|
FOR ASPHALT SHINGLE ROOF, USE MIN 7116'STRUCTURAL
<br />SHEATHING EXP 1(24/16) or 15/3Z' STRUCTURAL SHEATHING EXP 1
<br />(32J16), FOR CEMENTITIOLIS TILE AND METAL ROOFING, USE 15132"
<br />STRUCTURAL SHEATHING EXP 1 (32116) .(SEE TABLE FOR FIELD AND
<br />EDGE SPACING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE Sd RING SHANK GUN
<br />NAILS a 4" O.C. EDGEWISE 2X4 BLOCKING ALL PANEL JOINTS W/ IN 4'
<br />OF GABLE END.
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL REQUIREMENTS
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA.
<br />TENSILE STR.
<br />SHANK
<br />ASTM
<br />Sd
<br />RING SHANK,
<br />2 3/8"
<br />0.113
<br />17QOOO
<br />RING
<br />(16-20 RINGS
<br />F1667
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />Sd
<br />RINGSHANK,
<br />P E MATIC
<br />U
<br />2 318"
<br />0113
<br />F1667
<br />SN
<br />CREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE 1/2" COX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT
<br />4-1 0 C� AT PANEL SIDES AND Sd 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 7116" ZIP SHEATHING SYSTEM
<br />(INSTALLED PER MANUF SPECS.) SEE DETAIL.
<br />ZONE I Bd NAILS @ lV' O.C. ON EDGE AND 6- O.C. IN F�ELD
<br />ZONE 2e, 2r, 2ri Scl NAILS @ 4!'O.C. ON EDGE AND 4!'O.C, IN F ELD
<br />ZONE 3� 3e, 3r, Ed NAILS @ 4" O,C ON EDGE AND 4'0.0 IN F JELD
<br />NOTE: ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />z
<br />U-1
<br />Z,j
<br />m 0
<br />0
<br />0
<br />z
<br />of
<br />�3
<br />Ed RING SHANK GUN NAILS @ 4" O.C,
<br />11 TOP & BOTTOM EDGES .,
<br />z
<br />z
<br />U,
<br />Z , -
<br />< z
<br />7
<br />Q
<br />z 0
<br />< I,,
<br />Z J,
<br />z 0
<br />z
<br />b
<br />TYP EXT. SHEATHING ATTACHMENT
<br />I _,wl —, END
<br />i
<br />a
<br />�.l
<br />HIP ROOF
<br />NET Lo ROOF ��I.ND DESIGN PRESSURES
<br />POSE) 7 IS
<br />CORE I=.— —3—
<br />IONE 1 11 --
<br />ZONE . —
<br />�A�CN ZONEDSTANCE
<br />RISK — I
<br />A_ CABIL INTERNAL
<br />PRESSURE OOEFRCENT �l 0 18
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />5
<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 W1 BLOCKING @
<br />16"O.C. IF NO DROPPED GABLE END, ATTACH 2X4 #2 SYP
<br />BLOCKING 0 16" O.C. FIRST 4 BAYS Wl (2)12d NAILS EA.
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />BLOCKING PER NAILING SCHEDULE
<br />( - Ed RING SHANK GUN NAILS
<br />SEE:'ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING
<br />C#SZ' DECK SCREWS' @ 6'-8" O�C� MAX` @
<br />EQGES & 1Z� O,C, MAX IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING)
<br />FASTENER SCHEDULE
<br />WNDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APPLICATION
<br />IRE
<br />Rem—
<br />APPLICATIDN
<br />TYPE
<br />SPAO.
<br />RENARKS
<br />PTFURRINGTO
<br />MASONRY I COND
<br />CASEHARDENEDOCIL
<br />NAIL I IQ LONG
<br />DOOR RICK
<br />TO MASORRYMNIC
<br />11'r
<br />No —HER
<br />FA.TENER
<br />A._
<br />VENDDST
<br />I -EDGEDST
<br />SGD, A EXT DOCIRS
<br />CASEHARDENEPCOIL
<br />--FASTEN D
<br />GARAGE DOOR SUOR
<br />1S - CIA OR
<br />..
<br />EXPANSON BOLT
<br />01CL31S A)
<br />4'ENEFD,4-ENQIDST
<br />I� PT. SEE NOTE 6
<br />NAL I I—ONG
<br />AGGERED
<br />INTO M
<br />TO MASO.—
<br />ER
<br />OIC I- DA)
<br />S EDGE DRT
<br />.N--A
<br />CASE HARDENED CCIL
<br />— FARTIENID
<br />I.
