|
I I
<br />oreLE-Ero
<br />TtwF WIND DESIGN NISSURES
<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"- 4'-O" END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 MPH
<br />WIND EXPOSURE: "B"
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT 10.18
<br />ROOF DMPf1tAl#&!
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
<br />O.S.S. OR It2" CDX EXT, PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 518 COX EXT. PLYWOOD, WITH Bid RING
<br />SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
<br />PANEL EDGES AND 8d RING SHANK GUN NAILS
<br />AT e" O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAILS @ 4" O.C. EDGEWISE ZA
<br />BLOCKING ALL PANEL JOINTS W IN 4' OF GABLE
<br />END.
<br />ROOF/ WALU FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL SCHEDULE
<br />SIZE
<br />TYPE
<br />MIN, LENGTH
<br />MIN. DIA
<br />SHANK
<br />TENSILE SR.
<br />SHANK
<br />8d
<br />RING SHANK
<br />2 1/2"
<br />0. 120"
<br />170,000
<br />RING
<br />SCREW SHANK
<br />(16-20 RINGS
<br />PER INCH)
<br />8d
<br />SCREW SHANK
<br />21/7'
<br />0, 12W
<br />PNEUMATIC
<br />SCREW -NAILS
<br />i, NAIL SIZE PER ASTM F1864
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION ([SANTA) ESR-1639
<br />EXTERIOR GWATNSki
<br />USE 1/2' COX OR 7/18" O.S.B. PLY WITH Sd 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 />8d RING SHANK GUN NAILS ® 4" O.C.
<br />TOP & BOTTOM EDGES
<br />W .
<br />Z
<br />U
<br />u o
<br />J
<br />Z
<br />t0
<br />Q2
<br />2 '
<br />a
<br />m
<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR OAELE END FRAMING
<br />Bid RING SHANK GUN NAILS 012' O.C. IN
<br />FIELD or Sd x 2 10 SCREW SHANK
<br />PNEUMATIC SCREW -NAILS Q 12' 0,,C�ILJ
<br />FIELD J\
<br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />OMER& NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WTH JOB SPECIFICATIONS AND
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />ARCHITECTURAL DRAWNGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAW NGS. APPUCABLE BUILDING CODE STANDARDS: FBCR 2017, BN EDITION
<br />AG 318.14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASIDE 7-10 ANDAISC 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 MERE 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 ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
<br />OF THE WORK.
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTNG 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 -DOWNS.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND S1TE PREPARATION
<br />REQUIREMENTS AND SLAB-014-GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MNUMUM AGGREGATE SIZE SHALL BE 3W.
<br />WOOD:
<br />PROVIDE 6%AIR ENTRAINED CONCRETE 6910SED TO FAITH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ALL E)NOB® EDGES OF CONCRETE ARE TO BE CKAWGIE0 314'.
<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 MODULUS OF
<br />PROVIDE 84AIL CONTINUOUS NEd11B2 POLYETHYLENE VAPOR BARRIER MEMBRIALL S.ABBONGROUND NIX RIIXCATED ON
<br />ELASTICITY- 1,400,000 PSI. ALL MOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SMALL BE
<br />DRAWINGS. SEAMS LAPPED 8 INCHES AND REAL®Y8M WII�NE THE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />SHALLSE TEE' TO E TREATMENT: DISODIUM
<br />OF
<br />MELS
<br />FORWORK:
<br />CORROBORATE TETRAHEDRAL (DOT). .WOOD FOR STRUCTURAL USE SMALL BE TREATED FOR ANY
<br />FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />REASON SHALL BE RATED TO RETENTION LEVELS OF 0,42 PCFFOR DOT OR MORE. MAILS, SPIKE, BOLTS USED
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSRUCTED IN ACCORDANCE WTHACI 347,
<br />W DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />'RECOMMENDED PRACTICE FOR CONCRETE FORMAMORK.
<br />CONTAINS MORE THAN %' OF HEARTWOOD.
<br />EXCLUSION" FROM THESE PLANS:
<br />MIN MUM NAILING PER FBCR 2017, ft EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<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 WTH 2x STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />SYP 02.
