04-52-044G E N E R A L S T R U C T U R A L N O T E S
G E N E R A L: C O N C R E T E:
1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMc NT, 1. CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WITH "BUI DING
DESIGN AND EXTENT OF THE WORK AND ARE PARTLY DIAGRAMMA•r�1C. CODE REQQREMENTS FOR REINFORCED CONCRETE" ( A.C.I. 318 -99
THEY ARE NOT INTENDED TO BE SCALED FOR ROUGHING -IN MEASURE- AND WITH DE AILS AND DETAILING OF CONCRETE REINFORCEMENT"
MENTS OR TO SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF. (A.C.I. 315 -99 .
2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO 2. ALL CONCRE WORK IN ACCORDANCE
TH "SP CIFICATIONS FOR
BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR STRUCTURAL CONCRETE FOR BUILDING CI 301. PRODUCTION OF
SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT CONCRETE DELIVERY, PLACING Al jD CUR TA TO E IN ACCORDANCE
DETAIL IS SHOWN. WITH HOT: WEATHER CONCRETING (A.C.I. 305R-99).
3. THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY ALL GRADES, 3. NO ADMIXTURES PERMITTED WITHOUT THE REVIEW OF ARCHITECT /EN-
LINES, LEVELS CONDITIONS AND DIMENSIONS AT THE JOB SITE AND GINEER.
AS SHOWN OR THE DRAWINGS. THEY SHALL REPORT ANY ERR RS OR, 4. FOR A L CONCRETE TO BE PLACED IN SLAPS (INCLUDING SLABS ON
INCONSISTENCIES IN THE ABOVE TO THE ARCHITECT /ENGINEER! ALE) GRADE, THE SLUMP SHALL NOT EXCEED 4 ,
BEFORE COMMENCING WORK. THE CONTRACTOR AN SUBCON ACTORS NO WAIVERS OF THIS REQUIREMENT SHALL BFI CONSIDERED. SLUMP
SHALL LAY OUT THEIR WORK FROM ESTABLISHED REFERENCE POINTS AND FOR OTHER CONCRETE SHALL NOT EXCEED 5.
BE RESPONSIBLE FOR ALL LINES, ELEVATIONS AND MEASUREMENTS IN 5. CONCRETE TO BE REGULAR WEIGHT WITH A DE IG��11 STRENGTH
CONNECTION WITH THEIR WORK. ACHIEVED AT 28 DAYS. f = 4000 psi (U.O.N (f'c = 5000 psi AT FIRST FL.)
4. PROTECTION: WITH MAX WATER- CEMENTITIOUS RATIO OF 0.4. S PLANS FOR ADDITIONAL
A. THE CONTRACTOR IS RESPONSIBLE ANO'SHALL COMPLY WITH THE REQUIREMENTS.
REQUIREMENTS OF CHAPTER 33 OF FLORIDA BUILDING CODE 2001
AND ALL LOCAL, STATE AND FEDERAL LAWS. THE A/E
AND HIS EMPLOYEES ARE NOT RESPONSIBLE FOR SAFETY 6. TAKE ONE SET OF 5 CYLINDERS FOR EVERY FIFTY CUBIC YARDS OR
PROCEDURES ON THIS PROJECT. THIS IS THE CONTRACTOR'S FRACTION THEREOF FOR EACH CLASS OF CONCRETE POURED EACH DAY.
RESPONSIBILITY. FOLLOW ASTM STANDARDS FOR SAMPLING AND TESTING . TEST ONE
B. PROVIDE ALL SHORING BRACING AND SHEETING AS REQUIRED FOR CYLINDER AT 3 DAYS AND 7 DAYS AND 3 AT 28 DAYS. IF ONE OF THE
THE PROPER EXECU1i16N OF THE WORK. REMOVE WHEN THE WORK TWO 28 DAYS TESTS FALLS BELOW SPECIFIED STRENGTH, TEST THE THIRD
IS COMPLETED. CYLINDER AT 56 DAYS. TAKE ONE SLUMP TEST (ASTM C143) FOR EACH SET
C. PROVIDE AND MAINTAIN GUARD LIGHTS AT ALL BARRICADES, OF TEST CYLINDERS CAST.
RAILINGS, OBSTRUCTIONS IN THE STREETS ROADS OR SIDEWALKS 7. NO CONCRETE TEST WILL BE ACCEPTED IF CONCRETE IS TAMPERED WITH
AND ALL TRENCHES OR PITS ADJACENT fO PUBLIC WALKS OR IN ANY WAY AFTER SAID TEST IS PERFORMED. REPEAT TEST IF WATER IS
ROADS. ADDED AFTER INITIAL SAMPLING.
D. AT ALL TIMES PROVIDE PROTECTION AGAINST WEATHER RAIN,
WIND STORMS OR HEAT) SO AS TO MAINTAIN ALL WORK 8. IF CONCRETE IS PUMPED USE A MINIMUM 4 -INCH PUMP.
