|
G/BlE - END
<br />—
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-10
<br />ZONE 1 = 8.97 PSF (19.97)
<br />ZONE 2 = 17.98 PSF (2798)
<br />ZONE 3 = 33.53 PSF (41 3)
<br />"A"=4'G" END ZONE DISTANCE
<br />BASIC WIND SPEED: 15O MPH
<br />WIND EXPOSURE: "B"
<br />RISK CATAGORV: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT +-0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16'
<br />O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 5/8 CDX EXT. PLYWOOD, WITH 8d RING
<br />SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
<br />PANEL EDGES AND 8d RING SHANK GUN NAILS
<br />AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAIW LS 0 4" O.C. EDGESE 2x4
<br />BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
<br />END_
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL SCHEDULE
<br />SIZE
<br />TYPE
<br />MIN. LENGTH
<br />MIN. DIA.
<br />SHANK
<br />TENSILE STR.
<br />SHANK
<br />8d
<br />RING SHANK
<br />2 12"
<br />0.120"
<br />170,000
<br />RING
<br />SCREW SHANK
<br />(16-20 RINGS
<br />PER INCH)
<br />8d
<br />SCREW SHANK
<br />2 12"
<br />0.120"
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PERASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION ([SANTA) ESR-1539
<br />EXTERIOR SHEATHING
<br />USE 1/2" COX OR 7116" O.S.B. PLY WITH 8d RING
<br />SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
<br />AND 8d RING SHANK GUN NAILS4"O.C. TOP&
<br />BOTTOM PANEL AND Sol RING SHANK GUN
<br />NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />8d RING SHANK GUN NAILS @ 4" O.C.
<br />TOP & BOTTOM EDGES
<br />J
<br />zs:
<br />Y Z
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<br />y O
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<br />co
<br />co
<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />Bd RING SHANK GUN NAILS
<br />6" O.C. IN FIELD' \
<br />8d RING SHANK GUN NAILS @ 12" O.C. IN
<br />FIELD or 8d x 2 12" SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ 12" 0.C-1LJ
<br />FIELD J\
<br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TOALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3W.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />WOOD:
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVIDE fi%AIR ENTRAINED CONCRETE EXPOSEDTO EARTH OR WEATHER
<br />NOWBEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF,
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOTSHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />ACT 318-14, BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER Fb = 1100 PSI AND A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, ACT 53D-13/ASCE 5-13 AST SPECIFICATION FOR THE DESIGN OF
<br />OR BARRIER MEMBRANE UNDER ALL SLABSONGROUND WHERE INDICATED ON E HYLENVAPOR
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENEVAPLED
<br />ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
<br />DRAWINGSSEAMS LAPPED 6 INCHES WITH ADHESIVE TAPE
<br />,
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORM -WORK
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 POE OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FORANV
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
<br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWIH.
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACT 347,
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />"RECOMMENDED PRACTICE FOR CONCRETE FORMWORK.
<br />CONTAINS MORE THAN W OF HEARTWOOD.
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAW NGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />OF THE WORK.
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURALDEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUTARE BY OTHERS.
<br />SYP 92.
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
<br />IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TE-DOWMS.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />DESIGN LOADS:
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />20 psf TOP CHORD non -concurrent
<br />10 psf BTM CHORD non -concurrent
<br />DEAD LOAD
<br />15 psf TOP CHORD
<br />(7 psf 4 ASPHALT SHINGLES)
<br />10 psf BTM CHORD
<br />DEAD LOAD TO RESIST VIAND UPLIFT: 1 Opsf
<br />DEAD LOAD
<br />20 psf TOP CHORD
<br />(10 psf w/ No GVPCRETE)
<br />5 psf BTM CHORD
<br />BALCONY LIVE LOAD 60 psf
<br />STAIRS LIVE LOAD 40 psf
<br />WELDED WIRE MESH:
<br />WELDED W RE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACT
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. W RE MESH FOR SLABS SHALL BE
<br />SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE 601N MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACT STANDARDS AND SPECIFICATIONS.
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36'
<br />#5 BAR - 30" #7 BAR - 42"
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTEN NGS° BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0. 036" AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
<br />STANDARDS FOR METAL-PLATEGONNECTEO-WOOD TRUSS CONSTRUCTION: AND '7PI/ VTCA BCSI 1"
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METALFLATECONNECTEO
<br />WOOD TRUSSES.
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />PROVIDE 36' x 36' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR SEE DETAILS LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />FOR ADDITIONAL INFORMATION. INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTH ANSI A58.1-1982.
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTI NUOUS THROUGHOUT THE HEIGHT OF THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAW NGS FOR ALTERNATE CONNECTION DETAILS AT
<br />WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FORAPPROVAL.
