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Project Overview CUSTOMER INFORMATION
WILDER/LOT: 5&6 CUSTOMER NAME:Moguin
ADDRESS: 587 Beach Ave SUBDIVISION:
M
el, P*
ORANGE BARRIER FENCE
ZIP CODE:32233
Spofts Pool 3' 5' 4*5' CITY:Adai' Beach STATE:FL
To be installed and replaced after each
Automatic Pool days activity HOME PHONE: WORK CELL.
DIRECTIONS
FILE COPY Cover per safety
Atlantic Beach tmards.the Beaches
code
L-Ocean Blvd,
L-Beach Ave
- ------------------I Tanning
POOL SPECS
Shelf
SIZE:1,V x 3Z DEPTH:T-Y-43
SQFr.448 sq ft PERIMETER:92 sq ft
J>-
EST TOTAL GALLONS:14,242 SK114MERS:1 Sitirwer
RETURNS:3 Returns LIGHTING:2 LED Lights
REQUIRED:
SPECIAL:
Equipotential Bonding Grid
SPA SPECS
411 - 6" deep and 18" -24" from
SIZE: RMED HEIGHT:
water's edge. Connected at 4 ------------ 14'— SQFr: PERIMETER:
Pool Deck by
bonding points. EST TOTAL GALLONS: SPILLWAY-24"cutout Tie Spillway
Swimout homebuilder
LIGHTING:LED Light HEATER:
OF SPA JETS: 4 COMPUTER:IX 100
BLOWER: SPECIAL:
EQUIPMENT
POOL PUMP-Variable Speed Pentair Pump FILTER-150 Cartridge
CHLORINATOR.InteMchlor CLEANING SYSTEM:PCC 2000
HEATER:GeoThennal PH CONTROLEW.
OTHER:
DECK
POOL DECK MATERIAL-To be Detemined by SQ Fr
COLOR: PATTERN:
COPING: SPECIAL:
IDS,
i LANAI MATERIAL: SQ FT:
b- I a
COLOR. PATTERN:
L––––––––––––––– –-x–
INTERIOR SELECTIONS
Steps TILE: DECO:
STEPS/SWIMOUTS: PLASTER:
Pool SPECIAL:
Equipment in
SCREEN ENCLOSURE
Garage
SIZE:N/A WALLS:
TYPE: SCREEN MESH:
COASTAL LUXURY OUTDOORS
ADDRESS: 3635 Regent OW,Suite 203,Jacitsonville,FL 32224
FAX: 866-609-2717
PHONE:904-272-7946
EMAIL:Kievin0coastailtaturypy.com
CONTRACTORS LICENSE:CPC1458340,CPC1457255,CPCO13M
Safety Features
Legend Key
PCC 20004*Aw:controls for STUB FO;rER.WiUMVIM' t
41SICINMERS: (1) WNW ownw swbicw Una:I"cimAtit BRANCH PIPING: 3.0 Baby Barrw Per saf*code
PW9t: INKOO DS:RecorAnt dewminW ROW4AC:W b66�wo f i ELEVATION: Feme per safety code COASTAL LUXURY
SPA MAIN DRAINS:1piAst—kut VAC ;3WSWF— TRUNK PIPING: 2.5
MUOHOG LINE: Screw Endosure per safety code
NDX MWn DrWns:2 DEBRIS CAi 0&-is CArkW
RETLIRNS:M IV-W Automatic Pool Cover per safety code
RETURN PIPING:2.0
SPA LMr.RacW Vent Urw Vent to Agnosphwo
Pf0ject Overvietv CUSTOMER INFORMATION
BUILDER/LOT, 5&6 CUSTOMER NAME:Moguin
ADDRESS: 587 Beach Ave SUBDIVISION:
ORANGE BARRIER FENCE
CITY.Atlantic Beach STATE:FL ZIP CODE:32233
To be installed and replaced after each
HOME PHONE. WORK/CELL:
days activity
DIRECTIONS
I**,.,,.,*........ ... Atlantic Beach tmvards the Beaches
............ .................................................................................. ..........................................
............................................ L-Ocean Blvd,
- -- -------------- -
.............WWWWW".
m
...............
L-Beach Ave
POOL SPECS
L-V
SIZE:IV x 32! DEPTH:X-S'-4.5'
SQFT:448 sq ft PERIMETER:92 sq ft
EST TOTAL GALLONS:14,242 SO4MERS:I Skknnw
.................................................................................. .
RETURNS:3 ReWms LIGHTING:2 LED Ughts
SPECIAL:
SPA SPECS
SIZE: RAISED HEIGHT.
SQFT. PERIMETER:
...... .. ......
ESTTOTAL GALLONS: SPILLWAY.24*cutout Tle Spibyway
LIGHTING:LED Light HEATER:
OF SPA 1ETS-. 4 COMPUTEW LX 10D
——————————————————————————————
BLOWER: SPECIAL:
EQUIPMENT
POOL PUMP-Variable Speed Pentak Pump FILTElL I%Confidge
...... InteMchbr CLEANING SYSTEM:PCC 2OW
............................................................................
HEATER:GeoThermal PH CONTROLER:
OTHER,
2 DECK
R
..................... ....................................................... POOL DECK MATERIAL:To be Determkied by SQ FT
COLOW PATTERN:
COPING: SPECIAL:
.......................................................................... .. .......
.................
..........a............................................................... LANAI MATERIAL: SQ FT:
......................................................................... .. ..........
COLOR. PATTERN,
14'
SPECIAL:
1%
R. INTERIOR SELECTIONS
1%
TILE: DEM.
