|
GABLE END
<br />-IF
<br />-�
<br />ROOF WIND DESIGN
<br />PRESSURES
<br />NET (GROSS) ASCE 7-16
<br />ZONE 1 = 61.20 PSF (7120)
<br />ZONE 3 = 70.70 PSF (80.70)
<br />ZONE 2e = 70.70 PSF (80:70)
<br />ZONE 3e : 82.90 PSF (92,90)
<br />ZONE 2n = 82.90 PSF (92.90)
<br />ZONE 3r = 90.80 PSF (i DO.80)
<br />ZONE 2r = 82.90 PSF (92.90)
<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: +/- 0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF USE MIN 19/32" STRUCTURAL SHEATHING
<br />EXP 1 (40/20). FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN.
<br />19/32" STRUCTURAL SHEATHING EXP 1 (4020).(SEE TABLE FOR FIELD
<br />AND EDGE SPACING)SEE DETAIL
<br />ROOF SHEATHING TO GABLE END FRAME USE 10d RING SHANK GUN
<br />NAILS OR' O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF
<br />GABLE END.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA.
<br />TENSILE STR.
<br />SHANK
<br />ASTM
<br />10d
<br />RINGSHANK,
<br />212"
<br />0.131
<br />F1667
<br />SCREW SHANK
<br />170 000
<br />RING
<br />(16-20 RINGS
<br />RSRS-03
<br />Btl
<br />RINGSHANK,
<br />23/8"
<br />0.113
<br />F1687
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />8d
<br />RING SHANK
<br />PNEUMATIC
<br />23/8"
<br />0.113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />nnr $ cn vlx I rcvaa
<br />ROOF SHEATHING
<br />EXTERIOR SHEATHING
<br />c7
<br />Z
<br />0
<br />USE 1/ZCDX OR 7/16" O.S.B. PLY WITH Sd RING SHANK GUN NAILS AT 4"
<br />9 r3
<br />O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP 8
<br />p
<br />5
<br />BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT &'O.C. AT
<br />w
<br />INTERMEDIATE SUPPORTS OR 7116" ZIP SHEATHING SYSTEM (INSTALLED
<br />I I I I
<br />PER MANUR SPECS.) SEE DETAIL.
<br />* BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />ROOF SHEATHING ATTACHEMENT SPACING
<br />ZONE 1: 10d NAILS G 4" O.C. ON EDGE AND 6" O.C. IN FIELD
<br />HD. GABLES -DROP GABLE END & (1) ADD'L DROPPED
<br />ZONE 2e, 2n, 2c 10d NAILS (814" b.C. ON EDGE AND 4" O.C. IN FIELD
<br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING Q
<br />ZONE 3,3e, 3r: 10d NAILS G 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />16"0.C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP
<br />BLOCKING C 16" O.C. FIRST 4 BAYS W/ (2)12d NAILS EA.
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />NOTE: ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />BE RIN T-I GI.NNAI1919 P"OC.
<br />TOP 8 BOTTOM EDGES
<br />y
<br />49 Z
<br />z
<br />Y W
<br />?d Z O
<br />to .
<br />TYP. EXT. SHEATHING ATTACHMEN
<br />�a
<br />8L
<br />M
<br />So
<br />9&
<br />1. RING SHANK GUN NAILS
<br />SEE 'ROOF SHEATHING ATTACHMENT"
<br />TABLE FOR FIELD SPACING .
<br />�#8 Z' DECK SCREWS 0 6'-8' O.C. MAX G
<br />EDGES & 17O.C. MAX IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING`
<br />TYP. 34' T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED N CONCRETE SHAJL CONFORM TO ASTM C33C33M MAXIMUM AGGREGATE SIZE SHALL BE 3/4'.
<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 EXPOSEDTO EARTH ORWEATHER
<br />NON -BEARING WOOD WALLS TOP PLATES S STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOTSHONM
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBGR 2020, 761 EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFEPED 3M'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb - 1100 PSI AND A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TMS 402/602-18 NISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE 649L CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SIABS04-GROUND WHERE INDICATED 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 AND AISC SPECIFICATIONS
<br />DRAWINGS SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE.
<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 />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO 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 -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 />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />EDITION,'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 />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 STRUCTURAL.DEPENDING 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 TIE -DOWNS,
<br />WELDED WIRE MESH, SHALL BE ASTM AI064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES, WIRE MESH FOR SLABS SHALL
<br />WOOD TRUSSES:
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />BE 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 3LA8-0N-GRADE THICKNESS i0 HANDLE CONSTRUCTION LOADS.
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL 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 />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 A61 SA815M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />MEETING THE REQUIREMENTS OF ASTM A446/A446M, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />GRADE 60 IN MASONRY DEFORMED BARS FREE FROM OIL SCALE N AND RUST AND PLACED IN ACCORDANCE
<br />DESIGN LOADS;
<br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWN S FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "SCSI LATEST EDITION'
<br />ROOF: LIVE LOAD FLOOR' LIVE LOAD 40 psf
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />20 pet TOP CHORD +lo -c-nt
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: 04 BAR - 25" #6 BAR - 36"
<br />WOOD TRUSSES.
<br />10 pet BTM CHORD -non
<br />#5 BAR - 30" #7 BAR - 42"
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />PROVIDE 36'x 36' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />DEAD LOAD DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI/ASCE 7 88: 1990.
<br />15 pef TOP CHORD 20 PBf TOP CHORD
<br />(7 pef w/ASPHALT SHINGLES) (10 pef w/ No GYPCRETE)
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />10 Pat BTM CHORD 5 paf BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST WIND UPLIFT: 1 OpBi
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />BALCONY LIVE LOAD 60 pef
<br />WALL.
