|
FOR ASPHALT SHINGLE ROOF, USE MIN 7/19* STRUCTURAL
<br />SHEATHING EXP 1(24116) or 15/32"STRUCTURAL SHEATHING EXP 1
<br />(32J16), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE 15/32-
<br />STRUCTURAL SHEATHING EXP 1 (32116).(SEE TABLE FOR FIELD AND
<br />EDGE SPACING) SEE DETAIL
<br />ROOF SHEATHING TO GABLE END FRAME USE Sol RING SHANK GUN
<br />NAILSG,V'O.C. EDGEWISE 2X4 BLOCKING ALL PANEL JOINTS W/ IN W
<br />OF GABLE END.
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL REQUIREMENTS
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA.
<br />TENSILE STIR.
<br />SHANK
<br />ASTM
<br />Sd
<br />RINGSHANK,
<br />2 3/9'
<br />0,113
<br />170,000
<br />IRING
<br />IN'
<br />66L20 RINGS
<br />667
<br />FSR,_O
<br />SCREW SHANK
<br />ER INCH)
<br />8d
<br />RING SHANK,
<br />PNEUMATIC
<br />2 Ng'
<br />0,113
<br />I
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE lf2" COX OR 7116'0.S.B. PLY WITH 8d RING SHANK GUN NAILS AT
<br />4-1 O�C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6'O.0 AT
<br />INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM
<br />( INSTALLED PER MANUR SPECS.) SEE DETAIL.
<br />SMkTHMATTACHORMSPA"
<br />I So NAILS 0 4" 0C. ON EDGE AND S' D.C. �N F�ELO
<br />ZONE 2e, 2n, 2r So NAILS C 4" O.C. ON EDGE ANDV'O.C, N F ELD
<br />ZONE 3,3e, 3r. 8d NAILS @ 4" O.C. ON EDGE ANDVOC. IN FIELD
<br />tEM ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />101
<br />cc
<br />z
<br />z
<br />X 0
<br />z
<br />do
<br />8d RING SHANK GUN NAILS 0 4" D.C.
<br />1 TOP & BOTTOM EDGES f
<br />TYP. EXT. SHEATHING ATTACHMENT
<br />a
<br />19
<br />z
<br />z
<br />< 0,
<br />0
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />INUM
<br />MMMON.
<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />MM GABLES -DROP GABLE END & (1) ADDIL DROPPED
<br />TRUSS 2X4 02 SYP OUTILOOKER RAFTER Wt BLOCKING 0
<br />lulo C IF No DROPPED GABLE END, ATTACH 20 42 SYP
<br />BLOCKING @ 16- O.C. FIRST 4 BAYS Wl (2)12d NAILS EA.
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />BLOCKING PER NAILING SCHEDULE
<br />�l RING E.ANKI GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT"
<br />TABLE FOR FIELD SPACING
<br />C#8 Z' DECK SCREWS 0 U'-9'0.C, MAX 0
<br />EQGES & 1Z� O.C. MAX IN FIELD UNTFJREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUS -FLOOR SHEATHING)
<br />ryp. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />X*Ula
<br />,X0
<br />eo"_
<br />. . . . . . . . .
<br />ROOF �LND DESIGN PRESSURES
<br />7IS
<br />ZE. Z NE.- .1
<br />ZON— ZONEI—SE0
<br />ZONE 2,
<br />"I 1- 1. E TV
<br />. N
<br />EXECA V'
<br />AM22=1.
<br />INI—R.—IlIVENT -I.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />I—.
<br />RE_.
<br />E—No
<br />I
<br />"I I—
<br />-I
<br />IENO..
<br />I ET
<br />BID, . EXT DOOM
<br />— DOL
<br />S'
<br />_E__
<br />D,
<br />I I 'Al
<br />SEE NOTES
<br />I Ir? LONG
<br />I—ERED
<br />1.
<br />21 1— �
<br />I' EDOE IT
<br />I
<br />MOUL
<br />FASTENED
<br /> TO
<br />INFER FOR SPA
<br />ING
<br />n, SEE NOTE I
<br />NAL I I—ONG
<br />NTO—_
<br />REQUIREMENTS
<br />—No
<br />(Z) I--
<br />1 II—SED .
