|
r
<br />GMLE-CND I --"
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-16
<br />ZONE 1 = 53.20 PSF (63.20) ZONE 3 = 6120 PSF (71.20)
<br />ZONE 2e = 61.20 PSF (71.20) ZONE 3e = 70AO PSF (80.80)
<br />ZONE 2n = 70.80 PSF (80.60) ZONE 3r = $3.80 PSF (93.80)
<br />ZONE 2r = 70,80 PSF (80,80)
<br />"A"=4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />EXPOSURE CATEGORY: "C"
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT: 4 0.18
<br />ROOF DAPIIRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 19/32" STRUCTURAL SHEATHING
<br />EXP 1 (40120), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN.
<br />19/32" STRUCTURAL SHEATHING EXP 1 (40720).(SEE TABLE FOR FIELD
<br />AND EDGE SPACING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE 1 Od RING SHANK GUN
<br />NAILSM4"O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/IN 4'OF
<br />GABLE END.
<br />ROOF/ WALU FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL REQUIREMENTS
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DA.
<br />TENSILE STIR.
<br />SHANK
<br />ASTM
<br />10d
<br />RING SHANK
<br />2 1/2'
<br />0.131
<br />F1667
<br />SCREW SHANK
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />RSRS-03
<br />Btl
<br />RING SHANK
<br />2 3/B"
<br />0.113
<br />F1667
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />8tl
<br />RING SHANK,
<br />PNEUMATIC
<br />2 3/8'
<br />0.113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE 1/2" CDX OR 7116" 0_S.8. PLY WITH ed RING SHANK GUN NAILS AT 4"
<br />O.C. AT PANEL SIDES AND 8tl RING SHANK GUN NAILS 4" OC. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 8' OC. AT
<br />INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />ROOF SHEAT M ATTACHWENT SPACING
<br />ZONE 1: 10d NAILS G 4" O.C. ON EDGE AND 6" O.C. IN FIELD
<br />ZONE 2e, 2n, 2r 10d NAILS a 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3r 10d NAILS C 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />NM ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />Bd RING SHANK GUN NABS ®4'QC.
<br />TOP 6 BOTTCMmGE3
<br />TYP. EXT. SHEATHING ATTACHMENT
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />z
<br />so
<br />m
<br />U BUILDING LENGTH U
<br />ROOF SHEATHING LAYOUT.
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE: GABLES -DROP GABLE END &(1) ADUL DROPPED
<br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W BLOCKING
<br />16"O.C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP
<br />BLOCKING @ 16" O.C. FIRST 413AYS W (2)12d NAILS EA
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />BLOCKING PER NAILING SCHEDULE
<br />a B 10d RING SHANK GUN NAILS -
<br />�� SEE"ROOF SHEATHING ATTACHMENT"
<br />o TABLE FOR FIELD SPACING \ °
<br />TYP. EXT. SHEATHING ATTACHMENT FOR STRUCTURAL ROOF
<br />SHEATHING
<br />#8 2" DECK SCREWS @ 6-A" O.C. MAX Q
<br />EDGES & 12" O.C. MAX IN FIELD. UNTHREADED
<br />0 o SHANK TO EXTEND BEYOND THICKNESS OF
<br />N ro SUB -FLOOR SHEATHING
<br />6
<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 C331C33M. MAXIMUM AGGREGATE SIZE SWY.L BE 314'.
<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 6%AIR ENTRAINED CONCRETEOPDS®TO EI1R111ORNEATF6R
<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: FBO-R 2020, 7th EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CH4MFERE0314' .
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />ACI 316-14, BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO, 2 OR BETTER. Fb = 11GO PSI ANDA MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TMS 4021602.16 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE 644IL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE SlA850NGROl1NDY4BEINDICATm ON
<br />ELASTICITY - 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 ANDAISC SPECIFICATIONS
<br />DRAWNGS. SEAMS LAPPED 6INCHES AND SEALED NTH ADHEENE TAPE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />SHALL BE RATEDTO RETENTION LEVELS OF 0,25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDEDTO BE TYPICAL AND
<br />FORM -WORK
<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 -NARK, SHORING, AND BRAG NG 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 LATEST
<br />WI DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />EDITION,'RECOMMENDED PRACTICE FOR CONCRETE FORMAAORK.
