13-792-025CONT. TOP BA "C" 5AR6 STD, 90 DEG. NOOK
033 (L -U OR
CANTILEVER "L" 03* (L -1) 03* (L -2) 025(L -2)
CANTILEVER TOP
BARS WW1CISEVER "Ell BAR
GREATER
BOT. BARS CONT. "I" BARS
EACH FACE
12 BAR 12 BAR
12 13AR D A. 12 BAR DIA.
CANTILEVER "L" D A. L -1 D A. L -2
5TE E J__. PLACEMENT D I AG;fii�AM
N_T.5_
NOTES
I. WHERE NECESSARY CONT, TOP BARS SHALL
BE LAPPED 24 BAR DIA. IN MIDDLE 1/3 OF SPAN.
2_ • WHICHEVER IS GREATER.
3_ BEAMS a THE PERIMETER OF THE STRUCTURE SHALL HAVE AT LEAST 116 OF THE TENSION EINF. REQUIRED
FOR NEGATIVE MOMENT AT THE UPPORT ANF 114 OF THE POSITIVE MOMENT REINF. REQUIRED AT MID -SPAN MADE
CONTINUOUS AROUND THE PERIMETER AND TIED WITH CLOSED STIRRUPS.
GENERAL STRUCTURAL NOTES
A_ REFERENCES
1. FLORIDA BUILDING CODE 2010
2. ASCE 1 -2010
B. GENERAL
1. THE CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS ON THE STRUCTURAL DRAWINGS AND VERIFY SAME
ON THE ARCHITECTURAL SET_ ARCHITECTURAL DETAILS SUCH ASf SLAB DEPRESSIONS, WATERPROOFING,
CURBS, MECHANICAL OPENINGS, FASCIA FRAMING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE
ARCHITECTURAL SET_
6. UNLESS OTHERWISE NOTED OR SHOWN ON PLANS, CONNECTIONS AT BEAM /COLUMN AND BEAM/WALL SHALL
BE DESIGNED FOR TWO- THIRDS OF THE ALLOWABLE LOAD ON THE MEMBER, AS DEFINED IN THE RISC 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. WELDING
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.
G.MASONRY
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 530.E
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 I" X 5" X 16 GA. GALVANIZED CORRUGATED DOVETAIL
ANCHORS AT THE SAME LOCATION AND SPACING AS THE HORIZONTAL JOINT REINFORCING.LED 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 S" + I" FOR GROUT
9. REFER TO ADDITIONAL REINFORCING NOTES ON FLOOR PLANS.
10. COMPRESSIVE STRENGTH OF UNIT MASONRY SHALL BE MIN_ OF I900 PSI RESULTING IN f'm = 1500 PSI
11. COMPRESSIVE STRENGTH OF GROUT SHALL BE 3,000 P51 a 28 DAYS
H. NOA /SPECIALTY ENGINEER
I. ALL PRE- ENGINEERED, PREMANUFACTURED ITEMS REQUIRE MIAMI -DADE NOTICE OF APPROVAL (NOA). CERTAIN
ENGINEERED ITEMS REQUIRE ANALYSIS, DESIGNS, DRAWINGS i DETAILS TO BE PROVIDED BY THE
CONTRACTOR'SA IANUFACTURER'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 t 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
BAR 2'- 6114' -6o" (TYP)
TYP. FOOTING CORNER 15AR DTL_.
3/4" = I'
2 03 TIES
a 4" O .C.
COLUMN VERTICALS
z TERMINATE IN 50
STD. HOOK
2_ THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING TO ENSURE SAFE WORKING PRIOR TO FABRICATION, SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, FOUR SETS OF SHOP DRAWINGS FOR ALL COL. DOWELS SAME
SIZE, QTY_ .PATTERN AS
CONDITIONS AT ALL TIMES. ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2004
REINFORCING 4 STRUCTURAL STEEL (CERTIFIED MILL TESTS ARE ALSO REQUIRED PRIOR t0 ERECTION). FOR COL. REINF. SEE SCHED.
