13-623-007f } 8" MINIMUM BEARING ( FOR SPANS LESS THAN 9' -0 ")
�i 12°" MINIMUM BEARING ( FOR SPANS 9' -0" AND OVER)
PROVIDE 3" DIA. BLOCKOUT IN P/C LINTEL TO
ACCOMODATE THE VERTICAL REINF. OR HEADER
BEAM
EXISTING CONCRETE
TIE BEAM
EXISTING CONCRETE
BLOCK WALL
EXISTING CONCRETE
COLUMN
•
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4 TYPICAL RUNNING BOND PATTERN
JOINT REINFORCEMENT PER MASONRY
GENERALNOTES
SCALE: 1/2"= V -0"
R " 1" N, f An not l^lr
3 STARTER COLUMN DTL.
NEW CONCRETE
TIE BEAM
2 #7 x 4' -0"
DRILL AND EPDXY #3 X 10 1/2"
BARS 4" INTO EXIST. COLUMN
IF CONC. COLUMN IS NOT FOUND,
PROVIDE 16 GA. GALVANIZED 1 "X5"
CORRUGATED ANCHORS ATTACHED
TO EXISTING CMU WALL W/ 3 #16" DIA.
W/ 1 1/4" LONG TAPCONS @ 16" O.G.
8x8 NEW CONC.
STARTER COLUMN SC
W/ 2 #5 VERT. AND #
HAIR PINS @ 12" O.C.
NEW CONCRETE
FOOTING
NOTE A:
DRILL AND PLACE NEW FOOTING
REINF.W/ EPDXY EPCON C6 W/ 6"
EMB. INTO CONCRETE SLAB
NOTE B:
DRILL AND PLACE NEW BEAM
REINF.W/ EPDXY EPCON C6 W/ 6"
EMB. INTO EXISTING TIE BEAM .
GENERAL CONDITIONS:
THESE DRAWINGS ARE NOT TO BE SCALED; USE DIMENSIONS AND INFORMATION SHOWN,
PRIOR TO PROCEEDING WITH ANY WORK AND FABRICATION, THE CONTRACTOR SHALL: VERIFY
AND COORDINATE WITH ANY ARCHITECTURAL DRAWINGS FOR ALL DIMENSONS SHOWN OR NOT
SHOWN ON THE STRUCTURAL DRAWINGS.
ANY DIMENSIONAL DISCREPANCY FOUND ON THE STRUCTURAL DRAWINGS SHALL BE
CONTROLLED BY THE DIMENSIONS INDICATED ON THE ARCHITECTURAL DRAWINGS. CONTRACTOR
SHALL FURTHER VERIFY AND CONFIRM WITH THE ARCHITECT AND THE STRUCTURAL ENGINEER
FOR RESOLUTION OF SUCH DISCREPANCY.
VERIFY ALL EXISTING CONDITIONS AT THE JOB RITE, PROTECT AND MAINTAIN ALL EXISTING
STRUCTURES, UTILITIES, FACILITIES AND THEIR CONTENTS.
REFER TO ARCHITECTURAL AND OTHER DRAWINGS FOR ANY DEMOLITION AND ADJUSTMENT /
REMOVAL OF EXISTING FENCE, ANY UNDERGROUND / OVERHEAD UTILITIES.
THE CONTRACTOR SHALL BE REPONSIBLE FOR ADEQUATE BRACING OF ALL STRUCTURAL
MEMBERS, WALLS AND NONSTRUCTURAL ITEMS DURING CONSTRUCTION.
REFER TO AND COORDINATE WITH THE CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND
PLUMBING DRAWINGS FOR UTILITIES, OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE
STRUCTURAL DRAWINGS.
SLEEVE ALL PIPES THRU SLABS INDIVIDUALLY UNLESS APPROVED BY THE ENGINEER. WHERE
PIPES OR DUCTS PENETRATE SLABS, A MAXIMUM OF TWO BARS EACH WAY MAY BU CUT
PROVIDED AN EQUIVALENT AREA IS REPLACED.
