13-1379-0131. GENERAL:
A. THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY ALL GRADES, DIMENSIONS AND
CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING WORK. IF DISCREPANCIES EXIST,
CONTRACTOR SHALL NOTIFY IN WRITTING ANY ERRORS, INCONSISTENCIES, OR OMISSIONS ON
THE DRAWINGS TO THE ENGINEER FOR CLARIFICATION, PRIOR TO FABRICATION & INSTALLATION
OF ANY STRUCTURAL MEMBERS.
B. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE REQUIREMENTS OF THE
2010 FLORIDA BUILDING CODE AND ALL LOCAL, STATE AND FEDERAL LAWS.
C. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR
SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO: BRACING, SHORING
FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. INSPECTION VISITS TO THE SITE BY THE
STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
D. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR UPDATING HIS CONSTRUCTION
DOCUMENTS WITH ANY REVISED DRAWINGS AND SPECIFICATIONS, OR CLARIFICATION SKETCHES
ISSUED DURING THE COURSE OF CONSTRUCTION.
E. THE CONTRACTOR SHALL ADEQUATELY PROTECT HIS WORK, ADJACENT PROPERTY AND THE
PUBLIC, AND BE RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT.
F. NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE REDUCED IN SIZE OR
STRENGTH WITHOUT PRIOR APPROVAL IN WRITING FROM THE STRUCTURAL ENGINEER.
CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL COSTS INCURRED.
G. CONTRACTOR SHALL COORDINATE STRUCTURAL AND OTHER DRAWINGS WHICH ARE PART OF
THE CONTRACT DOCUMENT'S FOR ANCHORED, EMBEDDED OR SUPPORTED ITEMS WHICH MAY
AFFECT THE STRUCTURAL DRAWINGS.
H. THESE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND
EXTENT OF THE WORK AND ARE PARTLY DIAGRAMMATIC. THESE DRAWINGS ARE NOT
INTENDED TO BE SCALED OR TO SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF.
I. 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,
EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
J. DEFICIENT WORK SHALL BE REPLACED OR REPAIRED, AS DETERMINED BY THE ENGINEER, AT
NO COST TO THE OWNER, INCLUDING ENGINEERING COSTS INCURRED.
K. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS
AND REGULATIONS DURING THE DURATION OF THE PROJECT WORK. THE STRUCTURAL
ENGINEER WILL NOT ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY PRECAUTIONS.
L. ALL STRUCTURAL ELEMENTS OF THE PROJECT HAVE BEEN DESIGNED BY THE STRUCTURAL
ENGINEER TO RESIST THE CODE- REQUIRED VERTICAL AND LATERAL FORGES THAT COULD
OCCUR IN THE FINAL COMPLETED STRUCTURE ONLY. IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO PROVIDE ALL REQUIRED BRACING DURING CONSTRUCTION TO MAINTAIN THE
STABILITY & SAFETY OF ALL STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PROCESS
UNTIL THE LATERAL -LOAD RESISTING OR STABILITY - PROVIDING SYSTEM IS COMPLETELY
INSTALLED AND THE STRUCTURE IS COMPLETELY TIED TOGETHER.
M. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT WHEN PLACED ON FLOOR OR ROOF. LOAD
SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING
AND /OR BRACING WHERE STRUCTURE HAS NOT ACHIEVED DESIGN STRENGTH.
N. THESE NOTES SHALL BE USED IN CONJUNCTION WITH THE SPECIFICATIONS ISSUED BY THE
ARCHITECT. DISCREPANCIES SHALL BE BROUGHT TO ATTENTION TO THE ARCHITECT /ENGINEER
BEFORE PROCEEDING WITH THE WORK.
0. ANY MATERIALS OF PRODUCTS SUBMITTED FOR APPROVAL THAT ARE DIFFERENT FROM THOSE
SPECIFIED IN THE STRUCTURAL PLANS WILL BE REVIEWED AND APPROVED ONLY IF THE
FOLLOWING CRITERIA ARE SATISFIED:
1. A COST SAVINGS TO THE OWNER IS DOCUMENTED & SUBMITTED WITH THE REQUEST.
2. THE MATERIAL OR PRODUCT HAS BEEN APPROVED BY THE FLORIDA BUILDING CODE
AND THE PRODUCT APPROVAL REPORT IS SUBMITTED WITH THE REQUEST.
SUBMITTALS NOT SATISFYING THE ABOVE CRITERIA WILL NOT BE CONSIDERED.
