08-1272-032STRUCTURAL NOTES
1, FOUNDATION:
FOUNDATION SYSTEM CONSISTS OF WALL CONTINUOUS & PAD FOOTINGS DESIGNED FOR AN ALLOWABLE SOIL BEARING
A. PRESSURE OF 2000 PSF. FOOTINGS SHALL BEAR ON UNDISTURBED LIMEROCK OR WELL COMPACTED FILL MATERIAL AS
DESCRIBED IN NOTE #2, SEE SOIL STATEMENT.
B. CONCRETE WALL FOOTINGS AND PADS SHALL NOT RECEIVE SUPERIMPOSED LOADS UNTIL 48 HOUR OR MORE AFTER THE
CONCRETE IS PLACED.
C. EXCAVATIONS FOR MONOLITHIC FOOTINGS AND FOUNDATIONS, WHICH ARE TO SERVE AS FORMS, SHALL BE THOROUGHLY WET
PRIOR TO PLACING CONCRETE.
2. SLABS ON FILL:
FILL AND BACKFILL TO BE COMPACTED TO 95% OF THE STANDARD PROCTOR DENSITY TEST (ASTM D- 1557). COMPACTION
LAYERS NOT TO EXCEED 12 ". BACKFILL MATERIAL TO BE APPROVED BY SOIL ENGINEER. SLABS TO BE PLACED CONTINUOUSLY.
PROVIDE CONTRACTION JOINTS, MAXIMUM AREA BETWEEN JOITNS LIMITED TO 225 SF, AND 12 FEET IN ANY DIRECTION,
COORDINATE WITH ARCHITECTURE FOR LOCATION OF SAW CUTS AT EXPOSED EXTERIOR WALKWAY /COURTYARD, SAW CUT FOR
THE JOINTS TO BE A MINIMUM OF T/4 INCH DEEP AND 1/8 INCH WIDE. PROVIDE VAPOR BARRIER BELOW ALL SLABS ON FILL
(6 MIL.).
WELDED WIRE FABRIC REINFORCEMENT FOR SLAB ON GRADE SHALL BE ADEQUATELLY CHAIRED FOR ELEVATION, WET — LIFTING
SHALL NO BE PERMITED.
3. CONCRETE:
ALL CONCRETE TO ATTAIN A MINIMUM ULTIMATE COMPRESIVE STRENGTH AS SHOWNN BELOW IN 28 DAYS. AGGREGATES TO BE
CLEAN WELL GRADED, MAXIMUM SIZE 3/4 ".
CONCRETE SLUMP= 3" MIN. TO 5" MAX.
VERTICAL CONCRETE DROP NOT TO EXCEED 9' -0 ".
FOUNDATIONS AND SLAB ON GRADE = 3000 PSI
COLUMNS, TIE COLUMNS AND BEAMS, U.N.O = 3000 PSI
SLABS, = 4000 PSI
ALL OTHER MEMBERS = 3000 PSI MINIMUM CLEAR
4. CONCRETE COVER: COVER, IN.
A. SLAB ON GRADE AND FOOTINGS. .......................... 3
B. WALLS . .................................................................................... ............................3/4
C. COLUMNS. ............................................................................. ..............................1 1/2
D. BEAMS . ........................... ............................... .................. ..............................1 1/2
E. WALLS AND COLUMNS 2
EXPOSED TO EARTH OR WEATHER.
F. SLABS
TOPBARS ..................... ................................................. ............................... 3/4
BOTTOMBARS ............................ ... .................................. ............................... 3/4
5. REINFORCING STEEL:
A— TO BE DEFORMED BARS COMFORMING TO ASTM A615, GRADE 60.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
B— ALL TOP REINFORCEMENT SHALL TERMINATE WITH STANDARD HOOKS AT DISCONTINUOUS END.
C— ALL BOTTOM BARS SHALL BEAR A MINIMUM OF 6" OVER SUPPORTS UNLESS OTHERWISE NOTED.
D— REINFORCING STEEL TO BE DETAILED AND FABRICATED IN ACCORDANCE WITH "MANUAL OF STANDARD PRACTICE OF
DETAILING REINFORCING CONCRETE STRUCTURES ", AND THE ACI BUILDING CODE 318 LATEST EDITION.
E— WHEN REQUIRED, WELDABLE REINFORCING TO BE A706.
