12-591-010I � 2 ( 3 � 4 � 5 6 � 7 � 8 � 9 � 10 12 14 ( 15- -. _ � ___ =___:
m
UA
10
LEGEND
DWGS. No
STR U CTU RAL N OTES
BLDG -BUILDING
MAX
-MAXIMUM
BM
1, FOUNDATION:
D. THE CONTRACTOR WALL SUPPLY THE ENGINEER THREE COPIES OF S40F DRAWINGS
O. FOR PAINTNG OF NON-GALVANIZED STRUCTURAL STEEL SEE STRUCTURAL STEEL
GIP
-CAST IN PLACE
MIN
A MNIMUM OF ONE WEEK PRIOR TO PLACEMENT. THE REVIEW OF SHOP DRAWINGS
PROJECT SPECIFICATIONS.
- CONTROL JOINT
NTS
A, FOUNDATION SYSTEM CONSISTS OF SHALLOW SPREAD FOOTINGS DESIGNED FOR
BY THE ENGINEER 16 ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL
F. WELDING SHALL BE DONE WITH E-10 ELECTRODES, UNLESS OTHERWISE NOTED,
O/C
-ON CENTER
AN ALLOWABLE SOIL BEARING PRESSURE OF 20M PSF. FOOTINGS SHALL BEAR
DRAWINGS AND SPECIFICATIONS. THE REVIEW DOES NOT GUARANTEE IN ANY WAY
THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT MR THAT THEY
CCNFORMNG TO AWS DU.
a ALL SHOP AND FIELD WELDING SHALL BE IN ACCORDANCE WITH AWS DIJ STRUCTURAL
-PLATE
CLR
ON UNDISTURBED LIMEROCK
SUPERSEDE THE STRUCTURAL DRAWINGS. REVIEW WILL NOT INCLUDE CHECK OF
WELDING CODE, LATEST EDITION. ALL WELDERS, WALL BE AWS-CERTIFIED. SUBMIT
CMU
-CCNCRM MASONRY UNIT
B. PROVIDE ANY BRACING OR SHORING AS REQUIRED IN ORDER TO PREVENT
DIMENSIONS, LENGTHS OR QUANTITIES.
WELDER CERTIFICATES TO ARCHITECT/ENGNEER FOR APPROVAL BEFORE ANY
- COLUMN
P51
SETTLEMENT OR DISPLACEMENT OF ADJACENT EXISTING FOUNDATIONS AND /OR
E. THESE STRUCTURAL DRAWINGS SHALL NOT BE USED TO PRODUCE SHOP DRAWINGS
SHOP OR FIELD-WELDING 15 STARTED.
REINF
-RENFORCN53
STRUCTURES.
WITHOUT PRIOR EXPRESSED WRITTEN APPROVAL FROM THE STRUCTURE
REQV -MMIRED
DIET
-DETAIL
C. ALL FOUNDATION EXCAVATIONS SHALL BE KEPT DI;M FOUNDATION CONCRETE
ENGINEER OF RECORD.
6. CONCRETE MASONRY WORK:
-DOWN
REV
SHALL BE POURED ONLY UNTIL EXCAVATIONS ARE COMPLETELY DRY. TAKE
F. SHOP DRAWINGS RE- SUBMITTED FOR APPROVAL SHALL BE CLEARLY CLOUDED
A. CONCRETE MASONRY WALLS NOTED AS LOAD BEARING WALLS, SHALL BE IN
RM
-ROOM
EVERY PRECAUTION DURING DE"TERING OPERATIONS 50 THAT EXISTING
AND NOTED. RE-REVIEW SHALL BE LIMITED TO THOSE ITEMS WICH CAUSED THE
PLACE 56-ORE THE SLABS AND BEAMS SUPPORTED BY THEM ARE POURED AS
EE
-EACH END
ADJACENT STRUCTURES, UTILITIES, PIPING, ETC, ARE NOT DAMAGED,
RE-SUBMITTAL.
WELL AS THE CONCRETE TIE COLUMNS FRAMING THEM.