<br />WIND: DEAD LOAD SPEED =160 MPH 3- SECOND GUST
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />(ASCE 7-10 (FBC R2017) EXPOSURE B, RISK CATEGORY II)
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: tOpsf, UNINHABITABLE ATTIC WITHLIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
<br />AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 2DOpsf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
<br />WITHOUT THE APPROVAL OF THE ENGINEER
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />VEHICLE GARAGES: MOST,, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS' 3Gpsf, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40psf
<br />MASONRY:
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BV A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WTI ALL REQUIREMENTS OF THE
<br />LICENSED PROFESSIONAL ENGINEER
<br />SHOP DRAWING REVIEW:
<br />"SPECIFICATION MASONRY STRUCTURES" (ACT 530/ ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
<br />PROVIDED BY THE TRUSS ENGINEER
<br />COMPLIANCE WTH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />ALL BLOCK WALLS SHALL R ACEWITH
<br />MANUFACTURED IN CONFORMANCE WITH GRADE f m = 1500 PSI. BLOCK BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. W NO UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
<br />ALL SHOP DRAWINGS SHALL U REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL G THE ARCHITECT.
<br />DRAW NGS SUBMITTED WTHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAW NGS IN THE FORM
<br />OF TIHALLE
<br />RUNNING BOND UNLESS OhIERW SE NOTED. LAVLP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ED. LAY-UP
<br />AND CLADDING W NO LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
<br />DOCUMENTS WLL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERW SE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3I8"
<br />CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED W A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
<br />WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
<br />TO CONSOLIDATE GROUT.
<br />LATEST CATALOG.
<br />FOUNDATION/ SITE PREPARATION'
<br />TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />FOOTINGS WERE DESIGNED FORAN ALLOWABLE SOIL BEARING PRESSURE OF ZOOO Psf, FOOTING
<br />PROPORTIONED AND MIXED AS OUTU NED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
<br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE SHALL BE 318" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D-1557. TREATALL CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />THE OMER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDIOR VERTICAL
<br />REINFORCING.
<br />SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
<br />GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
<br />LAP VERTICAL RE13AR 6X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THATTHE
<br />MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
<br />STRUCTURAL STEEL:
<br />BE MADE BY THE GEO-TECH. ENGINEER
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
<br />CONCRETE:
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTON OF STRUCTURAL STEEL FOR BUILDINGS,
<br />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />A36, Fy = 36 ksi FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM A500, GRADE S,
<br />Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM53, GRADE B, TYPE E OR S, Fy =35 W. TUBE AND PIPE
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />ZODO PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB,
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUBLE -NUT LEVELING. ALL
<br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />OTHER BOLTS SHALL BE ASTM A325-N BOLTS WTH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5'+I- PRIORTO THE ADDITION OF PLASTICIZER
<br />BE TIGHTENED IN ACCORDANCE WITH THE TURNOFF -THE -NUT METHOD.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACT 301 AND ASTM C 94 OR MEASURING, MIXING, TRANSPORTING, ETC.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />CONCRETE TICKETS SHALL BE TIME STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER 15
<br />ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES, IF FOR ANY REASONTHERE ISA
<br />DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE
<br />RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
<br />COMPLIANCE WITH THE ABOVE.
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
<br />B. FOR CONCRETE EXPOSED TO EARTH ANDIOR WEATHER
<br />1-112' FOR #5 AND SMALLER
<br />2' FOR #6 AND URGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314' FOR SLABS, WALLS AND JOISTS
<br />1-112' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
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<br />SPACING
<br />REMARKS
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<br />1 — LONG.
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<br />REQUIREMENTS
<br />PT NOTES
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<br />NOTES
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND / OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE FICA OR THE SPACING DETAILED ABOVE
<br />6, W NDOW AND DOOR BUCKS SHALL BE AS WIDE OR W ERAS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SANG DOOR WITH A WOOD DOOR FRAME. IS MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/TAPCONS OR PAF TO THE SUBSTRATE.
<br />11441.N . RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-7744078
<br />www abde sigrlgroup-dom
<br />AA #: 0003325
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<br />S
<br />O
<br />LL
<br />Q
<br />LL
<br />d
<br />9
<br />61
<br />d
<br />aVHDIV. & LAT:
<br />SILVERADO
<br />LOT #22
<br />BLK. #7
<br />PROJECT*
<br />04128.002-22071
<br />MODEL•
<br />4EBB
<br />"1828—CALI"
<br />GAl2AOM 3Trng0:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />150 MPH EXP. B
<br />06/03/19
<br />/4"=1'-0
<br />SNI
<br />
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