|
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16' STRUCTURAL
<br />SHEATHING EXP 1(24/16) or 15/37STRUCTURAL SHEATHING EXP 1
<br />(32116), FOR CEMENTITIOU8 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 SO RING SHANK GUN
<br />NAILS O 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 />LENGTH
<br />DIA
<br />TENSILE STR.
<br />SHANK
<br />ASTM
<br />SO
<br />RING SHANK,
<br />2 3/8"
<br />0.113
<br />170,000
<br />(16-20 RINGS
<br />F1687
<br />RSRS-01
<br />SCREW SHANK
<br />PER IN
<br />SO
<br />RING SHANK,
<br />PNEUMATIC
<br />23A3
<br />0.113
<br />F1667
<br />RSRS-01
<br />SCREW -NAILS
<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 6d 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 GHEATHING ATTACHEMENT BPACM
<br />20NE 1: 8d NAILS R 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2r: Sd NAILS Q 4" O.C. ON EDGE AND 4" O.C. INFIELD
<br />ZONE 3,3e, 3r. 8d NAILS a 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />8d RING SHANK GUN NAILS 0 4" O.C.
<br />.- TOP & BOTTOM EDGES ..
<br />Z
<br />a
<br />w"
<br />TYP. EXT. SHEATHING ATTACHMENT
<br />UBLE-END
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />�mmm�, `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 bA #2 SYP OUTLOOKER RAFTER W/ BLOCKING
<br />16'O.C. IF NO DROPPED GABLE END, ATTACH 20 #2 SYP
<br />BLOCKING 16' O.C. FIRST 4 BAYS W/ 2 12d NAILS EA
<br />FT
<br />END. ATTACH ROOF SHEATHING TO RAFTERS y
<br />BLOCKING PER NAILING SCHEDULE
<br />Btl RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING `
<br />#8 7' DECK SCREWS 0 6'-8" O.C. MAX 0
<br />EDGES & 17 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 />MP HOOF i A i
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APPDUTbI
<br />SITE
<br />TYPE
<br />ACING
<br />REMMxs
<br />TxJN
<br />e2E
<br />TYPE
<br />SPACING
<br />REMARILS
<br />10 PT f11RRN(tTO
<br />Cn8EHw10ENEDOOM1
<br />8,�
<br />OIXi&IIXMt/K.ONC.
<br />NO W/,9ER
<br />ABTENER
<br />II �DGE—OOR
<br />BIxx(NHY20NC.
<br />F
<br />WASHER
<br />IXPANedJ BOLTgED0Ed8T
<br />Cn3E HUROENm OTL
<br />rqc
<br />x1NOdwnxloRl FneTENEGTRnP
<br />To
<br />CONTACT THIS ENGINEER FOR SPACING
<br />NOTESLONG.
<br />STnOGERED
<br />NiTO 1M8ONRYgONCY
<br />ICCNCREQUIREMENTS
<br />IXT.SWINGOoOR
<br />NHL1B'dA
<br />'TAPDJK'
<br />11IY EMBE0. B"EN0.
<br />NO N� a
<br />N°�
<br />1IY' IXPnN&ON I°EMBED, PEIOONG
<br />SLAB
<br />W/WASHER BOLT d8i., 9"EDGE OBT.
<br />N PT WINDO\NBUGt 8138°PAFx 3113' Tqt x'9A. g8T.,t 1TY
<br />Prrosrm La., eEE
<br />NOTE 3
<br />vnwAMeA sTAGOBt® EDGE_NOTES
<br />1STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, W NDOWS AND EXTERIOR SW NG ODORS 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 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. W NDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WNDOW FRAME EXCEPT FOR AN EXTERIOR SW NG DOOR NTH A WOOD DOOR FRAME. 1x MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W TAPCONS OR PAP TO THE SUBSTRATE.
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTMCnlC33M. MAXIMUM AGGREGATE SIZE SHALL BE MC.
<br />STRUCTURAL DRAWNGS SHALL BE USED IN CONJUNCTION WTH JOB SPECIFICATIONS AND
<br />WOOD:
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />pROWDE B%AIR ENTRAINED CONCRETE EXPOSED TO EARTH ORWEATHER
<br />NOWBEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWNGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />EXPOSED TO Y4'.
<br />T I A
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBGR 2020 7th EDITION
<br />ALL EDGES OF CONCRETE ARE BECHMFERED
<br />ALL WOOD FOR BEAMS BEARING WALLS SOLE PLATES TOP PLATES BRACING LEDGERS BLOCKING
<br />I I
<br />ACI 318-14 BUILDING CODE REQUIREMENTS
<br />CRIPPLERS SILLS ETC. SHALL BE SOUTHERN PINE NO.2 OR BETTER. Fb - 1100 PSI. AND A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TMS 402A502-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE 8-ML CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL STABS-ONGROUND WHERE I1811CA7E0 ON
<br />ELASTICITY'- 1,40QDDO PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2018, ASCE 7-16 AND AISC SPECIFICATIONS
<br />DRAWINGS. SEAMSLAPPED 81NCHES AND SEALED WITH ADHESIVE TAPE.