<br />CONTAINS MORE THAN %* 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 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 2x STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE 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 />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 TIE4)OWNS.
<br />WELDED WIRE MESH, SHALL BE ASTM Al 064/A1064M, GRADE 85 AND BE PLACED IN ACCORDANCE MATH THE
<br />WOOD TRUSSES:
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWA INCHES. WIRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WITH 2' CHAIRS SPACED T-O' OC, EACH WAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTEMNGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNEDAND
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAW NGS.
<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 pel TOP CHORD no oncurlent
<br />10 pef BTM CHORD -non -concurrent
<br />DEAD LOAD DEAD LOAD
<br />18 pof TOP CHORD 20 pBf TOP CHORD
<br />(7 pBl W/ ASPHALT SHINGLES) (10 psf/ No GYPCRETE)
<br />10 pef BTM CHORD 5 PST BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: IOpsf
<br />BALCONY LIVE LOAD 60 psf
<br />STAIRS LIVE LOAD 40 psf
<br />WINO, DEAD LOAD SPEED =160 MPH 3-SECOND GUST
<br />(ASCE 7-16 (FBC R2020) EXPOSURE C, RISK CATEGORY II)
<br />LIVE LOADS: UNINHABITABLE ATTIC WTHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20pef, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD INFILL COMPONENTS: 50psf, PASSENGER
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
<br />40Psf
<br />SHOP DRAWING REVIEW:
<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 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 (CONTRACT DOCUMENTS) ARE PROHIBITED
<br />WTHOUT 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 />FOUNDATION/ SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FORAN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, 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 WITH ASTM D-1557. TREAT ALL
<br />SOIL FOR TERMITE PROTECTION.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A615AS15M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE 601N MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED INACCORDANCE
<br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS ANDSPECIFICATIONS.
<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 />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 WTH
<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 />MASONRY:
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WITH ASTM CbO, GRADE I'm - 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 IN -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 />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3181,
<br />COURSE AGGREGATE, AND SHALL BE PLACED W A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />TYPE "M" OR' S" MORTAR SHALL BE USED EXCLUSIVELY ON THS PROJECT. MORTAR SHALL BE
<br />PROPORTIONED AND MIXED AS OUJRI NED 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 />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
<br />REINFORCING.
<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 />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<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 MET SHALL
<br />STRUCTURAL STEEL:
<br />BE MADE BY THE GEO-TECH. ENGINEER
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
<br />CONCRETE:
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />A36/A36M, Fy = 36 ksi FOR ANGLES, PLATES, AND WSHAPES, STRUCTURAL TUBING SHALL BE ASTM
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLABGNGRADE
<br />A500/A500M, GRADE B, Fy = 46 kw. STRUCTURAL PIPE SHALL BE ASTM A53IA53M, GRADE B, TYPE E OR S, Fy =
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SUB
<br />35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS WTH HISTORICAL STRENGTH DATA FOR EACH SEPAR4TEMIX PPoORTO
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />OTHER BOLTS SHALL BE ASTM F312W3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />CONCRETEPLACEMENT. CONCRETE BLIMP SHILL NOT EXCEED S'+/-R80R TO THE ADDITION OF PLASTICIZER
<br />SHALL BE TIGHTENED IN ACCORDANCE W TH THE TURNOFF-THE44JT METHOD.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM CM94M OR MEASUPoNO, MIXING, TRANSPORTING, ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J -BOLTS ARE TO BE STEEL.
