|
GABLE -END
<br />-"—�' HIP ROOF-=-�'
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-16
<br />ZONE 1 = 58.00 PSF (68.00)
<br />ZONE 3 = 66.50 PSF (76.50)
<br />ZONE 2e = 66.50 PSF (76,50)
<br />ZONE 3e = 76.60 PSF (86.60)
<br />ZONE 2n = 76.60 PSF (86.60)
<br />ZONE 3r = 91.70 PSF (701.70)
<br />ZONE 2r " 76.60 PSF (86.60)
<br />"A"= 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />EXPOSURE CATEGORY: "C"
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT: +1- 0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 19/32' STRUCTURAL SHEATHING
<br />EXP 1 (40120), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN.
<br />19/32" 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 0 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN W OF
<br />GABLE END.
<br />ROOF/ WALU FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA.
<br />TENSILE STIR.
<br />SHANK
<br />ASTM
<br />10d
<br />RING SHANK,
<br />2 117'
<br />0.131
<br />F1667
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />RSRS-03
<br />8d
<br />RING SHANK,
<br />2 3/8'
<br />0.113
<br />F1667
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />8d
<br />RING SHANK,
<br />PNEUMATIC
<br />2 3/8'
<br />0.113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />ry USE1/2"COXOR7n6"O.S.B. PLY WITH Ed RINGSHANK GUN NAILSAT 4-
<br />0 C AT PANEL SIDES AND Bd RING SHANKGUN NAILS4" O.C. TOP &
<br />BOTTOMPANEL 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 />ROOF SHEATHING ATTACHMENT SPACING
<br />ZONE 1: 10d NAILS M 4" O.C. ON EDGE AND 6' O.C. INFIELD
<br />ZONE 2e, 2I, 2T. 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3r 10d NAILS @ 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 />W RING SHANK GUN NAU 040C.
<br />,. TOPa eorraM EDc�s ,.
<br />-
<br />I•
<br />TYP. EXT. SHEATHINGATTACHK
<br />A
<br />�o
<br />iL
<br />H
<br />00
<br />Y�
<br />RAFTER OR TRUSS
<br />RnnF SHFArHINn
<br />mm�MMUMM"" III , i
<br />Emmmmi'lill
<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE: GABLES -DROP GABLE END & (1)ADUL DROPPED
<br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W BLOCKING 0
<br />18"O. C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SVP
<br />BLOCKING @ 16" O.C. FIRST 4 BAYS W/ (2)12d NAILS EA
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />BLOCKING PER NAILING SCHEDULE
<br />10d RING SHANK IN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING ;
<br />TYP. EXT. SHEATHING ATTACHMENT FOR STRUCTURAL ROOF
<br />SHEATHING
<br />�0
<br />8 7' DECK SCREWS @ 6'S" O.C. MAX
<br />EDGES & 12" O.C. MAX IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TOALL EXPOSED MEMBERS
<br />GENERAL NOTM:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C331C33M. MAIOMUM AGGREGATE SIZE SHNL BE V'r..
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WTH JOB SPECIFICATIONS AND
<br />WOOD:
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWNGS. CONSULT
<br />PROVIDE B%AIR ENTRAINED CONCRETEDQ'OS®TO EARTH ORNEATHER
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWNGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC4R 2020, 7th EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3N'.
<br />ALL WOOD FOR BEAMS, BEAM NG WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />AG 318-14. BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TMS 4021602-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROWOE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRMEIMDERALL SIA&SOtNGROIMDVAENE INDICATED ON
<br />MEMBRANE
<br />ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLC-FORMED STEEL STRUCTURAL MEMBERS 2016. ASCE 7-16 AND AISC SPECIFICATIONSPRESSURE
<br />DRAWINGS. SEAMS LAPPEDS INCHES AND SEALEDVAPOR HARRIER
<br />TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES
<br />FORMA
<br />SHALL BERATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />-WORK
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />FORM -NARK, 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 SHOWN.
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTH 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 />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAWNGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSION$ FROM THESE PLANS'
<br />MINIMUM NAILING PER FBCR 2020, 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 ITEMS
<br />OF THE WORK.
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURALDEPENDING
<br />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 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 WITH 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 MESH, SHALL BE ASTM Al 064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WTH THE
<br />WOOD TRUHSES:
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />AG TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WTH 2' CHAIRS SPACED 3'-0" OC, EACH WAY.
