|
"A"
<br />V1]S�9C9
<br />> HIP ROOF
<br />ROOF WIND DESIGN PRESSURES
<br />NET IGFO9S) ASCE I-1B
<br />ZME1 -I84 ZONES " 5.8
<br />I-E3e_1.1 _S_.
<br />"E I
<br />A� PO" ENO ZON£ DSTANCE
<br />BA91C WINDISPEED 1W MPH
<br />RI%PoSl1RE�U�Ty fOC6V:'C
<br />EINTERNAL
<br />PRESSURE_1F ENT:18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16" STRUCTURAL
<br />SHEATHING EXP 1(24/16) or 15/32" STRUCTURAL SHEATHING EXP 1
<br />(32116). 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 8d RING SHANK GUN
<br />NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4'
<br />OF GABLE END.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL REQUIREMENTS
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA
<br />TENSILE STR.
<br />SHANK
<br />ASTM
<br />Btl
<br />RING SHANK,
<br />23/8"
<br />0.113
<br />17p,p00
<br />RING
<br />RINGS
<br />F
<br />SCREW SHANK
<br />(16-20
<br />PER INCH
<br />RSRSSRS-01
<br />8d
<br />RING SHANK,
<br />PNEUMATIC
<br />23/8"
<br />0.113
<br />I
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE 1/2" COX OR 7/16' O.S.B. PLY WITH Ed 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 />ROOF SHEATHING ATTAID EMENT SPACING
<br />ZONE 1: 8d NAILS (� 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2T: 8d NAILS C 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3, 8d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />NOTE ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />z
<br />zQ
<br />zo
<br />W
<br />Y0
<br />Q U,
<br />NO
<br />fY
<br />E
<br />8d RING SHANK GUN NAILS f@ 4" O.C.
<br />TOP & BOTTOM EDGES
<br />N
<br />li
<br />N TYP.EXT.SHEATHING ATTACHMENT
<br />0
<br />zw
<br />w
<br />2
<br />C=DW
<br />Z�
<br />T U
<br />Tn b
<br />2 `v
<br />0
<br />EMMM,-I 11
<br />2 N
<br />o O
<br />m
<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 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING 0
<br />16'0.C. IF NO DROPPED GABLE END, ATTACH 214 #2 SYP
<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
<br />SEE "ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING \
<br />`#8 2" DECK SCREWS 0 6"-8" O.C. MAX
<br />EDGES 8, 12- 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 />GENERAL NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, TMS 4021602-16 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 WHERE A DIFFERENT DETAIL IS SHOWN.
<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 />TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH 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-0OVVNS.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLAB-OWGRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM
<br />PROVIDE 8%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314'.
<br />PROVIDE S-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLASS.ON-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 WITH ACI 347 LATEST
<br />EDITION, 'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<br />EXCLUSIONS FROM THESE PLANS"
<br />WOOD:
<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 AND A MODULUS OF
<br />ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />PRESSURE TREATED. WOOD FOR NON-STRUCTURAL USES SHALL BE RATED TO RETENTION LEVELS OF 0,25
<br />PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM CORROBORATE TETRAHEDRAL (DOT). WOOD FOR
<br />STRUCTURAL USE THAT SHALL BE TREATED FOR ANY REASON SHALL BERATED TO RETENTION LEVELS OF
<br />0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED W/ DOT SHALL BE HOT DIPPED GALV. FOR
<br />STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT CONTAINS MORE THAN W OF HEARTWOOD.
<br />MINIMUM NAILING PER FBCR 2020.7th EDITION. SEE NAILING SCHEDULE ON PLANS
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
<br />SYP #2.
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />MEETING THE RE UIREMENTS OF ASTM A446/A446M GRADE A AND SHALL BE HOT DIPPED GALVANIZ D
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENCING UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<br />WELDED WIRE MESH:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATIONS FOR
<br />WELDED WIRE MESH, SHALL BE ASTM A1064/1064M, GRADE 65, FREE FROM OIL, SCALE, AND RUST, AND BE
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />PLACED IN ACCORDANCE WITH THE ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
<br />INCHES. WIRE MESH FOR SLABS SHALL BE SUPPORTED WITH 2° CHAIRS SPACED 3'-0" OC, EACH WAY.
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.038' AND BE MANUFACTURED FROM STEEL
<br />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />REINFORCING STEEL:
<br />0 E
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ENGINEER IF ANY DISCREPANCIES ARE FOUND.
<br />REBAR SHALL BE ASTM A615/815M GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "SCSI LATEST EDITION"
<br />PLACED IN ACCORDANCE VN/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />DESIGN LOADS:
<br />AND SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
<br />WOOD TRUSSES.
