|
GABLE -ENO
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) AScrr-Tff--
<br />ZONE 1 = 8.97 PSF (19.97)
<br />ZONE 2 = 17.98 PSF (27.98)
<br />ZONE 3 = 33.53 PSF (43.53)
<br />"A"= W-17 END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 MPH
<br />WIND EXPOSURE: -B"
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT+. 0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/19'
<br />O.S.B. OR 1/2" COX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. S/8 COX EXT. PLYWOOD, WITH Sd RING
<br />SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
<br />PANEL EDGES AND 8d RING SHANK GUN NAILS
<br />AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL,
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAILS 0 4" O.C. EDGEWISE 2x4
<br />BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
<br />END.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL SCHEDULE
<br />SIZE
<br />TYPE
<br />MIN. LENGTH
<br />MIN. CIA.
<br />SHANK
<br />TENSILE STIR.
<br />SHANK
<br />8d
<br />RING SHANK,
<br />2 112"
<br />0.120"
<br />170,000
<br />RING
<br />SCREW SHANK
<br />16-20 RINGS
<br />ER INCH)
<br />8d
<br />SCREW SHANK
<br />2112"
<br />0,120'
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION (ISANTA) ESR-1539
<br />EXTERIOR SHEATHING
<br />USE 1/2" COX OR 7/16" O.S.B. PLY WITH 8d RING
<br />SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
<br />AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN
<br />NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />Bd RING SHANK GUN NAILS @ 4" O.C.
<br />TOP & BOTTOM EDGES
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<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH ENO.
<br />RAFTER OR TRUSS
<br />onnc aucerwur_
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />C8d RING SHANK GUN NAILS -
<br />Q 6" O.C. IN FIELD `
<br />P. EXT. HIN A CH EN ROO S EAT (O.S.B.
<br />TO BE STRUCTURAL GRADE
<br />8d RING SHANK GUN NAILS @ 12' O.C. IN
<br />FIELD or 8d x 2 1/2" SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ 12" 0.G.jN
<br />FIELD J\
<br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SWILL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/1r.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />WOOD.
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVIDE B%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SEE.
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBGR 2017. 861 EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/1'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />ACf 318-14, BUILDING CODE REQUIREMENTS
<br />PROVIDE SASE CONTINlX2U5 POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABSaN-GROUND WHERE INDICATED ON
<br />CRIPPLERS, SILLS, ETC„ SHALL BE SOUTHERN PINE NO. 2 OR BETTER. FB = 1100 PSI AND A MODULUS OF
<br />:ILLS,
<br />FOR STRUCTURAL CONCRETE, ACI 530.13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011. ASCE 7-10 AND AISC SPECIFICATIONS
<br />DRAWINGS. SEAMS LAPPED BINCHES AND SEALED WITH ADHESIVE TAPE.
<br />ELASTICITY 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: 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 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 WITH ACI 347,
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES. AVOID BUYING TREATED LUMBER THAT
<br />'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 />DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2017, 6th 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 STRUCTURALAEPENDING
<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 A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
<br />WOOD TRUSSES:
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />SUPPORTED WITH 'CHAIRS SPACED 3'-0' OC EACH WAY. 2
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE"NATIONAL DESIGN SPECIFICATIONS FOR
<br />REQUIREMENTS AND SLAB-0GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<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 />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 0.036- AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES A FOUND.
<br />RE
<br />REBAR SHALL BE ASTM A815 GRADE 40 IN CONCRETE DEFORMED BARS REBAR SHALL BE ASTM A81
<br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />MEETING THE REQUIREMENTS OF ASTM A448, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN LOADS;
<br />All 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 'TPIIWTCA BCSI 1°
<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
<br />NGIN ER'S
<br />E
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />20 psf TOP CHORD HKxHmTlCurrent
<br />REVIEW.
<br />TYP, MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
<br />WOOD TRUSSES.
<br />10 PSf BTM CHORD -rwn-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, 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 A58.1-1982.
<br />15 psf TOP CHORD 20 psf TOP CHORD
<br />(7 per 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 psf 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 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 DO
<br />WINO: DEAD LOAD SPEED =17) 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 EXPOSURE B, RISK CATEGORY 10
<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 BLEFBC ATTIC
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS &ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20psf, 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: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: SOPS}, 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: 30ps1, 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 />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />LICENSED PROFESSIONAL ENGINEER.
<br />SHOP DRAWING REVIEW:
<br />"SPECIFICATION MASONRY STRUCTURES" (ACI 530/ ASCE SEMS 402, BUILDING CODE REQUIREMENTS FOR
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
<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 />PUBLISHED BY 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 Pm = 1500 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7.10 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 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 C-476, 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 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 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 />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION,
<br />AND/OR FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORSVERTICAL
<br />AN R VERT L
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
<br />REINFORCING.