<br />NZ
<br />XON DS
<br />ELICK . I'T. SEE NOTE I
<br />I . —
<br />DST, I 00EDET
<br />TO St -AB
<br />IZH 3-E.E
<br />PT TO STEELOO. SEE I 111 2 IW I.— I' I- DIST III'
<br />NOTES WASNEN
<br />lIgn*
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, ONDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND OR NOA
<br />3. ALL FASC4A MATERIAL $HALL BE HAND FRAMED
<br />4� PAF SHALL BE HILTI X41F HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />5. FASTENER SPACING FOR THE BUCKS $HALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAJLED ABOVE
<br />1.111.1�VVA"l DOOR lUll SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW IRAME EXCEPT FIR AN IRIIR ING DOOR 11 AIII DOOR FIE 11MENIERIARE "LID11
<br />_ RS ARE SECURED Wl TAPCONS OR PAF TO THE SUBSTRATE.
<br />MEM
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WTH JOB SPECIFICATIONS AND
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS 140T SHOWN
<br />ON STRUCTURAL DRAWNGS. APPLICABLE BUILDING CODE STANDARDS: FBCA 2020,7th EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, TMS 4021602-18 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD�FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 746 AND AISC SPECIFICATIONS
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWNGS ARE INTENDED TO BE TYPICAL AND
<br />$HALL 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 SHAU. CONFORM TO ASTM C33fC33M. M"MlJM AGGREGATE SIZE SHALL BE 311r.
<br />PROVIDE 6% AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />ALL E)POSED EDGES OF CONCRETE ARE TO BE CRkMFERED 31C.
<br />PROVIDE 6 MIL CONTINUOUS POLYETHYLENE VAPOR HARMER MEMBRANE UNDER ALL SLABS-OWGRoUND WHERE INDICATED ON
<br />DRAVINGS. $EAMS LAPPED 6 INCHES AND SEALED WTH ADHESIVE TAPE.
<br />FIMI
<br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />AND FOOTINGS $HAUL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTH ACI 347 LATEST
<br />EDITION,'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<br />VM
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPR
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />CRIPPLERS, BILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF
<br />ELASTICITY = 1,400,000 PSI, ALL WOOD IN CONTACT NTH 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 PCIF FOR DOT OR MORE. NAILS, $PIKE, BOLTS USED
<br />W1 DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />CONTAINS MORE THAN WOF HEARTWOOD.
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD, DO NOT SCALE THE
<br />DRAWINGS. FOLLOWWRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUISIOW FRW THESE PLANO:
<br />MINIMUM NAILING PER FBCR 2020, 7th 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 STRUCTURALDEPENDING
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH a STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />Syp 02
<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 />WIEUM WRE MWH:
<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 A10641AI064M, GRADE 65 AND BE PLACED IN ACCORDANCE NTH THE
<br />Vvcm Tpjjsm:
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WTH 2* CHAIRS SPACED T-W OC, EACH WAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THEWATIONAL DESIGN SPECIFICATIONS FOR
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOAM
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHAUL BE SIGNED AND
<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 />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />DESM LOAN:
<br />ROOF LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />20 pst TOP CHORD --oncurrent
<br />10 pIf BTM CHORD omcurrent
<br />DEAD LOAD DEAD LOAD
<br />�5 pf TOP CHORD 20 pf TOP CHORD
<br />7 psf III/ ASPHALT SHINGLES) (10 pf.1 No GYPCRETE)
<br />1 0 P.f STM CHORD 5 pf STM CHORD
<br />OFAD LOAD TO RESIST VIAND UPLIFT: 1 Opf
<br />BALCONY LIVE LOAD 60 pst
<br />STAIRS LIVE LOAD 40 pSf
<br />WIND: DEAD LOAD SPEED =150 MPH 3- SECOND GUST
<br />(ASCE 7-16 FBC R2020) EXPOSURE B, RISK CATEGORY 11)
<br />LIVE LOADS: UNINHABITABLE ATTIC WTHOUT STORAGE: Mod, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20pf, HABITABLE ATT CS AND ATTICS SERVED WTH FIXED STAIRS: 30pf, BALCONIES (EXTERIOR)
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD INTILL COMPONENTS 50pf, PASSENGER
<br />VEHICLE GARAGES. 5OPSf, ROOMS OTHER T14AN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30pf, STAIRS:
<br />40PVf
<br />*WmAwmp"Ew.
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WTH 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, ELIEVATIONST DIMENSIONS, ETC.
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT
<br />DRAWINGS SUBMITTED WTHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />WTHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />DOCUM ENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />WRITING BY THE ARCHITECT.
<br />FMINDAMM SRE PREPARATION:
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSI, FOOTING
<br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D-1557. TREAT ALL
<br />SOIL FOR TERMITE PROTECTION.
