1719 BEACH AVE - REV 10-8-18 POOL DWG'SCITY OF ATLANTIC BEACH
800 Seminole Road
Atlantic Beach, Florida 32233
REVISION REQUEST / CORRECTIONS TO PLAN REVIEW COMMENTS
Date l g
Revision to Issued Permit Corrections to Comments Permit #
Project Address 1? / q- Bg Avz,
Contractor / Contact Namerl,� n s
Phone 16`x" T5g- 4,30D
Description of Proposed Revision / Corrections:
Additional Increase in Building Value $ AJIA Additional S.F. /111.4
By signing below, I 04 ( Gl I✓[.t.d- affirm the Revision is inclusive of the proposed changes.
(printed name)
Signature of Contractor/Agent (Contractor must sign if increase in valuation)
(Office Use Only)
Approved ev" Denied
Date
Not Applicable to Department
' f I! �1-e Otf r
Revision/Plan Review Comments i -e se -2 Scon ��d
l �7 i S �/
DeRartment Review Required:
�Building
ildin
.__PJan oning
Tree Administrator
Public Works
Public Utilities
Public Safety
Fire Services
Reviewed By
Date
DESIGN CRITERIA
DESIGN CODE: -______________ 2017 FLORIDA BUILDING CODE - RESIDENTIAL
DESIGN LOADS: ______________ ACTUAL AND UNIFORM
ROOF LOADING: (cd=1.25)
TOP CHORD LIVE LOAD -------_____ ______--- 20 psf
TOP CHORD DEAD LOAD _-------__-_ __------_ 7 psf (ALL OTHER)
BOTTOM CHORD LIVE LOAD _____-___-__----_-_ 0 psf
BOTTOM CHORD DEAD LOAD ---_-_--_ j_----_--- 5 psf
FLOOR LOADING: -(cd -1.00)
TOP CHORD LIVE LOAD (INTERIOR) --------- 40 psf
TOP CHORD LIVE LOAD (BALCONIES) --__--------- 60 psf
TOP CHORD DEAD LOAD - - - - - _ 20 psf
BOTTOM CHORD LIVE LOAD -----_----_-------- 0 psf
BOTTOM CHORD DEAD LOAD ----_-_-_ I--_-_---- 5 psf
DEFLECTION CRITERIA:
ROOF FRAMING: LIVE LOAD L/360 TOTAL LOAD L/240
FLOOR FRAMING: LIVE LOAD L/480 TOTAL LOAD L/360 0.75" MAX
WIND LOADING: (ASCE 7/10)
BASIC WIND SPEED -______________ _-__ 130 MPH
IMPORTANCE FACTOR ______ _-_____-_ 1.00
MEAN ROOF HEIGHT -__-___- _------_ 26 FT
ROOF PITCH - - - - - - - - - - - - - - - - - - - --------- 7/12
BUILDING CATEGORY ___-__--- _--___-_
EXPOSURE CATEGORY______________ __---_--_ D
ENCLOSURE CLASSIFICATION _______-__ _--___-__ ENCLOSED
INTERNAL PRESSURE COEFFICIENT ______ I _-___-_-_ f .18
COMPONENTS & CLADDING ALLOWA LE PRESSURES
TRIBUTARY
AREA (sf)
INTERIOR
ZONE (PSF)
ED E STRIP (PSF):
a' = 5'-0"
10
+30.2 -32.9
+30.2 -40.5
50
+27.1 -29.6
+27.1 -34.2
100
+25.7 -28.2
+25.7 -31.2
GARAGE DOOR
PRESSURES (PSF)
1 CAR
+30.2
GARAGE
BOLTS & THREADED ROD: SHALL BE IN' ACCORDANCE WITH ASTM A 307
DOOR
-32.9
(8'x7')
TOP
BARS
2 CAR
+27.1
GARAGE
NUTS: S
DOOR
-29.6
(16'x7')
ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR
THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS
PERMITTED BY THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION SHALL BE PERMITTED
• COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES
SHOWN IN TABLE ABOVE.
• LINEAR INTERPOLATION IS PERMISSIBLE.
• PLUS = PRESSURE AND MINUS = SUCTION.
• THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING HALL BE DESIGNED FOR EDGE STRIP PRESSURES.
• DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR
MANUF./SUPPLIER & SHALL MEET THE ABOVE NOTED PO ITIVE AND NEGA I IVE PRESSURES.
FEMA RELATED DESIGN CRITERIA
FEMA _RELATED DESIGN CRITERIA
FEMA (BFE): FEMA VE 13 (NGVD) + 2 FT DU = 15 (NGVD) = +13.90' NAVD
DEP MONUMENT NUMBER - DU R-046
100 YR. STORM ELEVATION - +16.3' NAVD (FROM SITE SPECIF C DETERMINATION)
100 YR. STORM DESIGN GRADE ELEVATION - +4.40' NAVD (FROM MONUMENT)
STRUCTURAL METAL CONNECTORS ARE IN CONFORMANCE WITH TABLE 1, FEMA - TECHNICAL BULLETIN 8 96. ALL
CONCRETE REBAR COVERAGE HAS BEEN SPECIFIED AS REQUIRED BY ACI.