-EACH FACE
6L
-SLOPE
EJ
B. CONCRETE MASONRY WALLS NOTED AS NON-LOAD BEARING WALLS SHALL BE
STD
-STANDARD
D. CENTERS OF COLUMNS SHALL COINCIDE WITH CENTERS OF FOOTINGS, UNLESS
OTHERWISE NOTED IN FOUNDATION PLANS AND FOOTING
4. CONCRETE:
PLACED AFTER CONCRETE FRAME SUPPORTING THEM ARE 28 DAYS OLD AND ALL
-WEARWALL/SHORT WAY
EW
DETAILS.
STL
SHORING AND RE- SHORING 16 COMPLETELY REMOVED FROM BELOW AND ABOVE.
EXP
-EXPANSION
E. TOP OF FOUNDATION ELEVATIONS SHOWN IN PLAN ARE BASED ON THE BEST
A. ALL CONCRETE WOW SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301-05
HOLD CLEAR OF CONCRETE ABOVE UNTIL ANTICIPATED DEAD LOAD DEFLECTION
AVAILABLE INFORMATION GATHERED FROM SOIL BORING LOADS SOIL CONDITIONS
'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS!
OF CONCRETE SLAB OR BEAM ABOVE HAS OCCUIRED. FILL JOINT WITH MORTAR
-TIE BEAM
RO
-FOUNDATION
B. CONCRETE COMPRESSIVE STRENGTH AT 26 DAYS SHALL BE AS FOLLOWS:
AND SEAL AS REQUIRED BY ARCHITECTURAL DRAWINGS TO PREVENT WATER INTRUSION.
FT
-FOOT
ENCOUNTERED DURING FOUNDATION EXCAVATIONS MIGHT DICTATE TOP OF
FOUNDATION ELEVATION TO BE LOWERED IN ORDER TO EMBED FOUNDATIONS A
FOOTINGS 3000 PSI.
C. ALL CONCRETE MASONRY UNITS (CMU) SHALL C04;ORM TO ASTM C W, 'STANDARD
-FOOTING
T
MNIMUN OF 6 INCHES INTO THE EXISTING LIMEROCK BEARING STRATA,
SLABS ON GRADE 3000 Psi,
SPECFICATIONS FOR HOLLOW LOAD 5EARNG CONCRETE MASONRY UNITS', WITH
F. FOUNDATIONS MAY BE EARTH - FORMED IF SOIL CONDITIONS PERMIT. EXCAVATE
STRUCTURAL SLA55 AND BEAMS 1- 5000 PSI MIN., SEE PLANS, W/C RATIO 0A0.
A NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS OF IWO PSI.
- TEMPERATURE
GALV -GALVANIZED
TO EXACT FOUNDATION SIZES.
COLUMNS 4000 PSI
D. MORTAR SHALL C4NFOW TO ASTM C 210, TYPE 71', WITH A MNIMUM AVERAGE
-HORIZONTAL
W
-UNLESS NOTED OTHERWISE
LL OTHER CONCRETE 3000 FBI.
STRENGTH OF 2W PSI,
VERT
-VERTICAL
FOUNDATION EXCAVATIONS
TIONS SHALL BE INSPECTED BY ENGINEER OF RECORD
-ISOLATION JOINT
E. CONCRETE MASONRY STRENGTH, fh SHALL BE A MIN" OF 500 PSI.
-WITH
AND GEOTECWICAL ENGINEER AND NO FOUNDATIONS WALL BE POURED
UIF
F. VERTICAL REINFORCING IN CMU DELLS SHALL BE SPLICED WITH 48 BAR DIA-
UNTIL GEOTECHNICAL ENGINEER CERTIFIES THAT SOIL CONDITIONS
C. FOF4110M SHALL COMPLY WITH ACI 341-01, - RECOMMENDED
METER LAP SPLICES. PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS
ARE AS PER GEOTEC14NICAL REPORT.
PRACTICE FOR CONCRETE WORK.'
FOR LAP INSPECTION AND VERIFYING THAT THE CELLS HAVE BEEN FILLED
D. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO
SOLID WIT14 GROUT.
COMMENCEMENT OF ANY CONCRETE WORK SUBMIT STATISTICAL DATA FOR EACH
G. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530-02 AND
CLASS OF CONCRETE.
