|
z
<br />z
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 71le' STRUCTURAL
<br />SHEATHING EXP 1(24116) or 15/32" STRUCTURAL SHEATHING EXP 1
<br />(32116), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE 15137-
<br />STRUCTURAL SHEATHING EXP 1 (32116) (SEE TABLE FOR FIELD AND
<br />EDGE SPAC ING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE 8d RING SHANK GUN
<br />NAILS @4"OC. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4'
<br />OF GABLE END,
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL REQUIREMENTS
<br />SIZE
<br />HEAD
<br />LE GTH
<br />DIA
<br />TENSILE STR.
<br />SHANK
<br />ASTM
<br />8d
<br />RING SHANK,
<br />2 30
<br />0.113
<br />170,000
<br />RING
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<br />SCREW SHANK
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<br />Sd
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<br />li
<br />PNEUMATIC
<br />2 3/&'
<br />0.113
<br />SCREW -NAILS
<br />EXTERIOR SHEATHING
<br />USE 1/2" CDX OR 7/16" O.S3, PLY WITH 8d RING SHANK GUN NAILS AT
<br />4" D.C. AT PANEL SIDES AND Ed RING SHANK GUN NAILS 4" O.C, TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6'0.0 AT
<br />�NTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM
<br />INSTALLED PER MANUF. SPECS.) SEE DETAIL.
<br />ZONE 1. 8d NAILS C 4" D.C. ON EDGE AND 6"O.C. IN F ELD
<br />ZONE 20, 2�, 2r. 8d NAILS 9'0.C. ON EDGE AND 4" QC. IN F:ELD
<br />ZONE 3,3e, 3r: 8d NAILS 4" O�C. ON EDGE AND 4" QC. IN FIELD
<br />NOTE ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7�16
<br />8d RING SHANK GUN NAILS @ 4" O,C�
<br />TOP & BOTTOM EDGES
<br />1 11
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<br />ROOF SHEATHING
<br />Z
<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE. GABLES -DROP GABLE END & (1) ADO'L DROPPED
<br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER Wl BLOCKING @
<br />16,10,C IF NO DROPPED GABLE END, ATTACH 2X4 #2 SYP
<br />BLOCKING 0 16"O.C, FIRST 4 BAYS W/ (2)12d NAILS EA.
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />BLOCKING PER NAILING SCHEDU LE
<br />( - SO INGSHANK GUN NAILS
<br />SEE: -ROOF SHEATHING ATTACHMENT -
<br />TABLE FOR FIELD SPACING
<br />(�#B`Z'DECK SCREWS' @ 6'4' O.C. MAX' @
<br />EQGES & 12- O,C MAX IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING)
<br />TYP. 3/,V'T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />A A -A
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<br />ROOF WIND DESIGN PRESSURES
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<br />INTO
<br />METAL S—P TO
<br />Y I 00N.,
<br />CONTACT THIS ENGINEER FOR SPACING
<br />REQUIREMENTS
<br />I, FIT, SEE NOTE 6
<br />NO -SNER
<br />FNER
<br />DISIT�'ENEED, END
<br />1', EDGE IT
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<br />PT — � . 13.' — � - � END DST, I III
<br />_0 IT— — SEE STA'SSERE. EDGE
<br />NOTE 6 Z
<br />NOTES
<br />I STAP ES SHALL NOT BE USED FOR ANY STRUCTURAL APPUCATIONS
<br />2 FASTENING OF GARAGE DOORS VIANDOWS AND EXTERIOR SWNG DOOR$ 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 Ill TI X-ZF HEAVY OUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />5. FASTENER SPACING FOR THE BUCKS $HALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE
<br />6 WNDOVVANDD R BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 1. MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W1 TAPCONS OR PAF TO THE SUBSTRATE.
<br />GENERAL NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARD& FBC-R 2020,7th EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, TMS 4021602-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD-FORMEO STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />$HAUL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />FX EPT WHERE A DIFFERENT DETAIL IS SHOWN�
<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 />TOT E ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
<br />OF THE WORK.
<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-DOMS
<br />TH CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />00 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 pIf
<br />20 psf TOP CHORD -Dan omumnt
<br />10 pf STM CHORD _n-concurrent
<br />DEAD LOAD DEAD LOAD
<br />15p.fTOPC ORD 20 pIf TOP CHORD
<br />(7 pd /ASPHALT SHINGLES) (10pEfw/NoGYPCRETE)
<br />10 Psf BTM CHORD 5 psf BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: i0psf
<br />BALCONY LIVE LOAD 60 pf
<br />STAIRS LIVE LOAD 40 DO
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33/C33M. MAXIMUM AGGREGATE SIZE SHALL BE Nf.
<br />PROVIDE 6%AIR ENTRAMED C014CRETE EXPOSED TO EARTH OR WEATHER
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314'.
<br />PROVIDE 6�MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
<br />DRAWINGS SEAMS LAPPED 5 INCHES AND SEALED WITH ADHESIVE TAPE.
<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 FINE NO. 2 OR BETTER. Fb = 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 DISODII I -
<br />FORM -WORK: CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, REASON SHALL BE RATED TO RETENTION LEVELS OF 0 42 PCF FOR DOT OR MORE. NAILS, $PIKE, BOLTS USED
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST N DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />EDITION,"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. CONTAINS MORE THAN WOF HEARTWOOD.
