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G$NMAI, SAUC`I'UItAI, NOTES
<br />1_ GENERAL=
<br />THE STRUCTURAL SYSTEM FOR THE BUILDING HAS BEEN DESIGNED IN ACCORDANCE WITH THE
<br />FLORIDA BUILDING CODE, 2020 EDITION.
<br />THE STRUCTURE WAS DESIGNED TO BE SELF-SUPPORTING AND STABLE FOLLOWING INSTALLATION OF
<br />ALL COMPONENTS AS INDICATED IN THE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE
<br />CONTRACTOR TO DETERMINE THE SEQUENCE OF ERECTION PROCEDURES (INCLUDING
<br />IMPLEMENTATION OF TEMPORARY SHORING, BRACING, ETC_) AND TO ENSURE SAFETY THROUGHOUT THE
<br />PERIOD OF CONSTRUCTION.
<br />THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE ARCHITECTURAL,
<br />MECHANICAL AND ELECTRICAL DRAWINGS TO COORDINATE LOCATION OF DEPRESSED SLABS,
<br />SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGLET5, BOLT SETTINGS, SLEEVES, DIMENSIONS,
<br />ETC. POTENTIAL CONFLICTS SHALL BE TRANSMITTED TO THE ARCHITECT AND ENGINEER BEFORE
<br />PROCEEDING WITH THE WORK. CONTRACTOR TO PROVIDE ADEQUATE TIME FOR RESPONSE FROM
<br />ARCHITECT/ENGINEER, NO PENETRATION SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT A
<br />PREVIOUS WRITTEN APPROVAL OF THE ENGINEER OF RECORD. IF ANY ERRORS, OMISSIONS OR
<br />POTENTIAL CONFLICTS APPEAR IN THE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE
<br />CONTRACTOR MUST NOTIFY THE ARCHITECT AND ENGINEER, IN WRITING, OF THE SAME PRIOR TO
<br />PROCEEDING WITH THE WORK IN QUESTION. IN THE EVENT THAT THE CONTRACTOR FAILS TO GIVE
<br />NOTICE, OR PROVIDE SUFFICIENT TIME FOR A RESPONSE, CONTRACTOR 15 RESPONSIBLE FOR THE
<br />RESULTS OF SUCH ERRORS OR OMISSIONS, AND FOR ALL COSTS FOR RECTIFYING SAME AND FOR ANY
<br />DELAYS OR ANY OTHER COSTS INCURRED BY SAME,
<br />2_ CONCRETE:
<br />ALL CONCRETE TO ATTAIN A MINIMUM ULTIMATE COMPRE551VE STRENGTH OF 5,000 R51 IN 28 DAYS,
<br />AGGREGATES TO BE CLEAN AND WELL GRADED, MAXIMUM 51ZE I' CONCRETE SLUMP= 3' MIN. TO 5' MAX. VERTICAL CONCRETE.
<br />DROP NOT TO EXCEED 8'.
<br />3_ CONCRETE COVER --
<br />TO BE AS FOLLOWS: BOTTOM TOP SIDES
<br />FOOTINGS 3' 2' 3"
<br />COLUMNS - - 15"
<br />BEAMS 1.5' 1.5" 1.5"
<br />SLABS 1' 1' 1"
<br />4_ REINFORCING STEEL --
<br />TO BE NE HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM A-305, AND CONFORMING TO ASTM
<br />A-615, GRADE 60. LAP CONTINUOUS BARS 30-5AR DIAMETERS, UNLESS OTHERWISE NOTED IN PLANS.
<br />HOOK DISCONTINUOUS ENDS OF ALL TOP BARS. REINFORCING STEEL TO BE DETAILED AND
<br />FABRICATED IN ACCORDANCE WITH "MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCING
<br />CONCRETE STRUCTURES", AND THE ACI BUILDING CODE 318, LATEST EDITION. SUBMIT SHOP DRAWINGS
<br />FOR APPROVAL BY ENGINEER BEFORE FABRICATION.
<br />5_ APPLICABLE CODE=
<br />- THE FLORIDA BUILDING CODE 2020 lith EDITION) AND ALL ITS REFERENCE[) STANDAIRDS
<br />- ASCE 1-16
<br />ALL STRUCTURAL ELEMENTS, EXPOSED TO WIND, HAVE BEEN DESIGNED
<br />PER THE GUIDELINES OF THE ASCE 1-16 CODE_
<br />WIND 5PEED =115 MPH.
