|
r]
<br />q
<br />GABLE-� 1
<br />iF--�F MP Roof iF W
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-16
<br />ZONE 1 = 52.70 PSF (6270) ZONE 3 = 60.50 PSF (70.50)
<br />ZONE 2e = 60.50 PSF (715o) ZONE 3e = 69.80 PSF (79.80)
<br />ZONE 2n = 69.80 PSF (70.80) ZONE 3r = 83.80 PSF (93.80)
<br />ZONE 2r = 69.80 PSF (79.80)
<br />"A"= 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />EXPOSURE CATEGORY: "C"
<br />RISK CATAGORY: It
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT: +/- 0.18
<br />NOW FOR ASPHALT SHINGLE ROOF, USE MIN 19/32" STRUCTURAL SHEATHING
<br />EXP 1 (40t2O), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN.
<br />19/32' STRUCTURAL SHEATHING EXP 1 (40/20).(SEE TABLE FOR FIELD
<br />AND EDGE SPACING) SEE DETAIL,
<br />ROOF SHEATHING TO GABLE END FRAME USE 10d RING SHANK GUN
<br />NAILS 0 4" 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 />tOd
<br />RING SHANK,
<br />21/2'
<br />0.131
<br />1667
<br />HANK
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />RSRS-03
<br />Sd
<br />RING SHANK,
<br />2 3/6'
<br />0.113
<br />F1667
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />ad
<br />RING SHANK,
<br />PNEUMATIC
<br />2 3/8"
<br />0.113
<br />F1667
<br />SCREW.AILS
<br />RSRS-01
<br />KAF I tK UK 1 KU,J
<br />ROOF SHEATHING
<br />EXTERIOR SHEATHING
<br />USE lrZ' CDX OR 7/16' O.S.B. PLY WITH ad RING SHANK GUN NAILS AT 4"
<br />O.C. AT PANEL SIDES AND ad RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND ad RING SHANK GUN NAILS AT 6' O.C. AT
<br />INTERMEDIATE SUPPORTS OR 7/16' ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL U BUILDING LENGTH U
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />ZONE 1: 10d NAILS 0 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2, 1 Od NAILS ® 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3r 10d NAILS a 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />HM ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />ad RING SHANK GUN NAILS 0 4" O.C.
<br />TOP & BOTTOM EDGES
<br />rn
<br />a
<br />z�
<br />W
<br />Y
<br />Q U
<br />Z
<br />Zw
<br />Z
<br />0'W
<br />Y
<br />Li
<br />V) O
<br />8
<br />L�
<br />Sw
<br />W
<br />U W
<br />Y
<br />w O
<br />p O
<br />tN 6
<br />f9
<br />NOFM GABLES -DROP GABLE END & (1) ADUL DROPPED
<br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER NBLOCKING 01S'O.C. IF NO DROPPED GABLE END, ATTACH 2X4 #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 />tOd RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING
<br />(-#S 2' DECK SCREWS 0 6'-0" 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. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33fC33M. MAXIMUM AGGREGATE SIZE SHALL BE 314'.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION MATH JOB SPECIFICATIONS AND
<br />PROVIDE 3%AIR ENTRWNED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />WOOD:
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF,
<br />ARCHITECTURAL DRAWNGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED NC.
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th EDITION
<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 N0.2 OR BETTER. Fb=1100 PSI AND MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TMS 402/802-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE 64AL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
<br />ELASTICITY 1,400,OW PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2018, ASCE 7-16 AND RISC SPECIFICATIONS
<br />DRAWINGS. SEAMS LMPEDB INCHES 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 />N 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 %" OF HEARTWOOD.
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAWNGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLIMONS FROM TFIESE PUM,
<br />MINIMUM NAILING PER FBCR 2020, 7th EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING NTH 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 STRUCTURALOEPENDING
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WTH NSTRUCTURAL 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 />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 />DESM LOADS:
<br />ROOF. LIVE LOAD FLOOR: LIVELOAD 40 psf
<br />20 psf TOP CHORD flDncwlw t
<br />10 psf BTM CHORD np0<Guurrent
<br />DEAD LOAD DEAD LOAD
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT NTH 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' 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 0.038' 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-PLATECONNECTED-WOOD TRUSS CONSTRUCTION:, AND "SCSI 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 WTH ANSUASCE 7 88: 1990.