<br />WELDED WIRE MESH:
<br />WELDED W RE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />TYPICAL DETAILS. MI NIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. W RE MESH FOR SUBS SHALL BE
<br />SUPPORTED WITH 2' CHAIRS SPACED 3'-O' OC, EACH WAY.
<br />DO NOT SCALE DRAWINGS, THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL:
<br />TO WORK PERFORMED AND SHAL NOTIFY RE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A815 GRADE 00 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACEDIN
<br />ACCORDANCE W THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
<br />DESIGN LOADS: SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
<br />FABRICATION. HORIZONTAL AND VERTICAL SARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE
<br />SUBJECT TO ENGINEER'S REVIEW.
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 pat TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
<br />20 PST TOP CHORD -ror-orwirerit #5 BAR - 30' #7 BAR - 42'
<br />10 pef BTM CHORD noncanwrre0t PROVIDE 36' x 36' CORNER BARS, BOND BEAM ONLY, UPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION,
<br />DEAD LOAD DEAD LOAD
<br />15 pef TOP CHORD 20 psf TOP CHORD
<br />(7 "1' w/ ASPHALT SHINGLES) (10 psf Md No GYPCRETE)
<br />10 psf BTM CHORD 5 psf SI M CHORD
<br />DEAD LOAD TO RESIST W ND UPLIFT'. 1 Opsf
<br />BALCONY LIVE LOAD 60 psi
<br />STAIRS LIVE LOAD 40 psf
<br />WIND: DEAD LOAD SPEED =110 MPH 3- SECOND GUST
<br />(ASCE 7-10 (FBC R2017) EXPOSURE B, RISK CATEGORY 11)
<br />SHOP DRAWING REVIEW:
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPUANCE WITH THE DESIGNING INTENT
<br />OF RE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />COMPLIANCE WTH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO
<br />THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW W LL BE RETURNED UNCHECKED.
<br />SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS ICON -
<br />TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM
<br />THE ENGINEER
<br />IN ALL INSTANCES, THE CONTRACT DOCUMENTS W LL GOVERN OVER THE SHOP DRAWINGS
<br />CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT.
<br />FOUNDAMINI SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2.000 psf,
<br />FOOTING EXCAVATIONS AND SLAB 9U94RADE SHALL BE COMPACTED TO A DRY DENSITY
<br />OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN
<br />ACCORDANCE WTH ASTM D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION.
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNCAL ENGINEER
<br />TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS
<br />FAILING TO MEET THE GEO-TECHNICAL ENGINEERS REQUIREMENTS SHALL BE RE -COMPACTED AND
<br />RETESTED AT THE CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT, WRITTEN
<br />CERTIFlCATION THAT RE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION
<br />REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEO-TECH. ENGINEER.
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<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
<br />FOR EACH SEPARATE MIX PROR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL
<br />NOT EXCEED 7-1- PROR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C44 OR
<br />MFAWRNG, MXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED
<br />WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED
<br />TO THE NIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MM/TES.
<br />IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN
<br />90 MNUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBUTYOF
<br />THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE
<br />ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS
<br />A 3-FOR CONCRETE CAST AGAINST AND PERMANENTLY DFOSEDTO ENRH(FOUDATIONST
<br />B FOR CONCRETE EXPOSED TO EARTH AHDORWEATHER
<br />1-1/2' FOR #5 AND SMALLER
<br />2" FOR #8 AND LARGER
<br />C. FOR CONCRETE NOT.E)POSEDTO WEATHER
<br />314- FOR SLABS, WALLS AND JOISTS
<br />1-112-FOR WMM AND COLUMN PRWVRY REINFORCEMENT, TIES STIRRUPS
<br />ALL VERTICAL REINFORCING BARB IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WTH
<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" (ACI 5301 ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
<br />PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-00, GRADE f. = 1500 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 IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH
<br />ASTM C-478 AND SHALL PROVIDE A MI MMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS UNLESS
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3W
<br />COURSE AGGREGATE, AND SHALL BE PLACED W A SLUMP OF 8" TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />TYPE'TM" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />PROPORTIONED AND MIXED AS OUTLINED UNDERASTM C-270 . HORIZONTALAND VERTICAL MORTAR JOINTS
<br />SHALL BE 3/8"THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />CELLS TO BE FILLED.