<br />FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE
<br />ROOF: LIVE LOAD FLOOR'
<br />LIVE LOAD 40 pef
<br />SUBJECT TO ENGINEER'S REVIEW.
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />20 pef TOP CHORD+to0c rtent
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR 25" #6 BAR - - 36"
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />10 psf BTM CHORD-nonconcunant
<br />#5 BAR - 30' #7 BAR - 47'
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSIIA3CE 7 88: 1990.
<br />2001b CONCENTRATED LOAD ALL BTM CHORD PANEL JOINTS (HVHZ
<br />ONLY)Hlon-DonourteM
<br />PROVIDE 36',, 38' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION.
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />DEAD LOAD
<br />DEAD LOAD
<br />15 psf TOP CHORD
<br />20 psf TOP CHORD
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />(10 psf w/ ASPHALT SHINGLES)
<br />(10 paf W/ No GYPCRETE)
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />10 paf BTM CHORD
<br />5 psf BTM CHORD
<br />MINIMUM 101NCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />DEAD LOAD TO RESIST WIND UPLIFT: 1 OW
<br />WALL.
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />BALCONY LIVE LOAD 60 pet
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />WIND: DEAD LOAD SPEED=160 MPH 3-SECOND GUST
<br />(ASCE 7A6 (FBC R2020) EXPOSURE C, RISK CATEGORY II)
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20pef, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50pd,, PASSENGER
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
<br />40psf
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ENGINEER
<br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED UNLESS OTHERWISE SPECIFIED IN
<br />WRITING BY THE ENGINEER.
<br />FOUNDATION/ SITE PREPARATION:
<br />FOOTINGS VVERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 pcf,
<br />FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY
<br />OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY DETERMINED IN
<br />ACCORDANCE WITH ASTM D-1557. TREAT ALL 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 ENGINEER. 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. IF BUILDING PAD AREA TESTING RESULTS IN SOIL BEARING
<br />CAPACITY THAT IS LESS THAN THE DESIGN BEARING CAPACITY, IT IS THE RESPONSIBILITY OF THE BUILDER
<br />TO NOTIFY THE ENGINEER OF RECORD (VIA WRITTEN R.F 1.) SO THAT THE FOUNDATION CAN BE MODIFIED
<br />ACCORDINGLY PRIOR TO START OF CONSTRUCTION. ENGINEER SHALL TAKE NO RESPONSIBILITY FOR
<br />NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION.
<br />CONCRETE:
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS, DOWEL LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING, ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE. PLANS SHALL BE NOTIFIED TO THE
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />WITHOUT THE APPROVAL OF THE ENGINEER. PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />LICENSED PROFESSIONAL ENGINEER.
<br />MASONRY:
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN. PROVIDE 9 GA. LADDER TYPE HORIZONTAL
<br />JOINT REINFORCING AT 16" O.C. TYP. (VERIFY WIDTH PER PLAN)
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />PLACING CONCRETE FOR IWWALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
<br />COURSE AGGREGATE AND SHALL BE PLACED W/ A SLUMP OF T TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<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. 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 />ALL TRUSS TO TRUSS CONNECTIONS.
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "SIMPSON' STRONG -TIE
<br />BY SIMPSON CO., OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH
<br />THE SIZE AND NUMBER OF BOLTSINAILS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST
<br />CATALOG.
<br />CONSTRUCTION OBSERVATION
<br />CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF
<br />FLORIDA HORIZON ENGINEERING'S / AS DESIGN GROUP'S SERVICES FOR THIS PROJECT.
<br />TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE IT I UNDERSTOOD AN AGREED THAT ORIZON ENGINEERING'S/AB DESIGN GROUP'S SCOPE OF
<br />S D FLORIDAA
<br />PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS SERVICES DOES NOT INCLUDE PROJECT OBSERVATION ORR VIEW OF THE BUILDER'S / CONTRACTOR'S
<br />SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES AND THAT SUCH SERVICES WILL BE
<br />CELLS TO BE FILLED. ALLOW A MINIMUM OF 72 HOURS FOR MORTAR TO CURE PRIOR TO GROUTING CELLS. PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE
<br />CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION.
