|
t
<br />w 1, HIPP., F ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASIDE 7-16
<br />ZONE 1 = 53.20 PSF (63.20)
<br />ZONE 3 = 61.20 PSF (71.20)
<br />ZONE 2e = 61.20 PSF (71.20)
<br />ZONE 3e = 70.80 PSF (80.80)
<br />ZONE 2n = 70.80 PSF (80.80)
<br />ZONE 3r = 83.80 PSF (93.80)
<br />ZONE 2r = 70.80 PSF (80.80)
<br />"A"= 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />EXPOSURE CATEGORY: "C"
<br />RISK CATAGORY: 11
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT: +/- 0.18
<br />DIAPHRAGM
<br />FOR ASS PHALT SHINGLE ROOF, USE MIN 19/32" STRUCTURAL SHEATHING
<br />EXP 1 (4020), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN.
<br />19/32" STRUCTURAL SHEATHING EXP 1 (4020).(SEE TABLE FOR FIELD
<br />AND EDGE SPACING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE 10d RING SHANK GUN
<br />NAILS R 4" O.C. EDGEWISE 2x4 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 />RING SHANK,
<br />212'
<br />0.131
<br />F1667
<br />SCREW SHANK
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />RSRS-03
<br />Sd
<br />RING SHANK,
<br />23/8"
<br />0.113
<br />F1867
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />Sd
<br />RINGSHANK,
<br />PNEUMATIC
<br />23/6'
<br />0.113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />KHt ItK VK IKUJJ
<br />ROOF SHEATHING --�
<br />EXTERIOR SHEATHING
<br />USE 12" COX OR 7/16" O.S.B. PLY WITH Bd RING SHANK GUN NAILS AT 4"
<br />O.C. AT PANEL SIDES AND 6d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND Ed RING SHANK GUN NAILS AT 6' O.C. AT
<br />INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL. BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />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 @ 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 />ROOF 8FEA7F W O ATTACHEMENF SPACNO
<br />ZONE 1: 1 Od NAILS @ 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2c 1Od NAILS ®4" O.C. ONE DGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3c 10d NAILS @ 4" O.C. ON EDGE AND W.
<br />O.C. IN FIELD
<br />8
<br />NM ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />04 RING S11—GUN NAILS Q 4" OC.
<br />TOP 4 BOTTOM EDGES
<br />TYP. EXT. SHEATHING ATTACHMENT
<br />b�
<br />qo
<br />O'v
<br />■mmmm11IIOmmmmoU 11
<br />mmmm�
<br />11 . .
<br />I
<br />11
<br />- 1. RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT"
<br />TABLE FOR FIELD SPACING
<br />#B 2" DECK SCREWS @ 6'-0" O.C. MAX
<br />EQGES & 12' O.C. MM IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />I YP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSEU MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33/C33M. MAXIMUM AGGREGATE SIZE SHALL BE SIC..
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WTH JOB SPECIFICATIONS AND
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH IXIWEATHER
<br />WOmL
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<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: FBC4R 2020, 7th EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4°.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />ACI 318.14, BUILDING CODE REQUIREMENTS
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb= 1100 PSI AND A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TMS 4021602-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />DRAWINGSSEAMS LIPPED S INCHES AND SEALED WITH ADHESIVE TAPE
<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 7-16 AND AISC SPECIFICATIONS
<br />.
<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 />FORMWORK:
<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 PCF 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 THM PLNS"
<br />MINIMUM NAILING PER FBCR 2020, 7th EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WTH 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 WTH CONCRETE.. SEAT PLATES SHALL BE PROVIDED
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />WELDED WIRE MESN°
<br />AT BEARING LOCATIONS W THOUT 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 A1064/A1D64M, GRADE 65 AND BE PLACED IN ACCORDANCE WTH THE
<br />WOW 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 WITH 2" CHAIRS SPACED 3'-0° OC, EACH WAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WTH THE "NATIONAL DESIGN SPECIFICATIONS FOR
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS* BY THE NFPA. TRUSS DESIGNS SWILL BE SIGNED AND
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAW NGS.
<br />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />REINFORCING STEEL:
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF OG36" AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<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 />MEETING THE REQUIREMENTS OF ASTM A4461A446M, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<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, "DESIGN NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "SCSI LATEST EDITION"
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<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 psf TOP CHORD +w oncunent
<br />REVIEW
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #8 BAR - 38"
<br />WOOD TRUSSES.
<br />10 psf BTM CHORD -non-concurrent
<br />#5 BAR - 30' #7 BAR - 42'
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />PROVIDE 36' x 36" CORNER BARS, BOND BEAM ONLY, LAPPEDAND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />LOCATIONS WTH 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 ANSLASCE 7 B8: 1990,
<br />16 psf TOP CHORD psf TOP CHORD
<br />(7 psf ASPHALT SHINGLES) (1 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 5 p 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: 10psf
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAW NGS 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 />(ASIDE R2020) EXPOSURE C, RISK CATEGORY 11)
<br />020)
<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 BLE(FBC
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10 UNINHABITABLE ATTIC WTH LIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />DATTICS T
<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 RANDRAILS: 2DOpsf, GUARD IN -FILL COMPONENTS: 5OPsf, 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: 50ps( 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 />MIASONRY°
<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 DRAW NGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WTH 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 WTH ASTM C-90, GRADE fm = 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 VIAND 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 OTHERW SE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (OON-TRACT DOCUMENTS) ARE PROHIBITED
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM 1176, 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 OTHERW SE 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 B" 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 psf, 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 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 WTH ASTM D-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 CEO -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 />STRU:48TURAL S�CB .