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANCOR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />STRUCTURAL STEEL:
<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 SHAL BE ASTM
<br />A38, FY = 38 ksi FORANGLES, PLATES, AND WSHAPES. SRUCTURAL TUBING SHALL BE ASTM ASW, GRADES,
<br />Fy= 46 low, STRUCTURAL PIPE SHALL BE ASTW3, GRADE B. TYPE E OR S, Fy =35 ku. TUBE AND PIPE
<br />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 A325-N BOLTS WTH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
<br />BE TIGHTENED IN ACCORDANCE WITH THE TURNOFF -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 W THOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THENATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNEDAND
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWNGS.
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036' AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED 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 "TPIAVTCA BCSI V
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />WOOD TRUSSES.
<br />TRUSS MANUFACTURER W LL 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 WTH ANSI A56.1-1982.
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAW NGS 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 ERECTON
<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. W ND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7.10 COMPONENT
<br />AND CLADDING W ND 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'USP STRUCTURAL
<br />CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTAL CONNECTIONS
<br />WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
<br />LATEST CATALOG.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCKFASTENERS
<br />FASTENER
<br />APPLIUTION
<br />SIZE
<br />TYPE
<br />&PAC1N0
<br />REMAT.O
<br />APPL1GTgJ
<br />Sim
<br />TYPE
<br />3PAgN0
<br />REMARxS
<br />tYt PTNRRNJ
<br />CASE IaRDFN®COL
<br />OMIGE DOOR BIIG(
<br />SEE.ETAL
<br />SEE DETAILSEE
<br />DETAIL
<br />SEEDETAIL
<br />MASONRY/CONC.
<br />NAIL11?LONG.
<br />S OC
<br />TO MA90NiVlOOro
<br />SGO, AL.IXT.DOOR9
<br />CASE WNDBJ®COIL
<br />A'O.E
<br />WMDOwDOOR/FASTEN®
<br />OMAGEOOORBIICK
<br />SEE OETNL
<br />SEE GETNL
<br />SEE DETAL
<br />SEE DETAL
<br />II PT, SEEN 6
<br />NAIL 11?LONG,
<br />9TAOOBRED
<br />INTO 9�MRY/COIL
<br />TO M48DNRYIOJNC.
<br />YMIDOW_
<br />CASE 1NR0@IEDC-
<br />S"qC
<br />WMwWNOORIFASTE1iED
<br />METALSTRAPTO
<br />CONTACT THIS ENGINEER FOR SPACING
<br />1•1,9EE—.
<br />NALI III LONG.
<br />STAGGERED
<br />INTO MABONRYgONC.
<br />MASOM—coNC.
<br />REQUIREMENTS
<br />EXT. 81NINo mCR
<br />(?)311 A'W
<br />-TAPO-JN'
<br />11Y1"EMBEDS'EID.
<br />NCTI9EAPoN3 N000
<br />1o_ E%PAJ90N A"EMBED.<"BD
<br />3x OF
<br />BUCK 1. PT SEE NOTE.
<br />NO WASH6i
<br />FA.—ICOC
<br />DIST.. 11?EOoE 018f
<br />WALL TO CONIC. BITS
<br />WI Wp91Hi BOLT DIST., 3'EDOEgei.
<br />PT WINDOW SUS( .. ""A"" S•Ox: VEND. D18T, 111
<br />PT T To STEEL q)L..SEE W1 WAelER STAGGERED EDGE 013r
<br />NOTE.
<br />11. 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 HALT X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />S. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE
<br />6. WIN DOW AND DOOR SUCKS SHALL BE AS W DE OR W DER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. ix MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W TAPCONS OR PAF TO THE SUBSTRATE.
<br />-
<br />1441 N. RONALD REASAN BLVD.
<br />LONGWOOD, FL 32780
<br />PH: 407.774.6078
<br />FAX: 407-774-4078
<br />wwwAbdeaWWouP.com
<br />AA N: 0003328
<br />emm�
<br />suzwTv. as XIOM
<br />SILVERADO
<br />LOT #51
<br />BLK. #6
<br />PlwJwT
<br />041 8. -5 061
<br />1[ODEIC
<br />4EHB
<br />112605- HAYDEN"'
<br />GARAGs 8WENC:
<br />RIGHT
<br />PAGIM
<br />DETAILS
<br />150 MPH EXP. B
<br />
|