|
4M
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16" STRUCTURAL
<br />SHEATHING EXP 1(24/16) Dr 15/32" STRUCTURAL SHEATHING EXP 1
<br />(32/16), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE 15/32"
<br />STRUCTURAL SHEATHING EXP 1 (32/16) .(SEE TABLE FOR FIELD AND
<br />EDGE SPACING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE 8d RING SHANK GUN
<br />NAILS @ 4" O.C. EDGEWISE 2X4 BLOCKING ALL PANEL JOINTS W/ IN 4'
<br />OF GABLE END.
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAII RFOUIRFMFNTS
<br />HEAD
<br />LENGTH
<br />DIA.
<br />TENSILE STIR.
<br />SHANK
<br />ASTF1667M
<br />RING SHANK,
<br />2 3/8"
<br />0. 113
<br />17p Opp
<br />(16.20 RINGS
<br />RRS-01SCREW
<br />rSIZE
<br />SHANK
<br />PER INCH)
<br />RING SHANK,
<br />PNEUMATIC
<br />23/8'
<br />11113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE 12" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT
<br />4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" 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 0 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2r. 8d NAILS 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3, 8d 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 />8d RING SHANK GUN NAILS 0 4" O.C.
<br />TOP & BOTTOM EDGES
<br />T
<br />ll-� ............. I
<br />I TYP. EXT. SHEATHING ATTACHMENT
<br />I
<br />sm!mm
<br />A
<br />a
<br />ZN
<br />w
<br />0 w
<br />Z
<br />=d
<br />InIf
<br />O
<br />Z v
<br />m
<br />K O
<br />ww
<br />Y
<br />W O
<br />p0
<br />mm
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />0
<br />m
<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE: GABLES -DROP GABLE END & (1) ADO'L DROPPED
<br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING
<br />C
<br />1610.C. IF NO DROPPED GABLE END, ATTACH 20#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 />8d RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT -
<br />TABLE FOR FIELD SPACING `
<br />TYP. EXT. SHEATHING ATTACHMENT FOR STRUCTURAL ROOF
<br />S -
<br />`#8 7' DECK SCREWS'
<br />12 6"-8 ' O. MAX RE C
<br />EEMS & 12" O.C. MM IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING-------------
<br />\
<br />I YF. 3/4" 1 &U SUB-FLUGH UECKINU UL UEU I U ALL EXPOSEU MEMBERS
<br />GABLE-ENDA
<br />HIP ROOF /F—A'
<br />ROOF WIND DESIGN PRESSURES
<br />IONE1 Gss) Asce].ts
<br />ZONES=a3.t
<br />ZONEb=33.1 ZONE3e=38.]
<br />ZONE21- — ZgJE 3r-Na.e
<br />-3B.]
<br />'4 <'L" ENDZONE /STANCE
<br />6ASIC WIND SPEED'. I...
<br />ExPosI,RE cATEcaRr. •a
<br />RISK CATAOORY. B
<br />ARPLIGBLE INTERNAL
<br />PRE98URECOEFFICIEM..I0.18
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />BPA.1.
<br />NEMPPo+S
<br />APPLICATION
<br />TYPE
<br />I SPACING
<br />MA60NRY/GONG.
<br />CASE HARDENEDCOIL
<br />NAILI 1?LONO.
<br />BOIL
<br />ADAGE OWR SAGA(
<br />TO MAS�JRYICONC.
<br />+N-1
<br />NOWASHER
<br />TAPCONMASONRY
<br />FASTENER
<br />—
<br />IIIIEMBED.,A' DDIST.,
<br />11/Y EDGE
<br />i. DOORS
<br />ODPi�SEE NOTES
<br />CABEHARDEN.O L
<br />AIL 11/t LONG.
<br />9.OIC
<br />STAGGERED
<br />WINGOWICDORI FASTENED
<br />INTO MA80NRYICONC.
<br />GARAGE OOpR BUCK
<br />TO M/SONRV�CUIIC.
<br />31B•UA OR
<br />tIY qA
<br />W WASHER
<br />E%PANSpN BOLT
<br />IB"OIC(-.DIA)
<br />24"O/C (IIY OIN
<br /><"EMBE OOZE DgST.,
<br />DIET
<br />.I —BUCK
<br />SEENOT2e
<br />CASEHARDEN.—
<br />NAIL 11/Y'LONG.
<br />roc
<br />STAGGERED
<br />vnrvpowi000Rl PASTeNEo
<br />INTOMASONRrICONC.
<br />METAL srww TO
<br />MA9 11 coNC.
<br />CONTACT THIS ENGINEER FOR SPACING
<br />REQUIREMENTS
<br />eJCK 2x PT.SEENO
<br />N213I18•Dw
<br />OWASHER
<br />—THEN
<br />180�
<br />11/Y'EMBED, 9°ENO.
<br />q6T., IIITEDOEUST.
<br />ON6EARINGW000
<br />WALL TO CONC.SWB
<br />tYY'° xPAN. 2C, 0/C MSED.
