10-286-017REI�,NFORCED CONCRETE NOTES
GENERAL NOTES
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1) ALL POURED IN PLACE GROUT FILL CELLS AND TIE BEAMS AND COLUMNS TO BE 3000 P51 AT 28 DAYS MIN.
U EXTEN BOTTOM BARS 8' PAST ALL OPENINGS GREATER THAN V -0' ON BOTH SIDES.
2) ALL CONCRETE WORK IN ACCORDANCE w/ 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING'
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(ACME 301 -99)
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
3) NO ADMIXTURES PERMITTED w /OUT WRITTEN APPROVAL OF ENGINEER
THE CORNER 30' OR BY ADDING 20 5 BENT 30' EACH LEG.
3) CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL W13ARS T14W COLUMNS OR BY
4) COMPACT INTERIOR FILL TO 9590 OF MODIFIED PROCTOR MAXIMUM DRY DEN5177 AS PER ASTM D - 1557
AT OPTIMUM MOISTURE CONTENT.
BENDIi HORIZONTAL REIN. INTO COLUMNS A DISTANCE OF 30'.
5) PRIOR TO CONSTRUCTION PROVIDE TERMITE PROTECTION TREATMENT TO SOIL IN ACCORDANCE w/
4) HOOK I Top OF VERTICAL BARS IN ALL TERMINATING COLUMNS 2' BELOW TOP OF SLAB AND 3' BELOW TOP
'NATIONAL PEST CONTROL ASSOCIATION' STANDARDS. SUBMIT TERMITE INSPECTION REPORT PRIOR
OF THE TIE BEAM.
TO CONSTRUCTION
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6) PROVIDE CLEANOUT OPENING AT THE BOTTOM OF REINFORCED MASONRY CELLS THAT ARE BEING FILLED
TO ENSURE THAT THE CELL 15 FILLED. PROVIDE WEEP HOLES AT 1/3 AND 2/3 OF SPAN.
REINFORCED FOUNDATION NOTES
ZONE 2 - 5434 PSF
1) ALL REIN. STEEL SHALL CONFORM TO A.S.TM. A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED
AND FABRICATED ACCORDING% TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
ZONE 3 - 85.84 PSF
BEAM SCHEDULE
CONCRETE STRUCTURES' LAP CONTINOUS REINFORCING A MIN. OF 30' IN BEAMS 36 BAR DIAMETERS IN
1) STRUCTURAL CONCRETE SHALL CONFOR'1 w/ ACI -301 IT SHALL REACH A MINIMUM COMF'RE551VE STRENGTH
SLABS. HOOK ALL DISCONTINOUS TOP REINFORCING. PROVIDE AT ALL CORNERS 205 60' LONG BENT.
OF 3001 PSI IN 28 DAYS FOR SLABS 4 FOOTING.
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SHALL CONFORM TO
8) CLEAR COVER FOR REINFORCING SHALL BE:
SLABS: 3/4'
20 AGGREGATES SHALL BE CLEAN AND GRADED MAXIMUM SIZES 3/4' CONCRETE ASTM C -33
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ASTM C -94
FOF41ED FACES IN CONACT w/ EARTH _ 2'
J
U T`OR9ED FACES 3'
3) CONCRETE TESTING IS REQUIRED AS FOLLOWS: I SET OF 5 CYLINDERS FOR EVERY 50 CU. YDS. OF CONCRETE
A$ PER ASTM C-94
9) ALL BLOCK MASONRY WALLS SHALL HAVE HORIZONTAL REINFORCEMENT ' DUR -O -WALL LADDER TYPE
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SPACED 1(V ON CENTER USE PREFABRICATED CORNERS AND TEES BY 'DUR -O -WALL AT CORNERS AND
4) MAXIMUM PER915515LE SLUMP IS 5 -6' IN STRUCTURAL CONCRETE w/ THE EXCEPTION BEING SAND CEMENT
JUNCTIONS OF WALLS MASONRY UNITS SHALL BE 2 CELL HOLLOW UNITS CONFORMING TO A.STM. C -91
GROUT
w/ COMPRESSIVE STRENGTH OF 1900 PAI. ON THE NET GROSS - SECTIONAL AREA AND SHALL BE LAIC)
IN RUNNING BOND. MORTAR SHALL BE TYPE 'S' w/ f'm = 1500 PSI.
