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STRUCTURAL NOTES:
COORDINATION-
-COORDINATE ALL DIMENSIONS, ELEVATIONS 4 OPENINGS WITH ARCHITECTURAL DRAWINGS.
REPORT ANY DISCREPANCIES TO OUR OFFICE.
- CONTRACTOR MUST VERIFY THE ACCURACY OF ALL EXISTING CONDITIONS WHICH MAY
IMPACT THE AMOUNT AND SEQUENCE OF THE WORK
EXISTNG CONDITIONS:
- EXTREME CARE MUST BE USED DURING ALL NEW EXCAVATION, FOUNDATION AND DEMOLITION
WORK SO AS NOT TO UNDERMINE ANY OF THE EXISTING FOUNDATION THAT MUST REMAIN.
FOUNDATIONS:
-SOIL STATEMENT- VISUAL INSPECTION OF THE SITE SHOWS A SOIL OF LIMESTONE WITH SANDY
POCKETS AND WITH A LAYER OF TOPSOIL. THIS LIMESTONE HAS A SAFE BEARING CAPACITY IN
EXCESS OF 2000 psF. AT THE TIME OF CONSTRUCTION A LICENSED ARCHITECT OR POFESSIONAL
ENGINEER SHALL SUBMIT TO THE BUILDING OFFICIAL A LETTER ATTESTING THAT THE SITE HAS
BEEN OBSERVED AND THE FOUNDATIONS CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE
DESIGN IS BASED.
BUILDING PAD PREPARATION:
- TREES, BRUSH, ROOTS, TOPSOIL, RUBBLE, ORGANICALLY CONTAMINATED OR OTHERWISE
OBJECTIONABLE MATERIALS ENCOUNTERED ARE TO BE REMOVED FROM STRUCTURAL AREAS OF
THE SITE. FOR A MINIMUM DISTANCE OF FIVE FEET OUTSIDE STRUCTURE PERIPHERY.
- EXISTING GROUND BENEATH STRUCTURE FOUNDATION SHALL PROOF ROLLED. AREAS EXHIBITING
INSTABILITY ARE TO BE UNDERCUT AND BACKFIELD AND COMPACTED.
-THE PROPOSED ENGINEERED FILL MATERIALS ARE TO BE PLACED IN LIFTS NOT EXCEEDING
EIGHT (8) INCHES, LOOSE MEASURED THICKNESS IN UNCONFINED LIFTS OR 6" IN CONFINED AREAS.
EACH LIFT IS TO BE COMPACTED AS FOLLOWS:
I.- SLAB ON GRADE: MINIMUM OF 95% MAXIMUM DENSITY BY ASTM D1551.
2.- FOOTING BEARING: MINIMUM OF 95io MAXIMUM DENSITY BY ASTM D1551.
TERMITE PROTECTION:
AS PER F.B.G. 105.11 BUILDING COMPONENTS AND BUILDING SURROUNDINGS ARE REQUIRED TO BE
- PROTECTED FROM TERMITE DAMAGE IN ACCORDANCE WITH 1503.4.4, 1804.6.2.1, 1916.1.5, 2304 OR
26033, OR REQUIRED TO HAVE
CHEMICAL SOIL TREATMENT IN ACCORDANCE WITH 1816 SHALL NOT BE COVERED OR CONCEALED
UNTIL THE RELEASE FROM THE BUILDING OFFICIAL HAS BEEN RECEIVED.
ALL BUILDINGS SHALL HAVE PRE- GONSTRUGTION TREATMENT PROTECTION AGAINST
- SUBTERRANEAN TERMITES AS PER F.B.G. 1816.1.1. A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED
TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE
FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE
PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH THE RULES AND
LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES ".
CONCRETE:
- COMPRESSIVE STRENGTH AT 28 DAYS:
SLAB ON FILL: 3000 PSI
ALL OTHER POURED -IN -PLACE CONCRETE: 3000 PSI
GROUT: 3000 PSI
- COVER:
CONCRETE DEPOSITED AGAINST THE GROUND: 3"
FORMED CONCRETE IN CONTACT WITH THE GROUND: -2"
BEAMS AND COLUMNS: 1 -1/2"
INTERIOR SLABS: 3/4"
EXTERIOR SLABS. 1 -1/2"
SLAB ON FILL: (PLACED ACCORDING TO ACI 302)
- JOINTS:
ISOLATION JOINTS MUST BE USED AT JUNCTIONS WITH WALLS AND COLUMNS, USE 112" THICK PREMOLDED
JOINTS FULL DEPTH OF SLAB.
