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<br />GABLE ENO
<br />rF�F HW WOOF
<br />ROOF WIND DESIGN PRESSURES
<br />Nt:i (GROSS) ASCE 7-10
<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: 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 1/2" CDX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS 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 8' O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />RCOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAILS @ 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. CIA.
<br />SHANK
<br />TENSILE STR.
<br />SHANK
<br />8d
<br />RING SHANK,
<br />2112"
<br />0.120"
<br />170,000
<br />RING
<br />SCREW SHANK
<br />(16-20 RINGS
<br />PER INCH)
<br />8d
<br />SCREW SHANK
<br />21/2'
<br />0.12W
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4'
<br />2. INTERNATIONAL $TAPE, NAIL & TOOL O.C. MAX. IN FIRST 2 FRAMING
<br />ASSOCIATION (ISANTA) ESR-1539 SPACES AT EACH END.
<br />RAFTER OR TRUSS -
<br />ROOF SHEATHING -
<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 Sd 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 />Bd RING SHANK GUN NAILS @ 4" O.C.
<br />TOP & BOTTOM EDGES
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<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />ed RING SHANK GUN NAILS
<br />La 6" O.C. IN FIELD
<br />TYP. EXT. SHEATHING ATTACHMENT FOR ROOF SHEATHING
<br />TO BE STRUCTURAL GRADE
<br />CSd RING SHANK GUN NAILS C& 12" O.C. IN
<br />FIELD or 8d x 21/2"SCREW SHANK
<br />PNEUMATIC SCREW -NAILS IS, 1 Z' 0.rs,.jN
<br />FIELD J\
<br />TYP. 3l4" 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, 61h 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 710 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 SHOWN.
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE W.
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 311r.
<br />PROVIDE 6401. CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLPBSONGROUND WHERE INDICATED ON
<br />DRAWINGS. SEAMS UPPED 61NCHES AND SEALED WITH ADHESIVETAPE
<br />FORM -WORK:
<br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
<br />"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<br />WOOD:
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF
<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. FD - 1100 PSI AND A MODULUS OF
<br />ELASTICITY. 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />CONTAINS MORE THAN IA" 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, 6th 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
<br />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 />SIP #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 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 A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />WOOD TRUSSES:
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />TYPICAL DETA,LS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
<br />SUPPORTED WITH 2" CHAIRS SPACED 3'-0' OC, EACH WAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATIONS FOR
<br />REQUIREMENTS AND SLAB THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />-ON -GRADE
<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 0.036" AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />ACCORDANCE W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
<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 TPI-14, "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 'TPI/WTCA BCSI 1"
<br />ROOF: LIVE LOAD FLOOR LIVE LOAD 40 psf
<br />SUBJECT TO ENGINEERS REVIEW.
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />20 psf TOP CHORD-nonconcurtent
<br />7Yp. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" 66 BAR - 36'
<br />WOOD TRUSSES.
<br />10 psf BTM CHORD -^D^- -unent
<br />85 BAR - 30" A7 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 />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />1
<br />DEAD LOAD DEAD LOAD
<br />15 psf TOP CHORD 20 psf TOP CHORD
<br />(7 psf W ASPHALT SHINGLES) (10 psf w/ No GYPCRETE)
<br />10 psf BTM CHORD 5 psf BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT:1 Opst
<br />BALCONY LIVE LOAD 60 psl
<br />WIND: DEAD LOAD SPEED -150 MPH 3. SECOND GUST
<br />(ASCE 7-10 (FBC R2017) EXPOSURE B, RISK CATEGORY IO
<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 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 pst,
<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 ENGINEERS REQUIREMENTS SHALL BE RE -COMPACTED AND
<br />RETESTED AT THE CONTRACTOR'S 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 2B 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 MIX DESIGNS, WITH HISTORICAL STRENGTH DATA
<br />FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLURP SHALL
<br />NOT EXCEED S. .1_ PRIOR TO THE ADDITION OF PL STICIZM
<br />CONCRETE SHALL COMELY WITH ALL THE REQUIREMIWS OF ACI 301 AND ASTM G44 OR
<br />MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIMESTALPED
<br />WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED
<br />TO THE MIX LMTL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES.
<br />IF FOR ANY REASON THERE IS DELAY IN SUCH THAT A BATCH IS FEW ER FOR LONGTHAN
<br />90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBILITY OF
<br />NEEN 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 r FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH FOUNDATIONS):
<br />B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER
<br />1-12' MA FOR 05 AND SMALLER
<br />2' FOR U6 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314' FOR SLABS, WALLS AND JOISTS
<br />1-12' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI ASS.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 OUT 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 530/ ASCE S/TMS 402, BUILDING CODE REQUIREMENTS FOR
<br />LICENSED PROFESSIONAL ENGINEER
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
<br />PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
<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 />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 f1n - 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. WIND 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 G-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8'
<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 W 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 GROUTAT 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 />A36, Fy . 36 ksi FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM A500, GRADE B,
<br />Fy - 46 ksi. STRUCTURAL PIPE SHALL BE ASTM53, GRADE B, HYPE E OR S, Fy - 35 ksi. 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 />APPLMd- I EDT TYPE SPAGNG AEMAAKS SEE SEE DET SEE 3FE DE
<br />APRICATMIN SIZE TYPE SPACING AFAIAAK.S
<br />Pi RIARN S TO CASE HARDENED G-E COIL 6, OD ODOR BUCI( DETAK ETAx DAA TAx
<br />IHMSONgYIC�NC. NAIL I II?LONG. TO MASOMIYA;OlC.
<br />SGDIALEXT. DOORS CASE HARDEED CqL Y' OX: WNDDWIDOCN FASTENED -E DOOR &1C1( SEE DETAL SEE DETM SEE OETpx SEE-
<br />- e ,SEE NOTE. WVLI IM'LONG. STAOGEAED INTO AASONAY/GONG. TO MASONAVM°ONC.
<br />DDw EACH( CASE IWADEEDI O sac WNDOWiDOONFASTEED ETU ME To CONTACT THIS ENGINEER FOR SPACING
<br />SEE NOTEe rualvr LONG. S-E.ID 10AsoHnrrcAHc. AAsaNmlcoNc. REQUIREMENTS
<br />E%T. SWNO GOON tlA•• TAFGON• II/Y EMIED, TEND. NONdFAPoNG WOW IVY° E%PANSNNJ A•F1B3E.A•END
<br />PT,. NDTE6 NO WA6HE FASTNEq IYOC DIST.. I- EDGE DIST. I. TDCONO. SLAB WIWASHER� DOLT Y60L DST., 3• EDGE DST.
<br />h Pf WNDO SE 30°WAF3zl Y'QC SEDIIVY
<br />PT t0 S1EL GOE., BEE A,l 0.9HEq� STAGGEED EDGE GE DISGIST.
<br />E.
<br />NOTES
<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 MANUFACTURERS 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 NQA OR THE SPACING DETAILED ABOVE
<br />8. 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. lx MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441. N. RONALD REAGAN BLVD.
<br />LONGWOOD, R. 32750
<br />PH: 407-7746078
<br />FAX: 407-774-4078
<br />www.abdosign9foup.com
<br />AA #: 0003325 _ _.
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<br />4EHB
<br />"2605-HAYDEN"
<br />GARAGE SWUNG:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />150 MPH EXP. B
<br />DATE: 08/16/18
<br />SCALE:=11-0•,
<br />SiIEET
<br />S 1
<br />
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