VE CONSTRUCTION CERTIFICATION STATEMENTS
AT THE FEW LOCATIONS WHERE THE PILE SPACING HAS BEEN EDUCED TO LESS THAN 8:1 RATIO (PER FBC 3109.4),
THE PILES HAVE BEEN DESIGNED TO RESIST THE ADDITIONAL L ADS FROM FLOOD WATERS AND TRAPPED DEBRIS.
FND. AND STRUCTURE IS ANCHORED TO RESIST FLOTATION, CO LAPSE AND LATCERAL MOVEMENT DUE TO THE COMBINED
EFFECTS OF WIND AND WATER LOADS ACTING SIMULTANEOUSLY ON THE BLDG. COMPONENTS THAT RECEIVE SUCH
LOADING. BREAKAWAY ELEMENTS COMPLY WITH THE INTENT OF TECHNICAL BULLETIN 5 'FREE OF OBSTRUCTION REQ'.
GENERAL NOTES
GENERAL NOTES:
THESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS
AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, MEANS AND
METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND
TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. OBSERVATION VISITS TO THE SITE BY THE
STRUCTURAL ENGINEER OR STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE.
CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS.
ALL WORK, MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATIONS AND
SAFETY REQMT'S.
FOR CLARITY, ALL OPENINGS MAY NOT BE SHOWN ON DRAWINGS, SEE ALSO ARCHITECTURAL, MECHANICAL, ELECTRICAL
AND PLUMBING PLANS. ALL OPENINGS AND PENETRATIONS SHALL BE LOCATED AND VERIFIED BY ALL TRADES FROM
DRAWINGS MADE BY THEM. CONTRACTOR SHALL NOT PROCEED WITH ANY WORK SHOWN ON DRAWINGS IF IN CONFLICT
UNTIL RECEIVING CLARIFICATION FROM ARCHITECT. FOR FRAMIN AT OPENINGS, SEE TYPICAL STRUCTURAL DETAILS.
WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION PLAN NOTE IS SHOWN FOR ONE CONDITION, IT SHALL
APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS OTHERWItR
E NOTED.
CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, TH STRUCTURAL DOCUMENTS (DRAWINGS AND
SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED
BY THE CONTRACTOR.
CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS
OF ACI, PCH AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS, THE
STRICTEST REQUIREMENT SHALL GOVERN.
MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THIL REFERENCED BUILDING CODE,
ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED WITH ARCHITECTURAL
DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO START OF CONSTRUCTION. DO NOT SCALE
DRAWINGS COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING
AND CIVIL DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION.
CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AICD PROCEDURES OF
CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION
BRACING, SHORING, TEMPORARY SUPPORTS. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA
SAFETY REGULATIONS FOR ITS EMPLOYEES.
PRE-ENGINEERED MISCELLANEOUS STRUCTURES:
ANY EYEBROW, CANOPY, ALUMINUM COMPONENT OR ANY OTHER BUILDING APPENDAGES NOT SPECIFICALLY DETAILED
HEREIN SHALL BE DESIGNED BY OTHERS AT THE EXPENSE OF THE CONTRACTOR. CONTRACTOR SHALL SUBMIT SHOP
DRAWING OF MISCELLANEOUS ATTACHED STRUCTURES TO THE MAIN STRUCTURE INDICATING CONNECTION POINTS,
REACTIONS AND FASTENER REQUIREMENTS PRIOR TO FABRICATION OF MISCELLANEOUS STRUCTURE AND PRIOR TO
CONSTRU TION OF MAIN STRUCTURE. CONTRACTOR SHALL COORDINATE LOADING REQUIREMENTS WITH ANY OTHER
PRE-ENGINEERED COMPONENT SUCH AS ROOF FLOOR AND ROOF TRUSS ENGINEERING.
IVIM ILMIH
Jrt�.IrI�.H IIVIVJ:
f'c = 3000 psi
ANCHOR
BOLTS & THREADED ROD: SHALL BE IN' ACCORDANCE WITH ASTM A 307
OR ASTM F1554 GRADE 36.
QT WIRE
ROPE: GALVANIZED "AIRCRAFT" DESIGNED 7x19, 270KSI WIRE ROPE,
TOP
BARS
WASHERS
SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B).
# 3
NUTS: S
ALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX.
18
METAL CONNECTORS:
ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR
SHALL BE GALVANIZED.
RETROFIT
REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER
MINIMUM,
HOLES SHALL BE '/4" LARGER THAN REBAR SIX AND '/$" LARGER THAN
THREADED ROD SIZE. (U.O.N.)
EPDXY. FED
HEAD EPCON G5.
# 5
REINFORCING
STEEL: SHALL BE ASTM A615, GRADE 60.
31
STRUCTURAL
STEEL: SHALL BE ASTM A992, GRADE 50.
36
WELDED
WIRE FABRIC (WWF): SHALL BE ASTM A185.
