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<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-10
<br />ZONE 1 .8.97 PSF 09.97)
<br />ZONE 2 .17.9E PSF (27.98)
<br />ZONE 3 . 33.53 PSF (43.53)
<br />"A". 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 150MPH
<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 7/16-
<br />O.S.B. OR 12• CDX EXT. PLYWOOD, FOR
<br />CEMEN71TIOUS TILE AND METAL ROOFING, USE
<br />MIN. 518 CDX 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 />AT6' 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 2c4
<br />BLOCKING ALL PANEL JOINTS W/ H V OF GABLE
<br />FND.
<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 />212"
<br />0.1201
<br />170,000
<br />RING
<br />SCREW SHANK
<br />(16-20 RINGS
<br />PER INCH)
<br />ad
<br />SCREW SHANK
<br />2IQ,
<br />0.1201
<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 12" 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 Sd RING SHANK GUN
<br />NAILS AT 6' O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7116" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL
<br />8d RING SHANK GLJN NAILS @ 4" O.C.
<br />TOP & BOTTOM EDGES _
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<br />W .
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<br />a.
<br />TOP CORD BLOCKING ATW
<br />O.C. MAX. IN FIRST2 FRAMING
<br />SPACES AT EACH END.
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING —�
<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />- Sd RING SHANK GUN NAILS
<br />0 6" O.C. IN FIELD'
<br />8d RING SHANK GUN NAILS @ 12" O.C. IN
<br />FIELD or Sd x 212" SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ 12. O.C.-la
<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 ASTM C33.W MMAGGiEGCTE S MSFU4LBE 3W.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />WOOD:
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL. PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVIDE 8% AIR ENTRAINED CONCRETE DPOSOTOEPATHORWEATER
<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 DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC4R 2017, 61h EDITION
<br />ALL EXPOSED EDGES OF CONCRETEAIE TO BECIWAFBEDW.
<br />ALL WOOD FOR BEAMS BEARING WALLS SOLE PLATES TOP PLATES BRACING LEDGERS BLOCKING,
<br />NG
<br />ACI BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE N0. 20R BETTER. Fb. 1100 PSI AND AMODULUSSHALL
<br />SS-14,
<br />FOR STRUCTURAL CONCRETE, ACI590-13/ASCE&13 AISI SPECIFICATION FOR THE DESIGN OF
<br />POLYETHYLENE VAPOR UJDERAl19IABBONGRIXRDYRENE INDICATED ON
<br />BE
<br />ELASTICITY .1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL 8E
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7.10 AND AISC SPECIFICATIONS
<br />WITHHARMERHMEMBRME
<br />DRAWINGS. SEAMS LIMXX18
<br />DMWING8. SEAMS LAPPED BINCHEB AND SEINED WIIHAOFEBNE TAPE
<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 />FORM -WORK:
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DL90DIUM
<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 OA2 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 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 />DRAW NOS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2017, Sh EDITION. SEE NAILING SCHEDULE ON PLANE.
<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
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2, STRUCTURAL LUMBER
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REOUIRED BUT ARE BY OTHERS.
<br />SW' #2
<br />IS COMPLETE. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />WELDED WIRE MESH'
<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 />WELDED WIRE MESH, SHALL BE ASTM A1S5, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />WOOD TRUSSES:
<br />TYPICAL DETAILS, MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATIONS FOR
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />SUPPORTED WITH 2' CHAIRS SPACED T-0"OC, EACH WAY.
<br />STRESSGRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
<br />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />REINFORCING STEEL:
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF DON/ AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />REBAR SHALL BE ASTM ASI S 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 />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A. AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN LOADS:
<br />SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPIA4,'DESIGN NATIONAL
<br />FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 'TPNVTCA BCSI V
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 pd
<br />SUBJECT TO ENGINEER'S REVIEW.
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL-PLATECONNECTED
<br />20 psf TOP CHORD —or—lord
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25' 06 BAR - 38'
<br />WOOD TRUSSES.
<br />10 pef BTM CHORD - -mncw d
<br />A MS BAR - 31BAR - 42'
<br />PROVIDE 98' x 93' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />FOR ADDITIONAL INFORMATION.