F— SPLICES IN REINFORCING BARS SHALL BE NOT LESS THAN 36 BAR DIAMETERS AND REINFORCEMENT SHALL BE
CONTINUOUS AROUND ALL CORNERS AND CHANGES IN DIRECTION. CONTINUITY SHALL BE PROVIDED AT CORNERS OR
CHANGES IN DIRECTION BY BENDING THE LONGITUDINAL STEEL AROUND THE CORNER 48 BAR DIAMETERS OR BY
ADDING MATCHING REINFORCING STEEL, WHICH SHALL EXTEND 48 BAR DIAMETERS FROM EACH CORNER OR CHANGE
IN DIRECTION.
G— ALL REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI SP -66 (315)
6. MASONRY:
A— ALL CONCRETE BLOCK MASONRY WALLS, TO COMPLY WITH FLORIDA BUILDING CODE REQUIREMENTS AND
THE ACI STANDARD CALLED "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ACI
530/530.1 -02 EDITION /ASCE 5- 02 /TMS 602 -02 ".
B— CONCRETE BLOCK UNITS TO BE TYPE II— NONMOISTURE CONTROLLED, CONFORMING
TO ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 PSI,
(AVERAGE OF THREE).
PRISM STRENGTH OF CMU WALLS F'm =1500 PSI.
C— MORTAR SHALL CONFORM TO ASTM C 270,
MORTAR TYPE "M ", WITH A MINIMUM AVERAGE STRENGTH OF 2500 PSI. SHALL BE USED FOR WALLS BELOW GRADE.
MORTAR TYPE "M" (2500 PSI) OR TYPE "S" (1800 PSI) SHALL BE USED FOR ALL OTHER MASONRY WALLS.
D— ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD NO. 9 LADDER —TYPE GALVANIZED STEEL
REINFORCING EVERY OTHER COURSE. EXTEND REINFORCING A MINIMUM OF 4 INCHES INTO TIE COLUMNS.,
E— ALL VERTICAL REINFORCEMENT, AS SPECIFIED ON PLANS, SHALL BE PLACED IN FULLY GROUTED CELLS. DOWELS SHALL
BE PROVIDED TO ENSURE CONTINUITY OF REINFORCEMENT AT THE STRUCTURE ABOVE AND BELOW. ALL LAPS SHALL
BE SPLICED MINIMUM 48 BAR DIAMETERS, ADDITIONAL VERTICAL WALL REINFORCEMENT SHALL BE PROVIDED AT ALL
WALL ENDS, CORNERS, INTERSECTIONS AND AT ALL WALL OPENINGS NOT BOUND BY CONCRETE COLUMNS. PROVIDE
CLEANOUT HOLES IN REINFORCED WALL CELLS AT BOTTOM OF EACH POUR. CLEAN CELLS FREE OF MORTAR AND
DEBRIS. TIE VERTICAL REINFORCEMENT. MAXIMUM LIFT OF EACH POUR SHALL NOT EXCEED 4 FEET. MAXIMUM VERTICAL
DROP FOR GROUTING SHALL NOT EXCEED 10 FEET. VERTICAL REINFORCEMENT WITHIN TERMINATING WALLS SHALL
EXTEND TO 2" BELOW TOP OF CONCRETE CAP /TIE BEAM ABOVE.
F— PROVIDE INTERLOCKING BLOCK CONSTRUCTION AT ALL INTERSECTIONS AND CORNERS, PROVIDE CONTINUOUS JOINT
REINFORCING AROUND CORNERS AND AT INTERSECTIONS ACCORDING TO MANUFACTURER'S DIRECTIONS.
G— CONCRETE TIE COLUMNS AND TIE BEAMS SHALL BE CAST AGAINST ERECTED MASONRY WALLS. HORIZONTAL JOINT
REINFORCEMENT SHALL EXTEND A MINIMUM OF 4 INCHES INTO TIE COLUMNS.
H— PROVIDE GALVANIZED DOVETAIL ANCHORS AT ALTERNATE JOINTS AT ALL MASONRY WALLS ABUTTING CONCRETE COLUMNS.
I— REINFORCED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530 -02 AND ACI 530,1 -02. FILLING OF
CELLS SHALL BE DONE IN FOUR FOOT LIFTS WITH A MAXIMUM POUR OF 9 FEET. USE MECHANICAL
VIBRATION TO ACHIEVE GROUT— FILLED GROUT SHALL CONFORM TO ASTM C476. SLUMP SHALL BETWEEN 8 AND 1 1 ".
