAMPA, FL
She
WALL ELEVATIONS | W8 1 16
TOP OF WALL
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BEGINNING OF WALL IN
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90-DEGREE INSIDE CORNER
��W t 1111111/l7�
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ANCHOR WALL ENGINEERING, LLC
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
Scale:
11
1 = 5'-011
Proj. No: AF 21-022
Date: 6/2/21
Ix
W
131
130
-- �-129
L 128
- 127
126
-' 125
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NOTES:
1) LOCATIONS OF CORNERS SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
2) LOCATIONS OF UTILITIES SHOWN ARE APPROXIMATE
AND SHOULD BE VERIFIED IN THE FIELD PRIOR TO
CONSTRUCTION OF THE SEGMENTAL RETAINING WALL.
LEGEND _ INDICATES REINFORCEMENT LENGTH
AND/OR ELEVATION CHANGE
- DETAIL NUMBER
- SHEET NUMBER _ INDICATES APPROXIMATE LOCATION
W1 OF INSIDE ANGLED CORNER
X - INDICATES LOCATION 3
VVX OF SECTION CUT W1 - INDICATES APPROXIMATE LOCATION
OF 90-DEGREE INSIDE CORNER
0 1 PROPOSED SEGMENTAL RETAINING WALL
VERIFY THAT THE BAR ABOVE MULTI -USE COMMERCIAL
IS 1". IF NOT, ADJUST THE ZEPHYRHILLS, FLORIDA
SCALE ACCORDINGLY. OLDCASTLE COASTAL
Reviewed By: DJA REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
WALL ELEVATIONS
Drawn By: MAH
TAMPA, FL
Sheet I of
WESE
OUTSIDE CURVE
SAW CUT '
REQUIRED TO
CONSTRUCT
MITERED
CORNER
WALL FACE
INSIDE CURVE
SPLIT FACE
AND END
1. ALWAYS START CAPPING WALL FROM THE LOWEST ELEVATION.
2. LAYOUT CAPS PRIOR TO USING ADHESIVE.
3. CUT CAPS TO FIT. VARIOUS COMBINATIONS OF LONG AND SHORT CAP
FACES WILL BE NECESSARY FOR RADII GREATER THAN THE MINIMUM.
4. ALTERNATE SHORT AND LONG CAP FACES EVERY OTHER CAP TO
ACHIEVE A STRAIGHT ROW OF CAPS.
5. USE EXTERIOR -GRADE CONSTRUCTION ADHESIVE TO SECURE CAPS.
6. REFER TO DETAIL 3 ON SHEET W10 FOR ADDITIONAL INFORMATION.
DIAMOND PRO®
1 CAP BLOCK DESIGN DETAILS
W1 (NOT TO SCALE)
� f No 6104
luji
STATE OF
OT %Ot' I'
i
ANCHOR WALL ENGINEERING, LLC
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON G. HUYCK
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION. 61043
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
TOP VIEW
81281,
FRONT VIEW
SIDE VIEW
DIAMOND PROD
2 3-WAY BLOCK VIEWS
W10 (NOT TO SCALE)
8"
4
18"
j
8
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12.5"
11"
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12"
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18"
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11" MIP
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OF THE LOWER BLOCK FACE
11" MIN.
DIAMOND PROD
5 REINFORCEMENT CONNECTION DETAIL
W1 O (NOT TO SCALE)
Scale: 0 1 PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ERIFYTHE BAR
AS SHOWN V IS V. FHAT NOT, ADJUST THOE E ZEPHYRHILLS, FLORIDA
SCALE ACCORDINGLY. OLDCASTLE COASTAL
Proj. No: AF 21-022 Reviewed BY: DJA REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TYPICAL DETAILS
Date: 6/2/21 Drawn By: MAH
TAMPA, FL
Sheet of
Rno I U.
