|
oABLE-EAU �—�
<br />NIPROOF JF�II'
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE -10
<br />ZONE 1 •8.97 PSF (19.97)
<br />ZONE 2 • 17.98 PSF (27.98)
<br />ZONE 3 •33.53 PSF (43.53)
<br />"A"• 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 MPH
<br />WIND EXPOSURE: B"
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT+- 0.18
<br />ROOF D IN14PAGM
<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. 618 COX EXT. PLYWOOD, WITH Sd RING
<br />SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
<br />PANEL EDGES AND 8tl RING SANK GUN NAILS
<br />AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAILS N 4" O.C. EDGEWISE 2x4
<br />BLOCKING ALL PANEL JOINTS N IN 4' OF GABLE
<br />FNn
<br />ROOF/ WALU 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 10
<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 U7
<br />0.120"
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION (ISANTA) ESR-1539
<br />EXTERIOR 8►EATHINi
<br />USE 112" COX OR 7116" O.S.B. PLY NTH 8d RING
<br />SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
<br />AND 8tl RING SHANK GUN NAILS #' O.C. TOP &
<br />BOTTOM PANEL AND 8tl RING SHANK GUN
<br />NAILS AT 8" O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7118" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />8d RING SHANK GUN NAILS Q 4" O.C.
<br />TOP & BOTTOM EDGES
<br />. .........
<br />IM
<br />�W
<br />z8
<br />0 w
<br />QZ
<br />N O
<br />K
<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />R�^FTcER OR�l18S
<br />E—M_M,I111111
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />PDR GABLE END FRAIING
<br />8d RING SHANK GUN NAILS
<br />6" O.C. IN FIELD. `
<br />8d RING SHANK GUN NAILS 0 12' O.C. IN
<br />FIELD or 8tl x 2 10 SCREW SHANK
<br />PNEUMATIC SCREW -NAILS a 12" 0.1
<br />FIELD
<br />GENERAL NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WTH 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: FSCR 2017, 6th EDITION
<br />AG 31844, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, ACI 530-131ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 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 NTH 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 CONTRACTORS 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. MAXIMUM AGGREGATE SIZE SHALL BE 3W.
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />PDR GABLE END FRAIING
<br />8d RING SHANK GUN NAILS
<br />6" O.C. IN FIELD. `
<br />8d RING SHANK GUN NAILS 0 12' O.C. IN
<br />FIELD or 8tl x 2 10 SCREW SHANK
<br />PNEUMATIC SCREW -NAILS a 12" 0.1
<br />FIELD
<br />GENERAL NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WTH 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: FSCR 2017, 6th EDITION
<br />AG 31844, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, ACI 530-131ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 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 NTH 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 CONTRACTORS 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. MAXIMUM AGGREGATE SIZE SHALL BE 3W.
<br />PROVIDE 6%AIR ENTRAINED CONCRETE DPOSEDTO EARTH OR WEATHER
<br />WOOD:
<br />NOWBEAPoNG WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFER® 3N'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRAG NG, LEDGERS, BLOCKING,
<br />CRIPPLERS,SILLS,ETC., SWILL BE SOUTHERN PIKE NO.2 OR BETTER Fb= 1100 PSI AND A MODULUS OF
<br />PROVIDE& -MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABBONGRDld47 yAHEIN7IGTEDON
<br />NE VA ORBARRIER MEMB
<br />ELASTICITY = 1.400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SWILL BE
<br />DRAWINGS. SEAMS LAPPED 6 INCHES AND
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES
<br />FORMWORK
<br />SHALL BE RATED TO RETENRON LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DI SODIUM
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />REASON SHALL BE FATED 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,
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />'RECOMMENDED PRACTICE FOR CONCRETE FORMA ORK.
<br />CONTAINS MORE THAN W OF HEARTWOOD.
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2017, 8th EDITION. SEE 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 2x STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED SLIT ARE BY OTHERS.
<br />SYP #2.
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SWILL BE PROVIDED
<br />WELDED WIRE MESH'
<br />AT BEARING LOCATIONS W 7HOUT WOODEN TOP PLATES.
<br />WELDED W RE MESH, SHALL BE ASTM A185, GRADE 85 AND BE PLACED IN ACCORDANCE WTH THE AG
<br />WOOD TRUSSES:
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
<br />SUPPORTED WITH 2' CHAIRS SPACED 3'-0' 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. 8EE NOTED FOR SHOP DRAWNG3.
<br />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR
<br />REINFORCING STEEL --TO
<br />WORK PERFORMED AND SHALL NOT ARCHITECT
<br />ITV THEIF
<br />ANY DISCREPANCIES ARE FOUND.