<br />TRUSSESIGIRDERS TO COLUMNS AND WALLS FOR APPROVAL,
<br />STAIRS LIVE LOAD 40 pV
<br />WIND: DEAD LOAD SPEED MPH 3- SECOND GUST
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />(NICE 020) EXPOSURE C, RISK CATEGORY 10
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: tO
<br />BIT BLE(FBC ATTIC UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING, ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />IT
<br />STORAGE: 20pef, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30pef, BALCONIES (EXTERIOR)
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
<br />AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />AND DECKS: GUARDS AND HANDRAILS: GUARD COMPONENTS: BOOM PASSENGER
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />OM: 4
<br />VEHICLE GARAGES: SOpef, ROOMS OTHER THAN SLEEPING ROOM: 40pcf, SLEEPING ROOMS: 30ps[ STAIRS:
<br />AGE N SLEEPING
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40ps1
<br />MASONRY:
<br />PUN SHORING COMPONENT LAYOUT, SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />LICENSED PROFESSIONAL ENGINEER.
<br />SHOP DRAWING REVIEW:
<br />"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<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 />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM 0-90, GRADE Pm= 2000 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERWISE NOTED, LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />IT
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM C476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3 /6'
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8' TO 101. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATION/ SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 pef, FOOTING
<br />TYPE "M" OR "S" MORTAR SHALL 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 />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE
<br />SHALL BE 3/e" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREATALL
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<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 ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE
<br />MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS RAVE 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 W FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />A500/A500M, GRADE B, Fy = 46 W. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S, Fy=
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
<br />35 W. TUBE AND PIPE 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 />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />OTHER BOLTS SHALL BE ASTM F3125/F3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />CONCRETE PLACEMENT. CONCRETE SLLMP SHALL NOT EXCEED F WN PRIOR TO THE ADDITION OF PLASTICIZER
<br />$HALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C9VC94M OR MEASURING, NIXING TRANSPORTING,
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.J-BOLTS ARE TO BE STEEL.
<br />ETC. CONCRETE TICKETS $HALL BE TBB:STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
<br />WATER IS ADDED TO THE LOX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON
<br />THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL
<br />BE THE RESPONSIBILITY OF THE TESTING LABORATORY 70 NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WITH THE ABOVE,
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A T FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATION$):
<br />8. FOR CONCRETE EXPOSED TO EARTH ANWOR WEATHER
<br />1-1/1' FOR #3 AND SMALLER
<br />7 FOR A8 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3W FOR SLABS, WALLS AND JOISTS
<br />1-1R' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FASTENER SCHEDULE
<br />NDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APPDCATDN
<br />92E
<br />SPAgN3
<br />APPLICATroN
<br />IRE
<br />TYPE
<br />ePAOIND
<br />REMMKS
<br />1-TFURPoNOTO
<br />MP90NRTIq]NC.
<br />G-ff HIJ1pENE0 WIL
<br />?LONG.
<br />9'OC
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<br />OMASONRYAVNC.
<br />I-TAPNNMA9]NRY
<br />NO WASHER
<br />FpSTEtER
<br />BOG
<br />11?EMBED. 2'END DST.,
<br />II?EDGE OBI.
<br />SGD, AL. IXi. OOOR9
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<br />B-.
<br />NINDOVADOOR/FASTENED
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<br />tx PT, SEE NDTEB
<br />NNL 11?LONp.
<br />STPAGERED
<br />INTO MASONRY,CONC.
<br />iO MIBONRY/WNO
<br />B
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<br />9'EDOE pSi.
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<br />B'olc
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<br />METu eTRM To
<br />CONTACT THIS ENGINEER FOR SPACING
<br />1. PT, SEE NOTES
<br />NAIL 11IY LO
<br />IT-ERED
<br />INTO MASONRVICONC.
<br />Mg50NRYl CONO
<br />REQUIREMENTS
<br />IXT. SWING DOOR
<br />( y1S°dA.
<br />RAPCON
<br />IS OF
<br />1N2'..ED, S" E.
<br />NONEEARING WOOD
<br />1?° EXPPNSION <'EMBED.I-
<br />2<olC
<br />BUCN2xPT,SEENOTES
<br />WASHER
<br />FPSTNER
<br />DST., 11/2'EWE DST.
<br />WILL TO CONC. SLAB
<br />WI WASHER BOLT dSi., 3' EDDE DST.
<br />2x PT W1:LO 'UG1t 0.13&°PPE x21/S' B"QC P'END OS .1-
<br />P OBTEEL COL.. BEE L.yL�ER STgOGEI>EO EDGE CIST.
<br />NOTED '"NOTES
<br />iSTAPLES 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 I OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HILT$ 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 WDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WTH A WOOD DOOR FRAME. tx MEMBERS ARE NAILED AND
<br />2z MEMBERS ARE SECURED W/ TAPCO14S OR PAF TO THE SUBSTRATE,
<br />j
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407.7744078
<br />www.abdeBigngroup.Qom
<br />AA #: 0003325
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<br />411,1181,15
<br />119
<br />SVHLIIV. & L.OT
<br />ABBOTT PARK
<br />LOT #17
<br />BLK. #9
<br />PROJECT#
<br />04181.000-17091
<br />MODEL'
<br />3EEB
<br />"2260-ELSTON"
<br />GARAGE 9tMING:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />60 KH
<br />DATE: 05/24/21
<br />SCALE: 1/4"=1'-0"
<br />>dFiEET
<br />S N1
<br />
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