R13-122-004STRUCTURAL GENERAL NOTES
WOOD
1. WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS A5 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 SYSTEMS TO THE SUPPORTING STRUCTURE.
3. COORDINATE TRUSS LAYOUT WITH ARCHITECTURAL DRAWINGS, IF CONFLICT 15 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 THICKNE55, AND SHALL BE CONTINUOUS OVER TWO
OR MORE 5PAN5, WITH FACE GRAIN PERPENDICULAR TO THE SUPPORTS.
6. CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE WITH 10d GALVANIZED NAILS, SPACED AT 4 "o.c. MAX. AT
EDGES AND AT 6 "o.c. ALONG INTERMEDIATE SUPPORTS.
GABLE ENDS NAIL SPACING SHALL BE 106 NAILS 0 4 "o.c. MAX.
-1. TRUSS BRACING NOTES:
GROSS BRACING SHOULD IBE LOCATED AT NO MORE THAN 5'- 0 "o.c_ AT GABLE ENDS OF BUILDING (AS INDICATED
ON PLANS).
8. FOR TRUS5E5 HAVING AN OVRERALL LENGTH OF THE BOTTOM CHORD IN EXCE55 OF 35 FEET OR 6 FEET OVERALL
HEIGHT ERECTION SHALL BE 5UPERVI5ED 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)
I. CONCRETE:
STRUCTURAL CONCRETE SHALL CONFORM TO ACI -301. FOR FOOTINGS, TIE BEAMS, COLUMNS, BEAMS,
AND SLAB5 SHALL REACH A MINIMUM COMPRE551VE STRENGTH OF 3,000 P51 IN 28 DAYS.
FOR SLAB ON GROUND SHALL BE 3000 PSI.
2. STEEL REINFORCE,rM�ENT:l c� 1 n��
fyT go e6 6 g H THE SHOP DRAWINGS AS PART OF THE PERMIT DOCUMENT_
ALL WELDED WIRE FABRIC SHALL CONFORM TO A5TM A 185.
3. MASONRY:
HOLLOW MASONRY UNITS OF CONCRETE, f'm = 1,350 PSI, SHALL COMPLY ASTM C 55, ASTM C 13,
ASTM G 90 AND A5TM G 144.
GROUT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS_ ASTM G 416.
MORTAR TYPE M: SHALL COMPLY WITH ASTM G 210.
4. STRUCTURAL 5TEEL:
ANGLES, W SHAPE, CHANNELS, PLATES, PIPES, AND STRUCTURAL TEES: fy = 36 KSI CONFORM TO ASTM 43rd_
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 -10XX.
5. WOOD:
ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE No. 2 OR BETTER.
fb = 1,200 P51 (MINIMUM), AND YOUNG'S MODULUS E = 1,500,000 P51,
STRUCTURAL STEEL
1, ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A301 OR A5TM A36
2, FRAMING BOLTS SHALL CONFORM TO ASTM A325, WITH HARDENED WASHERS AND HEX NUTS.
3. WELDING IN THE SHOP OR FIELD MAY BE DONE ONLY BY AW5 CERTIFIED WELDERS.
4. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST A.1,5-C. STEEL
CONSTRUCTION MANUAL AND SHALL CONFORM WITH THE LATEST A.5.T.M. 5PECIFICATION5. 5OLT5 SHALL CONFORM
TO A.S.T.M. A325, ANCHOR BOLTS SHALL CONFORM TO TO A.5.T.M. A301.
5. A FLORIDA REGISTERED ARCHITECT OR PROFESSIONAL ENGINEER SHALL INSPECT THE WELDING IAND 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 50 FT.
6. ALL REINIR STEEL TO BE WELDED SHALL CONFORM TO A_S.T_M. A 106 AND MEET AWS D1.4 -19 AND INCLUDE
RECOMMENDED CARBON EQUIVALENT (C.E.) TO BE LIMITED TO 0.4551. FOR #1 OR LARGER BARS AND 0.55% #6
AND SMALLER BARS.
REINFORCED CONCRETE
L CLEAR COVER FOR REINFORCEMENT SHALL 8E:
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:
SLAB5 EXPOSED TO WEATHER:
BEAM5 AND COLUMNS:
2, AGGREGATES SHALL BE GLEAN AND GRADED MAXIMUM 51ZES 3/4 ". CONCRETE ASTM C -33 CONFORMS TO
ASTM C -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.
6. PROVIDE 2#5 X 48" DIAGONALLY AT CORNERS OF ALL OPENINGS WIDER THAN 15 ",
1. PROVIDE AT ALL CORNERS 2#5 BARS 60" LENGTH BENT
8, LAP CONTINUOUS REINFORCING A MINIMUM OF 30" IN BEAMS, 36 BAR DIAMETERS IN 6LAB5.