ACI 5301 -02. FILLING OF CELLS SHALL BE DONE IN FOUR FOOT LIFTS WITH A MAXIMUM
2. GENERAL-
E. NO WATER SHALL BE ADDED To THE CONCRETE AT THE J05 SITE,
POUR OF 12 FEET. USE MECHANICAL VIBRATION TO ACHIEVE GROUT-FILLED
A ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE FLORIDA
F. THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PER-
SOLID CELLS. GROUT SHALL CONFORM TO ASTM C416. SLUMP SHALL BE
BUILDING CODE, 2001 EDITION, HVHZ, ASCE 1-05 MINIMUM DESIGN
FOI;41 CONCRETE CYLINDER TESTS AS FOLLOWS: SIX CYLINDER TESTS FOR ANY
BETWEEN 8' AND 11'.
LOADS FOR BUILDINGS, THE ACI 318-05 BUILDING CODE, AND ALL APPLICABLE
50 CUBIC YARDS OF CONCRETE POURED, OR FRACTION THEREOF FOR EACH CLASS OF
H. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD NO 13
FEDERAL, STATE AND LOCAL ORDINANCES.
B. THESE DRAWINGS AND SPECIFICATIONS COMPLY, TO THE BEST OF MY KNOWLEDGE
CONCRETE POURED EACH DAY. ONE CYLINDER SHALL BE TESTED AT 3 DAYS AND
LADDER-TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE EXTEND
WITH THE FLORIDA BUILDING CODE, 2001 EDITION, WAZ.
I DAYS, THREE AT 28 DAYS, AND ONE RERVED TO BE TESTED AT 56 DAYS IF
REQUIRED. FOLLOW ASTM STANDARDS FOR SAMPLING AND TESTING. ONE SLUMP TEST
REINFORCING A MNIMUM OF 4 INCHES INTO TIE COLUMNS.
C, THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXISTING STRUCTURES
WALL BE TAKEN FOR EACH SET OF TEST CYLINDERS CAST. SLUMP TEST SHALL
I. PROVIDE GALVANIZED STEEL DOVETAIL ANCHORS EVERY OTHER COURSE CONNECTING
NON LOAD-BEARING WALLS TO CONCRETE COLUMNS AND SHEAR WALLS.
AFFECTING NEW CONSTRUCTION BEFORE COMMENCING ANY WORK. ANY
CONIF-ORM WITH ASTM C 143. No CONCRETE TEST WILL BE ACCEPTED IF CONCRETE
VARIATIONS IN ACTUAL FIELD CONDITIONS/DIMENSIONS FROM THOSE SHOWN IN
15 TAMPERED WITH IN ANY WAY AFTER SAID TEST 16 PERFORMED. REPEAT TEST IF
J. REINFORCING BARS IN GROUTED CELLS SHALL BE SECURED IN PLACE AT BASE
THE CONTRACT DRAWINGS SHALL BE REPORTED TO THE ARCHITECT/ENGNEER FOR
WATER IS-ADDEP AFTER INITIAL SAMPLING.
OF BAR AND ABOVE BEFORE GROUNTING OF CELL.
DETERMINING ERMINING THE NEED OF REDESIGN MOR TO CONTRACTORS SUBMITTAL OF
K REINFORCING BARS BE SHALL CENTERED IN THE BLOCK CELL. DOWELS NOT LINED
SHOP WORKING DRAWINGS FOR REVIEW.
G. TRANSPORTING, PLACING, CURING AND DEPOSITING OF CONCRETE SHALL COMPLY
UP WITH THE BLOCK CELL SHALL NOT BE SLOPED MORE THAN I IN 6. HORIZONTAL
D. THESE DRAWINGS SHALL BE WORKED TOGETHER WITH ARCHITECTURAL, AIR
WITH ACI 301-05: SPECIFICATIONS FOR STRUCTURAL CONCRETE.
DISTANCE BETWEEN DOWEL AND REINFORCING BAR MAY BE UP TO VONE BLOCK
CONDITIONING, MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED
SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGI-ETS, BOLT
H. CONCRETE USED AT BALCONIES, TERRACES, AND SWIMMING POOL AND SPA STRUCTURES
L. ANCHOR BOLTS SHALL BE EMBEDDED IN WALLS IN GROUTED CELLS.
SETTINGS, SLEEVES, ETC. DISCREPANCIES WALL BE 5RDJC44T TO THE ATTENTION
SHALL HAVE A WATERICEl"IENT RATIO OF OAO.