<br />PRESSURE TREATED, PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORM -WORK:
<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 />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 POP 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 WTH 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 />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAWNGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2020, 7th 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 I7EM3
<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 #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 TIE-DOVMNS.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLAS-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: UVELOAD FLOOR: LIVE LOAD 40 pd
<br />20 pd TOP CHORD -non<oncurreM
<br />10 pd BTM CHORD n ncq rrarvt
<br />DEAD LOAD DEAD LOAD
<br />15 ps1 TOP CHORD 20p fTOPCHORD
<br />(7 Pd w/ ASPHALT SHINGLES) (10 pd w/ No GYPCRETE)
<br />10 pd BTM CHORD 5 pef BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: 1 Opd
<br />BALCONY LIVE LOAD 60 IreSTAIRS LIVE LOAD 40 PST
<br />WELDED WIRE MESH:
<br />WELDED W RE MESH, SHALL BE ASTM A7O64/A7064M, 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 SUBS SHALL
<br />BE SUPPORTED WITH 7 CHAIRS SPACED T-O' OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A615AS15M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE BO 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 DRAWNGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #B BAR - 36'
<br />#5 BAR - SO' 07 BAR • 42"
<br />PROVIDE 38' x 38" 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 WTH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />AT BEARING LOCATIONS WTHOUT 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' 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 0.038' 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 -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION% AND "SCSI LATEST EDITION'
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL-PLATECONNECTED
<br />WOOD TRUSSES,
<br />TRUSS MANUFACTURER W LL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />LOCATIONS WTH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTH ANSI/ASCE 7 85: 1090.
<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 DRAWNGS FOR ALTERNATE CONNECTION DETAILS AT
<br />WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />W ND: DEAD LOAD SPEED -150 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 USEDAS A GUIDE FOR BEARING
<br />(ASCE 7-18 (FBC R2020) EXPOSURE B, RISK CATEGORY ILA
<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: UNINHA81TABLE ATTIC WITHOUT STORAGE: 1 Opd, UNINHABITABLE ATTIC NTH LIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20pef, 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: 40pef, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50pd, 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: 5Dpd, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30pd, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAW NGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40pd
<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 WTH 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 WTH THE DESIGNING INTENT
<br />STRUCTURES SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF 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 $HALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SWILL 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 Pm - 2000 PSI. BLOCK SHALL BE PLACED USING
<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 />DRAWNGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERWISE NOTED. UVLP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />MASOUSED NRY
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />REPRODUCIBLE SEPIAS STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />PLACINGRUNNING
<br />CONCRETE FOR IN -WALL COLUMNS. GROUT FILL MASONRY CELLS SHALL COMPLY WITH
<br />W IT
<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 DRANN0.4 CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE FOUNDATION PUN. THE GROUT MIX SHALL HAVE A MAXIMUM SIT'
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED MA 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 pd, FOOTING
<br />EXCAVATIONS AND SUB SUB -GRADE 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 SLA"N-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' N- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94OW OR MEASURING. MDIING, TRANSPORTING
<br />ETC, CONCRETE TICKETS SWILL BE RME4TAMPW 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 MNUTES. 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 SHA L
<br />BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE NTH THE ABOVE.
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A SFOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH(FOUNDATIONS):
<br />B. FOR CONCRETE EXPOSED TO EARTH ANWOR WEATHER
<br />1.1f2' FOR ABAND SMALLER
<br />Y FOR AB AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />YI' FOR SLA88, WALLS AND JOISTS
<br />1-102' 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 318" 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 />STH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />A36/A36M, Fy = 36 kd FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A50WA500M, GRADE 8, Py = 46 W. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR 8, Fy =
<br />35 Mi. 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 WTH THE TURN -OFF -THE -NUT METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />A R C N I T I C T S
<br />Grown
<br />i44i N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL32750
<br />PH: 407-7748078
<br />FAX 40T-7744 178
<br />www.abdesigngroup.com
<br />#1: 0003326
<br />anon.
<br />nuumV. As TAT
<br />SILVERADO
<br />LOT #11
<br />BLK. #14
<br />[]PROJECT
<br />03719.00*0-11141
<br />MODELS
<br />82558-HAWTHORNE"
<br />GARAGE STUNG:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />150 MPH E B
<br />
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