P. WHEN PERFORMING WORK BELOW GRADE, CARE SHALL BE TAKEN TO AVOID DAMAGING ANY
EXISTING UTILITIES. ALL UNKNOWN UTILITIES DISCOVERED DURING CONSTRUCTION SHALL BE
BROUGHT TO THE ATTENTION OF THE ARCHITECT /ENGINEER. ANY DAMAGE TO EXISTING
UTILITIES SHALL BE REPORTED TO ALL AFFECTED PARTIES, INCLUDING THE
ARCHITECT /ENGINEER.
Q. THE CONTRACTOR SHALL USE EXTREME CAUTION IN THE DEMOLITION OF EXISTING
STRUCTURES. SUCH DEMOLITION SHALL BE PERFORMED IN SUCH A MANNER AS TO MAINTAIN
THE STRUCTURAL INTEGRITY OF ALL EXISTING STRUCTURES TO REMAIN. PROVIDE TEMPORARY
SHORING WHERE REQUIRED.
R. THE CONTACTOR SHALL VISIT THE SITE AND BECOME FULLY AWARE OF THE EXISTING
CONDITIONS & EXTENT OF WORK REQUIRED TO COMPLETE THE PROJECT PRIOR TO THE START
OF WORK.
S. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL NECESSARY WORK PERMITS AND
APPROVALS REQUIRED BY THE LOCAL AGENCY HAVING JURISDICTION TO PERFORM THE WORK
INDICATED.
2. CONCRETE:
A. CONCRETE DESIGN AND REINFORCEMENT SHALL BE IN ACCORDANCE WITH "BUILDING CODE
REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318 -08) AND "SPECIFICATIONS FOR
STRUCTURAL CONCRETE FOR BUILDINGS" (ACI 301), PRODUCTION OF CONCRETE, DELIVERY,
PLACING AND CURING TO BE IN ACCORDANCE WITH "HOT WEATHER CONCRETING" (ACI 305).
B. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (145 PCF) & ACHIEVE A 28 -DAY
COMPRESSIVE STRENGTH (F'c) OF 3000 PSI, THE DESIGN MIX SHALL HAVE A MAXIMUM
WATER- CEMENT RATIO OF 0.50 BY WEIGHT, & A MAXIMUM OF 5 BAGS OF CEMENT IN EA.
CUBIC YARD OF CONCRETE. SUBMIT PROPOSED MIX DESIGN FOR REVIEW PRIOR TO FIELD
POURING. MIX SHALL BE IDENTIFIED BY MIX NUMBER OR OTHER POSITIVE IDENTIFICATION.
C. ALL CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE
11/12" FOR FOOTINGS & -Y4' FOR WALLS, BEAM & SLABS CONFORMING TO ASTM C33.
D. FOR ALL CONCRETE TO BE PLACED IN SLABS (INCLUDING SLABS ON GRADE) AND WALL
PANELS, THE SLUMP SHALL NOT EXCEED 4" (±1 "). NO WAIVERS OF THIS REQUIREMENT SHALL
BE CONSIDERED. SLUMP FOR OTHER CONCRETE SHALL NOT EXCEED 5 ".
E. PLACING OF CONCRETE IN ALL REINFORCED COLUMNS AND WALLS SHALL BE IN EQUAL LIFTS
NOT EXCEEDING 7' -6" IN HEIGHT. ALL DOWELS FOR COLUMNS AND WALLS SHALL BE SECURED
IN POSITION PRIOR TO CONCRETING.
F. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE ITS STRENGTH TESTED IN
ACCORDANCE WITH ASTM STANDARDS & ACI 318 -08. MINIMUM FOUR TEST CYLINDERS MUST
BE TAKEN EVERY 50 CUBIC YARDS OR LESS OF CONCRETE PRIOR TO POURING. TESTS SHALL
BE MADE FOR 7 DAYS, TWO AT 28 DAYS & ONE HELD IN RESERVE. CONTRACTOR SHALL
PROVIDE THE STRUCTURAL ENGINEER'S OFFICE COPIES OF THE CONCRETE TEST RESULTS FOR
REVIEW, AS WELL AS COPIES OF THE CONCRETE MIX DESIGN TO BE APPROVED PRIOR TO USE.
G. MINIMUM CONCRETE COVER TO REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ACI
318 -08 AND SHALL BE AS FOLLOWS:
ELEMENT: BOTTOM: TOP., SIDES:
FOUNDATION- • 3" • 2 "• 2"
BEAMS- 1 An. 1Wom 1 W
COLUMNS /WALLS - •11112 11611
SLAB ON GRADE- • 2" • • 1" • 1"
INTERIOR STRUCT. SLAB- •V4' -Y4' in
EXTERIOR STRUCT. SLAB- •11/12" •1 Alp. 1"
H. SLAB OPENING SHALL BE MADE BY BLOCKING OUT PRIOR TO PLACING CONCRETE OR BY
CORE DRILLING. NO CHIPPING OF ANY TYPE WILL BE PERMITTED. THE LOCATION OF ALL
OPENINGS SHALL BE COORDINATED WITH THE PLUMBING, ELECTRICAL & MECHANICAL PLANS.
