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GENE f GT � UCTU � AL NOT E 5
C O L U�I N e C �4 I GI L E
eENERAL CONSTRUCTION UJOOD: GEORGE. E. PEON
THESE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND STRUCTURAL WOOD BE AIR DRIED, WELL SEASONED AND GRADE MARKEDx-MILL
1"i14i`�G SIZE UE i�T/E3,4SE �L_ T f E S/C,4i=� fi=L_ 'E1"«i�'KS EXTENT OF THE WORK AND ARE PARTIALLY DIAGRAMMATIC. THEY ARE NOT AND HAVE A MAXIMUM MOISTURE CONTENT OF 19 PERCENT AND SHALL BE �(3�.LTHERt ARCffiTECT, A.LA.
INTENDED TO BE SCALED FOR ROUGH-IN MEASUREMENTS, OR TO SERVE AS SHOP PINE NO. 2 GRADE OR BETTER WITH THE FOLLOWING MINIMUM PROPERTIES: AR## 0007999
CI 5X12 4#5 #3�8 DRAWINGS. ALLOWABLE FLEXURAL STRESS...----------1200 PSI
ALLOWABLE SHEAR STRESS 90 PSI ARCffiTECTURE
.-.-.-.-.-.-...-.-.
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING PLANNING
CODE, LATEST EDITION. WIND PRESSURES HAVE BEEN DETERMINED IN MODULUS OF ELASTICITY..................110000 PSI
INTERIORS
G3 8X24 #5 ACCORDANCE WITH ASCE 1-88. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, STUCCO, MASONRY OR
OTHER CEMENTITIOUS MATERIAL SHALL BE TREATED TO COMPLY WITH AWPA _ 3360 CORAL WAY 02
CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS PRIOR TO STANDARD LP-2. MIAAa M 33140
STARTING ANY WORK AND NOTIFY THE ARCHITECT OF ANY DISCREPANCIES P$(305)567-1240
BETWEEN THESE PLANS AND THE EXISTING CONDITIONS. PLYWOOD DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF FAX.(305) 567-1732
'AMERICAN PLYWOOD ASSOCIATION DESIGN/CONSTRUCTION GUIDE-DIAPHRAGMS' AND
CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF EXISTING STRUCTURE
DURING CONSTRUCTION. THE SOUTH FLORIDA BUILDING CODE. PLYWOOD DECK SHALL BE CONTINUOUS OVER
TWO OR MORE SPANS AND PLACED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS.
`
CONNECT DECK TO SUPPORTIN6t STRUCTURE AND TO WOOD BLOCKING WHERE
RE INFORCEMENT THE CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS AND ItLVISIONS Y
APPLICABLE WITH ad COMMON NAILS SPACED AS INDICATED IN DRAWINGS.
MARK SIZE BOTTOM TOP REMARKS JOB SITE SAFETY. CONTRACTOR SHALL EXERCISE ALL DUE CARE DURING
DEMOLITION, EXCAVATION AND CONSTRUCTION TO PROTECT WORKERS AND EXISTING DE61GN CRITERIA:
SNORT LONG SHORT LONG CONSTRUCTION. CONTRACTOR SHALL NOT LOAD NEW OR EXISTING STRUCTURES DESIGN LOADS SHALL BE AS FOLLOWS:
WF-16 I'-4 11X12" #4,a4a 2#r✓- BEYOND THEIR DESIGNED CAPACITY. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ROOF DEAD LOAD._.__._._-.-.-.............25 PSF
SHORING AND BRACING REQUIRED DURING CONSTRUCTION. CONTRACTOR SHALL ROOF LIVE LOAD_...............................3mPSF 1
E-4 4'-0"X4'-0"X12" 4#5 4#5 ATTEMPT TO LOCATE CONCEALED AND UNDERGROUND PIPES, CONDUITS ETC. PRIOR NET UPLIFT AS INDICATED IN PLAN.
TO COMMENCEMENT OF WORK.