"-- V IYIIIY. VVlvlr_r1%%1I C✓ Vr%r%Imu Ll1rx
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W11 (NOT TO SCALE)
Fr
FILTER FABRIC (TYP)
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r 6" MINIMUM COMPACTED I
L GRANULAR BASE I
I LEVELING PAD I
2'-0"
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De = DEPTH OF EXCAVATION 1
L = LENGTH OF GEOSYNTHETIC REINFORCEMENT
Wos = (2 " De) + L + 6"
Wos
DIAMOND PRO®
2 1:1 EXCAVATION OVERSIZING
W11 (NOT TO SCALE)
ANCHOR WALL ENGINEERING, LLC
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
Scale:
AS SHOWN
Prof. No: AF 21-022
Date: 6/2/21
FENCE BY OTHERS - MUST BE
INSTALLED DURING WALL
CONSTRUCTION
SLEEVE AND NON -SHRINK
GROUT AROUND POST
SLOPE MAY VARY
CAP BLOCKjj��,
DIAMONDjj��/�/j�
PRO BLOCK �''-------- I
POST MUST PENETRATE TWO I
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(MINIMUM) I
I
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DIAMOND
PRO BLOCK
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W11 (NOT TO SCALE)
i___ ___i___ ___i___ ___i___ ___i___ 1ST COURSE BELOW GRADE
FINISHED
r--- T T T T I
GRADE i i i i i i 2ND COURSE BELOW GRADE
L-------- -------- -------- -------- ------- J
SPACING VARIES
50' MAXIMUM
DIAMOND PROD
4 DAYLIGHT DRAINTILE THROUGH WALL
W11 (NOT TO SCALE)
0 1 PROPOSED SEGMENTAL RETAINING WALL
I I MULTI -USE COMMERCIAL
VERIFY THAT THE BAR ABOVE
IS1". IF NOT, ADJUST THE ZEPHYRHILLS, FLORIDA
SCALE ACCORDINGLY. OLDCASTLE COASTAL TAMP,
Reviewed By: DJA REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY): Sheyt of
TYPICAL DETAILS W1 1
Drawn By: MAH
FL
16
I
PANEL 2
•
\ • 1/ \ ............................
COURSE A
COURSE B --�
COMBINED
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OVERLAP OCCUR, PLACE AT LEAST O
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BETWEEN GRID LAYERS. Ir DESIRED ANGLES. CUT UNITS TO
COURSE B O LJ MAINTAIN RUNNING BOND.
COURSE A
PLACE ADDITIONAL PANEL AT CORNER TO
PROVIDE 100% GEOGRID COVERAGE OF
REINFORCED FILL. THIS PANEL SHOULD BE
PLACED ONE COURSE ABOVE MAIN
REINFORCEMENT.
COURSE B
DIAMOND PRO°
1 INSIDE ANGLE W/ GRID
W12 (NOT TO SCALE)
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5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
'
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
DIAMOND PRO®
2 INSIDE ANGLED CORNER
W1 (NOT TO SCALE)
H/4 -
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NOTE: PLACEMENT OF REINFORCEMENT
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REINFORCEMENT ELEVATIONS
H/4 EXTENSION
BEYOND BACK
OF BLOCK
PRINCIPLE REINFORCEMENT NOTE: USE ADHESIVE ON EXPOSED PARTIAL UNITS.
DIRECTION CUT UNITS (X) TO MAINTAIN RUNNING BOND.
DIAMOND PRO° DIAMOND PRO®
3 90-DEGREE INSIDE CORNER W/ GRID 4 90-DEGREE INSIDE CORNER
W12 (NOT TO SCALE) W12 (NOT TO SCALE)
Scale: 0 1 PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
THAT THE BAR AB
AS SHOWN VERIFY
IS1". IF NOT, ADJUST THOEE ZEPHYRHILLS, FLORIDA
SCALE ACCORDINGLY. OLDCASTLE COASTAL -AMPA, FL
Prof. No: AF 21-022 Reviewed BY: D,JA REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY): Sheer• of
TYPICAL DETAILS W12 16
Y MAH
Date: 6/2/21 Drawn By:
4
4
r
4
2
0
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THIS AREA MUST BE BACKFILLED WITH SELECT
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STANDARD PROCTOR MAXIMUM DRY DENSITY.