<br />ETC. CONCRETE TICKETS SHALL BE TIMESTAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOYED FROM WHEN
<br />WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINIAL POSITION SHALL NOT EXCEED 90 MINUTES IF FOR ANY REASON
<br />THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MNITEB THE CONCRETE SHALL NOT BE PLACED, R SHALL
<br />BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WTH THE ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH(FOU!"TIONS)
<br />B FOR CONCRETE EXPOSED TO EARTH ANDfORIMEAT)ER
<br />1.1/2'FOR NS AND SMALLER
<br />Y FOR 06 AND LARC>ER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314' FOR SLABS WALLS AND JOISTS
<br />1.1W FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES STIRRUPS
<br />CONNECTOR PLATES SHALL 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 TPI-14, "DESIGN NATIONAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD 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 WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSUASCE 7 88: 1990.
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />TRUSSESOIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />ROOF & FLOOR LAYOUTS PROVIDED ONTHESE PLANS ARE TO BE USEDAS A GUIDE FOR BEARING
<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 />AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIEDTO THE
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />PROVIDE ENGINEERED SHOP DPAW TUGS 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. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7.16 COMPONENT
<br />AND CLADDING W NO LOAD PRESSURES, THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />APPLIGIIIXJ
<br />BILE
<br />ttFE
<br />SPAQIJG
<br />REMARKS
<br />APPUGTON
<br />81.
<br />1.SPACING
<br />RE-
<br />I#PT WRRING TOROE
<br />MASONMICONC.
<br />CAS- CDL
<br />NAIL I - LONG.
<br />BQC
<br />OMAGEDOOR B.x%
<br />TO MAmMYINNC.
<br />1N-
<br />NOWASHBR
<br />TAPCON MABJKHY
<br />FASTENER
<br />BQC
<br />Ii(1'EMBED.. 4'Ex)DIST.,
<br />IID"EDGEDIT
<br />BCD, K. IXT. DOORS
<br />ME.RDENED COIL
<br />GNNL112'LCNG.
<br />B'OIC
<br />WINDOWIOOORIFA ED
<br />MADE DOOR BUCK
<br />BD pA DR
<br />18'O,C(3R"DW
<br />EMBED.. 4-EI'DDST.,
<br />1. PT, BEEEe
<br />NDI
<br />STAGOEtm
<br />IMOIM90M4YICONC.
<br />TO MABOMT/NNC.
<br />wIWABNFA
<br />EXPANB1T
<br />0NBOL
<br />]4"01C(1YY DW
<br />3'EDGEpST.
<br />ODW e1CK
<br />roI
<br />GAGE EDCOIL
<br />B"OC
<br />WINDON9000RIFASfENm
<br />METAL 8-TO
<br />CONTACT THIS ENGINEER FOR SPACING
<br />PPTI, SEEroTEB
<br />Nall lrr LONG.
<br />BTAGGfam
<br />I-
<br />MASGNRTICONO
<br />REQUIREMENTS
<br />EXi.&NNG DOOR (1)9HBW 'TAPCbl4 IB dC IIR-EMBm B'FDND
<br />BUCKfK Pi, 9FENOTEB NO WASHHA FASTNEt DIET.,I l? EDI
<br />Rx PrWMOOW BJCK 8.138°PAFK]1,B' a°O,C 4"END. DIST.,1
<br />PT TO STEEL ODL., SEE WIWAa1ER STAGGERED EDGE DIsi.
<br />NOTES
<br />I LES 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. PAF SHALL BE HILTI XZF 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. WlNDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. ix MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />i
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL32750
<br />PH: 407-774-6078
<br />FAX: 407-774-4078
<br />W W W.abdeiigngroup.eom
<br />AA #: 0003325
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<br />1
<br />BUDDIV. So LOT:
<br />ABBOTT PARK
<br />LOT #5
<br />BLK #14
<br />PHASE #4C
<br />P1toj=Tp
<br />04181.04C-0 141
<br />MODE4EWB
<br />"1499-FREEPORT"
<br />GAPACE 9WDM:
<br />RIGHT
<br />PACE:
<br />DETAILS
<br />160 MPH EXP. C
<br />01
<br />
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