|
w
<br />q
<br />GAEIE END
<br />A
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCIF77U_
<br />ZONE 1 =18.56 PSF (28.56)
<br />ZONE 2 = 32.94 PSF (42.L94)
<br />ZONE 3 = S6.39 PSF (66.39)
<br />'A'=,V-V END ZONE DISTANCE
<br />BASIC WIND SPEED: IGO MPH
<br />WIND EXPOSURE:'C'
<br />RISK CATAGORY: it
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT i- 0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 19/32' STRUCTURAL SHEATHING
<br />EXP 1 (40120), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN.
<br />19/32' STRUCTURAL SHEATHING EXP 1 (40/20).(SEE TABLE FOR FIELD
<br />AND EDGE SPACING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE 10d RING SHANK GUN
<br />NAILS 0 4' O.C. EDGEWISE 20 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 STR.
<br />SHANK
<br />ASTM
<br />tOd
<br />RING SHANK,
<br />HAN
<br />212'
<br />0.731
<br />Fi667
<br />SCREW SHANK
<br />170'000
<br />RING
<br />(18-20 RINGS
<br />RSRS-03
<br />Bd
<br />RING SHANK,
<br />2 3/8'
<br />0.113
<br />71667
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />8d
<br />RING SHANK,
<br />PNEUMATIC
<br />2 3/8'
<br />0.113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />HAY I CH UK I HUJA
<br />ROOF SHEATHING
<br />EXTERIOR SHEATHING i F
<br />USE 1/2' CDX OR 7/16' O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4' 0
<br />CO.
<br />O.C. AT PANEL SIDES AND 6d RING SHANK GUN NAILS 4' . TOP & j 3
<br />BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6. O.C. AT m
<br />INTERMEDIATE SUPPORTS OR 7/16' ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUR SPECS.) SEE DETAIL.
<br />� BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />ROOF 8HEATHINO ATTACHEMENT SPACING
<br />NOTE: GABLES -DROP GABLE END & (i) ADD'L DROPPED
<br />ZONE 1: d NAILS 4' O.C. ON EDGE AND 6' O.C. IN FIELD
<br />TRUSS 2.4 42 SYP OUTLOOKER RAFTER W/ BLOCKING a
<br />ZONE 2B 2n, 10d NAILS 0 4. O.C. ON EDGE AND 4' O.C. IN FIELD
<br />, IWO.C. IF NO DROPPED GABLE END, ATTACH 2X4 #2 SYP
<br />ZONE 3,3e, 3r: tOd NAILS 0 ®4' O.C. ON EDGE AND 4' O.C. IN FIELD
<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 0 4' O.C.
<br />TOP 8 BOTTOM EDGES
<br />a
<br />li '
<br />L7
<br />y
<br />ZW
<br />zcD
<br />O ,0i1 C 1. RING SHANK GUN NAILS
<br />Y SEE'ROOF SHEATHING ATTACHMENT'
<br />O TABLE FOR FIELD SPACING
<br />0:
<br />c
<br />SHEATHING
<br />2N N
<br />#8 2' DECK SCREWS 0 W-W O.C. MAX
<br />vj W E4GES & 12. O,C. MAX IN FIELD. UNTHREADED
<br />x ® SHANK TO EXTEND BEYOND THICKNESS OF
<br />ww O SUB -FLOOR SHEATHING
<br />iN m
<br />s
<br />TYP. 3/4' T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES(
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33A:33M MAXIM NI AGGREGATE SIZE SHAD. BE 3W.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />WOOD.
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVIDER%AIR ENTRAINED CONCRETE EXPOSEDTOFARTHORVYEA7HFR
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBGR 2020, 7th EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED W.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS. BLOCKING,
<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 4021802-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />BARRIER PROVIDER-AIIL CONTINUOUS POLYETHYLENE VAPOR BARRRRMEMBRANE UNDER ALL SLPBS-ONGROUND WHERE INDICATED 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 7-1 B AND AISC SPECIFICATIONS
<br />PROVIDES. SEAMS LAPPED B INCHES AND SEALED WITH ADHESIVE PE.
