08-40-146�1
GENERAL NOTES:
GENERAL;
1. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE
LATEST EDITION OF THE FLORIDA BUILDING CODE, THE ACI
AND AISC SPECIFICATIONS AND RECOMMENDED PRACTICE, AS SPECIFIED
IN THE SECTIONS DENOTED BELOW,
2, NO DIMENSIONS SHALL BE SCALED FROM DRAWINGS.
3 GENERAL CONTRACTOR SHALL CHECK, REVI EW AND VERIFY ALL
PLANS, DIMENSIONS AND SITE CONDITIONS PRIOR TO CONSTRUCTION.
THE ENGINEER OF RECORD SHALL BE NOTIFIED IN WRITING OF ANY
DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN THE
SPECIFICATIONS OR ANY VARIATIONS NEEDED IN ORDER TO CONFORM
TO THE CODES, RULES AND REGULATIONS.
4 ALL REFERENCED STANDARDS REFER TO THE EDITION ENFORCED AT
THE TIME THESE PLANS AND SPECIFICATIONS ARE ISSUED FOR BID.
5 THESE NOTES SHALL BE USED IN CONJUNCTION WITH THE
SPECIFICATIONS ISSUED BY THE ARCHITECT.
6, STRUCTURAL DRAWINGS SHALL BE WORKED TOGETHER WITH
ARCHITECTURAL, AIR CONDITIONING, MECHANICAL AND ELECTRICAL
DRAWINGS TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS. OUTLETS
RECESSES OPENINGS REGLETS, BOLT SETTINGS, SLEEVES, ETC.
DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE
ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK.
7, GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE
ENGINEER FOR APPROVAL BEFORE FABRICATION OR ERECTION OF
ANY STRUCTURAL SYSTEM.
8 GENERAL CONTRACTOR SHALL RESTRICT AND PROPERLY ISOLATE
ALL CONSTRUCTION EQUIPMENT AND LOADS FROM INDUCING OR
TRANSMITTING VIBRATIONS TO THE STRUCTURE DURING CONSTRUCTION
9. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DISPOSAL
OF ALL ACCUMULATED WATER FROM EXCAVATIONS AND DEWATERING
OPERATIONS IN SUCH A WAY AS TO NOT CAUSE INCONVENIENCE TO
THE WORK AND DAMAGE TO THE STRUCTURAL ELEMENTS
10, 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.
11. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR UPDATING HIS
CONSTRUCTION DOCUMENTS WITH ANY REVISED DRAWINGS AND
SPECIFICATIONS, FIELD ORDERS, CHANGE ORDERS AND CLARIFICATION
SKETCHES ISSUED DURING THE COURSE OF CONSTRUCTION.
12. 'BY OTHERS" DENOTES LABOR AND MATERIALS BY OTHERS.
HOWEVER THE GENERAL CONTRACTOR SHALL PROVIDE COORDINATION AND
FREE ACCESS FOR THE WORK. REFER TO SPECIALTY ENGINEERING NOTES
13. "N.I.C." DENOTES NOT IN CONTRACT, THE OWNER SHALL BE
RESPONSIBLE FOR COORDINATING A TIME SCHEDULE OFTHF BASF
CONTRACT WITH THE "N.I.C." TRADES.
14. TYPICAL DETAILS AND NOTES ON THESE DRAWINGS SHALL APPLY
UNLESS SPECIFICALLY NOTED OTHERWISE, CONSTRUCTION DETAILS
AND SECTIONS NOT COMPLETELY SHOWN OR NOTED SHALL BE SIMILAR
TO DETAILS AND SECTIONS SHOWN OR NOTED FOR SIMILAR CONDITIONS.
15 THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR
ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND
PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND
UTILITIES IN ACCORDANCE WITH THE LOCAL BUILDING DEPARTMENT.
16 BACKFILL AROUND THE EXTERIOR PERIMETER OF WALLS SHALL
NOT BE PLACED UNTIL AFTER THE WALLS ARE SUPPORTED BYTHE
COMPLETION OF INTERIOR FLOOR SYSTEMS. DO NOT PROCEED WITH
BACKFILL UNTIL (7) DAYS AS A MINIMUM AFTER THE COMPLETION
OF INTERIOR FLOOR SYSTEMS UNLESS WALLS ARE ADEQUATELY
BRACED. BACKFILL SHALL NOT BE PLACED UNTIL AFTER COMPLETION
AND INSPECTION OF WATERPROOFING WHERE WATERPROOFING OCCURS.