STEPS/SWIMOUTS: PLASTER:
1%
SPECIAL:
R:
1%
1% SCREEN ENCLOSURE
SIZE:N/A WALLS:
TYPE: SCREEN MESH:
COASTAL LU)(URY OUTDOORS
ADDRESS: 3635 Regent Blvd,Sulte 203,Jacksonvik,FL 32224
FAX: 866-609-2717
PHONE:90+272-7946
EMAIL-K"0wasta1mfyp.com
CONTRACTOR!S LICENSE:CK1458340,CPC1457255,CPCOL3600
Safety Features
PCC 3W
ff.14'bulow tDp Wulw;Conu*for STUB MR S%6 Up&t GQUWMMt EWcvkW Una:r Can" BRANCH PIPING:3.0
In-now us~ Oad fir Mum dwrW Baby Bamer per safety code
of bW beM AKEAMP
SU ! ELEVATION: ou Fem per safely code
ROW�AQ Ir Wow of COASTAL LUXURY
Pad�Lot Top of Lght pkcW 41", IN EADS:PWwmtd*wmk
w5dowoww"r SPA MAW "ORO by nwmftcwm VAC TRUNK PIPING: 2.5
MUDW)G LINE: code
Screen Emlosure per safety
MOX Main DmAw;2 DEBRIS CANISTER,Dabris CwiWw
RETURNS: x Automatic PW Cow W safety code
Ve"LLho:Vent to Aftowhom RETURN PIPING: 2.0
SPA UAT PwW
DESIGN CRITERIA
DESIGN CODE: ROOF COVERING SPECIFICATIONS, REINFORCED CONCRETE (CONTINUED)
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED CONCRETE SLABS ON GRADE:
2010 FLORIDA BUILDING CODE RESIDENTIAL
COVERING SYSTEM. ASPHALT SHINGLES SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS
DESIGN LOADS: ACTUAL AND UNIFORM ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. PROCEDURES AND REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE 'MANUAL OF LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL
ROOF LOADING ROOF CLAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315. SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. Lou Pontigo and
TOP CHORD LIVE LOAD (cd=1.25) INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL Associates, Inc.
20 psf ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED ACCORDING TO THE BAR SUPPORTS SHALL BE PLASTIC DIPPED AFTER FABRICATION. SAWCUTS (FOR SLABS ON GRADE WITHOUT REBA
TOP CHORD DEAD LOAD
20 psf (CLAY TILES) MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 5'x5' GRID WITHIN 12 HOURS 420 Osceola Avenue
BOTTOM CHORD LIVE LOAD
10 psf AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. SLAB BOLSTERS SHALL BE PROVIDED FOR VERTICAL COLUMN REINFORCING STEEL,SUCH OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB AND WHERE SHOWN ON Jax. Beach,Florida 32250
BOTTOM CHORD DEAD LOAD
5 psf THAT 2 INCH MINIMUM CLEARANCE IS MAINTAINED. Ph. 242-0908 Fax. 241-9557
DETAIL 13/S1.01. CALL EOR FOR ALTERNATIVE METHODS.
PRESSURE TREATED WOOD FRAMING SPECIFICATIONS: FL:CA#8344 SC:CA#3579
ALL REINFORCING SPLICES SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST
FLOOR ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR CONTACT US WITH YOUR COMMENTS
FLOOR LOADING EDITION OF ACI 318, BUT IN NO CASE SHALL BE LESS THAN 40 BAR DIAMETERS, U.O.N. PRE-ENGINEERED SYSTEMS
SOIL SHALL BE PRESSURE-TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH Comm N, 1#41410m
TOP CHORD LIVE LOAD (cd=1.00)
SODIUM BORATE (DOT-DISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACQ OR DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE A
TOP CHORD DEAD LOAD 40 psf
NON-DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE ALL WELDED WIRE FABRIC SHALL BE LAPPED TWO (2) MESH PANELS AND TIED DESIGN ED/EN GIN EERED BY OTHERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
�%I \,\CE
BOTTOM CHORD LIVE LOAD 20 psf 0
HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL SECURELY. WHERE REQUIRED, DOWELS SHALL MATCH SIZE AND NUMBER OF MAIN SUBMITTALS OF SUCH SYSTEMS SHALL BE SEALED BY AN ENGINEER LICENSED IN THE 0
BOTTOM CHORD DEAD LOAD 0 psf
BE STAINLESS STEEL. REINFORCING, U.O.N. PROJECT STATE. REVIEW OF SUBMITTALS BY THE STRUCTURAL
5 psf No. 53311
DEFLECTION CRITERIA:
TIMBER FRAMED BEARING WALL UTES: SUPPORT BARS SHALL BE #5 OR GREATER, AND NOT SPACED MORE THAN 48" O.C. A ENGINEER SHALL BE FOR CONFORMANCE WITH CONTRACT DOCUMENTS WITH REGARD TO THE
%--0 ". S7_A,7TjE F7.46
ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE SPF#2. MINIMUM OF THREE (3) SUPPORT BARS AND THREE (3) INDIVIDUAL CHAIRS FOR EACH ARRANGEMENT AND SIZES OF MEMBERS SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS
FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOAD L/360 2. PLATES IN CONTACT WITH CONCRETE OR CMU SHALL BE P.T. (SEE ABOVE) SUPPORT BAR SHALL BE PROVIDED FOR TOP BARS. AND THE CONTRACTORS INTERPRETATION OF THE DESIGN INFORMATION INCLUDED IN THE 0
R 10 C�!