50 REINFORCING STEEL SHALL C4NFOR'1 TO ASTM A -615 GRADE 60, REINFORCING STEEL SHALL BE DETAILED AND
FABRICATED ACCORDING TO THE ' MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
10J THE USE OF A SCALE TO OBTAIN DIMENSIONS NOT SHOWN ON THE PLANS 15 STRICTLY FORBIDDEN.
STRUCTURES'. HOOK ALL DISCONTINUOUS TOP REINFORCING. PROVIDE CORNERS w/ 20 5 X 4' -0' BARS. CLEAR
THE ENGINEER WILL NOT BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH ACTIONS.
COVER FOR REINFORCING BARS SHALL BE:
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11) CONTRACTOR TO LOCATE ALL EXISTING UTILITIES PRIOR TO EXCAVATION.
FOOTINGS 3' UNFORMED FACES _ 3'
SLABS 3!4' FORMED FACES IN
12) USE CONCRETE MASONRY UNITS CONFORMING TO AS.TM. C90: DESIGN F'c =1900 P.S.I. WHERE ANCHOR BOLTS
ARE SET IN MASONRY WALL, FILL BLOCK CELLS w/ GROUT FOR BOLTED COURSE ADD ONE GROUTED CELL
BEAMS /COLUMNS ._ I I/2' CONTACT w/ EARTH_ 2'
ABOVE AND TWO GROUTED CELLS BELOW ANCHOR ELEVATION.
13) GROUT USED IN THE WORK SHALL CONFORM TO ASTM 0416 w/ A SLUMP MI IX OF 8' TO 11', PROVIDE CLEANOUT
AND INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE. ALL MORTAR SHALL CONFORM w/ ASTM C210.
14) POUR GROUT IN LIFTS NOT TO EXCEED 4'.
STRUCTURAL NOTES
APPLICABLE CODES:
15) GROUT USED IN THE WORD SHALL OBTAIN A MINIMUM COMPRESSIVE 5TRENGTH OF 3000 PSI IN 28 DAYS. GROUT
A: F.B.C. DADE COUNTY 2001 EDITION.
SLUMP REQUIRED - ---- 8' TO II' PROVIDE CLEANOUT HOLES AT TOP, MIDDLE.
B: A.C1 318 -05 REINFORCED CONCRETE
1(o) A SPECIAL INSPECTION BY A FL. CERTIFIED ENGINEER OR SPECIAL INSPECTOR, WILL BE REQUIRED FOR ALL
C: REINFORCED MASONRY BY A.C.I. 530-05 AND
ENGINEERED MASONRY CONSTRUCTION, SOIL COMPACTION AND ROOF TRUSSES OVER 35' LONG OR (W-0' HIGH.
THE MASONRY DESIGNERS GUIDE BY AC.I., T.M.S., A.S.C.E.
Il) ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED w! EQUAL OR BETTER, w/ THE
E: WIND ANALYSIS AND DESIGN PER ASC.E.1 -05.
APPROVAL OF ENGINEER OF RECORD.
REINFORCING STEEL fy = 60000 P.S.I. fs = 24000 P.S.I. Es = 290WOM P.S.I.
18) ALL STRUCTURAL LUMBER TO BE SOUTHERN PINE No. 2 OR BETTER
MINIMUM BENDING STRESS, Fb = 1)00 P51. YOUNG'S MODULES, E = 1FiPJ0000 PSI.
Em = 1,351001 P,a1 N - Es/Em = 2148
ALL BLOCK 8' AS.T.M. C -90 HOLLOW UNIT MASONRY DESIGN f'm - 1,500 P.S.I. 4
f'c = 1,910 P.S.I. (PER TABLE 2 ACI 530.1)
GROUT SHALL COMPLY w/ AATM. 0416, 28 DAYS MIN. COMP. STRENGTH = 3000 PAI.