EMBEDMENTS OF PIPES AND CONDUITS IN CONCRETE SHALL COMPLY WITH THE REQUIREMENTRS
OF THE CHAPTER SIX (6), SECTION 6.3 PF ACI 318 -05.
FOR MOUNTING AND SECURING MECHANICAL EQIPMENT, REFER TO THE MANUFACTURER'S
INSTRUCTIONS UNLESS INDICATED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS.
THE GENERAL CONTRACTOR SHALL AT ALL TIMES MAINTAIN AT THE JOBSITE A CURRENT
APPROVED SET OF DRAWINGS
DESIGN CRITERIA:
THE STRUCTURAL COMPONENTS FOR THIS PROJECT HAVE BEEN DESIGNED IN COMPLIANCE WITH
THE FLORIDA BUILDING CODE (FBC) 2010, LATEST EDITION,
THE FOLLOWING LOADS HAVE BEEN USED FOR THE STRUCTURAL DESIGN OF THE BUILDING:
ROOF:
SUPER - IMPOSED DEAD LOAD= 25 PSF
LIVE LOAD =30 PSF
SECOND FLOOR:
SUPER - IMPOSED DEAD LOAD= 35 PSF
LIVE LOADS:
SLAB= 40 PSF
BALCONY = 100 PSF
WIND LOADS:
IN ACCORCANCE WITH ASCE 7 -10 WITH 3 SECOND SUSTAINED WIND GUSTS.
WIND VELOCITY =175 MPH (ULTIMATE) & 136 MPH (ALLOWABLE)
BUILDING RISK CATEGORY = 11
EXPOSURE =C
INTERNAL PRESSURE COEFFICIENTS (GCPi)= ±0.18 (ENCLOSED AREAS)
ENCLOSURE CATEGORY: ENCLOSED
Kd= 0.85
CONCRETE:
SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.C.I. 301 (LATEST EDITION) TO ACHIEVE A 28 -DAY
COMPRESSIVE STRENGTH OF 4,000 P.S.I. AND A MAXIMUN WATER - CEMENT RATIO OF 0.40. AND A SLUMP OF
4 "± 1 ".
ALL CONCRETE SHALL CONTAIN AN ENGINEER - APPROVED A.S.T.M. C494 TYPE'D' ADMIXTURE (WATER -
REDUCING RETARDER). CONCRETE ON EXPOSED BALCONIES, SLABS, BEAMS AND STAIRS SHALL HAVE A TOP
SURFACE COATED WITH "ALKYL- ALKYOXY SILANE SEALER" OR ENGINEER- APPROVED EQUAL IN
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. WATER- CEMENT RATIO IN EXPOSED BALCONIES
SHALL BE 0.40.
TRANSPORTATION, PLACING, AND CURING OF CONCRETE SHALL COMPLY WITH ACI 318 -05.
ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN ACCORDANCE
WITH A.S.T.M. STANDARDS, SOUTH FLORIDA BUILDING CODE 2007 AND ACI 318 -05. TEST CYLINDERS MUST BE
TAKEN EVERY 50 CUBIC YARDS OF CONCRETE PRIOR TO PLACEMENT. TESTING LAB SHALL PROVIDE COPIES
OF CONCRETE TESTS RESULTS TO ENGINEERS OFFICE FOR REVIEW.
CONCRETE MIX DESIGN SHALL BE SUBMITTED TO ENGINEER'S OFFICE FOR REVIEW.
�9:[�7:11►C�
FORMS AND SHORES FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO WITHSTAND
THE DEAD LOAD OF CONCRETE AND THE ANTICIPATED CONSTRUCTION LOADS.
WHEN CASTING A SLAB, THERE SHALL BE SHORING BELOW IT CONTINUOUS TO THE GROUND.
IN NO CASE SHALL SLAB, WALL, OR BOTTOM BEAM FORMS BE STRIPPED EARLIER THAN 3 DAYS
AFTER PLACEMENT AND UNTIL THE COMPRESSIVE STRENGTH OF 2500 PSI HAS BEEN
ATTAINED.
DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH THE A.C.I.
318 BUILDING CODE (LATEST EDITION) AND BE ENTIRELY THE RESPONSIBILITY OF THE
GENERAL CONTRACTOR.
SHORING DRAWINGS TO BE PROVIDED BY GENERAL CONTRACTOR AND SHALL BE SIGNED
AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA, AND
PROCESSED THROUGH THE CITY OF MIAMI BLDG.. DEPT. BEFORE POURING CONCRETE SLAB
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,1A 2 COLUMN DETAILS
48 BAR DIAMETERS (TYP)
TYP CORI
SCALE: 3/4" = V -0"
PROVIDE CORNER BARS AS
SHOWN IN SAME SIZE AND
QUANTITY AS HORIZ. BARS
REINFORCING STEEL
SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND CONFORMING TO
A.S.T.M. A615 GRADE 60.
ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED AFTER
FABRICATION. ACCESSORIES FOR REINFORCING SHALL BE INSTALLED IN ACCORDANCE
WITH A.C.I. 315 CURRENT EDITION.
ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE MANUAL
OF STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE.
PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL COLUMN
REINFORCING STEEL, SUCH THAT A 2" MINIMUM CLEARANCE IS MAINTAINED.
PRE- FABRICATED WOOD TRUSSES:
WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE FOLLOWING
LOADS:
GRAVITY LOADING CASE:
TOP CHORD LOADING:
LIVE LOAD= 30 PSF
DEAD LOAD= 15 PSF
BOTTOM CHORD LOADING:
DEAD LOAD= 10 PSF UNIFORM + 200# APPLIED ON ANY SINGLE PANEL POINT
WIND LOADING CASE:
BOTTOM/TOP CHORD LOADING (SURFACE AREA):
NET UPLIFT = GROSS UPLIFT - 0.60 DL
THE TRUSS LAYOUT SHOWN ON THESE PLANS SHALL NO BE ALTERED WITHOUT THE WRITTEN
CONSENT OF THE ENGINEER OF RECORD. SINCE, THE SUPPORTING SUPERSTRUCTURE HAS BEEN
DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL
FINAL TRUSS DESIGNERS LAYOUT.
THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS, NUMBER OF PLYS,
ETC.) CAN BE MODIFIED ONLY AFTER OBTAINING WRITTEN PERMISSION FROM THE ENGINEER OF
RECORD WHO MUST REVIEW PROPOSED CHANGES AND AUTHORIZE STRUCTURAL REVISIONS
ACCORDINGLY.
WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDNACE WITH THE
APPLICALBLE PROVISIONS OF THE LATEST EDITION OF THE NDS, THE DESIGN SPECIFICATIONS FOR
METAL PLATES CONNECTED TO WOOD TRUSSES (TPI), AND THE FLORIDA BUILDING CODE 2004.
TRUSSES SHALL BE FABRICATED IN A PROPERLY EQUIPPIED MANUIFACTURING FACILITY OF A
PERMANENT NATURE. TRUSSES SHALL BE MANUFACTURED BY EXPERIENCED WORKMEN, USING
PRICISION CUTTING, JIGGING AND PRESSING EQUIPMENT UNDER THE REQUIREMENTS OF THE
ANSI/TPI 1 -1995, SECTION 4.
CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE
ERECTION AND PERFORMANCE OF THE TRUSSES. THE GUIDELINES SET FORTH BY THE TRUSS
PLATE INSTITUTE PUBLICATION H1 B-91, "COMMENTARY AND RECOMMENDATIONS FOR HANDLING,
INSTALLING AND BRACING METAL PLATES CONNECTED WOOD TRUSSES ", SHALL BE A MINIMUM.
TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED NOR OTHERWISE
ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF
RECORD.