CONTRACT DOCUMENTS. SUCH REVIEW BY THE STRUCTURAL ENGINEER SHALL NOT IMPLY N
3. SILL PLATE ANCHORS -Y2%6" EPDXY ANCHORS @ 48" O.C. MAX 01V,4
SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN 11 ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCH SYSTEMS. CONTRACTOR HAS FULL
4. STUD SIZE & GRADE PER STRUCTURAL PLANS. -60) L
WIND LOADING: 5. MIN. OF SPF UTILITY GRADE FOR INTERIOR NON-BRG. TOP PLATES. PAST OUTERMOST CHAIR OR SUPPORT BAR. RESPONSIBILITY FOR DIMENSIONAL ACCURACY AND CONFORMANCE WITH THE INFORMATION
BASIC WIND SPEED (ASCE 7-10) -------------- 130 6. USE SPF#2 OR BETTER FOR ALL WALLS IN THESE PLANS, U.O.N. CONTAINED IN THE CONTRACT DOCUMENTS.
IMPORTANCE FACTOR ---------------------- 1.00 7. SPACE STUDS AT 24" O.C. IN NON-LOAD BEARING WALLS. MAIN HOUSE PILE FOUNDATIONS: PRE-ENGINEERED SYSTEMS SHALL INCLUDE WOOD FLOOR & ROOF SYSTEMS, ALUM. & GLASS �ISICINS DAT�
8. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FOUNDATION IS SUPPORTED BY 14" DIAMETER AUGER CAST PILES WITH A GROUT WINDOWS, DOORS. SEE GENERAL NOTES FOR DESIGN CRITERIA AND ADDITIONAL
MEAN ROOF HEIGHT ----------------------- 35.0 FT FLOOR BEARING ELEVATION, UNLESS NOTED OTHERWISE ON PLAN. STRENGTH OF 5000 PSI, A CAPACITY OF 26 TONS IN COMPRESSION, 8 TONS IN TENSION
AND 2.6 KIPS IN SHEAR. AS PER GEOTECHNICAL EVALUATION PREPARED BY UNIVERSAL REQUIREMENTS. FOOTINGS, HOLDDOWNS, FASTENERS, ETC. INDICATED WITHIN WHICH SUPPORT
ROOF PITCH ---------------------------- VARIES GALVANIZED METAL STRAPS AND FASTENERS ENGINEERING SCIENCES, UES PROJECT No. 0930.1300083.0000, UES REPORT No. A PRE-ENGINEERED ITEM ARE PRELIMINARY AND SUBJECT TO CHANGE AFTER REVIEW OF THE
BUILDING CATEGORY ----------------------- 11 1038313, DATED MAY 28, 2013. THE PILE DEPTH HAS BEEN ASSUMED TO BE -14.4' PRE-ENGINEERED SHOP DRAWINGS. THESE SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO
EXPOSURE CATEGORY ---------------------- D ALL METAL STRAPS AND HANGERS SHALL BE GALVANIZED G185 (1.85 oz/FT^2) OR BETTER. N AVID. THE BUILDING DEPT. AS A DEFERRED SUBMITTAL TO THE PERMIT DOCUMENTS.
ENCLOSURE CLASSIFICATION ----------------- ENCLOSED SIMPSON PRODUCTS SHALL BE Zmax GALVANIZED. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES,
INTERNAL PRESSURE COEFFICIENT -------------- ± .18 HANGERS AND STRAPS INSTALLED OVER ACQ OR ACZE PRESSURE TREATED LUMBER SHALL CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ET., SEE ARCHITECTURAL PLANS.DO NOT SHOP DRAWINGS:
BE STAINLESS STEEL. SCALE FOOTING DIMENSIONS AND LOCATION FROM THE FOUNDATION PLAN SHOWN ON THE STRUCTURAL SHOP DRAWING REVIEW IS INTENDED TO HELP THE ENGINEER VERIFY HIS FIELD AL-rERA-nON
DESIGN CONCEPT. THE REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONTRACTOR SHALL CONTACT LOU
COMPONENTS & CLADDING DESIGN PRESSURES S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PONTIGO&ASSOCIATES PRIOR TO
ALL WOOD FASTENERS (NAILS, SCREWS, BOLTS, ETC.) SHALL BE HOT DIPPED GALVANIZED TO PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF CONCEPT AND DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE DESIGN MAKING ANY STRUCTURAL FIELD
DRAWINGS AND SPECIFICATIONS, WHICH HAVE PRIORITY OVER SHOP DRAWINGS. THE MODIFICATIONS WHICH MAY VARY
MEET THE SPECIFICATIONS OF ASTM153 OR BETTER. FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF FROM THE INTENT OF THE ORIGINAL
TRIBUTARY INTERIOR EDGE STRIP (PSF): CONTRACTOR IS RESPONSIBLE FOR CONFIRMED AND CORRELATED DIMENSIONS, FABRICATION CONSTRUCTION DOCUMENTS ANY
AREA (sf) ZONE (PSF) RECORD (EOR) FIELD ALTERNATIONS MADE PRIOR TO
PROCESSES, MEANS, METHODS, TECHNIQUES, SAFETY AND COORDINATION OF THE WORK WITH BEING APPROVED BY LOU PONTIGO a
a 4t-699 FASTENERS INSTALLED INTO ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS RESULT IN
ASSOCIATES MAY
OTHER TRADES. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CHECK HIS OWN SHOP ADDITIONAL ENGINEERING OR
10 +30.4 -33.0 +30.4 -40.7 STEEL. IN
POOL AND EXTERIOR PATIO NOTES DRAWINGS AND THOSE OF HIS SUBCONTACTORS.
