10-286R-003REINFORCED CONCRETE NOTES
1) EXTEND BOTTOM BARS 8' PAST ALL OPENING$ GREATER THAN Y -0' ON BOTH SIDES.
2) TIE BEAMS SHALL BE CONTINUOUS REINFORCEMENT, PROVIDED BY LAPPING SPLICES NOT LESS THAN 30'.
CONTINUITY SHALL BE PROVIDED AT ALL CORNERS BY BENDING 2 BARS FROM EACH DIRECTION AROUND
THE CORNER 30' OR BY ADDING 2" 5 BENT 30' EACH LEG_
3) CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL RE5AR5 THRU COLUMNS OR BY
BENDING. HORIZONTAL REM. INTO COLUMNS A DISTANCE OF 30'.
4) HOOK TOP OF VERTICAL BARS IN ALL TERMINATING COLUMNS 2' BELOW TOP OF SLAB AND 3' BELOW TOP
OF THE TIE BEAM.
REINFORCED FOUNDATION NOTES
1) STRUCTURAL CONCRETE SHALL CONFORM w/ ACI -301 IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH
OF 3000 PSI IN 28 DAYS FOR SLA135 4 FOOTING.
2) AGGREGATES SHALL BE CLEAN AND GRADED MAXIMUM SIZES 3/4' CONCRETE A5TM C -33 SHALL CONFORM TO
ASTM C -'34
3) CONCRETE TESTING 15 REQUIRED AS FOLLOWS: I SET OF 5 CYLINDERS FOR EVERY 50 CU. Y05. OF CONCRETE
AS PER ASTM C -S4
4) MAXIMUM'PERMISSIBLE SLUMP IS 5 -6' IN STRUCTURAL CONCRETE w/ THE EXCEPTION BEING $AND CEMENT
GROUT
5) REINFORCING STEEL SHALL CONFORM TO A$TM A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED AND
FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES'. HOOK ALL DISCONTINUOUS TOP REINFORCING. PROVIDE CORNERS w/ 2" 5 X 4' -0' BARS. CLEAR
COVER FOR REINFORCING BARS SHALL BE:
FOOTINGS_____._. 3' UNFORMED FACES _ 3'
SLABS — 3/4' FORMED FACES IN
BEAMS /COLUMNS ..-.. 11/2' CONTACT w/ EARTH..,.. 2'
STRUCTURAL NOTES
APPLICABLE CODES:
A: F.B.C. DADE COUNTY 2001 EDITION.
B: A.C.I. 318 -05 REINFORCED CONCRETE
C: REINFORCED MASONRY BY A.C.I. 530 -05 AND
THE MASONRY DESIGNERS GUIDE BY A.G.I., TMS., AS.C.E.
E: WIND ANALYSIS AND DESIGN PER AAC.E.1 -05.
REINFORCING STEEL f� = 60000 P.S.I. fs = 24,000 PAL Es = 29,000,000 P.$_I.
Em = 1,350000 R51 N = ES/Em W 21.48
ALL BLOCK 8' A.S.TM_ C -90 HOLLOW UNIT MASONRY DESIGN F'm = 1,500 P.S.I. 4
F'c = 1,500 PAL (PER TABLE 2 ACI 530.1)
GROUT SHALL COMPLY w/ A5.TM. C416,2& DAYS MIN. COMP. STRENGTH = 3,000 P_S.f.
GROUT SLUMP REQUIRED - - - - - S' TO II' PROVIDE CLEANOUT HOLES AT TORMIDDLE
AND BOTTOM OF FILLED CELL
MORTAR SHALL COMPLY w/ A.S.T.M. 210
MORTAR SLUMP REQUIRED - - - -- 5' TO 8'
CONTRACTOR TO CONSOLIDATE GROUT LIFTS w/ 3/4' VIBRATOR
PLYWOOD ROOF DIAPHRAGM
I. ROOF DIAPHRAGM SHALL COMPLY w/ THE DESIGN RECOMMENDATIONS OF 'AP.A DESIGN / CONSTRUCTION
GUIDE - DIAPHRAGMS' AND THE LOCAL BUILDING CODE_
2. PLYWOOD ROOF DECKING SHALL BE 19/32' MINIMUM THICKNESS, AND SHALL 13E CONTINUOUS OVER TWO OR
MORE SPANS, w/ FACE GRAIN PERPENDICULAR TO THE SUPPORTS.
3. CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE w/ 8d RING SHANK NAILS, SPACED AT 6'oc. MAX. AT
EDGES AND AT 6'oc. ALONG INTERMEDIATE SUPPORTS. 4' o.c. Q DIAPHRAM BOUNDARY AND 8d RING SHANK
NAILS 0 4' o.c. o GABLE ENDS,
4. INSPECTIONS: SHALL COMPLY w/ THE LOCAL BUILDING CODE REQUIREMENTS FOR INSPECTIONS (BY THE
MUNICIPALITY, ARCHITECT OR ENGINEER) OF SPECIFIED COMPONENTS OF THE ROOF STRICTURE
REQUIRING INSPECTIONS.
SOIL COMPACTION NOTES
L REMOVE ALL VEGETATION, TOPSOIL, AND ORGANIC MATERIAL w/ IN THE BUILDING AREA PLUS FIVE (5) FEET
OUTSIDE THE BUILDING FOOTPRINT. THE AREA UNDER FOOTINGS, FOUNDATIONS, AND CONCRETE SLABS ON
GRADE SHALL HAVE ALL VEGETATION, STUMPS, ROOTS, AND FOREIGN MATERIALS REMOVED PRIOR TO
PLACEMENT OF FILL.
2. COMPACT THE CLEARED AREA TO A MINIMUM COMPACTION OF % PERCENT OF THE DRY SOIL DENSITY AS
DETERMINED BY THE MODIFIED PROCTOR TEST -ASTM D -1551 PRIOR TO PLACEMENT OF ANY ADDITIONAL
FILL REQUIRED -
3. FILL AND COMPACT THE CLEARED AREA$ IN LIFTS NOT GREATER THAN 12 INCHES OF LOOSE THICKNESS TO
ELEVATE TO THE REQUIRED GRADE. FILL MATERIAL FOR AREAS IN SUPPORT OF FOOTINGS IS TO BE A MIXTURE
OF LIMEROCK AND SAND, FREE OF VEGETATION, ORGANIC MATERIAL, CONSTRUCTION DEBRIS, AND LARGE ROCKS.
IF SUFFICIENT COMPACTIBILITIES EXIST, SOILS MAY BE PLACED AND COMPACTED IN GREATER LIFT
THICKNESSES. FILL MATERIAL FOR SLAB ON GRADE AREAS MAY BE CLEAN SAND, FILLED AND COMPACTED IN
LIFTS NOT GREATER THAN 12 INCHES OF LOOSE MATERIAL.
4_ COMPACT EACH LIFT TO A MINIMUM COMPACTION OF 95 PERCENT OF THE DRY SOIL DENSITY AS DETERMINED
BY THE MODIFIED PROCTOR TEST - ASTM D -1551 PRIOR TO PLACEMENT OF ANY ADDITIONAL FILL REQUIRED,
PRIOR TO COMPACTION, THE MOISTURE CONTENT OF EACH LIFT OF FILL MATERIAL SHALL BE ADJUSTED TO
w /IN PLUS/MINUS 2 PERCENT OF THE OPTIMUM MOISTURE AS DETERMINED BY THE MODIFIED PROCTOR
TEST - ASTM D -1551.
5. COMPACTION OF BUILDING SITE SHALL BE VERIFIED BY MEANS OF ONE FIELD DENSITY TEST FOR EACH 2500
SQUARE FEET OR FRACTION THEREOF FOR EACH LIFT OF COMPACTED SOIL FOR BUILDING PAD OR SLAB AREA,
ONE FIELD DENSITY TEST WILL ALSO BE REQUIRED FOR EVERY 50 LINEAL FEET OF EXCAVATED SPREAD
FOOTING, AND EVERY ISOLATED FOOTING EXCAVATION. FIELD DENSITY TESTS 5HALL BE PERFORMED AS
PER ASTM D -2922.
STRUCTURAL STEEL
I. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADE$:
A ALL WF, ANGLE, BASE PLATES, CONK, PLATES NON) -- -ASTM A36 (Fy =36 KSI)
B. STRUCTURAL TUBE ------------------ A5TM A500, GRADE B (Fy -46 KSI)
C- 6TEFL PIPE----------------------- ASTM A53, GRADE 13 (5Y -35 KSU
2. GROUT FOR COLUMN BASE PLATES SHALL BE NON - METALLIC NON SHRINK
GROUT SUCH AS MASTER FLOW 113, AS MANUFACTURED BY MASTER BUILDERS
OR APRROVED EQUAL.
3. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF 'THE STANDARD CODE
FOR WELDING IN BUILDING CONSTRUCTION' OF THE AMERICAN WELDING SOCIETY.
ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS USING E10 -XX
ELECTRODES.
c
i ,
GENERAL NOTES
I) ALL POURED IN PLACE GROUT FILL CELLS AND TIE BEAMS AND COLUMNS TO BE 3000 PSI AT 28 DAYS MIN.
2) ALL CONCRETE WORK IN ACCORDANCE w/ 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING'
(ACI- 301 -SS).