S T R U C T U R A L NOTES
I. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING.
DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. NOTIFY THE STRUCTURAL ENGINEER IN
ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS.
J. CONCRETE ON EXPOSED BALCONIES, SLABS, BEAMS AND STAIRS SHALL HAVE THE TOP
SURFACE COATED WITH "ALKYL - ALKYOXY SILANE SEALER" OR ENGINEER - APPROVED EQUAL.
K. THE CONTRACTOR SHALL EVACUATE ALL WATER FROM WITHIN FORMWORK BEFORE PLACEMENT
OF ANY CONCRETE. AFTER DEWATERING AND BEFORE PLACING CONCRETE, RINSE THE
REINFORCING STEEL CLEAN AND FREE OF ALL DELETIRIOUS MATERIAL.
L. THE MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING WATER IS ADDED UNTIL IT IS
DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 1V2 HOURS. IF FOR ANY REASON
THERE IS A LONGER DELAY, THE CONCRETE MUST BE DISCARDED.
3. MASONRY:
A. ALL MASONRY CONSTRUCTION TO BE IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS
FOR MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND
COMMENTARIES" (ACI 530/530.1 -08), AND THE 2010 EDITION OF THE FLORIDA BUILDING
CODE. ALL MASONRY WALLS TO BE CONSTRUCTED OF UNITS CONFORMING TO ASTM C -90 -03
AND REINFORCED WITH #9 GAGE HORIZONTAL REINFORCING LOCATED AT 16" O.C., LADDER
TYPE. ALL MASONRY TO BE LAID IN TYPE "M" MORTAR (2500 PSI) WITH FULL HEAD AND BED
JOINTS.
B. BLOCK CELLS AT WALL ENDS, CORNERS, INTERSECTIONS AND ADJACENT TO ALL OPENINGS
SHALL BE FILLED WITH GROUT AND REINFORCED WITH MINIMUM ONE #5 VERTICAL
REINFORCING BAR. DOWELS SHALL BE USED TO PROVIDE CONTINUITY INTO THE STRUCTURE.
C. MASONRY NET AREA COMPRESSIVE STRENGTH (F'm) SHALL BE 1500 PSI AND THE NET AREA
COMPRESSIVE STRENGTH OF THE MASONRY UNITS SHALL BE 1950 PSI, PER ACI
530/530.1 -08.
D. ALL REINFORCED MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE
PROVISIONS OF CONCRETE REINFORCEMENT, CAST -IN -PLACE CONCRETE AND CONCRETE
MASONRY. VERTICAL REINFORCING SHALL ANCHOR INTO SUPPORTING CONCRETE MEMBERS A
CLASS "C" LAP LENGTH PLUS 3" OR FULL DEPTH, PLUS A STANDARD HOOK. LAPS IN
REINFORCED MASONRY SHALL BE 48 BAR DIAMETERS. ALL VERTICAL CELLS WITH
REINFORCING SHALL BE FILLED WITH COARSE GROUT CONSISTING OF 3000 PSI CONCRETE
WITH #8 COARSE AGGREGATE. WHERE HEIGHT OF MASONRY WALL EXCEEDS 4' -0 ", USE
HIGH -LIFT GROUTING TECHNIQUE WHICH REQUIRES A CLEAN -OUT OPENING AT THE BOTTOM
OF ALL CELLS AND PLACING THE GROUT IN MAXIMUM 4' -0" LIFTS WITH A 30 TO 60 MINUTE
DELAY BETWEEN LIFTS. GROUT SHALL CONFORM TO ASTM C476. SLUMP SHALL BE BETWEEN
8" AND 10 ".
E. MORTAR SHALL COMPLY WITH ASTM C- 270 -07, TYPE "M ", WITH A MINIMUM COMPRESSIVE
STRENGTH AT 28 DAYS OF 2500 PSI.
F. HORIZONTAL REINFORCEMENT SHALL BE DUR -O -WALL STANDARD (9 GA.), ASTM CLASS B -2,
HOT DIPPED GALVANIZED OR APPROVED EQUAL.
G. VERTICAL REINFORCEMENT SHALL CONFORM TO ASTM A615/A615M -04, GRADE 60. FILL ALL
REINFORCED CELLS WITH 3000 PSI CONCRETE OR GROUT. SEE PLAN FOR SIZE AND SPACING
OF VERTICAL REINFORCING.
H. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF MASONRY WALLS DURING
CONSTRUCTION. ALL NECESSARY PRECAUTIONS MUST BE TAKEN TO PREVENT INJURY TO
PERSONS RESULTING FROM MASONRY WALL FAILURE.
4. STRUCTURAL STEEL:
A. ALL STRUCTURAL STEEL SHALL CONFORM TO THE THIRTEENTH EDITION OF THE ALLOWABLE
STRESS DESIGN (ASD) "MANUAL OF STEEL CONSTRUCTION" OF THE AISC, PUBLISHED IN 2005.
B. UNLESS OTHERWISE NOTED, ALL MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING
ASTM SPECIFICATIONS:
MEMBER ASTM MIN. STRENGTH
STRUCTURAL TUBING (HSS) • A500 (GRADE B) 46 KSI
STEEL PIPE • A53 (GRADE B) • 35 KSI
W SHAPES • A992 • • 50 KSI
OTHER ROLLED PLATES /SHAPES • • A36 • • 36 KSI
CONNECTION BOLTS • A325• 92 KSI
ANCHOR BOLTS • • F1554• 58 KSI
C. HEADED STUDS SHALL BE NELSON GRANULAR FLUX - FILLED HEADED ANCHOR STUDS AND
SHALL BE MADE FROM C -1015 COLD ROLLED STEEL AND SHALL CONFORM TO ASTM
SPECIFICATION A -108, GRADES 1015 -1020 WITH MINIMUM TENSILE STRENGTH OF 60 KSI.
D. UNLESS OTHERWISE NOTED, ALL CONNECTIONS SHALL BE SHEAR TYPE CONNECTIONS AND
DESIGNED BY THE FABRICATOR FOR THE FACTORED SHEAR FORCES INDICATED ON PLAN IN
ACCORDANCE WITH THE ASTM SPECIFICATIONS FOR ALLOWABLE DESIGN. ALL BOLTS SHALL BE
SHEAR /BEARING TYPE BOLTS AND BE "SNUG- TIGHT ".
E. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 USING E70 -XX ELECTRODES. (SMAW)
UNLESS OTHERWISE NOTED, PROVIDE CONTINUOUS MINIMUM SIZED FILLET WELDS AS PER
AISC REQUIREMENTS. ALL FILLER MATERIAL SHALL HAVE A MINIMUM YIELD STRENGTH OF 58
KSI. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDERS AS REQUIRED BY AWS & 2010
FBC. SLAG SHALL BE REMOVED FROM ALL WELDS FOR INSPECTION.
F. HOLES IN STEEL SHALL BE DRILLED OR PUNCHED. ALL SLOTTED HOLES SHALL BE PROVIDED
WITH SMOOTH EDGES. BURNING OF HOLES AND TORCH CUTTING AT THE SITE IS NOT
PERMITTED.
G. ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO VIEW SHALL BE SHOP PAINTED WITH
ONE COAT OF SSPC 15 -68, RED OR GRAY OXIDE -TYPE PAINT.
H. COLUMNS, ANCHOR BOLTS, BASE PLATES, ETC. HAVE BEEN DESIGNED FOR THE FINAL
COMPLETED CONDITION AND HAVE NOT BEEN INVESTIGATED FOR POTENTIAL LOADINGS
ENCOUNTERED DURING STEEL ERECTION AND CONSTRUCTION. ANY INVESTIGATION OF THE
COLUMNS, ANCHOR BOLTS, BASE PLATES, ETC. FOR ADEQUACY DURING THE STEEL ERECTION
AND CONSTRUCTION PROCESS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
I. STEEL FABRICATORS SHALL BE AN AISC CERTIFIED SHOP FOR CATEGORY I STEEL
STRUCTURES AND MAINTAIN DETAILED QUALITY CONTROL PROCEDURES AS REQUIRED TO
SATISFY THE SPECIAL INSPECTION REQUIREMENTS OF THE 2010 FBC.
J. ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO WEATHER, SHALL BE HOT- DIPPED
GALVANIZED IN ACCORDANCE WITH ASTM A153 -05 AND A123/A123M -04. PROVIDE
GALVANIZED BOLTS FOR STEEL PERMANENTLY EXPOSED TO WEATHER. GALVANIZING SHALL
BE DONE BY BOLT MANUFACTURER.
K. FIELD CUTTING OF STRUCTURAL STEEL IS NOT PERMITTED EXCEPT WHERE ACCEPTED BY THE
ENGINEER OF RECORD IN WRITING. CUTTING OR ENLARGEMENT OF BOLT HOLES WITH
TORCHES IS STRICTLY PROHIBITED.