GROUT SLUMP REQUIRED - - - -- 8' t0 11' PROVIDE CLEANOUT HOLES AT TOPMIDDLE
DESIGN LOAD CALCULATIONS
AND BOTTOM OF FILLED CELL
MORTAR SHALL COMPLY w/ A6311.
MORTAR SLUMP REQUIRED ----- 5' t0 8'
CONTRACTOR TO CON5OLIDATE GROUT LIFTS w/ 3/4' VIBRATOR
ROOF DEAD LOAD TOP CHORD 15 P5F
BOTT CHORD 10 PSF
ROOF LIVE LOAD 31,5E
PLYWOOD ROOF
DIAPHRAGM
1. ROOF DIAPHRAGM SHALL COMPLY w/ THE DESIGN RECOMMENDATION5 OF 'A.PA DESIGN / CONSTRUCTION
GUIDE - DIAPHRAGMS' AND THE LOCAL BUILDING CODE.
2. PLYWOOD ROOF DECKING SHALL BE 19/32' MINIMUM THICKNESS, AND SHALL BE 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 6'04. MAX. AT
EDGES AND AT 6'oc. ALONG INTERMEDIATE SUPPORTS. 4' O.C. 9 PIAPHRAM BOUNDARY AND 8d RING SHANK
NAILS is 4' oc. 6 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 STRUCTURE
REQUIRING INSPECTIONS.
SOIL COMPACTION NOTES
I. 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.
1 COMPACT THE CLEARED AREA TO A MINIMUM COMPACTION OF 95 PERCENT OF THE DRY SOIL DENSITY AS
DETERMINED 137 THE MODIFIED PROCTOR TEST -ASTM 0-1551 PRIOR TO PLACEMENT OF ANY ADDITIONAL
FILL REQUIRED.
3. FILL AND COMPACT THE CLEARED AREAS IN LIFTS NOT GREATER THAN 12 INCHES OF L005E THICKNESS TO
ELEVATE TO THE REQUIRED GRADE. FILL MATERIAL FOR AREAS IN SUPPORT OF FOOTINGS 15 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 2510
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 SHALL BE PERFORMED AS
PER ASTM D -2922.
STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES:
A L, 1)U`, ANGLE, BASE PLATES, CONK PLATES (UON) --- ASTM A36 (N =36 KSU
B. ST
RUCTURAL TUBE---- ------------ - -ASTM A-W, GRADE B (F,4=46 KSI)
C. STEEL PIPE ----------------------- A5TM A53, GRADE B (FY =35 K51)
2. AT SAEPLATES NON-METALLIC SHRINK
G (UCH S MASTER , AS SMALL MANUFACTURED Y HASER BB UIDR5
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.
WIND DESIGN LOADS
205 'Z' E
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WIND DESIGN PER ASGE 1 -05
w/ 30' O
MEAN ROOF HEIGHT + V -10'
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WIND DESIGN SPEED 146 MPH
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STRUCTURAL CATEGORY II
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PLAN VIEW
GROSS PRESSURE PER ASCE COMPONENTS AND CLADDING
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ZONES 1, 2, 4 3:
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ZONE I - 38.58 PSF
TYF. LATERAL BRACE SPLICE
ZONE 2 - 5434 PSF
REFER TO TIE
ZONE 3 - 85.84 PSF
BEAM SCHEDULE
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FOR CONTINUOUS
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REINFORCEMENTS.
SHOP DRAWING NOTES
-WOOD TRUSSES
- STRUCTURAL STEEL
- FORMWORK/SHORIW.%MESHORING
PRIOR TO ANY FABRICATION, SHOP DRAWINGS SHALL BE SUBMITTED TO THE
STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL.