<br />REBAR SHALL BE ASTM A815 GRADE 40 IN CONCRETE DEFORMED BARS REBAR SHALL BE ASTM A815
<br />GRADE BO IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />DESIGN LOADS:
<br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWNGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO.. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />ROOF: LIVE LOAD
<br />FLOOR: LIVE LOAD 40 psf
<br />REVIEW.
<br />20 sf TOP CHORD aloe-conwnmt
<br />P
<br />NP. MIN LAPS SHALL BE AS FOLLOWS: 94 BAR - " BAR - '
<br />10 psf BTM CHORD alortconourteM
<br />3007 42
<br />#5 BAR - 30" #7 BAR - 42"
<br />PROVIDE 36'x 36" CORNER BARS, BOND BEAM ONLY, LAPPEDAND TIED TO EACH BEAM RESAR, SEE DETAILS
<br />DEAD LOAD
<br />DEAD LOAD
<br />FOR ADDITIONAL INFORMATION
<br />15 psf TOP CHORD
<br />20 psf TOP CHORD
<br />(7 psf WASPHALT SHINGLES)
<br />(10 psf WNo GYPCRETE)
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />10 psf BTM CHORD
<br />5 psf BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALLAT THE TOP AND BOTTOM NTH
<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-PLATE-CONNECTEPWOOD TRUSS CONSTRUCTION; AND 'TPIANTCA SCSI V
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />WOOD TRUSSES.
<br />TRUSS MANUFACTURER W LL 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 ANSI A58.1-1982.
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />DEAD LOAD TO RESIST W ND UPLIFT: 1 Opsf
<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 =188EX 3-SECOND GUST
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />ROOF& FLOOR LAYOUTS PROVIDED ON THESE PUNS ARE TO BE USED AS A GUIDE FOR BEARING
<br />(ASCE 7-10 (F8C R2017) EXPO SURE B, RISK CATEGORY II)
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS, STAGGER SPLICES WMEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LOADS: UMNBWBIABLE ATTIC WITHOUT STORAGE: E WITH UNITED
<br />LAYOUT, SPANS &ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS TH4T
<br />STOLIVERAGE: pf,ATT
<br />STORAGE:: HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS:
<br />NTH IXEDUNINSTAIRS: 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 />DECKS: 40p GUARDS AND HANDRAILS: GUARD NTS:
<br />COMPONENTS: 5OO PASSENGER
<br />WITHOUT THE APPROVAL OF THE ENGINEER
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SWILL
<br />VEHICLE AGEsf,
<br />OM: 4
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
<br />N SUE,
<br />PROW DE ENGINEERED SHOP DRAW NGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40psf
<br />MASON•
<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" (AG 5301 ASCE SRMS 402, BUILDING CODE REQUIREMENTS FOR
<br />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
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
<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 WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />ALL BLOCK WILLS SHALL BE TWO HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C40, GRADE f. - 1500 PSI. BLOCK SWILL BE PLACED USING
<br />ENT
<br />OF THE DELEGATED TRUSS ENGINEER. W ND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 RESPOCOMPNSIBLE
<br />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />FOR
<br />DRAW TUGS SUBMITTED W THOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERW SE NOTED. LAY�UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS 70 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 WITH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM C476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PIONS SHALL BE "USP STRUCTURAL
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTFERWSE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
<br />CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE CN PUNS, 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 />FOUNDATIOW SITE PREPARATION'
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2000 FOOTING
<br />TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />PROPORTIONED AND MIXED AS NIED UNDER ASTM
<br />HORIZONTAL AND VERTICAL MORTARJOINTSEXCAVATIONS
<br />AND SLAB R SHALL BE COMPACTED A DRY DENSITY OF AT LEAST THE
<br />SHALL BE HER REMOVE M
<br />TICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MAXIMUM Y A
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM 61557. TREAT ALL
<br />7. THE AL
<br />E
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />FILL CMU CELLS SOLID WTH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT CEO -TECHNICAL ENGINEER TO VERIFY
<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 REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<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 />STRUCTURAL STEEL:
<br />BE MADE BY THE GEO-TECH. ENGINEER.
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY NTH THE
<br />CONMEM SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BULDINGS,
<br />CONCRETE SHALL ACHIEVE MINIMUM 26 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />A36, Fy = 38 W FOR ANGLES, PLATES, AND WSRAPES. STRUCTURAL TUBING SHALL BE ASTM A500, GRADE B,
<br />2,500 PSI REGULAR MIGHT FOR FOOTINGS, AND SLAB -ON GRADE Fy - 46 kW. STRUCTURAL PIPE SHILL BE ASTM-63, GRADE B, TYPE E OR S, Fy = 35 W. TUBE AND PIPE
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TMME SLAB COLUMNS SHALL BECONCRETE-FILLED IN THE SHOP.
