|
r
<br />I
<br />GABLE - END
<br />xA fF NIP ROOF f1�--�K
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-16
<br />ZONE 1 = 52.70 PSF (62.70) ZONE 3 = 60.50 PSF (70.50)
<br />ZONE 2e = 60.50 PSF (70.50) ZONE 3e = 69.80 PSF (79.80)
<br />ZONE 2n = 69.80 PSF (79.80) ZONE 3(= 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: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT: +1- 0,18
<br />ROOK 00i4mIAOAI
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 19/37STRUCTURAL SHEATHING
<br />EXP 1 (4020), 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 Q 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 />CIA,
<br />TENSILE STR.
<br />SHANK
<br />ASTM
<br />10d
<br />RING SHANK,
<br />2 12"
<br />0.131
<br />F1867
<br />S SHAN
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />RSRS-03
<br />8tl
<br />RING SHANK,
<br />23/8"
<br />0.113
<br />F1667
<br />SCREW SHANK
<br />PER INCH)
<br />RSRS-01
<br />ed
<br />RING SHANK,
<br />PNEUMATIC
<br />23/6'
<br />0,113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />Hr\r I tH urc 1 r<u�� _
<br />ROOF SHEATHING
<br />EXTERIOR SHEATHING
<br />USE 12" CDX OR 7/16' O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4"
<br />O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND 8d 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.
<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE' GABLES -DROP GABLE END & (1) ADD'L DROPPED
<br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING
<br />16"0.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 />ZONE 1: 10d NAILS Q 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2r 1Od NAILS ® 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3r 10d NAILS 0 4" O.C. ON EDGE AND V O.C. IN FIELD
<br />lb1E ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />6d RING SHANK GUN N-04"OC.
<br />TOP &BOTTOM EDGES
<br />a
<br />jO
<br />8
<br />- 10d RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING
<br />�-" #8 7' DECK SCREWS (9 6'-8" O.C. MAX 0
<br />EQGES & 17 O.C. MM IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />TYR 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 C33/C33M. 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 />pROMDE B%NIT ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<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: FBC4R 2020, 7th EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE i0 BE CHAM=ERED 3/4'.
<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 4021602-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE B#4L CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS-0GROUND WHERE INDICATED ON
<br />YLESEALED
<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 7A6 AND AISC SPECIFICATIONS
<br />DRAWINGS. SEAMS LAPPED B INCHES WITH ADHESIEMBRANVE TAPE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODILIM
<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 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 RAILING 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 />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 THEMINIMUM REQUIRED FOUNDATION AN OD 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 psf
<br />20 paf TOP CHORD -noncono -t
<br />10 psf BTM CHORD non-cono nt
<br />DEADLOAD DEAD LOAD
<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 FABRIC N ACCORDANCE WITH TH "NA IONA FABRICATED I C ORDANCE WI E T L DESIGN SPECIFICATIONS FOR
<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/A446M GRADE A AND SHALL BE HOT -DIPPED GALVANIZ
<br />ED
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "BGSI 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 />IHITERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI/ASCE 7 88: 1990.
<br />15 psf TOP CHORD 20 psf TOP CHORD
<br />(7 psf W/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETE) ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S 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 WIND UPLIFT: 1 Opsf 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 psf WALL' TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 psf
<br />WELDED WIRE MESH:
<br />WELDED HARE MESH, SHALL BE ASTM A10641A1064M, 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 />BE SUPPORTED WITH 2" CHAIRS T-0" SPACED SPAC OC EACH WAY REINFORCING STEEL
<br />REBAR SHALL BE ASTM A615A615M 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 e x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />REVIEW.
<br />TVP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36'
<br />#5 BAR - 30" #7 BAR - 47'
<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 SPEED =160 MPH 3- SECOND GUST
<br />(ASCE 7-16 (FBC R2020) EXPOSURE C, RISK CATEGORY II)
<br />-WALL O
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE, TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, 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 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 />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40psf
<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" (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 />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />PROVIDED BY THE TRUSS ENGINEER,
<br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY LENGTH ELEVATIONS DIMENSIONS ETC.