9, HOOK ALL DISCONTINUOUS TOP REINFORCING.
10. TIE BEAM5 SHALL BE CONTINUOUS REINFORCEMENT, PROVIDED BY LAPPING SPLICES NOT LE55 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 REBAR5 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 SIDE5,
01
ROOF PLAN
CCP T USS AI NCkAC L NF,)
C;0NC;T 5,4 GCHDL�L
NU -VUE NVHTA16 STRAP ANCHOR w/ 14 -10d NAILS TO
UPLIFT
0 TRUSS AND - 10dAB" NAILS TO SEAT. CAPACITY= 2208"
O 6
GREATER
(MIAMI -DADS NOA *12- 013032)
REINFORCEMENTS
#
O USP TH026 HANGER w /18 -16d COMMON NAILS TO LEDGER
2 AND 12- 10dxlB NAILS TO TRUSS.
REQUIRED
CAPACITY: U ■21-10" G -2485" (NOA FL- 13285)
ANCHOR
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UNO = UNLESS NOTED OTHERWISE
G ■ GRAVITY LOAD
3 5TIRRUP5 REMARKS
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TB
A 10' -4" a" 12'
2 --, - 2 -05
03 e 48" O.C. TIE BEAM. SEE NOTES BELOW
TB -1
5 10' -4" 8" 24"
2 -415 2 -#5 2 -05
*3 V 48" O.C. TIE BEAM. SEE NOTES BELOW
5-1
C 10' -4" 8" 40"
2 -#5 6 -*5 2 -+"5
03 S" O.G. CONCRETE BEAM
B -2
p 10' -4" 8' 24'
2 -#1 - 4 -#1
#3 6" O_C_ CONCRETE BEAM
LU
5E,411 TYPES �
TYPE -A
TYPE B
TY -C TYPE-13I
CONCRETE BEAM NOTES:
I. TIE BEAMrv- SHALL HAVE (4) # 3 TIES AT 12" c.c. AT ALL GORNES ,EA. WAY, AND 48" o.c. REMAINDER.
2. PROVIDE (2) # 5 x 60' CORNER BARS, BENT 30" EACH WAY a ALL CORNERS.
01
ROOF PLAN
CCP T USS AI NCkAC L NF,)
ACTUAL
NU -VUE NVHTA16 STRAP ANCHOR w/ 14 -10d NAILS TO
UPLIFT
0 TRUSS AND - 10dAB" NAILS TO SEAT. CAPACITY= 2208"
O 6
GREATER
(MIAMI -DADS NOA *12- 013032)
#
O USP TH026 HANGER w /18 -16d COMMON NAILS TO LEDGER
2 AND 12- 10dxlB NAILS TO TRUSS.
REQUIRED
CAPACITY: U ■21-10" G -2485" (NOA FL- 13285)
ANCHOR
B/E = BOTH ENDS OF TRUSS
UNO = UNLESS NOTED OTHERWISE
G ■ GRAVITY LOAD
TYP - TYPICAL
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SCALE: 1/4" =1' -0"
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INIC. BEAM
REMAIN (TYP)
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TYPICAL CONCRETE BEAM /COLUMN REINFORCEMENT
SCALE: N.T.5.
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ARCHITECT
ORESTES LOPEZ -RECIO
AR M350
5895 S.W. 32 STREET
MIAMI, FLORIDA 33155
TELEPHONE: M 608 -8887
OWNER
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1� 04.01.13
5.15.13 REVI6ION
BY OWNER
SEAL:
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DATE JANUARY K 2013
SCALE AS SHOWN
DRAWN WAC.
JOB NO. 13 -2000
A -4
SHEET NO. - OF
(0.251-1 0.31-1 OR 0.3L2
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CONCRETE COLUMN.
6" MIN,
L1= CLEARSPAN �/
0.1251-2 STIRRUPS
0.125 2
CONCRETE COLUMN. CONCRETE COLUMN.
6" MIN,
(T P)
L2
0,12J
6" MIN.
L3
b �/
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TYPICAL CONCRETE BEAM /COLUMN REINFORCEMENT
SCALE: N.T.5.
OLR
ARCHITECT
ORESTES LOPEZ -RECIO
AR M350
5895 S.W. 32 STREET
MIAMI, FLORIDA 33155
TELEPHONE: M 608 -8887
OWNER
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REVISIONS=
1� 04.01.13
5.15.13 REVI6ION
BY OWNER
SEAL:
4
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7
DATE JANUARY K 2013
SCALE AS SHOWN
DRAWN WAC.
JOB NO. 13 -2000
A -4
SHEET NO. - OF