CONSTRUCTION
JOINT
1/2 (LI or L2, WHICHEVER 15 GREATER) + 'b'
STANDARD
PROVIDE 1/8' 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 NAILS e
4'o.c. EA
SIDE OF SEAM
2'x WOOD FASCIA SEE
TYPICAL WALL SECTION
NAILED w/ 2 -16d
NAILS a EACH TRUSS
1 Vii"
1116' SPACE AT PANEL ENDS
PREFABRICATED WOOD
TRUSSES 24' ON CENTER
SEE ROOF PLAN
�--- LATERAL BRACING,
SEE DETAIL ON THIS SHEET.
Sd RING SHANK NAILS AT
6'o4. AT PANEL EDGE AND
INTERMEDIATE SUPPORT
4'o4. a DIAPHRAGM BOUNDRY
AND Sd RING SHANK NAILS a 4' o.a
GABLE ENDS 4' -0' BACK OF GABLE
PLYWOOD NAILING DETAIL
N.T.S.
REFER TO TIE
BEAM SCHEDULE
FOR CONTINUOUS
REINFORCEMENTS.
TWO 05 FILLED CELLS
g TIE BEAM ELEVATION
CHANGE.
GN�NC�� D��T�f�AM ELEVATION
SCALE. hI.T,S.
48 BAR DIAMETER
1/4 (L2)
MIN. CLEAR 5PAN c.Ltftr[ or-�ry
T�"PICAL CONCRETE AM /COLUMN R INFCRC M NTT
SCALE: N.T.S.
0
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I
2
RIDC:E: / I >
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0 2
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TYPICAL:
19/32" CDX PLYWOOD DECKING,% NAILED TO TRUSSES
w /Sd RING SHANK NAILS, AS PER ZONES.
ZONES > 4 (D : 6d RING% SHANK NAILS m ro'o.c. THROUGHOUT.
ZONE O : 8d RING% SHANK NAILS 10 4'o.c.
ROOF- PLAN SHOWING
ZONES 1, 2 8c 3
TYPE D E S I G N A T,I.,O,N�
51po
2'x4' SOUTHERN YELLOW PINE 02 CROSS BRACING
ES w /(2) Ibd NAILS
*E5 4 TRUSS
NAILED TO BOTTOM CHORD MAXIMUM
10' -0' SPACING (REFER TO TW55
NOTES 4 TRUSS LAYOUT FOR LOCATION)
T x- 5RACINC;
SCALE: 3/4'=V-0'
9 GAUGE DUR -O -WALL HORIZ. REIN. EVERY
OTHER COURSE (LADDER TYPE). SPLICE 6'
MINIMUM.
LRUNNING: BOND 8'x8'xlb' CONC. MASONRY
UNITS INTERLOCKED AT ALL
CORNERS 4 WALL INTERSECTIONS.
TYP )BUR -C -WALL CORNER DETAIL
SGALE: N.T.S.
5 GAUGE DUR -O -WALL WORM REIN. EVERY
OTHER COURSE (LADDER TYPE). SPLICE 8'
MINIMUM.
RUNNING BOND 8'x8'xlb' _j T
CONC. MASONRY UNITS
TYP DUR -O -WALL DETAIL
SCALE: N.T.S.
(2) Irod NAILS EACH
MEMBER
2'x4' CONT. LATERAL WOOD BRACING
NAILED TO BOTTOM CHORD MAXIMUM
10-0' SPACING (REFER TO TRUSS NOTES
4 TRUSS LAYOUT FOR LOCATION)
STRUCTURAL ENGINEERS b
Alex Kondrat - P.E. #58086, C.A. #00009717 °
12900 SW 128 Street, Suite 104 a
Miami, Florida 33186 a-- - , 4
Ph. (786) 293 -2888 Fax. (786) 293 -2883 _ _ ° v
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STRUCTURAL ENGINEERS b
Alex Kondrat - P.E. #58086, C.A. #00009717 °
12900 SW 128 Street, Suite 104 a
Miami, Florida 33186 a-- - , 4
Ph. (786) 293 -2888 Fax. (786) 293 -2883 _ _ ° v
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DATE :MARCH 27 2010 '
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SCALE AS SHOWN
DRAWN ;W.A.C.
JOB Nil. :09.9000