MATERIALS, APPARATUS AND FIXTURES FREE FROM DAMAGE. 9. CONTRACTOR IS RESPONSIBLE FOR THE ADEQUACY OF FORMS AND
E. HE CONTRACTOR SIDEWALKS AND TO STREETS ALL DAMAGE TO ADJACENT P SHORING AND FOR SAFE PRACTICE IN THEIR USE AND REMOVAL
PROPERTY STRUCTURES TO ANY PUBLIC UTILITIES. CONTRACTOR SHALL DESIGN AND ERECT
F. AT THE END OF THE DAYS WORK. COVER ALL WORK LIKELY TO BE FORMWORK IN STRICT COMPLIANCE WITH ACI 347R -94 SUBMIT SIGNED & SEALED
DAMAGED. ANY WORK DAMAGED C FAILURE TO PROVIDE SHOP DWGS. CONTRACTOR SHALL COORDINATE ALL OPENINGS AS REQUIRED FOR
PROTECTION L BE REMOVED AND REPLACED WITH NEW WORK AT OTHER TRADES. OPENINGS WHERE SHOWN ON THE STRUCTURAL DRAWINGS ARE TO
PROTECTION SHA
THE CONTRACTORS EXPENSE. IDENTIFY DESIGN INTENT ONLY. THE SPECIFIC DIMENSIONS AND
LOCATIONS SHALL BE FURNISHED OR CONFIRMED BY THE TRADE
REQUIRING THE OPENING. PROVIDE CHAMFERS AT ALL CORNERS IN
5. CONTRACTOR AGREES THAT HE WILL HOLD OWNER, A/E AND/OR CONCRETE MEMBERS EXPOSED TO VIEW. FORMWORK TO REMAIN IN PLACE
ANY OF THEIR EMPLOYEES OR AGENTS HARMLESS FROM ANY AND ALL UNTIL CONCRETE HAS ATTAINED ENOUGH STRENGTH TO SUPPORT ALL
DAMAGE AND /OR CLAIMS WHICH MAY ARISE BY, REASON OF ANY NEGLIGENCE DEAD LOADS PLUS A MINIMUM OF 50 PSF OF ADDITIONAL CONSTRUCTION
ON PART OF CONTRACTOR, ANY OF HIS SUBCONTRACTORS AND /OR LOAD.
SUBCONTRACTORS MATERIALS AND EQUIPMENT SUPPLIERS AND /OR ANY 10. SPECIFIED EXPANSION BOLTS SHALL BE OF THE SIZE INDICATED AND
OF THEIR EMPLOYEES OR AGENTS IN PERFORMANCE OF THIS CONTRACT; OF THE MAXIMUM EMBEDMENT LENGTH INTO THE CONCRETE.
AND, IN C SE ANY ACTION IS BRbUGHT THEREFORE AGAINST OWNER, LEAD SHIELDS ARE NOT ACCEPTABLE. EXPANSION BOLTS SHALL
A/E AND OR ANY OF THEIR EMPLOYEES OR AGENTS CONTRACTOR NOT BE SUBSTITUTED FOR SPECIFIED ANCHOR BOLTS WITHOUT THE
SHALL A SUME FULL RESPONSIBILITY FOR DEFENSE -THEREOF, AND UPON ENGINEER'S APPROVAL.
HIS FAILURE TO DO SO ON PROPER NOTICE OWNER A/E AND/OR
ANY OF THEIR EMPLOYEES OR AGENTS RESLRVE THE RIGHT TO DEFEND
SUCH ACTION AND CHARGE ALL COSTS THEREOF TO CONTRACTOR. L I N T E L S : (SHOP DRAWINGS FOR REINFORCEMENT REQUIRED)
6. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS SPECIFICA- THE CONTRACTOR SHALL PROVIDE PRECAST OR INSITU LINTELS AT THE
TI NS OR OTHER DOCUMENTS THE CONTRACTOR SHALL NI�TIFY THE 1. HEADS OF ALL OPENINGS IN MASONRY WALLS NOT EXCEEDING 8 FEET IN
A E WRITING OF SUCH OMISSIONS OR ERRORS PRIOR TO WIDTH WHERE BEAMS HAVE NOT BEEN SPECIFIED. LINTEL MAY BE
EVENT OF F THE HE CONTRACTOR'S FAILING TO GIVE SUCH NOTICE HE
PROCEEDING WITH ANY WORK WHICH APPEARS IN QUESTION. IN THE INTEGRAL WITH THE TIE BEAM WHEN HEAD OF THE OPENING IS 16" OR SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY SUbH LESS BELOW. CONTINUE TYPICAL BOTTOM BARS THROUGH AND ADD 2 5
ERRORS
OR OMISSIONS AND THE COST OF RECTIFYING THE SAME. BOTTOM BARS AT DROP. ADD 2 3 STIRRUPS AT 6 " O.C. EACH END #
7. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS TOGETHER WITH AND BALANCE AT 12 AT DROP. - MINIMUM BEARING FOR ALL LINTELS
THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS TO 8 EACH SIDE OR PROVIDE DOWELS AND POCKETS IN ADJACENT
LOCATE STEPPED FOOTINGS DEPRESSED SLABS SLOPES, DRAINS, COLUMNS. "
OUTLETS, RECESSES�t, OPENINGS, REGLETS, BOLT' SETTING, SLEEVES, 2. LINTEL TO BE MINIMUM OF 8 DEEP 2 �45 TOP AND BOTTOM FOR SPANS