L. CONTRACTOR TO OBTAIN ALL FIELD MEASUREMENTS REQUIRED FOR PROPER FABRICATION
AND INSTALLATION OF WORK PRIOR TO DETAILING. PRECISE MEASUREMENTS ARE THE SOLE
RESPONSIBILITY OF THE CONTRACTOR.
M. FOR FIREPROOFING REQUIREMENTS AND ASSEMBLIES REFER TO ARCHITECTURAL DRAWINGS
AND SPECIFICATIONS.
N. A REGISTERED PROFESSIONAL ENGINEER SHALL INSPECT THE WELDING AND BOLTING OF
STRUCTURAL STEEL FRAMINGS AS PER SECTION R4408.5 OF THE 2010 FLORIDA BUILDING
CODE.
0. GROUT FOR COLUMN BASE PLATES AND PRESET BEARING PLATES SHALL BE NON- SHRINK,
NON- METALLIC GROUT WITH A COMPRESSIVE STRENGTH OF AT LEAST 5,000 PSI IN 28 DAYS.
5. WOOD /TIMBER:
A. ALL STRUCTURAL WOOD PRODUCTS USED SHALL CONFORM TO THE NDS, LATEST EDITION
AND THE 2010 EDITION OF THE FBC.
B. ALL WOOD FRAMING MEMBERS SHALL BE NO. 2 SOUTHERN PINE OR BETTER WITH A MINIMUM
ALLOWABLE BENDING STRESS OF 1,250 PSI, MODULUS OF ELASTICITY OF 11600,000 PSI,
MINIMUM ALLOWABLE SHEAR STRESS OF 175 PSI AND 19% MOISTURE CONTENT IN
ACCORDANCE WITH NDS AND AITC STANDARDS.
C. ALL WOOD MEMBER SIZES SHOWN ON THESE PLANS REFER TO STANDARD NOMINAL.
D. ALL MECHANICAL METAL CONNECTORS USED IN THE CONNECTIONS OF WOOD MEMBERS
SHALL HAVE A PRODUCT APPROVAL FROM MIAMI -DADE COUNTY OR THE 2010 FBC. ALL
FASTENERS SHALL BE ADHERED TO AS STATED AND SHOWN ON THESE PLANS AND THE
MIAMI -DADE NOTICE OF ACCEPTANCE (NOA) OR FBC APPROVAL FOR ALL CONNECTORS.
E. PRESSURE TREATMENT WHERE REQUIRED HEREIN SHALL CONFORM TO AWPI SPECIFICATIONS.
A TREATMENT WITH A MINIMUM RETENTION IN POUNDS PER CUBIC FOOT OF 0.40 FOR TIMBER
ABOVE GROUND AND WATER 0.60 FOR TIMBER IN DIRECT CONTACT WITH THE GROUND. ALL
PRESSURE TREATED WOOD SHALL BE SOUTHERN PINE, MEETING NATIONAL FOREST PRODUCTS
ASSOCIATION GROUP 3 BOLT DESIGN VALUES.
F. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PREASSURE TREATED (P.T.).
6. REINFORCING STEEL:
A. TO BE NEW BILLET STEEL CONFORMING TO THE LATEST ASTM A615 GRADE 60
SPECIFICATIONS, FABRICATED IN ACCORDANCE WITH MANUAL OF STANDARD PRACTICE OF
THE CRSI & PLACED IN ACCORDANCE WITH ACI 315 & ACI MANUAL OF STANDARD PRACTICE.
B. COLUMN REINFORCEMENT. DOWELS TO BE SAME SIZE AND NUMBER AS VERTICALS ABOVE.
LAP 36 BAR DIAMETER OR MINIMUM OF 18" U.O.N. PROVIDE STANDARD HOOKS FOR ALL
VERTICAL REINFORCEMENT AT NON - CONTINUOUS COLUMNS.
C. ALL REINFORCING STEEL SHALL BE TIED DOWN AND INDEPENDENTLY SUPPORTED ON CHAIRS
AND SUPPORT BARS. REINFORCEMENT SHALL BE FREE OF MUD OIL OR OTHER NONMETALLIC
COATINGS THAT ADVERSELY AFFECT BONDING CAPACITY.
D. ALL DOWELS FOR COLUMNS AND WALLS TO BE SECURED IN POSITION PRIOR TO CONCRETING.
DRILLING OR PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT PERMITTED.
E. WELDED WIRE FABRIC (W.W.F.) SHALL CONFORM TO ASTM A -185. MINIMUM LAP OF W.W.F.
SHALL BE 6 IN. OR ONE FULL MESH, WHICHEVER IS GREATER.