PEAROCK PJMP MIX CAN BE USED AS AN ALTERNATIVE TO GROUT.
J— LINTELS
REFER TO THE LINTEL SCHEDULE FOR CAST IN PLACE LINTELS.
ALL LINTELS SHALL BEAR A MINIMUM OF 8" AT EACH END.
PRECAST LINTELS SHALL BE NOTCHED AT ENDS IN ORDER TO FACILITATE PLACEMENT OF VERTICAL REINFORCEMENT IN
MASONRY WALLS. LINTELS ABUTTING CONCRETE COLUMNS SHALL BE CAST IN PLACE.
PRECAST LINTELS SHALL BE DESIGNED FOR LOADS AS PER FLORIDA BUILDING CODE. SHOP DRAWING SUBMITTAL
REQUIRED, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTER IN THE STATE OF FLORIDA, SHALL INCLUDE
CALCULATIONS.
WHEN DROPPING SOFFIT OF TIE BEAM AT WALL OPENINGS ADD 2 #5 BOTTOM WITH #3 CLOSED STIRRUPS 012 "c /c. EXTEND
DROPPED SOFFIT BEAM MIN. 8" BEYOND EACH FACE OF OPENING.
7. STRUCTURAL STEEL:
1. STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE FBC AND AISC SPECIFICATIONS NINTH EDITION.
2. STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE ON THE DRAWINGS:
TYPE ASTM GRADE
WIDE FLANGE (W SHAPE) A36 — 36KSI
C, S&M SHAPES A36 — 36KSI
ANGLES do PLATES A35 — 36KSI
SQUARE do RECTANGULAR HSS, TS A500 B 46KSI
ROUND HSS A500 B 42KSI
STEEL PIPE A53 — 35KSI
STRUCTURAL BOLTS ASTM1554 36 36KSI
ANCHOR BOLTS A36 36 36KSI.
ALL STRUCTURAL STEEL THAT IS EXPOSED TO THE WEATHER SHALL BE HOT DIPPED GALVANIZED.
8. WELDING:
CONNECTIONS SHOWN ARE BASED ON WELD MADE WITH E70XX ELECTRODES. WELDING TO BE DONE BY CERTIFIED
WELDERS HOLDING CURRENT WELDING CERTIFICATES, AND MUST PRESENT SAME AT JOB SITE AT ALL TIMES. ALL
WELDING PER PLANS AND PER GUIDELINES OF THE AMERICAN WELDING SOCIETY.
9. WIND LOADS AND DESIGN STANDARDS:
STRUCTURE HAS BEEN DESIGNED TO RESIST LATERAL LOADS IN ACCORDANCE, WITH THE REQUIREMENTS OF ASCE 7 -02:
WIND VELOCITY = 146 MPH,
IMPORTANCE FACTOR 1,
EXPOSURE C, ENCLOSED BUILDING.
11. DETAILS AND SECTIONS:
ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL, AND SHALL BE CONSTRUED TO APPLY
TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, UNLESS A DIFFERENT DETAIL, OR SECTION IS SHOWN.
12. SHORING AND RESHORING:
CONTRACTOR WILL PROVIDE SHORING AND RESHORING DRAWINGS, ALONG WITH RE— SHORING SCHEDULE FOR ALL ELEVATED
STRUCTURAL COMPONENTS, INCLUDING BUT NOT LIMITED TO BEAMS, SLABS, AND PRECAST ELEMENTS. DRAWINGS TO BE
SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL STRUCTURAL ENGINEER, FOR SUBMITTAL TO THE ARCHITEC
AND STRUCTURAL ENGINEER OF RECORD, AND THE THRESHOLD INSPECTOR (IF APPLICABLE).
NO ELEVATED WORK MAY PROCEED WITHOUT THIS SUBMITTAL.
CONTRACTOR TO ALSO RETAIN SAME ENGINEER TO PROVIDE FIELD INSPECTIONS, ALONG WITH REPORTS, THAT ALL OF THE
SHORING AND RE— SHORING IS COMPLETED AS PER HIS DRAWINGS AND SPECIFICATIONS.