DIMENSIONS ETC, POTENTIAL CONFLICTS SHALL BE COMMUNICATED TO LESS THAN 6 ffET, 12 DEEP WITH 2 TOP AND BOTTOM AND 2 #3
THE A/E BEFORE PROCEEDING WITH THE WORK. STIRRUPS AT 6 O.C. EACH END, FOR PANS GREATER THAN 6 FEE UP
8. SUBMIT SHOP DRAWINGS FOR A/E REVIEW BEFORE STARTING FABRICATION. TO S FEET.
3. FOR SPANS GREATER THAN 8 FEET, SEE PLANS AND BEAM SCHEDULE FOR
9. NO SHOP DRAWINGS SHALL BE SUBMITTED FOR A_ /E REVIEW UNTIL AFTER STRUCTURAL BEAMS.
THEY HAVE BEEN REVIEWED AND NOTED FOR CONSTRUCTION METHOD,
DIMENSIONING AND OTHER TRADE REQUIREMENTS BY THE CONTRACTOR MASONRY WALLS AND PARTITION S
AND STAMPED WITH THE CONTRACTORS APPROVAL SEAL. A E
ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES ERRORS SHOP DRAWINGS FOR REINFORCING REQUIRED)
OR OMISSIONS AS A RESULT OF CHECKING AND REVIEWINb ANY SHOP ALL MASONRY CONSTRUCTION TO ,BE IN ACCORDANCE WITH "SPECIFICA-
DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE GOOD BY TION FOR MASONRY STRUCTURES , ACI 530.1 -99 AND PROVISIONS OF THE
CONTRACTOR, IRRESPECTIVE OF RECEIPT CHECKING OR REVIEW OF FLORIDA BUILDING CODE. ALL MASONRY WALLS TO BE
DRAWINGS BY A/E AND EVEN THOUGH *ARK IS DONE IN CONSTRUCTED ENTIRELY OF UNITS CONFORMING TO ASTM C -90 -90 AND
ACCORDANCE WITH SUCH DRAWINGS. REINFORCED WITH 9 GAGE L,(4DDER TYPE HORIZONTAL MASONRY
10. THE REVIEW OF ALL STRUCTURAL SUBMITTALS BY THE STRUCTURAL REINFOR&ING LOCA D AT 16 O.C. ALL MASONRY TO BE LAID IN
ENGINEER OF RECORD SHALL BE TO INSURE THAT HIS INTENT HAS BEEN TYPE "M MORTAR 2500 PSI ON THE JOB) WITH FULL HEAD AND BED
UNDERSTOOD AND THAT THE SPECIFIED CRITERIA HAVE BEEN USED. A JOINTS. ALL MASONRY CONSTRUCTION TO BE EITHER BOUND BY TIE
COPY OF ALL STRUCTURAL SUBMITTALS WILL BE RETAINED FOR RECORD BEAMS AND TIE COLUMNS.
KEEPING PURPOSES ONLY. 2. REINFORCED UNIT MASONRY: ALL REINFORCED MASONRY CONSTRUCTION
11. WHERE CRITICAL DIMENSIONS CANNOT BE DETERMINED FROM THE PLANS SHALL BE IN ACCORD WITH APPLICABLE PROVISIONS OF CONCRETE
OR WHERE NEW WORK ADJOINS EXISTING CONSTRUCTION, OR WHERE ONt REINFORCEMENT, CAST -IN -PLACE CONCRETE AND CONCRETE MASONRY.