<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 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 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 %" 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, 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 ITEMS
<br />OF THE WORK.
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDING
<br />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 />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />WELDED WIRE MESH'
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE -DOWNS.
<br />WELDED WIRE MESH; SHALL BE ASTM A7064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />WOOD TRUSSES:
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />BE SUPPORTED NTH 2' CHAIRS SPACED &-W DC, EACH WAY.
<br />TOSTRESS-GRADEDESIGNEDWITHTH
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE'NATIONAL DESIGN SPECIFICATIONS FOR
<br />C
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />LUMBER AND ITS FASTENINGS' BY THE TRUSS DESIGNS SHALL SIGNED AND
<br />SEALED A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA.PA.TRUSS
<br />SEE NOTED FOR SHOP DRAWINGS.
<br />00 NOT SCALE DRAWINGS, THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />REINFORCING STEEL:
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF COOS" AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />REBAR SHALL BE ASTM A616AB1SM GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />MEETING THE REQUIREMENTS OF ASTM A448/A448M, GRADE A. AND SHALL BE HOT -DIPPED GALVANIZED.
<br />GRADE 601N MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />DESIGN LOADS:
<br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14,'DESION NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 'BOSI LATEST EDITION'
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 pN
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO, UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />20 pef TOP CHORD i,orvcwwumnt
<br />REVIEW.
<br />TYP. MIN UPS SHALL BE AS FOLLOWS: #4 BAR - #B BAR -
<br />WOOD TRUSSES.
<br />10 PSI BTM CHORD-ronconcumnl
<br />IS BAR - 301 30' #7 BM 42' - sY
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />PROVIDE 38' x 38' 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 WITH ANSI/ASCE 7 08: 1990.
<br />18 pot TOP CHORD 20 pN TOP CHORD
<br />Q p f.1 ASPHALT SHINGLES) (10 p f./ 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 pN BTM CHORD 5 pN BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST WIND UPLIFT: IDp f
<br />MINIMUM 10 INCH 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 80 pa1
<br />WALL.
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 pN
<br />WIND: DEAD LOAD MPH SECOND OUST
<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 />FBCSPER20160
<br />(NINHASCE (FBC EXPOSURE C, RISK CATEGORY II)
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />BIT TTIC ITHOUTST
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10pef, UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20p f, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30p f, 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: 40pN, GUARDS AND HANDRAILS: 200pef, GUARD IN -FILL COMPONENTS: 50p f, 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: 50p f, ROOMS OTHER THAN SLEEPING ROOM: 40p f, SLEEPING ROOMS: 30pN, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40pN
<br />MASONRY:
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />LICENSED PROFESSIONAL ENGINEER.
<br />SHOP DRAWING REVIEW:
<br />'SPECIFICATION MASONRY STRUCTURES' (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<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 />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 WITH 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 PLAN SHALL 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 r. -2000 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. WIND 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 />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 />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE BE 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 OTHERWISE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8'
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF S' TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIOW SITE PREPARATION'
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PET, FOOTING
<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 />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 96% OF THE
<br />SHALL BE 8/B' THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM 0.1557. TREAT ALL
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />FILL CMU CELLS SOLID 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 />SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
<br />REINFORCING.
<br />GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT 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 />STRUCTURALSTEEL
<br />BE MADE BY THE OEO-TECH. ENGINEER.
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
<br />CONCRETE:
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />AMA36M, Fy - 36 kN FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A600/A500, GRAB. Fy -46 kN. STRUCTURAL PIPE SHALL BE ASTM ASWA53M, GRADE B, TYPE E OR S, Fy =
<br />2,600 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB-ONORADE
<br />36 kei. TUBE AND PIDE PE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 6- STRUCTURAL TERRACE SUB.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />NS,
<br />HALL SU. MIT PROPOSEDDESIGNS,HISTORICALFOR
<br />CONTRACTOR SHAM SUBMIT PROPOSED MIX DESIGNS, W17N HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />STRENGTHCHSTICRER.