<br />CONTACT THIS ENGINEER FOR SPACING
<br />I. PT, SEE — S
<br />NAIL 1 1—
<br />STADGERED
<br />INT..A__
<br />.
<br />REQUIREMENTS
<br />EXT — DODR
<br />BUCK N PT SEE NOTE 6
<br />D),ISIXA
<br />NO WASHER
<br />TARCON.
<br />PAINER
<br />I�ITI�Ej DT
<br />"' ' "
<br />I EDGED R
<br />44—Ri—
<br />I — TO C NC ELAS
<br />ZHER I EX.N-N 11D VEND
<br />BOILT DIST, Y EDGE DST
<br />PT 'IN-' BUD` 4"EN , CIST. I I�
<br />PT STEEL .1. SEE W, PAF 2 lffl�
<br />To —HER I
<br />NOTES ERED EDGE D.T
<br />NOTES
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTEN ING OF GARAGE DOORS, VIANDOWS AND EXTERIOR SVIANG DOOR$ TO F RAMI NO B LICKS SHALL BE AS PER MANUFACTURER'S SPECS AN D i OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4, RAF 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�=SNDDO R BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SVONG DOOR WITH A WOOD DOOR FRAME. 1. MEMBERS ARE NAILED AND
<br />2 ARE SECURED W TAPCONS OR PAF TO THE SUBSTRATE,
<br />GENERAL NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION VVITH JOB SPECIFICATIONS AND
<br />ARCH�TECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />ARCH TECTURAL DRAWNGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ONSTRU TURALDRAWNGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R2020,7th 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 SHOWON 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 AGGREGATE USED IN CONCRETE SHAUL CONFORM TO ASTM C3W33M. MAXIMUM AGGREGATE SIZE SHALL BE 34.
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4'.
<br />PROI IL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS�ONUGROUND MERE INDICATED ON
<br />DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE.
<br />FORM -WORK,
<br />FORM -WORK. SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE VVITH ACI 347 LATEST
<br />EDITION,"RECOMMENDED PRACTICE FOR CONCRETE FORMUWORK.
<br />WOOD:
<br />NON -BEARING WOOD WALLS TOP P LATES & STUDS CAN BE SPF
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />CRI PPLERS, SILLS, ETC , SHALL BE SOUTHERN PI NE NO, 2 OR BETTER. Fb = I 100 PSI AN D A MODULUS OF
<br />ELASTICITY = 1,400, 000 PSI. ALL WOOD I N CONTACT VIATH CO NCR ETE OR CONCR ETE BLOCK SHALL BE
<br />PRESSURE TREATED PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />S LL BERATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />REASON BHA L BE RATED TO RETE14TION LEVELS OF 0 42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
<br />W1 DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />CONTAINS MORE THANWOF HEARTWOOD.
<br />ALL DIM NSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />20 OTOPCHORD
<br />OR
<br />,AVJINGS. FOLLOWWRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2020T 7th 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
<br />OF THE WORK.
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL = ING
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS VVITH 2. STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />SYP #2,
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
<br />IS COMPLETE. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT VVITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />WELDED WIRE MESH:
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE -DOWNS.
<br />WELDED WRE MESHT SHALL BE ASTM A1061 064M, 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"CKAIRS SPACED 3'-0' OC, EACH WAY.
<br />To BE —DESIGNED AND FABRICATED IN ACCORDANCE WITH THE -NATIONAL DESIGN SPECIFICATIONS FOR
<br />T E CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />STIR SSI LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSSDESIGNS SHALL BE SIGNED AND
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<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
<br />REINFORCING STEEL:
<br />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.
<br />RESAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />MEETING THE REQUIREMENTS OF ASTM A446IA446M, GRADE A, AND 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:
<br />W1 HE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE VVITH TPI-14, -DESIGN NATIONAL
<br />C NTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "BCSI LATEST EDITION'
<br />AND VER ICAL BARS SHALL LAP 6 x BAR NO UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />ROOF LIVE LOAD FLOOR: LIVE LOAD 40 pvf
<br />RE EW
<br />WOOD TRUSSES.