56
FOUNDATIONS:
48
33
A SOILS
EPORT WAS NOT PROVIDED TO LOU PONTIGO 8c ASSOCIATES (LPA). LPA
HAS DESIGNED A PILE SUPPORTED
FOUNDATION
WITH 14"" DIAMETER AUGER CAST PILES WITH A GROUT STRENGTH OF
5000 PSI. LPA HAS ASSUMED THE
AUGER C
ST PILES TO HAVE A CAPACITY OF 40 TONS IN COMPRESSION, 13 TONS
IN TENSION AND 4 KIPS IN
SHEAR. THE
PILE DEPTH HAS BEEN ASSUMED TO BE -20.00' NAVD.
62
IT IS THE RESPONSIBILITY OF THE CONTRACTOR/OWNER TO HIRE A GEOTECHNICAL ENGINEER TO VERIFY PILE DEPTH.
THE PILE DEPTH MAY BE MODIFIED AFTER A GEOTECHNICAL INVESTIGATION IS PERFORMED..
ALL AUG4R PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 3" TO THE #3 TIES.
AUGER PILE PLACEMENT TOLERANCE: PLUS OR MINUS 2 INCHES.
THE CON RACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR AN
APPROVEITESTING AGENCY TO SUPERVISE AND CERTIFY THAT THE PILE INSTALLATION COMPLIES WITH THE DESIGN
REQUIRE ENTS. RECORDS OF THE REINFORCING FOR EACH PILE; EACH INDIVIDUAL PILE DEPTH AND QUANTITY OF
CONCRETI GROUT VOLUME INSTALLED FOR EACH PILE; TOTAL NUMBER OF INSTALLED PILES; TOTAL LENGTH OF
INSTALLE PILES; TOTAL CALCULATED CONCRETE GROUT VOLUME FOR ALL OF THE PILES; ACTUAL TOTAL CONCRETE
GROUT V LUME INSTALLED FOR ALL OF THE PILES; AND DEVIATION OF EACH PILE FROM THE SPECIFIED LOCATION
SHALL BEI. KEPT AND SUBMITTED TO THE ENGINEER OF RECORD UPON COMPLETION OF THE AUGER PILE WORK.
FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL
EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS
FROM TH FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE
STRUCTURAL ENGINEER..
UNLESS C THERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS
AND MESH SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS
FOOTINGS PROVIDE #4 @ 48" O.C. OR ROD CHAI`!RS, PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF
PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH
ELEMENT.I SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS
THE GEOTECHNICAL ENGINEER SHALL ACT AS THE OWNER'S REPRESENTATIVE AND SHALL MAKE OBSERVATIONS AND
TESTS A CONSIDERED NECESSARY FOR QUALITY CONTROL. WHERE FOUNDATIONS OR OTHER CRITICAL ELEMENTS ARE
TO BE S PPORTED ON ENGINEERED FILL, CONTINUOUS OBSERVATIONS AND TESTS OF GRADING OPERATIONS SHALL BE
MADE BY THE GEOTECHNICAL ENGINEER. ALL TESTS SHALL BE PERFORMED IN ACCORDANCE WITH PROCEDURES SET
FORTH IN THE CURRENT BOOK OF STANDARDS OF THE AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM).
BACKFILL AGAINST WALLS SHALL BE DEPOSITED EVENLY IN 8" TO 12" LIFTS AGAINST BOTH SIDES OF WALL UNTIL
THE LOWER FINAL GRADE IS REACHED. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING OR SHORING FOR ALL WORK
DURING THE CONSTRUCTION PERIOD. BACKFILL SHALL NOT BE PLACED AGAINST WALLS UNTIL THE WALLS HAVE
ACHIEVED 75% OF SPECIFIED DESIGN STRENGTH.
WHERE THE GEOTECHNICAL ENGINEER FINDS AN UNSTABLE CONDITION IS BEING CREATED, EITHER BY CUTTING OR
FILLING, 1HE WORK SHALL NOT PROCEED IN THAT AREA UNTIL AN INVESTIGATION HAS BEEN MADE AND THE GRADING
PLAN REVISED.
REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-99 (MANUAL OF STANDARD
PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES) AND CRSI MSP2-01 (MANUAL OF STANDARD PRACTICE).
(IBC 200 : CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION)
REINFORC NG STEEL SHALL CONFORM TO ASTM A-615, GRADE
60 (UNLESS NOTED OTHERWISE).
UNLESS dOTED OTHERWISE, CONCRETE COVER FOR REINFORCING
STEEL SHALL BE AS FOLLOWS:
1. CONCRETE CAST AGAINST EARTH - - - - - - - - - - - - - 3"
2. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 2"
3. WALLS ----------- 3/4„
4. COLUMNS/BEAMS (TO MAIN REINF.)- - - - - - - - - - 1 1/2"
SPLICES IN REINFORCEMENT, WHERE PERMITTED SHALL BE AS FOLLOW:
II 4
1. WELDED WIRE MESH --------------------- g"
CLASS "B", CASE I TENSION
SPLICES IN INCHES
BAR
SIZE
f'c = 3000 psi
f'c = 4000 psi
f'c = 5000 psi
ALL
OTHERS
TOP
BARS
ALL
OTHERS
TOP
BARS
ALL
OTHERS
TOP
BARS
# 3
21
28
18
24
17
22
# 4
28
37
25
32
22
29
# 5
36
46
31
40
28
36
## 6
43
56
37
48
33
43
# 7
62
81
54
70
48
63
# 8
71
93
62
80
55
72
# 9
80
104
70
90
62
81
# 10
90
118
78
102
70
91
ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK.
ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINS AND AROUND
CORNERS.
SHOP DRAWINGS
DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE DESIGNED/ENGINEERED BY
OTHERS IS THE SOLE RESPONSIBILITY OF THE DELEGATED ENGINEER. SUBMITTALS OF SUCH SYSTEMS SHALL BE SEALED B'
AN ENGINEER LICENSED IN THE PROJECT STATE.
STRUCTURAL DRAWINGS INDICATE TYPICAL AND 'ERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL
CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC REQUIREMENTS OF THIS PROJECT AS INDICATI
IN THE PROJECT DOCUMENTS.
THE CONTRACTOR SHALL SUBMIT, AS REQUIRED, PRINTS OF SHOP DRAWINGS FOR ALL FABRICATED MATERIALS TO ARCHITE
FOR REVIEW.
REVIEW OF SHOP DRAWINGS BY THE ARCHITECT/ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE
RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF THOSE SHOP DRAWINGS.
SHOP DRAWINGS REQUIRING A SPECIAL ENGINEERING DESIGN BY THE FABRICATOR SHALL BE STAMPED BY A REGISTERED
ENGINEER OF RECORD IN THE STATE IN WHICH CONSTRUCTION WILL OCCUR BEFORE SUBMITTING FOR REVIEW BY THE
ARCHITECT/ENGINEER.
COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF ALL APPLICABLE SPECIALTY ITEMS INCLUDING, BUT NOT LIMITED TO,
PRECAST CONCRETE, CURTAIN WALL GLAZING SYSTEMS, LIGHT GAGE STEEL FRAMING, ORNAMENTAL GUARDRAILS, SKYLIGHT`
AND STAIRS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THIS BUILD
SHALL BE CONSTRUCTED AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.
THE OWNER WILL NOT PAY FOR ADDITIONAL CHARGES DUE TO RE -DETAILING FEES ASSOCIATED WITH A THREE- DIMENSION.
DETAILING PROGRAM. THE DETAILER SHALL ESTIMATE AND INCLUDE ANY COSTS IN THE BASE BID ASSOCIATED WITH
RE -DETAILING FEES AS A RESULT OF CHANGES AND/OR REVISIONS MADE TO THE SHOP DRAWINGS DURING THE SHOP
DRAWING REVIEW.
ENGINEER SHALL BE FOR CONFORMANCE WITH CONTRACT DOCUMENTS WITH REGARD TO THE ARRANGEMENT AND SIZES OF
MEMBERS SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS AND THE DELEGATED ENGINEER INTERPRETATION OF THE
DESIGN INFORMATION INCLUDED IN THE CONTRACT DOCUMENTS. SUCH REVIEW BY THE STRUCTURAL ENGINEER SHALL NOT
IMPLY ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCH SYSTEMS. CONTRACTOR HAS FULL RESPONSIBILITY FOR
DIMENSIONAL ACCURACY AND CONFORMANCE WITH THE INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS.
SEE GENERAL NOTES FOR DESIGN CRITERIA AND ADDITIONAL REQUIREMENTS. FOOTINGS, HOLDDOWNS, FASTENERS, ETC.
INDICATED WITHIN WHICH SUPPORT A PRE-ENGINEERED ITEM ARE PRELIMINARY AND SUBJECT TO CHANGE AFTER REVIEW C
THE PRE-ENGINEERED SHOP DRAWINGS. THESE SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPT, AS
DEFERRED SUBMITTAL TO THE PERMIT DOCUMENTS.
EARTHWORK TESTING:
IT IS REQUIRED THAT THE SITE PREPARATION Rr FOUNDATION CONSTRUCTION BE MONITORED BY THE GEOTECHNICAL
ENGINEER OR HIS REPRESENTATIVE. THE FOLLOWING ARE RECOMMENDED MINIMUM SAMPLING AND TESTING FREQUENCIES.
AT LEAST ONE MOISTURE -DENSITY (PROCTOR) TEST, ATTERBERG LIMITS TEST AND PERCENT FINER THAN #200 SIEVE
TEST SHOULD BE PERFORMED PER EACH SOIL TYPE SUCH AS SUBGRADE AND SELECT FILL.
IN STRUCTURE AREAS, AT LEAST
1 DENSITY
AND MOISTURE
CONTENT
TEST PER 5000 SQUARE FEET OF SURFACE AREA
SHOULD BE PERFORMED ON THE
SUBGRADE
SOILS, AND AT
LEAST 1
DENSITY AND MOISTURE CONTENT TEST PER 5000
SQUARE FEET OF SURFACE AREA
SHOULD BE PERFORMED FOR
EACH
COMPACTED 8 -INCH THICK LAYER OF FILL. TESTING
BACKFILL TRENCHES SHOULD BE
AT LEAST
1 DENSITY AND
MOISTURE
CONTENT TEST PER 100 LINEAR FEET OF TRENCH
PER 8 -INCH COMPACTED FILL THICKNESS.