F. ALL REINFORCING BARS MARKED "CONTINUOUS" SHALL BE LAPPED 36 DIA. AT SPLICES
AND CORNERS UNLESS OTHERWISE NOTED. LAP CONTINUOUS TOP BARS AT CENTER BETWEEN
SUPPORTS AS REQUIRED. TERMINATE CONTINUOUS BARS AT NON - CONTINUOUS ENDS WITH
STANDARD HOOKS. U.O.N.
G. ALL WALLS AND COLUMNS SHALL BE DOWELED INTO FOOTINGS, WALLS, BEAMS, OR SLABS
WITH BARS OF THE SAME SIZE AND SPACING AS THE BARS ABOVE. USE A (30) BAR
DIAMETER LAP EXCEPT WHERE SPECIFICALLY INDICATED.
H. FOR EXTERIOR SLABS SUCH AS BALCONIES, THAT ARE EXPOSED TO WEATHER, TOP
REINFORCING SHALL BE EPDXY COATED IN ACCORDANCE WITH THE STANDARD SPECIFICATION
FOR EPDXY COATED REINFORCING STEEL BARS, ASTM A775. MINIMUM COVER FOR THESE
BARS SHALL BE 1W'. (CONCRETE WATER CEMENT RATIO SHALL NOT EXCEED 0.40 BY WEIGHT
AND ALSO A SURFACE PENETRANT OF THE ALKYL - ALKYOXY SILANE CLASSIFICATION OR
APPROVED EQUAL SHALL BE APPLIED AFTER PROPER SURFACE PREPARATION AT THE ABOVE
MENTIONED AREAS). AS AN ALTERNATE TO EPDXY- COATING THE GENERAL CONTRACTOR MAY
SUBMIT FOR APPROVAL BY THE ARCHITECT /ENGINEER A CONCRETE MIX DESIGN CONTAINING
AN APPROVED CORROSION INHIBITOR ADMIXTURE IN CONFORMANCE TO ASTM C494 TYPE C.
I. ALL REINFORCEMENT SHALL BE BENT COLD, UNLESS OTHERWISE PERMITTED BY THE
PROFESSIONAL ENGINEER IN WRITING. ALL TIES SHALL HAVE A 135 DEGREE HOOKS.
J. ALL NEW REINFORCING STEEL THAT WILL BE WELDED SHALL MEET THE REQUIREMENTS OF
ASTM A706 GRADE 60 DEFORMED BARS.
7. FOUNDATION:
A. ALL FOOTING AND FOUNDATION SYSTEM SHALL BE DESIGNED IN ACCORDANCE WITH THE
SUBSURFACE EXPLORATION REPORT AND RECOMMENDATIONS PREPARED BY:
DYNATECH ENGINEERING CORP., INC. DATED SEPTEMBER 5, 2013.
REFER TO SUBSURFACE EXPLORATION REPORT FOR SITE PREPARATION AND COMPACTION. THE
ALLOWABLE SOIL BEARING PRESSURE FOR THIS SITE SHALL BE 2500 PSF.
B. SHOULD ANY DISCREPANCIES BE FOUND WITH THE RECOMMENDATIONS AND FINDING OF SUCH
REPORT, DURING SITE PREPARATION AND /OR FOUNDATION EXCAVATIONS, ALL WORK SHALL
IMMEDIATELY STOP AND THE ARCHITECT AND ENGINEER OF RECORDS SHALL BE NOTIFIED OF
SUCH DISCREPANCIES BEFORE ANY FURTHER WORK IS TO CONTINUE.
C. UPON EXCAVATION, BACKFILLING AND COMPACTION, THE SOIL SHALL BE TREATED FOR
SUBTERRANEAN TERMITE PREVENTION AS REQUIRED BY THE FBC SECTION 1816.
D. CONTRACTOR SHALL PROVIDE FOR DEWATERING OF EXCAVATION FROM EITHER SURFACE
WATER, GROUND WATER OR SEEPAGE.
E. ALL EXCAVATIONS SHALL BE PROPERLY BRACED AND /OR SHORED TO COMPLY WITH FLORIDA
STATUTE SECTION 553.60 AND 2010 FBC REQUIREMENTS.
F. CONTRACTOR SHALL EXCAVATE FOOTINGS TO THE REQUIRED DEPTH, INSPECT THE BOTTOM
OF THE EXCAVATIONS FOR SOIL SUITABILITY AND STABILITY. IF UNSUITABLE MATERIAL SUCH
AS ORGANIC SOIL OR SOFT CLAYS IS ENCOUNTERED IT MUST BE REMOVED AND REPLACED
WITH SUITABLE STRUCTURAL FILL OR GRADED AGGREGATES AND RE- COMPACTED.