<br />TODESIGNED
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
<br />N
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />LUMBER AND ITS FASTEN NGS THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />STRSEALED
<br />BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
<br />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SWILL 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 />REBAR SHALL BE ASTM A615AS15M GRADE 40 IN CONCRETE DEFORMED BARS, RESAR SHALL BE ASTM A615
<br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />MEETING THE REQUIREMENTS OF ASTM A446/A446M, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN LOADS:
<br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE AG STANDARDS AND SPECIFICATIONS.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAW NGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />STA NDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "SCSI LATEST EDITION'
<br />ROOF: LIVE LOAFLOOR: LIVE LOAD 40 psf
<br />D
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METALPLATECONNECTED
<br />20 psf TOP CHORD nonconwmnt
<br />REVIEW
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS94 BAR - 26' #6 BAR - 36"
<br />WOOD TRUSSES.
<br />10 psf BTM CHORD nanconwrrent
<br />#5 BAR - 30" #7 BAR - 42"
<br />TRUSS MANUFACTURER W LL 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
<br />LOCATIONS WTH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING AOGTIONAL ROOF FRAMING FOR
<br />DEAD LOAD DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOUVER ROOFS IN ACCORDANCE WTH ANSI/ASCE 7 88: 1990.
<br />16 pef TOP CHORD 20 psf TOP CHORD
<br />(7 psf W/ ASPHALT SHINGLES) (10 psf W N. GYPCRETE)
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />10 psf BTM CHORD 5 psf BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALLAT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST W ND UPLIFT: tOpsf
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAW NGS FOR ALTERNATE CONNECTION DETAILS AT
<br />BALCONY LIVE LOAD 60 psf
<br />WALL.
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 psf
<br />WIND : DEAD LOAD SPEED MPH SECONDC,RI 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 GUIDE FOR BEARING
<br />(ASCE 7-18 (FBC 020) EXPOSURE3.
<br />RISK CATEGORY IU
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />SC,
<br />ATTICWITHOUT
<br />LIVE LOADS: UNINHABITABLE ATTIC WTHOIlT STORAGE: 10psf, UNINHABITABLE ATTIC WTH LIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20p;f, HABITABLE ATTICS AND ATTICS SERVED WTH 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: 200psf, 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: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAW NGS 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 BY A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />LICENSED PROFESSIONAL ENGINEER.
<br />SHOP DRAWING REVIEW:
<br />"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />W W
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<br />THE HURRICANE STRAPS SPECIFIED ON THE WA LL
<br />WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />OF THE CONTRACT DOCUMENTSITT
<br />ONLY IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />THE MASONRY STANDARDS JOINT COMMEE.
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />COMPLIANCE WTH THE CONTRACT DOCUMENTS AS TO QUANTITY LENGTH ELEVATIONS DIMENSIONS, ETC.
<br />O
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCOM THOSE
<br />ALL SHOP DRAWINGS SHALL REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL THE ARCHITECT.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM CSO, GRADE fm = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. W ND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />AND CLADDING WHO LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />U
<br />DRAW NGS SUBMITTED IATROUT REVIEW W LL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CONTRACT 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. INSTANCES, THE CONTRACT
<br />ASTM C-076, AND SHALL PROVIDE A MI MMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAW NGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />LESS
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE MAXIMUM 3/8"
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED W A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATION/ SITE PREPARATION'
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING
<br />TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINS
<br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE
<br />SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D-1557. TREAT ALL
<br />SOIL FOR TERMITE PROTECTION.
<br />CELLS TO BE FILLED.
<br />THE 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 />CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE
<br />MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
<br />BE MADE BY THE GEO-TECH. ENGINEER.
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLL
<br />OWS:
<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 NIX DESIGNS, WITH HSTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PWORTO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP $HALLL NOT EXCEED 5" M-PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94IC94M OR MEASURING, MANG, TRANSPORTING,
<br />ETC. CONCRETE TICKETS SHALL BE TIMESTAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM MEN
<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 OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WITH THE ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER REBARSHALL BE AS FOLLOWS
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSEDTO EARTH (FOUNDATIONS).