<br />WI WASHER E BOLTS Si., 3"EDOE <•END UST.
<br />2x AT WINDOW BOCK 0.+38°PAFx21IB' 9"OIC 4"END. UBT.,11I1"
<br />PT TO STEELSEE WI WASHER STAGGERED EWE UST.
<br />NOTE6
<br />NOTES
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, VNNDOWS 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. WNDOW AND DOOR BUCKS SHALL BE AS WDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SW NG DOOR WITH AWOOD DOOR FRAME. ix MEMBERS ARE NAILED AND
<br />aMEMBERS ARE SECURED W TAPCONS OR PAF 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 DRAWNGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th 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 DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAW NGS. 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 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 psf
<br />20 psf TOP CHORD -non-conmuent
<br />10 psf BTM CHORD --concurrent
<br />DEAD LOAD DEAD LOAD
<br />15 psf TOP CHORD 20 psf TOP CHORD
<br />(7 PW w/ ASPHALT SHINGLES) (10 psf w/ NO GYPCRETE)
<br />10 BTM CHORD 5 sf BTM CHORD
<br />psf P
<br />DEAD LOAD TO RESIST WIND UPLIFT: 10psf
<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 8, RISK CATEGORY II)
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WTH LIMITED
<br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf, 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 />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33/C33M. MAXIMUM AGGREGATE SIZE SHALL BE 3'4'.
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314".
<br />PROM BE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
<br />DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE.
<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 NON-STRUCTURAL USES
<br />SHALL BE RATED TO RETENTION LEVELS OF 0 25 PCF OF A BORATE PRESERVATIVE TREATMENT' DISODH IM
<br />FORM -WORK: 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 />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST
<br />EDITION,"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<br />EXCLUSIONS FROM THESE PLANS:
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURALDEPENDING
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />WELDED WIRE MESH:
<br />WELDED W RE MESH SHALL BE ASTM A1064/AI064M 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 WITH 2' CHAIRS SPACED TLO- OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE 60 IN 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 CRAVINGS 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 />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
<br />#5 BAR - 30" #7 BAR - 47'
<br />PROVIDE 36' x 36" CORNER BARS, BOND SEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION.
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<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 OF HEIGHT THE THROUGHOUT THE
<br />U H
<br />WALL.
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<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" (TMS 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 />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 />MINIMUM NAILING PER FBCR 2020, 7th EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
<br />SYP #2.
<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 DRAWNGS.
<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 "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 WITH ANSI/ASCE 7 88: 1990,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USEDAS A GUIDE FOR BEARING
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />PLAN SHOW NG 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 PROVIDED TO FACILITATE THE
<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.
<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 />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WTH ASTM C-90, GRADE fm = 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 />DRAWINGS SUBMITTED WITHOUT REVIEW W LL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERW SE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />THERVA
<br />AND CLADDING VIAND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />OF REPRODUCIBLE SEPIAS STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />PLACING CONCRETE FOR COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />WRITTEN PERMISSION FROM THE ENGINEER.
<br />WITHOUT THE IT ALL INSTANCES, THE CONTRACT
<br />ASTM G476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />WILL
<br />DOCUMENTS W LL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />L
<br />SPECIFICALLY NOTED OTHERWISE FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BEE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
<br />ATI
<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 W" 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 3/8" 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 />SOIL FOR TERMITE PROTECTION.
<br />CELLS TO BE FILLED.
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE REINFORCING.
<br />GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE 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 STRUCTURALSTEEL:
<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 MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5' H- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM CS41C94MOR MEASURING, M%LNG, TRANSPORTING,
<br />ETC. CONCRETE TICKETS SHALL BE TIM: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 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL
<br />BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WITH THE ABOVE.
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A T FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS)'.
<br />B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER
<br />1-ll7 FOR At AND SMALLER
<br />2'FOR#6 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4' FOR SLABS, WALLS AND JOISTS
<br />1-1f2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<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 ksi FOR ANGLES, PLATES, AND WSHAPES. 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 F3125/F3125M 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. J-BOLTS ARE TO BE STEEL.
<br />1
<br />A R C N IT E 6 T f
<br />6
<br />Gr uIL c.
<br />441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774.6078
<br />FAX: 407-774-4078
<br />www.abdesigngmup.com
<br />AA M: 0003325
<br />DRAFTING BY:
<br />A.B. DESIGN GROUP
<br />DRAFTING INC.
<br />5439 BEAUMONT CENTER BLVD.
<br />SUITE 1004
<br />TAMPA, FLORIDA 33634
<br />PH81."86-2628
<br />FAX: 81..86-2.2 10
<br />SvaDiv � i,,oT:
<br />SILVERADO
<br />LOT #15
<br />BLK. #10
<br />PROJECT
<br />03719.000-15102
<br />MODEL.•
<br />2368—
<br />GARAGE SWING:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />150 MPH EXP. B
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