COMPLETE CALCULATIONS AND SHOP DRAWINGS FOR WOOD TRUSSES SHOWING THE MEMBER
SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER, SPACING OF TRUSSES, DIMENSIONS,
CHORDS PITCH, BRACING REQUIREMENTS, REQUIRED BEARING WIDTH AND LOADING, SHALL BE
SUBMITTED TO ARCHITECT AND STRUCTURAL ENGINEER OF RECORD FOR REVIEW AND APPROVAL
PRIOR TO SUBMIT THEM TO THE CORRESPONDING BUILDING DEPARTMENT FOR FINAL PERMIT WHICH
SHALL BE OBTAINED BEFORE THE FABRICATION OF ANY TRUSS.
CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY AND BEAR THE SEAL OF A
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA AND RETAINED BY THE
CONTRACTOR AND /OR TRUSS MANUFACTURER AS DELEGATED OR SPECIALTY ENGINEER.
TRUSS DESIGNERS MUST PROVIDE ALL TRUSS TO TRUSS CONNECTION AS PART OF THIS DESIGN,
ALLOWABLE STRESSES, FOR TRUSS MEMBERS, DUE TO SHORT TERM LOADS MAY BE INCREASED
LIMITED TO 1.33 AND NO STRESS INCREASE SHALL BE APPLIED TO METAL PLATES.
FOR TRUSSES HAVING AN OVERALL LENGTH OF THE BOTTOM CHORD IN EXCESS OF 40' -0 ",
ERECTION SHALL BE SUPERVISED BYA PROFESSIONAL ENGINEERED REGISTERED IN THE STATE
OF FLORIDA AND RETAINED BY THE CONTRACTOR.
TRUSSES SHALL BE HANDLED DURING FABRICATION, DELIVERY AND AT JOBSITE SO AS NOT TO BE
SUBJECTED TO EXCESSIVE BENDING. TRUSSES SHALL BE UNLOADED ON SMOOTH GROUND TO
AVOID LATERAL STRAIN.
ALL TRUSSES SHALL BE SPACED AT 24" O.C., UNLESS OTHERWISE NOTED.
REINFORCEMENT COVER
MINIMUM CONCRETE COVER TO REINFORCING STEEL IN ACCORDANCE WITH ACI 318-
99 AND SHALL BE AS FOLLOW:
ELEMENT:
BOTTOM
TOP
SIDE
FOUNDATION
3 ""
2"
2"
BEAMS
1 1/2"
1 1/2"
1 1/2"
COLUMNS / WALLS
-
-
1 1/2"
SLAB ON GRADE
2"
1"
-
INT. STRUCT. SLAB
3/4 "
3/4"
1 1/2"
EXT. STRUCT. SLAB
3/4"
3/4"
1 1/2"
8 " CONCRETE BLOCK WALL
REINF. IN GROUTED CELL
�_- AS SHOWN, AT EVERY
CORNER & iNTERSECTION
OF CMU WALLS
MASONRYJOINT
REINFORCEMENT PER
MASONRY GENERAL NOTES
REINF. IN GROUTED CELL
PER FLOOR PLAN &
MASONRY GENERAL NOTES
SCALE: 3/4" = V -0"
:l
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ry Q-
SHOP DRAWINGS: _ - cy) O
ALL REINF. STEEL, STRUCTURAL STEEL, PRECAST CONCRETE MEMBERS, PRE - ENGINEERED CZ, Q r�"
FLOOR SYSTEMS, RAILINGS, HANDRAILS, PRE - FABRICATED METAL STAIRS, AND ROOF _� V/M
TRUSSES SHOP DRAWINGS ALONG WITH THEIR RESPECTIVE CALCULATIONS (WHEN - _ _ (--L 'l%O
APPLICABLE) SIGN AND SEALD BY PROFFSSIONAL ENGINEER REGISTER IN THE STATE OF C\I
FLORIDA, SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OFFICE FOR REVIEW AND 1���3
APPROVAL PRIOR TO BE SUBMITTED TO THE BUILDING DEPARTMENT AND PRIOR TO VJ
ERECTION AND /OR FABRICATION. `?