<br />18 psf TOP CHORD 20 psf TOP CHORD
<br />(7 psf w/ ASPHALT SHINGLES) (10 Psf w/ ND GYPCRETE) ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS.
<br />10 psf BTM CHORD 5 psf BTM CHORD THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST WND UPLIFT: 10psf 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 />BALCONY LIVE LOAD 60 pef WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 psf RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS DOWEL ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />WELDED WIRE MESH:
<br />WELDED WIRE MESH, SHALL BE ASTM At 064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WTH 2' CHAIRS SPACED T-O' OC, EACH WAY.
<br />RER1F10RCING STEEL
<br />REBAR SHALL BE ASTM A615AG15M 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 />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 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 />PROVIDE 36' x 36' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION.
<br />WIND. DEAD LOAD SPEFBC R20160 MPH SUSECONDC,RI GUST
<br />(ASCE (FBC R2O20) EXPOSURE C, RISK CATEGORY ILA
<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 UNINHABITABLE ATTIC WITHOUT
<br />BIT STORAGE: 10psf, UNINHABITABLE ATTIC WTH LIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />AGE: 2 DATTICS
<br />STORAGE: 20paf, HABITABLE ATTICS AND ATTICS SERVED WTH 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: GUARDS AND HANDRAILS: GUARD COMPONENTS: SOO PASSENGER
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />OFILL
<br />N SUE,
<br />VEHICLE GARAGES: SOpaf, ROOMS OTHER THAN SLEEPING ROOM: IOps(, SLEEPING ROOMS: 30psf, STAIRS:
<br />AGE
<br />PROVIDE ENGINEERED SHOP DRAWNGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40pef
<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" (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 DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WTH THE DESIGNING INTENT
<br />D C T E R P THE C H O I
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />OF THE CONTRACT O UMENT8 ONLY. SHALL B THE ES ONSIBILITY OF H O TRACT R TO VERIFY
<br />COMPLIANCE NTH 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 />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE frD = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />DRAWINGS SUBMITTED WTHOUT 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 />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY NTH
<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 20 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 318"
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED N A SLUMP OF B" TO 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIOW 'SITE PREPARATION'
<br />"M" "S"
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSI, FOOTING
<br />TYPE OR 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 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D-1557. TREAT ALL
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />FILL CMU CELLS SOLID WTH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEE -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 RETESTEDAT THE
<br />LAP VERTICAL REBAR 8 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 />STRUCTMAL STEM
<br />BE MADE BY THE GEO-TECH. ENGINEER.
<br />-
<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 />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />C CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />A38/A36M FY = 381Lsi FOR ANGLES PLATES AND WGHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500/A50 GRADE B f = 48 STRUCTURAL PIPE SHALL ASTM 3M GRADE BTYPE E OR S F =
<br />Y Y
<br />2,500 P31 REGULAR WEIGHT FOR FOOTINGS, AND SLA&ON-DGRADE
<br />NSf.
<br />B D I
<br />351a:i. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />SHOP.
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SUB.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS NTH DOUBLE -NUT LEVELING. ALL
<br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX R60RT0
<br />OTHER BOLTS SHALL BE ASTM F3125IF3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED S'd- PRIOR TO THE ADDITION OF PLASTICIZER
<br />SHALL BE TIGHTENED IN ACCORDANCE WTH THE TURN -OFF -THE -NUT METHOD.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94IC94M OR MEASURING, MXING, TRANSPORTING,
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.J-BOLTS ARE TO BE STEEL.