<br />B FOR CONCRETE EXPOSED TO EARTH AHIORWEATIER
<br />1.1/Y FOR #5 AND SMALLER
<br />2' FOR #8 AND LARGER
<br />C FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314' FOR SLABS, WALLS AND JOISTS
<br />1-1(L' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FILL CMU CELLS SOLID WTH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANCOR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.NG
<br />STRUCTURAL STEEL:
<br />THE MATERIAL, FABRICATION, AND ERECT ON OF STRUCTURAL STEEL SHALL COMPLY WTH THE
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
<br />9TH EDI STRUCTURAL TION BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. S L STEEL SHALL BE ASTM
<br />A36/ISBN, Fy = 38 ka FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500/A500M GRADE B F = 46 ksl. STRUCTURAL PIPE SHALL BE ASTM A53/A 3M P -
<br />y 5 ,GRADE B, TYPE E OR S, Fy -
<br />35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUBLE -NUT LEVELING. ALL
<br />OTHER BOLTS SHALL BE ASTM F3125IF3125M BOLTS WTH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />SHALL BE TIGHTENED I N ACCORDANCE WTH THE TURNOFF -THE -NUT METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. JAOLTS ARE TO BE STEEL.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />APPLl—ON
<br />SIIE
<br />1 TYFE
<br />SPOONS
<br />REMARKS
<br />AFPLICARON
<br />61g
<br />TYPE
<br />I PACING
<br />NE-
<br />NRRING TO
<br />MA40 11 c.c
<br />CPSE HAROENm COIL
<br />NA 11/T LONG.
<br />0"QC
<br />GARAGE ODOR WICN
<br />TO MA9NiYIC W
<br />1N"nA
<br />NO WAgIFR
<br />—CON MASONRY
<br />—CON
<br />FAGTENER
<br />0"QC
<br />I Ilx"EMBED., i"EN ..,
<br />11a"mOE GIST.
<br />CA6EHARDENEDCOIL
<br />9"QC
<br />WINOOw1COORIFASTENED
<br />GA3AOE DOOR &ICI(
<br />nA OR
<br />16'O/C (YB"Owl
<br />4"EMBED..<°EppST.,
<br />I.6EElJDlE6S
<br />NAL11li'LOA1G.
<br />ETAOOERED
<br />INTO M480NRYICONC.
<br />TO MASONRY/ANC.
<br />E%PAN910N BOL T
<br />xA"O.0 llli'Ow1
<br />3-EDGE CISr.
<br />WNDOw aunt
<br />CA6EHU ENEOCCIL
<br />WINO ICOOR/FAsrENm
<br />Meru sT 10
<br />CONTACT THIS ENGINEER FOR SPACING
<br />I.PT, SEENOTE6
<br />NALI III'LOW
<br />INro MASONRVKONc
<br />MASgJR(Icorvc.
<br />REQUIREMENTS
<br />E%T. BMNG DOOR Nx1Dn S'pA "TAPOOA.P 16.00 ttR' EMBm.6°@M).
<br />PT, 6 NO— FA GIST., I Ilt"EIXBEg6r.
<br />x.Pl WI OOW1WC1( Ot06°PAF.xl9- a'END.DI5T1III
<br />PT T09N ✓£E
<br />OTEgSTA.Eilm EDGE CAT
<br />NoTle
<br />1LES 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 SPECSAND/OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HILTI XZF 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 DETALED 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. ix MEMBERS ARE NAILED AND
<br />2%MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32780
<br />PH: 407-774-6078
<br />FAX: 407-774-4078
<br />www.abdosigngroup.com
<br />AA #: 0003325
<br />h
<br />ZWilk
<br />s�
<br />�
<br />WIWI
<br />O
<br />ti
<br />aUDDIV NY LOT:
<br />ABBOTT PARK
<br />LOT #6
<br />BLK #13
<br />PROJIDCT*
<br />04181.000-06 3
<br />HODZ%a
<br />4EHB
<br />1r2605-HAYDEN"
<br />OARAOE 9WDM:
<br />RIGHT
<br />PACE:
<br />DETAILS
<br />%160 MPH EXP. C
<br />J�
<br />AR NO 9WM
<br />DptlwT
<br />ATM 09/21/21
<br />aCALE: 1/4"=1'-(
<br />aIi S JL V I
<br />
|