1. CONSTRUCTION JOINTS IN STRUCTURAL SLABS AND BEAMS SHALL BE LOCATED
CELL APART)
OF ARCHITECT/ ENGINEER 56-ORE PROCEEDING WITH THE WOW, ANY
AT 1/3 OF THE SPAN WITH REINFORCING CONTINUOUS ACROSS THE JONT.
it GROUTED CELLS WHERE WEDGE ANCHORS ARE To BE INSTALLED SHALL HAVE
DISCREPANCIES, OMISSIONS OR VARIATIONS I= ON THE DRAWINGS OR
PROVIDE A CONTINUOUS 2 X 4 SHEAR KEY AT SLABS AND A 11/2' NCH DEEP
THE BLOCK SHELL REMOVED So THAT WEDGE ANCHOR 15 EMBEDDED IN SOLID
14
IN THE SPECIFICATIONS DISCOVERED DURING THE BIDDING PHASE SHALL BE
JONT 4 INCHES SMALLER THAN THE BEAM SECTION. CONSTRUCTION JOINT
CONCRETE GROUT, FILL ONE COURSE BELOW AND ABOVE ANCHOR LOCATION.
IMMEDIATELY COMMUNICATED TO ARCHITECT/ ENGINEER.
LOCATIONS SHALL BE APPROVED BY STRUCTURAL ENGINEER OF RECORD
N. ALL CONCRETE MASONRY WORK HAS BEEN DESIGNED AND DETAILED
E. WHEN PERFORMING WORK BELOW GRADE, CARE SHALL BE TAKEN TO AVOID
BEFORE FOUR.
ASSUMING CONCRETE MASONRY WORK WILL BE COMPLETELY INSPECTED BY
DAMAGING ANY EXISTING UTILITIES. ALL MOWN UTILITIES DISCOVERED
J. MAX" WATER/CEMENT RATIO FOR CONCRETE CONTAINING A SUPERPLASTICIZING
SPECIAL OR THRESHOLD INSPECTORS.
DURING CONSTRUCTION SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHI-
ADMIXTURE SHALL BE 0.42. SLUMP AFTER ADDITION OF SUPERFLASTICIZIER
0. REINFORCING BARS SHALL BE LOCATED AS INDICATED IN PLAN OR CALLED
TECT/EWsNEER. ANY DAMAGE TO THE EXISTING UTILITIES SHALL BE REPORTED
SHALL BE 6' 4/- V
OUT BY NOTES IN PLANS. WHERE PLANS AND NOTES DISAGREE CONSULT ENGINEER
TO ALL AFFECTED PARTIES, INCLUDING THE ARCHITECT/ENGINEER,
K MNIMUM CONCRETE COVER FOR REINFORCEMENT;
OF RECORD FOR CLARIFICATION.
F. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR UF`0ATWs HIS CONSTI;ar_-
1. CONCRETE CAST AGAINST AND PER'WeMY
P. LAY MASONRY UNITS N'RJNNING BOO.
TION DOCUMENTS WITH THE REVISED DRAWINGS AND SPECIFICATIONS, FIELD
ORDERS, C444GE ORDERS AND CLARIFICATION SKETCHES ISSUED DURING THE
EXPOSED TO EARTH- 3'
a PROVIDE 30 L56. FELT PAPER TO' ISOLATE WOOD FROM MASONRY WALLS, USE
COURSE OF CONSTR_TlOK
11. CONCRETE EXPOSED TO EARN OR WEATHER
PRESSURE TREATED WOOD FOR LEDGERS IN CONTACT WITH MASONRY WALL.
a TYPICAL DETAILS AND NOTES ON THESE DRAWINGS WALL APPLY UNLESS SPECI-
FICALLY NOTED OTHERWISE. CONSTRICTION DETAILS AND SECTIONS NOT COME
% BARS AND LARGER 21
Ill. CONCRETE NOT EXPOSED TO WEATHER OR
1. WOOD FRAMNG:
PLIETIELT SHOWN OR NOTED -SHALL BE SIMILAR TO DETAILS AND SECTIONS SHOWN
IN CONTACT UH EARTH.,
OR NOTED FOR SIMILAR CONDITIONS.