SHORING SCHEDULE TO PROVIDE TIME THAT SHORES MAY BE REMOVED IN ORDER TO REMOVE FORMWORK, AND SPECIFIC
SEQUENCE OF THE REMOVAL OF THE SHORING AS IT PROGRESSES THRU THE HEIGHT OF THE BUILDING.
SHORING DRAWINGS TO ALSO CONTAIN DETAIL OF CONNECTION OF HEADERS AT THE TOP OF THE SHORES.
13. GENERAL:
A. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR MUST
NOTIFY THE ARCHITECT AND ENGINEER, IN WRITING, OF THE SAME PRIOR TO PROCEEDING WITH THE WORK IN QUESTION. IN
THE EVENT THAT THE CONTRACTOR FAILS TO GIVE NOTICE, OR PROVIDE SUFFICIENT TIME FOR A RESPONSE, CONTRACTOR IS
RESPONSIBLE FOR THE RESULTS OF SUCH ERRORS OR OMISSIONS, AND FOR ALL COSTS FOR RECTIFYING SAME AND FOR ANY
DELAYS OR ANY OTHER COSTS INCURRED BY SAME.
B. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXISTING STRUCTURES AFFECTING THE NEW CONSTRUCTION PRIOR TO
COMMENCING THE WORK. ANY VARIATIONS IN ACTUAL FIELD CON DITIONS /DIMENTIONS FROM THOSE SHOWN IN THE PERMITTED
CONTRACT DRAWINGS SHALL BE REPORTED TO THE ARCHITECT /ENGINEER FOR DETERMINING THE NEED FOR RE— DESIGN PRIOR
TO CONTRACTOR'S SUBMITTAL OF SHOP DRAWINGS FOR REVIEW.
C. CONTRACTOR SHALL COORDINATE DIMENSIONS WITH ARCHITECTURAL DRAWINGS, VERIFY ALL FIELD DIMENSIONS PRIOR TO
INSTALLATION, AND VERIFY THAT PROPOSED DIMENSIONS AND FIELD CONDITIONS AGREE WITH THIS PROPOSED PLAN. USE OF
THIS DOCUMENT CONSTITUTES ACCEPTANCE OF THE PROPOSED SYSTEM LAYOUT, COMPONENTS SELECTED, AND INSTALLATION.
THESE DRAWINGS ARE NOT INTENDED TO BE USED AS FABRICATION OR SHOP DRAWINGS.
14. DESIGN LOADS. GRAVITY.
ROOF:
SDL= 35 PSF LL= 30 PSF
15. WOOD MEMBERS:
ALL STRUCTURAL WOOD MEMBERS OTHER THAN TRUSSES TO BE SOUTHERN PINE GRADE NO. 2 MIN. UON.
ALL WOOD MEMBERS TO BE FREE OF ALL IMPERFECTIONS AS: SPLITS, CHECKS, OR EXCESSIVE KNOTS. UNSATISFACTORY
MATERIALS TO BE REPLACED AT NO COST TO OWNER. ALL WOOD MEMBERS EXPOSED TO THE WEATHER OR IN CONTACT
WITH CONCRETE OR MASONRY TO BE PRESSURE TREATED..
MOISTURE CONTENT SHALL BE 19% OR LESS.
ALL BOLTED CONNECTIONS TO BE COMPLETED WITH A325 GALVANIZED STEEL BOLTS WITH WASHERS AT EACH END.
FABRICATION, ERECTION, AND CONNECTIONS TO BE AS PER RECOMMENDATIONS OF THE A.I.T.C. (AMERICAN INSTITUTE OF
TIMBER CONSTRUCTION), LATEST EDITION.
PLYWOOD SHEATHING CLASSIFICATION SHALL BE "C" OR BETTER AND THE EXPOSURE SHALL BE APA RATED EXTERIOR.
INSTALL PANELS WITH STRENGTH DIRECTION PERPENDICULAR TO TRUSSES OR JOISTS.
PRESSURE — TREATED WOOD SHALL BE USED WHERE NOTED IN THE ARCHITECTURAL DRAWINGS.
