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<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-16
<br />ZONE = 53.00 PSF(63.00) ZONE = 60,90 PSF (70.90)
<br />ZONE 2e = 60.90 PSF (70.90) ZONE 3e = 70.40 PSF (8040)
<br />ZONE 2n = 70.40 PSF (80.40) ZONE 3, = 83.80 PSF (93.80)
<br />ZONE 2r = 70.40 PSF (80,40)
<br />1.11=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: +/- 0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF USE MIN 19/3 STRUCTURA SHEATHING
<br />7 L
<br />EXP 1 (4020), 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 4' OF
<br />GABLE END.
<br />ROOF/ WALU FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />SIZE
<br />HEAD
<br />LENGTH
<br />CIA.
<br />TENSILE STR,
<br />SHANK
<br />ASTM
<br />10d
<br />RING SHANK,
<br />2 12"
<br />0.131
<br />F1667
<br />SCREW SHANK
<br />170,000
<br />RING
<br />1RINGS
<br />RSRS-03
<br />Btl
<br />RING SHANK,
<br />2 3/8"
<br />0.113
<br />F1667
<br />SCREW SHANK
<br />ER INCH)
<br />PER
<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 />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />EXTERIOR SHEATHING
<br />i
<br />USE 12" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4"
<br />(� o
<br />O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />j
<br />BOTTOM PANEL AND Bd RING SHANK GUN NAILS AT 6" O.C. AT
<br />In
<br />INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUR SPECS.)SEE DETAIL
<br />L BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />ROOF SHEATHING ATTA NAILS
<br />0 4" T SPACING NOTE: GABLES -DROP GABLE END & (1) ADD'L DROPPED
<br />ZONE 1: 10tl NAILS 4" O.C. ON EDGE AND 6" O.C. IN FIELD TRUSS 2x4 N2 SYP OUTLOOKER RAFTER W/ BLOCKING 0
<br />ZONE 2e, 2n, 2r: 10d NAILS 4" O.C. ON EDGE AND 4" O.C. IN FIELD 16"O.C, IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP
<br />ZONE 3,3e, 3r: lOd NAILS ®4" O.C. ON EDGE AND 4" O.C. INFIELD BLOCKING @ 16" O.C. FIRST 4 BAYS W/ (2)12d NAILS EA.
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />NOTE ROOF SHEATHING THICKNESS WAS CALCULATED BLOCKING PER NAILING SCHEDULE
<br />AND ADHERES TO ASCE 7-16
<br />Stl RM1G SHANK GUN NAILS Q N O.C.
<br />TOPS BOTTOM EDGES
<br />e
<br />z�
<br />o
<br />8
<br />§ � 1. RING SHANK GUN NAILS
<br />O SEE "ROOF SHEATHING ATTACHMENT"
<br />o TABLE FOR FIELD SPACING ` -
<br />� e J\
<br />8
<br />TYP. EXT. SHEATHING ATTACHMENT FOR STRUCTURAL ROOF
<br />SHEATHING
<br />A
<br />#e 2' DECK SCREWS (m 6"-8" O.C. MAX a
<br />a9 EDGES & 17' O.C. MAX IN FIELD. UNTHREADED
<br />SHANKTO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />I- I TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />TYP. EXT. SHEATHING ATTACHMENT
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33C33M. MAXIMIRAAGGREGATE SIZE SHALLBE 3W.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />WOOD.
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH ORWEATHER
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020 7th EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314'.
<br />ALL WOOD FOR BEAMS BEARING WALLS SOLE PLATES TOP PLATES BRACING LEDGERS BLOCKING
<br />ACI 316-14, BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO.2 OR BETTER. F6 = 1100 PSI AND A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, AISI SPECIFICATION FOR THE DESIGN
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPORBARRIERMEMBRANE UNDER ALL SLABS-0ON-GROUND WHERE INDICATED ON
<br />ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-18 AND AISC SPECIFICATIONS
<br />RA MEMBER IO
<br />DRAWINGS. SEAMS LAPPED 6INCHES AND SEALED WITH ADHESIVE TAPE.