COMPONENTS OUTLINED IN NOTES 'J', SUBMIT FOUR SETS OF SHOP DRAWINGS t DESIGN CALCULATIONS SIGNED 4 WWF.
C CONCRETE SEALED BY FABRICATORS SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA.
1. SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.C.I.301 (2005 EDITION) TO ACHIEVE A 28 -DAY J_ BRACING SEE PLAN
St N tN OF 3 00 S I AND A MAXIMUM WATER CEMENT RATIO aF @b@ BY WEIGHT AND A x x--F
COMPRESS VE RE G ,0 P -
SLUMP OF 4" UON ON PLAN.
I, THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE INTRODUCED WHEREEVER
2, ALL CONCRETE SHALL CONTAIN AN ENGINEER- APPROVED ASTM C -494 TYPE 'D' ADMIXTURE (WATER
NECESSARY TO TAKE CARE OF ALL LOADS t0 WHICH THE STRUCTURE MAY BE SUJECTED. INCLUDING EQUIPMENT AND
REDUCING RETARDER), AIR ENTRAINED AGENT SHALL CONFORM TO ASTM C -260, ACCEPTABLE AIR
OPERATION OF SAME. SUCH BRACING SHALL BE THE REPSONSIBILITY OF THE GENERAL CONTRACTOR AND SHALL BE
ENTRAINING ADMIXTURE: DAREX "AEA" BY W_ R. GRACE t CO, OR APPROVED EQUAL.
LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY.
3, CONCRETE ON EXPOSED BALCONIES, SLABS, BEAMS AND STAIRS SHALL HAVE THE TOP SURFACE COATED
2, PRECAST STRUCTURES MUST HAVE ERECTION BRACING TO SUSTAIN WIND VELOCITY OF 15 M.P.N. AND CONTRACTOR
WITH "ALKYL- ALKYOXY 51LANE SEALER" OR ENGINEER - APPROVED EQUAL IN ACCORDANCE WITH
SHALL PROVIDE BRACING SHOP DRAWINGS SIGNED AND SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE
MANUFACTURERS RECOMMENDATIONS. WATER/CEMENT RATIO IN EXPOSED BALCONIES SHALL BE 0.40 BY
STATE OF FLORIDA.
WEIGHT_ THIS CONCRETE SHALL HAVE A STRENGTH OF 5000 P.5J.
4. TRANSPORTATION, PLACING AND CURING OF CONCRETE SHALL COMPLY WITH A.C.I. 318 BUILDING CODE
K, WOOD
(2005)
w Y Y
5. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN ACCORDANCE
1. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL HAVE A MINIMUM ALLOWABLE BENDING STRESS OF 1,2@0 P,51i
WITH A.STM. STANDARDS, F.B.G. 2001 W/ 2009 REVISION, AND ALL 318 (2002). TEST CYLINDERS MUST BE
MINIMUM ALLOWABLE SHEAR STRESS OF 10 P.S.I. AND MODULUS OF ELASTICITY OF 1,200,000 P.S.I. AT 19
TAKEN EVERY 50 CUBIC YARDS ON CONCRETE PRIOIR TO PLACEMENT. TESTING LAB SHALL PROVIDE COPIES
CONTENT IN ACCORDANCE WITH A.I T.C. STANDARDS.
OF CONCRETE TEST RESULTS TO ENGINEER'S OFFICE FOR REVIEW.
2, TRUSSES TO BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR LOADS PER
6. CONCRETE MIX DESIGN SHALLBE SUBMITTED TO ENGINEERS OFFICE FOR REVIEW.
APPLICABLE BUILDING CODE AND/OR AS SHOWN ON DRAWINGS.
1. CONTRACTOR SHALL CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURERS SHOP DRAWINGS FOR
3. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL BE SOUTHERN YELLOW PINE 02 WITH A 19 % MOISTURE CONTENT.
LOCATION OF ALL EMBEDDED ITEMS, SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC. PRIOR TO PLACING
Y r
CONCRETE.
