11-1105-012J
STRUCTURAL NOTES:
0PORDINATION:
-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
EXISTING 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 p5F. 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 (0) 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 55% MAXIMUM DENSITY BY ASTM D1551.
2: FOOTING BEARING: MINIMUM OF 95% MAXIMUM DENSITY BY ASTM D1551.
TEWITE 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, IS16.1B, 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 -CONSTRUCTION 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".
coRET
-COMPRESSIVE STRENGTH AT 28 DAYS:
SLAB ON FILL: 3000 PSI
ALL OTHER POURED -IN -PLACE CONCRETE: 3000 PSI
GROUT: 3000 PSI
-TEST:
A MIN. OF 5 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 5O CU. YD. OR PORTION
THEREOF SPECIMENS SHALL BE TESTED ACCORDING TO A.S.TM. C-3S, ONE AT 3, ONE AT 1,
AND 3 AT 28 DAYS.
-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•
SLAB ON FILL: (PLACED ACCORDING TO ACI 302)
-JOINTS:
ISOLATION JOINTS MUST BE USED AT JUNCTIONS WITH WALLS AND COLUMNS, USE 1/2" 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 I" 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.
j WHEN CONCRETING AND OPERATING ARE CONCLUDED FOR THE DAY, CONSTRUCTION JOINTS SHALL
j BE FORMED WITH BURKE KEYED KOLD METAL JOINT FORM OR APPROVED EQUAL.
-VAPOR BARRIERS:
a WATERPROOF MEMBRANES (OVERLAPPED b" AT JOINTS) WITH A PEIRMEANCE OF LESS THAN 03%
E- PERMS IN ACCORDANCE WITH A.S.TM. E-W SHALL BE PROVIDED UNDER INTERIOR SLAB. WHERE
NO VAPOR BARRIER IS USED THE SUBGRADE MUST BE DAMPENED WITH WATER IN ADVANCE OF
. y 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
bWITH STEEL TROWELS SHOULD BE COMMENCED IF REQUIRED GROOMING SHALL BE AFTER THE
,. STEEL TROWELING OPERATION.
a -SLAB FINISHES: (UNLESS OTHERWISE NOTED BY THE ARCHITECT)
p" BUILDING: STEEL TROWELED
OUTSIDE SLAB: GROOMED
co FREIrFORGING STEEL:
x -REINFORCING BARS CONFORMING TO A.S.TM. A-615 GRADE 60, INCLUDING COLUMN AND BEAM TIES.
o-WELDED FIRE FABRIC CONFORMING TO A.S.TM. A-155 AND SUPPORTED ON SLAB BOLSTERS
r, SPACED AT Y-O" O/C.
-' -FABRICATION AND DETAILING ACCORDING TO A.C.I -315.
-ALL ACCESSORIES TO HAVE UPTURNED LEGS AND PLASTIC DIPPED AFTER FABRICATION.
cue
5TgLc_m9& STEEL -
-ALL �._
m -ALL STRUCTURAL STEEL PLATES SHALL CONFORM TO A.S.TM. A-36.
-ALL STRUCTURAL STEEL WELDING SHALL BE PERFORMED WITH A.W.S. D.I.I.
a -ALL ANCHOR BOLTS SHALL CONFORM TO A.S.T.M. A-301.
w -ALL BOLTS SHALL CONFORM TO A.S.TM. A-325.
�. -ALL SQUARE/RECTANGULAR COLUMNS SHALL CONFORM TO A.S.TM. A-500, GRADE C (Fy = 4(o KSI).
-PROVIDE ONE SHOP COAT OF RUST INHIBITING PAINT MIN. 3 ML. DRY FILM THICKNESS.
-FABRICATIONS AND ERECTIONS SHALL BE DONE IN ACCORDANCE WITH THE LATEST
A.I.S.C. SPECIFICATIONS.
a,
WELDM:
�pl -ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY
j A.W.S. BY CERTIFIED WELDERS.
ci -CONTRACTORS TO USE E-10 SERIES LOW HYDROGEN ELECTRODES.
