13-1056-018CANTILEVER
BARS
CONT. TOP BAR
033 (L -1) OR
CANTILEVER 'L'
WHI SEVER
GREATER
'C' BARS STD. 90 DEG, HOOD
033 (L -1) 033 (L -2)
'E'
BOT. BARS I CONT. MIN BARS
EACH FACE
12 BAR 12 BAR
12 BAR DIA. 12 BAR DIA.
GAANTILEVER 'L' DIA_ L -I DIA` L -2
BF" STEEL FLACEA40gr DIAGRAM((
N.T.S.
NOTES :
I. WHERE NECESSARY CONT. TOP BARS SHALL
BE LAPPED 24 BAR DIA. IN MIDDLE 1/3 OF SPAN-
2. • WHICHEVER 16 GREATER-
3, BEAMS 0 THE PERIMETER OF THE STRUCTURE SHALL HAVE HAVE AT LEAST i/6 OF THE TENSION REINF. REQUIRED
FOR CONTINUOUS NEGATIVE MOMENT AT PER�METER��d�ID TIED WITH GLOSEp1871RRLMOMENT REINF. REQUIRED AT MID-SPAN MADE
A. REFERENCES
1, FLORIDA BUILDING CODE 2010
2. ASCE 1 -10
B. GENERAL
1, THE CONTRACTOR SHALL FIELD CHECK, ALL DIMENSIONS ON THE STRUCTURAL DRAWINGS AND VERIFY SAME
ON THE ARCHITECTURAL SET. ARCHITECTURAL DETAILS SUCH ASt SLAB DEPRESSIONS, WATERPROOFING,
CURBS, MECHANICAL OPENINGS, FASCIA FRAMING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE
ARCHITECTURAL SET.
2, THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING TO ENSURE SAFE WORKING
CONDITIONS AT ALL TIMES. ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2004
C . CONCRETE
1. SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.C.I.301 (2005 EDITION) TO ACHIEVE A 28 -DAY
COMPRESSIVE STRENGTH OF 3,000 P,S,I. AND A MAXIMUM WATER - CEMENT RATIO OF 0.40 BY WEIGHT AND A
SLUMP OF 4' UON ON PLAN.
2, ALL CONCRETE SHALL CONTAIN AN ENGINEER- APPROVED ASTM C -494 TYPE 'D' ADMIXTURE (WATER
REDUCING RETARDER, AIR ENTRAINED AGENT SHALL CONFORM TO ASTM C -260, ACCEPTABLE AIR
ENTRAINING ADMIXTURE: DARER 'AEA' BY W. R GRACE 4 CO., OR APPROVED EQUAL.
3. CONCRETE ON EXPOSED BALCONIES, SLABS, BEAMS AND STAIRS SHALL HAVE THE TOP SURFACE COATED
WITH 'ALKYL- ALKYOXY SILANE SEALER' OR ENGINEER- APPROVED EQUAL IN ACCORDANCE WITH
MANUFACTURERS RECOMMENDATIONS. WATERICEMENT RATIO IN EXPOSED BALCONIES SHALL BE 0.40 BY
WEIGHT. THIS CONCRETE SHALL HAVE A STRENGTH OF 5000 P.S.I.
4. TRANSPORTATION, PLACING AND CURING OF CONCRETE SHALL COMPLY WITH AC1 315 BUILDING CODE
(2005)
5. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN ACCORDANCE
WITH A.ST.M. STANDARDS, F.B.C. 2001 W/ 2009 REVISION, AND A.C.1. 318 (2002). TEST CYLINDERS MUST BE
TAKEN EVERY 50 CUBIC YARDS ON CONCRETE PRIOIR TO PLACEMENT. TESTINKs LAB SHALL PROVIDE COPIES
OF CONCRETE TEST RESULTS TO ENGINEER'S OFFICE FOR REVIEW.
6. CONCRETE MIX DESIGN SHALLBE SUBMITTED TO ENGINEERS OFFICE FOR REVIEW.
1. CONTRACTOR SHALL CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR
LOCATION OF ALL EMBEDDED ITEMS, SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC. PRIOR TO PLACING
CONCRETE.