L. SHORING
8. UNLESS OTHERWISE NOTED ON PLANS, MINIMUM CONCRETE COVER To REINFORCING STEEL SHALL BE
iY•
MAINTAINED IN ACCORDANCE WITH CHAPTER 1, SECTIONS 1.11, 11.2 t 1.13 OF ACI 318 -1995 EDITION, SPECIFIC
I. FORMS AND SHORING FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO WITHSTAND THE DEAD LOAD OF
CONCRETE COVERS ARE GIVEN IN THE FOLLOWING:
CONCRETE AND THE ANTICIPATED CONSTRUCTION LOADS.
GRADE BEAMS: BOTT. W 3" CLEAR
2, WHEN CASTING A SLAB, THERE SHALL BE SHORING: BELOW IT CONTINUOUS t0 THE GROUND.
TOP = 2" CLEAR TO TIES
3. IN NO CASE SHALL SLAB AND BOTTOM BEAM FORMS BE STRIPPED EARLIER THAN 21 DAYS AFTER PLACEMENT AND
SIDE = 2" CLEAR TO TIES
UNTIL THE COMPRESSIVE STRENGTH OF 3,200 P,51. (FOR 4,000 PS,Ia AND 4,000 PS.I. (FOR 5,@00 PS.I.) HAS BEEN
SLAB ON GRADE= BOTT, W 2" CLEAR WHEN POURED ON b" MIL VAPOR BARRIER
ATTAINED.
TOP = 1 1/2" CLEAR
4. THE SYSTEM OF SHORING SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S SPECIALTY ENGINEER PRIOR
1St AND 2ND BOTT_ = 3/4" CLEAR
TO INSPECTION OF BY THE THRESHOLD /SPECIAL INSPECTOR
FLOOR SLAB: TOP = 3/4" CLEAR
5. DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH THE A.C.I.318 BUILDING CODE
(INTERIOR, PROTECTED)
(LATEST EDITION) AND BE ENTIRELY THE REPSONSIBILITY OF THE GENERAL CONTRACTOR.
(EXTERIOR, BOTT. = I" CLEAR
(b. SHORING DRAWINGS SHALL BE PROVIDED BY GENERAL CONTRACTOR AND SHALL BE DESIGNED, SIGNED AND SEALED
UNPROTECTED) TOP = 11/2" CLEAR
BY THE CONTRACTOR'S SPECIALTY ENGINEER REGISTERED t0 PRACTICE IN THE STATE OF FLORIDA_
COLUMNS t BEAMS: AS SHOWN ON DETAILS
9, GONG. DESIGN MIX SHALL BE REVIEWED t APPROVED BY ENGINEER OF RECORD PRIOR PLACING ANY
M. LINTELS
DESIGN MIX.
D. REINFORCING STEEL
ALL DOOR AND WINDOW OPENINGS IN LOAD BEARING AND NON -LOAD BEARING MASONRY WALLS SHALL HAVE EITHER
1_ SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, t CONFORM TO A.ST.M. A615 GRADE 60,
CAST -IN -PLACE OR PRECAST CONCRETE LINTELS, IF P/C LINTELS ARE USED, PROVIDE MIAMI -DADE NOA'S FOR ALL
SUCH LINTELS. UNLESS OTHERWISE NOTED, PROVIDE CAST -IN -PLACE LINTELS.
2. ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED AFTER FABRICATION.
ACCESSORIES FOR REINFORCING SHALL BE INSTALLED IN ACCORDANCE WITH A.C.1.315 (2005).
N. CORROSION PROTECTION
1 SUPPORT BARS SHALL BE 05 OR GREATER AND NOT SPACED MORE THAN 4' -0" O.G. SUPPORT BARS AND
�
ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN 1' -8" PAST OUTERMOST CHAIR OR SUPPORT
1, FOR ALL CONCRETE BALCONIES t EXPOSED CONCRETE PROVIDE WATER BASE SEALER
4. A MINIMUM OF 3 SUPPORT BARS AND 3 INDIVIDUAL HIGH CHAIRS FOR EACH SUPPORT BAR SHALL BE
EQUAL TO ENVIROSEAL 40 BY HYDROZO.
