|
ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-18
<br />ZONE 1 = 58.50 PSF (68.50) ZONE 3 = 67.10 PSF (77.10)
<br />ZONE 2e = 67.10 PSF (77.10) ZONE 3e = 77.50 PSF (87.50)
<br />ZONE 2n = 77.50 PSF (87.50) ZONE 3r = 91.60 PSF (101.60)
<br />ZONE 2r = 77.50 PSF (87.50)
<br />"A"= 4'-0" END ZONE DISTANCE
<br />BASIC VIAND SPEED: ISO MPH
<br />EXPOSURE CATEGORY: "C'
<br />RISK CATAGORY: If
<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 (40/20). FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN,
<br />19/32" STRUCTURAL SHEATHING EXP 1 (40f2O).(SEE TABLE FOR FIELD
<br />AND EDGE SPACING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE 100 RING SHANK GUN
<br />NAILS Q 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 />DIA
<br />TENSILE STIR
<br />SHANK
<br />ASTM
<br />10d
<br />RING SHANK,
<br />210
<br />0.131
<br />166
<br />SCREW ANK
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />RSRS-03
<br />8d
<br />RING SHANK
<br />2 SIB"
<br />0.113
<br />F1667
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />8d
<br />RING SHANK,
<br />PNEUMATIC
<br />23IB"
<br />0.113
<br />F71367
<br />SCREW -NAILS
<br />RSRS-01
<br />KAr I tK UK I KUJJ
<br />ROOF SHEATHING
<br />EXTERIOR SHEATHING
<br />USE 12" COX OR 7/16" O.S.B. PLY WITH Sd RING SHANK GUN NAILS AT 4"
<br />O.C. AT PANEL SIDES AND Bd RING SHANK GUN NAILS 4" O.C. TOP 8
<br />BOTTOM PANEL AND SO RING SHANK GUN NAILS AT B' O.C. AT
<br />INTERMEDIATE SUPPORTS OR 7/16' ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL. BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />GABLES -DROP GABLE END 8 (1) ADD'L DROPPED
<br />TRUSS 2x4 02 SYP OUTLOOKER RAFTER WI BLOCKING
<br />16"0.C. IF NO DROPPED GABLE END, ATTACH Ix4 A2 SYP
<br />BLOCKING E 16' O.C. FIRST 4 BAYS W/ (2)12d NAILS EA
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 21
<br />BLOCKING PER NAILING SCHEDULE
<br />ROOF SHEATHING ATTACHMENT SPACING
<br />ZONE 1: 100 NAILS a 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2r: 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3, 10d NAILS C 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 />8d RING SHANK GUN NAILS 0 4" O.C.
<br />TOP 8 BOTTOM EDGES
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<br />Z
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<br />-_____. 1111
<br />- 1. RING SHANK GUN NAILS
<br />SEE"ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING `
<br />C88 2' DECK SCREWS ® 6'-R' O.C. MAX
<br />EDGES 8 12" O.C. MAX IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />LYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE WALL CONFORM TO ASTM CUCW MAXIMUM AGGREGATE SW SILLL BE W.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />WOOD.
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />ppE 6%A9i ENTRAINED CONCRETE EXP09ED TO EARTH ORWEATFIBt
<br />NON -SEARING WOOD WALLS TOP PLATES I STUDS CAN BE SPF,
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBCR 2020, 71h EDITION
<br />A11 EXPOSED EDGES OF CONCRETE ARE TO BE CHNAFEREDW
<br />ALL WOOD FOR BEAMS, BEARING 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. FD = 1100 PSI AND A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TMS 4021802-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE SAIL CONTNIIWS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLAB.SONIOROU U WHERE BOICATED 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 7-16 AND AISC SPECIFICATIONS
<br />DRAIWNGS. SEMIS LAPPED S RICHES AND SEALED WITH AOHESNETAPE.
<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 />FORM -WORK:
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />SHALL BE CONSTRUED TO APPLY TO ANY 84MILAR 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 NTH AG 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 />DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSIONS FROM THESE PLANS;
<br />MINIMUM NAILING PER FBCR 2020, 71h EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />OF THE WORK ARE HOT PART OF THE STRUCTURAL PUNS AS THEY ARE NOT CONSIDERED TO BE STRUCTURALOEPENDING PROVIDE SOLD BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS NTH 2x STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. 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 />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 TIE4)OW4S.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLASONGRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />DO HOT SCALE DRAWN" 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 pd
<br />20 pd TOP CHORD noncmarrenl
<br />10 pd BTM CHORD-nontpn 1,
<br />DEADLOAD DEAD LOAD
<br />15 W TOP CHORD
<br />(7 pd w/ ASPHALT SHINGLES)
<br />10 P4f BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: 10pd
<br />20 Pd TOP CHORD
<br />(10 psf w/ No GYPCRETE)
<br />5 Pd BTM CHORD
<br />BALCONY LIVE LOAD 00 Pd
<br />STAIRS LIVE LOAD 40 Pd
<br />WELDED WIRE MESH:
<br />WELDED NRE MESH, SHALL BE ASTM A1064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE NTH THE
<br />ACI TYPICAL DETAILS. MINIMUM UP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WITH 2' CHAIRS SPACED T-Ol OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A015MISM 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 />W THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />AND VERTICAL BARS SHALL UP 8 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />REVIEW
<br />TYP. MIN UPS SHALL BE AS FOLLOWS'. 04 BAR - 25" e8 BAR - 30"
<br />05 BAR - W I7 BAR - 42'
<br />PROVIDE 38' x 38' CORNER BARS, BOND BEAM ONLY, UPPED 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 WTH THE'NATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BV THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA, SEE NOTED FOR SHOP DRAWNGS.