STRUCT. STEEL:
THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE SAFETY
STRUCTURAL STEEL SHALL CONFORM WITH ASTM A-36 FOR PLATES AND SHAPES AND
REQUIREMENTS OF CHAPTER 33 OF THE SOUTH FLORIDA BUILDING CODE AND ALL TO ASTM A-500 FOR RECTANGULAR TUBING. ROUND PIPES SHALL CONFORM WITH
LOCAL, STATE AND FEDERAL LAWS. ASTM A-53. ANCHOR BOLTS SHALL CONFORM TO ASTM A-301. STRUCTURAL BOLTS
CONCRETE: SHALL CONFORM TO ASTM A-325 AND SHALL BE BEARING BOLTS UNLESS OTHERWISE
COMPRESSIVE STRENGTH OF CONCRETE At 28 DAYS SHALL BE 3000 PSI. NOTED. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS STANDARDS AND SHALL
fRE INf=Oi;PCEt LENT STIff;,= Uf e ALL CONCRETE WORK SHALL CONFORM TO ACI 301 SPECIFICATIONS U.O.N. BE PERFORMED BY CERTIFIED WELDERS.
1"I�i�IG
E L E V S I zE izE1"�,4�'KS
80T TOF C E I NO 5FACING� EE CONCRETE SLUMP SHALL BE 3' PLUS OR MINUS I" FOR FOOTINGS AND SLABS ON
STRUCTURAL STEEL SHALL BE SHOP PRIMED WITH A CORROSION INHIBITING
GRADE*- 4' PLUS OR MINUS 1" FOR OTHER CONCRETE.
T5-3 9'-2" 5X12 2#5 2#5 3 4,a 12" EE 5,4L 3ro" SEE CORNER DTL IN 5-2 PRIMER AND PAINTED WITH A COMPATIBLE PAINT AS REQUIRED BY THE ARCHITECT
CEMENT SHALL CONFORM t0 ASTM C150 TYPE I OR TYPE II. AGGREGATES SHALL AND/OR OWNER. SURFACE PREPARATION, PRIMING AND PAINTING SHALL CONFORM
CONFORM TO ASTM A33. WATER REDUCING AND RETARDING AGENT SHALL CONFORM TO THE REQUIREMENTS OF THE SSPC.
TO ASTM C-494 TYPE A AND D. AIR ENTRAINMENT SHALL CONFORM TO ASTM G260. EXPANSION BOLTS INDICATED IN THESE DRAWINGS SHALL BE HILTI KWIK BOLT II
RB-2 g'-2" SX1� 2#� EXPANSION JOINT MATERIAL SHALL CONFORM TO ASTM D1151 OR D1152. CURING SYSTEM OR EQUAL CONFORMING TO MATERIAL SPECIFICATIONS FOR STUD, WEDGE,
AGENT SHALL CONFORM TO ASTM C309 TYPE I. SEALER SHALL BE CLEAR SILICONE NUT AND WASHER INDICATED BY HILTI SYSTEM. BOLTS SHALL BE INSTALLED IN
WATER REPELLENT, BREATHING TYPE. HARDENER SHALL BE A FLUOSILICATE STRICT ACCORDANCE WITH MANUFACTURER SPECIFICATION TO OBTAIN ALLOWABLE
I SOLUTION FOR APPLICATION AFTER CONCRETE HAS CURED.
RKB * 5X12 2#5 2#5 3 X12 *RAKE 5E,AM 12" MIN. SHEAR AND TENSION CAPACITY INDICATED IN HILTI CATALOG.
ALL REINFORCING STEEL SHALL CONFORM TO ASTM A-ro15 GRADE ro0 AND SHALL EPDXY:
BE NEW, FABRICATED AND DETAILED IN ACCORDANCE WITH ACI 315. WELDED WIRE
WHERE STEEL REINFORCING BARS ARE INDICATED TO BE SET IN EPDXY, SYSTEM �n
FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE SUPPORTED ON PIECES OF SHALL BE HILTI HSE 2411 EPDXY SYSTEM CONFORMING TO ASTM C 881 OR EQUAL
BRICK AT A MAXIMUM SPACING OF 36 INCHES C/C EACH WAY. LAP FABRIC A INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS.