G. ALL STRUCTURAL FILL SHOULD BE PLACED IN 8 TO 12 INCH LIFTS AND COMPACTED TO A
MINIMUM OF 95% OF THE MATERIALS MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D1557)
AND BE FREE OF ORGANICS, ROOTS OR OTHER DELETERIOUS MATERIALS.
H. THE CONCRETE FOR EACH ISOLATED FOOTING SHALL BE PLACED IN ONE CONTINUOUS POUR.
THE CONCRETE FOR WALL FOOTINGS SHALL BE PLACED IN ONE CONTINUOUS POUR OR
PROVIDE CONSTRUCTION JOINT REINFORCEMENT AT DIFFERENT AND /OR INTERRUPTED POURS.
PER DETAILS SHOWN ON THESE DRAWINGS.
8. STRUCTURAL DESIGN CRITERIA:
A. THIS STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH THE LOAD REQUIREMENTS OF THE
FLORIDA BUILDING CODE (2010 EDITION) AND OTHER REFERENCED CODES & SPECIFICATIONS.
B. THE STRUCTURE IS DESIGNED FOR THE FOLLOWING LOADING:
SUPERIMPOSED LIVE
DEAD LOADS LOADS
ROOF- 25 PSF 30 PSF
GROUND FLR. •. 25 PSF 40 PSF
C. WIND LOADS ARE BASED ON ASCE 7 -10 & 2010 FBC REQUIREMENTS, 3 SECOND SUSTAINED
WIND GUSTS OF 175 MPH AT HURRICANE OCEAN LINE, EXPOSURE "C" & IMPORTANCE
FACTOR OF 1.0, INTERNAL PRESSURE COEFFICIENTS (GCPI)= ±0.18, WIND DIRECTIONALITY
FACTOR, Kd =0.85 & CATEGORY II BLDG. CLASSIFICATION.
THIS STRUCTURE HAS BEEN DESIGNED AS "ENCLOSED" & REQUIRES IMPACT
RESISTANT GLASS OR SHUTTERS TO COMPLY WITH FBC SECTIONS R4403.16 & R4410.
9. SHOP DRAWINGS:
A. SUBMIT SHOP DRAWINGS FOR A/E REVIEW & APPROVAL BEFORE STARTING FABRICATION.
ALL SHOP DRAWINGS SHALL BE APPROVED BY BUILDING DEPARTMENT PRIOR TO ANY
INSTALLATION OR FABRICATION OF SUCH ELEMENTS.
B. NO SHOP DRAWINGS SHALL SUBMITTED FOR A/E 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. ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR
OMISSIONS AS A RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS.
C. ALL CHANGES AND ADDITIONS MADE ON RE- SUBMITTALS MUST BE CLEARLY FLAGGED AND
NOTED. SHOP DRAWING REVIEW IS LIMITED TO A MAXIMUM OF 2 REVIEWS, THEREAFTER;
ADD'L FEES SHALL BE PAID BY OWNER /CONTRACTOR TO ENGINEER FOR ADD'L REVIEWS.
D. THE REVIEW OF ALL STRUCTURAL SUBMITTALS BY THE STRUCTURAL ENGINEER OF RECORD
SHALL BE TO INSURE THAT HIS INTENT HAS BEEN UNDERSTOOD AND THAT THE SPECIFIED
CRITERIA HAS BEEN USED. A COPY OF ALL SHOP DRAWING SUBMITTALS WILL BE RETAINED
BY THE ENGINEER.
E. THE CONTRACTOR SHALL SUPPLY THE ENGINEER OF RECORD A MINIMUM OF THREE (3)
COPIES OF SHOP DRAWINGS AND CALCULATIONS.
F. SHOP DRAWINGS SUBMITTALS TO STRUCTURAL ENGINEER SHALL INCLUDE, BUT
NOT LIMITED TO THE FOLLOWING:
- CONCRETE TEST REPORT FOR CAST -IN -PLACE CONCRETE.
- MASONRY TEST REPORT AND CUT - SHEETS FROM SUPPLIER.
- REINFORCING STEEL SHOP DRAWINGS.
- PRE - FABRICATED ROOF TRUSSES SHOP DRAWINGS AND CALCULATIONS.
- STRUCTURAL STEEL SHOP DRAWINGS.
- PRE -CAST CONCRETE JOISTS SHOP DRAWINGS AND CALCULATIONS.
- BRACING AND SHORING SHOP DRAWINGS AND CALCULATIONS.