<br />EXCLUSIONS FROM THESE PLAINS: MINIMUM NAILING PER FBCR 2020, AT EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURALDEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS NTH 2x STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP #2�
<br />WELDED WIRE MESH:
<br />WELDED AARE MESH, SHALL BE ASTM AT 064/Al D54M, 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 SHAUL
<br />BE SUPPORTED WITH 2"CHAIRS SPACED T-O'OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A61SA615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />W1 THE TYPICAL SENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTA
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER*S
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR 25" #6 BAR - 36"
<br />#5 BAR 30" #7 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 SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS'SY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />SEALED 13Y A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA SEE NOTED FOR SHOP DRAWINGS.
<br />CONNECTOR PLATE$ SHALL BE A MINIMUM THICKNESS OF 0.036"AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446/A446M, GRADE A, AND $HALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, 'DESIGN NATIONAL
<br />STAND�RDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTIOR, AND "BCSI LATEST EDITION'
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />WOOD TRUSSES.
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOAD$ FOR THE ROOF
<br />PROVIDE 36"x 36"CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS LOCATIONS VWTH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />FOR ADDITIONAL INFORMATION. INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSIIASCE 7 88 1990.
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<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 CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />WALL. TRUSSESIGIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />WIND� DEAD LOAD SPEED = 150 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 7-16 (FBC R2020) EXPOSURE 8, RISK CATEGORY 11)
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONST FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LIVE LOADS UNI N HABITABLE ATTIC WITHOUT STORAGE 10pf, UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS & ALL TRUSS) HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
<br />AFFECT THE STRU, CTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />AND DECKS. 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />STRUCTURAL ENG NEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS 30psf, STAIRS.
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40pEf
<br />RMSONRY.
<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 />"SPECI ICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />SH P ORAVONGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />0
<br />OF THE CONTRACT DOCUMENTS ONLY IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES, AS PUBLISHE D 13Y
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />T E HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />CH
<br />ONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />COMPLIANCE WTH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK TH TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />ALL SHOP DRAWINGS $HALL BE REVIEWED BY THE C014TRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm - 2000 PSI. BLOCK SHALL BE PLACED USING OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />DRAWINGS SUBMITTED WITHOUT REVIEWWILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED PLACING CONCRETE FOR IWWALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH ALL TRUSS TO TRUSS CONNECTIONS.
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES THE CONTRACT ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAVIANGS CHECKED, UNLESS OTHERVIASE SPECIFIED IN SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 316"
<br />WRITING BY THE ARCHITECT. COURSE AGGREGATE, AND SHALL BE PLACED W/A SLUMP OF T' TO 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIONI SITE PREPARATION: TYPE -M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PIT, FOOTING PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
<br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TOA DRY DENSITY OFAT LEAST 95% OF THE SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION
<br />T E 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 />CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE
<br />MIN IM UM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
<br />BE MADE BY THE GEO-TECH. ENGINEER.
<br />CONCRETE:
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS
<br />2 5DO P ; R GULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />3:000 PSS REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5- STRUCTURAL TERRACE SLAB.
<br />CONTRACTOR SHALL SUBMIT PROPOSED PAX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5"4- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM 09404M OR MEASURING, MIXING, TRANSPORTING,
<br />ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
<br />WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON
<br />T ERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE WALL NOT BE PLACED. IT SHALL
<br />BE THE RESPONSIBILITY OF THE TE8TING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WITH THE ABOVE.
<br />REQUIRED CONCRETE COVERAGE OVER REBAR MHALL BE AS FOLLOWS:
<br />A YFOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
<br />8 FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER:
<br />MIZ'FOR #5 AND SMALLER
<br />2' FOR 06 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314* FOR SLABS, WALLS AND JOISTS
<br />I-IJ2'FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FILL CM U CELLS SOLI D WITH GROUT AT ALL CELLS TO RECEIVE EX PANSION ANCHORS ANDIOR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS), U N.0,
<br />STRUCTURAL STEEL:
<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/A36M, Fy = 36 kv FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A5001A500M, GRADE B, Fy = 46 laii. STRUCTURAL PIPE SHALL BE ASTM A53IA53M, GRADE B, TYPE E OR S. Fy
<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 />OTHER BOLTS SHALL BE ASTM F3125/F3125M BOLTS NTH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />SHALL BE TIGHTENED IN ACCORDANCE NTH THE TURN -OFF -THE -NUT METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />A R C H I T 9 C T 8
<br />6
<br />aDeso'n
<br />*'Sl
<br />u,
<br />Grob Lm
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<br />FAX: 407-774-4078
<br />www.aladmigrigroup.com
<br />AA # 0003325
<br />DRAFTING BY: -"*I
<br />A.B. DESIGN GROUP
<br />DRAFrING INC.
<br />5439 BEAUMONT CENTER BLVD.
<br />SUITE 1004
<br />TAMPA, FLORIDA 33634
<br />PH: 81 2628
<br />FAX Se-2802
<br />UBDIV. 89 L,01'
<br />SILVERADO
<br />LOT #1
<br />S
<br />BLK #10
<br />PROJECT#
<br />03719.001-01101
<br />MODEIJ
<br />2'368-DESTIN
<br />GAMIN&GE SWING:
<br />RIGHT
<br />PACE:
<br />DETAILS
<br />It. 150 MPH EV, Pj
<br />0 1
<br />loyl-K ]�
<br />1-p mmml�
<br />aw. 08/17,111,
<br />SCALE: 1/4"=l'-O"
<br />8HEET
<br />SNI
<br />
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