<br />OTHER BOLTS SHALL BE ASTM F3125IF3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />SLUMPEIX
<br />CONCRETE EXCEED PRIORTO ADDITIONDATA
<br />E
<br />NOTSHALL
<br />BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94I94M OR MEASURING, MXING, TRANSPORTING,
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.J-BOLTS ARE TO BE STEEL.
<br />ETC. CONCRETE TICKETS SHALL BE TIME4TAMPED 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 w 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 REBPON&BILYfY OF THE TESTING LABORATORY TO NOTIFY THE OWlER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE NTH THE ABOVE.
<br />REOUIRED CONCRETE COVERAGE OVER RESAR SWILL BE AS FOLLOWS:
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH(FOUNDATIOIW):
<br />B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER
<br />1-1l1' FOR Ib AND SMALLER
<br />7 FOR 96 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />31C FOR SLABS, WALLS AND JOISTS
<br />i-W FOR BEAM MA COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APPLICATDN
<br />9DE
<br />SPACING
<br />PEWPot3
<br />APPLICATDN
<br />SITE
<br />TYPF
<br />SPACING
<br />REMAINS
<br />14PTFURRWGTO
<br />CASE IWRDENEDW
<br />GAMEE DOOR BUCK
<br />TM'DW.
<br />iAPCON MAWNRT
<br />t try' EMBED., I E-DUST..
<br />MA90NRY/CONC.
<br />NALLii?LONG.
<br />TO-
<br />NO WASHER
<br />FASTENER
<br />B'OD
<br />112 EDGE DIET.
<br />SGD, AL. EXT. DOORS
<br />,. PT, BEE NOTE.
<br />HARDENED COL
<br />NNL, I2 LONG.
<br />p'aC
<br />STAGGERED
<br />WPDOWAXfONfASTENED
<br />INTOMASONR-G,
<br />DAMGE DOOR BJCK
<br />TO MASONRYDDNC.
<br />,R'D.. W/
<br />WASHER
<br />E%PANSION GOUT
<br />T/'CD
<br />a'EMBED., K'ENDDIST.,
<br />DIET.
<br />EDGE DIET,
<br />wr/DaW BWK
<br />cAeE w,ROENEoG_
<br />vac
<br />wwODwDDOwRASTENED
<br />METAL STRAPTO
<br />CONTACT THIS ENGINEER FOR SPACING
<br />,. Pt, BEE NDTEe
<br />HALL 11R'LCNG.
<br />STAGGERED
<br />INTO MASONRYAXNIC.
<br />MA9MIMICpIC.
<br />REQUIREMENTS
<br />DtT.eWPIG GOON
<br />BUCK nPT, BEE NOTE.
<br />p)Sn.•MA
<br />NO WASTER
<br />TAPCIXf
<br />f/STNER
<br />1. OD
<br />1, 4' EMBED, P ETD.
<br />DST.. I- EDGEOLIT.
<br />N.W.D.NOKBEAPo
<br />WALL TO CONC.BW
<br />irt'° EXPANSION I-EMBEDIEND
<br />WI WASHER BOLT TA QC DUST., e'EWE MST.
<br />DIET., I I?
<br />1. PT WINWWBUCK 98°PAF.81A' D'OD "EDGE.-
<br />P T09 of GQ., 8EE e.,WASHER ETAWEPo:D
<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 PEA MANUFACTURER'S SPECS AND / OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAP SHALL BE Fill. IT 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 PAP TO THE SUBSTRATE.
<br />•1 N. RONALD REAGAN BI
<br />LONGWOOD,FL32750
<br />PH: 407-77443078
<br />FAX: 407-7744078
<br />www.abdesigngroup.com
<br />AA *: 0003325
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<br />ABBOTT PARK
<br />LOT ##7
<br />BLK ##11
<br />PROJECT#
<br />04181.000-07111
<br />MODEU
<br />4EWB
<br />"1499-FREEPORT"
<br />GARAGE 9WWO:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />160 MPH E . C
<br />22
<br />1 SCALE: 1/4" =�'-G" 1
<br />S N 1
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