100
AT 25% OF ANY
ISOLATED COLUMN FOOTING LOCATIONS
A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD BE PERFORMED IN THE
BUILDING AREA ON THE SUBGRADE SOILS, AND A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT
TESTS SHOULD BE PERFORMED PER 8 -INCH COMPACTED THICKNESS OF FILL IN THE BUILDING AREA. TESTING OF
BACKFILLED TRENCHES SHOULD BE AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 100 LINEAR FEET OF TRENCH
PER 8 -INCH COMPACTED FILL THICKNESS.
IT IS IMPERATIVE THAT A QUALIFIED FIELD TECHNICIAN BE ON-SITE DURING ALL SOIL PROCESSING AND PLACEMENT.
CONCRETE TESTING:
OWNER WILL EMPLOY AN INDEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS AND SUBMIT TEST
REPORTS ON CAST -IN-PLACE CONCRETE:
-ASTM C143 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE." SLUMP SHALL NOT EXCEED LIMIT
INDICATED ON APPROVED MIX DESIGN, OR 6" (WHICHEVER IS SMALLER)
• ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS." CYLINDERS
SHALL BE TAKEN FOR EACH MIX DESIGN USEQ, AND FOR EVERY 50 CUBIC YARDS OF CONCRETE PLACED. TEST
CYLINDERS AT THE FOLLOWING AGES:
CYLINDER AT 3 DAYS, I CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS -OR- HOLD ONE RESERVE CYLINDER TO BE
TESTED AS REQUESTED BY THE ENGINEER. IF REQUIRED 28 DAY STRENGTH IS ACHIEVED, THE RESERVE CYLINDER MAY BE
DISCARDED.
ALL CONCRETE TESTS INCLUDING AIR CONTENT, SLUMP, AND TEST CYLINDERS SHALL BE TAKEN AT THE POINT OF
DISCHARGE AND FROM THE DISCHARGE END OF PUMP HOSE WHEN CONCRETE IS PUMPED.
POST -INSTALLED ANCHORS IN CONCRETE
EXPANSION ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL BE HILTI KWIK BOLT 3 ANCHORS MANUFACTURED BY
HILTI FASTENING SYSTEMS, WEDGE -ALL ANCHORS MANUFACTURED BY SIMPSON STRONGTIE COMPANY, POWER -STUD ANCHC
MANUFACTURED BY POWERS FASTENERS, TRUBOLT WEDGE ANCHORS MANUFACTURED BY ITW RAMSET/RED HEAD OR
APPROVED EQUAL. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL
BE PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE.
2. ALL 0
HERS ---------------------- "B"
ADHESIVE ANCHORS AS SHOWN ON CONTRACT DOCUMENTS
SHALL CONSIST
OF AN ALL -THREAD GRADE 36 STEEL ANCHOF
CLASS
TENSION, CASE "1"
#
11
100
131
87
113
78
101
WITH HY150 MAX INJECTION ADHESIVE (HIT HY20 INJECTION
ADHESIVE FOR
MASONRY CONSTRUCTION WITH VOIDS) SUPPLI E
MINIMUM U.O.N. (SEE CHART)
BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED
BY SIMPSON STRONGTIE COMPANY, EPCON G5
EPDXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD OR
APPROVED EQUAL. INSTALL IN ACCORDANCE WITH THE
SUBMIT S
OP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING
BAR
SIZES
AND PLACEMENT.
WRITTEN
MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT
DESCRIPTIONOTHERWISE.
SHALL BE PER
MANUFACTURER'S REQUIREMENTS UNLESS NOTE
OF REINF ?RCEMENT
WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS
IS NOT ACCEPTABLE.
ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR
PERMISSION FROM THE STRUCTURAL ENGINEER.
ALL TENSION SPLICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-11. SPLICES
SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED
ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS"
CAN BE 'PLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN
WRITING BY THE STRUCTURAL ENGINEER. (FBC 2010: ACI 318-08)
WELDED IRE REINFORCEMENT SHALL CONFORM TO ASTM A-185 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE
AND SHA L BE SUPPLIED IN FLAT SHEETS.
LONGITUDINAL REINFORCING BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS.
FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) SHALL BE ADDED
@ SIDE 01 OPENING (HALF TO EACH SIDE - TYPICAL).
PROVIDE ORNER BARS AT ALL CONTINUOUS REINFORCING BARS AT ALL MEMBERS (FOUNDATIONS, WALLS, SLABS, BEAMS
& OTHER MEMBERS),
PROVIDE OWELS FROM FOUNDATIONS, THE SAME SIZE & NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING,
UNLESS NOTED OTHERWISE.
F EIC`� FY
REVIEWED FOR CODE COMPLIANCE
CITY OF ATLANTIC BEACH
SEE PERMITS FOR ADDITIONAL
REQUIREMENTS AND CONDITIONS
REVIEWED BY: DATE: /e
Lou Pontigo and
Associates, Inc.
420 Osceola Avenue
)ax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
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Lu is A. Pontigo, P E
FL PE#53311
REVISIONS DATE
FIELD ALTERATION
CONTRACTOR SHALL CONTACT LOU
PONTIGO fi ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO a
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES.