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
<br />SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
<br />GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
<br />rONTRACTOR8 EXPENSE. AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE
<br />MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
<br />BE MADE By THE GEO-TECH. ENGINEER.
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS
<br />2 5 0 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />3:0000 PSI REGULAR MIGHT FOR BEAMS, COLUMNS, AND 5- STRUCTURAL TERRACE SLAB.
<br />CONTRACTOR SHALL SUBMIT PROPOSED WX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5'q- PRIOR TO THE ADDITION OF PLASTICIZER
<br />-i Ez
<br />REBAR SHALL BE ASTM A61SA615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRACE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />Wl 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 BAR$ $HALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR 25" #6 BAR 36"
<br />#5 BAR 30" #7 BAR 42"
<br />PROVIDE 36'. 36"CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION.
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />WALL.
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />MAWNRY'
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR Y
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), A, =RISHED BY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />ALL BLOCK WALL$ SHALL BE TWO-CEUL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE ft� = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />RUNNING BOND UNLESS OTHERWISE NOTED, LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />PLACING CONCRETE FOR I N-WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH
<br />ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />SPECI FICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL RAVE A MAXIMUM 318-
<br />COURSE AGGREGATE, AND $HAUL BE PLACED VW A SLUMP OF F' TO 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />TYPE "W" OR "S' MORTAR SHAUL 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 />SHAUL BE 3/8" THICK UNLESS OTHERNSE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />CELLS TO BE FILLED.
<br />FILLCM CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDIOR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL RESAR 6 X BAR NO� (48 BAR DIAMETERS)., U.N.O.
<br />I
<br />Lzj 0i.
<br />TH 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/A36M' Fy = 36 Im FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A5oo/A500M, GRADE 8, Fy = 46 ku. STRUCTURAL PIPE SHALL BE ASTM A53IA53M, GRADE B, TYPE E OR S, Fy
<br />35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP,
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUSUE-NUT LEVELING. ALL
<br />OTHER BOLTS SHALL BE ASTM F3125IF3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN-OFF-TH&NUT METHOD,
<br />CONCRETE SHALL COMPLY NTH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94IC94M OR MEASURING, MXING, TRANSPORTING, ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />ETC. CONCRETE TICKETS $HALL BE TIWE-STAMPED WHEN CONCRETE IS HATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
<br />WATER IS ADDED TO THE WX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON
<br />THERE IS A DELAY IN $UCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED, IT SHALL
<br />BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WITH THE ASM.
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A. Y FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
<br />S. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER
<br />I-IlT FOR 05 AND SMALLER
<br />TFOR 06 AND LARGER
<br />C, FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4- FOR SLABS, WALLS AND JOISTS
<br />1-1/2"FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />CONNECTOR PLATES $HALL BE A MINIMUM THICKNESS OF 0.036'AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446/A446M. GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPt-14, DESIGN NATIONAL
<br />STANDARDS FOR METAL-PLATE-CONNECTED-WOCID TRUSS CONSTRUCTION:, AND BCSI LATEST EDITION'
<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 WTH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTH ANSUASCE 7 88:1990.
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL,
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE P LANS ARE TO BE USED AS A GUIDE FOR BEARI NG
<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 />AFF CT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS $HALL BE NOTIFIED TO THE
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />FROM DE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />LICENSED PROFESSIONAL ENGINEER.
<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 />PROVIDED BY THE TRUSS ENGINEER.
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />OF THE DELEGATED TRUSS ENGINEER. WND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />AND CLADDING WND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />LLA
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FIL 3' 1750
<br />PH: 407-774-6�78
<br />FAX: 407-77"078
<br />www.abd'esigngroup.com
<br />AA#;0003325 J
<br />DRAFTING BY:
<br />A.B. DESIGN GROUP
<br />DRAFTING INC.
<br />5439 BEAUMONT CENTER BLVD.
<br />S ITE 1004
<br />TAMPA, FLORIDA 336341
<br />PH : 8:'
<br />FAX: =216.282
<br />in
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<br />BUDDIV. a. L07N
<br />SILVERADO
<br />LOT #5
<br />BLK #10
<br />PROJWTIP
<br />03719.000-05102
<br />MODZU
<br />2368-D
<br />GAP.Aam 8wDrG:
<br />LEFT
<br />PAGIC:
<br />DETAILS
<br />%150,UPH EW%
<br />URI
<br />I -DA—TM-: 06/09/21
<br />mcAum 1/4"=V-0"
<br />MT
<br />SN1
<br />
|