02-830-0546TfRUCTURAL NOTES
GENERAL NOTES:
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT
ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
ON STRUCTURAL DRAWINGS. AS A MINIMUM, CONSTRUCTION SHALL COMPLY WITH
FLORIDA BUILDING CODE, ACI 318 -99, BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE, ACI 350, AISI SPECIFICATION FOR THE DESIGN OF
COLD - FORMED STEEL STRUCTURAL MEMBERS 1986, AND AISG SPECIFICATIONS.
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.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART
OF THE WORK.
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PRO-
CEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
TEMPORARY BRACING, GUYS OR TIEDOWNS.
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREP -
ARATION REQIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
DESIGN LOADS:
THE STRUCTURAL FRAMING WAS DESIGNED USING THE FOLLOWING SUPERIMPOSED LOADS.
DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH ASCE 7-88.
ROOF:
LIVE LOAD .... ............................... 30 psf
DEAD LOAD .. ............................... 25 psf
S LAIM
LIVE LOAD .... ............................... 40 psf
SUPER IMPOSED LOAD ................ 25 psf
WIND:
DESIGN WIND SPEED =146 mph EXPOSURE C
IMPORTANCE FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT = + 0.181- 0.18
MAX PRESSURE WALL = 49.5 P.S.F.
MAX PRESSURE ROOF = 64.5 P.S.F.
SHOP DRAWING REVIEW:
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT
OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRAC-
TOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH,
ELEVATIONS, DIMENSIONS, ETC. -
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO
THE ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UN-
CHECKED.
SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON-
TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSON FROM
THE ENGINEER.
IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS
UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER.
CONCRETE:
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
3,000 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
3,000 PSI REGULAR WEIGHT FOR BEAMS, AND COLUMNS
CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA
FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL
NOT EXCEED 4"+/- 11" PRIOR TO THE ADDITION OF PLASTICIZER.
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 FOR
MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME - STAMPED
WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED
TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES.
IF FOR ANY REASON THERE IS A DELAY SUCH THAT A BATCH IS HELD FOR LONGER THAN
90 MINUTES, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF
THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRAC-
TOR OF ANY NONCOMPLIANCE WITH THE ABOVE.
ALL CONCRETE SHALL BE CURED USING A CURING COMPOUND MEETING ASTM STANDARD
C -309, TYPE 1. CURING COMPOUNDS SHALL HAVE A FUGITIVE DYE. THE CURING COMPOUND
SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE VISIBLE
WATER HAS LEFT THE UNFINISHED CONCRETE. ALL SCUFFED OR BROKEN AREAS IN THE CUR-
ING MEMBRANE SHALL BE RECOATED DAILY. CALCIUM CHLORIDES SHALL NOT BE UTILIZED
IN THE WORK. OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE ENGINEER.
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
A. W FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
B. FOR CONCRETE EXPOSED TO EARTH AND /OR WEATHER:
1 -1/2" FOR #5 AND SMALLER
2" FOR #6 AND LARGER
C. FOR CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
314" FOR SLABS, WALLS, AND JOISTS
1 -1/2" FOR BEAM AND COLUMN PRIMARY REINF., TIES, STIRRUPS
THE REINFORCEMENT FOR FOOTINGS AND OTHER PRINCIPAL STRUCTURAL MEMBERS IN WHICH
CONCRETE IS DEPOSITED AGAINST THE GROUND SHALL HAVE NOT LESS THAN 3 INCHES OF
CONCRETE BETWEEN THE REINFORCEMENT AND THE GROUND CONTACT SURFACE. IF CONCRETE
SURFACES AFTER REMOVAL OF THE FORM ARE TO BE EXPOSED TO THE WEATHER OR BE IN
CONTACT WITH THE GROUND, THE REINFORCEMENT SHALL BE PROTECTED WITH NOT LESS
THAN 2 INCHES OF CONCRETE FOR BARS LARGER THAN #5 AND 1 -1/2" FOR #5 OR SMALLER BARS.