<br />CONTRACTOR SHALL SUBMIT PROPOSED M%DESGNS, WTH HSTCRICAL STRENGTH DATA FOR EACH SEPARATE MIX PPoORTO ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUBLE -NUT LEVELING. ALL
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED5"M- PRIOR TO THE ADDITION OF PLASTICIZER BE TIGHER TENED LTS
<br />ACCORLL BE DANCETM
<br />5-NBOLESWITHWASHER$UNETH THE TURNED ELEMENT. BOLTS SHALL
<br />BE TIGHTENED IN ACCORDANCE WTH THE TURNOFF -THE -NM METHOD.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C44 OR MEASURING, MIXING, TRANSPORRNG, ETC. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEE L. J-BOLTS ARE TO BE STEEL.
<br />CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCH®. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS
<br />ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT UCEED 90 MINUTES IF FOR ANY REASON THERE IS
<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 />RESPONSIBLITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
<br />COMPLIANCE WITH THE ABOVE
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS)
<br />S FOR CONCRETE EXPOSED TO EARTHAW" WEATHER
<br />1-112"FOR #S AND WALER
<br />2'FOR N6 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4' FOR SLABS WALLS AND JOISTS
<br />1471' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES STIRRUPS
<br />FASTENER SCHEDULE
<br />WIND W AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />APPLIGTIGJ
<br />812E
<br />TYPE
<br />BPAdNG
<br />REMARKS
<br />APPUGBCN
<br />813E
<br />TYPE
<br />SPACING
<br />REMARKS
<br />11QPTWRRWOTO
<br />MASONRY ICING
<br />CASEINRDBIEDCp.
<br />NAIL 114LOW.
<br />9'QC
<br />GMW3E WOR BJIM
<br />TO MASONRYINIC.
<br />1M'dA
<br />NO WASHER
<br />TAPCON MASONRY
<br />FABTENHV
<br />B'OC
<br />11?EMBED..f ENpdSr.,
<br />1---T.
<br />.u.Al. EAT. DOORS
<br />1 T,SEENOTE1
<br />CABS INPD@IEDGpL
<br />NAIL 11?LONG.
<br />S"QC
<br />STAGGERED
<br />WINDOW .1 FABiBJED
<br />HMO MABONRTIODNL
<br />GARAOEDOORBIIDK
<br />TO MASOMY/ODNC.
<br />I. DIAw
<br />WASHHV
<br />EXPAN&dVBOLT
<br />31"dC
<br />1'EMBED.. 1'BUCIer..,
<br />S'EDGE—
<br />WINDOW Bl1Cx
<br />CABS HARDENED—
<br />S'dC
<br />WINDOArDOMFASTMW
<br />METAL 8— TO
<br />CONTACT THIS ENGINEER
<br />FOR SPACING
<br />1r PT, IMNOTEB
<br />L111TLOND.
<br />STAGGERED
<br />1MrouABDN+TImNG
<br />MABONRv1GDNG
<br />REQUIREMENTS
<br />EXT. ENWO DOOR
<br />(3)3—
<br />?APWM
<br />IB DC
<br />11(1'EMB®,B'END
<br />NONdFARINO WOOD
<br />1l!° ExPPNMON 1'EMBED.1'Eo
<br />i40,C
<br />BUCK 3x PT. SEENOiEB
<br />NO WAEIER
<br />FASTNEA
<br />DIET., I WIT EDGEGST
<br />WKLTO CONC SWAB
<br />WIWA M BOLT DIST., 3' EOOEDMT.
<br />3[P w—w BUM( 0f3B'PAF•319dBT,o.
<br />l
<br />PT TO STEEL WL.,BEE ,WIWABIER STAGGER® EDGE deT
<br />NOTES
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR &WING 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 SMALL BE Hun 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 EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. Ix MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED WI TAPCONS OR PAF TO THE SUBSTRATE
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-77445078
<br />FAX: 407-7744078
<br />www.8bdeaWkgroup.mm
<br />AA #: 0003325
<br />$
<br />a
<br />W
<br />IiBa3s�
<br />p
<br />W
<br />a
<br />C
<br />�
<br />S
<br />C
<br />0
<br />1
<br />�
<br />aysD=v aB LOID
<br />SILVERA 10
<br />LOT #2
<br />BLK #17
<br />418Tfp — 2171
<br />MODZ3U
<br />4EBB
<br />"1828—CALI"
<br />GARAOX 8TfWGK
<br />RIGHT
<br />PAO>Q:
<br />DETAILS
<br />150 MPH EXP. B
<br />L
<br />]DA>ta• A 10/09/19
<br />OCAIM 1/4"=1'-0"
<br />IFS N1
<br />
|