13-122(2)-009"
STRUCTURAL GENERAL NOTES
WOOD
1. WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS SHOWN ON STRUCTURAL DRAWINGS,
SHALL BE PROTECTED WITH 30 * FELT OR PRESSURE TREATED IN ACCORDANCE WITH AITC -109. MEMBER SIZE
SHOWN ARE NORMAL UNLESS NOTED OTHERWISE,
2. TRUSS MANUFACTURER TO SUBMIT 4 SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR APPROVAL
INDICATING ALL REACTIONS AND RECOMMENDED TRUSS ANCHORING 6Y5TEM5 TO THE SUPPORTING STRUCTURE.
3. COORDINATE TRUSS LAYOUT WITH ARCHITECTURAL DRAWINGS, IF CONFLICT IS FOUND NOTIFY ARCHITECT.
4. ROOF DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF 'A.P.A. DESIGN / CONSTRUCTION
GUIDE - DIAPHRAGMS" AND THE LOCAL BUILDING CODE.
5. PLYWOOD ROOF DECKING SHALL BE 19/32' MINIMUM THICKNESS, AND SHALL BE CONTINUOUS OVER TWO
OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR TO THE SUPPORTS.
6. CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE WITH 106 GALVANIZED NAILS, SPACED AT 4'0.c. MAX. AT
EDGES AND AT 6 'o.c. ALONG INTERMEDIATE SUPPORTS.
GABLE ENDS NAIL SPACING SHALL BE 106 NAILS 6 4 "o.c. MAX.
1. TRUSS BRACING NOTES:
GROSS BRACING SHOULD BE LOCATED AT NO MORE THAN 8'- 0"o.c. AT GABLE ENDS OF BUILDING (AS INDICATED
ON PLANS).
8. FOR TRUSSES HAVING AN OVRERALL LENGTH OF THE BOTTOM CHORD IN EXCESS OF 35 FEET OR 6 FEET OVERALL
HEIGHT ERECTION SHALL BE SUPERVISED BY EITHER A REGISTERED PROFESSIONAL ENGINEER OR REGISTERED
ARCHITECT RETAINED BY THE CONTRACTOR. A RETAINER LETTER FROM THE REGISTERED PROFESSIONAL ENGINEER
MATERIALS (U. O. N. ON PLANS)
1. CONCRETE:
STRUCTURAL CONCRETE SHALL CONFORM TO AGI -301. FOR FOOTINGS, TIE BEAMS, COLUMNS, BEAMS,
AND SLABS SHALL REACH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 1-51 IN 28 DAYS.
FOR SLAB ON GROUND SHALL BE 3000 PSI,
2. STEEL REINFORCEMENT: L
�yTE�j6gpFgTH THE SHOP DRAWINGS AS PART OF THE PERMIT DOCUMENT.
ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185.
3. MASONRY:
HOLLOW MASONRY UNITS OF CONCRETE, F'm = 1,350 PSI, SHALL COMPLY ASTM C 55, ASTM C 13,
ASTM C 90 AND A5TM C -144.
GROUT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 P61 IN 28 DAYS. ASTM C 4 -16.
MORTAR TYPE M: SHALL COMPLY WITH ASTM C 210-
4. STRUCTURAL STEEL:
ANGLES, W SHAPE, CHANNELS, PLATES, PIPES, AND STRUCTURAL TEES: Fy = 36 KSI CONFORM TO ASTM A36.
STRUCTURAL TUBING: Fy = 46 KSI CONFORM TO ASTM A 500.
BOLTS SHALL CONFORM TO A5TM A 325, WITH HARDENED WASHERS AND HEX NUTS.
WELDING E -70XX.
5. WOOD:
ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE No. 2 OR BETTER.
Fb = 1,200 PSI (MINIMUM), AND YOUNGIS MODULUS E = 1,500,000 PSL
STRUCTURAL STEEL
1. ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A301 OR ASTM A36
2. FRAMING BOLTS SHALL CONFORM TO A5TM A325, WITH HARDENED WASHERS AND HEX NUTS.
3- WELDING IN THE SHOP OR FIELD MAY BE DONE ONLY BY AWS CERTIFIED WELDERS.
4. 5TRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST A.I.S.C. STEEL
CONSTRUCTION MANUAL AND SHALL CONFORM WITH THE LATEST A.5.T.M. SPECIFICATIONS. BOLTS SHALL CONFORM
TO A.S.T.M. A325, ANCHOR BOLTS SHALL CONFORM TO TO A.S.T.M. A30-1.
