10-668-007z_
m
2 *3 TIES
o 4" O.G.
COL. DOWELS SAME
SIZE, QTY. 4 PATTERN AS
COL. REINF. SEE SCHMD.
ELEV. SEE
COLUMN VERTICALS
TERMINATE IN 5m
STD. HOOK
CONCRETE
BEAM
OF COLUMN 4 FOOTING
QU
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CONC. FOOTING,
FOR SIZE 4 REINF.
(SEE SCHEDULE) 3' MIN.
TYP. CONCRETE COLUMN AND FOOTING DETAIL
N.T.S.
LAP /SP'L ICE SCI-IEIDULE
BAR SIZE
BAR SIZE
#4
(OR AS SCHED)
#5
#6
2' -3"
#7
2'-B"
CORNER SPACING
4" MAX.
TYP. SP<
WOOD Bt
JAMB (T'
)4"41 X I Y2'
PENETR<
TAP CON
ANCHOR
TYP.
CONC. FOTT INCA
- BOTT_ BARS
A5 SCHEDULED
105 BOTT. CORNER
BAR 2'- ro'x2' -6' (TYfl)
T"'F. FOOTING CORNEfR 5AR DTL.
3/4' = 1'
403,812' EE.
ADD IS CORNER BAR
BAL. a 36'
AT TOP 4 BOTTOM OF
(OR AS SCHED)
BEAM
REVISION BY
L.L
"E"
BARS -ice
n
90` HOOK AT ALL
TOP BARS
BEAM BARS
SEE SCHEDULE
U.
(TOP PLAN SHOWN)
TIE 5EA1" I
CORDER PLAN
N.T.S.
NOTE: I, ROUG 4 OPENING
SPECIFIED FASTENERS TO BE THRU WINDOW FRAME / BUCK,
AND INTO CONCRETE AS PER PRODUCT APPROVAL
DOOfR $ WINDOW f5UCMG
FAeTEN INC; eG+ 4EDIJLE
SCALE : N.T.S.
TYF`.
SPACING
CANTILEVER TOP
BARS
121
CANTILEVER "L" DIA.
EXISTING CONC. FTG.
,NEW CONC. FTG.
2 #5 DOWELS X 2' -6" DRILLED
INTO EXISTING CONC. FTG.
FOR 6" & SET IN EPDXY GROUT
NEW CONIC. FTG. TO EXIST.
GONG. FTG-,:. CONN. DEVIL g
N.T.S.
CONT. TOP BARS
0.33 (L -1) OR
CANTILEVER "L"
WHICHEVER
Is
GREATER
"C" BARS
STD.
90 DEG. HOOKS -
0.3� (L -1)
0.3* (L -2)
0.33 (L -2)
REVISION BY
L.L
"E"
BARS -ice
I
BOT. BARS I I I- CONT. "I" BARS
EACH FACE
2 BAR 12 BAR
DIA. 12 BAR DIA.
L -1 DIA. L -2
SEAM eTEEL PL_ACE1 I NT D IACzRAt"' I
M.T.S.
NOTES
1. WHERE NECESSARY CONT. TOP BARS SHALL
BE LAPPED 24 BAR DIA. IN MIDDLE 1/3 OF SPAN.
2. * WHICHEVER IS GREATER.
3. BEAMS @ THE PERIMETER OF THE STRUCTURE SHALL HAVE AT LEAST 116 OF
THE TENSION REINF. REQUIRED FOR NEGATIVE MOMENT AT THE SUPPORT AND
1/4 OF THE POSITIVE MOMENT REINF. REQUIRED AT MID -SPAN MADE CONTINUOUS
AROUND THE PERIMETER AND TIED WITH CLOSED STIRRUPS.
GENERAL STRUCTURAL NOTES
A. REFERENCES
I. FLORIDA BUILDING CODE 2001
2. ASCE 1 -05
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.
C . CONCRETE
I. SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.C.I. 301 (1999 EDITION) TO ACHIEVE A
28 -DAY COMPRESSIVE STRENGTH OF 3,000 P.S.I. AND A MAXIMUM WATER - CEMENT RATIO OF
0b0 BY WEIGHT AND A SLUMP OF 4'.
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. WATER/CEMENT 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 A.G.I. 318
BUILDING CODE (2004 EDITION).
5. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN
ACCORDANCE WITH AS.TM. STANDARDS, F.BL. 2004, AND AC.I. 318 (2004 EDITION). TEST
CYLINDERS MUST BE TAKEN EVERY 50 CUBIC YARDS ON CONCRETE PRIOIR TO PLACEMENT.
TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TEST RESULTS TO ENGINEER 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 177.1, 11'12 4 1.13 OF ACI
318 -1995 EDITION. SPECIFIC CONCRETE COVERS ARE GIVEN IN THE FOLLOWING:
GRADE BEAMS: BOTT. = 3' 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
1ST AND 2ND MOTT. _ 3/4' CLEAR
FLOOR SLAB: TOP = 3/4' CLEAR
(INTERIOR, PROTECTED)
(EXTERIOR, BOTT. - I' CLEAR
UNPROTECTED) TOP a] 1/2' CLEAR
COLUMNS 4 BEAMS: AS SHOWN ON DETAILS
9. EACH CUBIC YARD OF CONCRETE SHALL CONTAIN A MIN. OF 5 BAGS OF CEMENT.
D. REINFORCING STEEL
I. SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND CONFORM TO AS.TM.
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
ACCl. 315 (2002 EDITION).