CONTROL JOINTS PLACED AT CENTERLINE OF COLUMN LINES PROVIDE INTERMEDIATE JOINTS IF
COLUMN SPACING IS GREATER THAN 30'. IN SIDEWALKS PROVIDE TOOLED JOINTS SPACED AT
INTERVALS EQUAL TO THE WIDTH OF THE SLAB.
4" 4 5" SLABS: P DEEP TOOLED
JOINTS MUST BE SAWED BEFORE 24 HOURS AFTER CONCRETING.
CONSTRUCTION JOINTS MUST BE PLACED IN THE SLAB WHERE BUILDING EXPANSION JOINTS ARE
SHOWN AND WHERE CONTROL JOINTS ARE SHOWN.
WHEN CONCRETING AND OPERATING ARE CONCLUDED FOR THE DAY, CONSTRUCTION JOINTS SHALL
BE FORMED WITH BURKE KEYED KOLD METAL JOINT FORM OR APPROVED EQUAL.
-VAPOR BARRIERS:
WATERPROOF MEMBRANES (OVERLAPPED (o" AT JOINTS) WITH A PERMEANCE OF LESS THAN 03%
PERMS IN ACCORDANCE WITH A.S.TM. E -98 SHALL BE PROVIDED UNDER INTERIOR SLAB. WHERE
NO VAPOR BARRIER IS USED THE SUBGRADE MUST BE DAMPENED WITH WATER IN ADVANCE OF
CONCRETING. NO FREE WATER STANDING ON THE SUBGRADE NOR ANY MUDDY OR SOFT SPOT IS
PERMITTED.
-ANY STRUCTURAL MEMBER PENETRATING SLAB ON FILL IS TO BE 1/2" PRE - MOLDED JOINT FILLER
COMPLYING WITH A.S.TM. D -1152, TYPE I.
- FINISHING:
NO PREMATURE FINISHING SHALL BE ALLOWED. IMMEDIATELY FOLLOWING FLOATING TROWELING
WITH STEEL TROWELS SHOULD BE COMMENCED IF REQUIRED BROOMING SHALL BE AFTER THE
STEEL TROWELING OPERATION.
-SLAB FINISHES: (UNLESS OTHERWISE NOTED BY THE ARCHITECT)
BUILDING: STEEL TROWELED
OUTSIDE SLAB: BROOMED
REINFORCING STEEL:
- REINFORCING BARS CONFORMING TO A.S.TM. A -615 GRADE 60, INCLUDING COLUMN AND BEAM TIES.
- WELDED FIRE FABRIC CONFORMING TO A.S.TM. A -185 AND SUPPORTED ON SLAB BOLSTERS
SPACED AT V -0" O /C.
- FABRICATION AND DETAILING ACCORDING TO A.G.I. -315.
-ALL ACCESSORIES TO HAVE UPTURNED LEGS AND PLASTIC DIPPED AFTER FABRICATION.
TIMBER-
-ALL JOISTS AND RAFTERS SHALL HAVE A MIN. STRESS GRADE OF Fb = 1200 PSI, E =1,700,000 PSI (SOUTHERN YELLOW PINE).
-TRUSS MANUFACTURER TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR
APPROVAL INDICATING ALL REACTIONS TO THE SUPPORTING STRUCTURE.
PRE - FABRICATED WOOD TRUSSES :
-SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE (T.P.I.),
LATEST EDITION. TRUSSES TO BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I. PUBLICATION
50-16. SUBMIT LAYOUT PLAN AND INDIVIDUAL DRAWINGS FOR EACH DIFFERENT TRUSS, SIGNED AND
SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER, FOR APPROVAL BY STRUCTURAL
ENGINEER PRIOR TO FABRICATION.
- GENERAL CONTRACTOR TO PROVIDE PERMANENT LATERAL BRACING OF THE BOTTOM CHORD AND
THE WEB MEMBERS IN ACCORDANCE WITH RECOMMENDATIONS OF T.P.I. 50-16 AND THE REQUIREMENTS
OF THE INDIVIDUAL TRUSS DESIGNS. SUBMIT PERMANENT BRACING PLAN FOR APPROVAL BY ENGINEER
PRIOR TO ERECTION. GIRDER TRUSSES TO BE BOLTED TOGETHER WITH 112" DIA. BOLTS AT 24" G/G AT
TOP CHORD, BOTTOM CHORD, AND WEB MEMBERS.
