|
ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 19/37' STRUCTURAL SHEATHING
<br />EXP 1 (40120), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN.
<br />19132, STRUCTURAL SHEATHING EXP 1 (4020).(SEE TABLE FOR FIELD
<br />AND EDGE SPACING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE 10d RING SHANK GUN
<br />NAILS @ 4" O.C. EDGEWISE 2X4 BLOCKING ALL PANEL JOINTS W/ IN W OF
<br />GABLE END.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIAL
<br />TENSILE STIR.
<br />SHANK
<br />ASTM
<br />10d
<br />RING SHANK,
<br />212"
<br />OA31
<br />F1667
<br />SCREW SHANK
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />RSRS-03
<br />Ed
<br />RING SHANK,
<br />2 3/8"
<br />0.113
<br />P1667
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />8d
<br />RING SHANK,
<br />PNEUMATIC
<br />23/8"
<br />0.113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE 12" CDX OR 7/16' O.S.B. PLY WITH Ed RING SHANK GUN NAILS AT 4"
<br />O.C. AT PANEL SIDES AND Bd RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6' O.C. AT
<br />INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />ZONE 1 10d NAILS C 4" O.C. ON EDGE AND 6" O.C. IN FIELD
<br />ZONE 2e, 2n, 2r: 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3F: 10d NAILS C 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />NOTE: ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />Ed RING SHANK GUN NAILS @ 4" O.C.
<br />TOP & BOTTOM EDGES @
<br />m
<br />m
<br />@
<br />Z w
<br />ZQ
<br />�w
<br />z0
<br />a C
<br />rn O
<br />Z
<br />VP FXT SHEATHING ATTACHMF
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />■����It 11
<br />I
<br />11
<br />BUILDING LENGTH,
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE: GABLES -DROP GABLE END & (1) ADD'L DROPPED
<br />TRUSS 2X4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING @
<br />16'O.C. IF NO DROPPED GABLE END, ATTACH 2114 #2 SYP
<br />BLOCKING @ 16" O.C. FIRST 4 BAYS W/ (2)12d NAILS EA.
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 21
<br />BLOCKING PER NAILING SCHEDULE
<br />101 RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT"
<br />TABLE FOR FIELD SPACING
<br />C#8 7' DECK SCREWS @ 6"-B' O.C. MAX @
<br />EDGES & 17O.C. MAX INFIELD UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />P ROOF
<br />ROOF WIND DESIGN PRESSURES
<br />ET IS
<br />8
<br />IXJE2a= 2
<br />ZONE 2n=83.2 ZONE 3r. -BB.]
<br />F.TE a, m ioNE dsrAN
<br />S CWNDSPEED.I50 MPH
<br />RIOMM
<br />APPLICABLE INFERNAL
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />GTON
<br />I9If
<br />SPACING
<br />REMARKS
<br />APPLI—ON
<br />SRE
<br />TYPE
<br />I SPACING
<br />REMARKS
<br />1.2 PT FURMNG TO
<br />MASONRY ICONC
<br />SEHARDENEDCDL
<br />NAILI IIr LONG.
<br />B.
<br />GPRAOE DOOR BUCK
<br />TO MASONRY/WNO
<br />tl4'•dA
<br />NO WASHER
<br />TMCON MASONRY
<br />FASTENER
<br />MBE., IENDdST.,
<br />IEIIIEDGE—
<br />SGD..EXT. DOORS
<br />CASE HARDENEDCDL
<br />9-OC
<br />WNDOWIQOCRiI FASTENED
<br />GARAGE —BILK
<br />16"DIA OR
<br />1/Y'd0.
<br />EXPNJSION BOLT
<br />OIC (Ye"DIA)
<br />1I'DA)
<br />ENO
<br />NNLIt/r LONG.
<br />OMASONRYICONC.
<br />NDoarmooRl
<br />gSONRYICONC.
<br />BHERCONTACT
<br />2Y'OIC
<br />OISTd
<br />PrseE
<br />CASE HARDENED CDL
<br />PASTEMED
<br />—TO
<br />THIS ENGINEER FOR SPACING
<br />NOTee
<br />NaLI I/r LONG.
<br />STAB DED
<br />TO MAsoNRr;conc.
<br />—rvArlcoNc.
<br />REQUIREMENTS
<br />.T. SWING DOOR
<br />I2)1t6-dq
<br />-IgPCpf
<br />IB
<br />11/P FMBED.BEND
<br />NON -BEARING WOOD
<br />IYC' 1EM-1 e'END
<br />LICK it PT, SEE NOTE 6
<br />NO —HER
<br />gSTNER
<br />PC
<br />DIET,1 IIIEDGEDST.
<br />qLL TO CONC.SIpe
<br />WI Z-ER 2Y QC DIST., 3"EDGE GIST.
<br />2K PT�NOO COL1— O_ 13A°PAFx21Ie' 8'OC
<br />O
<br />PT EL .. SEE COL.. PR EDGE DIST.
<br />NOTES 4-END. DIST, I III
<br />NOTES
<br />T. ATPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL A PER MANUFACTURERS SPECS AND / OR A
<br />BE S E M U NO
<br />3. ALL FASCIA MATERIAL SHALL BE AND 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 NOA OR THE SPACING DETAILED ABOVE
<br />6 WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. II, MEMBERS ARE AILED AND
<br />2: MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />GENERAL NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBGR 2020, 7th EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, TMS 4021602-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN,
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
<br />OF THE WORK.
<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 TIE -DOWNS.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33(C33M. MW(IMUM AGGREGATE SIZE SHALL BE W".
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4'.
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS OWGROUND WHERE INDICATED ON
<br />DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE.