8. UNLESS OTHERWISE NOTED ON PLANS, MINIMUM CONCRETE COVER TO REINFORCING STEEL SHALL BE
MAINTAINED IN ACCORDANCE WITH CHAPTER 1, SECTIONS 1:1.1,1:12 4 1:13 OF Ad 318 -1995 EDITION. SPECIFIC
CONCRETE COVERS ARE GIVEN IN THE FOLLOWING:
GRADE BEAMS: BOTT_ = V CLEAR
TOP = 2' CLEAR TO TIES
SIDE = 2' CLEAR TO TIES
SLAB ON GRADE: BOTT. = 2' CLEAR WHEN POURED ON 6 MIL VAPOR BARRIER
TOP = 1 1/2 ` CLEAR
IST AND 2ND BOTT. = 3/4' CLEAR
FLOOR SLAB: TOP = 3/4' CLEAR
(INTERIOR, PROTECTED)
(EXTERIOR, BOTT. = IN CLEAR
UNPROTECTED) TOP = I la' CLEAR
COLUMNS 4 BEAMS: AS SHOWN ON DETAILS
9. CONC. DESIGN! MIX SHALL BE REVIEWED 4 APPROVED BY ENGINEER OF RECORD PRIOR PLACING ANY
DESIGN MIX.
D. REINFORGINKs STEEL
1. SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, 4 CONFORM TO AJST.M. A615 GRADE 60.
2, ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED AFTER FABRICATION.
ACCESSORIES FOR REINFORCING SHALL BE INSTALLED IN ACCORDANCE WITH AC.I.315 (2005).
3. SUPPORT BARS SHALL BE +5 OR GREATER AND NOT SPACED MORE THAN 4' -0' O.C. SUPPORT BARS AND
ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN I' -8' PAST OUTERMOST CHAIR OR SUPPORT
4. A MINIMUM OF 3 SUPPORT BARS AND 3 INDIVIDUAL HIGH CHAIRS FOR EACH SUPPORT BAR SHALL BE
PROVIDED FOR TOP REINFORCING,
5, ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE MANUAL OF STANDARD
PRACTICE of THE CONCRETE REINFORCING STEEL INSTITUTE.
6, PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL COLUMN REINFORCING STEEL,
SUCH THAT A 2' MINIMUM CLEARANCE IS MAINTAINED.
E. STRUCTURAL STEEL
I. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES:
a. ALL UP, ANGLE BASE PLATES, CONN. PLATES (UON) - -- ASTM A36 CFY =3(o KSI)
b. STRUCTURAL TUBE ----------------------------- - -ASTM A500, GRADE B (FY =4(o KSI)
c. STEEL PIPE------------------------------------------ - -ASTM A53, GRADE B (FY =36 KSI)
d. ANCHOR BOLTS ( U: ON .) ------------------------- ASTM A301
2, ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, CORROSION PROTECTED 4 ERECTED IN
ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE, LATEST EDITION, EXCEPT AS MODIFIED IN
THEE ENOTES. PROVIDE IN SHOP ONE COAT OF RUST INHIBITING PAINT FOR ALL EXPOSED STRUCTURAL
STEEL.
3. ALL EXTERIOR COLUMNS, BASE 4 CAP PLATES SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION.
4. ALL ANCHOR BOLTS, HEADED STUDS SHALL BE HOT DIPPED GALVANIZED EXCEPT THAT EXPANSION
BOLTS FOR REAR EXTERIOR COLUMNS SHALL BE TYPE 304 STAINLESS STEEL AS MANUFACTURED BY
RAMSET/REDHEAD.
5. CONNECTIONS SHALL BE BOLTED/WELDED AS SHOWN ON PLANS. THE FABRICATOR IS RESPONSIBLE FOR
THE DESIGN OF CONNECTIONS NOT SHOWN ON THE DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE
STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF
MEMBERS CONNECTED.
6, UNLESS OTHERWISE NOTED OR SHOWN ON PLANS, CONNECTIONS AT BEAM /COLUMN AND BE41AUALL SHALL
BE DESIGNED FOR TWO- THIRDS OF THE ALLOWABLE LOAD ON THE MEMBER, AS DEFINED IN THE AISC TABLE
FOR ALLOWABLE LOADS ON BEAMS.
1. GROUT FOR COLUMN BASE PLATES SHALL BE NON - SHRINK, NON - METALLIC GROUT SUCH AS MASTER FLOW
113, AS MANUFACTURED BY MASTER BUILDERS OR APPROVED EQUAL (5000 PSI MINIMUM)
8, ALL EXPOSED STRUCTURAL STEEL MEMBERS SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION.
