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<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-16
<br />ZONE 1 = 61.20 PSF (7120) ZONE 3 = 70.70 PSF (80.70)
<br />ZONE 2e = 70.70 PSF (60.70) ZONE 3e = 82.90 PSF (92,90)
<br />ZONE 2. ® 82.90 PSF (92.90) ZONE 3r = 90.80 PSF (100,80)
<br />ZONE 2r = 82.90 PSF (92.90)
<br />"A"= 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />EXPOSURE CATEGORY: "C"
<br />RISK CATAGORY: II
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 19/3Z' 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 @ 4" O.C. EDGEWISE 2X4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF
<br />GABLE END.
<br />ROOF/ WALL/ 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 12"
<br />0,131
<br />F1667
<br />CREW SHANK
<br />170 000
<br />RING
<br />16-20 RINGS
<br />pER
<br />RSRS-03
<br />8d
<br />RING SHANK,
<br />2 3/8'
<br />0.113
<br />SCREW SHANK
<br />INCH)
<br />RSRS-01
<br />8d
<br />RINGSHANK,
<br />PNEUMATIC
<br />23/8"
<br />0.113
<br />F1867
<br />SCREW -NAILS
<br />RSRS-Ot
<br />EXTERIOR SHEATHING
<br />USE 12" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4"
<br />O.C. AT PANEL SIDES AND Sd 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 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL
<br />ROOF SHEATHING ATTACHEMENT SPACING
<br />ZONE 1: 10d NAILS @ 4" O.C. ON EDGE AND 6" O.C. IN FIELD
<br />ZONE 2e, 2n, 2c 10d NAILS C 4" O.C. ON EDGE AND 4" O.C. INFIELD
<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 />Btl RING SHANK GUN NAZIS®4"OC.
<br />TSI 4 EDGES
<br />0
<br />�A
<br />8
<br />RAFTER OR TRUSS
<br />onnF cuF4rwur. �.
<br />■����11 11
<br />I
<br />I
<br />11
<br />I
<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 W/ BLOCKING
<br />16"O.C, IF NO DROPPED GABLE END, ATTACH 2X4 #2 SYP
<br />BLOCKING 0 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 />1. RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT"
<br />TABLE FOR FIELD SPACING \
<br />(-#8 Z' DECK SCREWS N 6"-&'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 TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C331031A MAXIMUM AGGREGATE SIZE SHALL BE 31C.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION MATH 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 SHOWI4
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314.
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7/h EDITION
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SUABSON-GROUN) WHERE ROCATED ON
<br />CRIPPLERS, HILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb - 1100 PSI AND A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TAPS 402/602-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS
<br />DRAWINGS. SEAMS LAPPED 6 OUCHES AND SEALED WITH ADHESIVE TAPE.
<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 NON-STRUCTURAL USES
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISONUM
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORM -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 -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 />WHERE DIFFERENT DETAIL 19 O
<br />EXCEPTERE A DI ERE DE A SHOWN.
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST
<br />NC
<br />WI DOT SHALL BE HOT DIPPED GALV. OR STRUCTURAL USES AVOID BLMN TREATED R T
<br />F G EA ED LUMBER THAT
<br />EDI710N,'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK
<br />CONTAINS MORE THAN X' 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 FBCR 2020, 7tth 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 MAY BE REQUIRED BUT ARE BY OTHERS
<br />SYP 02,
<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 />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 />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />DESIGN LOADS:
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 pef
<br />20 pef TOP CHORD -non-concurrent
<br />10 Flrf BTM CHORD +mnconcurrent
<br />DEADLOAD DEAD LOAD
<br />15 W TOP CHORD
<br />(7 psiwl ASPHALT SHINGLES)
<br />10 pe18TM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: 10psf
<br />20 psf TOP CHORD
<br />(TO psf w/ No GYPCRETE)
<br />5 pO BTM CHORD
<br />BALCONY LIVE LOAD 60 psf
<br />STAIRS LIVE LOAD 40 pef
<br />WELDED WIRE MESH:
<br />WELDED WIRE MESH, SHALL BE ASTM AT064/A10B4M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />BE SUPPORTED W TH 2" CHAIRS SPACED T-O' OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A81SA616M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE 601N MASONRY DEFORMED BARS FREE FROM OIL SCALE AND RUST AND PLACED IN ACCORDANCE
<br />E
<br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPEGFICATIONS-
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />AND VERTICAL BARS SHALL LAP 6 A BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />REVIEW
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" 4M BAR - 36"
<br />#5 BAR - 3W #7 BAR - 4Z'
<br />PROVIDE 36" X 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION.
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<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. SEE NOTED FOR SHOP DRAWINGS.
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036' AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446/A446M, 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 -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "BCSI LATEST EDITION"
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METALPLATE-CONNECTOO
<br />WOOD TRUSSES.