EXCAVATIONS FOR CONTINUOUS FOOTINGS SHALL BE CUT TRUE TO LINE AND GRADE AND THE
SIDES OF FOOTINGS SHALL BE FORMED, EXCEPT WHERE SOIL CONDITIONS ARE SUCH THAT THE
SIDES OF THE EXCAVATION STAND FIRM AND SQUARE. EXCAVATIONS SHALL BE MADE TO FIRM,
CLEAN BEARING SOLI.
WHEN POLYETHYLENE SHEETS ARE USED AS A VAPOR BARRIER BENEATH A GROUND FLOOR
SLAB, THE SUB GRADE FOR THAT SLAB SHALL BE CONSIDERED A FORMED SURFACE FOR THE
PURPOSE OF REINFORCING STEEL COVERAGE.
FORMWORK:
FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
"RECOMMENDED PRACTICE FOR CONCRETE FORMWORK ".
REINFORCING STEEL:
r =cv r% of Wt. r%..r I m nv I%j %7r%MVG vv Nr= r- %ar%ivtE:u DMRO, r mcr- 1-RUIVI UIL, 0%,JALC, AIVU
RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING
DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR
SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL AND VERTICAL BARS
SHALL LAP 6 x BAR NO., UNLESS OTHERWISE NOTED. UNSCHEDULED FIELD LAPS ARE
SUBJECT TO ENGINEER'S REVIEW.
PROVIDE X x T CORNER BARS LAPPED AND TIED TO EACH BEAM REBAR, TYPICAL AT ALL
CORNERS. THESE CORNER BARS SHALL BE THE SAME SIZE AS LONGITUDINAL BEAM BARS.
SEE DETAILS FOR ADDITIONAL INFORMATION.
WELDED WIRE MESH:
N WELDED WIRE MESH SHALL BE ASTM A -185, GRADE 65, FREE FROM OIL, SCALE, AND RUST,
�r
x AND SHALL BE PLACED IN ACCORDANCE WITH THE ACI TYPICAL DETAILS. MINIMUM LAP
o SHALL BE ONE SPACE PLUS TWO INCHES.
M
FOUNDATION /SITE PREPARATION:
L THE BUILDING OFFICIAL SHALL BE PROVIDED WITH A STATEMENT OF ALLOWABLE BEARING
CAPACITY FROM AN ARCHITECT OR PROFESSIONAL ENGINEER. SAID STATEMENT SHAL CLEARLY
Q IDENTIFY THE ALLOWABLE IN -PLACE BEARING CAPACITY OF THE BUILDING PAD FOR THE NEW
BUILDING OR ADDITION AND VERIFY THE EXISTING SOIL CONDITIONS. THE CERTIFIED IN -PLACE
CL CL BEARING CAPACITY SHALL HAVE BEEN DETERMINED BY WAY OF RECOGNIZED TEST OR RATIONAL
ANALYSIS.
Qi THE MAXIMUM SIZE OF ROCK WITHIN 12 INCHES BELOW THE FLOOR SLAB IN COMPACTED FILL
%q SHALL BE 3 INCHES IN DIAMETER. WHERE FILL MATERIAL INCLUDES ROCK, LARGE ROCKS SHALL
o NOT BE ALLOWABLE TO NEST AND ALL VOIDS SHALL BE CAREFULLY FILLED WITH SMALL STONES
N OR SAND, AND PROPERLY COMPACTED.
WHEN FOUNDATION WALL ARE TO BE POURED SEPARATELY FROM THE FOOTING, THEY SHALL BE
KEYED AND DOWELED TO THE FOOTING WITH NO LESS THAN #4 DOWELS, 20 DIAMETERS IN LENGTH
ABOVE AND BELOW THE JOINT, SPACED NOT MORE THAN 4 FEET APART. WHERE FOOTING DEPTH
DOES NOT ALLOW STRAIGHT DOWELS, STANDARD HOOKS WILL BE ALLOWABLE.
rn FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF,
v ACCORDING WITH GEOTECHNICAL REPORT. DONE BY ADVANCE ENGINEERING
V) & TEST CONSULTANTS INC. P.O. BOX 3561 - HALLANDALE, FL. 33008
Li
o PHONE (305) 606 -3408 - FAX (305) 457 -7932
z FOOTING EXCAVATIONS AND SLAB SUBGRADE SHALL BE COMPACTED TO A DRY DENSITY
I
N OF AT LEAST 98% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN
I ACCORDANCE WITH ASTM D -1557.
uj
Ib
N
D
3
Ib
N
0
3
w
MASONRY:
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE
BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C -90, GRADE N, fm =1500 psi.