DEPTH
1 1
VARIES ---
1 1
ANY DISTURBANCE OF THE
SOILS OUTSIDE THE 1:1
UTILITIES (DESIGNED BY OTHERS) EXCAVATION AREA MUST ALSOBE FILLED WITH SELECT FILL
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6" MIN. COMPACTED VI
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1 F STANDARD PROCTOR MAXIMUM DRY DENSITY. 1
Wgf
UTILITIES (DESIGNED Wgf = WIDTH OF GRANULAR FILL
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L = LENGTH OF GEOSYNTHETIC REINFORCEMENT
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W13 (NOT TO SCALE)
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5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
Proj. No:
AF 21-022
Date:
6/2/21
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
VERIFY THAT THE BAR ABOVE
IS 1". IF NOT, ADJUST THE
SCALE ACCORDINGLY.
Reviewed By: DJA
Drawn By: MAH
CUT SLIT IN GEOGRID TO ALLOW MATERIAL
TO LAY DOWN BEHIND STRUCTURE
DIAMOND
PRO BLOCK
DIAMOND
PRO BLOCK
CAREFULLY CUT GEOGRID
AROUND STRUCTURE
ENTIRE STRUCTURE W/IN GEOGRID ZONE
JLLY CUT BACK
)GRID LAYER
D STRUCTURE
STRUCTURE AT BACK OF GEOGRID ZONE
DIAMOND PRO®
DROP STRUCTURE IN REINFORCED ZONE (IF REQUIRE
(NOT TO SCALE)
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
OLDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
T' MPA, FL
Sheet of
TYPICAL DETAILS W13 16
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PROPOSED SEGMENTAL RETAINING WALL
MULTI —USE COMMERCIAL
STATE o
AS SHOWN
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ZEPHYRHILLS, FLORIDA
OLDCASTLE COASTAL TAMPA, FL
ANCHOR WALL ENGINEERING, LLC
SCALE ACCORDINGLY.
Prof. No:
AF 21-022
Reviewed By:
DJA
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TYPICAL DETAILS
She>t
of
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'
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
Date:
6/2/21
Drawn By:
MAH
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
VA 4
16
P
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0
0
0
x
v
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NOTE: IF FENCE IS REQUIRED BEHIND
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2
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6'-0"
FINISHED GRADE
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5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK pro No: Reviewed By:
q. MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043 AF 21-022 DJA
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077 Date: 612/21 Drawn By MAH
ROADWAY BY OTHERS
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
OLDCASTLE COASTAL TAMPA, FL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY): Sheet of
CROSS SECTION W15 16
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k
k
k
k
2
0
0
z
Q
NOTE: IF FENCE IS REQUIRED BEHIND
WALL, SEE DETAIL 3 ON SHEET W11.
2
W8
NWL EL. =
117.50
1
4
No 6104
.
SiATEOF `
ANCHOR WALL ENGINEERING LLC
5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JQN C. HUYCK
MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043
/ 11 i {tit"
PHONE: (952) 933-8855 CERT. OF AUTHORIZATION: 27077
1
W10 MIRAGRID 3XT -
TRIM AT PVC LINER
6" MIN COVER
100 YR/24 HR = 127.56
7
6-0"
FINISHED GRADE
Scale:
AS SHOWN
Proj. No: A 21-022
Date: 6/2/21
4
61 ---
2'-0" —
DIVERSION DITCH (3:1
MAX SLOPE, 2 FT DEPTH)
30 MIL PVC LINER
12 INCHES OF FREE
DRAINING AGGREGATE
�MIRAGRID 3XT. 7.0 FT!r,
MIRAFI TYPE 140N FILTEIf FABRIC (TYP)
d I
/ 4
DIAMOND PRO®
1 WALL 1 STA 6+90
W1 (NOT TO SCALE)
0 1
VERIFY THAT THE BAR ABOVE
IS 1". IF NOT, ADJUST THE
SCALE ACCORDINGLY.
Reviewed By: DJA
Drawn By: MAH
PROPOSED SEGMENTAL RETAINING WALL
MULTI -USE COMMERCIAL
ZEPHYRHILLS, FLORIDA
XDCASTLE COASTAL
REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY):
TAM PA, FL
Sheet of
CROSS SECTION VV1 6 16