IISE&
-ALL JOISTS AND RAFTERS SHALL HAVE A MIN. STRESS GRADE OF Fb = 1200 PSI, E=1,100pJ00 PSI (SOUTHERN YELLOW PINE).
-TRUSS MANUFACTURER TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR
APPROVAL INDICATING ALL REACTIONS TO THE SUPPORTING STRUCTURE.
MASONRY WALLS:
-BEARING MASONRY SHOWN THUS �� IN PLAN SHALL BE ERECTED PRIOR TO THE
^� STRUCTURE ABOVE HAS BEEN POURED.
-NON-BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED AFTER THE
STRUCTURE ABOVE HAS BEEN POURED.
N -MORTAR CONFORMING TO A.S.TM. C-210 TYPE 11" (2500 PSI).
0 -PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR REINFORCED
cn WALLS).
-PROVIDE S GAGE TRUSS TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR NON -REINFORCED
WALLS)
z -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 C416
-PRISM STRENGTH OF MASONRY UNITS SHALL BE A MINIMUM OF f'm = 1500 PSI. (f'c = 1500 PSI)
w
z -MAXIMUM POUR LIFTS FOR MASONRY UNITS AND GROUT POUR HEIGHTS SHALL BE 4'-0".
z -GROUT FOR FILLED CELLS SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 3000 PSI
WITH A SLUMP OF 9" TO 11".
w -CONCRETE BLOCKS SHALL BE C-130 TYPE, PLACED IN A RUNNING BOND PATTERN.
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DESIGN CRITERIA:
(SUPERIMPOSED LOADS)
-LIVE LOAD: 30 PSF (ROOF)
-WIND LOAD: PER A.5.C.E.1-05
CATEGORY: ]I
EXPOSURE - "C"
IMPORTANCE: 1.00
WIND VELOCITY: 146 MPH
MEAN ROOF HEIGHT: 0-011
GGPI: 0.15 (ENCLOSED)
055 (PARTIALY ENCLOSED)
OMEIR ARCHITECT, AND CONTRACTOR NOTEd��iTCAN�����•
-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.
sHmM RE -SING AND TEMPORARY BRACING:
-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.
sA m 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 NECCESARY. 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
AwFL ICIABLE 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.12001 W/2009 SUPPLEMENTS)
A.C.1. 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 SUBh1ITTALB:
-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.
STANDARD HOOK -
ROOF OR COLUMN
TERMINATION PT.
DOUBLE TIES (3" G.G.)
III
—3 TIES 103"
_ �; OF COLUMN
AND FOOTING
(U.ON. IN PLAN)
JOINT J-2 CONCRETE SLAB, SEE
PLAN FOR THICKNESS
EL. SEE PLAN AND REINFORCING
VAPOR BARRIER qL
SEE SPECS. J
WELL COMPACTED Q
FILL p EL. SEE PLAN
F- U DOWELS SAME SIZE 4
: NUMBER AS VERT. REINF.
(SET TO CLEAR BARS
L
STANDARD ABOVE)
GLR. HOOK
FOR FOOTING SIZE AND
REINFORCING, SEE SCHEDULE
1.- 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
C - 03 AT 18" OR 114 AT 24" WHICHEVER IS SMALLER
TYPICAL CONCRETE COLUMN SPLICE DETAIL
N.T.S.
FOOTING SCHEDULE
MARK
51ZE
W x L x D
REINFORCEMENT
REMARKS
LONG.
TRANS.
WF-16
16" x CONT. x 12"
205
1 "5e24" O.G.
BOTTOM
CF-10
1'-O" x 7'-O" x 12"
8 45
8 05
TOP 4 BOTTOM
CF-80
8'-0" x V -0" x 24"
1 9 05
9 05
TOP 4 BOTTOM
NOTE :
I. CONTRACTOR TO PROVIDE 05 CORNER BARS LAPPED MIN. 30" EACH WAY,
FOR EACH BAR IN FOOTING.
