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<br />ROOF WIND DESIGN
<br />L •"
<br />PRESSURES
<br />NET(GROSS) ASCE 7-16
<br />ZONE 1 = 52.70 PSF (62.70)
<br />ZONES = 60.50 PSF (70.50)
<br />ZONE2.= 60. 50 PSF (70.50)
<br />ZONE 3e = 69.BO PSF (79.80)
<br />ZONE 2n = 69.80 PSF (79.BO)
<br />ZONE 3r = 83.80 PSF (93.80)
<br />ZONE 2r = 89.80 PSF (79.80)
<br />"A"= 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />EXPOSURE CATEGORY:"C'
<br />RISK CATAGORY: II
<br />APPLICABLEINTERNAL
<br />PRESSURE COEFFICIENT:-1-0.18
<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 @ 4" O.C. EDGEWISE 20BLOCKING ALL PANEL JOINTS INV VOF
<br />GABLE END.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA
<br />TENSILESTR.
<br />SHANK
<br />ASTM
<br />10d
<br />RING SHANK
<br />2 12"
<br />G131
<br />F1667
<br />SCREW SHANK
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />RSRS-03
<br />8d
<br />RING SHANK
<br />2 3/6'
<br />0.113
<br />F1667
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />8d
<br />RING SWANK
<br />PNEUMATIC
<br />2 3/8"
<br />0.113
<br />F1807
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE 1/2' CDX OR 7/16" O.S.B. PLY WITH 8d RINGSHANKGUN NAILSAT4"
<br />O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND Bd RING SHANK GUN NAILS AT 6" O.C. AT
<br />INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUR SPECS.) SEE DETAIL,
<br />ROOF SHEATHkRO ATTApIf SPACING
<br />ZONE 1: 10d NAILS Q 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2r: 10d NAILS ®4" O.C. ON EDGE AND 4" O.C. IN FIEL
<br />ZONE 3,3e, 3T. 10d NAILS Q 4" O.C. ON EDGE AND 4" O.C. IN FIELDD
<br />NOTE: ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
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<br />TYP. EXT. SHEATHING ATTACHMENT
<br />KAFINK VK 1K
<br />ROOF SHEATHING —�
<br />I, BUILDING LENGTH U
<br />T
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE: GABLES -DROP GABLE END 8 (1) ADD'L DROPPED
<br />TRUSS 20 #2 SYP OUTLOOKER RAFTER W/BLOCKING Q
<br />16"O.C. IF NO DROPPED GABLE END, ATTACH Zx4#2 SYP
<br />BLOCKING @ 16" O.C. FIRST 4 BAYS W/ (2)12d NAILS EA
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />BLOCKING PER NAILING SCHEDULE
<br />10d RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING
<br />#8 2' DECK SCREWS @ 6'-0" O.C. MAX
<br />EDGES & 12" O.C. MAX IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TOALL EXPOSED MEMBERS
<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 STANDARDS: FBCR 2020, 7R1 EDITION
<br />AG 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, TMS 402/802A6 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED 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 />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAWINGS. FOLLOWMITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />TO THE 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 CONTRACTORS 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-0OWJS.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLAB-0O WGRADE 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 psf
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33/C33M. URANIUM AGGREGATE SIZE SHALL BE SIC..
<br />WOOD:
<br />PROVIDE 6%AIR ENTRAINED CONCRETE STIOSED TO EARTH ORMATH ER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHWERED 3/4',
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF
<br />PROVIDE "IL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UJDHRALL UABSONGROI#DWHIS EINDICATED ON
<br />ELASTICITY = 1,400,ODO PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SWILL BE
<br />DRAWINGS. SEAMS LAPPED 61NCHES AND SEPLHI WATHAOFE8IVE 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 />FORMWORK
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />FORMWORK, 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 />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE W THAG 347 LATEST
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />EDITION; RECOMMENDED PRACTICE FOR CONCRETE FORMAWRK
<br />CONTAINS MORE THAN W OF HEARTWOOD.
<br />EXCLUSIONS FROM THESE PLANS'
<br />MINIMUM NAILING PER FBCR 2020, 7th 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 STRUOTUIRALDEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
<br />ON THE TYPF OF OONSTRLX:TION THFSF ITEMS SOMF OR ALI MAY BE REQUIRED BUT ARE BY OTHERS
<br />SYP #Z
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE- SEAT PLATES SHALL BE PROVIDED
<br />AT BEARING LOCATIONS WATHOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE WATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE WPA. 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 ASTMA446/A446M, GRADE A, AND SHALL BE HOT-0IPPED 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 SCSI LATEST EDITION'
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />20 psf TOP CHORD -noncan not TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36" WOOD TRUSSES.
<br />10 psf BTM CHORD -nonaoncurrent #5 BAR - 30" #7 BAR - 42' TRUSS MANUFACTURER L ID g W L PROM E CALCULATIONS CA U TIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />WELDED WIRE MESH:
<br />WELDED WIRE MESH, SHALL BE ASTM Al 0641AI 064M, GRADE 65 AND BE PLACED I N ACCORDANCE WTH THE
<br />AG TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WITH 2- CHAIRS SPACED 3'-0' OC EACH WAY.