SHEATHING SPECIFICATIONS:
DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2010
50 +27.2 -29.8 +27.2 -34.3
ROOF - MIN.5/8", 24/16, APA RATED PLYWOOD SHEATHING, NAILED wl 0.131x3" RING THE STRUCTURAL SHOP DRAWINGS SHALL BE CHECKED BY THE CONTACTOR PRIOR TO
100 +25.9 -28.4 +25.9 -31.6 SHANK NAILS @ 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL LIVE LOADS: SUBMITTAL. THE SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF A CURSORY
SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). REVIEW SHOWS MAJOR ERRORS WHICH SHOULD HAVE BEEN FOUND BY THE CONTRACTOR'S
POOL DECK 50 PSF F I
CHECKING. ALL SHOP DRAWINGS SHALL INCLUDE PLAN LAYOUTS SHOWING LOCATIONS OF
THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE ABOVE WALL - MIN. 7&,,", 24/16, STRUCTURAL 1 APA RATED OSB OR PLYWOOD SHEATHING, ALLOWABLE UNIT STRESSES ITEMS DETAILED ON THE SHOP DRAWINGS. ANY CHANGES, SUBSTITUTIONS OR DEVIATIONS
WND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY THE ALLOWABLE FASTENED w/ 8d 0 6" O.C. EDGE AND 6" O.C. FIELD. SEE PLAN FOR INCREASED NAILING CONCRETE: (PER ACI 318) FROM THE CONTRACT DOCUMENTS SHALL BE CLOUDED ON SHOP DRAWINGS. ANY OF THE
STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION SHALL BE PERMITTED REQUIREMENTS AT SHEARWALLS CHANGES WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE
CONCRETE: CONSIDERED REVIEWED AFTER ENGINEER'S REVIEW UNLESS NOTED ACCORDINGLY. THE 0
0 COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH FLOOR - 23/32" T&G OSI3 OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON STRUCTURAL POOL SHELL f'c = 4000 PSI SUBMITTED SHOP DRAWINGS WILL BE REVIEWED BY THE ENGINEER OF RECORD IN A TIMELY
MANNER NOT TO EXCEED TWO WEEKS, PRESUMING ALL NECESSARY SHOP DRAWING
POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE.
@ 6" O.C. EDGE & FIELD STRUCTURAL SPA SHELL f'c = 4000 PSI r/ LL
SUBMITTAL CRITERIA HAVE BEEN MET AND ALL PERTINENT SHOP DRAWING DOCUMENTS
STRUCTURAL GRADE BEAMS fc = 4000 PSI
0 LINEAR INTERPOLATION IS PERMISSIBLE. MASONRY SPECIFICATIONS: REFLECT THE MOST CURRENT CONSTRUCTION DOCUMENTS.
MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE STRUCTURAL PILE CAPS f'c = 4000 PSI
CONSTRUCTED IN ACCORDANCE WITH AC1530.1-05 GROUT SHALL BE IN ACCORDANCE WITH AUGERCAST CONCRETE ANCHOR PILE fc = 5000 PSI > 7
0 PLUS = PRESSURE AND MINUS = SUCTION.
ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF 2500 psi PER ASTM REINFOTCMENT: ASTM A615 GRADE 60
0 THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3/8 PLACED AT AN 8" Z U
TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR
DESIGNED FOR EDGE STRIP PRESSURES. MAY BE USED IN BRICK VENEER. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND AUGERCAST ANCHOR PILES
INSTALLATION OF ALL FLASHING. CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW
0 DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE 1) MINIMUM 14" DIAMETER 7 LU
LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE
RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET 2� MINIMUM TIP ELEVATION -4.5' NAVD
0 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL
STRENGTH OF 190 3 AbD 6-#5 w/ #3 TIES AT 12" O.C.
THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES.
REINFORCEMENT IN 5-10" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 5,30.1-02 IN THE
BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0". DEP DESIGN CRITERIA:
MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, THE POOLAND SPA HAVE BEEN DESIGNED AS AN EXPENDABLE STRUCTURE IN LL, U
GENEDAL NOTES E GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING ACCORDANCE WITH SECTION 62B-33.007(3)(1) FLORIDA ADMINISTRATIVE CODE.
SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED. GROUT ALL CELLS CONTAINING cc
MATERIAL SPECIFICATIONS: VERTICAL REINFORCEMENT WITH 4000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN PAVER & POOL BACKFILL NOTES:
Z Z
REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS ALL CELLS BELOW FINISHED 1. THE CONTRACTOR SHALL BACKFILL THE POOL WITH CAUTION. THE PLUMBING SHALL
ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH ASTM A
GRADE SHALL BE GROUTED SOLID. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT
307 OR ASTM F 1554 GRADE 36. BE SECURED AND PROTECTED DURING BACKFILL AND SHALL NOT BE DISTURBED.
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). WITH - #4 @ 4'-0" O.C. MAX. AND AT EACH. CORNER, WALL END, AND WALL INTERSECTIONS. BACKFILL SHALL BE CLEAN SAND, FREE OF ROCKS AND DEBRIS PRODUCED DURING Th plannin LU 00
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY EXCAVATION OF THE POOL AND ANY ORGANIC MATERIAL, MUCK OR MARL. Z"n,� aPP'Ov', nd Zoning I D
ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH de Ing Verifi
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO �1/e/ ' 3ubdjvi !es CO rtment Ln
app.ro'cl,��ent r Slon Rance
ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT BACKFILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 12"AND COMPACTED TO 90% OF ", forth egulati an fth
EXTERIOR SHALL BE GALVANIZED. Wit/7 Florida t3 e issua ns, Ut Of er'/ applicable
REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE). LAP JOINT REINFORCING THE MATERIALS MAXIMUM DENSITY. /occv 017ce oes Ocal /
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS St�-vte U11din Of
MUSI't, q C,
-rif. ede.., an allot. Ornpl
e V,1 and p )de Per it not CO and
SHALL BE A MINIMUM OF 6". S&'3c�, r3t,j,_,.IP'd d a C nstittit,
SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" LARGER THAN b
f3uilc(i T signat ermittin er ap,,,.iance
0 "able
11. WATER WANDING OR "JUKING"DOES NOT CONSTITUTE PROPER BACKFILLING P- I 1 9 req
1-mit.
REBAR SIX AND 1/8" LARGER THAN THREADED ROD SIZE. (U.O.N.) C'a) priore Or th wr
CLAY MASONRY (BRICK): COMPACTING AND SHALL NOT BE CONSIDERED AN ACCEPTED METHOD, NO EXCEPTIONS. 4PPro to the Cit), Of�rllets
1/ed 8 e is Atlant;
Su ic
ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL Y, ance
BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, / -_ Of a
CARTRIDGE INSTALLATION ONLY): FACING BRICK, & HOLLOW BRICK, RESPECTFULLY. 111. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING A GEOTECHNICAL REPORT TO THE
USP CIA-GEL 7000 HIGH STRENGTH EPDXY. OWNER AND LANDSCAPE ARCHITECT / ENGINEER AS PART OF THEIR BID PRIOR TO
..........
SIMPSON 'SET' EPDXY. CONCRETE SPECIFICATIONS: IMPLEMENTATION, INCLUDING AT A MINIMUM:
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE (1) AUGER BORING 3' MINIMUM BELOW THE DEEPEST PORTION OF THE POOL.
STRUCTURAL STEEL: SHALL BE ASTIVI A992, GRADE 50. CONSTRUCTED IN ACCORDANCE WITH ACI 301.
STRUCTURAL STEEL BOLTS: SHALL BE ASTM A325 ALL CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS (2) SOIL PRESSURE TEST. GEOTECHNICAL ENGINEERS SUMMARY OF THE SOIL
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. REINFORCED CONCRETE CONDITIONS FOR IMPLEMENTATION OF A SWIMMING POOL. ILI Cop
CONTRACTOR RESPONSIBILITIE5- COMPRESSIVE STRENGTH REQUIRED, U.O.N. IV. THI S POOL IS BASED ON SOIL CONDITIONS CONSISTING OF WELL COMPACTED GENERAL
STRUCTURAL FILL, IF OTHER CONDITIONS ARE ENCOUNTERED, SUCH AS MUCK, j �7�
THE CONTRACTOR SHALL COORDINATE THE ARCHITECTURAL, CIVIL, MECHANICAL, AUGERCAST PILES f'c=5000 PSI NON-ANGULAR SAND, ORGANICS, MARL, ETC...THE CONTRACTOR SHALL STOP WORK AND NOTES
ELECTRICAL AND PLUMBING FOR LOCATION OF MISCELLANEOUS ITEMS (SUCH AS PILE CAPS & GRADE BEAMS f'c=4000 PSI NOTIFY THE OWNER OR ENGINEER. AND
BENT PLATES, INSERTS, ETC.) AFFECTING STRUCTURAL WORK, LOCATION OF STRUCTURAL DRAWING INDEX
OPENINGS AND SLEEVES THROUGH THE STRUCTURE, SLAB DEPRESSIONS, FLOOR SLAB-ON-GRADE f'c=4000 PSI SUPPLEMENTARYPOOLNOTES I
DRAINS, INSERTS, AND OTHER RELATED ITEMS WITH THE STRUCTURAL DRAWINGS, CONCRETE BEAMS & COLUMNS f'c=4000 PSI VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND POOL DRAWINGS. SO.0 GENERAL NOTES & SPECIFICATIONS SPECIF
THE CONTRACTOR SHALL VERIFY ALL CONTRACT DOCUMENT FLOOR AND ROOF N
MOUNTED MECHANICAL EQUIPMENT WEIGHTS, FLOOR AND ROOF OPENING SIZES ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF ACI ELECTRICAL, AND POOL DRAWINGS. S1.0 FOUNDATION & GROUND FLOOR FRAMING PLAN
AND LOCATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AS WELL AS 318 AND ACI 301. CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR THE REVIEW AND S1.01 FOUNDATION DETAILS
THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR DO NOT SCALE DIMENSIONS MOM
WITH ACTUAL EQUIPMENT PURCHASED. ARCH I TECT/STRUCTU RAL ENGINEER APPROVAL OF THE STRUCTURAL ENGINEER. THESE DRAWINGS. F A DIMENSION IS
IF
CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, SEQUENCES, ACTS AND/OR S1.02 POOL FOUNDATION PLAN, SECTION & DETAILS UNCLEAR PEFERTO THE
S OR.
SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE As OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR ARCHITECTURAL DRAWING j
LN ALE D A IONS FROM
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RA N. IF A D EN N IS
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COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, FOLLOWS: THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH THESE
CONTRACT DOCUMENTS. PLAN NAME
MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS.