MATERIAL ADJOINS AN IN -PLACE MATERIAL, CONTRACTOR SHALL TAKE VERTICAL REINFORCING S L ANCHOR INTO SUP RTING CONCRETE
FIELD MEASUREMENTS AS REQUIRED TO COMPLETE SHOP DRAWINGS AND MEMBERS WITH A CLASS �'A C�` LAP LENGTH PLUS 3 OR FULL DEPTH, PLUS A
INSTALLATION. REPORT ANY DISCREPANCIES BETWEEN FOLD MEASURED STANDARD HOOK. LAPS WITH REINFORCED MASONRY SHALL BE 48 BAR
DIMENSIONS AND SCALED DRAWING DIMENSIONS TO A/E BEFORE DIAMETERS. CONTRACTOR SHALL COORDINATE PLACING OF DOWELS TO
PROCEEDING WITH THE WORK. ACCOMMODATE MODULE OF MASONRY UNITS. ALL VERTICAL CELLS AND
12. WHERE-A LINE OF STRUCTURE, OPENING LOCATION, OR DIMENSION IS BEAMS WITH REINFORCING SHALL BE FILLED WITH COARSE GROUT
CRITICAL AND BASED ON THE REQUIREMENTS OF ANOTHER TRADE OR CONSISTING OF 3090 PSI CONCRETE WITH 8 COARSE AGGREGATE. USE
SUBCONTRACTOR THAT SUBCONTRACTOR SHALL SUBMIT A SHOP DRAWING " Q "
WITH THE REQUIRED DIMENSIONAL INFORMATION UPON WHICH THE HIGH -SLUMP 8 OF PEN CELL ED� ESE HEIGHT OF LIFT EXCEEDS 4 -0
CONTRACTOR SHALL BASE THE LAYOUT AND CONSTRUCTION. THIS WHERE HEIGHT OF OPEN CELL EXCEED 4 -0 USE HIGH -LIFT
PROCEDURE IS MANDATORY FOR CURTAIN WALL SYSTEMS, ARCHITECTURAL GROUTING TECHNIQUE WHICH REQUIRES A CLEAN -OUT OPENING t- JFiE
PRECAST SYSTEMS AND ALL MECHANICAL AND ELECTRICAL OPENINGS. BOTTOM OF ALL CELLS AND PLACING THE GROUT IN MAXIMUM 4' -D
LIFTS WITH A 30 TO 60 MINUTE DELAY BETWEEN LIFTS.
S T R U C T U R A L D E S I G N C R1 T E R I A: 3. CONCRETE MASONRY UNITS (BLOCK) SHALL COMPLY WITH THE PROVI-
1. THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FLORIDA SIONS OF THE STANDARD SPECIFICATION FOR THE DESIGN AND
BUILDING CODE AND OTHER CODES REFERENCED THERE -IN CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY,ACI 530.
4. HOLLOW BLOCK SHALL COMPLY TO ASTM C- 90 -90, TYPE II, GRADE N -II.
2. WIND LOAD CRITERIA 5. MORTAR SHALL COMPLY WITH ASTM C- 270 -92, TYPE M. WITH A MINIMUM
BASIC WIND VELOCITY - 146 MPH AS PER ASCE 7/98 IN COMPLIANCE COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI.
WITH FLORIDA BUILDING CODE 2001. 6. HORIZONTAL REINFORCING SHALL BE DUR -O -WALL STANDARD 9 GA.) AT 16" O.C.
3. LIVE LOADS: (TRUSS TYPE FOR NON - REINF. MASONRY AND LADDER TYPE FOR REINF.
SEE PLANS FOR ADDITIONAL LOADING INFORMATION. MASONRY) ASTM CLASS B -2, HOT DIPPED GALVANIZED OR APPROVED EQUAL
7. VERTICAL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60.
E A R T H W 0 R K : FILL ALL REINFORCED CELLS WITH 3000 PSI CONCRETE OR GROUT.
1. CONTRACTOR SHALL DEWATER SITE AS NECESSARY, SO THAT ALL SEE PLAN FOR SIZE AND SPACING OF VERTICAL REINFORCING.
CONCRETE CAN BE PLACED IN THE DRY. ALL BACKFILL SHALL BE 8. MASONRY COMPRESSIVE STRENGTH fm = 2000 PSI. (NET AREA COMPRESSIVE
ACCOMPLISHED USING MATERIAL CONSISTING OF CRUSHED STONE AND/OR STRENGTH OF CONCRETE MASONRY UNITS = 2800 P.S.I.)
MATERIAL APPROVED BY THE GEOTECHNICAL ENGINEER. THE BACKFILL 9. STRUCTURAL DESIGN OF ENGINEERED UNIT MASONRY COMPLIES WITH ACI 530 -99
MATERIAL SHALL BE PLACED AGAINST WALLS WHICH DO NOT HAVE 5 -99
PERMANENT FLOORS AT THE TOP AND BOTTOM WITHOUT PROVISIONS FOR / ASCE / TMS 402 -99, BUILDING CODE REQUIREMENTS FOR MASONRY
ADEQUATE TEMPORARY BRACING OF THOSE WALLS. STRUCTURES AND THE COMMENTARY ON BUILDING CODE REQUIREMENTS FOR
PROVIDE ADEQUATE EXCAVATION SPACING IN ACCORD WITH MASONRY STRUCTURES. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI
GEOTECHNICAL ENGINEER'S RECOMMENDATIONS TO MAINTAIN EXISTING 530.1 -99 / ASCE 6 -99 / TMS 602 -99 SPECIFICATIONS FOR MASONRY
FOOTINGS, UTILITIES AND OTHER IMPROVEMENTS IN A SAFE
CONDITION. STRUCTURES AND THE COMMENTARY ON SPECIFICATIONS FOR MASONRY
STRUCTURES.
