|
A
<br />HIP ROOF L w.
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-16
<br />ZONE 1 = 58.00 PSF (68.00)
<br />ZONE 3 = 66.50 PSF (76.50)
<br />ZONE 2e = 66.50 PSF (76.50)
<br />ZONE 3e = 76.60 PSF (86.60)
<br />ZONE 2n = 76.60 PSF (86.60)
<br />ZONE 3r = 91.70 PSF (101.70)
<br />ZONE 2r = 76.60 PSF (86.60)
<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: -1- 0.18
<br />ROOF 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 (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 U 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF
<br />GABLE END.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA.
<br />TENSILE STIR.
<br />SHANK
<br />ASTM
<br />10d
<br />RING SHANK
<br />21P2'
<br />0,131
<br />F1667
<br />SCREW SHANK
<br />70 000
<br />RING
<br />16-20 RINGS
<br />RSRS-03
<br />8d
<br />RING SHANK,
<br />2 3/8"
<br />0.113
<br />F667
<br />1RS-01
<br />SCREW SHANK
<br />PER INCH)
<br />RS
<br />8d
<br />RING SHANK,
<br />PNEUMATIC
<br />2 3/8"
<br />0.11$
<br />F1667
<br />SCREW -NAILS
<br />RSRS-Ot
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />EXTERIOR SHEATHING
<br />USE 12" COX OR 7/16' O.S.S. PLY WITH 8d RING SHANK GUN NAILS AT 4"
<br />O.C. AT PANEL SIDES AND Sd 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 (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL U BUILDING LENGTH U
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NM GABLES -DROP GABLE END & (1) ADD'L DROPPED
<br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING C
<br />16"O.C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP
<br />BLOCKING Q 16' O.C. FIRST 4 BAYS W/ (2)12d NAILS EA
<br />ENO. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />BLOCKING PER NAILING SCHEDULE
<br />RaOF 8NEA7fiN0 ATfACl6iBfr SPACNO
<br />ZONE 1: 10d NAILS 0 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2r 10d NAILS C 4" O.C. ON EDGE AND V O.C. IN FIELD
<br />ZONE 3,3e, 3r 10d NAILS Q 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />NM ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />WRING SHANK GUN EDGES
<br />tm<"O C.
<br />TOP 4 BOTTOM
<br />TT.M EDDES
<br />i W
<br />�o
<br />�6
<br />8
<br />##prMp
<br />M�
<br />In
<br />to
<br />...........
<br />11
<br />- 10d RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING
<br />_ #8 2" DECK SCREWS 0 6"E' O.C. MAX
<br />E4GES & 12' O.C. MM 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 />G� i'I' ERAL NOTE$:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33/C33M. MAXIMUM AGGREGATE SIZE SHALL BE 3+4'.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECI FICATIONS AND
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />pROWDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />W�:
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ALL EXPOSED EDGES CONCRETE ARE TO BE CHAMFERED y/'.
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th EDITION
<br />OF
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />PROVIDE 8-Mll CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
<br />BARRIER
<br />MEMBRANADHESIVE E
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TMS 402/802-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS
<br />DRAWINGS. SEAMS LAPPED S INCHES ANDSEALEDWITH
<br />ELASTICITY = 1,400,000 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 />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORMWORK:
<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 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 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 />DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSION$ FRAM 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 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 CONTRACTORS 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 -DOWNS.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLAB -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 />DEBKM LOADS:
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />20 psf TOP CHORD non -concurrent
<br />10 psf BTM CHORD won -concurrent
<br />DEAD LOAD DEAD LOAD
<br />IS W TOP CHORD 20 psf TOP CHORD
<br />(7 psf w/ ASPHALT SHINGLES) (10 W w/ No GYPCRETE)
<br />10 Psf BTM CHORD 5 psf BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: IOpsf
<br />BALCONY LIVE LOAD 60 psf
<br />STAIRS LIVE LOAD 40 psf
<br />VIAND: DEAD LOAD SPEED =160 MPH 3-SECOND GUST
<br />(ASCE 7-16 (FBC R2020) EXPOSURE C, RISK CATEGORY IU
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
<br />40PSf
<br />SHOP DRAWING REVIEW:
<br />SHOP DRAW NGS 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 ARCHITECT
<br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />WELDED WIRE MESH:
<br />WELDED WRE MESH, SHALL BE ASTM Al D641A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<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 T-O' OC, EACH WAY.
<br />RENFOMNG STEEL
<br />REBAR SHALL BE ASTM A615AO15M 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 />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE AG STANDARDS AND SPECIFICATIONS.
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />A x BARN . UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />AND VERTICAL BARS SHALL LAP 6 O E
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #8 BAR - 36'
<br />#5 BAR - 30" #7 BAR - 42'
<br />PROVIDE 36' x 36' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<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
<br />WALL.
