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13-122(2)-010STRUCTURAL GENERAL NOTES WOOD I. 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 51ZE 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 TRU55 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 THICKNE85, 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 NAIL5, SPACED AT 4 "o.c. MAX. AT EDGES AND AT 6 "o.c. ALONG INTERMEDIATE SUPPORTS. GABLE ENDS NAIL SPACING SHALL BE 10d NAILS o 4'o.c. MAX_ 1. TRU55 BRACING= NOTES: - CROSS BRACING SHOULD BE LOCATED AT NO MORE THAN 8'- 0 "o.c. AT GABLE ENDS OF BUILDING (AS INDICATED ON PLANS). S. FOR TRU55E5 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 11RO1= E66IONAL ENGINEER MATERIALS (U. O. N. ON PLANS) I. CONCRETE: STRUCTURAL CONCRETE SHALL CONFORM TO ACI -301. FOR FOOTINGS, TIE 5EAM5, COLUMNS, BEAMS, AND SLABS SHALL REACH A MINIMUM COMPRE551VE STRENG=TH OF 3,000 PSI IN 28 DAYS. FOR SLAB ON GROUND SHALL BE 3000 P51. 2. STEEL REINFORCEMENT: f ��ARL Y7NF'ORM �C �6G'1 �Cx ' S�o �TTE>�oh,� ATH 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 1151, SHALL COMPLY ASTM C 55, A5TM C 13, ASTM C 90 AND A5TM C 144. GROUT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS. A5TM C 416. MORTAR TYPE M: SHALL COMPLY WITH A5TM C 210. 4. STRUCTURAL STEEL: ANGLES, W SHAPE, CHANNELS, PLATES, PIPES, AND STRUCTURAL TEES: fy = 36 K5I CONFORM TO A5TM A3ro. STRUCTURAL TUBING: fy = 46 K5I CONFORM TO ASTM A 500. 5OLT5 SHALL CONFORM TO ASTM 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 PSI (MINIMUM), AND YOUNG'S MODULUS E = 1,500,000 P51, 5TRUCTUEAL STEEL I. ANCHOR BOLTS SHALL CONFORM TO EITHER A5TM A301 OR A5TM 436 2. FRAMING 5OLT5 SHALL CONFORM TO A5TM 4325, WITH HARDENED WASHERS AND HEX NUTS. 3. WELDING IN THE SHOP OR FIELD MAY BE DONE ONLY BY AWS CERTIFIED WELDERS. 4. STRUCTURAL 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.S.T_M. SPECIFICATIONS. BOLTS SHALL CONFORM TO A_5.T.M. 4325, ANCHOR BOLTS SHALL CONFORM TO TO A.S.TM. A301. 5. A 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 5HALL CONFORM TO A.S.T.M, A: 106 AND MEET AW5 D1.4 -19 AND INCLUDE RECOMMENDED CARBON EQUIVALENT (C.E.) TO BE LIMITED TO 0.45% FOR *1 OR LARGER BAR5 AND 0.55% *6 AND SMALLER BARS. REINFORCED CONCRETE I. CLEAR COVER FOR REINFORCEMENT 5HALL BE: FOOTING5: 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= 5EAM5 AND COLUMNS: 2. AGGREGATES SHALL BE GLEAN AND GRADED MAXIMUM SIZES 3/4'. CONCRETE ASTM C -33 CONFORMS TO A5TM 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 (45 PER ASTM C -94) THEREOF AND TESTED AT THE FOLLOWING INTERVALS: 1 AT 3 DAYS, I 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 5UPPORT5. (o. PROVIDE 205 X 48" DIAGONALLY AT CORNERS OF ALL OPENINGS WIDER THAN 15'. I. PROVIDE AT ALL CORNER5 2"5 BARS 60' LENGTH BENT. & LAP CONTINUOUS REINFORCING A MINIMUM OF 30" IN BEAM5, 36 BAR DIAMETERS IN SLABS, 9. HOOK ALL DISCONTINUOUS TOP REINFORCING. 10. TIE BEAMS SHALL BE CONTINUOUS REINFORCEMENT, PROVIDED BY LAPPING SPLICES NOT LE55 THAN 30 ". CONTINUITY SHALL BE PROVIDED AT ALL CORNERS BY BENDING 2 5AR5 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 RE15AR5 THROUGH COLUMNS OR BY BENDING HORIZONTAL REINF. INTO COLUMNS A D15TANCE OF 30'. 