<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 ANSIIASCE 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 DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />WIND: DEAD LOAD SPEED =160 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 7-16 (FBC R2020) EXPOSURE C, 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 />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 1 Opef, UNINHABITABLE ATTIC WITH UNITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH 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: 60psf, PASSENGER
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR 8HALL
<br />VEHICLE GARAGES: 50pef, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30pef, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />�y
<br />MASONRY.
<br />PLAN SHOW NG 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 />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 />OF THE CONTRACT DOCUMENTS ONLY IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY LENGTH ELEVATIONS DIMENSIONS, ETC. E E
<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 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 SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. NAND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />AND CLADDING WAND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL 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
<br />OF REPRODUCIBLE SEPIAS 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 WRITPERMISSION 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 SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BEE 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 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 0-1557. 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 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 -ON -GRADE
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
<br />CONTRACTOR SHALL SUBMIT PROPOSED MX 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 />FILL CM 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 />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 />A36/A36M F = 36 W FOR ANGLES PLATES AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />Y
<br />A500/A500M GRADE B F =461®I. STRUCTURAL PIPE SHALL BE ASTM A53/A53M GRADE BTYPE E OR S F =
<br />Y Y
<br />351mi. 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 />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM 0941094M OR MEASURING, MIXING, TRANSPORTING, ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.J-BOLTS ARE TO BE STEEL.
<br />ETC. CONCRETE TICKETS SHALL 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 MNUTES, THE CONCRETE SHALL 140T BE PLACED. IT SHALL
<br />BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPUANCE WITH THE ABOVE,
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A 3'FDR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
<br />B. FOR CONCRETE EXPOSED TO EARTH ANDIOR WEATHER
<br />1-iR-FOR A6 AND SMALLER
<br />Y FOR NO AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4' FOR SLABS, WALLS AND JOISTS
<br />1.1/7 FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APPIJCATION
<br />BILE
<br />TYPE
<br />SPACING
<br />REAVVMfi
<br />APPLICATION
<br />SIZE
<br />TYPE
<br />SPACING
<br />REMPRKS
<br />1Y2 PT FURRING TO
<br />MASONRYIGJNC
<br />CASE HARDENED CGL
<br />N4Lt I--
<br />S.
<br />GMAGE DOGE SIKK
<br />TO MASUNRYIWNC.
<br />1If'CVa
<br />NO WASHER
<br />TAPCON MASONRY
<br />FASTENER
<br />-I
<br />? EMBED.. I ENDg9T.,
<br />I-EDGE-T.
<br />80D, qL. E%T. DOORS
<br />G6E INROENEO WIL
<br />B"OlC
<br />WNWWIWGEI F.43TENED
<br />GPAAGE DOOR BULK
<br />qA OR
<br />E%PA_GJBOLT
<br />18'GL ryS qA)
<br />C EMBED,-NDD13T.,
<br />I. PT, SEE NOT.
<br />NVL 11/I'LONG.
<br />STAGGERED
<br />INTO MheONRYA:OI C.
<br />TO MA90NRY/WNC.
<br />WtW'
<br />M„OIC(""N.)
<br />3'EDGEq T.
<br />WNWYleI1CK
<br />cA:tuROENEocgL
<br />rok
<br />WNDOWIWORIFASTENED
<br />METAL STRAP To
<br />CONTACT THIS ENGINEER FOR SPACING
<br />1r PT, SEE NOTES
<br />NULI la'LONG.
<br />srA00-D
<br />wT0MA80N1-.
<br />MAWNRVINNL.
<br />REQUIREMENTS
<br />EM.SWWG DOOR
<br />BUG1 RS Pi, BEE NOTES
<br />(3)3'1S"OIA.
<br />NO WASHFA
<br />'TAPCON'
<br />PASTIER
<br />f80.1L
<br />1t2°EMBED, B"END.
<br />pST.,11Yt EDGE q3T.
<br />NON-BEO.PoNG WOOD
<br />WALL TO WIC.9U0
<br />1a'° EXPMWON <"EMBEp. <"END
<br />W/WA9HEN BOLT eT, 3"EWEgST
<br />PT WINDOW BUCK 0.138°PAFrG 1G" B"GC I„END. DI6T5I
<br />T TO STEEL COl.. 3Ef wl WASHER 9TAWEfBD p T.
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<br />1, STAPLES 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 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 NON OR THE SPACING DETAILED ABOVE
<br />8, W NDOWMEMBERAND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR W TH A WOOD DOOR FRAME. 1. MEMBERS ARE NAILED AND
<br />2x S ARE SECURED W TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD
<br />LONGWOOD,FL32750
<br />PH: 407-7748078
<br />FAX: 407-7744078
<br />www,abdes(gngroup.00m
<br />AA #: 0003325 _ J
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<br />iSVHDIV. S. LOT
<br />ABBOTT PARK
<br />LOT# 16
<br />BLK. 11
<br />PR.oJECT*
<br />04181.000-16111
<br />MODEL4
<br />3EEB
<br />112260-ELSTON"
<br />GARAGE SWING:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />60 MPH ENP.
<br />DAA E 05/25/21
<br />SCALE: 1 /4"=1'-0"
<br />SN1
<br />
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