|
GABLE -END
<br />i A
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-1 0
<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'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 MPH
<br />WIND EXPOSURE: "B"
<br />RISK CATAGORY: It
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT -- 0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7116'
<br />O.S.B. OR12" CDX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />" MIN. 5/8 COX EXT. PLYWOOD, WITH 8d RING
<br />_ SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
<br />PANEL EDGES AND 8d RING SHANK GUN NAILS
<br />AT S" O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />Sd GUN NAILS 0 4" O.C. EDGEWISE 2x4
<br />BLOCKING ALL PANEL JOINTS W/ IN W 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 />Sd
<br />RING SHANK,
<br />21/2"
<br />0.120"
<br />170,000
<br />I G
<br />SCREW SHANK
<br />6-0 RINGS
<br />PER2
<br />8d
<br />SCREW SHANK
<br />21/2"
<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/Y' CDX OR 7/1&' O.S.B. PLY WITH Sd RING
<br />SHANK GUN NAILS AT C O.C. AT PANEL SIDES
<br />AND Bd RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND Sd RING SHANK GUN
<br />NAILS AT W O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/16' ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />Sd RING SHANK GUN NAILS @ 4" O.C.
<br />TOP & BOTTOM EDGES
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<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />.� DER OR Tu ^SS—�
<br />Emm
<br />hl(,l I I
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />8d RING SHANK GUN NAILS .
<br />6" O.C. IN FIELD
<br />TYP. EXT. SHEATHING ATTACHMENT FOR ROOF SHEATHING ( .B.
<br />TO BE STRUCTURAL GRADE
<br />�-• Sd RING SHANK GUN NAILS ® 12' O.C. IN
<br />FIELD or 8d x 212" SCREW SHANK
<br />PNEUMATIC SCREW -NAILS 0 12' 0.E).jN
<br />FIELD J\
<br />TYP..' 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 2017, BIN EDITION
<br />ACI 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, ASCE 7-10 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 SHOWM.
<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 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 RE ND. S A FOUND. EP NCE O
<br />DESIGN LOADS:
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />20 psf TOP CHORD --mirrent
<br />10 paf BTM CHORD-nan-wnwrrent
<br />DEAD LOAD DEAD LOAD
<br />15 pat TOP CHORD 20 Pef TOP CHORD
<br />(7 psf w/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETE)
<br />10 psf BTM CHORD 5 pef BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: IDpsf
<br />BALCONY LIVE LOAD 00 Pat
<br />STAIRS LIVE LOAD 40 PSI
<br />WIND: DEAD LOAD SPEED -160 MPH 3- SECOND GUST
<br />(ASCE 7-10 (FBC R2017) EXPOSURE 8, RISK CATEGORY 10
<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 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
<br />THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.
<br />SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON-
<br />TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WAiI77EN PERMISSION FROM
<br />THE ENGINEER.
<br />IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS
<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 PSI,
<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
<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 RE 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 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 HISTORICAL STRENGTH DATA
<br />FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE $LIIMP SHALL
<br />NOT EXCEED S H- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMEKS OF ACI 301 AND ASTMC44 OR
<br />MFASMONG, 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 MIX UNTIL 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 />SO MNUTES, THE CONCRETE SHALL NOT BE PLACED. IT SWILL 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 />REOUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATDNSr
<br />S. FOR CONCRETE EXPOSED TO EARTH ANDOR WEATHER
<br />"W FORMS AHD SMAL ER
<br />, FOR MS AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3W FOR SLABS, WALLS AND JOISTS
<br />I.1R" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/C.
<br />WOOD:
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/1'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />PROVIDE 64AL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDERAll BIABS-0N-GROUND WIVE INDICATED ON
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb - 1100 PSI AND A MODULUS OF
<br />PROVIDES. SEAMS TAPPED S INCHES AND SEALED WITH ADHESIVE TAPE.
<br />ELASTICITY = 1,400,0110 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED, WOOD FOR NONSTRUCTURAL USES
<br />RATEDSHALL BE TO I
<br />I(DOT�LAT UM
<br />FORMWORK:
<br />CORROBORATETETRAHEDRAL WOOD FORS STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<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 />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 FORM -WORK.
<br />CONTAINS MORE THAN %' OF HEARTWOOD.
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBR 2017, SIN 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 THEYARE NOT CONSIDERED TO BE STRUCTURALDEPENDING PROVIVI DE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOF COLUMNS WITH h STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />SYP
<br />WELDED WIRE MESH:
<br />WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 05 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 2' CHAIRS SPACED TW 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 AG 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: M4 BAR - 25" NB BAR - W'
<br />p5 BAR - 30' 87 BAR - 4Z'
<br />PROVIDE 38' 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 />WOOD TRUSSES:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />SEALED BY 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 'TPIAWTOA 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 WITH ANSI A58.1-1982.
<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 SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED 8, 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 Pm = 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 BEAMS BEFORE
<br />OF THE DELEGATED TRUSS ENGINEER. VIAND 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 WITH
<br />AND CLADDING WIND 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 70 TRUSS CONNECTIONS.
<br />SPECIFICALLY NOTED OTHERWISE 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 10". 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 BOLTSMAILS 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 318" 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 />STRUCTURALSTEEL:
<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 />A38, Fy = 36 W FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
<br />Fy = 48 ksl. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 W. 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 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 />APP 1-04
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<br />NNL I ITT LONG.
<br />TO MASONRY,x%lNC
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<br />I. PT, SEE NOTES
<br />CASEHARDENED-
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<br />e•oc
<br />`MNDOWaJ00Rl FASTENED
<br />METU STRAP To
<br />CONTACT THIS ENGINEER FOR SPACING
<br />tr PT, SEE NOTES
<br />NNL 11?LONG.
<br />STAGGERED
<br />HMO MA90NRY.CUNC.
<br />MPaONRYI CCNC
<br />REQUIREMENTS
<br />FM.SMNO DOOR
<br />Ib 3'1B91A
<br />TAPUXT
<br />11/Y EAIBEO,SEID.
<br />NOIYaEM1R1NO_
<br />tr EKPPNSION 22.00 A'EMSEO. <'END
<br />Bl1CK ]r PT. BEE NOTED
<br />NO WASHER
<br />FASTNER
<br />iCOF
<br />GIST.. 1112' EDGE dST.
<br />WALLTO CDIF. SIAa
<br />WI WASHER BOLT .]•EDGE paT.
<br />L PT WINDOW SIGN 0.1]8°PAFa21/d' 4"OIC A'FND pST.,11YY
<br />PT To STEEL COL., SEE 4VI WASHER STAGGERED EOOE dST.
<br />NOTES
<br />NOTEO
<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. PAP 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 W DER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. lx MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W TAPCONS OR PAF TO THE SUBSTRATE.
<br />i44i N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774.6078
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