BLOCK SHALL BE PLACED USING RANDOM BOND UNLESS OTHERWISE NOTED. LAY -UP
MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN -WALL
COLUMNS. THE ENGINEER SHALL FURNISH INSPECTION OF ALL REINFORCED MASONRY STRUCTURES.
GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476, AND SHALL
PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 psi AT 28 DAYS. THE GROUT
MIX SHALL HAVE A MAXIMUM 3/8" COARSE AGGREGATE, AND SHALL BE PLACED WITH
A SLUMP OF 8" TO 10 ". USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT.
TYPE S MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C -270. HORIZONTAL AND VERT.
MORTAR JOINTS SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR
PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED. ALLOW A MINIMUM 72 HOURS
FOR MORTAR TO CURE PRIOR TO GROUTING CELLS.
HORIZONTAL MORTAR JOINTS SHALL BE REINFORCED WITH STANDARD 9 GAGE LADUR -TYPE
DUR -O-WAL (ASTM CLASS B -2, HOT - DIPPED GALVANIZED) AT ALTERNATE COURSES (16"
ON CENTER), UNLESS OTHERWISE NOTED. JOINT REINFORCEMENT SHALL BE CONTINUOUS
AND SHALL LAP A MINIMUM 8 ". THIS REINFORCEMENT SHALL EXTEND 4 INCHS INTO TIE COLUMNS
OR BE TIED TO STRUCTURAL COLUMNS WITH APPROVED METHODS WHERE STRUCTURAL
COLUMNS REPLACE THE TIE COLUMNS.
LAP VERTICAL REBAR 6 x BAR NO., U.O.N.
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF
THE "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1- 92/ASCE 6- 92/TMS 602 -92),
AS PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. t.
MASONRY CONSTRUCTION SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A
"CERTIFIED STRUCTURAL MASONRY CONTRACTOR ". THE SUPERVISOR OF THE MASONRY
• PQRTION OF THE PROJECT SHALL BE A "CERTIFIED STRUCTURAL MASONRY CONTRACTOR"
OR A "CERTIFIED STRUCTURAL MASON" AS RECOGNIZED BY THE FLORIDA CONCRETE AND
PRODUCTS ASSOCIATION (FC &PA). THE SENIOR MASONRY SUPEnvt::,:!P'NIL, Sc.RL::FONSIBLE
TO ASSURE THAT THE WORK IS ACCOMPLISHED IN ACCORDANCE WITH THE CONTRACT DOCU-
MENTS. THE MASONRY CONTRACTOR SHALL SUBMIT CREDENTIALS FROM THE FC &PA TO THE
ENGINEER FOR REVIEW AND APPROVAL PRIOR TO BIDDING.
STRUCTURAL STEEL:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY
WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUC-
TURAL STEEL FOR BUILDINGS, 9th EDITION, BY THE AMERICAN INSTITUTE OF STEEL
CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36, Fy = 36 ksi FOR ANGLES,
PLATES, AND W- SHAPES. STRUCTURAL TUBING SHALL BE ASTM A -500, GRADE B,
Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A -53, GRADE B, TYPE E OR S,
Fy = 35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE- FILLED IN THE SHOP.
ANCHOR BOLTS AT COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT
LEVELING. ALL OTHER BOLTS SHALL BE ASTM A325 -N BOLTS WITH WASHERS UNDER
THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -
OF- THE -NUT METHOD.
WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS
APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX
LOW- HYDROGEN ELECTRODES.
ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH -UP COATS OF PAINT IN
ACCORDANCE WITH SSPC SPECIFICATIONS.
WOOD
1. ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BLOCKING, BRACING,
LEDGERS, CRIPPLES, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2, KD -15, OR BETTER.
2. MICRO -LAM BEAMS SHALL BE MANUFACTURED BY TRUS -JOIST CORP., OR APPROVED
EQUAL, AND SHALL PROVIDE A MODULUS OF ELASTICITY OF 2,000,000 psi, A MIN. FLEXURAL
STRESS OF 2,925 psi, AND A MIN. HORIZONTAL SHEAR STRESS OF 285 psi.
3. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE PRESSURE -
TREATED. WOOD FOR NON - STRUCTURAL USES SHALL BE RATED TO RETENTION LEVELS
OF 0.25 PCF OF CHROMATED COPPER ARSENATE (CCA). WOOD FOR STRUCTURAL USE
THAT SHALL BE TREATED FOR ANY REASON SHALL BE RATED TO RETENTION LEVELS
OF 0.4 PCF OF CCA OR MORE.
4. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT CONTAINS MORE THAN
1/2" OF HEARTWOOD.
5. AVOID INHALATION OF SAWDUST PRODUCED BY PRESSURE TREATED WOOD. WEAR A DUST
MASK AND WORK OUTDOORS. DISPOSE OF DUST AND SCRAP BY ORDINARY TRASH COLLEC-
TION. DO NOT BURN IT: PRESSURE TREATED WOOD MAY PRODUCE VERY TOXIC FUMES.
6. IN HIGHLY CORROSIVE ENVIRONMENTS, ALL WIND RESISTING HARDWARE INCLUDING THE
HURRICANE STRAPS, SHALL BE MADE OF STAINLESS STEEL, OR SHALL BE DIPPED (AND
SCRATCHES RE- PAINTED) IN COAL -TAR EPDXY PAINT.
7. WOOD PREVIOUSLY USED AS FORMWORK SHALL NOT BE USED AS ROOF FRAMING OR
SHEATHING.
8. HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
9. HANGERS OR STRAPS THAT DO NOT MATCH EXACTLY THE ONES SPECIFIED ON THE DRAW-
INGS IN STEEL YIELD OR ULTIMATE STRENGTH, STEEL DIMENSIONS (LENGTH AND WIDTH),
NUMBER AND DIAMETER OF HOLES FOR THE SAME SIZES OF NAILS OR BOLTS, AND /OR
DO NOT HAVE THE SAME GENERAL SHAPE, WILL NOT BE ACCEPTABLE.
10. NO POCKETS WILL BE ALLOWED IN CONCRETE OR STEEL MEMBERS FOR CONNECTION OF
WOOD MEMBERS UNLESS THE CONNECTION DETAIL IS IN WRITING PRIOR TO INSTALLATION.
11. ALL NAILS, SCREWS, AND BOLTS SHALL BE HOT - DIPPED GALVANIZED.
WOOD TRUSSES
1. TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPEC-
IFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA, TRUSS DESIGNS
SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA.
SEE NOTES FOR SHOP DRAWINGS.
2. CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED
FROM STEEL MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -
DIPPED GALVANIZED.
3. IN HIGHLY CORROSIVE ENVIRONMENTS, CONNECTOR PLATES AS WELL AS THE HURRICANE
STRAPS AND ALL THE NAILS, SHALL BE MADE OF STAINLESS STEEL.
4. HANDLING, ERECTION AND BRACING OF TRUSSES SHALL BE IN ACCORDANCE WITH TRUSS
PLATE INSTITUTE RECOMMENDATIONS.
5. HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
6. CONNECTORS OR STRAPS THAT DO NOT MATCH EXACTLY THE ONES SPECIFIED IN THE
DRAWINGS REGARDING STEEL YIELD OR ULTIMATE STRENGTH, STEEL GAGE, DIMENSIONS
(LENGTH AND WIDTH), NUMBER AND DIAMETER OF HOLES FOR THE SAME SIZES OF NAILS
OR BOLTS, AND /OR DO NOT HAVE THE SAME GENERAL SHAPE, WILL NOT BE ACCEPTABLE.
7. IN THE EVENT OF A SCISSORS OR "A" TRUSS, OR ANY TRUSS OR GIRDER TRUSS USED AS
PART OF A "CATHEDRAL CEILING "; TRUSS MANUFACTURER SHALL SUBMIT SIGNED AND
JtALtu UALL;ULA I IONS OF HORIZONTAL THRUST, HORIZONTAL AND VERTICAL DEFLECTIONS
FOR DEAD AND AND LIVE LOADS SEPARATELY. WALLS, BEAMS, AND COLUMNS HAVE NOT
BEEN DESIGNED TO RESIST ANY HORIZONTAL LOADS RESULTING FROM DEFLECTION OF
TRUSSES, THEREFORE THOSE LOADS MUST BE REDUCED TO A MINIMUM.