DESIGN
CRITERIA
AND
GENERAL
NOTES
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
PLAN NAME
RESIDENCE
DESIGN/DRAWN/CHECKED
CS / WAC /LAP
DATE
05.16.18
SCALE
AS NOTED
LPA No.
STAR -17-00820
CONTROL No.
2012
SHEET
SHEET 1 OF cj
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El
TOP OF PILE
ELEVATION LEGEND
xRX
— TOP
OF PILE 19.59' NAVD
TOP
OF PILE 9.58' NAVD
// = TOP
OF PILE SEE PLAN
14 = TOP
OF PILE 14.59' NAVD
Lou Pontigo and
Associates, Inc.
420 Osceola Avenue
)ax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
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FL PE#53311
REVISIONS DATE
FIELD ALTERATION
CONTRACTOR SHALL CONTACT LOU
PONTIGO a ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO a
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES..
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TACT THE E.O.R.
PLAN NAME
RESIDENCE
DESIGN/DRAWN/CHECKED
CS / WAC /LAP
DATE
05.16.18
SCALE
AS NOTED
LPA No.
STAR -17-00820
CONTROL No.
2012
SHEET
S160
SHEET 2 OF5
ADS ACEN T GRADE
ELEVATIONS
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STACK STONRETAINING
WALL BY OTl-�IIE.R. SEE
ARCH FOR L RCATION
r"_
FOUNDATION PLAN
SCALE: 1/4" = 1'-0"
Lou Pontigo and
Associates, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
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Luis A. Pontigo, PE
FL PE#53311
REVISIONS DATE
FIELD ALTERATION
CONTRACTOR SHALL CONTACT LOU
PONTIGO & ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO &
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES -
FOUNDATION
PLAN
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
PLAN NAME
RESIDENCE
DESIGN/DRAWN/CHECKED
CS / WAC /LAP
DATE
05.16.18
SCALE
AS NOTED
LPA No.
STAR -17-00820
CONTROL No.
2012
SHEET
S160A
�. SHEET 3 OF 5
j EXTEND BARS TO WITHIN
I 3" OF TOP OF SLAB (TYP)
I I
I
j T/ ILE VARIES
—- SE PLAN
• 14"0 AUGER CAST PILE
w/ 7—#5 & #3 TIES @
12" oc
PILE SECTION
GEOTECH ENGINEER TO
VERIFY PILE DEPTH. SEE
NOTE ON SHEET S1.0
TYPICAL PILE
ELEVATION
S1.01 SCALE: 1/4" = 1'-0"
1'-0"
T/POOL WALL.:. e,
EL. +21.59' NAVD r __
0
•
GRADE
BOND BEAM
SEE 7/S1.01 •
#3 HORIZONTAL @
8"o.c, CENTERED
#4 VERTICAL @ 8"o, c,
CENTERED, ALIGNED w/
SLAB REINFORCING
T/PILE
EL. +14.59' NAVD
BOT/GRADE BEAM
EL. +14.26' NAVD
4—#5 TOP & BOTTOM w/
#3 STIRRUPS @ 120.0
GRADE BEAM REINFORCING
01 5')1 POOL WALL DETAIL
S1,01j SCALE: 3/4" = 1'-0"
CANTILEVERED CONCRETE--\
COPING AS PER POOL
MANUFACTURER/OWNER
WATER LINE
6 WATERLINE
TI LE
#3 HORIZONTAL @
8"o.c, CENTERED
all
O
BO PILE
EL —20.00' N.A.V.
1'-0"
#3 VERTICAL @ 8" .0 '
„
#4 HORIZONTAL @
8"o.c
POOL
#5 @ 8" O.C.
EA. WAY BOT
m
4—#5 TOP & BOTTOM w/ #3
STIRRUPS @ 12"o.c GRADE
BEAM REINFORCING
POOL DETAIL
S1.01 SCALE: 3/4" = 1'-0"
----------- r •
•
1'-2"
2'-0" MIN
T/POOL WALL
EL* ----+21.59 NAVD
BOND BEAM
SEE 8/S1.02
#4 VERTICAL @ 8''`0. c,
#3 HORIZONTAL
@ 8" o. c
14"0 AUGERCAST
CONCRETE ANCHOR
PILE
'FINISH,
SEE ARCH
T/POOL WALL
GE
8"
STRUCTURAL CONCRETE
Q
POOL
SHELL WALL
_... _. o
#4@ 12" 0. C. E.W.
CIA
�yy 0'
TYPICAL AT STAIRS.
ADD 4pcs #4 x 3'-0"
GRADE a
Luis A. Pontigo, PE
FL PE#53311
DIAGONALS AROUND DEEP
REVISIONS DATE
POOL
06.26.1
WELL DRAIN OPENING
COMMENTS
•'
#5 @ 8"o. c TOP
Q
SEE 8/S1.02
�w
MAINTAIN 2"
w
•
g
CONCRETE COVER
CO
MAKING ANY STRUCTURAL FIELD
AROUND OPENING
z C
— w
FROM THE INTENT OF THE ORIGINAL
r
Q
)
)
8" STRUCTURAL 5 @ 8" O.C. TO
CONCRETE SLAB # P
SEE DETAIL 5/S1.02
FOR REINF. (TYP)
Q >
1/3
SPAN
-� `-'
OP R
INF RCING
8" STRUCTURAL
#5 @ 8" O.C. TOP
N
CONCRETE SLAB
#5 @ 12" O.C.