A FABRICATE ALL WOOD FRAMING MEMBERS AND PREFAB WOOD TRUSSES IN
H. THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION
SLABS AND WALLS_ 3/4'
BEAMS AND COLUMNS 11/2,
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD
PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION OF ADJACENT PRO-
CONSTRUTION, 2005 EDITION
PERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE LOCAL
5. REINFORCING STEEL:
B. WOOD FRAMING MEMBERS OTHER THAN TRUSSES SHALL BE #2 SOUTHERN FINE
BUILDING DEPARTMENT.
A, REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH
WITH A FIBER BENDING STRESS AS PER NDS.
1. BACKFILL AROUND THE EXTERIOR PERIMETER OF WALLS SHALL NOT BE PLACED
ACI 315-05.
C. SIZES SHOWN ARE NOMINAL
UNTIL AFTER THE WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR
B. F!EINFORCM STEEL SHALL BE DE;OI;4*W 5AI;;ro CONFORMING TO ASTM A 615-00.
D. MEMBERS SHALL BE FREE OF CRACKS AND KNOTS.
SYSTEMS. DO NOT PROCEED WITH 5ACKFILL UNTIL (1) DAYS AS A MNIMUM AFTER
(51) GRADE 60.
E. MOISTURE CONTENT SHALL BE I9% OR LESS,
THE COMPLETION OF INTERIOR FLOOR SYSTEM UNLESS WALLS ARE ADEQUATELY
C. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185-51.
F. PRESSURE-TREATED WOOD SHALL BE USED ONLY WHERE SPECIFICALLY NOTED IN
BRACED. 5AC*ILL WALL NOT BE PLACED UNTIL AFTER COMPLETION AND NSPEC-
D. REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCES-
THE DRAWINGS. NO FRAMNG MEMBERS SHALL BE OF PRESSURE-TREATED WOOD,
TION OF WATERPROOFING WHERE WATERPROOFING OCCUR
SORES DURING PLACING OF CONCRETE, IN ACCORDANCE WITH CRSI 'MANUAL OF
UNLESS OTHERWISE NOTED.
J, GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DISPOSAL OF ALL ACCU-
STANDARD PRACTICE, 200L
G. ALL Wool) FRAMING CONNECTORS INCLUDING BOLTS, WASHERS, AND NUTS SHALL
MULATED WATER FROM EXCAVATIONS AND DEWATERING OPERATIONS N SUCH A
E. ALL TOP REINFORCING SHALL TERINATE WITH STANDARD HOOKS AT DISCON-
BE GALVANIZED
WAY AS TO NOT CAUSE NC04VENIENCE TO THE WORK AND DAMAGE TO THE STRUC-
TNUOUS EDGES OR DOS.
H. ALL EXPOSED STEEL PLATES AND 544APES NOTED AS CONNECTORS WALL BE
TURAL ELEMENTS.
F. ALL BOTTOM BARS SHALL BEAR b' MINIMUM OVER SUPPORTS, UDA
HOT- DIPPED GALVANIZED. TOUCH UP AFTER INSTALLATION WITH 'GALVICONI PANT.
K STRUCTURAL NOTES SHALL BE USED IN CONJUNCTION WITH THE SPECIFICATIONS.
G. ALL REINFORCING BARS MARKED CONTINUOUS SHALL BE LAPPED 30 DIA AT
SPLICES AND CORNERS UNLESS OTHERWISE NOTED. LAP CONTINUOUS TOP BARS
OR APPROVED EQUAL.
IF A CONFLICT EXISTS, THE MORE STRINGENT GOVERNS.
AT CENTER BETWEEN SUPPORTS AS REQUIRED. TERMINATE CONTINUOUS BARS
L GENERAL CONTRACTOR SHALL PROTECT EXISTING FACILITIES, STRUCTURES AND
AT NON-CONTINUOUS ENDS WITH STANDARD HOOKS, UDA
S. SHOR1% AND KWORN5z:
UTILITY LINES AND CONDUITS FROM DAMAGE. GENERAL CONTRACTOR 15 SOLELY
RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT.
H. SLAB TOP BARS ARE SHOWN IN PLAN AS SOLID LINES.
A. SHORING AND REWORIN5G DRAWINGS SHALL BE PREPARED BY A STATE OF FLORIDA REGISTERED
ML GENERAL CONTRACTOR 15 SOLELY RESPONSIBLE FOR JOB SAFETY, MANS AND
SLAB BOTTOM BARS ARE SHOWN IN PLAN AS DASHED LINES.