<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 />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 SEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
<br />STRUCTURAL STEEL:
<br />BE MADE BY THE GEO-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 />97H EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />A38, Fy = 36 l sl FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A500, GRADE B.
<br />Fy = 48 ksl. STRUCTURAL PIPE SHALL BE ASTM53, GRADE B, TYPE E OR S, Fy = 35 ksl. TUBE AND PIPE
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB-OPFGRADE
<br />COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB
<br />CONTRACTOR SHALL SUBMIT PROPOSED MX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PPoORTO
<br />CONCRETE PLACEMENT CONCRETE SLUMP SHALL NOT EXCEED 5' M- PRIORTO THE ADDITIONOF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-940R MEASURING, MIXING, TRANSPORTING, ETC
<br />CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS
<br />ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A
<br />DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN w MNUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE
<br />RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
<br />COMPLIANCE WITH THE ABOVE.
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A. 3-FOR CONCRETE CAST AGAINST AND PERAMNENRY EXPOSED TO EARTH (FOUNDATIONS):
<br />B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER'
<br />1-Irl" FOR At AND SMALLER2" FOR 08 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4' FOR SLABS, WALLS AND JOISTS
<br />1-1/7 FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
<br />BE TIGHTENED IN ACCORDANCE WITH THE TURN-0FF4HE-NUT METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APPLICAMIN
<br />312E
<br />TYPE
<br />SPACSJG
<br />REMARKS
<br />APPL1-1-
<br />S¢E
<br />TYPE
<br />SPACING
<br />REMARKS
<br />14PTFURRING TO
<br />CASE HARDENED COL
<br />S O'C
<br />-DEDOOR SICK
<br />IP DW.
<br />TAPr'JNMASONR V
<br />B. aC
<br />-EMEED.,4°ENDDST.,
<br />MASONRY/GONG.
<br />LpJO.
<br />TO MA90NRY/WNC.
<br />NO WASHER
<br />FASTENER
<br />119°EDGE OLST.
<br />SGD, AL. EXT. OOOR9
<br />CASE HARDENED COIL
<br />COIC
<br />WWOOWiD00FL FASTENED
<br />---EDOORBUCK
<br />I- WI
<br />EXPANSION BOLT
<br />2A"O/C
<br />-EMBEO.d'ENOOIST.,
<br />Ix R, SEE NOTE.
<br />NAIL11II LONG.
<br />STAGGERED
<br />INTO MASONRYICONC,
<br />TO III-YICCNC.
<br />WASHER
<br />3'EDGE DIST,
<br />Wl-CASE
<br />HARDENED LOLL
<br />IN O/C
<br />WINOOWIOOORI FASTENED
<br />ME.LSTRMro
<br />CONTACT THIS ENGINEER FOR SPACING
<br />1. PT, SEE NOTE6
<br />NAIL I III LONG.
<br />STAGGERED
<br />INTG MASONRrIC-
<br />MABONRY/0-C.
<br />REQUIREMENTS
<br />EXT. SWINGDOOR
<br />(2)11SDM.
<br />'TAPCON
<br />1S"DIG
<br />114" EMBEO,CENp.
<br />NONBEARINGWWD
<br />EXPANSION d'EMBED. P'END
<br />2d OIC
<br />BUCK 2x PT, SEE NOTES
<br />NO WASHEp
<br />FASTFfR
<br />GIST„111IE0GEDIST.
<br />WALL TO CONC. StFS
<br />ASHER DIST.,9'EOGE DIST.
<br />2x PTWINpON SICK 0,195°PAF x211B" 9"O/C d" EN., DIST.. 111Y'
<br />PT TO STEEL COL., 9EE WIWASHER STAGOFAED EDGE DIET.
<br />Re
<br />1. STAAPPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS i0 FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAP SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />5. FASTENER SPACING FOR THE BUCKS SWILL BE THE STRICTER REQUIREMENT OF THE NQA OR THE SPACING DETAILED ABOVE
<br />6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 1x MEMBERS ARE RAILED AND
<br />2X MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN B
<br />LONGWOOD,FL32750
<br />PH: 407-774.6078
<br />FAX: 407.774.4078
<br />www.abdesIgngroup.00n
<br />AA #: 00031111h.
<br />300HUME
<br />SVSDIV ag I40T:
<br />SILVERADO
<br />LOT #51
<br />BLK #18
<br />PItOJECT#
<br />04128.002-51181
<br />MODEXA
<br />4EBB
<br />161828-CALIFF
<br />GwRwGE OWDM;
<br />RIGHT
<br />PwGE:
<br />DETAILS
<br />150 MPH EXP. B
<br />
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