8. ALL SCISSORS OR "A" TRUSSES AND GIRDER TRUSSES, AND ALL TRUSSES AND GIRDER
TRUSSES USED AS PART OF ANY "CATHEDRAL CEILINGS" SHALL BE NAILED PERMANENTLY
TO HURRICANE STRAPS ONLY AFTER ALL DEAD LOADS, INCLUDING ANY ROOF TILES, ARE
IN PLACE. PRIOR TO PERMANENT NAILING, ALL HURRICANE STRAPS MUST BE FREE (TO
ALLOW FOR TRUSS DEFLECTION). ROOFS WITH CLAY TILES SHALL BE SPRINKLED WITH AN
ABUNDANT AMOUNT OF WATER FOR AT LEAST 1 HOUR BEFORE THE PERMANENT NAILING
OPERATION CAN START. THE ROOF SHALL BE CONSTANTLY SPRINKLED WITH WATER DURING
THE OPERATION. THE CONTRACTOR WILL BE ALSO RESPONSIBLE FOR KEEPING THE ROOF
SAFELY IN PLACE IN THE EVENT OF HIGH WINDS OR OTHER TRANSIENT LOADING CONDITIONS
DURING CONSTRUCTION. * ** FAILURE TO COMPLY WITH THESE PARAMETERS WILL MAKE
THE CONTRACTOR SOLELY RESPONSIBLE FOR ANY AND ALL CONSEQUENTIAL DAMAGES
CAUSED BY THE HORIZONTAL THRUST DEVELOPED BY THE ROOF FRAMING DUE TO SUPERIMPOSED
LOADING AND TRANSFERRED INTO THE BEAMS, WALLS AND COLUMNS. ***
9. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS OF ALTERNATE CONNECTION
DETAILS AT TRUSSES /GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
10. THE ARCHITECT AND ITS CONSULTANTS OR DESIGN PROFESSIONALS WILL NOT BE RESPOW
SIBLE FOR ANY DAMAGE CAUSED AS A CONSEQUENCE OF TERMITE INFESTATION. THE OWNER
SHALL PROVIDE DUE CARE AND INSPECTIONS TO DETECT TERMITE INFESTATION EARLY
ENOUGH TO KEEP THE STRUCTURE SAFE.
11. THE LOCATIONS OF GIRDERS AND TRUSSES SHOWN ON THE ROOF FRAMING PLAN WERE
USED TO FACILITATE DESIGN OF FOUNDATIONS, WALLS, AND BEAMS. THE CONTRACTOR
SHALL SUBMIT TRUSS SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER OF
RECORD. THE TRUSS FABRICATOR SHALL PROVIDE ENGINEERED SHOP DRAWINGS OF
EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION PLAN SHOWING COMPONENT
LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BYA FLORIDA LICENSED
PROFESSIONAL ENGINEER.
12. FOR TRUSSES HAVING AN OVERALL LENGTH OF THE BOTTOM CHORD IN EXCESS OF 35 FEET
OR 6 FEET OVERALL HEIGHT ERECTION SHALL BE SUPERVISED BY A REGISTERED PROFESSIONAL
ENGINEER RETAINED BY THE CONTRACTOR.
TERMITE PROTECTION
ALL BUILDINGS SHALL HAVE PRE - CONSTRUCTION TREATMENT PROTECTION AGAINST
SUBTERRANEAN TERMITES. THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA
DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES SHALL BE DEEMED AS APPROVED
WITH RESPECT TO PRE - CONSTRUCTION SOIL TREATMENT FOR PROTECTION AGAINST
SUBTERRANEAN TERMITES. A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE
BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS
THE FOLLOWING STATEMENT.