<br />EXPOSURE = D
<br />RISK CATEGORY = l II )
<br />Kd = 0.85
<br />INTERNAL PRESSURE COEFFICIENT +/- 0.18
<br />6_ SPECIALTY ENGINEERED SYSTEMS:
<br />ITEMS DESIGNATED ON DRAWINGS THAT REQUIRE DESIGN BY A SPECIALTY ENGINEER SHALL BE
<br />DESIGNED, DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE
<br />FLORIDA BUILDING CODE BASED ON LAYOUT AND CONFIGURATION AS SHOWN ON ARCHITECTURAL
<br />DRAWINGS. THE SPECIALTY ENGINEERED SYSTEM SHALL BE DESIGNED TO RE515T THE GRAVITY
<br />LOADS AND COMPONENT AND CLADDING WIND PRESSURES INDICATED ON THIS DRAWING. SHOP
<br />DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED THAT ARE DATED, SIGNED AND SEALED BY A
<br />PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.
<br />SPECIALTY ENGINEERED ITEMS ON THIS PROJECT INCLUDE=
<br />a) WOOD TRUSSES.
<br />b) LOUVERS.
<br />c) PRECAST CONCRETE VENT
<br />I_ MASONRY=
<br />A. ALL CONCRETE BLOCK TO BE GRADE N-2, CONFORMING TO ASTM C-90, WITH A MINIMUM NET
<br />AREA COMPRESSIVE STRENGTH OF 1,900 PSI, AND A PRISM STRENGTH OF 1,500 PSI (MINIMUM).
<br />MORTAR SHALL BE TYPE M, WITH A MINIMUM STRENGTH OF 2,500 P51 (USE PORTLAND TYPE
<br />CEMENT). TEST MASONRY UNITS AND MORTAR BY TESTING LAB AT A RATE OF EVERY 1,000
<br />SQUARE FEET OF WALLS ERECTED.
<br />B_ MASONRY WALLS SHALL BE REINFORCED HORIZONTALLY WITH 8 GAUGE DEFORMED GALVANIZED
<br />STEEL, SPACED AT 16" C/C VERT. EXTEND HORIZONTAL REINFORCING 4' INTO ADJACENT
<br />COLUMNS. PROVIDE TRUSS TYPE FOR NON -REINFORCED MASONRY AND LADDER
<br />TYPE FOR REINFORCED MASONRY.
<br />C. FOR VERTICAL REINFORCEMENT, SEE SCHEDULE AND LAP 46 BAR DIAMETERS MINIMUM. PROVIDE
<br />FULL BED OF MORTAR FOR REINFORCED MASONRY.
<br />D. AT ALL INTERIOR NON-BEARING BLOCK WALLS, MUST PROVIDE A TIE- BEAM 8"x12" WITH FOUR #5
<br />CONT. AND #3 TIES AT 48' C/C,
<br />E. PROVIDE CLEANOUTS WHEN GROUTING BLOCK CELLS, AND CLEAN OUT BLOCK CELLS OF ALL
<br />MORTAR DROPPINGS. MAXIMUM VERTICAL DROP FOR GROUTING 15 4'-0"
<br />F. AT THE END OF EACH DAY COVER ALL MASONRY WALLS.
<br />S STRUCTURAL STEEL --
<br />SHALL CONFORM TO ASTM A441 OR A512 GRADE WITH A MINIMUM YIELD STRESS OF 50 KSI, DETAILED,
<br />FABRICATED AND ERECTED IN ACCORDANCE WITH "AI5C' SPECIFICATIONS, LATEST EDITION.
<br />STRUCTURAL TUBE SECTIONS SHALL CONFORM TO ASTM A500 GRADE B (fy = 4(o KSI). ALL TUBES TO
<br />BE CONCRETE FILLED. BOLTS SHALL CONFORM TO ASTM A325 OR ASTM A490, UNLESS OTHERWISE
<br />NOTED IN PLANS. SUBMIT SHOP DRAWINGS FOR APPROVAL BEFORE FABRICATION.
<br />9_ WELDING --
<br />ALL WELDING TO BE DONE BY DADE COUNTY CERTIFIED WELDERS HOLDING CURRENT WELDING
<br />CERTIFICATES, AND MUST PRESENT SAME AT JOB 51TE AT ALL TIMES.
<br />ALL WELDING PER PLANS AND PER GUIDELINES OF THE AMERICAN WELDING SOCIETY
<br />10_ SHOP DRAUIINGS=
<br />NO SHOP DRAWING SHALL BE SUBMITTED FOR ARCHITECT/ENGINEER'S REVIEW UNTIL AFTER THEY
<br />HAVE BEEN REVIEWED AND NOTED FOR CONSTRUCTION METHOD, DIMENSIONING, AND OTHER TRADE
<br />REQUIREMENTS BY THE CONTRACTOR, AND STAMPED WITH THE CONTRACTOR'S APPROVAL SEAL.
<br />ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR OMISSIONS, AS A
<br />RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE
<br />MADE GOOD BY CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW OF DRAWINGS BY
<br />ENGINEER, AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH SHOP DRAWINGS.