<br />WOOD:
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF
<br />ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />RATEDS ALL BE TO RETENTION
<br />FORM -WORK: CORROBORATETETTRAEDRAL ( PRESERVATIVE DO ). WOOD FOR STRUCTURAL USE 7SHALLHAT SLL BE TREATED
<br />IRA
<br />ED FOR ANY
<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 />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />EDITION; RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<br />CONTAINS MORE THAN W OF HEARTWOOD.
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2020 .
<br />,7th EDITIONSEE NAILING SCHEDULE ON PLANS.
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2z STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />SYP #2
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />WELDED WIRE MESH:
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WELDED WIRE MESH, SHALL BE ASTM Al064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />WOOD TRUSSES:
<br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WITH 2" CHAIRS SPACED T-O- OC, EACH WAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
<br />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SALL BE ASTM A615 MEETING THE REQUIREMENTS OF ASTM M THICKNESS
<br />GRADE 03AND SHALL BE HOT -DIPPED GALVANIZED.
<br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />DESIGN LOADS: W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "SCSI LATEST EDITION"
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 i AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />Ps REVIEW. WOOD TRUSSES.
<br />20 TV TOP CHORD -non-concurrent TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
<br />10 psf BTM CHORD-no—oncunent #5 BAR - 30" #7 BAR - 42'
<br />DEAD LOAD DEAD LOAD
<br />15 psf TOP CHORD 20 SO TOP CHORD
<br />(7 psf w/ ASPHALT SHINGLES) (10 PST w/ No GYPCRETE)
<br />10 sf BTM CHORD 5 sf BTM CHORD
<br />P P
<br />H
<br />DEAD LOAD TO RESIST WIND UPLIFT: 10P sf
<br />BALCONY LIVE LOAD 60 PST
<br />STAIRS LIVE LOAD 40 psf RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL ROOF 8 FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />WIND: DEAD LOAD SPEED 020) MPH 3- SECOND GUST INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />(ASCE 1318 (BBC ATTIC EXPOSURE C, RISK CATEGORY 11) LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: WITH
<br />UNINHABITABLE ATTIC WITH LIMITED DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: NTS30pBALCONIES (EXTERIOR) WITHOUT THE APPROVAL OF THE ENGINEER. STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />AND DECKS. AGE GUARDS AND HANDRAILS: N SLEEPING
<br />GUARD OFILL COMPONENTS'. SOO PASSENGER PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />VEHICLE GARAGES: SOpsf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS'. 30psf, STAIRS'.
<br />40psf MASONRY: PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE LICENSED PROFESSIONAL ENGINEER.
<br />SHOP DRAWING REVIEW: "SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED By 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 THE MASONRY STANDARDS JOINT COMMITTEE. PROVIDED BY THE TRUSS ENGINEER.
<br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE WITH ASTM 0-90, GRADE Pm = 2000 PSI. BLOCK SHALL BE PLACED USING AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT ASTM 0476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
<br />WRITING BY THE ARCHITECT. COURSE AGGREGATE, AND SHALL BE PLACED WA SLUMP OF 8" TO 10", USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIOW SITE PREPARATION: TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING PROPORTIONED AND MIXED AS OUTLINED 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 WITH ASTM D-1557. TREAT ALL CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER 70 VERIFY
<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 />CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE
<br />MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS RAVE BEEN MET SHALL
<br />BE MADE BY THE GEO-TECH. ENGINEER.
<br />CONCRETE:
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
<br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5'+/- PRIOR TO THE ADDITION OF PLASTICIZER.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C9VC94M OR MEASURING, MIXING, TRANSPORTING,
<br />ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
<br />WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON
<br />THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED, IT SHALL
<br />BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WITH THE ABOVE.
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A YFOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS)
<br />& FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER:
<br />1-112' FORM AND SMALLER
<br />2' FOR A AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314' FOR SLABS, WALLS AND JOISTS
<br />1-1/2'FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<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 D E
<br />FOR ADDITIONAL INFORMATION. INTERSECTIONS
<br />WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS WITH RING ADDITIONAL ROOF FRAMING FOR
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI/ASCE 7 Be'. 1990,
<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 CONTINUOUS THROUGHOUT THE
<br />HEIGHT OF THE CONTRACTORD AND SEALED DRAWINGS F SHALL SUBMIT SIGNED OR ALTERNATE CONNECTION DETAILS AT
<br />WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />STRUCTURAL STEEL:
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
<br />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />A36/A36M, Fy = 36 ksi FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500/A500M, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A531A53M, GRADE B, TYPE E OR S, Fy =
<br />35 W. TUBE AND PIPE COLUMNS SHALL BE CONCRETE-F LLED IN THE SHOP,
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />OTHER BOLTS SHALL BE ASTM F3125/F3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />I N C H IT E C T
<br />GrZOLn
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-774-4078
<br />www.abdesigngroup.com
<br />AA #: 0003325 J
<br />DRAFTING BY:
<br />A.B. DESIGN GROUP
<br />DRAFTING INC.
<br />5439 BEAUMONT CENTER BLVD.
<br />SUITE 1004
<br />TAMPA, FLORIDA 33634
<br />PH: 813-886-2628
<br />FAX: 8134386-2802
<br />SVHDiv. de LOT
<br />SILVERADO
<br />LOT #19
<br />BLK #16
<br />PROJECT*
<br />03719.001-19161
<br />MODEL.•
<br />3278—JORDYN II
<br />GARAGE OWING:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />150—C
<br />150 PH EXP. C
<br />D`)AT""-)A07/09/21
<br />SCALE: AS NOTED
<br />BFIEET
<br />s N1
<br />
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