17, TEMPORARY BRACING SHALL BE PROVIDED AS REQUIRED TO HOLD
ALL COMPONENTS OF THE STRUCTURE IN PLACE UNTIL FINAL SUPPORT
IS SECURELY ANCHORED.
18 THE CONTRACTOR SHALL SUPPLY ALL LABOR, MATERIALS, EQUIPMENT
AND SERVICES OF EVERY KIND, INCLUDING WATER AND POWER, NECESSARY
FOR THE PROPER EXECUTION OF THE WORK SHOWN OR INDICATED ON THESE
DRAWINGS. ALL MATERIALS SHALL BE NEW MATERIALS AND WORKMANSHIP
SHALL BE OF GOOD QUALITY. ALL WORKMEN AND SUBCONTRACTORS SHALL
BE SKILLED IN THEIR TRADE.
19, 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.
20. THE PREMISES SHALL BE KEPT FROM ACCUMULATION OF WASTE
MATERIALS, AND DEBRIS, AND AT THE END OF THE JOB THE CONTRACTOR
SHALL REMOVE ALL RUBBISH, SURPLUS MATERIALS, AND TOOLS AND
LEAVE THE BUILDING BROOM CLEAN,
21. JOB SITE VISITS BYTHE ENGINEER DO NOT CONSTITUTE AN OFFICIAL
INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR. "THRESHOLD"
INSPECTIONS AS REQUIRED BY THE LOCAL BUILDING DEPARTMENT SHALL
BE UNDER A SEPARATE CONTRACT.
22. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE
SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN
THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST
STRUCTURAL DRAWINGS,
23. THE CONTRACTOR SHALL SUPPLY THE ENGINEER WITH ONE SEPIA
COPY AND FOUR BLUE LINE COPIES OF SHOP DRAWINGS A MINIMUM OF
TWO WEEKS PRIOR TO PLACEMENT. THE REVIEW OF SHOP DRAWINGS BY
THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL
DRAWINGS AND SPECIFICATIONS. THIS REVIEW DOES NOT GUARANTEE
IN ANY WAYTHAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT
INFER THAT THEY SUPERSEDE THE STRUCTURAL DRAWINGS.
24. THE STRUCTURAL FRAMING FOR ALL STOREFRONTS SHOWN ON THE
ARCHITECTURAL DRAWINGS SHALL BE DESIGNED BYASPECIALTY
ENGINEER.
CONCRETE:
1. ALL REINFORCED CONCRETE DESIGN SHALL BE IN ACCORDANCE
WITH "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"
(ACI -318).
2. ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS'
ACI -301.
3, CONCRETE STRENGTH AT 28 DAYS SHALL BE AS FOLLOWS'.
MAT FOUNDATIONS 5000 PSI
OTHER FOUNDATIONS 4000 PSI
COLUMNS SEE COLUMN SCHEDULE
ALL OTHER 4000 PSI (U O.N.)
MODULUS OF ELASTICITY OF CONCRETE MIX SHALL BE NOT LESS THAN
57,000 F'c.
4. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR
APPROVAL PRIOR TO COMMENCEMENT OF ANY CONCRETE WORK.
5, NO ADMIXTURE SHALL BE PERMITTED WITHOUT THE WRITTEN
APPROVAL OF THE ENGINEER.
6. FORMWORK SHALL COMPLY WITH "RECOMMENDED PRACTICE FOR
CONCRETE FORMWORK" (ACI 347R).
7, THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR SAFE
ADEQUATE SHORING, RE -SHORING, BRACING AND FORMWORK.
GENERAL CONTRACTOR SHALL CONTRACT A STATE OF FLORIDA
REGISTERED ENGINEER TO PREPARE SHORING AND RE -SHORING
PLANS TO BE SUBMITTED TO THE ENFORCEMENT AGENCY FOR
RECORD KEEPING.
8. THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING
LABORATORY APPROVED BY THE ENGINEER TO PERFORM CONCRETE
CYLINDER TESTS AS FOLLOWS FOUR CYLINDER TESTS FOR ANY
50 CUBIC YARDS OF CONCRETE POURED, OR THREE CYLINDER
TESTS PER ANY DAY'S POUR LESS THAN 50 CUBIC YARDS.
