|
GABLE -RAID
<br />ROOF WIND DESIGN PRESSURES
<br />NET(GROSS) ASIDE 7-10
<br />ZONE 1 e 8.97 PSF (19.97)
<br />ZONE 2 = 17.98 PSF (27,98)
<br />ZONE 3 = 33.53 PSF (43.53)
<br />W. 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 +- 0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7116"
<br />O.S.B. OR 1/2' CDX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 618 COX EXT. PLYWOOD, WITH SO RING
<br />SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
<br />PANEL EDGES AND SO RING SHANK GUN NAILS
<br />AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE ENO FRAME USE
<br />Sol 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. DIA.
<br />SHANK
<br />TENSILE STR,
<br />SWANK
<br />8d
<br />RING SHANK,
<br />21/Z'
<br />0.120'
<br />170,000
<br />ING
<br />SNGS
<br />CREW SHANK
<br />(PER 2NCIH)
<br />8d
<br />SCREW SHANK
<br />2 1/2"
<br />0.120"
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION (]SANTA) ESR-1639
<br />EXTERIOR SHEATHING
<br />USE 1/Z CDX OR 7/16" O.S.B. PLY WITH 8d RING
<br />SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
<br />AND 80 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 MANUP SPECS.) SEE DETAIL.
<br />Z W
<br />Z 8
<br />uJ
<br />Z
<br />�o
<br />2
<br />8d RING SHANK GUN NAILS 0 4" O.C.
<br />., TOP & BOTTOM EDGES ..
<br />Z
<br />f U
<br />.
<br />9 to
<br />�
<br />Y
<br />Z
<br />0
<br />19
<br />Z2
<br />w
<br />Z
<br />f7 W
<br />Y
<br />10
<br />mO
<br />Z
<br />w
<br />L•s
<br />sJ
<br />Y 8 W N
<br />Q
<br />_CC 8
<br />(((N��� W
<br />Wcj
<br />Tyi < o
<br />W m
<br />R
<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />RmAFT�ER OR TRUSS
<br />---_.'
<br />.—__ EN
<br />11
<br />ONE 1`'
<br />„
<br />__,
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />C8d RING SHANK GUN NAILS
<br />0 6' O.C. IN FIELD \
<br />8d RING SHANK GUN NAILS a 12' O.C. N
<br />FIELD or 8d x 2 10 SCREW SHANK
<br />PNEUMATIC SCREW -NAILS 0 12- 0.8.)N
<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 SHALL CONFORM TO ASTMC33. MAXIMUMAGGREGATE SIZE SKILL BE3W..
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WTH JOB SPECIFICATIONS AND
<br />WOOD:
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVDE B%AIR ENTRAINED CONCRETE EXPOSED TO EARTH ORWEATFBt
<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 DRAW NGS. APPLICABLE BUILD N C STANDARDS: f 2017
<br />O CODE ST NDARDS. BGR , Bth EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/C.
<br />ILEDGERS,
<br />ALL WOOD FOR BEAMS, BEAR NG WALLS, SOLE PLATES, TOP PLATES, BRACING. BLOCKING,
<br />ACI 316-14, BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. FD = 1100 PSI AND MODULUS OF
<br />FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5.13 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE 84AL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SUB6ON-ORWID WHERE IIDICATm ON
<br />ELASTICITY :ILLS,
<br />PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLO-FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
<br />DRAWINGS SEAMS UPPED B INCHES AND SEALED WITH ADHESIVE TAPE.
<br />PRESSURE TREATED, PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />SHALL BE 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 />FORMWORK,SHORING, MI SRING, D 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,
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />'RECOMMENDED PRACTICE FOR CONCRETE FORMWORK
<br />CONTAINS MORE THAN W OF HEARTWOOD.
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD, DO NOT SCALE THE
<br />DRAW NGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2017, eth 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 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 />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 />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLAS-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 />DESIGN LOADS:
<br />ROOF: UVE LOAD FLOOR: LIVE LOAD 40 Pet
<br />20 pef TOP CHORD -non—ounent
<br />10 pef BTM CHORD non<onwrtmn
<br />DEADLOAD DEAD LOAD
<br />15 pcf TOP CHORD 20 psf TOP CHORD
<br />(7 psf w/ ASPHALT SHINGLES) (10 PO W/ No GYPCRETE)
<br />10 pef BTM CHORD 5 pef BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: 1 Opaf
<br />BALCONY LIVE LOAD 60 pW
<br />STAIRS LIVE LOAD 40 pet
<br />W ND: DEAD LOAD SPEED =15D MPH 3- SECOND GUST
<br />(ASCE 7-10 (FBC R2017) EXPOSURE 8, RISK CATEGORY IH
<br />SHOP DRAWING REVIEW:
<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 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 WILL BE RETURNED UNCHECKED.
<br />SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAW NGS (COW
<br />TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM
<br />THE ENGINEER.
<br />IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAW NGS
<br />CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT,
<br />FOUNDATION/ SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf.
<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 WTH ASTM D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION.
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER
<br />TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS, LOCATIONS
<br />FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND
<br />RETESTED AT THE CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN
<br />CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION
<br />REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEO-TECH. ENGINEER.
<br />CONCRETE:
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SUB -ON -GRADE
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB
<br />CONTRACTOR SHALL SUBMT PROPOSED PAX DESIGNS, WITH HISTORICAL STRENGTH DATA
<br />FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL
<br />NOT EXCEED 6 N-PRIOR TO THE ADDITION OF PLASTICIZER.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF AO 301 AND ASTMC44 OR
<br />MEASURING, MIXING, 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 ALLY UNRL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MNUTES.
<br />IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN
<br />90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBILITY OF
<br />THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE
<br />ABOVE.