ARCH ITECT/STRU CTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR GRADE BEAM (TO MAIN REINF) 31$ r 587BEACH AVE.
OMISSION. COLUMNS AND PEDESTALS (TO MAIN REINF) 2" IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, OR UNSTABLE SOIL, THE DESIGN/DRAWN/CHECKED
SLABS ON GRADE 2" ENGINEER SHALL BE NOTIFIED. CS / KJL /LAP
DATE
NOTIFY IN WRITING THE STRUCTURAL ENGINEER OF CONDITIONS ENCOUNTERED IN STRUCTURAL POOL SHELL 2" _j
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, 07/23/13
z
THE FIELD CONTRADICTORY TO THOSE SHOWN IN THE STRUCTURAL DOCUMENTS. STRUCTURAL SPA SHELL 2"
THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS CONTROL No.
0
CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, GRADE BEAMS AND PILE CAPS 3" ESTABLISHED IN SECTION 62B-33.007, FLORIDA ADMINISTRATIVE CODE.
z
TRUSS ID.
SEQUENCES, AND PROCEDURES OF CONSTRUCTION.
ALL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60, AND BE FREE FROM LOOSE THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE OF ADJACENT
0
RUST AND SCALE. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC
CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND LPA NO.
62B-33.007(5)(m)(n) CONT-12-00356
SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS.
ALL HOOKS IN REINFORCING BARS SHALL BE ACI STANDARD HOOKS. SHEET
OSHA SAFETY z
CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL PROVIDE 3/4" CHAMFER AT ALL. EXPOSED CORNERS OF POURED-IN-PLACE CONCRETE.
REGULATIONS. D SOD
SHEET 1 OF 12
116'-0" (SLAB EDGE DIM.)
50'-8" (SLAB EDGE DIM.) 59-41$ 26'-0" (SLAB EDGE DIM.) 69-Olo 28'-0" (SLAB EDGE DIM.) le
1 3 7'-1091 8'-8Y2 8'-8Y2 61-119 89-601 81-6" 8*-6" 8$-6$0
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Associates, Inc.
FACE, 4-#5 VERT.
FEA. LONG FACE 420 Osceola Avenue
U) (10 TOTAL) @ #3 jax. Beach, Florida 32250
10 CLOSED TIES Ph. 242-0908 Fax. 241-9557
_�,--i\_#5@12"ox TOP T/SLAB F L:CA#8344 SC:CA#3579
S1.01 AT 10" OC.
AT ALL BEAMS -7 0 4 4 4
9" ICIF WALL (TYPICAL) 1 +1 S1.01 S1.01 S1.01 ff) CONTACT US WITH YOUR COMMENTS
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I L
EA. FACE, SEE 10/S5.1. 10/S5.1. LID ADDITIONAL ENGINEERING OR
S1.01 10" 0C. +17.57' NAVID INSPECTION FEFS.
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8" 00.
REINFORCING MAT. SEE
OUTER BARS WTHIN 8�
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INDICATES GRADE BEAM, SEE SHEET S1.01 FOR REINFORCEMENT
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1. TOP OF SLAB ELEVATION VARIES, SEE PLAN. N z
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2. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS, FLOOR SLOPES z t
AND STEPS NOT SHOWN.
'COORDINATE TOP OF SLAB WITH ARCHITECTURAL PLANS PRIOR TO
3. LIJ
10' 9'-2 3/8
CONSTRUCTION 12p-8ps
T/SLAB In
c TOP
AT ALL BEAMS �8
+17.9 S1.01
(TYPICAL) NAVID 1�ij-oi
0
7" REINFORCED C6NCRETE N 00 0
00 1 "1 0
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FEMA RELATED DESIGN CRITERIA - BEAMS (TYP.)i//
-I_ FOUNDATION
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L
FEMA RELATED DESIGN CRITERIA
FEMA (BFE) - FEMA VE 13 (NGVD) + 1FT FREE BOARD 14 (NGVD) +12.9 NAVD A
DEP MONUMENT NUMBER - R050
100 YR. STORM ELEVATION - +16.4 NAVD (FROM MONUMENT) GROUND
100 YR. STORM DESIGN GRADE ELEVATION - +4.4 NAVID (FROM MONUMENT) 4
BOTTOM OF PILING - -14.4 NAVD S1.01 FLOOR
BOTTOM OF LOWEST HORIZONTAL STRUCTURAL ELEVATION - +16.4 NAVID
VE CONSTRUCTION CERTIFICATION STATEMENTS 301 6f%
9'-2%" qP-2%', 9'-2%" FRAMING
AT THE FEW LOCATIONS WHERE THE PILE SPACING HAS BEEN REDUCED TO LESS THAN 8:1 RATIO (PER
FBC 3109.4), THE PILES HAVE BEEN DESIGNED TO RESIST THE ADDITIONAL LOADS FROM FLOOD WATERS
49'-0" (SLAB EDGE DIM.) PLAN
AND TRAPPED DEBRIS. 0 DO NOT SCALE DIMENSIONS MOM
THEM DRAWINGS.IF A DIMMSION IS
TERAL MOVEMENT UNCLEAR REFER TO THE
FOUNDATION AND STRUCTURE IS ANCHORED TO RESIST FLOTATION, COLLAPSE AND LA FOUNDATION Et
ARCHITECT(JRAL DRAWINGS OR
DUE TO THE COMBINED EFFECTS OF WIND AND WATER LOADS ACTING SIMULTANEOUSLY ON THE CONTACT THE E.O.R.
