|
w
<br />x A A
<br />GABLE -ENO
<br />HIP POOP J` A
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7'0
<br />ZONE 1 = 23.78 PSF (33.79)
<br />ZONE 2 = 39.48 PSF (49.48)
<br />ZONE 3 = 67.18 PSF (77.16)
<br />'A'= 4'-O' END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />WIND EXPOSURE:'C"
<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. 5/8 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 6' O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAILS 0 4' O.C. EDGEWISE 20
<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 />RINGS
<br />SCREW SHANK
<br />PINCH)
<br />PER ER I
<br />8d
<br />SCREW SHANK
<br />2 1/2'
<br />0.120'
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1684
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION (ISANTA) ESR-1539
<br />EXTERIORSHEATHINO
<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 Sd RING SHANK GUN NAILS 4' O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN
<br />NAILS AT W O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/16' ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF, SPECS.) SEE DETAIL.
<br />8d RING SHANK GUN NAILS 0 4" O.C.
<br />.- TOP & BOTTOM EDGES .,
<br />Z
<br />Z
<br />� W
<br />Cl Y.
<br />O
<br />®
<br />Z .
<br />j .
<br />ZQy
<br />'
<br />2
<br />CD .
<br />J
<br />Z 1n
<br />w
<br />a w
<br />5c 0
<br />= LJ
<br />In
<br />z a
<br />2
<br />TJ
<br />J
<br />Q
<br />Y Z
<br />aW w
<br />S a
<br />CC
<br />3U w
<br />LU
<br />o
<br />�p
<br />LU p
<br />Z
<br />a
<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />RAFTER OR TRUSS
<br />RnnP auFAruwr. -�
<br />_--_-' 11
<br />EMMMML 11
<br />Mmmmmv
<br />III
<br />-____`'
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE EFq FRAMING
<br />CBd RING SHANK GUN NAILS
<br />0 W O.C. IN FIELD `
<br />�-• Bd RING SHANK GUN NAILS 0 12' O.C. IN
<br />FIELD of 8d x 2 1/2' SCREW SHANK
<br />PNEUMATIC SCREW -NAILS 0 12" 0.7
<br />FIELD
<br />TYP, 3/4' T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE $KILL CONFORM TO ASTM C33 MAXIMUM AGGREGATE SIZE SHALL BE Mr.
<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 CONCRETE EXPOSED TO EARTH ORWEATFEt
<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: FBC-R 2017, WN EDITION
<br />All EXPOSED EDGES OF CONCRETE ARE TO fECHAMFERED 314'.
<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 CONCRETE, ACI ANSI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE S-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SIABS04-GROUND WHERE INDICATED ON
<br />PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL
<br />011.
<br />-FORMED STEEL L MEMBERS
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND DISC SPECIFICATIONS
<br />DRAWINGS. SEAMS LAPPED 61NCFE3 AND SEALED WITH ADHESIVE TAPE.
<br />PRESSURE TREATED. A
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.26 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORMWORK:
<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 ACI347,
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBERTHAT
<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 />DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2017, 6d1 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 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 />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE -DOWNS.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<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 paf
<br />20 pef TOP CHORD ilwl-O0n0UlAnt
<br />10 psl BTM CHORD -rwn-DOncumnt
<br />WELDED WIRE MESH:
<br />WELDED WIRE MESH, SHALL BE ASTM AlS6, GRADE 66 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />TYPICAL DETAILS, 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 />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A616 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A815
<br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />W/ 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 BARS SHALL LAP e z BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: A4 BAR - 26' AB BAR - 36'
<br />46 BAR - 30' 47 BAR - 42"
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE 'NATIONAL DESIGN SPECIFICATIONSR
<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 />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A448, 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 "TPIAVTCA SCSI 1"
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL.PLATE-CONNECTED
<br />WOOD TRUSSES.
<br />PROVIDE 38" z 38' 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 />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />DEAD LOAD
<br />DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-19S2.
<br />16 pIf TOP OH
<br />za pef TOP CHORD
<br />(7 pat ASPHALTALT SHINGLES)
<br />psi W No GVPCRETE)
<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 />10B
<br />BTM CHORD
<br />5 psi BTM CHORD
<br />6
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAADD TO RESIST WIND UPLIFT: 100ef
<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 pef
<br />WIND: DEAD LOAD SPEED-160 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 />(ASCE 7-10 (FBC R20f7) EXPOSURE C, RISK CATEGORY 19
<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: lopsf, UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20peF, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EMERIOR)
<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: 40peL GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50pef, PASSENGER
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />VEHICLE GARAGES: 60pd, ROOMS OTHER THAN SLEEPING ROOM: 40pef, SLEEPING ROOMS: 30pef, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40pef
<br />MASONRY:
<br />PLAN SHOWING 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' (ACI 530/ ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<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 />CONSTRUCTION SCHEDULE, ANO MAV 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 />PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
<br />PRO VIDE 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 C-90, GRADE fb = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 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 />C
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />PLA ING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM C-476. 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 ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM "'
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF W TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIOW SITE PREPARATION'
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2.000 psf, FOOTING
<br />TWE'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 A DRY DENSITY OF AT LEAST
<br />THE THE
<br />SHALL BE 3/8' THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />A
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1667. TREAT ALL
<br />7.