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />DEAD LOAD DEAD LOAD
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI ASSA-1982
<br />15 pef TOP CHORD 20 psf TOP CHORD
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTNG
<br />(7 PSI wl ASPHALT SHINGLES) (10 psf w/ No GYPCRETE)
<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 />10 PAf STM CHORD 5 Psi BTM CHORD
<br />MINIMUM 10 INCH HOOK$ OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />DEAD LOAD TO RESIST WIND UPLIFT: 10pd
<br />WALL.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />BALCONY LIVE LOAD 80 pet
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL
<br />WIND: DEAD LOAD SPEED.160 MPH 3-SECOND GUST
<br />(ASCE 7.10 (FBC R2017) EXPOSURE , RISK CATEGORY II)
<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 SUBMITTALTO
<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 WRITTEN 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 pd,
<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 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 SLABGNGRADE
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB
<br />CONTRACTOR SHALL SUBLET PROPOSED MIX DESONS, NTH HISTORICAL STROM DATA
<br />FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT CONCRETE 8UAPSHALL
<br />NOT EXCEED 5" M-PRIOR TO TIE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIFOADITSOFACI 3DI ANDAMMC&4OR
<br />MEASURING. MIXING, TRANSPORTING ETC. OMMIT TTOFTS SWQLBE T&ESTAAPED
<br />WHEN CONCRETE IS HATCHED. THE MAXIMUM TIEALLONEDFROMNHENWATERISADDED
<br />TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED BO MNUTE&
<br />IF FOR ANY REASON THERE 13 A DELAY IN SUCH THATA HATCH IS FELD FOR LONGER THAN
<br />80 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SIWLL BE THE RESPONSES. fV OF
<br />THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMR ANCEWITH TH
<br />ABOVE.
<br />REQUIRED CONCRETE COVERAGE OVER FEW SHALL BE ASFOLLOW3:
<br />A 3'FOR CONCRETE CAST AGAINST AND PERMAMMY EXFOSEDTO EMR100LIDATIOINS):
<br />B FOR CONCRETE EXPOSED TO EAMAlOK MAT1ER,
<br />1-IM FOR 05 AND SMALLER
<br />T FORM AND LARgER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />SIP FOR SLASH, WALLS AND JOISTS
<br />1-12" FOR BEAM AND COLUMN PRIMARY REAFORCEAENT, TEE, STIRRUPS
<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 BY A FLORIDA
<br />'SPECIFICATION MASONRY STRUCTURES' (ACI 53D/ ASCE STMS 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 />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C40, GRADE I" . 1500 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7.10 COMPONENT
<br />RUNNING BOND UNLESS OTHERWISE NOTED, LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />AND 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 0476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3(B'
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL STRUCTURAL
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF e' TO 10'. USE ONLY MECHANICAL VIBRATION
<br />, I STA
<br />CONNECTORS" BY USA, OR EQUAL UNLESS NOTEDOTHERWISEON PLANS, INSTALL CONNECTIONS
<br />TO CONSOLIDATE GROUT.
<br />WITH THE 312E AND NUMBER OF BOLTSMAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
<br />TYPE'W 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 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 3 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 ksl FOR ANGLES, PLATES, AND *SHAPES. STRUCTURAL TUBING SHALL BE ASTM A -SOD, GRADE B,
<br />Fy . 46 ksl. 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 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 />A.U.—
<br />812E
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<br />BPAOK2
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<br />CONTACT THIS ENGINEER FOR SPACING
<br />REQUIREMENTS
<br />EM.9WM0 W011
<br />BULKL PT, SEENOIFe
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<br />NO WASHER
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<br />PT TO STEELC SEE So. DIET-ft?
<br />NOTES .1.E1 BTAGOFPFD EDGE DSi.
<br />i�STA$PLES 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. PA F 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 REQUREMENTOF 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. 1X MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPOONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGYVOOD, FL 327S0
<br />PH: 407-7746078
<br />FAX: 407.771.4078
<br />www.abdesigngroup.com
<br />M: 000332E
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<br />PROJECT#
<br />04128.001-05111
<br />MODEL
<br />4EAB
<br />"1672—ARIA"
<br />GARAGE BVfMG:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />
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