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />MASONRY:
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WTH 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 />ALL BLOCK WALLS SHALL BE TVVO-CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C90, 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 />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 />ASTM C 476 AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS UNLESS
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 318"
<br />L GOVERN OVER THE SHOP DRAW NGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />DOCUMENTS WILL
<br />WRITING BY THE ARCHITECT,
<br />COURSE AGGREGATE, AND SHALL BE PLACED W A SLUMP OF 8" TO IT. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIOW SITE PREPARATION:
<br />"M" "S"
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 Do, FOOTING
<br />TYPE OR 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 />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 />CONCRE SHALL L ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />L
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB-ONGRADE
<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'-1- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94IC94M OR MEASURING, MIXING, TRANSPORTING,
<br />ETC. CONCRETE TICKETS SHALL BE TIMESTAWED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
<br />WATER IS ADDED TO THE MX 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 SHALL
<br />BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNEWS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WITH THE ABOVE
<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 05 AND SMALLER
<br />Y FOR #B AND LARGER
<br />C. FOR CONCRETE NOT D (POSED TO WEATHER
<br />3fP FOR SLABS, WALLS AND JOISTS
<br />1-12" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FILL CMU CELLS SOLID WTH 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.0
<br />STRUCTURAL8TEEL-
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WTH THE
<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 />A36/A36M FY = 36 ksi FOR ANGLES PLATES AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500lA500M GRADE 8 F = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A53/ISSN GRADE B TYPE E OR S F =
<br />Y Y
<br />35 kei. 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 WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' SY 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 0.036' AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446/A446M, GRADE A, AND SHALL BE HOT-01 PIPED 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 "BCSI LATEST EDITION'
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRAGNG METAL -PLATE -CONNECTED
<br />WOOD TRUSSES.
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI/ASCE 7 88: 1990,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />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 />PROVIDE ENGINEERED SHOP DRAW NGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />PLAN SHOW NG COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />LICENSED PROFESSIONAL ENGINEER,
<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 VIAND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />APPLICATION
<br />SIZE
<br />I TYPE
<br />SPACING
<br />REMARKS
<br />APPLICATION
<br />SIZE
<br />TYPE
<br />_NG
<br />REMARKS
<br />+x2 PTFURRINGTO
<br />RY/GONG.
<br />CASE NARDENFD CpI
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<br />B OK;
<br />GARAGEDOOR&ICK
<br />TO MASON3Y/WING.
<br />DA
<br />WASHER
<br />TAP-NMASONRY
<br />FAS TENER
<br />S-
<br />S... AL.1 DOORS
<br />CASE HARDENED COIL
<br />8"qC
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<br />BOLT
<br />IS'OID (&e"DA'
<br /><' EMBEI.CENDOST.,
<br />I PT.SEENDTES
<br />Yl LpNG.
<br />STAGGERED
<br />INTO MASDNiV/CONC.
<br />TO MASONRY/--
<br />RCONTACT
<br />EXPANSION
<br />Za"O/C 1vT 0W
<br />3'EDOE DST.
<br />WTNDOWSUCK
<br />DASEHARDENEDCOL
<br />1•—
<br />IMNWWNOOWFASTENED
<br />METAL STRAP To
<br />THIS ENGINEER FOR SPACING
<br />+K PT. SEE fgTE6
<br />NAL++rPLOND.
<br />STAGGERED
<br />INTO MAsoroancoNc.
<br />MAsoNRV loauc.
<br />REQUIREMENTS
<br />EX SNINO DOOR
<br />(3)3I—
<br />"TAfCOHr
<br />II EMBED, S END
<br />I NONSE -WOOD
<br />t?- EXPMISION 1'EMBED a•Ero
<br />bQC
<br />BUCK 9I PT, SEE NOTES
<br />NO WASHER
<br />FASTNER
<br />I�OO
<br />DI.I. I"Z' EDGE DST.
<br />TO CON.. SIPe
<br />SNER BOLT DGEDISr.
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<br />P Os DEL COL., SEE yyggyER 8TAGGERE. EDGE DST.
<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 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. 1x MEMBERS ARE NAILED AND
<br />2, MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32780
<br />PH: 407-7746078
<br />FAX: 407-7744078
<br />www.abdesigngroup.com
<br />AA #: 0003328
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<br />LOT #25
<br />BLK #7
<br />PROJECT*
<br />04181.000-25071
<br />M0DEU
<br />4EHB
<br />"2605— HAYDEN"
<br />GARAGE S19IIV'G:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />60 MPH EXQ.
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<br />DA.�: 06/14/21
<br />SCALE: 1/4"=1'-0"
<br />SHEET
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