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />SHALL BE RATED 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 />FORMWORK:
<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 -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 />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
<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 SS' 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 />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FSCR 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 STRUCTURAL.DEPENDING 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 MAYBE 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 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 Al 064/Al 064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />WOOD TRUSSES:
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<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 3'-0' OC EACH WAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE'NATIONAL DESIGN SPECIFICATIONS FOR
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<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
<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 A615AB15M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />MEETING THE REQUIREMENTS OF ASTM A446/A446M, 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 />G
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES ACCORDANCE WITH , "DESIGN NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />N:, A
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "SCSI LATEST EDITION"
<br />D E
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />20 psf TOP CHORD+1Gncon-m
<br />REVIEW
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25` #G BAR - 3S'
<br />WOOD TRUSSES.
<br />10 DST BTM CHORD ilonSonCUrteM
<br />#5 BAR - 30" #7 BAR - 47'
<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
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />DEAD LOAD DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTH ANSI/ASCE 7 Be: 1990.
<br />pelf CHORD psf TOP CHORD
<br />(7 (1
<br />(7 psf W/ ASPHALT SHINGLES) psf W/ No 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 5 psf BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST WIND 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 DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />BALCONY LIVE LOAD 60 psf
<br />Wes'
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 PSf
<br />W ND: DEAD LOAD SPEED=10) MPH 3- SECOND 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 A GUIDE FOR BEARING
<br />(ASCE (FBC C, RISK CATEGORY IO
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />BIT
<br />LIVE LOADS:UNINHABITABLEATTIC
<br />ATTIC WITHOUT STORAGE: UNINHABITABLEATTICWTHLIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />AND ATTICS WITH
<br />STORAGE: 20psf, 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 />WTHOUT 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 DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40psf
<br />MASONRY:
<br />PLAN SHOWNG 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 WTH THE DESIGNING INTENT
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<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 />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 WTH 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 F. = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. VIAND 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 />DRAWNGS SUBMITTED WITHOUT REVIEW WALL 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. GROUP USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM C-47Q AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />DOCUMENTS
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 318
<br />WRITING BY THE ARCHITECT,
<br />COURSE AGGREGATE, AND SHALL BEE PLACEDW/ ASLUMP OF 0" TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIOW SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSI, FOOTING
<br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D-I EST TREAT ALL
<br />SOIL FOR TERMITE PROTECTION.
<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 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 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 />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB-OWGRADE
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
<br />CONTRACTOR SHALL SUBMIT PROPOSED MX DESIGNS, NTH MSTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 51`4- PRIOR TO THE ADDITION OF PLASTICIZER.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94UW 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 MX 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 REBAR SHALL BE AS FOLLOWS:
<br />A 3PFOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
<br />B. FOR CONCRETE EXPOSEDTO EARTH ANNORWEATHER
<br />1-10FOR NSAND SMALLER
<br />2PFOR AS AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314' FOR SLABS, WALLS AND JOISTS
<br />1-12PFOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<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 JOINTS
<br />SHALL BE U8" 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 AND/OR VERTICAL
<br />REINFORCING,
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />lfill19101i��
<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 km FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500/A500M, GRADE B, Fy = 46 ksi. 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 />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING ALL
<br />OTHER BOLTS SHALL BE ASTM F3125IF3125M 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 />FASTENER SCHEDULE
<br />WINDOW AND DOOR BUCK FASTENERS
<br />FASTENER
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<br />�' SEE WI WASHER STAGGERED EIX3E p3T.
<br />NOTES
<br />NOTES
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, WNDOWS AND EXTERIOR SW NG 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 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. W NDOW AND DOOR BUCKS SHALL BE AS W DE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SW NG DOOR WTH A WOOD DOOR FRAME. ix MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED V✓ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-774-4178
<br />www.a bdeslgngroup.com
<br />AA k: 0003325
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<br />stmDrv. ec LOT
<br />ABBOTT PARK
<br />LOT #12
<br />BLK #14
<br />PHASE #4C
<br />PROJECT#
<br />04181.04C-12141
<br />1LODULA
<br />4EAB
<br />"1672-ARIA"
<br />GARAGE 8WrNG:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />160 MPH EXP, C
<br />AR NO 93723
<br />DA 02/07/22
<br />SCALE: 1/4"=1'-0"
<br />SKEET
<br />SN1
<br />
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