3. SUPPORT BARS SHALL BE 45 OR GREATER AND NOT SPACED MORE THAN 4' -0' O.G.
SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN I' -8' PAST
OUTERMOST CHAIR OR SUPPORT BAR
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 WF, ANGLE BASE PLATES, CONN. PLATES (UON) - -- ASTM A36 (FY =36 KSI)
b. STRUCTURAL TUBE ----------------------------- - -ASTM A500, GRADE B (FY-46 KSU
c. STEEL PIPE------------------------------------------ - -ASTM A53, GRADE B (FY =36 KSP
d. ANCHOR BOLTS ( UA N) ------------------------- 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 THES ENOTES.i 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
5. CONNECTIONS SHALL BE BOLTED/WELDED AS SHOWN ON PLANS. THE FABRICATOR 15
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
BEAM/WALL 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. WELDING
ALL WELDING TO BE DONE BY CERTIFIED WELDERS. WELDING SHALL BE MADE WITH E10XX
ELECTRODES AND CONFORM TO THE CURRENT RECOMMENDATIONS OF THE AJS.C. AND THE
AMERICAN WELDING SOCIETY.
��1•�- �:1�1
I. CONCRETE MASONRY UNITS SHALL COMPLY WITH THE PROVISIONS OF T HE STANDARD
SPECIFICATION FOR DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY,
NCMA TR -158 AND ACI 532.
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 W 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 1' X 5' X 16 GA GALVANIZED
CORRUGATED DOVETAIL ANCHORS AT THE SAME LOCATION AND SPACING AS THE HORIZONTAL
JOINT REINFORCING.LED IN
6. REFER TO ADDITIONAL REINFORCING NOTES ON FLOOR PLANS.
1. UNIT MASONRY COMPRESIVE STRENGTH OF 1900 PSI TO RESULT
F'm = 1500 PSI
8. SLUMP FOR GROUT 9'tl'
H. NOA/SPECIALTY ENGINEER A
I. ALL PRE - ENGINEERED, PREMANUFACTURED ITEMS REQUIRE MIAMI -DADE NOTICE OF
APPROVAL (NOA). CERTAIN ENGINEERED ITEMS REQUIRE ANALYSIS, DESIGNS, GR4WINGS C
DETAILS TO BE PROVIDED BY THE CONTRACTOR'5/MANUFACTURER'5 SPECIALT'r-
m "
ENGINEER(S) REGISTERED TO PRACTICE IN THE STATE OF FLORIDA. THE SPECIALTY Po n
ENGINEER'S SERVICE MAY ALSO BE REQUIRED WHEN REQUESTED BY THE ENGINEER or-
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
ENGINEER(S) AT NO ADDITIONAL COST TO THE OWNER OR TO THE ARCHITECT/ENGINEER ALL
5UC14 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
I. 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 REPSONS151LITY 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 BRACING SHOP DRAWINGS SIGNED AND SEALED
BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.
K WOOD
I. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL HAVE A MINIMUM ALLOWABLE BENDING
STRESS OF 100 PS.I.t MINIMUM ALLOWABLE SHEAR STRESS OF 10 P.S.I. AND MODULUS OF
ELASTICITY OF 1,200,000 P.S.I. AT 19% MOISTURE CONTENT IN ACCORDANCE WITH ALT.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 02 WITH A
Ica% MOISTURE CONTENT.
L. SHORING
I. 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 4000 P.51)
AND 4,000 P.S.I. (FOR 5000 PS.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 REPSONSIBILITY 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 -DADE NOA'S FOR ALL SUCH LINTELS. UNLESS OTHERWISE NOTED,
PROVIDE CAST -IN -PLACE LINTELS.
N. CORROSION PROTECTION
1. FOR ALL EXPOSED CONCRETE SLABS SUCH AS BALCONIES ADD WATER BASE SEALANT
EQUAL TO EVIROSEAL 40 BY HYOROSO.
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. TRU55 DESIGNERS MUST PROVIDE ALL TRUSS TO TRJ55
CONNECTIONS AS PART OF THIS DESIGN.
ALL TRUSSES CHORDS TO BE A MINIMUM OF 2x6'a
ADDITIONAL NOTES FOR TIE BEAMS:
I. TYP. TIE BEAM REINF. SHALL BE CONT. t LAP5 FOR TOP 4 BOTT. REINF. SHALL BE
STAGGERED.
2. WHERE TIE BEAMS FORM CORNERS OR ACUTE /OBTUSE ANGLES, THE REINF. SHALL BE
LAPPED W/ TOP 4 MOTT. T -6' X 2' -6' LAP BARS OF MATCHING ANGLES a 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 (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 03 a 12' w EACH CORNER 4
BEND 4 ON EACH SIDE OF INTERMEDIATE COLUMNS 4 FOR THE REMAINDER LENGTH PROVIDE
03 0 36'
P. EPDXY:
ALL, EPDXY SHALL BE WIL -BOND BY WILLIAMS OR EQUAL.
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