<br />11_ EPDXY 5ASED ANCHORS_
<br />FOR ANCHORING REINFORCING STEEL OR RODS IN EXISTING CONCRETE USE:
<br />- NSE 2411 BY "HILTI"
<br />- POWER FAST BY "POWERS/RAWL"
<br />- ALLIED GOLD A-1000 BY "ALLIED FASTENER AND TOOL"
<br />- OR ANY OTHER AVAILABLE PRODUCT PROVEN EQUAL.
<br />DRILL HOLES 1/8" MIN, BIGGER THAN THE DIAMETER OF THE BAR OR THREADED ROD,
<br />THE DEPTH OF THE HOLES TO BE AS INDICATED IN PLANS BUT NEVER LESS THAN
<br />MINIMUM INDICATED BY MANUFACTURER ALL HOLES MUST BE THOROUGHLY CLEANED
<br />FROM DUST AND DRY BEFORE POURING THE EPDXY GEL. IN THE EVENT OF LOST OR
<br />MISPLACED DOWELS INSTALLATION, THE STRUCTURAL ENGINEER (OR REPRESENTATIVE)
<br />MUST INSPECT HOLES PRIOR TO BEGINNING OF EPDXY INJECTION AND BARS
<br />INSTALLATION.
<br />12_ DETAILS AND SECTIONS --
<br />ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL, AND
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />UNLESS A DIFFERENT DETAIL, OR SECTION, IS SHOWN,
<br />13_ DESIGN LOADS_
<br />WOOD TRUSSES
<br />DEAD LOAD = 25 PSF
<br />LIVE LOAD = 20 PSF
<br />P1kEFAt WOOD IrkusSES & GI1kDE1kS CONNECIroks SCHEDULE
<br />O +I'IO
<br />OnS $�p Y
<br />LESS O I WIS
<br />NOIiD
<br />�ONN9&Ok 4LOVOL9 LOAD► VALUES albs)
<br />NAIL 5 �t
<br />QU
<br />LIPADA
<br />AL
<br />�"
<br />A LOAD
<br />Pa4ll IL TO '4 L
<br />LA I AL, L AD
<br />lute] NDI�ULAk TO 'gyp
<br />O
<br />META 20 W/TSS
<br />1450
<br />340
<br />195
<br />(8)-10c1 x 11/2" NAILS
<br />FL 114-13
<br />BO
<br />DETAL 20
<br />2400
<br />2000
<br />1505
<br />(15)-10c1 x 11/2" NAILS
<br />FL 11413
<br />C�] 3
<br />6 12"
<br />RT5-1
<br />+ 10'-4"
<br />0 x 12
<br />2-#S
<br />WIND LOAD PRESSURES
<br />FOR ROOFING DESIGN (ASD)
<br />ZONE
<br />PRESSURE
<br />I
<br />-l2 PSF
<br />2e
<br />-113 PSF
<br />C3)
<br />-131 PF
<br />2r
<br />-107 PSF
<br />NET WIND LOAD PRESSURES
<br />FOR TRUSS DESIGN (ASD)
<br />(GROSS PRESSURES HAVE BEEN REDUCED BY 5 PSF TO OBTAIN NET PRESSURES)
<br />ZONE
<br />PRESSURE
<br />JACK TRUSSES
<br />ALL OTHER TRUSSES
<br />1
<br />-61 PSF
<br />- 44 1=5F
<br />02e
<br />-108 PSF
<br />-92 PSF
<br />C3)
<br />-132 PSF
<br />-01 PSF
<br />2r
<br />-102 PSF
<br />-66 PSF
<br />WIND LOAD PRESSURE FOR WINDOWS,
<br />DOORS AND LOUVERS. (ALLOWABLE)
<br />(POUNDS PER SQUARE FOOT)
<br />+TOP OF
<br />$.$I
<br />gLEV,
<br />ZONE 0
<br />ZONE5
<br />AREA
<br />��.
<br />�'
<br />POSITIVE
<br />INEGATIVE
<br />POSITIVE
<br />NEGATIVE
<br />No.
<br />10 ft2 to 25 ft2
<br />+413
<br />- 53
<br />+413
<br />- 65
<br />NOTES:
<br />L- ZONE ( 15 DEFINED AS ANY DOOR OR WINDOW WITHIN a =3'-O'
<br />FROM A Y CORNER OF THE BUILDING, ALL OTHER LOCATIONS
<br />ARE DEFINED AS ZONE 4
<br />2,-VALUE5 INDICATED CAN BE INTERPOLATED.
<br />NOTE. THE WIND PRESSURES INDICATED ON THE TABLES ARE TO BE USED
<br />WITH LOAD COMBINATIONS OF A5CE-1-10
<br />L1/4 L1/4 OR I L2/4 L2/4 OR CANT.