BUILDING COMPONENTS THAT RECEIVE SUCH LOADING. BREAKAWAY ELEMENTS COMPLY WITH THE
INTENT OF TECHNICAL BULLETIN 5 'FREE OF OBSTRUCTION REQUIREMENTS'. GROUND FLOOR FRAMING PLAN PLAN NAME
AUGER CAST PILE FOUNDATION SCALE: 1 /4" = 1 '-0" 587 BEACH AVE.
1. FOUNDATION IS SUPPORTED BY 14" DIAMETER AUGER CAST PILES WITH A GROUT STRENGTH OF 5000 DESIGN/DRAWN/CHECKED
PSI, A CAPACITY OF 26 TONS IN COMPRESSION, 8 TONS IN TENSION AND 2.6 KIPS IN SHEAR. AS PER NOTES: CS KJL /LAP
GEOTECHNICAL EVALUATION PREPARED BY UNIVERSAL ENGINEERING SCIENCES, LIES PROJECT No. DATE
0930.1300083.0000, LIES REPORT No. 1038313, DATED MAY 28, 2013. 1 . THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. _j 07/23/13
FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ECT., SEE z CONTROL NO.
2. ALL AUGERED PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 2- TO THE #3 TIES. 0
ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY.
3. AUGERED PILE PLACEMENT TOLERANCE: PLUS OR MINUS 2 INCHES. z TRUSSID.
2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. 0
4. THE CONTRACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR LPA NO.
AN APPROVED TESTING AGENCY TO SUPERVISE AND CERTIFY THAT THE PILE INSTALLATION COMPLIES WITH 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN CONT-12-00356
THE DESIGN REQUIREMENTS. RECORDS OF THE REINFORCING FOR EACH PILE; EACH INDIVIDUAL PILE DEPTH
AND QUANTITY OF CONCRETE GROUT VOLUME INSTALLED FOR EACH PILE; TOTAL NUMBER OF INSTALLED ACCORDANCE WITH ASTM D 1557. SHEET
PILES; TOTAL LENGTH OF INSTALLED PILES; TOTAL CALCULATED CONCRETE GROUT VOLUME FOR ALL OF THE z
PILES; ACTUAL TOTAL CONCRETE GROUT VOLUME INSTALLED FOR ALL OF THE PILES; AND DEVIATION OF D SLO
F
L-L
ON C C' T
T. A�
3E TIE
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EACH PILE FROM THE SPECIFIED LOCATION SHALL BE KEPT AND SUBMITTED TO THE ENGINEER OF RECORD C
UPON COMPLETION OF THE AUGERED PILE WORK. J LL
/-EXTEND BARS TO WITHIN
3" OF TOP OF SLAB (TYP)
7" STRUCTURAL
#5 @ 12" OC TOP CONCRETE SLAB
T/PILE VARIES
SEE PLAN
1/3 SPAN TOP REINFORCING 1/3 SPA TOP REINFORCING 1/3 SPAN TOP REINFORCING 1/3 SPAN TOP REINFORCING
BEND OVER BARS 2-#4 SUPPORT
2
BEAM/SLAB Lou Ponti8o and
INTO GRADE 19k #5 @ 12" OC TOP Associates, Inc.
T j4EL. +17.9' NAVD EL. +17.9' NAVD r
'Y TOP OF SLAB TOP OF SLAB
420 Osceola Avenue
Jax. Beach, Florida 32250
#4 @ 12" OC EA. #4 @ 12" OC E
7" STRUCTURAL -#4 SUPPORT (0 < Ph. 242-0908 Fax. 241-9557
- 2
WAY. BOTTOM WAY. BOTTOM F L:CA#8344 SO CA#3579
00 CONCRETE SLAB 0 *j 0 __j
C-4 PILE CAP SEE 0 j4EL. +16.4' NAVD CONTACT US WITH YOUR COMMENTS
14"0 AUGER CAST PILE -H GRADE BEAM REINFORCING PLAN FOR LOCATIONS In 'VBOTTOM OF GRADE BEWM �,-COMMENTS @ LP-A.COM
w/ 6-#5 x - LONG w/ CONTINUOUS THROUGH _,�:; JkEL. +15.9 NAVID V-9"
PILE CAP, SEE SECTION ILE A GRADE BEAM REINFORCING,
#3 TIES @ 12" oc
p
-H PILE & 3/S1.01 4-#5 TOP & BOT. W/ #3 ...........
. ...........