<br />P -no—oncurrent TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR 25" #6 BAR 36"
<br />10 psf BTM CHORD Hnon-concurnert #5 BAR 30" #7 BAR 42"
<br />PROVIDE 36" A 36'CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />DEAD LOAD DEAD LOAD FOR ADDITIONAL INFORMATION
<br />15 psf TOP CHORD 20 psf TOP CHORD
<br />(7 pf w ASPHALT SHINGLES) (10 psfwl No GYPCRETE)
<br />10PSIBT CHORD 5 pet BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: 1 Op.f
<br />BALCONY LIVE LOAD 60 pirf
<br />STAIRS LIVE LOAD 40 pf
<br />WIND: DEAD LOAD SPEED =150 MPH 3- SECOND GUST
<br />(ASCE 7-16 (FBC R2020) EXPOSURE B, RISK CATEGORY 11)
<br />LIVELOAD : UNINHABITABLE ATTIC WITHOUT STORAGE: 10pf, UNINHABITABLE ATTIC WTH LIM D
<br />S "E(EXTERIOR)
<br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES
<br />AND DECKS: 40pvf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS 50pf, PASSENGER
<br />VEHICLE GARAGES: 50pf, ROOMS OTHER THAN SLEEPING ROOM: 40pf, SLEEPING ROOMS: 30pfT STAIRS:
<br />40pBf
<br />SHOP DRAWING REVIEW:
<br />SHOP DRAVVINGS VVI UL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />OF THE CONTRACT DOCU ENTS ONLY IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT
<br />DRAWINGS SUBMITTED WITHOUT REVIEWWILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAVYINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />OATHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER IN ALL INSTANCES, THE CONTRACT
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />WRITING BY THE ARCHITECT.
<br />FOUNDATION/ SITE PREPARATION:
<br />FO TINGE WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING
<br />EXCAVATIONS AND SLAB SUB -GRADE EIHAUL BE COMPACTED TO A DRY DEN81TY OF AT LEAST 95% OF THE
<br />MODIFIED PROC OR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL
<br />SOIL FOR TERMITE PROTECTION.
<br />T E OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
<br />SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
<br />GEO-TECHNICAL ENGINEERS REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
<br />CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT, WRITTEN CERTIFICATION THAT THE
<br />MINIM UM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE 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 />250 P
<br />3 0 �REGU RWE:GHTF R FOOT NGS, AND SLAB -ON -GRADE
<br />: O00P8s REGULAR WE GHT FOR BEAME, COLUMNS, AND 5- STRUCTURAL TERRACE SLAB.
<br />CONTRACTOR SHAUL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5' 4- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CON FETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94IC94M OR MEASURING, MIXING, TRANSPORTING,
<br />ETC, CONCRETE TICKETS $HALL 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 OWNEITS 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 AN PERMANENTLY EXPOSED TO EARTH (FOUNDATIONI
<br />8, FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER
<br />112" FOR 06 AND SMALLER
<br />FOR #6 AND LARGER
<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 />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSIUASCE 7 88: 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 HEIGHT OF THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAVIANGS FOR ALTERNATE CONNECTION DETAILS AT
<br />WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LAYOUT, SPANS & A L TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS AFFECTT E STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />WITHOUT THE APPROVAL OF THE ENGINEER. STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />P ROVIDE ENGINEERED SHOP DRAVVINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />MASONRY:
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE VVITH ASTM C-90, GRADE ft = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />PLACING ONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />ASTM C476, A D SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, U LESS
<br />SPECI F CALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />TYPE "WOR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />PROPORTIONED AND MIXED AS OUTLINED UNDER A8TM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
<br />SHALL BE 318" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />CELLS TO BE FILLED.
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDiOR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL REBAR 6 X BAR NO, (48 BAR DIAMETERS),, UN 0.
<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 />A36IA36M Fy = 36 kEj FOR A GLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />ASOOIA506M, GRADE B, Fy =N46 W STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S, Fy
<br />35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />AN HOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />OTHER BOLTS SHALL BE ASTM F3125IF3125M BOLTS VVITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURNUOFF-THE-NUT METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DR NGS SHALL BE SIGNEDAND SEALED BYA FLORIDA
<br />LICENSED PROFESSIONAL ENGINEER.
<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 />PROVIDED BY THE TRUSS ENGINEER.
<br />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 />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />A R C N I T E C T S
<br />G f WE)es%'n
<br />ou pO...
<br />Ai N. RONALD REAGAN BLI
<br />LONGWOOD, FL32750
<br />PH: 407-774-6078
<br />FAX: 407-774-4078
<br />www.abdesigngroup.com
<br />AA #: 0003325
<br />g
<br />0
<br />rOUDDIV. ac LOT:
<br />SILVERADO
<br />LOT# 26
<br />BLK 10
<br />PP.OJECT# 1
<br />03719.001-26101
<br />MODEL:
<br />"2558- HAWTHORNE"
<br />GAMAGE 8WING:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />N 150,VPH EV% Bf
<br />I -6:CT-if. 07/15/21
<br />1 SCALE: 1/4"=V-0
<br />SNI
<br />
|