SPECIALTY ENGINEER WITH A MINIMUM OF TEN YEARS OF EXPERIENCE IN SHORING AND REWORING
METHODS OF CONSTRUCTION AND CONSTRUCTION PROCEDURES.
I. IN BEAMS WITH MULTIPLE LAYERS OF REINFORC-ING AT TOP OR BOTTOM SEPARATE
DESIGN AND DETAILING.
K DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS NOTED. IF DIMENSIONS ARE
LAYERS WITH OB SPACER 546 FOR BAR SIZES UP TO #8 AND SAM SPACER BAR
5, SHORING AND RESHORNG DRAWINGS SHALL INCLUDE AT LEAST THE FOLLOWING ITEMS:
MISSING CONSULT ARCHITECT/ENGINEER FOR ADVISE,
AS BAR SIZE FOR 00 BARS AND LAR3ER.
U LOCATION, SIZE, TYPE AND CAPACITY OF ALL SHORING.
J. IN BEAMS 8 NCHES WIDE PROVIDEA MAXIMUM OF 2 BARS PER LAYER OF REINFORCING.
2) LOCATION, SIZE, TYPE, AND CAPACITY OF ALL REWORWk
K BEAMS INTERMEDIATE 5AI;ro SHALL BE HOOKED AT DISCONTNIOUS ENDS AND
3) LOCATION, SIZE, AND TYPE OF ALL 5LOCKNG, MUD SILLS, TEMPORARY LATERAL BRACNG AND
3. SHOP DRAWINGS SUBMITTALS-
SPLICED AT SUPPORTS WITH 30 BAR DIAMETER LAP SPLICES.
OTHER ACCESSORIES REQUIRED TO ADEQUATELY AND SAFELY SUPPORT AND BRACE 114E
L. PROVIDE A 5 TON REINFORCING STEEL ALLOWANCE TO BE USED BY STRUCTURAL
STRUCTURE DURING CONSTRUCTION.
A. SUBMITTALS TO STRUCTURAL ENGINEER OF RECORD:
ENGINEER OF RECORD AT HIS OWN DISCRETION. BALANCE OF THIS ALLOWANCE
4) INSTALLATION PROCEDURE, SEQUENCE OF INSTALLATION, LOAD RELIEF AND REMOVAL OF ALL
1, CONCRETE TEST REPORTS FOR CAST-N-PLACE CONCRETE AS PER ACI 301-02.
NOT USED DURING CONSTRUCTION WALL BE CREDITED TO THE OWNER AT THE
WORM AND RE SHORING
11. REINFORCING STEEL SHOP DRAWINGS.
SAME COST PER TON AS ORIGINALLY CHARGED.
C. SHORING AND RESHORING SUBMITTAL FOR APPROVAL SHALL NCLUDE AT LEAST TWO COPIES FOR
Ill. PREFABRICATED WOOD AND/OR METAL ROOF TRUSSES, ERECTION DRAWINGS, AND
DESIGN DATA
it ALL TOP AND BOTTOM AND ACCESSORY REINFORCING USED IN BALCONIES AND
TERRACES SHALL BE GALVANIZED.
THE BUILDING DEPARTMENT, ONE FOR THE ENGINEER OF RECORD, ONE FOR THE THRESHOLD INSPECTOR,
'DESIGN I
AND ONE FOR THE ARCHITECT.
IV. STRUCTURAL STEEL SHOPDRAWINGS AND ERECTION DRAWINGS.
K FOR CLASS V TENSION LAP SPLICES FOLLOW CR51 HANDBOOK, 2002,
CHAPTER 5.