- CONTRACTOR TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS BY A DELEGATED SPECIALTY
ENGINEER FOR ALL TRUSS TO TRUSS CONNECTIONS. TRUSS MANUFACTURER TO VERIFY UPLIFT AND
GRAVITY TRUSS REACTIONS SHOWN ON FRAMING PLANS.
-ALL TRUSSES AND /OR JOIST SHALL BE SECURED TO THE BEARING PARTITIONS OR THE BEAMS WITH
HURRICANE STRAPS AS INDICATED ON PLANS. STAGGER TRUSSES AS REQUIRED TO ACHIEVE PROPER
BEARING (4" MIN.).
- PROVIDE AN 18 GAGE METAL STRAP TO TIE DOUN ALL THE "PIGGY BACK" TRUSSES TO THE MAIN
TRUSSES AT ALL THE BEARING POINTS.
- TRUSSES SHALL BE DESIGNED FOR AW ADDITIONAL 200 LBS LOAD AT ANY BOTTOM CHORD PANEL
POINT.
-TRUSS SPECIALTY ENGINEER MAY OVERSTRESS WOOD FOR WIND DESIGN, NO OVERSTRESS PERMITTED
IN METAL PLATES.
OWNER ARCHITECT. AND CONTRACTOR NOTE.
-CHECK FOR SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD IS REQUIRED IF
THIS OFFICE IS TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE CONSTRUCTED
BUILDING.
MASONRY WALLS:
- BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED PRIOR TO THE
STRUCTURE ABOVE HAS BEEN POU D.
- NON - BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED AFTER THE
STRUCTURE ABOVE HAS BEEN POURED.
- MORTAR CONFORMING TO A.S.T.M. C -210 TYPE "M" (2500 PSI).
- PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR REINFORCED
WALLS).
- PROVIDE 9 GAGE TRUSS TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR NON - REINFORCED
WALLS)
- WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY. TWO CELLS AT THE SETTING LOCATION
SHALL BE FILLED WITH CONCRETE.
-GROUT FOR MASONRY UNITS SHALL CONFORM TO ASTM 0476
-PRISM STRENGTH OF MASONRY UNITS SHALL BE A MINIMUM OF f'm = 1500 PSI. (F'c = 1900 PSI)
- MAXIMUM POUR LIFTS FOR MASONRY UNITS AND GROUT POUR HEIGHTS SHALL BE 4' -0 ".
-GROUT FOR FILLED CELLS SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 3000 PSI
WITH A SLUMP OF 9" TO 11 ".
- CONCRETE BLOCKS SHALL BE C -90 TYPE, PLACED IN A RUNNING BOND PATTERN.
DESIGN CRITERIA:
(SUPERIMPOSED LOADS)
-LIVE LOAD: 30 PSF (ROOF)
-DEAD LOAD: 20 PSF
-WIND LOAD: PER A.S.C.E. 1 -10
CATEGORY: IL
EXPOSURE - "C"
WIND VELOCITY: 115 MPH
MEAN ROOF HEIGHT: 13.0'
GcPI: 0.18 (ENCLOSED)
0.55 (PARTIALY ENCLOSED)
/RI
-ALL SHORING, RE- SHORING AND TEMPORARY BRACING REQUIRED IN THIS PROJECT IS TO BE
DESIGNED BY FLORIDA PROFESSIONAL ENGINEER WHO SPECIALIZES IN FORM WORK/TEMPORARY
BRACING DESIGN. AND WHO HAS BEEN HIRED BY THE GENERAL CONTRACTOR THE GENERAL
CONTRACTOR IS THE ULTIMATE RESPONSIBLE PARTY FOR SHORING, RE- SHORING, AND TEMPORARY
BRACING REQUIRED ON THIS PROJECT AND MUST SATISFY HIMSELF WITH THE ADEQUACY OF THE
INSTALLATION OF THESE ITEMS AT ALL TIMES.
SAF ETY OSHA AND LABOR LAWS.
-THE STRUCTURE IS DESIGNED TO BE SELF - SUPPORTING AND STABLE AFTER THE BUILDING IS
FULLY COMPLETED. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION
PROCEDURE AND SEQUENCE AND INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT
PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF WHATEVER SHORING, TEMPORARY
BRACING, ETC. THAT MAY BE NEGGESARY. SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S
PROPERTY AFTER COMPLETION OF THE PROJECT.