9. TRANSPORTING, PLACING, CURING AND DEPOSITING OF
CONCRETE SHALL COMPLY WITH ACI 301,
10. NO PIPES OR CONDUITS EXCEEDING 1/3 THE SLAB THICKNESS
IN OUTSIDE DIAMETER SHALL BE EMBEDDED IN THE STRUCTURAL
CONCRETE FLOOR OR ROOF WITHOUT WRITTEN APPROVAL FROM THE
ENGINEER.
WHERE PIPES OR CONDUITS ARE PERMITTED, THEY SHALL BE
PLACED NO CLOSER THAN THREE DIAMETER 0/C AND SHALL BE
LOCATED SO AS NOT TO IMPAIR THE STRENGTH OF THE
STRUCTURE. JUNCTION BOXES MAY BE PLACED IN STRUCTURAL
CONCRETE SLABS BUT SHALL NOT EXCEED 4 1/21' X 41/2" X
3 1/2" IN DEPTH, AND SHALL RE SEPARATED FROM OTHER
JUNCTION BOXES BY NOT LESS THAN 8"
11. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB
SITE.
12. ALL PLUMBING & ELECTRICAL SLOTS SHALL BE FILLED WITH
CONCRETE TO THE TOP OF THE FLOOR SLAB AFTER PIPING OR
CONDUIT IS INSTALLED.
13. ALL BEAMS, SPANDREL BE & FLOOR SLABS, SHALL BE
PLACED MONOLITHICALLY AND THE FLOOR SLAB FINISHED AS
REQUIRED ON THE SPECIFICATIONS.
14. VERTICAL CONSTRUCTION JOINTS USING APPROVED BULKHEADS
MAY BE MADE AT CENTER OF BEAM OR SLAB SPANS WHERE STOP IN
CONCRETE WORK IS NECESSARY. FOR ADDITIONAL REINFORCING AT
CONSTRUCTION JOINTS SEE DETAILS. ANY OTHER CONSTRUCTION
JOINT REQUESTED BYTHE GENERAL CONTRACTOR SHALL BE SHOWN
ON THE SHOP DRAWINGS FOR THE ENGINEER'S REVIEW.
15 REMOVE ALL DEBRIS FROM FORMS BEFORE POURING.
16. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING
STEEL (AS IN WALLS, COLUMNS) SO AS TO
CAUSE SEGREGATION OF AGGREGATES. USE HOPPERS, CHUTES OR
TRUNKS OF VARYING LENGTHS SO THAT THE FREE UNCONFINED
FALL OF CONCRETE SHALL NOT EXCEED 5 FEET, AND A SUFFICIENT
NUMBER SHALL BE USED TO ENSURE THE CONCRETE IS BEING KEPT
LEVEL AT ALL TIMES.
REINFORCING STEEL:
1. ALL REINFORCING STEEL SHALL BE DEFORMED BARS, FREE FROM
LOOSE RUST AND SCALE CONFORMING TO ASTM A615 (S1),
FY -60 KSI, U.O.N.
2. ALL REINFORCING SHALL BE DETAILED AND FABRICATED FOLLOWING
THE REQUIREMENTS OF ACI 315, PLACING OF REBARS SHALL CONFORM
TO "CRSI RECOMMENDED PRACTICES FOR PLACING REINFORCING BARS'
SUBMIT SHOP DRAWINGS
3. MINIMUM CONCRETE COVER ON REINFORCING STEEL FOR
NON -PRESTRESSED CONCRETE SHALL BE AS FOLLOWS, U.O.N.,
MINIMUM
COVER
CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH 3"
EXPOSED TO EARTH OR WEATHER:
NO. 5 AND SMALLER BARS
1 1/2"
NO 6 AND LARGER BARS
2"
NOT EXPOSED TO WEATHER OR
80 PSF
IN CONTACT WITH GROUND:
50 PSF
ROOF SLAB
50 PSF
STRUCTURAL SLABS AND WALLS
3/4"
BEAMS AND COLUMNS (PRIMARY
100 PSF
REINFORCEMENT, TIES, STIRRUPS
100 PSF
AND SPIRALS) --- --
1 1/2"
SLABS ON GRADE
1 1/2'
4, NO DEVIATION FROM THE STRUCTURAL PLANS SHALL BE PERMITTED
WITHOUT THE EXPRESS WRITTEN CONSENT OF THE STRUCTURAL
ENGINEER. ALL REINFORCING DETAILS SHALL BE SUBMITTED TO THE
ENGINEER FOR HIS APPROVAL,
5. ALL REINFORCING BARS SHALL BE SECURELY HELD IN PLACE
DURING CONCRETE POURING. IF REQUIRED, ADDITIONAL BARS SHALL BE
PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR THE BARS.