TOUCH -UP IN FIELD AT WELDS AS REQUIRED,
F. WELD (NCI
ALL WELDING TO BE DONE BY CERTIFIED WELDERS. WELDING SHALL BE MADE WITH E10XX ELECTRODES
AND CONFORM TO THE CURRENT RECOMMENDATIONS OF THE A.I.S.C. AND THE AMERICAN WELDING SOCIETY.
1. CONCRETE MASONRY UNITS SHALL COMPLY WITH THE PROVISIONS OF T HE STANDARD SPECIFICATION FOR
DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY, NCMA TR -155 AND ACI 5301
2. HOLLOW MASONRY UNITS SHALL CONFORM TO ASTM C -90, TYPE -1, 'STANDARD SPECIFICATIONS FOR
HOLLOW LOAD BEARING CONCRETE MASONRY UNITS'
3. MORTAR SHALL CONFORM TO ASTMC -210, TYPE 'M' WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS
OF 2500 PSI.
4. HORIZONTAL JOINT REINFORCING SHALL BE STANDARD NO.9 LADDER TYPE FOR 8' THICK MASONRY
UNITS, AS MANUFACTURED BY 'DUR- O -WAL', HOT DIPPED GALVANIZED, OR ENGINEER APPROVED EQUAL
PLACED AT EVERY 2ND BLOCK COURSE (16' VERTICALLY) FOR ALL INTERIOR AND EXTERIOR WALLS. THE
JOINT REINFORCING SHALL EXTEND 8' INTO ADJACENT COLUMNS.
5, WHEN COLUMNS ARE CONSTRUCTED FIRST, BLOCK AND COLUMN SHALL BE TIED THRU 20 GAUGE
GALVANIZED CORRUGATED DOVETAIL SLOTS AND IN X 5' X 16 GA. GALVANIZED CORRUGATED DOVETAIL
ANCHORS AT THE SAME LOCATION AND SPACING AS THE HORIZONTAL JOINT REINFORCINGLED IN
6. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING LOCATION SHALL BE
FILLED WITH CONCRETE.
1. MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE 4' -0'.
8. SLUMP V + IN FOR GROUT
9. REFER TO ADDITIONAL REINFORCING NOTES ON FLOOR PLANS.
10. COMPRESSIVE STRENGTH OF UNIT MASONRY SHALL BE MIN, OF 1900 PSI RESULTING IN F'm = 1500 PSI
IL COMPRESSIVE STRENGTH OF GROUT SHALL BE 3000 PSI • 28 DAYS
H. NOA/SPECIALTY ENGINEER
1. ALL PRE- ENGINEERED, PREMANUFACTURED ITEMS REQUIRE MIAMI -DADE NOTICE OF APPROVAL (NOA). CERTAIN
ENGINEERED ITEMS REQUIRE ANALYSIS, DESIGNS, DRAWINGS 4 DETAILS TO BE PROVIDED BY THE
CONTRACTOR'S/MANUFACTURER'S SPECIALTY ENGINEER(S) REGISTERED TO PRACTICE IN THE STATE OF FLORIDA. THE
SPECIALTY ENGINEER'S SERVICE MAY ALSO BE REQUIRED WHEN REQUESTED BY THE ENGINEER OF RECORD (EOR).
THESE ITEMS INCLUDE, BUT NOT LIMITED TO:
2. FOR ITEMS THAT REQUIRE ANALYSIS, DESIGNS, DRAWINGS 4 DETAILS BY THE SPECIALTY ENGINEER, THE
CONTRACTOR SHALL PROVIDE ALL SUCH SERVICES THRU HIS SPECIALTY ENGINEERS) AT NO ADDITIONAL COST TO THE
OWNER OR TO THE ARCHITECT/ENGINEER. ALL SUCH CALCULATIONS AND DRAWINGS SHALL BE DULY SIGNED AND
SEALED BY THE CONTRACTOR'S SPECIALTY ENGINEER(S).
I. SHOP DRAWINGS
PRIOR TO FABRICATION, SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, FOUR SETS OF SHOP DRAWINGS FOR ALL
REINFORCING 4 STRUCTURAL STEEL (CERTIFIED MILL TESTS ARE ALSO REQUIRED PRIOR TO ERECTION). FOR
COMPONENTS OUTLINED IN NOTES 'J', SUBMIT FOUR SETS OF SHOP DRAWINGS 4 DESIGN CALCULATIONS SIGNED 4
SEALED BY FABRICATORS SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA.