SEE NOTE 1 MINIMUM OF 6 INCHES AT THE SIDES.
CONT TOP BARS STD HOOKS SOIL NOTES:
UPON VISUAL OBSERVATION THE SOIL CONSISTS OF UNDISTURBED SAND WITH AN e
CANTILEVER TOP BARS "C" BARS "E' BARS SPLICES IN REBARS SHALL BE A MINIMUM OF 36 BAR DIAMETERS U.O.N. ALL ALLOWABLE SOIL BEARING CAPACITY OF 2000 PSF. AT TIME OF EXCAVATION THE
HOOKS IN REBARS SHALL BE STANDARD ACI 318 HOOKS. CONTRACTOR SHALL NOTIFY *� ENGINEER TO VISIT THE SITE TO T ,
OBSERVE THE SOIL CONDITION AND THE ENGINEER SHALL SUBMIT A W v
CONCRETE COQ R OVER REINFORCEMENT SHALL BE AS FOLLOWS: LETTER TO THE BUILDING OFFIC AL ATTESTING THAT THE SITE HAS BEEN
BOTTOM AND SIDES OF GRADE BEAMS/FOOTINGS._._._.3' OBSERVED AND THAT THE SITE CONDITIONS CONFORM TO DESIGN BEARING
TIES IN COLUMNS AND STIRRUPS IN BEAMS...............1-1/2' PRESSURES IF APPLICABLE. C .
W
STIRRUPS BOTT. BA rT _
WET (NOT FLO;'7?) THE FORMS, REBARS AND BOTTOM OF ALL FOOTING EXCAVATIONS FOR CONSTRUCTION OF THE NEW GROUND FLOOR SLAB, CLEAR, REMOVE AND z
IMMEDIATELY BEFORE PLACING FOOTING CONCRETE. PUDDLES OF WATER ARE NOT DISPOSE OF ALL VEGETATION, ORGANIC SOILS AND DEBRIS. FILL AND BACKFILL !�
ACCEPTABLE. FOOTING SIDES MUST BE FORMED IF EXCAVATION IS NOT STABLE. IN LAYERS NOT GREATER THAN 12 INCHES LOOSE THICKNESS WITH
BARS A V 1
CONTRACTOR IS RESPONSIBLE FOR STABILITY OF EXCAVATION. STRUCTURAL FILL MATERIAL AND COMPACT TO e5% MAXIMUM DENSITY. H
AS DETERMINED BY A MODIFIED PDOCTOR (ASTM D-1551) e
DESIGN MIX CYLINDER TESTS AND TESTS OF CONCRETE ACTUALLY USED IN THE FIELD DENSITY (COMPACTION) TESTS SHALL BE MADE FOR EACH 2000 SQUARE
x X x JOB SHALL (7r)NSISTENTLY INDICATE CONCRETE STRENGTH OF AT LEAST 15% FEET OF EACH LIFT OF FILL. TESTS SHALL BE MADE BY AN INDEPENDENT
GREATER THAN THE MINIMUM STRENGTH. TESTING LABORATORY AND SHALL BEAR THE SEAL OF A FLORIDA REGISTERED
CANT. "L" L-I L-2
MAKE FOUR CYLINDERS FROM EACH CUBIC YARD OF CONCRETE OR PORTION ENGINEER FIELD DENSITIES SHALL BE COMPARED AGAINST THE MAXIMUM DRY
c;d
THEREOF, PER DAY. TEST ONE CYLINDER AT THREE DAYS, ONE AT SEVEN DAYS SOIL DENSITY AS DETERMINED IN THE LABORATORY BY ASTM D1551.