F O U N D A T1 O N S: (SPREAD FOOTINGS)
1. FOUNDATION INVESTIGATION & RECOMENDATION BY DYNATECH ENGINEERING S T R U C T U R A L W O O D
CORP. DATED AUGUST 22, 2003. INDICATE A SAFE BEARING CAPACITY OF 1, WOOD DESIGN IN CONFORMANCE WITH NATIONAL DESIGN SPECIFICATION
3.0 K.S.F. CONTRACTOR MUST FAMIUAR!ZE HIMSELF WITH THE REFERENCED FOR WOOD CONSTRUCTION.
GEOTECHNICAL REPORT PRIOR TO CONSTRUCTION. 2, TO BE AIR DRIED, WELL SEASONED AND GRADE MARKED AT MILL.
2. TOP OF WALL FOOTINGS TO BE AT SAME ELEVATION AS TOP OF COLUMN 3. TO BE NO. 2 SOUTHERN PINE, NO. 1 DOUGLAS FIR.
FOOTINGS. WALL FOOTING REINFORCEMENT TO RUN CONTINUOUS
THROUGH COLUMN FOOTING. STEP WALL FOOTING FROM HIGHER COLUMN 4. ALL STRUCTURAL WOOD TO BE SURFACED 4 SIDES (S -4 -S) WITH A
FOOTING TO LOWER ONE. MINIMUM FIBER STRESS IN BENDING OF 1100 P.S.I. AND A MAXIMUM
R E I N F O R C I N G S T E E L: (SHOP DRAWING REQUIRED) MOISTURE CONTENT OF 19 %.
1. TO BE NEW BILLET STEEL CONFORMING TO A.S.T.M. A615 5. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, STUCCO,
GRADE 60 SPECIFICATIONS, FABRICATED IN ACCORDANCE WITH MANUAL MASONRY OR OTHER CEMENTITIOUS MATERIALS SHALL BE TREATED
OF STANDARD PRACTICE OF THE C.R.S.I. AND PLACED IN ACCORDANCE TO COMPLY WITH AWPA STANDARD LP -2.
WITH A.C.1.315 R -94 AND A.C.I. MANUAL OF ENGINEERING AND PLACING 6. STORE ALL LUMBER ABOVE GRADE OR FLOOR. STACK TO ALLOW
DRAWINGS FOR REINFORCED CONCRETE STRUCTURES PROPER AIR CIRCULATION AND PROTECT FROM WETTING WITH SUITABLE
2. COLUMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS COVER.
VERTICALS ABOVE. LAP 40 BAR DIAMETER OR MINIMUM OF 18 ", 7, ALL WOOD TRUSSES SHALL BE DESIGNED FOR THE SUPERIMPOSED
U.O.N. PROVIDE RIGID TEMPLETS FOR DOWEL LOCATION. PROVIDE
STANDARD HOOKS FOR ALL VERTICAL REINFORCEMENT AT NON -CON- LOADS GIVEN ON PLAN PLUS WEIGHT OF THE TRUSS.
TINUOUS COLUMNS U.O.N.). 8. WOOD TRUSSES SHALL ALSO BE DESIGNED TO RESIST GIVEN UPLIFT
3. ALL DOWELS FOR C LUMNS AND WALLS TO BE SECURED IN POSITION LOADS.
PRIOR TO CONCRETING. DRILLING OR , PUSHING THE DOWELS INTO
POSITION IN WET CONCRETE IS NOT PERMITTED. 9. SUBMIT PLAN(S) AND CALCULATIONS SIGNED AND SEALED BY A
4. CONCRETE COVER UNLESS OTHERWISE DETAILED ON DR WINGS:
FOOTINGS 3 ", COLU lVS 1 -3/4 TO TIES, BEADS 1 -3 4" TO TIES FLORIDA REGISTERED ENGINEER FOR A E REVIEW PRIOR TO
/
INTERIR SLABS 3%4 , EXPOSED SLABS 1 -1/2 , SLABS ON GRADt FABRICATION. THE SUBMITTALS SHALL INCLUDE THE PROJECT IDENTITY,
1 -1/2 MEASURED FROM TOP OF SLAB. THE LOADING AND DESIGN CRITERIA; TRUSS DETAIL AND TRUSS
5. SLAB AND BEAM REINFORCEMENT: PLACED IN ACCORDANCE WITH FRAMING PLAN SHEETS SHALL IDENTIFY EACH TRUSS AND LIST THE
REINFORCING DIAGRAMS, LAPPED 36 BAR DIAMETER OR MINIMUM 18 ".
BOTTOM BARS SPLICED ONLY AT SUPPORTS TOP BARS SPLICED ONLY AT DESIGN CRITERIA AND LOADING SPECIFY ALL MEMBER SIZES, BRACING
(U.O.N.).