J. BRACING
1, THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE INTRODUCED WHEREEVER
NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE STRUCTURE MAY BE SUJECTED. INCLUDING EQUIPMENT AND
OPERATION OF SAME. SUCH BRACING SHALL BE THE R:EPSONSIBILITY OF THE GENERAL CONTRACTOR AND SHALL BE
LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY.
2, PRECAST STRUCTURES MUST HAVE ERECTION BRACING TO SUSTAIN WIND VELOCITY OF 15 M.P.H. AND CONTRACTOR
SHALL PROVIDE BRAACWG SHOP DRAWINGS SIGNED AND SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE
STATE of FLORIDA.
1. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL HAVE A MINIMUM ALLOWABLE BENDING STRESS OF 1,200 P.S_I.t
MINIMUM ALLOWABLE SHEAR STRESS OF 10 P.S.I. AND MODULUS OF ELASTICITY OF 1,200 ,000 P.Sa. AT i9
CONTENT IN ACCORDANCE WITH A.1 T.C. STANDARDS.
2. TRUSSES TO BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR LOADS PER
APPLICABLE BUILDING CODE AND /OR AS SHOWN ON DRAWINGS,
3, WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL BE SOUTHERN YELLOW PINE *2 WITH A 19 qo MOISTURE CONTENT.
L. SHORING
1, FORMS AND SHORING FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO WITHSTAND THE DEAD LOAD OF
CONCRETE AND THE ANTICIPATED CONSTRUCTION LOADS.
2. WHEN CASTING A SLAB, THERE SHALL BE SHORING BELOW IT CONTINUOUS TO THE GROUND.
3. IN NO CASE SHALL SLAB AND BOTTOM BEAM FORMS BE STRIPPED EARLIER THAN 21 DAYS AFTER PLACEMENT AND
UNTIL THE COMPRESSIVE STRENGTH OF 3,200 P.S i. (FOR 4 ,000 P.S.I.) AND 4,000 PS.I_ (FOR E ow PJS.I.) HAS BEEN
ATTAINED.
4. THE SYSTEM OF SHORING SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S SPECIALTY ENGINEER PRIOR
TO INSPECTION OF BY THE THRESHOLD /SPECIAL INSPECTOR.
5. DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH THE A.C.I.318 BUILDING CODE
(LATEST EDITION) AND BE ENTIRELY THE REPSON51BILITY OF THE GENERAL CONTRACTOR
6, SHORING DRAWINGS SHALL BE PROVIDED BY GENERAL CONTRACTOR AND SHALL BE DESIGNED, SIGNED AND SEALED
BY THE CONTRACTOR'S SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA.
M. LINTELS
ALL DOOR AND WINDOW OPENINGS IN LOAD BEARING AND NON -LOAD BEARING MASONRY WALLS SHALL HAVE EITHER
CAST -IN -PLACE OR PRECAST CONCRETE LINTELS, IF P/C LINTELS ARE USED, PROVIDE MIAMI -DADS NOA'S FOR ALL
SUCH LINTELS, UNLESS OTHERWISE NOTED, PROVIDE CAST -IN -PLACE LINTELS.
N. CORROSION PROTECTION
1, FOR ALL CONCRETE BALCONIES 4 EXPOSED CONCRETE PROVIDE WATER BASE SEALER EQUAL To
ENVIROSEAL 40 BY HYDROZO.
O. WOOD TRUSS GENERAL NOTES:
THE TRUSS LAYOUT SHOWN ON THESE PLANS ARE SCHEMATIC IN NATURE. HOWEVER, THE SUPPORTING
SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN WILL PARALLEL
FINAL TRUSS DESIGNERS LAYOUT. THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS, ETC.)
CAN BE MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE ENGINEER OF RECORD WHO MUST REVIEW PROPOSED
CHANGES AND AUTHORIZE STRUCTURAL REVISIONS ACCORDINGLY. FINAL SIGNED AND SEALED ENGINEERED TRUSS
DESIGN MUST BE SUBMITTED TO THIS OFFICE FOR REVIEW AS PER GENERAL NOTES. TRUSS DESIGNERS MUST PROVIDE
ALL TRUSS TO TRUSS CONNECTIONS AS PART OF THIS DESIGN.
ADDITIONAL NOTES FOR TIE BEAMS
1. TYR TIE BEAM REINF. SHALL BE CONT. 4 LAPS FOR TOP 4 BOTT. REINF_ SHALL BE
STAGGEED.