TIES @ 12" OC
ANCHOR PILE OUTLINE OF GRADE BEAM *%
BEYOND, SEE SECTION N,,. 14"O AUGER CAST PILE
0
SECTION z No.53
2/S1.01 PER DETAIL 1/S1.1. SEE
PLAN FOR LOCATION
7ATE
-2" OF
3-#5 EACH WAY
k-- <
lie/0 A I I r., F, 7Z�
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ABOVE PILE
29-601
0
I GRADE BEAM AND STRUCTURAL SLAB
I I OIL BOT/PILE SINGLE PILE CAP AND STRUCTURAL SLAB REVISIONS DAT��
-14.4 NAVD,
TYPICAL TYPICAL POOL
HOUSE PILE ANCHOR PILE
ELEVATION K-2""\ SECTION r7� SECTION
\Sl-01/ SCALE: 1/4" = 1'-0" \QS1.01,1 SCALE: 3/4" lt-O$s SCALE: 3/4" V-0"
1-#4 HORIZONTAL @ 48" O.C. \1 FIELD ALTEPA-nON
CONTRACTOR SHALL CONTACT LOU
1-#4 HORIZONTAL 0 48" O.C. ALTERNATE SIDE ORIENTATION 11" ICF WALL PONTIGO ft ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
(PROVIDE FIRST BAR 12"1 -\
MODIFICATIONS WHICH MAY VARY
ALTERNATE SIDE ORIENTATION ---- SEE 2/S6.0 FOR FROM THE INTENT OF THE ORIGINAL
7 2-#4 SUPPORT REINF. CONSTRUCTION DOCUMENTS ANY
FIELD ALTERNATIONS MADE PRIOR TO
ABOVE SLAB) ABOVE SLAB) 1-#4 HORIZONTAL @ 48" O.C. BEING AWROVED BY LOU PONTIGO a
(PROVIDE FIRST BAR 12"±
#5 DOWEL BAR WITH 6" 90' #4 @ 12" OC #5 @ 12" OC #5 DOWEL BAR WITH 6" 90- ASSOCIATES MAY RESULT IN
11" ICF WALL, SEE HOOK EMBEDDED 12" INTO TEMPERATURE TOP W/ STD 90- BEND ALTERNATE SIDE ORIENTATION ADDITIONAL ENGINEERING OR
#5 @ 12" OC TOP W/ STID / , , GRADE BEAM, SPACE TO MATCH REINFORCI G HOOK EMBEDDED 12" INTO CONTINUITY Z- BAR (DOG LEG (PROVIDE FIRST BAR 12"±
2/S6.0 FOR REINF.-----,,,�� 1/3 SPAN TOP REINFORCING /,,/'-- GRADE BEAM, SPACE TO MATCH
90' BEND / <
VERT. REINF. VERT. REINF. ABOVE SLAB)
X/ AT STEP LOCATIONS
1/3 SPAN TOP REINFORCING
2-#4 SUPPORT EL. +17.9' NAVID 11" ICF WALL
'Y TOP OF SLAB
11 . EL.+17.9' NAVD SEE 2/S6.0 FOR'
k-- ------- GRADE BEAM TOP REINFORCING REINF. #5 DOWEL BAR WITH 6" 90'
9 V TOP OF SILAB
'C��UOUS THROUGH PILE CAP Z-BAR AT STEPS IL -HOOK EMBEDDED 12" INTO
3" SEE DETAIL ABOVE. GRADE BEAM, SPACE TO MATCH
#4 @ 12" OC 7" STRUCTURAL 1-#5 CONT. F-
\7,\
EA. WAY
VERT. REINF.
\-7" STRUCTURAL (0 CONCRETE SLAB CN LO
#4 @ EA BOTTOM. 0
12" OC EA. 04 EL. +1
WAY. BOTTOM CONCRETE SLAB OUTLINE OF GRADE 7.9' NAVD
-j
0 BEAM BEYOND, SEE JEL. 15.9' NAVD TOP OF SLAB n/ U.
MONOLITHIC CONCRETE El +16.4' NAVD SECTION 3/S1.01 'YBOTTOM OF PILE CAP C*)
GRADE BEAM, SEE PLAN -/ 'YBOT OF GRADE BEAM Z 1 Uj
FOR LOCATIONS GRADE BEAM TOP REINFORCING
J 11-911 \STOP GRADE BEAM BOTTOM LD >
CONTINUOUS THROUGH
4 REINFORCING AT PILE 3013
GRADE BEAM REINFORCING, PILE CAP, SEE SECTION 3/S1.01
\1'11� \Xll�
SEE 3/S1.01 3-#5 EACH WAY #4 @ 12" OC \EA. MONOLITHIC CONCRETE 4< U
11pL WAY. BOTTOM GRADE BEAM, SEE PLAN
ABOVE PILE FOR LOCATIONS BOTTOM OF GRADE BEAM
14"0 AUGER CAST PILE #4 @ 12" OC EA.
WAY. BOTTOM GRADE BEAM REINFORCING, V-9)$
PER DETAIL 1/S1.01. SEE 21-6$0 1
GRADE BEAM AT EDGE CONDITION PLAN FOR LOCATION SEE 3/S1.01 U
SINGLE PILE CAP AT EDGE CONDITION GRADE BEAM AT RECESSED SHOWER Uj <
Uj U
-N� SECTION
SECTION r6
SECTI ON r5 SCALE: 3/4" = V-0" z
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#4 @ 12" 0*C i 4Y4" CURB 2-#4 SUPPORT 00
EA. WAY. BOTTOM 7" STRUCTURAL EXTEND TOP MONOLITHIC CONCRETE
CONCRETE SLAB W/1-#5 CONT. AND #3 #5 @ 12" OC GRADE BEAM, SEE PLAN Ln
#5 @ 12" 0 C., REINF. 31" HAIRPIN AT 8" OC. OR LOCATIONS 399 CLEAR
8" STEP MIN INTO TOP W/ STD 90- BEND -
W1 STD 90- BEND 2" CLEAR , -' I
EL. +17.9' NAVDOL 1 10" SLAB w/#4 ADJACENT 113 SPAN TOP REINFORCING 0� 1" DEEP SAWCUT w/
GRADE BEAM <
ELASTOMERIC SEALANT
A SLAB ON GRADE,
TOP OF SLAB `F I
0
WAY. TOP & BOT 00 0
@ 12" O.C. EA.
L SEE PLAN U
6,3" w
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U- SHEET 3 OF 12
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................ Lou Pontigo and
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1 1 - I — — — — — — — — — — — __ Ph. 242-0908 Fax.241-9557
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SHEET 4 OF 12
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