16. FASTENERS:
ALL BOLTS SHALL BE HOT DIPPED GALVANIZED, OR STAINLESS STEEL do MEET THE REQUIREMENTS OF ASTM A307. WASHERS
SHALL BE USED BETWEEN WOOD do BOLT HEAD & BETWEEN WOOD & NUT. WHERE GENERIC FASTENERS ARE LABELED IN
DETAILS, CAPACITIES SHALL BE EQUAL TO OR GREATER THAN HILTI KWIK BOLT III OR RED HEAD TRUBOLTS. EMBEDMENT
DEPTHS SPECIFIED HEREIN ARE DEPTHS INTO SOLID SUBSTRATE AND DO NOT INCLUDE THICKNESSES OF STUCCO OR OTHER
FINISHES.
17. SUBMITTALS do SHOP DRAWINGS:
NO SHOP DRAWING SHALL BE SUBMITTED FOR ARCHITECT /ENGINEER'S REVIEW UNTIL AFTER THEY HAVE BEEN REVIEWED AND
NOTED FOR CONSTRUCTION METHOD, DIMENSIONING, AND OTHER TRADE REQUIREMENTS BY THE CONTRACTOR, AND STAMPED
WITH THE CONTRACTOR'S APPROVAL SEAL.
A. REINFORCING STEEL SHOP DRAWINGS.
B. PREFABRICATED TRUSSES SHOP DRAWINGS AND CALCULATIONS.
C. STRUCTURAL STEEL SHOP DRAWINGS.
D. ANCHORING DETAILS FOR WINDOWS AND DOOR BUCKS NOT SHOWN ON THE DRAWINGS SHALL BE DESIGNED AND DETAIL BY
MANUFACTURER'S SPECIALTY ENGINEER AND SUBMITTED TO THE E.O.R. FOR APPROVAL. SUBMITTED SHOP DRAWINGS SHALL
BEAR SIGNATURE AND SEAL OF A PROFESSIONAL ENGINEER.
18. CODES:
ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL CODES
AND ORDINANCES, INCLUDING:
• FLORIDA BUILDING CODE 2004 EDITION AND FBG R2004 RESIDENTIAL, WITH 2005 do 2006 SUPPLEMENTS
• ASCE 7 -02
• ACI - 318 -02
• AISC MANUAL OF STEEL CONSTRUCTION, ASD, 9TH EDITION
• ACI 530 -02
• NDS FOR WOOD CONSTRUCTION, 2001 EDITION WITH SUPPLEMENT
19. THE STRUCTURE IS DESIGNED TO BE SELF— SUPPORTING AND STABLE FOLLOWING INSTALLATION OF ALL COMPONENTS AS INDICATED
ON THE DRAWINGS. IT SHALL BE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE METHOD AND SEQUENCE OF ERECTION
PROCEDURES (INCLUDING IMPLEMENTATION OF TEMPORARY SHORING, BRACING, ETC.) AND TO ENSURE SAFETY THROUGHOUT THE
PERIOD OF CONSTRUCTION. THE CONTRACTOR SHALL USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ARCHITECTURAL,
MECHANICAL AND ELECTRICAL DRAWINGS TO COORDINATE LOCATION OF DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES,
OPENINGS, REGLETS, BOLT SETTINGS, SLEEVES, DIMENSIONS, ETC.
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REQUIREMENTS FOR CONDUITS AND PIPES EMBEDDED IN CONCRETE,
I— CONDUITS AND PIPES OF ALUMINUM SHALL NOT BE EMBEDDED IN STRUCTURAL
CONCRETE UNLESS EFFECTIVELY COATED OR COVERED.
2 —THE OUTSIDE DIAMETER OF CONDUITS AND PIPES SHALL NOT BE LARGER THAN 1/3
THE OVERALL THICKNESS OF SLAB, BEAM OR WALL IN WHICH THEY ARE EMBEDDED.
3 —THE NOMINAL INSIDE DIAMETER IF THE CONDUITS AND PIPES SHALL NOT BE GREATER
THAN 2 ".
4 —STEEL AND IRON PIPES AND CONDUITS SHALL NOT BE THINNER THAN STANDARD
SCHEDULE 40, AND CAN BE UNCOATED OR GALVANIZED. PIES AND CONDUITS OF
OTHER MATERIAL SHALL BE DESIGNED TO RESIST PRESSURE AND TEMPERATURE WHICH
THEY WILL BE SUBJECTED.
5— CONDUITS AND PIPES SHALL NOT BE SPACED CLOSER THAN 4 TIMES THE OUTSIDE
DIAMETER OR WIDTH (CLEAR SPACING).