<br />'
<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 fm = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ONASCE 7-16 COMPONENT
<br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS BOTTOM F
<br />B M O TIE BEAMS BEFORE
<br />PLACING CONCRETE FOR IN S
<br />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />qLL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED C COLUMN .GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />ASTM C478 AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH F 00 PSI AT V
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCE T CONTRACT
<br />O 30 S 28 DAYS, UNLESS
<br />S, HEgPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 31V
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT, COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIOM 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 psf, FOOTING 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 SHALL BE 3/e"THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D1557. TREAT ALL CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />THE 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 />MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
<br />BE MADE BY THE GEO-TECH. ENGINEER.
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS.
<br />2 500 PSI REGULAR WEIGHT FOR FOOTINGS AND SLAB -ON -GRADE
<br />3000 PSI REGULAR WEIGHT FOR BEAMS COLUMNS AND 5" STRUCTURAL TERRACE SLAB,
<br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE PAX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5' N- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C941C94M 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 />THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MNUTES, THE CONCRETE SHALL NOT BE PLACE. IT SHALL
<br />Be THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WITH THE ABOVE.
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A 3'FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH(FOUNDATIONS):
<br />B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER.
<br />1-IfT FOR 05 AND SMALLER
<br />2' FOR #8 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314" FOR SLABS, WALLS AND JOISTS
<br />1-1/2"FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FILL CMU CELLS SOUD WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />STFUJIM AL 87EEL:
<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 ksi FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500/A500M GRADE B F = 46 W. STRUCTURAL PIPE SHALL BE ASTM A53/A5 M GRADE TYPE
<br />RA 3 DEB EEORS F -
<br />Y Y
<br />35 ksi. 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 F3125IF3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURNOFF -THE -NUT METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />APPLICATION
<br />611E
<br />TYPE
<br />REMMKS
<br />APPLICARON
<br />SITE
<br />SPACING
<br />REMARKS
<br />f o PT FURRING TO
<br />MASONRY I CONG
<br />CASE IWROENEO COIL
<br />1loP LONG.
<br />B„ 0/C
<br />GARAGE ODOR RUCK
<br />TO MASONRY/CONC.
<br />11-A.
<br />NO_.ER
<br />TAPCON MASONRY
<br />FAIUE R
<br />6 PC
<br />rz" EMBED, I" END DIET,
<br />I1l'EOGEOST.
<br />eOD, AL. UT. DOORS
<br />CASE HARDENEDM
<br />a"OIC
<br />NINOOWIDDOR/ FASTENED
<br />GAFAGEDOOR Bl1C1(
<br />3A'dq OR
<br />DA
<br />EXPP 11 BOLT
<br />1C OG(Y A)
<br /><'EMBEO. CErGPST.,
<br />PT, BEE NOTES
<br />I LONG.
<br />STAGGERED
<br />INTO M490NR_G
<br />TO M49CMSV/NNC.
<br />WASHER
<br />3<'OG ItYY 131A1
<br />9'EDGE OISt.
<br />WINDOW RUCK
<br />CASE HARDENED COIL
<br />B"qC
<br />oo.... FASTENED
<br />WwTOMASONRYIOONC.
<br />M-L-AR TO
<br />CONTACT THIS ENGINEER FOR SPACING
<br />f. PT, SEEr a
<br />NAL11rs LOnG.
<br />STAGGERED
<br />MAsoNliYICONC.
<br />REQUIREMENTS
<br />E%T SWING OOM
<br />UCK3PTSEE NDTEB
<br />M3n6'pA
<br />Wg9HER
<br />"TAPC
<br />FARTHER
<br />166C
<br />I1 EMBED. BEND
<br />DI9T..I MY EOOE 0f9T.
<br />NON9FAFryNG
<br />WPLL iOCONC. gAB
<br />FJLPANSION 'EMBED 4"Elro
<br />wgEHER BOLT MOC DIST.3'EWE PST.
<br />3x PT wNOOWB 9K 0.198°PPFal11B" 9"OG <ENO. GST.,1 fIY'
<br />PT T09TEEL COI ., EE Wf WASHER STAGGERED EGE WT.
<br />11STAPLES 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. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR NTH WOOD DOOR FRAME, 1x MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1 N. RONALD REAGAN BL
<br />LONGWOOD, FL 32750
<br />PH: 407-774 6078
<br />FAX 407-7744078
<br />www.abdesigngroup.com
<br />AA #: 0003325
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<br />04181.000-36071
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<br />DETAILS
<br />160 MPH EXP. C
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