|
FOR ASPHALT SHINGLE ROOF, USE MIN 7/19' STRUCTURAL
<br />SHEATHING EXP 1(24/16) or 15/37' STRUCTURAL SHEATHING EXP 1
<br />(32/16), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE 15/37'
<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 Bd 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 />NAIL REQUIREMENTS
<br />SIZE
<br />HEAD
<br />STIR.
<br />SHANK
<br />ASTM
<br />8d
<br />RING SHANK,
<br />170,000
<br />RING
<br />RINGS
<br />67
<br />6CREW SHANK
<br />M...TENSILE
<br />PER INCH)
<br />RSRS-01
<br />Sd
<br />RING SHANK,PNEUMATIC
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE 1/2" CDX OR 7/16" O.S.B. PLY WITH Bd 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 7116" ZIP SHEATHING SYSTEM
<br />(INSTALLED PER MANUF. SPECS.) SEE DETAIL
<br />ZONE 1: 8d NAILS ON' O.C. ON EDGE AND 6" O.C. IN FIELO
<br />ZONE 2e, 2n, 2, 8d NAILS C 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3r: Sd NAILS C 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />8d RING SHANK GUN NAILS Q 4" O.C.
<br />TOP & BOTTOM EDGES
<br />a
<br />ZN
<br />w
<br />=U' w
<br />z
<br />2
<br />W O
<br />z�
<br />K
<br />l........... I
<br />TYP. EXT. SHEATHING ATTACHMENT
<br />GABLE. ENO
<br />A`HPI O
<br />qp
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />9°
<br />3
<br />S
<br />m
<br />BUILDING LENGTH U
<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 016" 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 />C#8 2" DECK SCREWS 0 6"-8" O.C. MAX 0
<br />EDGES & 12' O.C. MAX IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />I YH', 3/4" 1 &U JUUtLUUH U[UKINU ULUtU I U ALL tAF'UJtU MtMBtKJ
<br />n FL
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APPLIGTON
<br />912E
<br />TYPE
<br />t3PAdNG
<br />REMARKS
<br />APPLIWTKNJ
<br />81ZE
<br />TYPE
<br />—ONG
<br />REMAINS
<br />1—TFURRINGTO
<br />CASE HAADENEONIL
<br />GAPAGEOOOn BUCK
<br />1l4"DIAL
<br />TA—NMASONRY
<br />ttrs' EMBED..4"END—,
<br />MASONRY ICONC
<br />WVL1 tlM LONG.
<br />90IC
<br />TO MAWNRY,CONC.
<br />NO WASHER
<br />FASTENER
<br />II—DOE-T.
<br />SGO AL EXT. dJOR6
<br />CASE HWDENEDCgL
<br />S'OIC
<br />WINTOMAIIORl FASTENED
<br />GARAGE DOOR BUCK
<br />3B'DV.AOR
<br />18'OIC(Il ON
<br />4"EMBED., 4"END qBT.,
<br />iz T, BEE NOTES
<br />NNL11/1"LONG.
<br />STAGGERED
<br />INTO MASONMINNC.
<br />TO MASUNRYIWNC.
<br />wwABHER
<br />EXPANSION BOLT
<br />GI"O'C (tY2 dA)
<br />3'EOGE qBT.
<br />NogW Bua
<br />CASE N.npE�DodL
<br />rdc
<br />wlNoowmoonl FASTENED
<br />METH. srRAn TO
<br />CONTACT THIS ENGINEER FOR SPACING
<br />i.
<br />PT, eEE NJTEe
<br />NAILI1rr LONG.
<br />sTAOOEREd
<br />INTO MABON+Y,wNc
<br />MASONRr/cONc.
<br />REQUIREMENTS
<br />SWING—
<br />BUCK xx T, BEE NOTE 8
<br />131 Y1B'gA
<br />NO WASHER
<br />"TPP(AIf
<br />FABTNER
<br />18 OIC
<br />11/SEMBEOeEND
<br />qeT., 110' EDGE dST.
<br />NON-eEARINGWOOD
<br />WALL TO CONC. S 1
<br />1- XAPANSION
<br />PSHER 24 O2 dSi., 3' Ff3GE-T.
<br />2z PTWINDOW BUCI( 0.138°PAFx Rte" 4'dC 4'ENO. OIBi.,t lrs'
<br />PT TO STEEL COL., 9EE
<br />NOTES Wl WARIER 9TAGOEREO EDGE qBT.
<br />marFs
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWNG 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, PAPSHALL BE HILTI XZF 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 SWING DOOR WTH A WOOD DOOR FRAME, ix MEMBERS ARE NAILED AND
<br />2. MEMBERS ARE SECURED W TAPCONS OR PAF TO THE SUBSTRATE.