5-4 FLORIDA REGISTERED ARCHITECT OR PROFESSIONAL ENGINEER SHALL - INSPECT THE WELDING AND HIGH - STRENGTH
BOLTING OF STRUCTURAL STEEL FRAMING AND WELDING, BOLTING AND FASTENING OF LIGHTWEIGHT MATERIAL
SYSTEMS AND METAL SIDINGS OF BUILDINGS WITH AREAS EXCEEDING 1000 SQ FT.
6. ALL REINF. STEEL TO BE WELDED SHALL CONFORM TO A.S.T.M. A X06 AND MEET AWS DIA -79 AND INCLUDE
RECOMMENDED CARBON EQUIVALENT (C.E.) TO BE LIMITED TO 0.45% FOR 01 OR LARGER BARS AND 0,55% *6
AND SMALLER BARS.
REINFORCED CONCRETE
1. CLEAR COVER FOR REINFORCEMENT SHALL BE:
FOOTINGS: CONCRETE CAST AGAINST AN PERMANENTLY EXPOSED TO EARTH: 3'
UNFORMED FACES EXPOSED TO EARTH:
FORMED FACES IN CONTACT WITH EARTH:
SLABS NOT IN CONTACT WITH EARTH=
SLABS EXPOSED TO WEATHER:
BEAMS AND COLUMNS:
2. AGGREGATES SHALL BE CLEAN AND GRADED MAXIMUM SIXES 3/4 ". CONCRETE ASTM G -33 CONFORMS TO
A5TM G -94.
3. SLUMP SHALL BE A MINIMUM OF 3" AND MAXIMUM OF 5' CONCRETE DURING AND IMMEDIATELY AFTER
DEPOSITING SHALL BY THOROUGHLY COMPACTED BY MEANS OF MECHANICAL VIBRATION.
4. 5 CYLINDERS SHALL BE TAKEN FROM EACH POUR OF 50 CU. YARDS OF CONCRETE OR FRACTION (AS PER
ASTM C -94) THEREOF AND TESTED AT THE FOLLOWING INTERVALS: I AT 3 DAYS, 1 AT `1 DAYS, 3 AT 28
DAYS.
5. REINFORCEMENT STEEL SHALL BE FREE OF RUST, FLAKES, MILL SCALE, PAINT, OIL, GREASE, OR OTHER
CONTAMINANTS THAT WILL REDUCE BOND. ALL REINFORCING SHALL BE ACCURATELY LOCATED AND FIRMLY
HELD IN PLACE BEFORE AND DURING THE PLACEMENT OF CONCRETE BY MEANS OF WIRE SUPPORTS -
(o. PROVIDE 2*5 X 48" DIAGONALLY AT CORNERS OF ALL OPENINGS WIDER THAN 15'.
1. PROVIDE AT ALL CORNERS 2*5 BARS 6011 LENGTH BENT.
8. LAP CONTINUOUS REINFORCING A MINIMUM OF 30' IN BEAMS, 36 BAR DIAMETERS IN SLABS,
9. HOOK ALL DISCONTINUOUS TOP REINFORCING.
10. TIE 5EAM5 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.
11. CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL RE5AR5 THROUGH COLUMNS OR BY
BENDING HORIZONTAL REINF. INTO COLUMNS A DISTANCE OF 30 ".
12. EXTEND BOTTOM BARS 8" PAST ALL OPENINGS GREATER THAN 3' -0" ON BOTH SIDES.
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NEW PLYWOOD NOTE:
PROVIDE DIAPHRAGM W/ 2X4 WOOD BLOCKING
AT ALL PLYWOOD SEAMS. ATTACH SHEATHING
TO BLOCKING W/ 8d R.5. NAILS -' 6" O.C..
ATTACH BLOCKING TO TRUSS W/ (2) 16d NAILS
EA. END TO TRU55
(TYP).
'X'BRACING MEMBERS FASTENED TO
TRUSSES W /2 -16d NAILS FAGH END 2 AREA 01= CONSTRUCTION
in 20' -0' MAX. 5PAGING (TYP)
T.O. NEW X NEW WOOD ROOF
- LONG. BEAM TRUSSES BY MFR.
OL 2 MATCH EXISTING.