<br />REINFORCING STEEL
<br />REBAR SHALL BE ASTM AS I5A615M GRADE 40 IN CONCRETE DEFORMED BARS REBAR SHALL BE ASTM Am
<br />GRADE 60 IN MASONRY DEFORMED BARS FREE FROM OIL SCALE AND RUST AND PLACED IN ACCORDANCE
<br />WI 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 6 x BAR NO, UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />REVIEW.
<br />I IV L 40 Psf
<br />STARS L E OA D
<br />PROVIDE 36"x 38' 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
<br />DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTHANSI/ASCE 7 88: 1990,
<br />16 psf TOP CHORD
<br />20 psf TOP CHORD
<br />(7 psf W/ ASPHALT SHINGLES)
<br />(10 psf 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 psf BTM CHORD
<br />5 psf BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WTH
<br />DEAD LOAD TO RESIST W ND UPLIFT' 1 Opsf
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED CRAVINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />BALCONY LIVE LOAD 60 psf
<br />WALL.
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />W ND: 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 GUIDE FORBEARING
<br />(ASCE 7-16 (FBC R2020) EXPOSURE C, RISK CATEGORY 11)
<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 WTHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WTH 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 STRUCTURAL 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 ENGINEER 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 />MASONRY:
<br />PROVIDE ENGINEERED SHOP DRAW NGS 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 />4opsf
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WTH ALL REQUIREMENTS OF THE
<br />LICENSED PROFESSIONAL ENGINEER
<br />SHOP DRAWING REVIEW:
<br />"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />SHOP CRAVINGS DULL BE REVIEVrED FOR GENERAL COMPLIANCE WTH THE DESIGNING INTENT
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BV
<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 WTH ASTM CbO, GRADE fm = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRLISS ENGINEER. W ND UPLIFT VALUES HAVE BEEN BASED ONASCE 7-16 COMPONENT
<br />AND CLADDING W NO LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />DRAW NGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERW SE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS TO TRUSS CONNECTIONS,
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CONTRACT DOCUMENTS) ARE PROHIBITED
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER IN ALL INSTANCES, THE CONTRACT
<br />ASTM 0476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAW NGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED W A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIOW SITE PREPARATION'
<br />"S"
<br />FOOTINGS R SIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2000 FOOTING 0C WE E DE PL
<br />TYPE'M" OR MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM HORIZONTAL AND VERTICAL MORTAR JOINTS
<br />EXCAVATIONS AND SLAB GRADE SHALL, COMPACTED A DRY DENSITY OF AT LEAST THE
<br />THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />SHALL BE REMOVE M
<br />MAXIMUM D A 7. THE
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D1557. TREAT ALL
<br />BE
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDIOR 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 MEETTHE
<br />GEO-TECHNICAL ENGINEERS REQUIREMENTS SHALL BE RECOMPACTED 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 GE0.TECH. ENGINEER.
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WTH 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 F = 36 ksi FOR ANGLES PLATES AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />Y
<br />A500/A500M GRADE B F = 46 STRUCTURAL PIPE SHALL 3M GRADE BTYPE E OR S F =
<br />Y � � Y
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />NS D IN SHOP.
<br />35 bi TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUBLE -NUT LEVELING. ALL
<br />CONTRACTOR SHALL SUBMIT PROPOSED MX DESIGNS WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />OTHER BE SHALL WASHERSUNDERMETH THE TURNED ELEMENT. BOLTS
<br />BOLTSTHE
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED SPIV- PRIOR TO THE ADDITION OF PLASTICIZER
<br />TIGHTENEDTS
<br />IN ACCOTM RDANCEWITH
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />CONCRETE SHALL COMPLY WITH ALL THE FEQUIREMENTS OF ACI 318 AND ASTM C94IC94M OR MEASURING, MANG, TRANSPORTING,
<br />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 ALLOWED FROM WHEN
<br />WATER IS ADDED TO THE MIX UNTIL IT 18 DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FORANY REASON
<br />THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MNUTES, 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 WTH THE ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A 3PFOR CONCRETE CAST AGAINST AND PERMANENTLY 09NDSED TO EARTH fFOUNDATIONS):
<br />R FOR CONCRETE EXPOSED TO EARTH AD/ORWEATHER
<br />1-112PFOR 05 AND SMALLER
<br />2PFOR 06 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4- FOR BLASS WALLS AND JOISTS
<br />1412PFOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES STIRRUPS
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
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<br />NOTES
<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. PAF SHALL BE HILTI 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. W NDOW AND DOOR BUCKS SHALL BE AS WIDE OR W DER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SW NG DOOR WITH A WOOD DOOR FRAME. U MEMBERS ARE NAILED AND
<br />Z. MEMBERS ARE SECURED W/TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-774-4078
<br />www.BbdelN pWoup.Dom
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<br />d
<br />svaaiv JTAT
<br />ABBOTT PARK
<br />LOT #10
<br />BLK #14
<br />PHASE 4C
<br />PROJMCTp
<br />04181.04C-10141
<br />No 0 ZIU
<br />4EBB
<br />"1828-CALI"
<br />GARAGa 8WING:
<br />LEFT
<br />pAGB:
<br />DETAILS
<br />160 MPH EXP. C
<br />ROLAM A.ABOUCHACRA
<br />AR NO W7W ,
<br />PRINT 02/08/22
<br />OA'M
<br />scA=: 1/4"=1'-0"
<br />sIt>�T
<br />SN1
<br />
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