2. WHERE TIE BEAMS FOR" 1 CORNERS OR ACUTE / OBTUSE ANGLES. THE REINF. SHALL
BE LAPPED W/ TOP 4 BOTT. 2' -6`x 2' -(o' LAP BARS OF MATCHING ANGLES 6 ACUTE /OBTUSE
ANGLES,
3, WHERE TIE BEAM TERMINATES WITHOUT FORMING A CORNER OR ANGLES, THE TOP REINF.
SHALL BE HOOKED OR EXTENDED INTO ADJACENT SLAB AS THE CASE MAY BE C PER TYP.
BEAM DIAGRAM).
4. WHERE TIE BEAM OCCURS ADJACENT TO A DESIGNED BEAM, THE TIE BEAM REINF. SHALL
BE EXTENDED INTO THE DESIGNED BEAM FOR CLASS 'C' LAPS.
5, UNLESS OTHERWISE NOTED TIES FOR THE TIE BEAMS SHALL BE 4 r 3. 12' • EA. CORNER
4 BEND 4 ON EACH SIDE OF INTERMEDIATE COLUMNS 4 FOR THE REMAINDER LENGTH PROVIDE
r 3 is 48' OTC.
I"5 ITT. GC7F2NlER —
BAR 2'- 6'x2' -6' (TYf=)
TYf=- FOOTING CORNER. 5AR DTL_
3/4' = V
2 •3 TIES
a 4' O.C.
COL. DOWELS SAME
SIZE, QTY. 4 PATTERN AS
COL - REINF. SEE SCHED-
lUUL1F. -1
COLUMN TERMINATE NTIwCALS
STD. HOOK
i
CONCRETE
OF COLUMN 4 FOOTING
x x
8 MIL
VAPOR BARRIER
TOP 5AFro
PER FTG. SC -HED.
GONG. FOOTIN NN BOTT. BARS
FOR SIZE 4 REINF. PER FTG. SCHED.
(SEE SCHEDULE)
3° MIS F-
01
TYf=. CONCRETE COLUMN
AND FOOTING DETAIL
TYP.
SPACING
WOOD BUC
JAMB DETo
2' 2 x 1 2'
PEN. TAP C
(TYP.)
+4 "-Wo'+�O* TYP. SPACING +(o+6"+4'+
ROUGH OPENING -�
DOOR 4 WINDOW 5UCK
z
z
w
OL
O
O
Q �!
m�!
cn
�d
�a
WHERE SIZE OF BARS
DIFFER LAP LARGER
SIZE
NOR1Z BARS
T I=. INTERSECTION DET_
FOR TIE 5EAM 4 FTC.
(D a' CONC. BLOCK WALL
2 FILL CELL W/ CONC.
3 CON(. COL.
4 STANDARD 09 LADDER TYPE HORIZ.
JOINT REINF. a 16' O.C. VERTICALLY
(EVERY OTHER COURSE)
CONC_ COL, TO MASONRY
CONNECTION DETAIL
N.T.S.
n
TIE SEAM CORNER.
PLAN DETAIL
SCALE: 3/4 , = V-0"
/ EXISTWS Co c. FTC.
NEW CON-. FTCs.
2 5 DOWELS X 2' -6'• TOP! BOTT,
DRILLED INTO EXISTws GONG. FTC.
FOR 6' 4 SET IN EPDXY GROUT
NEW CONC. FTC , TO EXIST'G
CONC. f=TC3. CONN. DETAIL �-
N.T.S.
104 DOWELS X V-0'4 12'
Or- DRILLED INTO EXIST,
CONC. SLAB FOR 4' 4 SET
uu EPDXY
NEW SLA5 TO EXIST
LA5 CONN. DETAI L `
N.T.S.
;1 t�-�
.6
�"r" af "
° F. �
FASTENING SCHEDULE 1.1.TS. 3 2 ,TIU1 JOSEPH CFiAt[P?� srn'CGC
P E # 40587 '11e 6821
NOTE:
SPECIFIED FA4STERNERS TO SE THRU WINDOW FRAME/BUCK
4 INTO CONCRETE AS PER PRODUCT APPROVAL.
STATE OF FLORIDA
B, A, & KGRaUP, INC.
12000 SW 92 ST, MIAMI, FL 33186 -2018
T; 786.488.1000 F: 88$.448.6511
E: ENGINEERCONTRACTOR @GMAIL.COM
CA #26913
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