6. BARS SUPPORTS SHALL BE PLASTIC TIPPED FOR EXPOSED
CONCRETE, LEGS OF FOUNDATIONS CHAIRS SHALL BE GALVANIZED.
PLASTIC "DONUT" SPACERS WILL BE REQUIRED FOR STEEL AGAINST
FORMS IN CONCRETE BEAMS & WALLS IF FIELD CONDITIONS WARRANT,
7, WELDED WIRE FABRIC SHALL CONFORM WITH ASTM A185 AND IT
SHALL BE SUPPORTED ON SLAB BOLSTERS. USE FLAT SHEETS ONLY.
8, REINFORCING IS DENOTED ON PLANS THUS: BOTTOM BARS
- - - -; TOP BARS . FOR SIZE PACING OF REINFORCING
SEE PLANS, SCHEDULES AND DETAILS,
9. ALL REINFORCING BARS MARKED "CONTINUOUS' SHALL BE LAPPED
AS PER TABLE No, 1 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.
10, 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 (36) BAR DIAMETER LAP
EXCEPT WHERE SPECIFICALLY INDICATED
11. VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR
LINES SPLICE BARS IN SPANDRELS, WALLS, BEAMS GRADE BEAMS
ETC,, (UNLESS OTHERWISE NOTED) AS FOLLOWS, TOP BARS AT
CENTER LINE OF SPAN, BOTTOM BARS AT THE SUPPORT.
12. REINFORCING ALLOWANCE: THE CONTRACTOR SHALL PROVIDE 5 TONS
OF IN-PLACE STEEL REINFORCEMENT FOR THE ENGINEER TO USE AT HIS
DISCRETION DURING CONSTRUCTION. THE CONTRACTOR SHALL GIVE
CREDIT TO THE OWNER FOR ANY UNUSED PORTION OF THIS ALLOWANCE AT
THE END OF THE PROJECT.
13, FOR EXTERIOR SLABS SUCH AS OPEN TERRACES THAT ARE EXPOSED TO
WEATHER, TOP REINFORCING SHALL HAVE A MINIMUM COVER
1 ". (CONCRETE WATER CFMENT 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 FOR THE ABOVE
MENTIONED AREAS),
DCI CORROSION INHIBIDOR OR APPROVED EQUAL SHALL BE ADDED TO THE
CONCRETE MIX DESIGN.
PRECAST LINTELS
1. LINTELS MAY BE USED IN MASONRY OPENINGS UP TO 6-6" CLEAR.
THESE MAY BE PRE -CAST OR CAST IN PLACE. THE LINTEL SHALL BE
8" X 12" MINIMUM WITH 2 # 5 TOP AND BOTTOM, #3 TIES AT 5' AND
SHALL BEAR 8" AT EACH SIDE OF OPENINGS,
SEE TYPICAL DETAIL DWGS FOR ALTERNATE DETAILS.
MASONRY:
REINFORCED MASONRY
1. FOR NON-BEARING WALLS ONLY, LAY
UP ALL MASONRY UNITS AFTER CONCRETE PLACEMENT OF NEXT
STORY, SECURE MASONRY TO COLUMNS WITH GALVANIZED DOVETAIL
ANCHORS IN EVERY OTHER COURSE (OR APPROVED EQUAL).
2. CONSTRUCT REINFORCED MASONRY IN ACCORDANCE WITH ACI 531,
"BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STHUCTURES"
AND/OR "SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF
LOAD-BEARING CONCRETE MASONRY" N.0 M.A. LAY UP MASONRY UNITS
IN RUNNING BOND,
3, USE CONCRETE MASONRY UNITS CONFORMING TO ASTM C90 GRADE N-1
MINIMUM COMPRESSIVE STRENGTH OF ANY UNIT SHALL BE OF 1900 PSI
FOR AN fm OF 1500 PSI, USE ONLY MASONRY UNITS THAT ARE A
MIN. OF 50% SOLID.
4. TEST ONE SET OF MASONRY UNITS IN ADVANCE OF BEGINNING
OPERATIONS AND ONE SET DURING CONSTRUCTION FOR EACH 5000 SQ, FT,
OF WALL AREA, SAMPLE FROM ACTUAL FIELD UNITS.