4#5 BARS
I1� 0 FOUNDATION NOTE5
FRODUCT CONTfROL AFFROVAL AND
1) STRUCTURAL CONCRETE SHALL CONFORM WITH ACI -301 IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH
5 �4 ®f DRAWING N
OF 3,000 PSI IN 28 DAYS FOR SLABS FOR BEAMS AND COLUMNS
2) AGGREGATES SHALL BE CLEAN AND GRADED MAXIMUM SIZES 3/4" CONCRETE ASTM C -33 SHALL CONFORM TO
ALL APPROVED SHOP DRAWINGS SHALL BE REVIEWED BY THE ENG. OF RECORD AND
ASTM C -94
SUBMITTED AND PROCESSED AT THE BUILDING DEPARTMENT.
3) CONCRETE TESTING IS REQUIRED AS FOLLOWS: 1 SET OF 5 CYLINDERS FOR EVERY 50 CU. YDS. OF CONCRETE
PRODUCT CONTROL APPROVAL AND SEPARATE BUILDING PERMITS SHALL BE REQUIRED
AS PER ASTM C -94
FOR THE FOLLOWING ITEMS:
4) MAXIMUM PERMISSIBLE SLUMP IS 5 -6" IN STRUCTURAL CONCRETE WITH THE EXCEPTION BEING SAND CEMENT
WINDOWS, DOORS & STORM SHUTTERS; WOOD TRSSES; RIDGE VENTILATION & SKYLIGHTS;
GROUT
GLASS WALLS & STOREFRONTS; RAILING & HANDRAILS; ROOFING.
5) REINFORCING STEEL SHALL CONFORM TO ASTM A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED AND
FABRICATED ACCORDING TO THE " MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
NOTE:
STRUCTURES ". HOOK ALL DISCONTINUOUS TOP REINFORCING. PROVIDE CORNERS WITH 2# 5 X 5' -0" BEND.
NO OTHER UNDERGROUND UTILITIES WERE LOCATED BUT MAY BE PRESENT.- DIG WITH
CLEAR COVER FOR REINFORCING BARS SHALL BE:
BEAM
w
CAUTION.- CALL UTILITY LOCATION CENTER BEFORE YOU DIG.
G. BEAMS .......................... 3" UNFORMED FACES .... 3"
W
SLABS ......................... 3/4" FORMED FACES IN
• BEAMS /COLUMNS ...... 1 1/2" CONTACT W /EARTH..... 2"
r
ALL DIMENSIONS REFERENCE TO
AFRCHITECTUfRAL DRAWING
TIE BEAM
o °d d, o
o • .I ° c �,,
e I d o o
V e N 17
CONC. BLK. W LL I I :5
2#5 additional
II I
A" I TIES #3C. I w
OPENING % I >j
3 TO 8
1#51N BLOCK -
FILLED CELL
TIE BEAM DROP OVER OPENING
SCALE: N.T.S.
2#5X30"
ADD'L. CORNER
BARS
-4 #3 STIRRUPS
@ 12" O.C. BALANCE
#3 @ 48" O.C.(U.O.N.)
WALL TIE BEAM
SEE PLAN
CORNER REINFORCING
DETAIL FOR ALL TIE BEAMS
DUR -O -WALL CORNER DETAIL
HORIZONTAL
lY OTHER COURSE
1 #5
FILL CELL
CORNER REINFORCING
DETAIL FOR ALL FOUNDATION
TYPICAL COLUMN REBAR
PLACEMENT DIAGRAM
N.T.S.
WALL FRAMING AT DOOR
AND WINDOW OPENINGS
N.T.S.
U
TYPICAL CONSTRUCTION JOINT -1 1/2" DEPRESSION
Nz
9 GAUGE DUR -O -WALL HORIZONTAL
REINFORCEMENT EVERY OTHER COURSE
(LADDER TYPE)
1 # 5 A 48" o/c � ,l�j� I � BOND BEAM
HEAD JOISTS
FILLED SOLID
DOWELS EXTEND 30"
FROM FOUNDATION
O
CLEANOUTS TO BE SEALED AFTER
INSPECTION REQUIRED AT ALL CELLS
IF POURED IN LIFTS EXCEEDING 2'- 0"
1
1 (D
aN
r� W
vl D
L V)
u N O
I- M
CD W
O
W 0
O � � In � (n W �
HQ� co
In
• In
N W
u o Y In
• Z� �
O
U O 0)-
QQI �Q �
SEAL
I4 ENGINEERS
co
w W rM
0 1oY In
In�o° T
z c", L �
In w -
��+' 4 aj
%n a 0
o=
U M�
0
z
REVISIONS:
I I
ROOF BEAM
DROP SLAB OR BEAM SOFFIT AS
b
N
W
READ. TO ACCOMMODATE OPENING
rrwvlUr- JALrLUI I IUrvr1L ZfFa aU 1.
