|
GABLE-ENp
<br />HWROOF
<br />ROOF WIND DESIGN PRESSURES
<br />7-
<br />ZONE 1 = 18.31 PSF (28.31)
<br />ZONE 2 = 31.68 PSF (41.68)
<br />ZONE 3 = 54.88 PSF (64.88)
<br />'A'= 4•-O' END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />WIND EXPOSURE:'C
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT H-0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 19/32' STRUCTURAL SHEATHING
<br />EXP 1 (4WD), 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 I Od RING SHANK GUN
<br />NAILS Q 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF
<br />GABLEEND.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA.
<br />TENSILE STR.
<br />SHANK
<br />ASTM
<br />10d
<br />RING SHANK,
<br />212"
<br />0.131
<br />Ft 7
<br />SCREW SHANK
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />RSRS-03
<br />Bd
<br />RING SHANK,
<br />2 3/8"
<br />0.113
<br />F1667
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />8d
<br />RINGSHANK,
<br />PNEUMATIC
<br />23/8"
<br />0.113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />nnr I tM un I nuaa -�
<br />ROOF SHEATHING
<br />EXTERIOR SHEATHING
<br />USE 12" COX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4"
<br />O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND Sd RING SHANK GUN NAILS AT 6" O.C. AT
<br />INTERMEDIATE SUPPORTS OR 7116" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL. BUILDING LENGTH
<br />x
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE: GABLES -DROP GABLE END & (1) ADDL DROPPED
<br />TRUSS 2.4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING 0
<br />16.O.C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP
<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 />ROOF SHEATHM ATTACI'EMENT SPACING
<br />ZONE 1: 10d NAILS @ 4" O.C. ON EDGE AND 6" O.C. IN FIELD
<br />ZONE 2e, 20, 2, 1 Od NAILS G 4" O.C. ON EDGE AND 4" O.G. IN FIELD
<br />ZONE 3,3e, 3r. 1 Od NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />8d RING SHANK GUN NAILS @ 4" O.C.
<br />TOP & BOTTOM EDGES
<br />(n
<br />a
<br />li -
<br />■mom===il- I ImmmmoI
<br />Z N
<br />z LWE�0
<br />c7 Ow C I. RING SHANK GUN NAILS
<br />y SEE "ROOF SHEATHING ATTACHMENT"
<br />ci TABLE FOR FIELD SPACING
<br />Vl o
<br />ZP
<br />Oa. S AT NG ATTACHMEO FORST U
<br />SHEATHING
<br />N
<br />¢ O #8 2- DECK SCREWS @ 6'-8" O.C. MAX Q
<br />W EDGES & 12" O.C. MAX IN FIELD. UNTHREADED
<br />Y SHANK TO EXTEND BEYOND THICKNESS OF
<br />0 00 SUB -FLOOR SHEATHING `
<br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<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: PSC-R 2020, 71h EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, TMS 402/602-16 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 AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM CnC33M. M k)0M1M AGGREGATE SIZE SHALL BE 3W
<br />PROVIDE 5%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHRMFERED 3W
<br />PROVIDE 6ML CONTINUOUS POLYETHYLENE VAPOR BARRIER AEABRANE UNDER ALL SABSONGROLMD WHERE 14MATED ON
<br />DRAWINGS. SEAMS LAPPED B INCHES AND SEALEDMIH ADHESIVETME
<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 WITH ACI 347 LATEST
<br />EDITION; RECOMMENDED PRACTICE FOR CONCRETE FORMWORK.
<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 NONSTRUCTURAL USES
<br />SHALL BE RATED 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 SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />CONTAINS MORE THAN W OF HEARTWOOD.
<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 />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FSCR 2020, 781 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 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 BUT ARE 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 />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 WIRE MESH, SHALL BE ASTM A1D64/Al064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />WONT TRUSSES:
<br />ETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />ACI TYPICAL DD
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE •NATIONAL DESIGN SPECIFICATIONS FOR
<br />TION AND SITE PREPARATION
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION
<br />H WAY,
<br />SUPPORTE WITH 2"CWURS SPACED 3'-0"OC EACH
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SWILL 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 REINFORCING STEEL:
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
<br />T PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />O WORK
<br />REBAR 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 />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
<br />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
<br />STANDARDS FOR METAL-PLATE-CONNECTED-WOODTRUSS CONSTRUCTION:, AND "SCSI LATEST EDITION"
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />VERTICAL 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 />20 psf TOP CHORD-rpD-mnameM
<br />RANDEVI
<br />TYP, MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25' #6 BAR _ 36•
<br />WOOD TRUSSES.
<br />10 psf BTM CHORD -DON-m1lWrreet
<br />fly BAR - 30' #7 BAR - 42"
<br />MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING 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 />LOCATITRUSS
<br />WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />REQUIRING AD
<br />DEAD LOAD DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />7 88: 1
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSUASCE 7 88: 1990.
<br />INTERSECTIONS
<br />18 psf TOP CHORD 20 PST 70P CHORD
<br />IT psf ASPHALT SHINGLES) psSf W/ No GYPCRE7E)
<br />(1
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS.