5. USE TYPE "M" MORTAR IN ACCORDANCE WITH ASTM C270. USE 3/8'
FULL -BEDDED JOINTS FOR ALL MASONRY UNITS. REMOVE MORTAR
PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND
GROUTED. ALLOW A MIN, OF 24 HOURS FOR MORTAR TO CURE BEFORE
PLACING GROUT,
6. USE ALL GROUT CONFORMING TO ASTM C-476 WITH A MIN. COMPRESSIVE
STRENGTH OF 2500 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH
ASTM C-39, MAX. AGGREGATE SIZE OF 3/8" AND SLUMP OF 8" TO 10"
TEST SAMPLES FOR COMPRESSIVE STRENGTH TEST EVERY 30 YARDS OR EACH
DAYS GROUTING. 2500 PSI PUMP MIX READY MIX CONCRETE MADE WITH
MAX. 3/8" AGGREGATE AND MAX. 9" SLUMP IS ANACCEPTED ALTERNATE.
7. USE STANDARD No 9 GAGE LADDER TYPE MASONRY REINFORCING IN EVERY
OTHER COURSE (U.O.N ). USE PREFABRICATED CORNERS AND TEES AT WALL
INTERSECTIONS. OVERLAP DISCONTINUOUS ENDS A MIN. OF 12". HORIZONTAL
REINFORCING SHALL CONFORM TO ASTM A-82.
8. USE GROUTED CELLS WITH REINFORCING AS INDICATED
INTERSECTIONS, EACH SIDE OF OPENINGS IN THE WALL AND AT THE ENDS
OF WALLS USE 1 #6 IN FILLED CELL U.O.N.
9. USE BAR SPACERS IN EVERY 6TH COURSE WHERE CELLS ARE TO BE
GROUTED.
10. PROVIDE CLEANOUT OPENINGS FOR EACH GROUTED CELL,
11. USE ASTM A-615 GRADE 60 REINFORCING STEEL.
12. IN HIGH -LIFT GROUTING USE A MAX. LIFT OF 4'-0" WITH NOT LESS
THAN 30 MINUTES NOR MORE THAN ONE HOUR BETWEEN LIFTS. VIBRATE
EACH LIFT AND RECONSOLIDATE PREVIOUS LIFT AFTER PLACING NEXT
13. REINFORCED MASONRY WALL CONSTRUCTION SHALL BE INSPECTED BY A
STATE OF FLORIDA CERTIFIED ENGINEER OR ARCHITECT IN ACCORDANCE
WITH ACI 531.
14, WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS
WITH GROUT FOR BOLTED COURSE, ONE COURSE ABOVE AND TWO COURSES
BELLOW ANCHOR ELEVATION.
15 USE PRESSUHE-TREATED WOOD FOR ALL WOOD IN CONTACT WITH
MASONRY.
16. PROVIDE LINTELS OR HEADERS OVER ALL MASONRY OPENINGS NOT
FLUSH WITH STRUCTURAL FRAME. LINTELS OR HEADERS TO BEAR MIN. 8
INCHES EACH SIDE OF OPENING.
17. ALL BEAMS NOT SCHEDULED ARE TIE BEAMS AND SHALL BE E"x12''
MIN. WITH 2#5 LONGITUDINAL BARS TOP AND BOTTOM AND #3 TIES
4 @ 12' EA. END AND 48" O C. BETWEEN AT CORNERS USE 2 #5 TOP
AND BOTTOM CORNERS BARS WITH 30" LEGS
18, ALL COLUMNS NOT SCHEDULED ARE TIE COLUMNS AND SHALL BE 8" X 12"
MIN. WITH 4#5 VERTICAL BARS AND # 3 TIES @8" O C.
19. PROVIDE 48 TIMES BAR DIAMETER TO VERTICAL REINFORCING SPLICE
IN CMU WALLS,
DESIGN LIVE LOADS AND WIND LOADS
1. LIVE LOADS:
V V V W
PRIVATE CORRIDORS & ELEVATOR
VVV
W
LOBBIES - ----
80 PSF
OFFICE
50 PSF
PARKING AREAS _--�
50 PSF
ROOFS �_- --_-T
30 PSF
STAIRS _--
100 PSF
RETAIL --
100 PSF
2. WIND LOADS:
WIND LOAD DESIGN FOR MAIN WIND FRAME RESISTANCE SYSTEM
IS IN ACCORDANCE WITH ASCE 7-02 (EXP. C, V=146MPH, 1=1).