12, EXTEND BOTTOM BARS 8' PAST ALL OPENINGS GREATER THAN 3' -0' ON BOTH SIDES. COI CfRETE 5EAI I 5C�4EFDL.LE �� USP TAPL 16 STRAP W/9 -10d NAILS TO TRUS5 4 ( 1 J 4 ro -10d NAILS TO SEAT. CAPACITY: 1255* UPLIFT REINFORCEMENTS (2) USP RT24T TWISTED STRAPS W /(5) 3/16" DAIM x 2' LONG ua m a Ly z CAPACITY U =1400 * (NOA * 01- 0912.05) U5P RTI6 SEISMIC ANCHOR W /8 -86 NAILS TO TRUSS 4 REQUIRED 3 J (4) -3/16" DIAM, x 2" LONG TAPCONS TO CONCRETE ANCHOR MIN. EMBED. 1.15 ". CAPACITY U =100* (NOA * 01- 030(o.10) B/E ■ BOTH ENDS OF TRU55 ~ �> UNO ■ UNLESS NOTED OTHERWISE RT-I RAFTER TIE W/5 -8d NAILS TO 2X6 AND 5 -86 NAILS TO G = GRAVITY LOAD uil O * 3 5TIRRUPS REMARKS (L LU p IL A p X: m � � TB A 10' -4' 8' 12" 2 -*5 - 2 -*5 *3 a 48" O.C. TIE BEAM. SEE NOTES BELOW T5-1 A 10' -4' 8' 24' 2 -05 2 -05 2 -*5 *3 Q 46' O.G. TIE BEAM. SEE NOTES BELOW 5-1 C 10' -4' 8' 40" 2 -*5 4 -05 2 -05 *3 * 8" O.G. CONCRETE BEAM 5-2 B 10' -4' S' 24' 2 -*1 2 -*-I 2 -*1 *3 * 6 O.C. CONCRETE BEAM SEAM I IESS TYPE- TYPE- B Lj CONCRETE BEAM NOTES: I. TIE BEAMS 5HALL HAVE (4) * 3 TIES AT 12" o.G. AT ALL CORNES ,EA. WAY, AND 48' o_c. REMAINDER. 2. PROVIDE (2) * 5 x 60' CORNER 5AR5, BENT 30" EACH WAY Q ALL CORNERS. 3. ARCHITECT TO REVIEW AND APPROVE ALL BEAM ELEVATIONS AND BEAM DEPTHS. .••. r•Y . . ..... ... '••• • N ••••� 0 • • • r r • • • • 0000♦ me* • • • • ••• Y • Y 0000 • • � Y 4Y • • V • • Y 0 •� •• • • • • Y 41 r • • i Y i • • • • • • • • • • r••• ••••• • ... .... • 6 41 • . r r • • 0 • • •••• • 0•••N • ••• • 410.0, • OLR ING ROOF BEAM =MAIN (TYP) City of South Miami Building Dept. 6130 Sunset Drive South Miami, FL 33143 _Di1VG DEPT, s id12,1L CT1f' (.µ_x� City of South NA'lami i3uildinrg Dept. 6130 Sunset Drive South Miami, FL 33143 ARCHITECT ORPS@S L0"z_ M0 AROOO 350 5D5 SW. 32 sntm NIMM FLORIDA 33M TEiEPHONL- OW Wg ->IIt7 OWNED. i i w V z /w 0 O 0 U) w , �M qcT w T w © M � 2 z =O w F-� D Q � �w z o� O (L LOS Q Z JtLrmoNS; jF DATE JANUARY It 2013 SCALE AS SHOWN DRAWN WAC. JO>s NO. 13 -000 A -4 �T NO. = OF �� USP TAPL 16 STRAP W/9 -10d NAILS TO TRUS5 ACTUAL ( 1 J 4 ro -10d NAILS TO SEAT. CAPACITY: 1255* UPLIFT �� NOA *Oro- 102bZ7I (2) USP RT24T TWISTED STRAPS W /(5) 3/16" DAIM x 2' LONG ( 2 J TAPCONS CONCRETE AND 5 -16d NAILS TO TRUSS CAPACITY U =1400 * (NOA * 01- 0912.05) U5P RTI6 SEISMIC ANCHOR W /8 -86 NAILS TO TRUSS 4 REQUIRED 3 J (4) -3/16" DIAM, x 2" LONG TAPCONS TO CONCRETE ANCHOR MIN. EMBED. 1.15 ". CAPACITY U =100* (NOA * 01- 030(o.10) B/E ■ BOTH ENDS OF TRU55 ATTACH EACH TRU55 TO 2X6 (5TP NO2) RUNNER WITH (2) USP UNO ■ UNLESS NOTED OTHERWISE RT-I RAFTER TIE W/5 -8d NAILS TO 2X6 AND 5 -86 NAILS TO G = GRAVITY LOAD a TRUSS BOTTOM CHORD. UPLIFT CAPACITY =505'. TYP = TYPICAL NOA 01- 0306.10 .••. r•Y . . ..... ... '••• • N ••••� 0 • • • r r • • • • 0000♦ me* • • • • ••• Y • Y 0000 • • � Y 4Y • • V • • Y 0 •� •• • • • • Y 41 r • • i Y i • • • • • • • • • • r••• ••••• • ... .... • 6 41 • . r r • • 0 • • •••• • 0•••N • ••• • 410.0, • OLR ING ROOF BEAM =MAIN (TYP) City of South Miami Building Dept. 6130 Sunset Drive South Miami, FL 33143 _Di1VG DEPT, s id12,1L CT1f' (.µ_x� City of South NA'lami i3uildinrg Dept. 6130 Sunset Drive South Miami, FL 33143 ARCHITECT ORPS@S L0"z_ M0 AROOO 350 5D5 SW. 32 sntm NIMM FLORIDA 33M TEiEPHONL- OW Wg ->IIt7 OWNED. i i w V z /w 0 O 0 U) w , �M qcT w T w © M � 2 z =O w F-� D Q � �w z o� O (L LOS Q Z JtLrmoNS; jF DATE JANUARY It 2013 SCALE AS SHOWN DRAWN WAC. JO>s NO. 13 -000 A -4 �T NO. = OF