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<br />GABLE-EW
<br />wL
<br />ROOF WIND DESIGN PRESSURES
<br />NET A 7-10
<br />ZONE i = 23.79 PSF (33.7S)
<br />ZONE 2 = 39.48 PSF (49.48)
<br />ZONE 3 = 67.16 PSF (77.16)
<br />"A"= 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />WIND EXPOSURE: "C"
<br />RISK CATAGORY: 11
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT 10.18
<br />ROOF DNPHRAOIA
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
<br />O.S.B. OR 1/2' CDX EXT. PLYWOOD, FOR
<br />CEMENTfTIOUS TILE AND METAL ROOFING, USE
<br />MIN. 518 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 />Ed GUN NAILS 0 4- O.C. EDGEWISE 2X4
<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 STR.
<br />SHANK
<br />8d
<br />RING SHANK,
<br />21T
<br />0.120"
<br />170,000
<br />RING
<br />(18-20 RINGS
<br />SCREW SHANK
<br />PER INCH)
<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 (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 />8d RING SHANK GUN NAILS @ 4" O.C.
<br />TOP & BOTTOM EDGES
<br />LL
<br />Z
<br />= U
<br />Do
<br />m O
<br />2
<br />a Y
<br />2
<br />C7
<br />Do N
<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 LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMW
<br />Bd RING SHANK GUN NAILS
<br />6* O.C. IN FIELD'
<br />C8d RING SHANK GUN NAILS 0 12" O.C. IN
<br />FIELD oT 8d x 2 1/1' SCREW SHANK
<br />PNEUMATIC SCREW -NAILS Q 12" 0.0-
<br />FIELD /\
<br />TYR 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />1 EWER& NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SIAII CONFORM TO ASTM C33. MAXIMUM AGGRECATE SIZE SHALL BEY4.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />Wow:ARCHITECTURAL,
<br />MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVIDE 8%AIR ENTRAINED CONCRETE OffO3ED TO FNBNORWEATfIBt
<br />NON -SEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS, APPLICABLE BUILDING CODE STANDARDS: PBCR 2017. 6th EDITION
<br />ALL pPpg®EDGES OF CONCRETE ARE TO BE CHAMFERED 3l4'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />AG 318-14. BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SWILL BE SOUTHERN PINE NO. 2 OR BETTER FD - 1100 PSI ANDA MODULUS OF
<br />FOR STRUCTURAL CONCRETE, ACI 6MEMBARSE S73 ANSI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE 6-AIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE ISDBRALL SPBSONGPOUNO WHE+E INDKATEDON
<br />ELASTICITY = PSI. ALL WOOD IN CONTACT WITH CONCRETE CONCRETE BLOCK SHALL
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND RISC SPECIFICATIONS
<br />DRAWINGS. SEMIS LAPPED B INCHES AND BENIDNTRIPDFESIVE TAPE
<br />TREATED. D. A
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL ORES
<br />SHALL BERATED TO RETENTION LEVELS OF 0.25 PCP OF A BORATE PRESERVATIVE TREATMENT: GSODIUM
<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 />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 PORWWORK,
<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, 6tlt 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 STRl1CTURAL ITEMS
<br />OF THE WORK.
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRl1CTl1RAL.OEPENDING PROVIDE SOLID BLOCKING LADDER ALL POINT LOADS AND HOOD COLUMNS WITH 2x STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAYBE 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 />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 />DESIGN LOADS:
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />20 psf TOP CHORD -norvco mTenl
<br />10 psf BTM CHORD n-conoumnl
<br />DEADLOAD DEAD LOAD
<br />18 Ref TOP CHORD 20 psf TOP CHORD
<br />Q psf By ASPHALT SHINGLES) (10 psf W No GYPCRETE)
<br />10 ps/ 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 pef
<br />WIND: DEAD LOAD SPEED=1l0 WIN 3-SECOND GUST
<br />(ASCE 7-10 (PBC R2017) EXPOSURE C, RISK CATEGORY ILA
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 1OPSf, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20ps/, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30ps1, BALCONIES (EXTERIOR)
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD [WILL COMPONENTS: 50psf, PASSENGER
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40pef, SLEEPING ROOMS: 30psf, STAIRS:
<br />40psf
<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 CONIRACTORTO 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 />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 ARCHITECT.
<br />FOUNDATIOW SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FORAN ALLOWABLE SOIL BEARING PRESSURE OF 2.000 Po/, FOOTING
<br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF TRUE
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1657. TREATALL
<br />SOIL FOR TERMITE PROTECTION.
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEERTO VERIFY
<br />SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
<br />GEO-TECHNICAL ENGINEERS REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
<br />CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT, WRITTEN CERTIFICATION THAT THE
<br />MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN NET SHALL
<br />BE MADE BY THE GEO-TECH, ENGINEER.
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />OOP 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 NIX DESIGNS WITH HSTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRORTO
<br />CONCRETE RACBAENT. CONCRETE SLUAP SHALL NOT EXCEED V M- PRIOR TO THE ADDITION OF PUSTICOR
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C84 OR MEASURING, MNNG, TRANSPORTING ETC.