<br />WHICHEVER IS GREATER WHICHEVER IS GREATER
<br />"C" B R —1 TOP BAR I STOP BA
<br />BOTTOM BAR LAP 24 BAR DIA.
<br />INTERMEDIATE
<br />REINFORCING STIRRUPS AS SCHEDULED
<br />STD. HOOKS I I/2" COVER ALL SIDES
<br />1 THRUOUT LI I L2
<br />tE
<br />TYPICALAM DIAGRAM �
<br />BOTTOM RAR
<br />NOTES --
<br />L- - "C" BARS ARE TOP BARS AT NON -CONTINUOUS ENDS.
<br />2 - "E" BARS ARE TOP BARS OVER RIGHT INTERIOR SUPPORTS.
<br />3.- TOP BARS CALLED FOR AS CONTINUOUS, WHEN SPLICED,
<br />SHALL BE SPLICED IN THE 1" 11DDLE THIRD OF THE SPAN.
<br />4.- REFER TO INTERMEDIATE BEAM REINFORCING FOR ADDITIONAL REINFORCING.
<br />5.- PROVIDE AT ALL NON-BEARING BLOCK WALLS, A TIE -BEAM Vx12" (MIN-AJJITH
<br />2-S TOP ANP BOTTOM CONT., #3 TIES, 4 AT 12 "c/c EACH END, RAL. AT 45"c/c
<br />TIE -BEAMS MUST BE DOWELED INTO WALLS AT EACH END, AT INTERSECTIONS, AT
<br />INTERMEDIATE POINTS.
<br />(o.- PROVIDE 2-#5 x5' -O" CORNER BARS (EXTEND 30" IN EACH DIRECTION FROM
<br />CORNER) AT ALL NON-BEARING BLOCK WALLS.
<br />EE
<br />lYl rl
<br />tEA M SH
<br />0
<br />2r
<br />2� Ol
<br />EI�IIi EE- EACH END.
<br />a EG- EAGN CORNER
<br />MAAK
<br />+TOP OF
<br />$.$I
<br />gLEV,
<br />SIDE
<br />(IN.)
<br />W x H
<br />AMWOkIdING
<br />StkkupS
<br />��.
<br />�'
<br />+I'
<br />�'
<br />2e
<br />EF�
<br />No.
<br />SPA IN�G
<br />T5-1
<br />+ V-0"
<br />0 x 12
<br />2-'S
<br />2 -*5
<br />I
<br />C�] 3
<br />6 12"
<br />RT5-1
<br />+ 10'-4"
<br />0 x 12
<br />2-#S
<br />2 -*5
<br />U 3
<br />Q 12"
<br />R5-1
<br />+10'-4"
<br />8 x 12
<br />2-#6
<br />2-#(o
<br />Ll 3
<br />e 5"
<br />NOTE: VALUES INDICATED ARE NET UPLIFT.
<br />/-,4\UPLIFT DIAGRAM
<br />SCALE: N.T.S.
<br />RAI
<br />RODRIGUEZ
<br />ARCHITECTS
<br />INCORPORATED
<br />2121 PONCE DE LEON BLVD, STE, 1010
<br />CORAL GABLES, FL. 33134
<br />TEL: (305) 448-3373
<br />FAX: (305) 448-3374
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<br />STRUCTURAL GENERAL NOTES
<br />SCHEDULES AND DETAILS
<br />SCALE INDICATED
<br />CHECKED BY:
<br />ISSUE DATE;
<br />MAR
<br />02/04/22
<br />DRAWN BY;
<br />FPROJECT NO.
<br />DMS
<br />2154
<br />n2 -r 2r Ol
<br />2e
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<br />NOTE: VALUES INDICATED ARE NET UPLIFT.
<br />/-,4\UPLIFT DIAGRAM
<br />SCALE: N.T.S.
<br />RAI
<br />RODRIGUEZ
<br />ARCHITECTS
<br />INCORPORATED
<br />2121 PONCE DE LEON BLVD, STE, 1010
<br />CORAL GABLES, FL. 33134
<br />TEL: (305) 448-3373
<br />FAX: (305) 448-3374
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<br />J
<br />STRUCTURAL GENERAL NOTES
<br />SCHEDULES AND DETAILS
<br />SCALE INDICATED
<br />CHECKED BY:
<br />ISSUE DATE;
<br />MAR
<br />02/04/22
<br />DRAWN BY;
<br />FPROJECT NO.
<br />DMS
<br />2154
<br />,/ D.D.A. ENGINEERS P.A.
<br />CONSULTING ENGINEERS
<br />4930 S.W. 74TH Court
<br />Miami, Florida, 33155
<br />1 Phone: (305)666-07-1-1
<br />Fax:(305)666-5259
<br />" www.ddaeng.com
<br />2022-42-B OF
<br />53.01
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