MID-SPAN. ALL OOKS BARS BE "STANDARD 90 D GREENOR 180 DEGREE ANCHORAGE, CONNECTIONS, TRUSS LOCATIONS AND OTHER NECESSARY
HOOKS AS REQUIRED (U.O.N.1 TEMPORARY AND PERMANENT FABRICATION AND ERECTION INFORMATION.
6. ADDED REINFORCEMENT. PROVIDE ADDITIONAL CORNER BARS BENT 30" EACH DRAWING SHALL BEAR THE SIGNATURE AND IMPRESSED SEAL OF
MINIMUM EACH WAY AT CORNERS ALL BEAMS AND WALLS TO MATCH ALL HORIZONTAL THE FLORIDA REQISTERED ENGINEER WHO PREPARED THE DRAWINGS
BARS. PROVIDE #3 TIES 0 12" O.C. AT EA. END AND EACH SIDE OF EA. COLUMN. AND CALCULATIONS.
10. ROOF TRUSSES SHALL BE DESIGNED FOR COMPONENT & CLADDING LOADS
UNDER ASCE 7 -98. DO NOT MODIFY WOOD TRUSS LAYOUT WITHOUT THE
WRITTEN APPROVAL OF THE ENGINEER OF RECORD AND THE APPROVAL OF
TOP BARS SEE SCHED. REVISIONS TO THE MASTER PERMIT BY THE BUILDING DEPARTMENT.
(WHERE NO TOP BARS 1' -4"
SAME SIZE & NUMBER
AS FTG. REINF.)
(A I I _
BOT. BARS
SEE SCHED.
BOT. BARS -J -91111
SEE SCHED. 19-4"
2s
MIN.
TYPICAL STEPPED FOOTING DETAIL
NOT TO SCALE
i
1
N
�N
METAL SEAT AND
HURRICANE STRAP
AT EA. JOIST
2x6 TOP CHORD.
3x6 0 24" O.G.
METAL IIA14EII SEE ARCH.
T.O. WALL
• ELEV: VARIES
2 -16d NAILS �8" GONG. RAKED
(TYPICAL) WALL REINF. W/
TOP OF BEAM
ELEV: + 31' -0° 04 0 12" EA. WAY
HRTB -1 CENTERED.
2x4 CONT. HORIZ.
BRIDGIWG 0 4' -0" MAX.
3x4 CONT. P.T. WITH
1/2' EXP. BOLT 0 24"
(4" EMBEDMENT) jjNELEV : + 28' -6"
Sl
U
(L 03 0 12" TOP
cv I =
TOP OF SLAB
ELEV: + 25' -6"
X4024„
3 •4 TOP 4 50T
LINE OF TIE BM.
BEYOND
DROP TIE BEAM AT
OPENING AND ADD 11
4 05 4 +'3 TIES 0 1211 8 „ 1 -0 „ 1 -0
e '
(P
WALL
BEYOND 8 "x8" GONG. CAP
W/ 2 05 CONT.
PROVIDE CORNER
BARS.
EXTEND WIRE 05 0 32" O.C. IN CELLS
MESH all INTO J FILLED W/ CONC.
TIE BEAM _
TOP OF SLAB 1�
ELEV: + 15' -0"
N
ry
I +3 0 10" EA. WAY
SEE BEAM I TOP AND BOT.
SCHEDULE - 2 •4 CONT.
I
I ADD "4 0 12"
I
2T5-I
I
II
II
it
g„ 811
411/
SECTION 1 IN
1/2' = 1' -0' S -7
CONTINUOUS "E' BARS OVER EXTERIOR
0.33 (Lt) TOP BARS SUPPORT LEFT OR RIGHT
OR CANTILEVER (L) 0.33 (L1) OR 0.33 (L2) SID. 90' HOOK 0.25 L2
CANTILEVER
-t
TOP BARS WHICHEVER f
GREATER WHICHEVER S GREATER -C" BARS
2» „
BOTTOM BARS CONTINUOUS 'I" BARS
36 DIAM. LAP 36 DIAM. LAP "I' BARS W/
„ �� STD. HOOK
CANTILEVER L L1 J L2
'I-
CONCRETE BEAM DIAGRAM
NOTES:
I. WHERE NECESSARY CONT. TOP AND "I" BARS SHALL BE LAPPED 36 BAR DIAM.
AT MIDSPAN
2: PROVIDE Z 05 COMER BARS 2'46," x 2' -6" AT ALL TIE BEAMS ENDS AND INTERSECTIONS
CONCRETE BEAM SCHEDULE
ELEV.
SIZE
REINFORCING
#3 TIES (U. 0. N.)
MARK
OP .
REMARKS
W
D
BOTT.