<br />BTM CHORD 5 5 p psf BTM CHORD
<br />10 PST13
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST WIND UPLIFT: 10psf
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />WALL.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />BALCONY LIVE LOAD 60 PST
<br />STAIRS LIVE LOAD 40 Tod
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS DOWEL ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS AGUIDE FOR BEARING
<br />WIND: DEAD LOAD SPEED =20) MPH SECOND GUST
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER LS RESPONSIBLE FOR FINAL
<br />S
<br />(NICE EXPOSURE C, RISK CATEGORY II)
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />BIT BLE(FBC ATTIC
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED
<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 />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30pa/, BALCONIES (EXTERIOR)
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUST FABRICATOR SHALL
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
<br />MIRY"
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BV A FLORIDA
<br />4OW
<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 />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 />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<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 />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 WALLS SHALL BE TWO -CELL 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 C-90, GRADE fm = 2000 PSI. BLOCK SWILL BE PLACED USING
<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 />DRAWINGS SUBMITTED WITHOUT REVIEW WILL 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 (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 C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />DOCUMENTS WILL GOVERN OVER THE $HOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A 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 />FOUNDATIOW SITE PREPARATION:
<br />"S"
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING
<br />TYPE'M' OR 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 JOINTS
<br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE
<br />SHALL BE 3W 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
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />FILLCM CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEOTECMNICAL 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 WITH THE
<br />CONCRETE:
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
<br />BTH 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 />/ F = 36 W FOR ANGLES PLATES AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A36 A36M Y
<br />ASOD/A50 GRADE B F = 46 NN. STRUCTURAL PIPE SHALL BE ASTM A53/A53M GRADE BTYPE E OR S. F =
<br />Y � � � Y
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />B
<br />35 kel. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />3.000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />CONTRACTOR SHALL SUBMIT PROPOSED PAX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MX PRIOR TO
<br />BOLTS TURNED ELEMENT. BOLTS
<br />WASHERSUNDERMETH
<br />OTHER BOLTS SHALL BE ASTMRDAN
<br />CONCRETE RPCEENT. CONCRETE SLUMP SHALL NOT EXCEED SN- PRIOR TO THE ADDITION OF PLASTICIZER
<br />EWIT HURNH D.
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM CWa4MOR MEASURING. MIXING. TRANSPORTING
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.J-BOLTS ARE TO BE STEEL,
<br />ETC. CDNCRETE TICKETS SMALL BE TI ESTAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM THE ALLOWED FROM MEN
<br />WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 98 MNUTES. IF FORANY REASON
<br />THERE IS A DELAY N SUCH THWTA BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SWILL
<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 REBAR SHALL BE AS FOLLOWS:
<br />A TFOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH(FOUDATIONS):
<br />B. FOR CONCRETE EXPOSED TO EARTH ANDIOR WEATHER:
<br />1-10 FOR A5AND SMALLER
<br />2'FOR XB AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />31C FOR SUBS, WALLS AND JOISTS
<br />1-112" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APRICATgN
<br />9¢E
<br />TYPE
<br />SPACMG
<br />REAtARxS
<br />APPLIGTAxtl
<br />&2E
<br />THE
<br />AEMAPo6
<br />bQ fR FUNiNG TO
<br />MASONRY/RING.
<br />CASEHMOENED COIL
<br />?LONG.
<br />GARAGE DOIX2BUCX
<br />TO MASONRYICCNC.
<br />v�DY.
<br />NO WASHER
<br />TAMANMABONtY
<br />FASTENER
<br />I
<br />11?EAx3E-0.,fEN005T.,
<br />t?EDGE 05T,
<br />SGOpK.EJ(t. ..
<br />tx T, 9EE NOlEB
<br />NFD COB.
<br />?LONG.
<br />PIXC
<br />STAGGERED
<br />WMDGVA%1JR/FASTENED
<br />MID NASOMTroONG
<br />GARAGE DOORBUp(
<br />TO NASONRYICONC.
<br />1?DN.W/
<br />WASHER
<br />EXPANBx1N BOLT
<br />2--
<br />A•FMB GEDIST T
<br />3'EDGE DUST.
<br />wMDow aNtac
<br />tx PT, sEE NOTEe
<br />" 1?ianc:
<br />sT ccERED
<br />WMDr vAroow
<br />Mro w,sorxr�coNc.
<br />wTALSTRAPTG
<br />AusoNRrlca+c.
<br />CONTACT
<br />THIS ENGINEER FOR SPACING
<br />REQUIREMENTS
<br />FXi.9WMGDWR
<br />BUCK 2,f?. SEE NOTE6
<br />R�11189N.
<br />WARIER
<br />F-ER
<br />FASTNER
<br />16•�
<br />tt?FM£0.8'END,
<br />D5T.,11?EDGE DST.
<br />NONBE0 WOW
<br />WILL TO CONE 9lA8
<br />1? EXPANSION 24 dC �EABED.fEND
<br />WI WASHER T BOLDUST., 3'EDGE 05T.
<br />mPf WMOdN BUCK 8139'PAFa21A" TOC :END.DIBT.,t1?
<br />T09TCOL.. SEE WI WABIiER 9TAGGERED EDGE DIBT.
<br />I STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPUCATIONS
<br />2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURERS SPECS AND / OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HILT] 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, 1x MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />•
<br />1441 N. RONALD REAGAN BLVD-
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-7744078
<br />www.abdesigngroup.com
<br />AA #: 0003325
<br />4
<br />g
<br />Y
<br />U1
<br />o
<br />Mg
<br />C
<br />j
<br />og
<br />Ll
<br />_LLL
<br />SUHDIV. a# TAT:
<br />ABBOTT PARK
<br />LOT #4
<br />BLK. #11
<br />1p'noizcT#
<br />04181.000-04111
<br />HoDmi:"
<br />3EAB
<br />1504- ALLEX"
<br />GARAGE SWING:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />1 PH E " C
<br />
|