COLUMN SCHEDULE
MARK
SIZE
REINFORCEMENT
REMARKS
VERTICALS OR BASE
TIES OR CAP It
TC-I
8" x 12"
405
03 a 12",
IO
611x11"
605
#3612"
O2
8" x 20"
6 +'S
03 A 12
O3
8" x 12'x 8'
8 +'5
03 m 1211
SEE DETAIL
4(J
TS 4 x 4" x 1/4"
S x 8'x 5/5
SEE DETAIL
fy=46 ksl
NOTE :
O DENOTES COLUMN START
DENOTES COLUMN END
SI'
11
a
.. "3 HAIRPIN
— 4e.
• Y d 6
GOLM DET. COL.® PET.
A <• e
44
4�� Sri
GOL.O DET.
BEAM SCHEDULE
SIZE (INCHES)
Bottom FEW.
TOP REINFORCING
STIRRUPS
REMARKS
MARK
TOP
ELEV.
D
"Al'
BARS`
"B"
BARS
"C"
BARS
'IT"
BARS
"Ell
BARS
SIZE
No. t SPACING
EACH END
8"
12"
2 S
2 S
# 3
4 612", BAL 640"
TB-t
10'-0"
2 "5
2 "5
«3
g4°
()TAPERED BEAM
EXTEND BARS
FROM TIE BEAM
RB-2 1 8'40" $" 12" 2 05 J 2 05 "3 4 1012", BAL 948"
GREATER OF 0.5
LI OR 03 L2
1711 BAR 30 BAR 0.3 L
DIA.
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1
<
LASS "A" LAP SPLICE I
B BARS LENGTH L/3 T BARS RUN CONTINUOUS OR
"T" BARS LAP AS REQ'D. AT MID SPAN.
03 L 2'-2" 0.3 L
11E 11 BARS
(Ti'PJ
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STD. NOOKS ' m¢
,s BAR ��C�� BARS"C" BARS "A" . BARS � _
E 2 2111
W w
"All BARS 11A11 BARS MID BARS �
LI L2 L3 L4
EMBED 12 BAR DIAM. STIRRUPS �.
NOTE
I LIS .THE LONGER OF ADJACENT SPAN. (0. TOP AND BOTTOM REINFORCEMENT SHALL BE CONTINUOUS FOR ALL TIE BEAMS.
" �
2. 8 WIDE BEAMS TAKE A MAXIMUM OF 2 BARS PER LATER. 1. AS PER ACI 315-02, SECTION -1.132.2 IN EXTERIOR PERIMETER BEAMS PROVIDE �J
ADDITIONAL BOTTOM REINFORCEMENT OVER THE SUPPORTS EQUAL TO AT LEAST 25% OF
3. STIRRUPS TO BE CLOSED TYPE WITH 135' HOOK. THE LARGER TOTAL BOTTOM REINFORCEMENT AREA CALLED OUT FOR THE MID -SPAN OF
4. MID BARS TO BE *5 �12" EF. WHENEVER BEAM DEPTH ADJACENT BEAMS, AND IN ADDITION, AT LEAST 20% OF THE TOP REINFORCEMENT, BUT NO
IS LARGER THAN 2'-0". LESS THAN TWO BARS, SHALL BE CONTINUOUS OVER ALL SUPPORTS. THIS ADDITIONAL
2 #5 CORNER BARS LAPPED REINFORCEMENT 15 TO BE SPLICED WITH A TENSION "CLASS A" SPLICE BEGINNING AT THE Z
5, CONTRACTOR TO PROVIDE FACE OF THE SUPPORT.
MIN, 30" EACH WAY.
"C" BARS FOR 12" SOU
jTH M►�
OR WIDER BEAMS. CI�L
TYPICAL g ,�1� g R PL/��eGINC D ( p�NO
IAA TOP �BARS
N.T.S. uQ,i Xq "C" BARS (FOR 8" BMS.) ,TRt1CT Rq1" 'EGTIQN
"MID" BARS (SEE NOTE 4)
W cv at)VEC) 5Y
"MID" BARS (SEE NOTE 4)
BOTTOM 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.
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