- RAILINGS /SAFEGUARDS SHOP DRAWINGS AND CALCULATIONS.
FOUNDATION PREPARATION NOTES:
1. LOCATE THE FOUNDATION FOR THE PROPOSED BUILDING, PLUS A MINIMUM 5' -0"
OUTSIDE THE FOOTPRINT OF THE FOUNDATION AND REMOVE APPROX. 4' -0" OF ALL
EXISTING ORGANIC SOIL & SAND MATERIAL UNTIL A SOLID LIMESTONE BASE IS
FOUND.
2. PROVIDE TEMPORARY BRACING AND /OR SHORING FOR ALL EXCAVATIONS TO COMPLY
WITH FLORIDA STATUTES SECTION 553.60 & 2010 FBC REQUIREMENTS.
3. PROOF- ROLLING OF THE CLEARED SURFACE SHALL BE PROVIDED, CONSISTING OF AT
LEAST 10 PASSES OF A SELF - PROPELLED VIBRATORY COMPACTOR CAPABLE OF
DELIVERING A MINIMUM IMPACT FORCE OF 30,000 TO 35,000 POUNDS PER DRUM TO
THE SOIL SURFACE. EACH PASS SHOULD OVERLAP THE PRECEDING PASS BY 30
PERCENT TO ACHIEVE COMPLETE COVERAGE. THE PROOF- ROLLING SHOULD OCCUR
AFTER CLEARING AND BEFORE BACK - FILLING.
4. COMPACT THE EXCAVATED AREA USING A COMPACTOR TO A DENSITY EQUIVALENT
TO 95% OF THE MODIFIED PROCTOR TEST (ASTM D -1557) MAXIMUM DRY DENSITY
VALUE IN LAYERS OF 12" MAXIMUM UNCOMPACTED THICKNESS. IF HAND -HELD
COMPACTION EQUIPMENT IS USED, THE LIFT THICKNESS SHOULD BE REDUCED TO 6 ".
5. ALL FILL MATERIAL SHALL BE FREE OF ORGANIC MATERIALS & SHALL CONSIST OF A
MIXTURE OF LIMESTONE & LIMESAND WITH THE LARGEST DIMENSION NOT GREATER
TH AN 2 ".
6. VERIFY ALL DENSIFICATION PROCEDURES BY TAKING 1 FIELD DENSITY TEST PROBING
12" INTO THE UNDERLYING FILL FOR EVERY 20 LINEAR FEET OF TRENCH WIDTH AND
1 TEST FOR EVERY COLUMN PAD.
7. PROVIDE CERTIFIED DENSITY TEST REPORTS TO THIS ENGINEER BEFORE CONTINUING
WITH FOUNDATION CONSTRUCTION. ENGINEER OF RECORD SHALL REVIEW THE
REPORTS AND APPROVE IN WRITING PRIOR TO THE CONTRACTOR POURING OF THE
CONCRETE FOR FOUNDATIONS.
'sa'I, a cf
TO THE BEST OF MY KNOWLEDGE THESE PLANS..CQNFORM
TO THE STRUCTURAL REQUIREMENTS OF F B.C. Q�0 LATE57
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REVISIONS, INCLUDING SECTIONS PEBTA �TO 21 ,
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ENGINEER OF RECORD HEREBY EX
RESERVES HIS COMMON PYRIGHT'
AND OTHER PROPERTY R HTS IN TH �/ i���c,v�s
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PLANS. THIS DESIGN AND WINGS
NEITHER TO BE REPRODUCED. COPIED. NO 0
CHANGED IN ANY FORM OR MANNER WHAT -
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SO EVER NOR ASSIGNED TO ANY PARTYi
WfIHOUf FIRST OBTAINING THE EXPRESS' ?� '.F� p1�j $073 �iI �:
ftQCHELL'`ENGINEERING, INC
WRITTEN PERMISSION AND CONSENT OF ;2 crrt;0Qne viehG6 a t��
ROCHELL ENGINEERING. INC. rARa ablea,;{pR�agddo• 331 .b - ¢
STRUCTURAL1,6NSULPNG ENGINEERS
CERT1 OF'AUTHORIZATION No. 27054
ufJR�.FAt .819.4149
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2750 NW 3RD AVE STE 23
MIAMI FLORIDA 33127
TEL (305) 531 -8688
FAX (305) 531 -4554
# AA 26001595
# IB 26000969
These design drawings are
the exclusive copyright of
blue, a design company,
inc. These drawings and
plans are prepared solely
for use with this project
and are not to be
disseminated for use by
any other individual or
ntity or any other project
without the written
company, inc.
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