D. DESIGN, DETAIL AND EWcr FORMS, SHORING AND RESHORING IN COMPLIANCE WITH ACI 341-01,
V. SHORING AND REWORING SHOP DRAWINGS AND CALCULATIONS.
PROJECT SPECIFICATIONS, AND THESE NOTES. FORMS, SHORING AND RESHORING SHALL BE DESIGNED
A. RAILING AND GUARDRAIL SHOP DRAWINGS AND DESIGN DATA
b. STRUCTURAL STEEL:
FOR THE WEIGHT OF THE FLOOR OR ROOF, A CONSTRUCTION LOAD OF 50 PSR,ANE) FOR THE CUMULATIVE
A STRUCTURAL STEEL SHALL COMPLY WITH RISC 'SPECIFICATIONS FOR DESIGN, FA-
LOADS OF THE SUPPORTED HORIZONTAL CONCRETE MEMBERS. USE A DESIGN FACTOR OF SAFETY OF
IBRICATION AND ERECTION FOR STRUCTURAL STEEL BUILDINGS,' NNTH EDITION.
3 FOR WOOD SHORES AND 2 FOR META- SHORES.
B. SHOP DRAWINGS REQUIRING ENGINEERING BY A SPECIALTY ENGINEER SHALL COMPLY
B. STRiJCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO ASTM A 36, N 36 KSI, U.OX
C. STRUCTURAL STEEL TUBES SHALL CONF-M TO ASTM A500, GRADE B, N=46 KSI.
E. THE MAXIMUM SUPERIMPOSED CONSTRUCTION LOAD APPLIED TO FLOORS SUPPORTING SHORES OR
WITH THE FOLLOWING:
D. STRUCTURAL STEEL PIPES SHALL CONFORM TO ASTM A53, TYPE 6, GRADE 5,
Nzz 35 M.
APPLICABLE) AND 609. OF THE LIVE LOAD SPECIFIED FOR BEAMS. No CONSTRUCTION LOAD SHALL
1. THE SPECIALTY ENGINEER SHALL BE A FLORIDA REGISTERED PROFESSIONAL
E. ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A 301 OR ASTM A 36.
BE APPLIED TO ANY MEMBER UNTIL THE CONCRETE IS A MNIMUM OF 14 DAYS OLD AND THE I DAY
ENGINEER
F. 19;WING BOLTS SHALL CONFORM TO ASTM 325, WITH HARDENED WASHERS AND
STRENGTH THIS 10% OF THE SPECIFIED 29 DAY STRENGTH.
11. THE SPECIALTY ENGINEER SHALL HAVE AT LEAST FIVE YEARS OF SOLID
HEX NUTS.
F. FoRls MAY BE REMOVED 12 HOURS AFTER CONCRETE MR PROVIDED THAT CONCRETE STRENGTH
PROFESSIONAL DESIGN EXPERIENCE IN THE DESIGN AND DETAILING OF THE
G. ALL EXTERIOR STEEL SHAPES, PLATES, NUTS, DOLTS, WASHERS SHALL BE
15 10% OF THE SPECIFIED 28 DAY STRENGTH AND NOT LESS THAN 3600 PSI. REWORE EACH BAY
STRUCTURAL COMPONENT AND/OR STRUCTURAL SYSTEM BEING SUBMITTED FOR
HOT-DIPPED GALVANIZED.
IMMEDIATELY AFTER FORMS ARE STRIPPED AND REMOVED. REMOVAL OF FORMS 16 THE SOLE
APPROVAL.
lll, THE SPECIALTY ENGINEER SHALL BE AN EMPLOYEE OR OFFICER OF A
H. SPLICING OF STEEL MEMBERS 16 NOT ALLOWED, UNLESS SPECIFIED IN STRUCTURAL
IRESPONS151LITY OF THE GENERAL CONTRACTOR REMOVAL OF FORMS SHALL BE CARRIED OUT IN SUCH
FA51RICATOR AN EMPLOYEE OR OFFICER OF ANOTHER COMPANY SUPPLYING
DRAWINGS OR APPROVED BY ENGINEER OF RECORD.
1, ALL"DOLTS, NUTS AND WASHERS SHALL BE NEW, RUST-FREE, CLEAN AND WELL
A WAY AS TO NOT DAMAGE THE STRUCTURE, INSURE SAFETY *0 PREVENT CREEP DEFLECTION OF
COMPONENTS To THE FABRICATOR
LUBRICATED.
STRUCTURAL MEMBERS
C. ALL SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE
J. BOLT HOLES THROUGH STEEL MEMBERS SHALL BE SHOP-DRILLED, CUT OR
SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPFON515LILY
PUNCHED, DO NOT USE TOW-44 OR FLAME TO CUT OR ENLARGE HOLES.
cl WIND ANALYSIS DESIGN PARAMETERS
OF THE GENERAL CONTRACTOR To MAKE CERTAIN THAT ALL CONSTRUCTION 15 IN
K ALL STIRUCTUIRAL STEEL TUBE OR PIPE COLUMNS SHALL BE FILLED WITH 31" PSI.