2—#4
..' •
• 00 SUPPORT 11 1 /3 SPA
TOP R INFORCING 113 SP N TOP REINFORCING
V,.
SLAB REINFORCING
DEEP WELL
#5 @80.c v
DRAIN
• •
EL. +SEE PLAN
w/5 @ 8" O.C.
EA. WAY BOT.
BEND OVER VERTICAL #5'
4—#5 TOP & BOTTOM w/ #3
EA. WAY BOT
STIRRUPS @ 12"o.c GRADE
AUGERCAST PILE REINFORCING
INTO GRADE BEAM/SLAB
"
2 —0 F-5 @ 8 0 C
A WAY BOT
DEEP WELL DRAIN OPENING
REINFORCING DETAIL
SCALE: 3/4" = 1'-0"
2—#4
SUPPORT
�--" 4—#5 TOP BOTTOM w/ #I'
� STIRRUPS @ 12" 0. .
GRADE BEAM REINFORCIN
14"0 AUGERCAST CONCRETE
ANCHOR PILE
2'-0" MIN 24"w x 20 1 'd STRUCTURAL GRADE BEAM AT MIDDLE
s POOL DETAI
S1.01 SCALE: 3/4" = 1'-0"
1'-0"
8"
#4 VERTICAL @ 8"
O.C., CENTERED
1/Z" EXPANSION JOINT w/
ELA TOMERIC SEALANT
TRAVERTINE STONE OVER
COMID ACTED SAND BED AS
PER POOL CONTRACTOR
SLOPE
I
COMPACTED SAND BED DESIGNED
BY POOL CONTRACTOR
10" BOND BEAM w/ 2—#4
CONTINUOUS AROUND
PEREM TER (TYPICAL)
7 TYPICAL COPING/EDGE DETAIL
S1.01j SCALE: 3/4" = 1'-0"
z
00
^I
T/GRADE BEAM
EL. VARIES
-11
2'-6" MIN
4 SECTION
�-o SCALE: 3/4' = 1'-0"
WATERPROOFING BY
BUILDER
al I FYA()Qr-- l AAC:-TAI
SECTION
SCALE: 3/4" = 1'-0"
2—#4
SUPPORT
BARS
Lou Pontigo and
Associates, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
a .11i
T/POOL WALL
GE
% 0
EL. +21.59' NAVD
" •
� I I
• a
311
_... _. o
#4@ 12" 0. C. E.W.
CIA
�yy 0'
TYPICAL AT STAIRS.
ADD 4pcs #4 x 3'-0"
GRADE a
Luis A. Pontigo, PE
FL PE#53311
DIAGONALS AROUND DEEP
REVISIONS DATE
QDEP
1
06.26.1
WELL DRAIN OPENING
COMMENTS
•'
BOND BEAM
SEE 8/S1.02
sw
`. '.z
MAINTAIN 2"
•
g
CONCRETE COVER
PONTIGO & ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
AROUND OPENING
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
r
CONSTRUCTION DOCUMENTS- ANY
FIELD ALTERNATIONS MADE PRIOR TO
SEE DETAIL 5/S1.02
FOR REINF. (TYP)
." ._
• .
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES.
#5 @ 12" O.C.
..' •
EACH WAY POOL
V,.
SLAB REINFORCING
DEEP WELL
DRAIN
8" ETRUCUTRAL SLAB
EL. +SEE PLAN
w/5 @ 8" O.C.
4—#5 TOP & BOTTOM w/ #3
EA. WAY BOT
STIRRUPS @ 12"o.c GRADE
BEAM REINFORCING
DEEP WELL DRAIN OPENING
REINFORCING DETAIL
SCALE: 3/4" = 1'-0"
2—#4
SUPPORT
�--" 4—#5 TOP BOTTOM w/ #I'
� STIRRUPS @ 12" 0. .
GRADE BEAM REINFORCIN
14"0 AUGERCAST CONCRETE
ANCHOR PILE
2'-0" MIN 24"w x 20 1 'd STRUCTURAL GRADE BEAM AT MIDDLE
s POOL DETAI
S1.01 SCALE: 3/4" = 1'-0"
1'-0"
8"
#4 VERTICAL @ 8"
O.C., CENTERED
1/Z" EXPANSION JOINT w/
ELA TOMERIC SEALANT
TRAVERTINE STONE OVER
COMID ACTED SAND BED AS
PER POOL CONTRACTOR
SLOPE
I
COMPACTED SAND BED DESIGNED
BY POOL CONTRACTOR
10" BOND BEAM w/ 2—#4
CONTINUOUS AROUND
PEREM TER (TYPICAL)
7 TYPICAL COPING/EDGE DETAIL
S1.01j SCALE: 3/4" = 1'-0"
z
00
^I
T/GRADE BEAM
EL. VARIES
-11
2'-6" MIN
4 SECTION
�-o SCALE: 3/4' = 1'-0"
WATERPROOFING BY
BUILDER
al I FYA()Qr-- l AAC:-TAI
SECTION
SCALE: 3/4" = 1'-0"
2—#4
SUPPORT
BARS
Lou Pontigo and
Associates, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
a .11i
GE
% 0
.�
� I I
• a
311
CIA
�yy 0'
Luis A. Pontigo, PE
FL PE#53311
REVISIONS DATE
QDEP
1
06.26.1
COMMENTS
FIELD ALTERATION
CONTRACTOR SHALL CONTACT LOU
PONTIGO & ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS- ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO a
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES.
