|
ipOR ASPHALT SHINGLE ROOF, USE MIN 7/16" STRUCTURAL
<br />SHEATHING EXP 1(24/18) or 15132" STRUCTURAL SHEATHING EXP 1
<br />(32/18), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE 15132'
<br />STRUCTURAL SHEATHING EXP 1 (32116) .(SEE TABLE FOR FIELD AND
<br />EDGE SPACING) SEE DETAIL
<br />ROOF SHEATHING TO GABLE END FRAME USE 8d RING SHANK GUN
<br />NAILS
<br />0 4" O.C. EDGEWISE 2.4 BLOCKING ALL PANEL JOINTS Wq IN 4'
<br />OF GABLE END.
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL REQUIREMENTS
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA
<br />TENSILE STIR.
<br />SHANK
<br />ASTM
<br />8d
<br />RING SHANK
<br />23/8"
<br />0.113
<br />170,000
<br />(11Ng
<br />6-20 RINGS
<br />F1067
<br />RSRS-01
<br />SCREW SHANK
<br />PER INCH)
<br />8d
<br />RING SHANK
<br />PNEUMATIC
<br />2 3/8"
<br />0.113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-0i
<br />EXTERIOR SHEATHING
<br />USE 1/7CDX OR 7/16" O.S.B. PLY WITH Sd RING SHANK GUN NAILS AT
<br />4" O.C. AT PANEL SIDES AND Bd RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND Bd RING SHANK GUN NAILS AT W O.C. AT
<br />INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM
<br />(INSTALLED PER MANUF. SPECS.) SEE DETAIL.
<br />ROOF SHEATHING ATTACHEMENT SPACING
<br />ZONE 1:. 8d NAILS Q 4" O.C. ON EDGE AND W O.C. IN FIELD
<br />ZONE 2B, 2n, 2'
<br />8d NAILS ®4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,38, 3r Bd NAILS C 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />NDTE 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
<br />li -
<br />TYR. EXT. SHEATHING ATTACHMENT
<br />RAFTER OR TRUSS —�
<br />ROOF SHEATHING
<br />p O
<br />m
<br />1, BUILDING LENGTH U
<br />ROOF SHEATHING LAYOUT
<br />AND ENOWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE: GABLES -DROP GABLE END 8 (1) ADD'L DROPPED
<br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING G
<br />18"0.C. IF NO DROPPED GABLE END, ATTACH 20 #2 SYP
<br />BLOCKING G 16" O.C. FIRST 4 BAYS WN (2)12d NAILS EA.
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2t
<br />BLOCKING PER NAILING SCHEDULE
<br />8d RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING
<br />#8 2" DECK SCREWS E 6" S" O.C. MAX G
<br />EDGES 8 12" O.C. MAX IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
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<br />NOTES
<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 MANUFACTURERS SPECS AND/OR NQA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. RAF 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. 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. ix MEMBERS ARE NAILED AND
<br />2% MEMBERS ARE SECURED W/ TAPCONS OR RAF TO THE SUBSTRATE.
<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 DRAW NGS. APPLICABLE BUILDING CODE STANDARDS: FBCR 2020, 7th EDITION
<br />AO 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, THIS 4021602-18 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2018, ASCE 7-16 AND AISC SPECIFICATIONS
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE I WENDEDTO 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 WITH THE AFFECTED PART
<br />OF THE WORK.
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORT NO 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-OONN3.
<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 C331C93M. MAXIMUM AGGREGATE SIZE SHALLBE3W.
<br />WOOD:
<br />PROVIDE 6%AIR ENTRAINED CONCRETE SPOSS) TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES S SIDS CAN BE SPF.
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314'. ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SIA&40N40ROUND WiM INDICATED ON
<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 />DRAWINGS. SEAMS LAPPED 61NCHE8 AND 3EPl®WITHE9IVETAPE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />SHALL BE RATEDTO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMEW: DISOOIUM
<br />FORM -WORK:
<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 RATED 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 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 />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBOR 2020, 7th EDITION SEE NAILING SCHEDULE ON PLANS.
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />VIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURALDEPENDING PROVIDE
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS,
<br />SYP
<br />UNTREATED WOOD SRALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />WELDED WIRE MESH:
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WELDED WARE MESH, SHALL BE ASTM A7064/Al064M. GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />WOOD TRUSSES:
<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 T-O" OC, EACH WAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THENATIONAL 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 />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL:
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A815A815M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM-15
<br />GRADE BO IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />DESIGN LOAM: Wt 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 LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />ROOF: LIVE LOAD FLOOR: LIVELOAD 40 psf REVIEW.
<br />20 psf TOP CHORD nonKo —rit TYR. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
<br />10 psf BTM CHORD--nourleln #5 BAR - 30" #7 BAR - 47'
<br />PROVIDE 36"x 36"CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR SEE DETAILS
<br />DEAD LOAD DEAD LOAD FOR ADDITIONAL INFORMATION.