MASONRY: O ( N
BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS ASSOCIATION 0
SPECIFICATION "CM -1 ", TO A.S.T.M. C90, TO NCMA TR -75B AND ACI 530 -05 MOISTURE
CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE TIME OF i Vl
PLACEMENT.
THE NET AREA COMPRESSIVE STRENGTH OF MASSORY WALL SHALL BE F'M= 2,000 PSI NET
AREA COMPRESSIVE STRENGTH OF MANSORY UNTIS SHALL BE 2,800 PSI, AS PER ACI 530.1
O c�
MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT
EXCEED 0.4%. MORTAR SHALL CONFORM TO A.S.T.M. C270, TYPE -M- (2500 PSI). `✓
STANDARD NO. 8 TRUSS DESIGN "DUR- O -WAL" OR ENGINEER - APPROVED EQUAL SHALL BE Lo
PROVIDED EVERY 2ND BLOCK COURSE (1' -4 VERTICALLY) FOR EXTERIOR UNREINFORCED r
MASONRY WALLS AND LADDER TYPE FOR REINFORCED MASONRY. ODE] C)
NON - LOAD - BEARING MASONRY WALLS SHALL BEHELD CLEAR OF OVERHEAD SLABS AND r— r—
BEAMS UNTIL DEFLECTION DUE TO APPLIED LOADS AND SHORE REMOVAL ABOVE HAS n�
OCCURRED. THEN GROUT WALL TIGHT BELOW MEMBER. -W
_
AFTER UPPER WALL HAS BEEN PLACED ON SLAB OR BEAM ABOVE, LOWER NON -LOAD _ r_'5
BEARING MASONRY WALL SHALL BE GROUTED TIGHT BELOW MEMBER. c— U) ',z'
14 GAUGE DOVETAIL ANCHORS (5i" LONG) AND INSERTS SHALL BE USED EVERY 2ND BLOCK („o
COURSE AT BLOCK - COLUMN INTERSECTIONS. ❑
CD
GROUTING OF BLOCK CELLS SHALL BE A CONTINUOUS OPERATION IN LIFTS NOT EXCEEDING co
5 FEET. n�
W
GROUT SHALL CONFORM TO A.S.T.M. C -476 SPECIFICATIONS. SUBMIT GROUT MIX TO
ENGINEER'S OFFICE FOR REVIEW. GROUT COMPRESSIVE STRENGTH TO BE 2,000 P.S.I. 70 D
MINIMUM. D
TESTING TO BE DONE FOLLOWING A.S.T.M. C140 "SAMPLING AND TESTING OF CONCRETE j
MASONRY UNITS ". BLOCK PRISM STRENGTH fm TO BE 1,500 P.S.I. n, < Q
L
TESTING LAB SHALL PROVIDE COPIES OF MASONRY TESTS RESULTS TO ENGINEER'S
OFFICE FOR REVIEW. ,-f�— 0
FOR HIGH LIFT GROUTING OF MASONRY CELLS, CLEAN -OUTS SHALL BE PROVIDED. 00
PROVIDE SPACERS AT THE TOP, INTERMEDIATE, BOTTOM AND BASE OF WALLLS TO KEEP
VERTICAL REINFORCING CENTERED IN BLOCK CELLS.
ALL MASONRY WORK SHALL CONFORM TO ACI 530 /ASCE 5 STANDARDS, LATEST EDITION, U C) Lo
c co
BRACING:
THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE
INTRODUCED WHEREVER NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE
STRUCTURE MAY BE SUBJECTED, INCLUDING EQUIPMENT AND OPERATION OF SAME.
SUCH BRACING SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND
SHALL BE LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY.
PRECAST STRUCTURES MUST HAVE ERECTION BRACING TO SUSTAIN WIND VELOCITY OF
75 M.P.H. AND CONTRACTOR SHALL PROVIDE BRACING SHOP DRAWINGS SIGNED AND
SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.
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