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036' AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A448/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-PLATECONNECTED-WOOD TRUSS CONSTRUCTION., AND 'SCSI LATEST EDITION -
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDUNG, INSTALLATION BRACING METAL -PLATE -CONNECTED
<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 WTH ANSI/ASCE 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 DRAW NGS 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 8 FLOOR LAYOUTS PROVIDED ON THESE PUNS ARE TO BE USED AS A GUIDE FOR BEARING
<br />(ASCE 7-16 (FBC R2020) EXPOSURE C, RISK CATEGORY II)
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY S ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LIVE LOADS UNINHABITABLE ATTIC WITHOUT STORAGE: 10pcf, UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS 8 ALL TRUSS) HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20pd, HABITABLE ATTICS AND ATTICS SERVED WTH FIXED STAIRS: 3OpW, BALCONIES (EXTERIOR)
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATI ON OF EMBEDDED ITEMS AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />AND DECKS: 40pd, GUARDS AND HANDRAILS: 200pd, GUARD IN -FILL COMPONENTS: 50pd, 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: 50pd, ROOMS OTHER THAN SLEEPING ROOM: 40pd, SLEEPING ROOMS: 30pd, STAIRS'
<br />PROVIDE ENGINEERED SHOP DRAW NGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />MASONRY.
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />LICENSED PROFESSIONAL ENGINEER.
<br />SHOP DRAWING REVIEW:
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />"SPECIFICATION MASONRY STRUCTURES- (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />-DROP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS Pl/BUSHED BY
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PUNS 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 RESPONSIBILITYOF 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 PUN SHALL SUPERCEDE THOSE
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
<br />MANUFACTURED IN CONFORMANCE WTH ASTM G90, GRADE Tm - 2000 PSI. BLOCK SHALL BE PLACED USING
<br />OFT DELEGATED TRUSS ENGINEER. WHO UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />AND CLADDING W NO LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />DRAW NGS SUBMITTED WITHOUT REVIEW WLL BE RETURNED UNCHECKED. SHOP DRAWNGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS TO TRUSS CONI4ECTIONS.
<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 WTH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM CJ76, 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 ON FOUNDATION PUN. THE GROUT MIX SHALL HAVE A MAXIMUM 3W
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8- TO W. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIOW SITE PREPARATION'
<br />`M' "S'
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2.000 pd, FOOTING
<br />TYPE 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 SUB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE
<br />SHALL BE S)B' THICK UNLESS OTHERW SE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR4IAXIMUM 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 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 SLAS-ONGRADE
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURALTERRAGE SUB.
<br />CONTRACTOR SKALL SUBMIT PROPOSED MX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT IXCEEI 5'./- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94CM OR MEASURING, MIXING, TRANSPORTING,
<br />ETC. CONCRETE TICKETS SHALL BE TIMENSTAMPED WHEN CONCRETE IS BATCHED. THE MAXMM TIME ALLOW FROM WHEN
<br />WATER IS ADDED TO THE MX UNTIL IT 18 DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES, IF FOR ANY REASON
<br />THERE IS A DELAY N SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHN1
<br />BE THE RESPON81OIL OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF MA'
<br />NON COMPLIANCE WITH THE ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A 3-FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS)
<br />W FOR CONCRETE EXPOSED TO EARTH ANDIOR WEATHER
<br />1.111 FOR 16 AD SMIUEN
<br />T FOR e8 MILD LARGER
<br />C. FOR CONCRETE NOT S(POSED TO WEATHER
<br />3/4' FOR SLABS, WALLS AND JOISTS
<br />1-11! FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL REEIAR 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 />BTM EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />A36)A38M Fy = 381ai FOR ANGLES PLATES AND WSKAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500/A500M, GRADE B, Fy =18 Isl. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S, Fy =
<br />35 low TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS NTH DOUBLE -NUT LEVELING. ALL
<br />OTHER BOLTS SHALL BE ASTM F312W3125M BOLTS WTH 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. JROLTS ARE TO BE STEEL.
<br />FASTENER SCHEDULE
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<br />NOTeb
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, W NDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND I OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HILTI X-ZF HEAR DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />5. FASTENER SPACNG FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE
<br />S. W NDOW AND DOOR BUCKS SHALL BE AS WIDE OR W DER AS THE DOOR OR W NDOW FRAME EXCEPT FOR AN EXTERIOR SW NG DOOR WTH A WOOD DOOR FRAME. U MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W TAPCON6 OR PAF TO THE SUBSTRATE.
<br />L441 N. RONALD REAGAN BLVD
<br />LONGWOOD, FL32750
<br />PH: 407-774-6078
<br />FAX: 407-7744078
<br />www.abdealgngfoup.00M
<br />AA M: 0003325
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<br />8U13Dry a Lolil
<br />ABBOTT PARK
<br />LOT #21
<br />BLK #7
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<br />04181.000-21071
<br />MODEL;
<br />E401
<br />"2828-ENSLEY'
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