<br />15 psf TOP CHORD 20 psf TOP CHORD
<br />(7 psf W ASPHALT SHINGLES) (10 psf W/ No GYPCRETE)
<br />10 pst BTM CHORD 5 psf BTM CHORD
<br />DEAD LOAD TO RESIST WAND UPLIFT: 1Opsf
<br />BALCONY LIVE LOAD 60 psf
<br />STAIRS LIVE LOAD 40 psf
<br />WIND DEAD LOAD SPEED =150 MPH 3-SECOND GUST
<br />(ASCE 7.16 (FBC R2020) EXPOSURE B, RISK CATEGORY II)
<br />LIVE LOADS: LIMNHASITABLE ATTIC WITHOUT STORAGE: 10pef, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS. 30psf, BALCONIES (EXTERIOR)
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200ps1, GUARD IN -FILL COMPONENTS: 50pV, PASSENGER
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
<br />40psf
<br />SHOP DRAWING REVIEW:
<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 />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT
<br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<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-PLATECONNECTED-WOOD TRUSS CONSTRUCTION:, AND "SCSI LATEST EDITION'
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, 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 788: 1990.
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS 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 />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES ANDARCUND CORNERS. DOWEL ROOF BFL LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED ASA GUIDE FOR BEARING
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />MASONRY:
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />"SPECIFICATION MASONRY STRUCTURES" CTMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE Trn - 2000 PSI. BLOCK SWILL BE PLACED USING
<br />RUNNING BOND UNLESS OTHERW SE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />FLOOR
<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 SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIRED IN
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. 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 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATION/ SITE PREPARATION'
<br />TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PV,, FOOTING
<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 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE W TH ASTM P7557. TREAT ALL
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION
<br />FILL CMU CELLS SOUD WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
<br />REINFORCING.
<br />SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
<br />GEO-TECHNICAL ENGINEERS REQUIREMENTS SHALL BE RECOMPACTED AND RETESTEDAT THE
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<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 />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 />SPEOFICATIONS 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 />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />A36/A36M, Fy • 36 kv FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500/ASOOM, GRADE B, Fy = 48 ktl. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S, Fy =
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB ON -GRADE
<br />35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETEFILLED IN THE SHOP.
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURALTBWa SLAB.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />CONTRACTOR 9IRPLL SUBMIT PROPoSEDMXOEBfYJS WITHHSTORICMSTRENGTHDATA FOR EACH SEPARATE MIX PPoORTO
<br />STRENGTH
<br />MITCONCRETE
<br />EACH SEgZHt
<br />OTHER BOLTS SHALL BE ASTM F3125IF3125M BOLTS VITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />CONCRETE PLACEMENT. SLUMP SIDESIGN& IX� 5"M-PRIOR TO THE ADDITIONTAFOR
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN-OFF-THENUT METHOD.
<br />CONCRETE SHALL COM]LYWRHALL THE REQUIREMENTSOF ACI 318 AND ASTMC94IC94MOR MEASURING, MAW TPANWORONG
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J4BOLTS 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 DEPOSIT® IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES IF FORANY REASON
<br />THERE IS A DENY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL
<br />BE THE RESPONBBUTY 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 REBARSIILL BE AS FOLLOWS
<br />A 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY E%PDSED TO EARTH FOUNDATVAS)
<br />B FOR CONCRETE EXPOSED TO EARTH ANWORWEATHEt
<br />1-117 FOR #5 AND SMPLLet
<br />7 FOR #8 AND URGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />31C FOR SLABS WALLS AND JOISTS
<br />1.1/2' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LAYOUT, SPANS 8 ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIREDTO THE
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />PROVIDE ENGINEERED SHOP DRAW NGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />LICENSED PROFESSIONAL ENGINEER.
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDEDTO FACILITATE THE
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />OF THE DELEGATED TRUSS ENGINEER. WIND 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 />ALL TRUSS TO TRUSS CONNECTIONS.
<br />MOON
<br />rou�
<br />2
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL32750
<br />PH: 407-77415078
<br />FAX: 407-7744078
<br />www.abdeafgngroup.00m
<br />AA N: 0003325
<br />DRAFTING BY:
<br />A.S. DESIGN GROUP
<br />DRAFTING INC.
<br />5439 BEAUMONT CENTER BLVD.
<br />SUITE 1004
<br />TAMPA, FLORIDA 336M
<br />PH: 813486-2628
<br />FAX: 813886-2802
<br />SILVERADO
<br />LOT# 13
<br />BLK# 14
<br />DETAILS
<br />12
<br />OCAIM 1/4"=1'-O" j
<br />SN1
<br />
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