WIND LOADS DESIGN FOR COMPONENTS AND CLADDING IS IN
ACCORDANCE WITH ASCE 7-02 (EXP. C, V-146MPH, 1=1).
PRECAST JOIST NOTES:
ALL PRECAST PRESTRESSED CONCRETE MEMBERS SHALL BE MANUFACTURED
IN ACCORDANCE WITH THE "SOUTH FLORIDA BUILDING CODE", SUPPLY ENGINEER
WITH SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. (SEE LOADS
TABLE DESIGN). SUBMIT CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL
ENGINEER. EXTREME FIBER STRESS IN TENSION IN PRECOMPRESSED TENSILE
ZONE SHALL NOT EXCEED SIX TIMES THE SQUARE ROOT OF f'c.
U Y Y
V U
V V V W
V V i
VVV
W
V u
t V
V V V
V V V u�V Y
v V Y Y V Y
ua
6�
o
�U)
M U
M 4
V i
•
C �
h�
y Vp U
Y Y V V V
W • V V •
Y Y
Y V
• U Y w
H
V V V�
U V V u
Y Y Y
V u
•
V V • 2
Y U
V V Y .y �
Y iY i
••
V •M �
Q
z
O �
r w
r
VYVU YVVUV
•YU
r
W
VVV� '�
wz
_
�n
v�
_?
W U •V
y Q y�
u W V W V V V V W U
V V V
Z
��
O
y M
fJ
o
t a
M
�<
w
U d
q �
Q M
M
o ti
r o
w o
� r
r �
U �
w C
h- L
x r
U �
r
w
#26000522
ARCHITECTURE '1NTERI0RDESIGN PLANNING
1.t! -x �, i.
S EA Lr t/eF
:. v, i
AJI
,x/�' 4
t r%✓'' ' 'r" 'o
�,hy1i f �c /r: 11
MARIO A, SUAREZ
P.E. 25414
OXFORD UNIVERSAL
4311 PONCE DE LEON BLVD.
CORAL GABLES, FLORIDA 33146
5966 SOUTH
DIXIE BUILDING
5966 & 5970
SOUTH DIXIE HIGHWAY
MIAMI, FLORIDA 33133
MATEU ARCHITECTURE INC.
THIS DRAWING IS THE PROPERTY OF MATEU
ARCHITECTURE INC. UNLESS OTHERWISEPROMDED
FOR BY CONTRACT. THE CONTENTS OF THIS
DRAWING AMC CONFIDENTIAL AND SHALL NOT
BE TRANSMITTED TO ANY PARTY D(CEPT AS
AUTHORIZED BY THE ARCHITECT/ENGINEERS OF
RECORD.
PHASE
PERMIT DRAWINGS
FILE NAME:
PROJECT NO:
M A0605
DRAWN BY:
M.A.S.
CHECKED BY:
ISSUE DATE,
DECEMBER 10, 2007
REVISIONS
SHEET TITLE
GENERAL NOTES
FOUNDATION PERMIT
SHEET. OF:
S-00 19
(U
Z
90
ua
6�
o
�U)
S8
CW
ok
c7
E5 LLLJ
o LL
L
Z
Z
O
Q
z
(U
.� w
Z
wz
_
�n
v�
_?
�a
C� (n
Z
��
0
�
�<
OXFORD UNIVERSAL
4311 PONCE DE LEON BLVD.
CORAL GABLES, FLORIDA 33146
5966 SOUTH
DIXIE BUILDING
5966 & 5970
SOUTH DIXIE HIGHWAY
MIAMI, FLORIDA 33133
MATEU ARCHITECTURE INC.
THIS DRAWING IS THE PROPERTY OF MATEU
ARCHITECTURE INC. UNLESS OTHERWISEPROMDED
FOR BY CONTRACT. THE CONTENTS OF THIS
DRAWING AMC CONFIDENTIAL AND SHALL NOT
BE TRANSMITTED TO ANY PARTY D(CEPT AS
AUTHORIZED BY THE ARCHITECT/ENGINEERS OF
RECORD.
PHASE
PERMIT DRAWINGS
FILE NAME:
PROJECT NO:
M A0605
DRAWN BY:
M.A.S.
CHECKED BY:
ISSUE DATE,
DECEMBER 10, 2007
REVISIONS
SHEET TITLE
GENERAL NOTES
FOUNDATION PERMIT
SHEET. OF:
S-00 19