6 —IN SOLID SLABS PIPING AND CONDUITS SHALL BE PLACED BETWEEN TOP AND BOTTOM
REINFORCEMENT.
7— CONCRETE COVER FOR PIPES, CONDUITS AND FITTINGS SHALL BE NO LESS THAN llh"
FOR CONCRETE EXPOSE TO EARTH OR WEATHER AND NO LESS THAN _y4" FOR
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND.
8— PIPING AND CONDUIT SHALL BE SO FABRICATED AND INSTALLED THAT CUTTING,
BENDING, OR DISPLACEMENT OF REINFORCEMENT FROM ITS PROPER LOCATION WILL
NOT BE REQUIRED.
SOIL STATEMENT:
FOUNDATION SYSTEM HAS BEEN DESIGNED USING A
PRESUMPTIVE LOAD— BEARING CAPACITY OF 2000 PSF. THE
SOIL COMPOSITION AT THE SITE CONSISTS OF LIMEROCK
MIXED WITH SANDY MATERIAL. AT THE TIME OF
CONSTRUCTION AND AFTER THE GROUND HAS BEEN
BROKEN A LETTER FROM THE FOR OR THE ARCHITECT OF
RECORD WILL BE SUBMITTED TO THE BUILDING OFFICIAL
ATTESTING THAT THE FOR OR ARCHITECT OF RECORD HAS
OBSERVED THE SITE AND THE SOIL CONDITIONS ARE
SIMILAR TO THOSE UPON WHICH THE DESIGN WAS BASED.
—SITE PREPARATION.
1— EXCAVATION SHALL REMOVE ALL GRASS. WEEDS, ROOTS, AND ANY DEBRIS.
2— EXISTING SOFT SILT AND ORGANIC SOIL LAYER SHALL BE REMOVED AND
REPLACED W;TH STRUCTURAL FILL.
3— SAND AND LIME ROCK SOIL CAN BE STOCKEDPILED AND USED AS BACKFILL.
4— ONCE THE ORGANIC LAYER HAS BEEN REMOVED, THE DEMUCKED SURFACE
SHALL BE COMPACTED.
5— FILL MATERIAL SHALL BE PLACED IN LIFTS NOT EXEEDING 12 INCHES IN
LOOSE THICKNESS.
6— EACH LIFT SHALL BE THOROUGHLY COMPACTED WITH VIBRATORY COMPACTION
EQUIPMENT.
7— FILL SHALL CONSIST OF CLEAN SAND, LIME STONE OR GRAVEL. FILL MATERIAL
SHALL HAVE A MAXIMUM PARTICLE SIZE OF 3" AND NO MORE THAN 10 %
PASSING THE No. 200 SIEVE.
F �AR70017�357 whitecture +Design
ID0004536
www.dbla1.us
120 NE 27 ST, # 500 /MIAMI, FL 33137
T 305.572.1220 / Fx 305.572.8161
FREDY TAIN, P.E., S.I. LIC. NO. 61011
SEAL/SIGNATURE .f `
Amll
ES. R
S 0 m I
CAFE
PROJECT # 0804
5800 SW 73 RD ST
SOUTH MIAMI, FL 33143
LESSEE
WILLY QUINTANA
301 COLLINS AVE, SUITE 2707
MAIMI BEACH, FL 33141
F.305.867.7073
STRUCTURAL ENGINEER:
TAIN - RAMIREZ, INC
C.A. N 27157
2000 N.W. 89 PL. MIAMI, FL
P: 305 639 9800
ftain@tain-ramiraz.com
MECH, ELEC, PLUMB, FIRE PROTECT. ENG:
L.TRIANA & ASSOCIATES, INC
CONSULTING ENGINEERS
C.A.# 26644
9701 S.W. 56th St,
MIAMI FL 33165
CIVIL ENGINEER:
LANDSCAPE ARCHITECT:
ILLUSION LANDSCAPE & DESIGN
MIAMI, FL
LESSOR:
ROGER D. SHAY & W. GRACE D
13635 DEERING MAY RD, PH 293
CORAL GABLES, FL 33158 -2812
REVISIONS DATE
ISSUE DATE OCT/ 3112008
DWN MG APPRV FT
Drawin :
Scale:
SHOWN
Phase :
PERMIT - CONSTRUCTION
Sheet Number:
S-0