<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 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, Fy = 36 W FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
<br />- 48 W. STRUCTURAL PIPE SHALL BE ASTM-63, GRADE B, TYPE E OR S, Fy .35 ksi. TUBE AND PIPE
<br />2,600 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />COLUMNS
<br />COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />3.000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND S" STRUCTURAL TERRACE SLAB
<br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIORTO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" 4-PRIORTO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLYWTTH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C44OR MEASURING, MXING, TRANSPORTING, ETC.
<br />CONCRETE TICKETS SHALL BE TIMESTAMPEO WHEN CONCRETE IS SATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS
<br />ADDED TO THE MX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MNUTE& IF FOR ANY REASON THERE IS A
<br />DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE
<br />RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
<br />COMPLIANCE WITH THE ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A 3- FOR CONCRETE CAST AGAINST AND PERAWNEMLY EXPOSED TO EARTH (FOUNDATIONS);
<br />B. FOR CONCRETE EXPOSED TO EARTH ANDDR WEATHER
<br />1.1 R" FOR AS AND SMALLER
<br />Y FOR 68 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314' FOR SUBS, WALLS AND JOISTS
<br />I Ifr FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING, ALL
<br />OTHER BOLTS SHALL BE ASTM A325-14 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. JAOLTS ARE TO BE STEEL.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APIxICATxxa
<br />eDe
<br />TrPE
<br />aPAcsn
<br />PEAUFKs
<br />AwLIraTXx,
<br />S¢E
<br />Twe sPAcwG
<br />rB:Muxs
<br />11¢Pl FUgRWO TO
<br />11-
<br />MASONRY/GONG.
<br />CABS IMRDENEDCOLL
<br />NAILt 1-TO
<br />GAMGE DOOR BUCK
<br />WJNAY.CONC.
<br />1H'dA
<br />NO WA9HEfl
<br />TAPCON MASONRY
<br />FASTENER F �
<br />11?EMBED., I
<br />tI&'EDGE DST.
<br />SGD, AL. EXT. DOOFA
<br />CABS HARDENED Cot
<br />S' OC
<br />WINODWI000.1-TENE0
<br />GAMGE DOOR BUCK
<br />fl1' DNA. W/EMBE0..E
<br />EXPANSION BOLT Do
<br />tx PT, BEE WTEE
<br />011. 11?LONO.
<br />_GEAED
<br />INTO MASONflYA^ANC.
<br />TO MABpNRVAYJNC.
<br />WASHER
<br />DsT.
<br />9'EDDIET.
<br />wWmwSUCK
<br />DOSE HARDENED COIL
<br />S•oc
<br />WWOOWIDOOW FASTENED
<br />METAL ST_
<br />CONTACT THIS ENGINEER FOR SPACING
<br />1x PTBEENDTE9
<br />NAILI -LONG.
<br />sTAGGEIIED
<br />INTO MASONRYA:ONL.
<br />MA80NM/GONG.
<br />REQUIREMENTS
<br />E%i.9WNG 000N1
<br />1215/I9'D.
<br />O:
<br />f?EA'TD .
<br />C2P
<br />01f8tT2,'tEM8ED-110
<br />OIE•EID
<br />OT DDST.
<br />K
<br />OWWL-.,
<br />88'PAF x215' p'OC A'ENO.OST.,t t2
<br />PT
<br />PT TO STEEL COL., 9EE CiWI WABHEP BTAGGEPED EDGE DIST,
<br />NOTED
<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 MANUFACTURER'S SPECS AND / OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAP SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />6. 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 WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. TX MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE,
<br />I." N. RONALD RAGAN BLVD
<br />LONGVJOOD,FL92760
<br />PH: 407-774.8078
<br />FAX: 407-7744078
<br />www.abdesigngroup.com
<br />AA#-.0003325 _.
<br />Z
<br />o
<br />b
<br />�
<br />T�p•
<br />6
<br />NJ
<br />aLJ8DLV. & LNOT:
<br />ABBOTT PARK
<br />LOT #13
<br />BLK #8
<br />PROaMTNP
<br />04181.000-13081
<br />11IODELa
<br />4EBB
<br />°1828-CALF'
<br />GARAGE 8WD9G:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />160 MPH EXP. C
<br />DATE.• 09/ 0
<br />8CAL2E: 1/4"=1'-0"
<br />a S N1
<br />
|