<br />BE MADE BY THE GE0.TECH. ENGINEER.
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WTH THE
<br />CONCRI"
<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 />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />A36/A36M, Fy = 36 ksl FOR ANGLES, PLATES, AND W4HAPES, STRUCTURAL TUBING SHALL BE ASTM
<br />A500/A5DOM, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE 8, TYPE E OR S, Fy =
<br />2SOO P31 REGULAR WEIGHT FOR FOOTINGS, AND SLAB-0N-GRADE
<br />35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS COLUMNS AND 5" STRUCTURAL TERRACE SLAB.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MX PRIOR TO
<br />OTHER BOLTS SHALL BE ASTM F3125/F3125M BOLTS WTH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5"tl- PRIOR TO THE ADDITION OF PLASTICIZER
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318AND ASTM C94IC94M OR MEASURING, MIXING, TRANSPORTING,
<br />ETC. CONCRETE TICKETS SHALL BE TIME4TAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.J-BOLTS ARE TO BE STEEL.
<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 RESPONSI&UTY 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 REBAR SHALL BE AS FOLLOWS:
<br />A TFOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
<br />B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER:
<br />1-112" FOR 16 AND SMALLER
<br />2- FOR 06 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4° FOR SLABS, WALLS AND JOISTS
<br />1-1/2' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />APPUGTXJN
<br />SITE
<br />TYPE
<br />SPADING
<br />RFJ"Mf(8
<br />APPLICATON
<br />—
<br />ttPE
<br />BPAtlNG
<br />REMPAKs
<br />tz2 PT FURRING TO
<br />MASONRY/GONG.
<br />CAGE HARpp1FA COIL
<br />NNLI IIT'LOND.
<br />B„
<br />GPRgOEDURBq](
<br />TO MASONRY/GONG.
<br />1l4
<br />NO WASHER
<br />TAPCON MASONRY
<br />FAeTENER
<br />B„
<br />EMBED., P ENDDIE.,
<br />IIR"EDGEq
<br />ETD. EXi. DOORS
<br />CASE HARDENED COIL
<br />Y'OC
<br />WINDO— FASTENED
<br />ARAOE DOOR ELCK
<br />GTD
<br />3I0"GA.OP
<br />IS'OIC (YB^aA)
<br />EMB4" ED.END DIET.,
<br />z ,SEE NOTES
<br />STAGGERED
<br />IMOIMSOMYICONC.
<br />IM�NtY/GONG.
<br />WASHER
<br />E%PPN9�EXT
<br />24"QC It?DIN
<br />3'EDGE qBT.
<br />.NDO .—
<br />CASE WIRDENEOCOIL
<br />S"orc
<br />WINDOWIDOORIFASTENED
<br />MErusTRAPro
<br />CONTACT THIS ENGINEER FOR SPACING
<br />I. PT, SEE NOTES
<br />NaL1 I—ONG.
<br />STAGGERED
<br />INTDMASONRY/cONC.
<br />MAsorvRv /corvG
<br />REQUIREMENTS
<br />il
<br />EXT. SWING DOOR
<br />BUCK ]x PT, BEE NCTEB
<br />(2)3n6gA
<br />NO WASHER
<br />'TAPCOM
<br />FABTNER
<br />IFQC
<br />1I EMBED, PElA
<br />DST., I— EDGE DST.
<br />NONAEARING WOOD
<br />WALL TO CONC 3lAB
<br />fIY° EXPANSION 4•EMSED. 4"END
<br />WI WASHER BOLT 2<aC DST.,E'EGGE.-
<br />PT WINDOW BITCH I 0138°PAF.21I8° S"OIC "L END gST.I t?
<br />T TO STEELCOL..SEE WI WASHER STAWERED EDGE DST.
<br />NOTE
<br />MG
<br />1. S•'TAAPPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, W NDWWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL SEAS 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. 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. tx MEMBERS ARE HAILED AND
<br />2. MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />V
<br />1441 N. RONALD REAGAN BLVD.
<br />LONG WOOD, FL 32760
<br />PH: 407-774-6078
<br />FAX: 407-774-4078
<br />www.abdesigngroup.com
<br />AA #: 0003325
<br />f
<br />pa
<br />is
<br />i
<br />IS
<br />StMDXV & LOT
<br />ABBOTT PARK
<br />LOT# 15
<br />BLK. 11
<br />PROJECT
<br />04181.00 -15111
<br />LLODEL•
<br />4EWB
<br />"1499-FREEPORT"
<br />GARAGE awns.
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />160 MPH EXP C
<br />n A 8/14/21
<br />SCALE: 1/4"=1'-0"
<br />BIDET
<br />S N1
<br />
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