-THE STRUCTURAL ENGINEER OF RECORD DOES NOT POSSES, NOR PRESUMES TO POSSES ANY
KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB SITE EMPLOYEE SAFETY, OSHA OR LABOR
LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT. SAFETY AND COMPLIANCE WITH OSHA
AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND
THOSE CONSULTANTS HE HIRES TO ADDRESS THESE MATTERS. THE STRUCTURAL ENGINEER OF
RECORD SPECIALIZES IN STRUCTURAL DESIGN ONLY, AND THE BOARD OF PROFESSIONAL
REGULATION FORBIDS HIM FROM ASSUMING RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE
APPLICABLE CODES:
IN MY PROFESSIONAL JUDGEMENT AND THE BEST OF MY KNOWLEDGE AND BELIEF,
THESE PLANS AND SPECIFICATIONS COMPLY WITH THE FLORIDA BUILDING CODE.
- ALTHOUGH THE ENGINEER OF RECORD HAS STRIVED TO MEET ALL APPLICABLE CODES AND
LOCAL ORDINANCE REQUIREMENTS, THE CONTRACTOR IS STILL RESPONSIBLE FOR COMPLYING
WITH ALL APPLICABLE CODES AND ORDINANCES IN THE EVENT OF CONFLICT OR OVERSIGHT
IN THESE DRAWINGS. THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER
OF ANY CONFLICT OR DISCREPANCY ENCOUNTERED SO THAT APPROPRIATE REMEDIES MAY BE
UNDERTAKEN.
-THE APPLICABLE CODES ARE:
FLORIDA BUILDING CODE, LATEST EDITION. (2010)
A.G.I. 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.
A.C.I. 530 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES. (2008 EDITION)
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. (2005 EDITION)
A.I.S.C. MANUAL, 13th EDITION.
SHOP DRAWING SUBMITTALS:
- SUBMIT FIVE PRINTS OF ALL SHOP DRAWINGS LISTED BELOW. IF SIGNED AND
SEALED SHOP DRAWINGS ARE REQUIRED, THEN SUBMIT TWO ADDITIONAL SIGNED AND SEALED
PRINTS FOR APPROVAL.
-SHOP DRAWINGS:
REINFORCING STEEL.
STRUCTURAL STEEL.
CONCRETE MIX DESIGN.
ROOF TRUSSES
ROOF OR COLUMN
TERMINATION PT.
DOUBLE TIES (3" G.G.)
1
JOINT J -2
EL. SEE PLAN
VAPOR BARRIER
SEE SPECS.
WELL COMPACTED
FILL
STANDARD HOOK
— 3 TIES 63"
_ r,. OF COLUMN
AND FOOTING
(U.ON. IN PLAN)
CONCRETE SLAB, SEE
PLAN FOR THICKNESS
AND REINFORCING
� J
n EL. SEE PLAN
DOWELS SAME SIZE 4
NUMBER AS VERT. REINF.
(SET TO CLEAR BARS
3" `— STANDARD ABOVE)
CLR HOOK
FOR FOOTING SIZE AND
REINFORCING, SEE SCHEDULE
I.- USE 03 TIES FOR 010 VERTICAL REINFORCING OR SMALLER.
2.- TIE SPACING SHALL BE:
A - LEAST DIMENSION OF COLUMN
B - 16 TIMES MAIN BAR DIAMETER
G - 03 AT 18" OR 04 AT 24" WHICHEVER IS SMALLER
TYPICAL CONCRETE COLUMN SPLICE DETAIL
N.T.S.
FOOTING SCHEDULE
MARK
SIZE
W x L x 0
REINFORCEMENT
REMARKS
LONG.
TRANS.
WF -16
16 "xCONTx12"
2S
-
11811
BARS
TC -2
8" x 13"
4 05
03fie8"
4 SPACING
EACH ENE)
NOTE :
1. CONTRACTOR TO PROVIDE "5 CORNER BARS LAPPED MIN. 30" EACH WAY,
FOR EACH BAR IN FOOTING.
COLUMN SCHEDULE
MARK
SIZE
REINFORCEMENT
REMARKS
VERTICALS OR BASE E
TIES OR CAP IE
TC -1
S" x 12"
4 05
03fie8"
11811
BARS
TC -2
8" x 13"
4 05
03fie8"
4 SPACING
EACH ENE)
TC -3
8" x 24"
6 05
03fi -s8"
2S
OI
8" x 12"
4 05
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8" x 16"
4 06
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NOTE :
Q DENOTES COLUMN START
0 DENOTES COLUMN END
COL. (D
g TC -2
1 -0' +fD TC -1 4 COL. IQ
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TC -1, TC -2, COL. D ,COLOZ PETS.