TOP
C
E
I
BEAM
SPACING EACH END
15-1
+3' -1 1/2"
32"
18"
6 *1
4 rb
2 05
06"
15 -2
+ -11_6„
8"12"
MBAR
3 *1
401
2 *1
4 +'5
DOUBLE TIES i006" BAL. 08"*
* SEE SECTION 5/5-4 A/5 -1
15-3
81
2
301
401
4 .2
DOUBLE TIES 100roll BAL. e8ll
*
"LINE I.C3,
1211
3
t143/411 AT T-1011 FROM I.S. SEE A/S -1
18 -4
8111211
283V
3 "1
4 *1
4 «9
DOUBLE TIES 08" (SEE B /5 -5)
* SEE SECTION 2/8-4 4 A/5-1
,
15 -5
+3' -4 3/411
8„ 11
12
spa*
*
3"11
401
2 01
4 +'S
DOUBLE TIES ,06" (SEE 5/6-1)
* VARIES 41 /211 21 -1 11 LINE 1.9,
t14>/z AT 2 10 FROM 1.9
15 -6
+3'-611
8" „
12
28"
*
301
401
2 *1
405
DOUBLE TIES 1006" BAL. 08"
* 18" FROM 19 TO 25
13V211 FROM 25 TO 3(SEE 5/8 -1)
15-1
+4' -511
811
20112 "
2 *i
2 °l6*
2 S
606" SAL. 0811
* EXTEND 2 X16 TOP 3' -6" INTO
WALL EA. END.
15 -8
+3' -11/21,
32"
18"
5 *1
5 "5
2 45
1206, BAL. 0 8"
115-9
+3' -31/21,
16"
22"
4 •8
3 wb
2 05
606, BAL. 08"
15 -10
81112"
2810,,12%
2.16
2
2 +5
DOUBLE TIES 50811 BAL, ,01011
iTB -I
+2' -10"
8"
12"
2 45
245
401211, BAL., 02411, 08 AT OPENINCx S
DROP TO TOP OF OPENINCsS
AND ADD 2 +5 BOTT.
1T5-2*
+2' -1011
81,
12'1
2 +'5
2 S
4012", BAL, ,024", *8 AT OPENING
* SEE SECT. 2/8-2
1T5-3
LAB �c
g„
121,
2 05
2 S
0 24" O.C.
25 -1
+14' -4"
32"
22"
9 05
5 01
2 05
0 6" O:G. (+11 4 12" )
25 -2
+16' -6"
8 "1211
24"
4 *1•
2 *1•
2 05•
0 8" O.G.
*ADD 105 T.45. AT 12" WIDE
215-3
+16' -6"
8"
24"
2 01
2 *1•
2 01
(W LA
2 45
0 10" O.G.
* HOOK AL RE . INTO COLS.
ON LINES 2 ) 4 5
25 -4
+15' -0"
8"
44"
6 w7*
2 "8
8 "5*
0 all O.G. (* HOOK ALL REIN.
* EXTEND 6 01 TOP IN 3 LAYERS
INTO 25 -5)
6' -0" INTO 2TB -5
25 -5
+14' -4"
all
36"
2 08*
2 +h6
4 "5
0 12" O.C.
TWO LAYERS
25 -6
AP -10"
12"
12"
3 S*
3 is*
2 05*
411 BAL. a all
* HOOK EA END INTO FAR
FACE OF COL. 6
25 -1
+13' -6"
12"
24"
2 05
2 05
0 1211 O.C.
2T5-1
+14' -4"
all
14"
2 05
2 45
401211, BAL., 02411, 012 AT OPENINGE
DROP TO TOP OF OPN'GS AND
D 205 BOTT. 4 +3 TIES 01211
2TB -2
+15' -0"
8"
22"
2 "5
2 ✓
4012", BAL., 024 ", 012 AT OPENI
DROP TO TOP OF OPN'GS AND
ADD 2S 5OTT. 4 03 TIES 012"
2T5-3
FIELD
8"
12"
2 45
2 "5
0 12" O.G.
2715-4
+14' -3"
8"
13"
2 S*
2 05 *
4012", BAL., 02411, 012 AT OPENI
* HOOK AT CORNERS
DROP t0 TOP OF OPENINCsS
RT5-1
+24' -10"
8"
26"
2 05
2 05
401211, BAL., 02411, 08 AT OPENINGe
AND ADD 2+'S BOTT.
RT5-2
+24' -i0"
8"
26"
2 #1*
4 01 *1
4 «5*
0 811 O.C.
*4*1 IN TWO LAYERS, HOOK ALL
REIN. INTO RT5-4. SEE A/S -1.
RTB -3
+24' -1011
8"
24"
4 *1*
4 *1*
2 +5
• 8" O.G. (•EXTEND 4*1T.
*4*T IN TWO LAYERS, HOOK ALL
8' -0" INTO RT5-4)
REINF. INTO RT15-5.
RT5-4
+25' -6"
8"
34"
2 *1
4 *1 *
405
0 10" O.C.
* 4 01 T. IN Z LAYERS W/ V
BETWEEN BARS.