<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 />MASONRY CONSTRUCTION SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A "CERTIFIED
<br />STRUCTURAL MASONRY CONTRACTOR". THE SUPERVISOR OF THE MASONRY PORTION OF THE PROJECT
<br />SHALL BE A "CERTIFIED STRUCTURAL MASONRY CONTRACTOR" OR A "CERTIFIED STRUCTURAL MASON" AS
<br />RECOGNIZED BY THE FLORIDA CONCRETE AND PRODUCTS ASSOCIATION (FC&PA). THE SENIOR MASONRY
<br />SUPERVISOR WILL BE RESPONSIBLE TO ASSURE THAT THE WORK IS ACCOMPLISHED IN ACCORDANCE WITH
<br />THE CONTRACT DOCUMENTS. THE MASONRY CONTRACTOR SHALL SUBMIT CREDENTIALS FROM THE FC&PA
<br />TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO BIDDING.
<br />2, 500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />STRUCTURALSTEEL:
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
<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 />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5'-1- PRIORTO THE ADDITION OF PLASTICIZER.
<br />A36/A36M, Fy = 36 Mi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500/A500M, GRADE 8, Fy = 46 Mi. STRUCTURAL PIPE SHALL BE ASTM-A53/A53M, GRADE B, TYPE E OR S,
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318-14 AND ASTM C-941C-94M OR MEASURING, MIXING,
<br />Fy=35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED
<br />FROMWHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGERTHAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED.
<br />OTHER BOLTS SHALL BE ASTM F3125IF3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />OF ANY NON COMPLIANCE WITH THE ABOVE
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
<br />B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER
<br />1.12' FOR MiAND SMALLER
<br />Y FOR#6 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4" FOR SLABS, WALLS AND JOISTS
<br />1-1R' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STUMPS
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APPUUDON
<br />SI]E
<br />SMCINO
<br />REMPAItB
<br />APPLIGTNIN
<br />SIZE
<br />I TYPE
<br />I SPOLING
<br />REMARKS
<br />1 PTFURiXNOTO
<br />USE HARDENED COIL
<br />OARAGEDOORBLCK
<br />'DA
<br />—NMASJNRI
<br />1f, EMBED., 4- END ST..
<br />MAeONRYICONC,
<br />NNL I1 LONG
<br />9.00
<br />TOMASONRY.DJPD.
<br />NO WA.SNER
<br />FASTE,`FR
<br />8010
<br />IIlr... DST.
<br />SGOpAL. E%T DOORS
<br />USE HARDENED COIL
<br />S"O.G
<br />W1NGpWIp00lU FASTENED
<br />GARAGE DOOR BLCN
<br />3/b'DA Oft
<br />2°DA
<br />IXPAN&CN BOLT
<br />12S'. 3�B 'Al
<br />4"END
<br />EMpEDGEDBTUs
<br />T.SEENOTEe
<br />-11 i?LONG.
<br />STAGGERED
<br />INTO MASCNRYICONC.
<br />TO III—
<br />TMETAL
<br />]4.OIC (1?DA)
<br />WINpO'N SICK
<br />USE HARDENEDCOIL
<br />B'OfC
<br />WINDOW/DOCIMFABTENED
<br />STRAY TO
<br />CONTACT THIS ENGINEER FOR SPACING
<br />a PT, SEE NOTES
<br />NFL NY LONG.
<br />STAGGERED
<br />INTO MAsoNarDONc.
<br />MASONRY/CONC.
<br />REQUIREMENTS
<br />IXT. BWNODOOR
<br />R13I16W
<br />'TAPCfxJ'
<br />1B"m
<br />11/YEMBED. BEND.
<br />NON-BEAPoNG WCOD
<br />11Y° ExPANSION _-_ 4TIMBEp.<"
<br />BULK. PT, SEE NOTE 8
<br />NO WASHER
<br />FASTNER
<br />.11 E D
<br />ALL TO 00- SLAB
<br />WI WASHER BOLT GIST.. 3" EDpE DST.
<br />.PT WIN.W.-0.138°PAFz3 f/B" 9'O•C IIIY
<br />Pt T06TEEL OJL., SEE W/WASHER STAGGERED
<br />NOTES
<br />1. SDST
<br />TAPLES 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 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 W DE OR WIDER A$ THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWNG DOOR WTH A WOOD DOOR FRAME, 1x MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED WI TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-7744078
<br />www.abdesigngroup.com
<br />AA #: 0003325
<br />O
<br />W
<br />i�
<br />r
<br />A
<br />9
<br />avaa:v. & 70 .
<br />ABBOTT PARK
<br />LOT #5
<br />BLK. #13
<br />PROJECT#
<br />04181.000-05131
<br />MoaEL:
<br />2554-E301-
<br />"DARWIN"
<br />GARAGE SWING:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />160 MPH E ° C
<br />17
<br />SCALE: 1/4"=1'-0"
<br />SHEET
<br />SN1
<br />
|