<br />CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCH®. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS
<br />ADDED TO THE MX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MMJM& IF FOR ANY REASON THERE USA
<br />DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE
<br />RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
<br />COMPLIANCE WITH THE ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER PEW SHALL BE AS FOLLOWS:
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY DPOSEDTO EARTH RLI RATION R
<br />B FOR CONCRETE EXPOSED TO EARTH ANDOR WEATHER
<br />1-1/! FOR X5 AND SAALLER
<br />T FOR MB AND LARGER
<br />C. FOR CONCRETE NOT EXPOSE) TO WEATHER
<br />314' FOR SLABS, WALLS AND JOISTS
<br />1-112' FOR BEAM AND COLUMN PRIMARY RENFORCBAENT, TIES STIR UPS
<br />WELDED WIRE MESH;
<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 />SUPPORTED WITH T CHAIRS SPACED 3'-0" OC EACH WAY.
<br />REINFORCING STEEL;
<br />REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTMASiS
<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 ACI STANDARDS AND SPECIFICATIONS.
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 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 />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE WATIONAL 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 DRAWINGS,
<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�PLATECONNECTED-WOOD TRUSS CONSTRUCTION:, AND TPINVTCA 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 WITHANSI A58.1-1982.
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS,
<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 />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />WALL
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE 70 BE USED AS A GUIDE FOR BEARING
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<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 />00 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 />WITHOUT THE APPROVAL OF THE ENGINEER,
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />MAWNRY-
<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 />"SPECIFICATION MASONRY STRUCTURES" (ACI 5301 ASCE 5NTM8 402, BUILDING CODE REQUIREMENTS FOR
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIESM AS
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
<br />PROVIDED BY THE TRUSS ENGINEER
<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 SIUPERCEDE THOSE
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C50, GRADE fin = 1500 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ONASCE 7-10 COMPONENT
<br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ADD CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />ALL TRUSS TO TRUSS CONNECTIONS,
<br />ASTM 0�76, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MD SHALL HAVE A MAXIMUM 3/8'
<br />CONNECTORS' BY USN, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
<br />COURSE AGGREGATE, AND SHALL BE PLACED VWA SLUMP OF 8' TO 10". USE ONLY MECHANGL VIBRATION
<br />WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
<br />TO CONSOLIDATE GROUT.
<br />LATEST CATALOG.
<br />TYPE 'M' 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 />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 AND/OR 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 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 />ASS, Fy = 36 kal FOR ANGLES, PLATES, AND WSHAPES, STRUCTURAL TUBING SHALL BE ASTMA500, GRADES,
<br />Fy = 46 kM. STRUCTURAL PIPE SHALL BE ASTM53, GRADE B, TYPE E OR S, Fy = 35 ksl. TUBE AND PIPE
<br />COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<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 TU NOFF-THE-•TUT METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL, JOLTS ARE TO BE STEEL.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />AfPLIGlION
<br />91E
<br />TYPE
<br />BPAgNG
<br />PEMAaB
<br />APPLIGTKXI
<br />S�
<br />TYPE
<br />SMQNG
<br />REIMPoB
<br />1GPTFUPRNG IO
<br />LASE HARDEN®LOW
<br />GARAGE DOOR aILtt
<br />1M'DN
<br />TAPLON Ali9JMY
<br />ttR"EARED„PEPDDST.,
<br />MABdlRYILONC.NAll1fYl
<br />LONG.
<br />90C
<br />TO fAASONRYICONL.
<br />NO WASHER
<br />FASTENER
<br />S•�
<br />11R"EOCE DST.
<br />90O, AL.IXT.000R9
<br />CABS HARDENED DOLL
<br />A'OIC
<br />WNOOW/OOORIFABTENED
<br />D-E DOOR MILK
<br />1/Y ON. W/
<br />EXPAN910N-T
<br />yP 01C
<br />4"EM8E0., 1"ElOD19T,
<br />11 PT, 9EENOTE9
<br />NNL1 -LONG.
<br />9TAOOEHEO
<br />INTO MASONRYIWNC.
<br />TO MA80NRY/WNL.
<br />WASHER
<br />S"EDGE D6T.
<br />WNDOWaNK
<br />CASENARDENEDLox
<br />9.00
<br />WNDOW/DOOR/fYSTENEO
<br />METALSTRAPTO
<br />CONTACT THIS ENGINEER
<br />FOR SPACING
<br />1r M,SEENTEB
<br />NNLI LOAD.
<br />STAOGERfp
<br />NTOMlsoraYaDrvL.
<br />Mworvrrvrcorvc.
<br />REQUIREMENTS
<br />EXT. 9NNG DOaR
<br />(2)9ne'DLA
<br />IA-
<br />11D•EMBED, B'ETD.
<br />NON6FAPoNG W000
<br />iR- E%PAN5CN 1'EMBFD.1'ENO
<br />2PQC
<br />BUCK PT, SEE NOTEe
<br />NO-.m
<br />FASTNER
<br />tB'OK:
<br />DIST., 112• DIST.
<br />WALL IO CONC.9U3
<br />WI WASHER BOLT DUST.. 3"E-IST
<br />""WNDOW BJG 0.138•PAf K219" TEND. D18T.,11?
<br />PT TO SNDTL. L., SEE wlwA&IER STAGGERED EDGE 04T.
<br />KITES
<br />1. S�TAP S 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 MANUFACTURERS SPECS AND/OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HILT 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 EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. III MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-774.4078
<br />www.abdes4ftmup.com
<br />AA #: 0003325
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<br />ABBOTT PARK
<br />LOT #25
<br />BLK, #8
<br />PUOJWT- 2
<br />MODEL•
<br />4EBB
<br />"1828-CALL"
<br />GAP.AGE 9WIN0:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />160 MPH EXP. C
<br />DawT
<br />ATA 11/20/19
<br />SCALE: 1//4"=V-0"
<br />s �1V 1
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