<br />ETC. CONCRETE TICKETS SHALL BE TIME-STAM2FD WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FRDMWHEN
<br />WATER IS ADDED TO THE MX UNTIL IT IS 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 MINUTES, THE CONCRETE SHALL NOT BE RACED. IT SHALL
<br />BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WmN THE ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONSY
<br />0,FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER
<br />1-1/2' FOR #5 AND SMALLER
<br />2'FOR NO AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3W FOR SLABS, WALLS AND JOISTS
<br />1-1/2' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<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, VIAND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />AND CLADDING WND 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 />APPLIGTICN
<br />SIZE
<br />TYPE
<br />BPAgNO
<br />REMARKS
<br />APPUGTION
<br />eIZE
<br />TYPE
<br />I sPAdNG
<br />REMARKS
<br />1.2 PT FURPINO TO
<br />MASONRY ICONC
<br />CASE HARDENEDCOL
<br />NNLI Il2"LONO.
<br />S QC
<br />GARAGE DOOR BUd(
<br />TOMASOMiYIWNC
<br />IM'd0.
<br />NO HASHER
<br />TAPWN MASONRY
<br />FASTENER
<br />B O�
<br />1-..ED, C END ET,
<br />I IIIED3E-T.
<br />S EE.
<br />CAGE fW
<br />9'O,t
<br />WINOOWIGOOR/FASTENED
<br />WOR Bt)dt
<br />8- DA OR
<br />-BOLT
<br />18"OIC lye'dN
<br />4'EMBEO.. A"ENO dET.
<br />TEI
<br />1x Pi, SEE NOTES
<br />III
<br />III-0
<br />11/T'LONO.
<br />BTg00EPE0.
<br />INTO MASONRY/WIC.
<br />TO M1L190NRY(CONC
<br />TO-E
<br />WIN�A'&�1ER
<br />Z<"O/C(1Y A)
<br />3'EDOE dsT.
<br />WINDOW BUCK
<br />c 9E w+R0ENE-L
<br />I_
<br />WINDOWIDOOfUFA9TENW
<br />MErK aTRM To
<br />CONTACT THIS ENGINEER FOR SPACING
<br />. PT, sEE NDTEs
<br />NNL+vx•LONo.
<br />STAWEREp
<br />-MAeDNPYIWNC.
<br />MAsoNRYlcorvC.
<br />REQUIREMENTS
<br />E)li. 9'MNG DOOR
<br />(2)SI1VDA.
<br />"TAPWM
<br />f8
<br />I -EMBER SEND
<br />NONAEARINO WOOD
<br />- E%PAN- VEMBED 4"ETD
<br />l<WC
<br />BUCKS PT. BEE NOTES
<br />NOWABHER
<br />FABTNER
<br />D18T.,I-EDGE
<br />WALL TO CONC. SUB
<br />-HERBOLT DST.. 3"EDGE DST.
<br />2Y PT WINDOW BIKK 0.13E°PAFr 21IB" 9"OIC K'EN0. qST., I1R'
<br />PT TO STEEL COL., BEE
<br />NOTES W1 Wq.ER STAOGERED EOOE dBT.
<br />"M
<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 MANUFACTURERS SPECS AND/OR NOA
<br />3. ALL FASCIA MATERIAL $HALL 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 FICA OR THE SPACING DETAILED ABOVE
<br />6. WINDOW 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. 1x MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD.'I
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-7744078
<br />www.a bdesigngroup.co,m
<br />AA #: 0003325 J
<br />i
<br />C
<br />rbr
<br />6
<br />�Lb
<br />S
<br />4
<br />ounDiv. & LOT:
<br />ABBOTT PARK
<br />LOT #2
<br />BLK. #9
<br />PItOJMCT
<br />04181.00- 02091
<br />][ODE7t
<br />4EBB
<br />"1828-CALI"
<br />GARAGE swans:
<br />RIGHT
<br />PAcsm:
<br />DETAILS
<br />160 MPH EXP. C
<br />1 ZAP
<br />A 1'Y
<br />NO
<br />BCA=: 1/4"-=1"-0-
<br />BHE�T
<br />S N1
<br />
|