<br />REOMRED CONCRETE COVERAGE OVER REBAR SMALL BE AS FOLLOWS:
<br />A 3- FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
<br />8, FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER
<br />WIT FOR 06 AND SMALLER
<br />7 FOR AS AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3W FOR SLABS, WALLS AND JOISTS
<br />1-VY FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES STIRRUPS
<br />WELDED WIRE MESH.
<br />WELDED W RE MESH, SHALL BE ASTM Al85, GRADE 65 AND BE PLACED IN ACCORDANCE WTH THE ACI
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES, WRE MESH FOR SLABS SHALL BE
<br />SUPPORTED WITH 2' CHAIRS SPACED T-0" OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN
<br />ACCORDANCE W THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
<br />SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
<br />FABRICATION, HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE
<br />SUBJECT TO ENGINEER'S REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #8 BAR - 38"
<br />#5 BAR - 30' #7 BAR - 42"
<br />PROVIDE 38' x 3W CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION.
<br />WOOD TRUSSES:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WTH THE "NATIONAL DESIGN SPECIFICATIONS FOR
<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 />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A448, 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 "TPIN TCA SCSI 1"
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING 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 WTH ANSI ASSA4982.
<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 />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />WALL.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL
<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 />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 />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<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 />MASONRY:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />PLAN SHOW NG COMPONENT LAYOUT, SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />"SPECIFICATION MASONRY STRUCTURES" (ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
<br />LICENSED PROFESSIONAL ENGINEER.
<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 />PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE,
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE Tm= 1500 PSI, BLOCK SHALL BE PLACED USING
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE 8EAMS BEFORE
<br />OF THE DELEGATED TRUSS ENGINEER. WHO UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH
<br />AND CLADDING WHO LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />SPECIFICALLY NOTED OTHERWSE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 318"
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/A SLUMP OF 8" TO 1Or. USE ONLY MECHANICAL VIBRATION
<br />CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
<br />TO CONSOLIDATE GROUT.
<br />WITH THE SIZE AND NUMBER OF BOLTSINAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
<br />TYPE "M' OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />LATEST CATALOG.
<br />PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
<br />SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED, REMOVE MORTAR M IONS THAT EXTEND INTO
<br />PROTRUSIONS US
<br />CELLS TO BE FILLED.
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL RESAR S X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />STRUCTURAL STEEL:
<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 />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />A36, Fy = 36 kei FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
<br />Fy = 46 W. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 kei. TUBE AND PIPE
<br />COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BEASTM 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 TURN -OFF -THE -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 />APPDGTKIN
<br />9ZE
<br />TYPE
<br />SPACBG
<br />REMAPo6
<br />-
<br />1—FOR WTO
<br />G9EHARDENWCOIL
<br />86G
<br />GARAGE DOOR BUCK
<br />BEE DETML
<br />SEE DETAIL
<br />SEf DETML
<br />BEE DETML
<br />MASONRY/LONG.
<br />NAIL 11Y['LONO.
<br />OMASONRYgONC.
<br />SOD, AL EKT. DOORS
<br />GSE FNROENEDCgL
<br />8'O'C
<br />WINOOWr000RIfASTENW
<br />GARAGE DOOR BACK
<br />6EE DETAIL
<br />9EE DETAIL
<br />9EE DETML
<br />BEE DETAIL
<br />tx Pf, BEE NOTES
<br />NAIL 11R'LONO.
<br />S_.ERW
<br />INTO MPSONRYiCorvc.
<br />TOM/SONRYINNC.
<br />vANDowBuaL
<br />CASE MNHD@1WCgl
<br />voo
<br />vnNwMeroow FAsrErffD
<br />METALB—To
<br />CONTACT THIS ENGINEER FOR SPACING
<br />. Pr. sEE Nore9
<br />NNL1 VS LONG.
<br />eTAooERW
<br />INro MAeoNRYAxNc.
<br />MAsoNRrlcoNc.
<br />REQUIREMENTS
<br />EM.BwN000OR
<br />(1)118'gA
<br />"TAPOOM
<br />18'�
<br />11I1"EMBED. B'EIU.
<br />NON-BEAPoNO WOOD
<br />TIC° ExPrT- <'EMSED<"ENO
<br />ie QC
<br />BDG(91 PT, BEE NOTES
<br />NO VIA3lIER
<br />FA9TNFR
<br />gST.,11IZ'EDGEgST.
<br />—To— .9lAB
<br />WI WABlIFR qST., 9"EDGE DIET.
<br />Bx PT WINOOV/BUCN p.138'PAFx31A' a"OC 4END. O'Si.,I1R'•
<br />PT T09TEELCtt., SEE wl WA8t1ER 9TAGOEF£D EDDE qST.
<br />ND ee
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, W NDOWS 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 NGA OR THE SPACING DETAILED ABOVE
<br />8, W NDOW AND DOOR BUCKS SHALL BE AS WIDE OR WDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SW NG DOOR WTH A WOOD DOOR FRAME. lx MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W TAPCONB OR PAF TO THE SUBSTRATE.
<br />1
<br />1441 N. RONALD REAGAN BLVD
<br />LONGWOOD, FL 32750
<br />PH: 407-774,8078
<br />FAX- 407-774-4078
<br />www.Bbde6lgngroup.00m
<br />AA N: 0003328
<br />qS
<br />U
<br />9:
<br />a
<br />SWODM k LOT
<br />SILVERADO
<br />LOT #56
<br />BLK #6
<br />PROJECT#
<br />04128.002-56061
<br />MODEL: n
<br />4ENB
<br />t
<br />1751- NEUVILLE
<br />GARAGE SWING:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />50 MPH EXP.
<br />A.
<br />L AR NO 93M J
<br />DATE:R 01/17/19
<br />SCALE: 1/4"=1'-0"
<br />°HICs N1
<br />
|