A WIND DESIGN HAS BEEN DONE IN ACCORDANCE
FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS.
CONCRETE GROUT. PROVIDE 1/4' DIAMETER WEEP HOLES EACH SIDE V I" TOP
WITH ASCE 1-10
'C'
AND BOTTOM OF COLUMN.
5. EXPOSSURE
L. 00 NOT PANT PARTS OF STEEL MD15M TO BE EMBEDDED IN CONCRETE
C. IMPORTANCE FACTOR I x 10
AND SUR:ACES TO BE IN CONTACT WITH CONCRETE.
D. INTERNAL PRESSURE COEFFICIENT, GCpIm t015.
E. WIND VELOCITY, Va No MPH
M. FOR FIREPIRMOFING OF STRUCTURAL STEEL MEMBERS SEE ARCHITECTURAL
DRAWINGS.
N. SEE ARCHITECTURAL, MECHANICAL, AND PLUMBING DRAWINGS FOR ADDITIONAL
MISCELLANEOUS STRUCTURAL STEEL NOT SHOWN IN STRUCTURAL DRAWINGS.
UA
10
LEGEND
DWGS. No
DESCRIPTION
BLDG -BUILDING
MAX
-MAXIMUM
BM
-BEAM
MECH
-MECHANICAL
GIP
-CAST IN PLACE
MIN
-MNIMUM
CJ
- CONTROL JOINT
NTS
-NOT TO SCALE
CL
_CENTERLINE
O/C
-ON CENTER
PL
-PLATE
CLR
-CLEAR
PLF
-POUNDS PER LINEAR FOOT
CMU
-CCNCRM MASONRY UNIT
PSF
-I=$ PER SQUARER FOOT
COL
- COLUMN
P51
- POUNDS PER INCH
CTR
-CENTER
REINF
-RENFORCN53
D5L
-DOUBLE
REQV -MMIRED
DIET
-DETAIL
DN
-DOWN
REV
-REVISED/REASION
DWG
-DRAWING
RM
-ROOM
EA
-EACH
SF -SQUARE FOOT
EE
-EACH END
SIM
-SIMILAR
EF
-EACH FACE
6L
-SLOPE
EJ
-EXPANCION JOINT
STD
-STANDARD
EL
- ELEVATION
SW
-WEARWALL/SHORT WAY
EW
-EACH WAY
STL
-STEEL
EXP
-EXPANSION
STRUCT -STRUCTURAL
FIN
-FINISH
FLR
-FLOOR
T5
-TIE BEAM
RO
-FOUNDATION
TC
-TIE COLUMN
FT
-FOOT
TOG
-TOP OF CONCRETE
FTG
-FOOTING
T
-TOP
F.V.
-FIELD VERIFY
GA
-GAGE
TEMP
- TEMPERATURE
GALV -GALVANIZED
TYP
-TYPICAL
HORIZ
-HORIZONTAL
W
-UNLESS NOTED OTHERWISE
HP
-HIGH PONT
VERT
-VERTICAL
IJ
-ISOLATION JOINT
W/
-WITH
UIF
- WELDED Win FABRIC
61141CUML ")EX
DWGS. No
DESCRIPTION
6-0
STRUCTURAL NOTES.
5-1
FOUNDATION/GROUND FLOOR FLAK
6-2
ROOF FRAMING PLAN
6-3
SECTIONS,
5-4
SECTIONS.
6-5
SECTIONS.
6-6
SCHEDULES 4 TYPICAL DETAILS
I
m
'i
p
t pu
141
ENGINEER N F f�co
LIC.=62 1�
5 LANE,
APT. =51,
PH- (786)
12 I 13 1 14 1 15 1
!ID!=
LL";a;ig
•
•
•
40
m • m
• 40
ft
40
•
•
t pu
141
ENGINEER N F f�co
LIC.=62 1�
5 LANE,
APT. =51,
PH- (786)
12 I 13 1 14 1 15 1
!ID!=
LL";a;ig