3) NO ADMIXTURES PERMITTED w /OUT WRITTEN APPROVAL OF ENGINEER.
4) COMPACT INTERIOR FILL TO S5510 OF MODIFIED PROCTOR MAXIMUM DRY DENSITY AS PER ASTM D - 1551
AT OPTIMUM MOISTURE CONTENT.
5) PRIOR TO CONSTRUCTION PROVIDE TERMITE PROTECTION TREATMENT TO ROIL IN ACCORDANCE w/
'NATIONAL PEST CONTROL ASSOCIATION' STANDARDS. SUBMIT TERMITE INSPECTION REPORT PRIOR
TO CONSTRUCTION.
(o) PROVIDE CLEANOUT OPENING AT THE BOTTOM OF REINFORCED MASONRY CELLS THAT ARE BEING FILLED
TO ENSURE THAT THE CELL IS FILLED. PROVIDE WEEP HOLES AT 1/3 AND 2/3 OF SPAN.
1) ALL REIN_ STEEL SHALL CONFORM TO AB.TM. A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED
AND FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRUCTURES' LAP CONTINOUS REINFORCING A MIN. OF 30' IN BEAMS 3(o BAR DIAMETERS IN
SLABS- HOOK ALL DISCONTINOUS TOP REINFORCING. PROVIDE AT ALL CORNERS 205 (o0' LONG BENT,
8) CLEAR COVER FOR REINFORCING SHALL BE:
$LABS: 3/4'
FORMED FACES IN CONACT w/ EARTH _ 2'
UNFORMED FACES 3'
S) ALL BLOCK MASONRY WALLS SHALL HAVE HORIZONTAL REINFORCEMENT' OUR -O -WALL LADDER TYPE
SPACED I6' ON CENTER. USE PREFABRICATED CORNERS AND TEES BY 'DUR -O -WALL AT COMERS AND
JUNCTIONS OF WALLS MASONRY UNITS SHALL BE 2 CELL HOLLOW UNITS CONFORMING TO A$,T11. C -90
w/ COMPRESSIVE STRENGTH OF IWO R51 ON THE NET CRO55- 5ECTIONAL AREA AND SHALL BE LAID
IN RUNNING BOND_ MORTAR SHALL BE TYPE 'S' w/ F'm = 1500 PSI.
10) THE USE OF A SCALE TO OBTAIN DIMENSIONS NOT SHOWN ON THE PLANS IS STRICTLY FORBIDDEN.
THE ENGINEER WILL NOT BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH ACTIONS.
IU CONTRACTOR TO LOCATE ALL EXISTING UTILITIES PRIOR TO EXCAVATION.
12) USE CONCRETE MASONRY UNITS CONFORMING; TO A61M. C90: DESIGN F'c =1900 PAL WHERE ANCHOR BOLTS
ARE SET IN MASONRY WALL, FILL BLOCK CELLS w/ GROUT FOR BOLTED COURSE ADD ONE GROUTED CELL
ABOVE AND TWO GROUTED CELLS BELOW ANCHOR ELEVATION.
13) GROUT USED IN THE WORK SHALL CONFORM TO ASTM 047(p w/ A SLUMP MIIX OF 8' TO II', PROVIDE CLEANOUT
AND INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE. ALL MORTAR SHALL CONFORM w/ ASTM 0210.
14) POUR GROUT IN LIFTS NOT TO EXCEED 4'.
15) GROUT USED IN THE WORK SHALL OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS_ GROUT
SLUMP REQUIRED - - - -- S' TO 11' PROVIDE CLEANOUT HOLES AT TOP, MIDDLE,
16) A SPECIAL INSPECTION 13Y A FL. CERTIFIED ENGINEER OR SPECIAL INSPECTOR, WILL BE REQUIRED FOR ALL
ENGINEERED MASONRY CONSTRUCTION, SOIL COMPACTION AND ROOF TRUSSES OVER 35' LONG OR 6' -0' HIGH.
11) ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED w/ EQUAL OR BETTER, w/ THE
APPROVAL OF ENGINEER OF RECORD.
18) ALL STRUCTURAL LUMBER TO 13E SOUTHERN PINE No. 2 OR BETTER.
MINIMUM BENDING 5TRE55, Fb = 1200 PSI. YOUNG'S MODULES, E = 1,5001000 PSI_
DESIGN LOAD CALCULATIONS
ROOF DEAD LOAD TOP CHORD 15 PSF
50TT CHORD 10 PSF
ROOF LIVE LOAD __-_-. 30 PSF
WIND DESIGN LOADS
WIND DESIGN PER ASCE 1 -05
MEAN ROOF HEIGHT
WIND DESIGN SPEED _ ._.... 146 MPH
EXPOSURE ____ C
STRUCTURAL CATEGORY. II
Kd __ w Io
GROSS PRESSURE PER ASCE COMPONENTS AND CLADDING
ZONES 1, 2, 4 3:
ZONE I - 36.58 P$F
ZONE 2 r_ _ - 5434 PSF
ZONE 3 - 8524 PSF
I SHOP DRAWING NOTES
-WOOD TRUSSES
- STRUCTURAL STEEL
- F0RMWORK/6HORINCa/R1m6HORING
PRIOR TO ANY FABRICATION, SHOP DRAWING$ SHALL 13E $UBMITTED TO THE
STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL.