PROVIDED FOR TOP REINFORCING.
5. ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE MANUAL OF STANDARD
O, WOOD TRUSS GENERAL NOTES:
THE TRUSS LAYOUT SHOWN ON THESE PLANS ARE SCHEMATIC IN NATURE. HOWEVER, THE SUPPORTING
PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE.
SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN WILL PARALLEL
6. PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL COLUMN REINFORCING STEEL,
FINAL TRUSS DESIGNERS LAYOUT. THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS, ETC.)
SUCH THAT A 2" MINIMUM CLEARANCE IS MAINTAINED.
CAN BE MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE ENGINEER OF RECORD WHO MUST REVIEW PROPOSED
E. STRUCTURAL STEEL
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
1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES:
ALL TRUSS TO TRUSS CONNECTIONS AS PART OF THIS DESIGN.
& ALL WF, ANGLE BASE PLATES, CONN. PLATES (UON) - -- ASTM A36 (FY =36 KSI)
b_ STRUCTURAL TUBE -------------- --------------- - -ASTM A500, GRADE 13 (FY =4(o KSI)
ADDITIONAL NOTES FOR TIE BEAMS .
a STEEL PIPE------------------------------------------ - -ASTM A53, GRADE B (FY =3(o K51)
d. ANCHOR BOLTS ( UAN a ------------------------- ASTM A301
2_ ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, CORROSION PROTECTED 4 ERECTED IN
1, TYP. TIE BEAM REINF_ SHALL BE CONT_ i LAPS FOR TOP t BOTT. REINF. SHALL BE
ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE, LATEST EDITION, EXCEPT AS MODIFIED IN
STAGGEED_
2, WHERE TIE BEAMS FORM CORNERS OR ACUTE / OBTUSE ANGLES. THE REINF_ SHALL
THES ENOTES_ PROVIDE IN SHOP ONE COAT OF RUST INHIBITING PAINT FOR ALL EXPOSED STRUCTURAL
BE LAPPED W/ TOP 4 BOTT_ 2'-&"x 2' -6" LAP BARS Cr- MATCHING ANGLES IT ACUTE /OBTUSE
STEEL.
3_ ALL EXTERIOR COLUMNS, BASE 4 CAP PLATES SHALL BE HOT DIPPED G=ALVANIZED AFTER FABRICATION_
ANG=LES.
3. WHERE TIE BEAM TERMINATES WITHOUT FORMING A CORNER OR ANCaLES, THE TOP REINF,
4. ALL ANCHOR BOLTS, HEADED STUDS SHALL BE Hat DIPPED GALVANIZED EXCEPT THAT EXPANSION
SHALL BE HOOKED OR EXTENDED INTO ADJACENT SLAB AS THE CASE MAY BE ( PER TYP.
BOLTS FOR REAR EXTERIOR COLUMNS SHALL BE TYPE 304 STAINLESS STEEL AS MANUFACTURED BY
BEAM DIAGRAM).
RAMSET/REDHEAD.
5. CONNECTIONS SHALL BE 50LTEp/WELDED AS SHOWN ON PLANS. THE FABRICATOR IS RESPONSIBLE FOR
4. WHERE TIE BEAM OCCURS ADJACENT TO A DESIGNED BEAM, THE TIE BEAM REINF. SHALL
gE EXTENDED INTO THE DESIGNED BEAM FOR CLASS "C" LAPS.
THE DESIGN OF CONNECTIONS NOT SHOWN ON THE DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE
5, UNLESS OTHERWISE NOTED TIES FOR THE TIE BEAMS SHALL BE 4 0 3a 12" a EA. CORNER
STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF
t BEND 4 ON EACH SIDE OF INTERMEDIATE COLUMNS t FOR THE REMAINDER LENGTH PROVIDE
MEMBERS CONNECTED.
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