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AND TWO AT 28 DAYS. CYLINDER TESTS REQUIRED FOR SECOND FLOOR SLAB BEAMS SUBMIT SHOP DRAWINGS FOR THE FOLLOWING:
MASONRY WOOD TRUSSES INCLUDING CALCULATIONS SIGNED E SEALED BY A FLORIDA p e
ALL MASONRY WALLS SHOWN ON THE STRUCTURAL DRAWINGS ARE LOAD BEARING �
�E,4M STEED �'L�CE1"1ENT D I,d,Ci�,d,l"i REGISTERED ENGINEER C O
WALLS AND SHALL BE IN PLACE PRIOR TO FORMING AND PLACING CONCRETE IN py Lo U)
BEAMS AND COLUMNS. PROVIDE NO. 8 LADDER TYPE JOINT REINFORCEMENT At SHOP DWG NOTES (SUBMITTALS) P4
16' C/C IN ALL WALLS. EXTEND 4' INTO TIE COLUMNS. SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEER'S REVIEW AFTER THEY HAVE
l
1. WHERE NECESSARY CONT. TOP BARS SHALL BE BEEN REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION METHODS, DIMENSIONS,
LAPPED 24 BAR DIA IN MIDDLE 1/3 OF SPAN CONCRETE UNIT i-1ASONRY WORK SHALL CONFORM WITH ALL LOCAL CODES AND WITH
2. • = L-1 OR L-2 WHICHEVER IS GREATER
BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES, ACI 531. AND OTHER TRADE REQUIREMENTS AND STAMPED WITH THE CONTRACTOR'S APPROVAL
MASONRY UNITS SHALL CONFORM TO ASTM CgO. MORTAR SHALL CONFORM TO ASTM STAMP. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS,
3. 1 BARS SCHEDULED ARE 1/2 AT EA. FACE C210,. TYPE M. (2500 PSI) QUANTITIES, ENGINEERING DESIGN BY DELEGATED ENGINEERS, ERRORS OR
OMISSIONS AS A RESULT OF SHOP DRAWING REVIEW. THE ENGINEERS REVIEW OF
4. BOTTOM BARS SHALL BE EXTENDED 12 BAR DIA REINFORCED UNIT MASONRY SHALL DEVELOP A MASONRY PRISM STRENGTH OF Pm=1500
SHOP DRAWINGS IS FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT,
BEYOND FACE OF SUPPORT PSI MINIMUM AND SHALL BE IN ACCORDANCE WITH THE BUILDING CODE
REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES, ACI 531. REQUIRED LOADING AND COORDINATION WITH THE STRUCTURAL DESIGN.
PROVIDE PRE�:AST OR CAST-IN-PLACE LINTELS OVER MASONRY OPENINGS LESS
THAN 1 FEET IN WIDTH WHERE A CONCRETE BEAM IS NOT INDICATED. AT
OPENINGS ADJACENT TO CONCRETE COLUMNS LINTELS SHALL BE CAST-IN-PLACE.
LINTELS SHALL BEAR MINIMUM 8 INCHES AT ENDS. WHERE APPLICABLE THE TIE
BEAM MAY BE DROPPED TO THE TOP OF THE WALL OPENING A MAXIMUM OF 16
INCHES WITH 205 .ADDITIONAL BARS AND FULL DEPTH STIRRUPS. FOR OPENINGS DgAT2T
li
LESS THAN ro FEET LINTELS SHALL BE 8 INCHES DEEP REINFORCED WITH 2#5
BOTTOM. FOR OPENINGS LARGER THAN 6 FEET LINTEL SHALL BE 12 INCHES DEEP Cm M.D
WITH 2#5 TOP, 2#5 BOTTOM AND 2 03 STIRRUPS AT ro" O.G. At EACH END.
DAM
i
SCALE AS NOTED
SHEET
x� N. OSCAR G❑NZALEZ '
CONSULTING STRUCTURAL ENGINEER
(305) 596-4874
FLA. P.E. LICENSE NO. 31964 k �
k OF 5 Mulls
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