FOUNDATION
DETAILS
LARCHITECTURAL
ALE DIMENSIONS FROM
WINGS. IF A DIMENSION IS
EAR REFER TO THE
DRAWINGS OR
TACT THE E.D.R.
PLAN NAME
RESIDEN7
CE
DESIGN/DRAWN/CHECKED
CS / WAC / LAP
DATE
05.16.18
SCALE
AS NOTED
LPA No.
STAR -17-00820
CONTROL No.
2012
SHEET
S1601
SHEET 4 OF 5
SHORE PER ENDICULAR
CONC. WALII BELOW,
S E E: DE I-AI I...... 2/S1,(--'1
A o
10,
— _ _..._. .._ ...._._.W
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SHORE PER ,� IV:: N'D�LL-La— ..---
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SEE DETAIL 2/51.01
S.1..RIJCTUI�AL SLAB;
REQUIRES FRAMING
AT BOTTOM
/4" E.J. w/COMPRESSIBLE
EXPANSION JOINT MATERIAL
AND SEALANT, BY BUILDER T/SLAB
t
I + 21.59'�
t NAVD
2x12 SYP#2 LEDGER.
FASTEN TO CONC. w/(2)/2"
INK—
T.R. Q 16" O.C. SEE 8/S1.01
a... Cf)
STRUCTURAL
SLAB ON FILL
.......................................... .......
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5 S1.
01
S1.01 e
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(I S1.01
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f TOP OF DECKING
f l
+21.59' NAVD
ELEV. AT DEEP END
(+15.93' NAVD }
POOL FOUNDATION AND FRAMING PLAN
SCALE: 1/4" = 1'-0"
0 22'-0"
2
S1.01
5
S1.01
1
S1.2
CONTINUOUS MAT OF
#4 @ 12" o.c E.W. BOTTOM
11
/4 E.J. v/COMPRESSI3LE
EXPANSION JOINT MATERIAL
AND SEALANT, BY BUILDER
PHASE 1 UNDER
SEPARATE PERMIT
TOP OF DECKING
+21.56' NAVD
1 )
T—
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T/POOL WALL +ti )
EL. +21.59' NAVD )
SEE 5/S1.01
1"0� I �
i 00
• I I )
SEE 6/S1.01 )
)
_ I i
I--------------------
n POOL SECTION
5)UALE: ,5/4 = 1 —U
PAU 4 4 "aOFH(� {awe % e UU.1. g%
Lou Pontigo and
Associates, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
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ibb
SHORE PER ,� IV:: N'D�LL-La— ..---
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SEE DETAIL 2/51.01
S.1..RIJCTUI�AL SLAB;
REQUIRES FRAMING
AT BOTTOM
/4" E.J. w/COMPRESSIBLE
EXPANSION JOINT MATERIAL
AND SEALANT, BY BUILDER T/SLAB
t
I + 21.59'�
t NAVD
2x12 SYP#2 LEDGER.
FASTEN TO CONC. w/(2)/2"
INK—
T.R. Q 16" O.C. SEE 8/S1.01
a... Cf)
STRUCTURAL
SLAB ON FILL
.......................................... .......
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5 S1.
01
S1.01 e
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ELEV. AT DEEP END
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POOL FOUNDATION AND FRAMING PLAN
SCALE: 1/4" = 1'-0"
0 22'-0"
2
S1.01
5
S1.01
1
S1.2
CONTINUOUS MAT OF
#4 @ 12" o.c E.W. BOTTOM
11
/4 E.J. v/COMPRESSI3LE
EXPANSION JOINT MATERIAL
AND SEALANT, BY BUILDER
PHASE 1 UNDER
SEPARATE PERMIT
TOP OF DECKING
+21.56' NAVD
1 )
T—
� I �
T/POOL WALL +ti )
EL. +21.59' NAVD )
SEE 5/S1.01
1"0� I �
i 00
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SEE 6/S1.01 )
)
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I--------------------
n POOL SECTION
5)UALE: ,5/4 = 1 —U
PAU 4 4 "aOFH(� {awe % e UU.1. g%
Lou Pontigo and
Associates, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
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Luis A. Pontigo, PE
FL PE#53311
K,-REV—ISIONS DATE
DEP
1 COMMENTS 06.26.1
FIELD ALTERATION
CONTRACTOR SHALL CONTACT LOU
PONTIGO fi ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO &
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES.
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POOL
FOUNDATION
AND
FRAMING
PLAN
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
PLAN NAME
RESIDENCE
DESIGN/DRAWN/CHECKED
CS / WAC /LAP
DATE
05.16.18
SCALE
AS NOTED
LPA No.
STAR -17-00820
CONTROL. No,
2012
SHEET
S102
SHEET 5 OF cj