*i*
*i*
2 +5*
*HOOK ALL REINF. INTO RTB -1
RTB -5
+Z4' -10"
81,
24"
2
2
0 10" O.G.
EACH END.
RTB -6
+25' -6"
8" „
34"
4 *1*
4 *1*
Q N5
1006 ", BALD, 0 10" O.C.
* 4 *1 T. 4 B. IN Z LAYERS W/ P
2
(ADD 1+5T.45. AT 1211 WIDE. SEE 10/5 -5J
BETWEEN BARS.
RT15-1
+25' -6"
8"
32"
2 05
2 05
4+15
0 1011 O.C.
* EXTEND 4' -0" INTO SLAB.
R5-1
+21' -0"
all
29,11
4 *1*
2 01
2 +5
606 ", BAL., 0 10" O.C.
* TWO LAYER
R5-2
+21' -8"
12"
25"
3 *1
2 *1
2 S
0 8" O.C.
HRT5-1
+31' -0"
all
16"
2 I5
2 05
2 +5
401211, BAL., 024"
HRTB -Z
*
6112'1
3811
3 "5
Z "4
6 N4•
* +3 0 1211
* SEE SECTION 2/S -5
1 1.9 2 2.� 3
TOP OF LEDGER �
a .-, r,-.. ..1.. 1 .-,�- r- A -
BEAMS 113-2, 1B -3 & 113-4 ELEVATION DETAIL
3/8' = V -0' (SEE SECTIONS & SCHEDULES FOR ADDITIONAL REINF.)
TOP OF LEDGER
VARIES W/ SLOPE
� 1.9 2
0
2' -1011 '21_0N
1/8- RADIUS EA. 1 #5 CONT. -
SIDE TOOLED - C' N
SAW CUT BEFORE CONSTRUCTION STOP REINF. EA. PREVENT BOND _
FOUR HOURS OLD SIDE OF JOINT CONC. SLAB SEE PLAN =r
1/8" SCHEDULED MESH " "
CONC. SLAB SEE PLAN FINISH GRADE LAP 2' -0" MIN. CENTER'D. IN SLAB 1 1 /2 x 2 2" CL. MAX.
REMOVABLE FORMED r
1 " MIN. -` 2" CL. -MAX. CONC. SLAB SEE PLAN KEYWAY "
Al
4*1 TOP CONT. IN TWO
LAYERS W/ P BET. BARS 241 -811
2.5
4
x x x i x x x/ x x x x x x x x x x x 1� -- �� �4 , ,1 �`r acv
CO • • �' - -- `� �_CONT�5077_REINF_ _ _ 1 3 - ID �#
VAPOR BARRIER � Z 1
2"
VAPOR BARRIER 8" 8" LAP VAPOR BARRIER
#4 CONT. 8" COMPACTED FILL MIN MIN 16" MIN.
SAW CUT JOINT (S "J.) THICKENED EDGE OF SLAB CONSTRUCTION JOINT (C.J.)
NOT TO SCALE NOT TO SCALE NOT TO SCALE
TYPICAL SLAB ON GRADE DETAILS (U.O.N.) "FO R " SLAB ON GRADE ON F RIST FL. ONLY" `C
N.T.S. \S -7
18 -5 I I 16 -6 I
I► COLUMN 10
BEAMS 113-5, 113-6 & 113-4 ELEVATION DETAIL
3/8' = V -0' (SEE SECTIONS & SCHEDULES FOR ADDITIONAL REINF,)
A
S -7
S -�
3
TOP OF LEDGER
N
1
ELEV: + 3' -6"
TOP OF BEAM
1
/ N
.L ELEV: +)'-2"
' ' ' T 50T OF BEAM
IN
' j ELEV: + 3' -6"
TOP OF BEAM
N
N
ELEV: + 1' -2"
50T OF BEAM
115-4
► + COLUMN O3
v
JCHAS & ASSOCIATES, PA
ARCHITECTURE PLANNING INTERIORS
4361 S.W. 11 TH STREET
Miami, Florida 33146
TEL: (305) 989 3149
FAX: (305) 447 1501
JACHASTANET @ ad.c=
A R 0 0 1 2 6 1 1
BRILL RODRIGUEZ SAAAS
Si ASSOCIATES, INC.
C.A. No_ OOOOOSOZ
9360 S.W. 72 ST_ SUITE 262
MIAMI, FLORIDA 33173
PHONE: 305- 273 -4204
FAX: 305- 273 -6575
OWNERS:
PALMS OF SUNSET J.V.
5835 Blue Lagoon Drive, Suite 200
Miami, Florida 33126
T 786.275.8480
F 786.275.8474
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DATE:
12 -17 -03
REVIS10NS,i ......
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1Q BLoG. DE��. 'T.t� -04
cc
PROJE6'1',f10.4'-
03 -060
DRAWN BY:
A.J.
CHECKED BY:
A.S.
SCALE:
AS SHOWN
SHEET No.
07
OF 7