<br />GENERAL NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WTH JOB SPECIFICATIONS AND
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />ARCHITECTURAL DRAW NGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7tR EDITION
<br />ACI 316-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, TMS 4021602-18 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 MERE 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 WTH 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 />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33'C33A. MAXIMUMAGGREGATE SIZE SHALL BE 314'.
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTHOR WEATHER
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED W.
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABSON-GROUND WHERE INDICATED ON
<br />DRAWINGS. SEAMS LAPPED S INCHES AND SEALED WITH ADHESIVE TAPE.
<br />FORM -WORK:
<br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTH ACI 347 LATEST
<br />EDITION,'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<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 ANDA MODULUS OF
<br />ELASTICITY = 1,400,000 PSI, ALL WOOD IN CONTACT WTH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />PRESSURE TREATED, PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<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 />EXCLUSIONS FROM THESE PLANS: MINIMUM NAILING PER FBCR 2020, 71h EDITION. SEE NAILING SCHEDULE ON 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 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. SYP #2.
<br />WELDED WIRE MESH:
<br />WELDED WIRE MESH, SHALL BE ASTM AT 064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WTH THE
<br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WTH 2' CHAIRS SPACED T-O' OC, EACH WAY.
<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 ABI 5A615M GRADE 401N CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A815
<br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />DESIGN LOADS: 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 />ROOF LIVE LOAD FLOOR'. LIVE LOAD /O pot AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />sf TOP CHORD-non—Imuenl REVIEW.
<br />20
<br />P TYP. MIN LAPS SHALL BE AS FOLLOWStfb BAR - 25" #6 BAR - 38"
<br />10 sf BTM CHORD nantonwReM
<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/A448M GRADE A, AND SHALL BE HOT-DIPPEDGALVANIZED.
<br />O
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WTH 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 />P
<br />#5 BAR - 30' #7 BAR - 42"
<br />TRUSS MANUFACTURER WLL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />PROVIDE 38' 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 88: 1990.
<br />15 pef TOP CHORD 20 psf TOP CHORD
<br />(7 psf w/ ASPHALT SHINGLES) (10 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 PSI BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST WIND UPLIFT: IOpsf
<br />MINIMUM 101NCH 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 />WALL.
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 psf
<br />WIND: DEAD LOAD SPEED 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 7-18 (BBC 020) EXPOSURE B, RISK CATEGORY IN
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />UVE LOADS: UNINHABITABLE ATATTICTIC WITHOUT STORAGE: tOpsf, UNINHABITABLE ATTIC WTH LIMITED
<br />LAYOUT, SPANS &ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<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: 200psT, GUARD IN -FILL COMPONENTS: 50pN, PASSENGER
<br />WITHOUT 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 SHOWING COMPONENT LAYOUT, SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />LICENSED PROFESSIONAL ENGINEER,
<br />SHOP DRAWL` RPOEW:
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WTH ALL REQUIREMENTS OF THE
<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 />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<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 />ALL SHOP DRAW NGS 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 />DRAWINGS SUBMITTED WITHOUT REVIEW WILL 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 />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 C476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERW SE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL RAVE A MAXIMUM 318"
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED Wl A SLUMP OF IT' TO 101, 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 />EXCAVATIONS AND SLAB SU84RADE 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-1557. 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 -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 5'4- PRIOR TO THE ADDITION OF PIASTICIZER
<br />CONCRETE SWILL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318AND ASTM C94 C94M 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 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 NOT BE PLACED. IT SHALL
<br />BE THE RESPONSIBNTY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WITH THE ABOVE.
<br />REOUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A. 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
<br />B. FOR CONCRETEEXPOSEDTO EARTH AND/ORWEATHER.
<br />1.1/2" FOR#5 AND SMALLER
<br />2" FOR IS AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3" FOR SLABS, WALLS AND JOISTS
<br />1-12' FOR 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 3/8" 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 />STRUCTURALSTEEL:
<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 W. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S, Fy =
<br />35 W. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUBLE -NUT LEVELING. ALL
<br />OTHER BOLTS SHALL BE ASTM F3125IF3125M 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 />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 />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. W ND 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 />ALL TRUSS TO TRUSS CONNECTIONS.
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<br />Design
<br />G2 133.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD,FL32760
<br />PH:407-77446078
<br />FAX: 407-774.4078
<br />www.abdesigngroup.com
<br />L AA #: 0003326
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<br />SILVERADO
<br />LOT #3
<br />BLK #15
<br />PROJECT
<br />03719.00 -03151
<br />MODELe
<br />"2558-HAWTHORNE"
<br />GARAGE OWING:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />150 MP . B
<br />SCALE: 1/4"=1'-0" 1
<br />SN1
<br />
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