2'5 'Z' 1
W/ 30' C
REFER TO TIE
BEAM SCHEDULE J
FOR CONTINUOUS t
REINFORCEMENTS.
PROVIDE I /8' SPACING
AT PANEL EDGES
4'x 8' CDX PLYWOOD
SHEATHING MIN, 19/32'
THICK MAX, SPAN 24'
PROVIDE 2'x4'
BLOCKING e
ALL PLYWOOD
SEAMS, 48' BACK OF
GABLE END.
NAIL SEAM w/
8d RS NAIL$ tv
4'oc. EA.
SIDE OF SEAM
16"
2'x WOOD FASCIA SEE
TYPICAL WALL SECTION
NAILED w/ 2 -16d
NAILS * EACH TRUSS
V16' SPACE AT PANEL ENDS
1REFER TO TIE
_ BEAM SCHEDULE
JFOR CONTINUOUS
REINFORCEMENTS.
TWO 05 FILLED CELLS
0 TIE BEAM ELEVATION
CHANGE.
TYPICAL TIE 5EA�f ELEVATION
CHANGE DETAIL
SCALE. N.T,e,
MIN. CLEAR 5PAN CLEAR SPAN .f
TYPICAL O1�ET SEAM /COLUMN REINFORCEMENT5
SCALE. N.T.S.
maim
L_ PREFABRICATED WOOD
TRUSSES 24' ON CENTER,
SEE ROOF PLAN
LATERAL BRACING,
SEE DETAIL ON THIS SHEET.
8d RING SHANK NAILS AT
Vac. AT PANEL EDGE AND
INTERMEDIATE SUPPORT
4'a.c. 19 DIAPHRAGM BOUNDRY
AND 8d RING SHANK NAILS 0 4' oc.
GABLE ENDS 4' -0' BACK OF GABLE
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TYPICAL:
15/32' CDX PLYWOOD DECKING NAILED TO TRUSSES
w /Sd RING SHANK NAILS, AS PER ZONES.
ZONES (Dd (D : 8d RING SHANK NAILS Q 6'o.r_ THROUGHOUT_
ONE (D : Sd RING SHANK NAILS 1D 4'o.c.
T TTT TI_._TT TTI T T
TTT T T 1 j 2&
TTT TTTITlTTTN
2'x4' SOUTHERN YELLOW PINE #2 CROSS BRACING
MEMBERS FASTENED TO TRUSSES w /(2) 16d NAILS
EA. END (REFER TO TRU55 NOTES 4 TRUSS
LAYOUT FOR LOCATION)
2'x4' CONT, LATERAL WOOD BRACING
NAILED TO BOTTOM CHORD MAXIMUM
10' -0' SPACING (REFER TO TRUSS
NOTES 4 TRUS5 LAYOUT FOR LOCATION)
TYF, - DRAG IN
5CALE: 3/4' =1' -0'
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13 GAUGE DUR -O -WALL HORIZ. REINF. EVERY
OTHER COURSE (LADDER TYPE) SPLICE 8'
MINIMUM.
L RUNNING BOND 8'X5'XI6' CONC. MASONRY
UNITS INTERLOCKED AT ALL
CORNERS 4 WALL INTERSECTIONS.
TYP ICU -0 -WALL CORNER DETAIL
SCALE: N -T.S.
3 GAUGE DUR -O -WALL HORIZ. REIW, EVERY
OTHER COURSE (LADDER TYPE) SPLICE 8'
MINIMUM.
RUNNING BOND 8'x8'x16' _j
CONC. MASONRY UNITS
TYF ICU =0 -WALL [DETAIL
SCALE: N.T.S.
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STRUCTIJRAL ENGINEERS
flex Kondrat - P.E. #58086, C.A. #0000911 7
12900 SW 128 Street, Suite 404
mial -ni, Florida 331861
Ph. (7861) 293 -2888 Fax, (786) 293 -2883
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STRUCTIJRAL ENGINEERS
flex Kondrat - P.E. #58086, C.A. #0000911 7
12900 SW 128 Street, Suite 404
mial -ni, Florida 331861
Ph. (7861) 293 -2888 Fax, (786) 293 -2883
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