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COL. TG-3 PET.
BEAM SCHEDULE
MARK
TOP
ELEV.
SIZE (INCHES)
BOTTOM. REItF.
TOP REINFORCING
STIRRUPS
REMARKS
W
E)
"All
BARS
11811
BARS
(ICI:
BARS
'IT"
BARS
"Ell
BARS
SIZE
SIZE
4 SPACING
EACH ENE)
T5-1
VARIES
8"
12"
2S
2S
*3
4012" BAL o48"
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VARIES
all
12"
2 05
Uj
-
2S
03
4612" BAL 648"
RAKED BEAM
[L
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RB -1
8' -8"
8"
18"
2 06
2 "6
03
*3
'IT" BA
GREATER OF 05
L I OR 0.3 L2
IIEII BARSJ I I \ "C" BA
4_1 IIAII BARS
L L2
EMBED 12 BAR DIAM.
NOTE
'IT" BAR
0.3 L
IIBII BARS LENGTH L/3
2' -2"
(TYP.)
I "C" BARS
I 2II '
"All BARS
441,
L3
IIAII BARS
MID BARS -
L4
STIRRUPS
GLASS "A" LAP SPLICE
II
II
T BARS RUN CONTINUOUS OR
LAP AS REQ'D. AT MID SPAN.
0.3 L
"Ell BARS
STD. NOOKS
1. "L" IS THE LONGER OF ADJACENT SPAN. 6. TOP AND BOTTOM REINFORCEMENT SHALL BE CONTINUOUS FOR ALL TIE BEAMS.
2. 8" WIDE BEAMS TAKE A MAXIMUM OF 2 BARS PER LAYER. I. AS PER ACI 315 -02, SECTION 1.13.2.2 IN EXTERIOR PERIMETER BEAMS PROVIDE
3. STIRRUPS TO BE CLOSED TYPE WITH 135° HOOK. ADDITIONAL BOTTOM REINFORCEMENT OVER THE SUPPORTS EQUAL TO AT LEAST 25% OF
4. MID BARS TO BE #5 012" E.F. WHENEVER BEAM DEPTH THE LARGER TOTAL BOTTOM REINFORCEMENT AREA CALLED OUT FOR THE MID -SPAN OF
IS LARGER THAN 2' -0" ADJACENT BEAMS, AND IN ADDITION, AT LEAST 20% OF THE TOP REINFORCEMENT, BUT NO
LESS THAN TWO BARS, SHALL BE CONTINUOUS OVER ALL SUPPORTS. THIS ADDITIONAL
5. CONTRACTOR TO PROVIDE 2 #5 CORNER BARS LAPPED REINFORCEMENT IS TO BE SPLICED WITH A TENSION "CLASS A" SPLICE BEGINNING AT THE
MIN. 30" EACH WAY. FACE OF THE SUPPORT.
TYPICAL BEAM BAR PLACING DIAGRAM i of South Miami
N.T.S. C Building Dept,
6130 Sunset Drive
South Miami, FL 33143
"C" BARS FOR 12"
OR WIDER BEAMS.
TOP BARS
- X
"C" BARS (FOR 8" BMS.)
"MID" BARS (SEE NOTE 4)
d`rQ
"MID" BARS (SEE NOTE 4)
Ci �+ X a:50TTOM w.. " BARS
NOTE - QUANTITY OF "MID" BARS VARIES W/ BEAMS DEPTH.
SEE BEAMS SEE NOTE -4 ON BAR PLACING DIAGRAM
TYPICAL BAR PLACEMENT DETAIL
N.T.S.
Of SUUt�':
CI�Buildin�'. oej5 ,
61305
South hA%3n'
.j
BRAVO
L L C
architecture
p l a n n i n g
interior design
AA 26000771
IB 26000638
250 catalonia, suite 403
coral gables, Florida 33134
telephone : 305 .567. 1977
facsimile 305 . 567 . 1125
0
AS NOTED
DRAWN BY:
Y. SOSA
CHECKED BY:
PM
DATE:
11-05-12
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SCALE:
AS NOTED
DRAWN BY:
Y. SOSA
CHECKED BY:
PM
DATE:
11-05-12
PROJECT NO.:
FILE NAME:
SUBMITTAL
SHEET NUMBER
13