G.C. to FIELD VERIFY
PRE ENGINEERED WOOD ELEV. 10' -4' 1531 }- 11'73 _ 1534
Np q Np PRIOR to FABRICATION n.IF
TRUSS * 24' o.c. TYP=. F- c, 1 AND INSTALLATION
6=1632 G =135 G =1632*
BE O BE 5'-m" BE EXISTING ROOF
SETBACK SETBACK GONG. BEAM
TO REMAIN (TYP)
TB_ i
T.O. NEW I I I 2 Xj� LATERAL BRA ING 11 TOP OF NEW
CONC. B AM I I NAILED W/ (t) 1Od NAILS TO I - CONC. BEAM
ELEV. 1@ -4' ■ 1'� FI EA. TRUSS * 0' -0' M X. mI �Q ABOVE EXISTING
I �(i Sf=A INCA (TYP.)- N �� �' ELEV. 10' -4"
■ 13 I 1 Sao 7*'P �\Q
■ w y' NLkW RIDC E I I I I }-r�T (TYP. ALL JACK5)
TYP 1 I
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(TYP. ALL JAGK5) I ■ I =440 S.r
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NEW UPTURNE GONG. B M TY X
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't'G CONC. BEAM
A;% ELEV. 10' -4"
T.O. EXISTING
CONC. BEAM
T ELEV. 10' -4'
CONC. BEAM
TO REMAIN (TYP)
FIELD VERIFY.
NEW CRICKET
WHERE SHOWN.
C0NCF�ETE SEAM 5CHEF-)ULE
NU -VUE NVHTAI6 STRAP ,ANCHOR w/ 14 -10d NAILS TO
PROVIDE TEM O RY
TWSS AND 6- I0dxIB' NAILS TO SEAT. CAPACITY- 2208*
YY•e+
ROOF SHORIN H15 AREA
OWNER
DURING CONS UGTION.
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REINFORCEMENTS
AND 12- 10dx15 NAILS TO TRUSS.
EXISTING RIDGE
CAPACITY: U■21i00 G ■2485" (NOA FL- 13285)
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TRUSS TO REMAIN (TYP.)
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CONCRETE EAM NOTES:
I. TIE BEAMS SHALL HAVE (4) * 3 TIES AT 12' o.r-. AT ALL CORNE5 ,EA. WAY, AND 48' c.c. REMAINDER.
2. PROVIDE (2) * 5 x 60' CORNER BARS, BENT 30" EACH WAY 1+ ALL CORNERS.
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NEW PLYWOOD NOTE:
PROVIDE DIAPHRAGM W/ 2X4 WOOD BLOCKING
AT ALL PLYWOOD SEAMS. ATTACH SHEATHING
TO BLOCKING W/ 8d R.5. NAILS -' 6" O.C..
ATTACH BLOCKING TO TRUSS W/ (2) 16d NAILS
EA. END TO TRU55
(TYP).
'X'BRACING MEMBERS FASTENED TO
TRUSSES W /2 -16d NAILS FAGH END 2 AREA 01= CONSTRUCTION
in 20' -0' MAX. 5PAGING (TYP)
T.O. NEW X NEW WOOD ROOF
- LONG. BEAM TRUSSES BY MFR.
OL 2 MATCH EXISTING.
G.C. to FIELD VERIFY
PRE ENGINEERED WOOD ELEV. 10' -4' 1531 }- 11'73 _ 1534
Np q Np PRIOR to FABRICATION n.IF
TRUSS * 24' o.c. TYP=. F- c, 1 AND INSTALLATION
6=1632 G =135 G =1632*
BE O BE 5'-m" BE EXISTING ROOF
SETBACK SETBACK GONG. BEAM
TO REMAIN (TYP)
TB_ i
T.O. NEW I I I 2 Xj� LATERAL BRA ING 11 TOP OF NEW
CONC. B AM I I NAILED W/ (t) 1Od NAILS TO I - CONC. BEAM
ELEV. 1@ -4' ■ 1'� FI EA. TRUSS * 0' -0' M X. mI �Q ABOVE EXISTING
I �(i Sf=A INCA (TYP.)- N �� �' ELEV. 10' -4"
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NEW UPTURNE GONG. B M TY X
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't'G CONC. BEAM
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T.O. EXISTING
CONC. BEAM
T ELEV. 10' -4'
CONC. BEAM
TO REMAIN (TYP)
FIELD VERIFY.
NEW CRICKET
WHERE SHOWN.
ACTUAL
NU -VUE NVHTAI6 STRAP ,ANCHOR w/ 14 -10d NAILS TO
PROVIDE TEM O RY
TWSS AND 6- I0dxIB' NAILS TO SEAT. CAPACITY- 2208*
YY•e+
ROOF SHORIN H15 AREA
OWNER
DURING CONS UGTION.
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AND 12- 10dx15 NAILS TO TRUSS.
EXISTING RIDGE
CAPACITY: U■21i00 G ■2485" (NOA FL- 13285)
ANCHOR
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TRUSS TO REMAIN (TYP.)
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CAPACITY: U■21i00 G ■2485" (NOA FL- 13285)
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