LIJ
cc
E
SLAB OR / AND #3 @ 9" TIES
H o0
ACD
CL
BEAM
w
w
W
HOOK COLUMN BARS
ago
r
o
Wrn
J
U
W W
\ �
ct
J
�
w
Al I LRMINATION
O E
I
Q
®o
V
®
PROVIDE 1 #5 IN
V
A
o
ko
CONCRETE FILLED CELL
Z
O
0
o
IN
ADJACENT TO OPENING
SEE COLUMN SCHEDULE
FOR REINFORCING
SIZE &QUANTITY
OPENING: WINDOW
COLUMN DOWELS ARE
OR DOOR
SAME SIZE, QUANTITY
AND SPACING AS COLUMN
REINFORCING BARS
�LWCMU
WALL
a
SLAB OR
"
BEAM
`*
FOOTING SEE PLAN
COORDINATE LOCATION AND GEOMETRY
OF OPENING'S WITH ARCHITECTURAL
DRAWINGS.
TYPICAL COLUMN REBAR
PLACEMENT DIAGRAM
N.T.S.
WALL FRAMING AT DOOR
AND WINDOW OPENINGS
N.T.S.
U
TYPICAL CONSTRUCTION JOINT -1 1/2" DEPRESSION
Nz
9 GAUGE DUR -O -WALL HORIZONTAL
REINFORCEMENT EVERY OTHER COURSE
(LADDER TYPE)
1 # 5 A 48" o/c � ,l�j� I � BOND BEAM
HEAD JOISTS
FILLED SOLID
DOWELS EXTEND 30"
FROM FOUNDATION
O
CLEANOUTS TO BE SEALED AFTER
INSPECTION REQUIRED AT ALL CELLS
IF POURED IN LIFTS EXCEEDING 2'- 0"
1
1 (D
aN
r� W
vl D
L V)
u N O
I- M
CD W
O
W 0
O � � In � (n W �
HQ� co
In
• In
N W
u o Y In
• Z� �
O
U O 0)-
QQI �Q �
SEAL
I4 ENGINEERS
co
w W rM
0 1oY In
In�o° T
z c", L �
In w -
��+' 4 aj
%n a 0
o=
U M�
0
z
REVISIONS:
DRAWING TITLE
r
DATE:
JUNE 17, -2002
DRAWN BY:
CHECKED BY:
DIVISION
MIAMI
LOCATION NO.
285
W.D. GUIDE PLAN
PROJECT NO.
WD #0704
DRAWING NO.
S S OF
SHEET NO.
OF
. ,• 'CGS �
�ijlrtsv f :7` .
1 _
- 0Na• 5
N
I I
d
b
N
W
CV
LIJ
cc
E
H o0
ACD
CL
'o
w
w
W
I (o
ago
z
w
o
Wrn
J
U
W W
\ �
ct
J
�
w
O E
I
Q
®o
V
®
A
o
V
A
o
ko
Z
O
DRAWING TITLE
r
DATE:
JUNE 17, -2002
DRAWN BY:
CHECKED BY:
DIVISION
MIAMI
LOCATION NO.
285
W.D. GUIDE PLAN
PROJECT NO.
WD #0704
DRAWING NO.
S S OF
SHEET NO.
OF
. ,• 'CGS �
�ijlrtsv f :7` .
1 _
- 0Na• 5
N
I I
W
LIJ
,a
Ci
cn
'o
�
Cn
Z
O
0
o
DRAWING TITLE
r
DATE:
JUNE 17, -2002
DRAWN BY:
CHECKED BY:
DIVISION
MIAMI
LOCATION NO.
285
W.D. GUIDE PLAN
PROJECT NO.
WD #0704
DRAWING NO.
S S OF
SHEET NO.
OF
. ,• 'CGS �
�ijlrtsv f :7` .
1 _
- 0Na• 5
N