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<br />ROOF WIND DESIGN PRESSURES
<br />NET (UROSS) ASCE 7-10
<br />ZONE 1 8.97 PSF (19.97)
<br />ZONE 2 17.98 PSF (27.98)
<br />ZONE 3 33.53 PSF (43.53)
<br />"A7- 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 MPH
<br />WIND EXPOSURE:"B'
<br />RISK CATAGORY: H
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT , 0.18
<br />ROOF DIAPH
<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. SfB COX EXT, PLYWOOD, WITH 8d RING
<br />SHANK GUN NAILS AT 4"O,C. AT SUPPORTED
<br />PANEL EDGES AND Sd RING SHANK GUN NAILS
<br />AT 6"0 * C ' AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NA LS @ 4" O.C. EDGEWISE 2X4
<br />BLOCKING AL PANEL JOINTS W/ IN 4'OF GABLE
<br />END,
<br />ROOF/ WALL/ 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 />Sd
<br />RING SHANK,
<br />2 1/2"
<br />0. 120"
<br />170,000
<br />RING
<br />6_2G RINGS
<br />SCREW SHANK
<br />ER INCH)
<br />Scl
<br />SCREW SHANK
<br />2 1/2"
<br />0.120"
<br />PNEUMATIC
<br />SCREW -NAILS
<br />I NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION (ISANTA) ESR-1539
<br />EXTUtM SHEATHING
<br />USE 1/2"COX OR 7/1 6"O.S.B. PLY WITH Sd RING
<br />SHANK GUN NAILS AT 4" D.C. AT PANEL SIDES
<br />AND 8d RING SHANK GUN NAILS 4"O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN
<br />NAILS AT 6� D.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/16"ZIP SHEATHING SYSTEM (INSTALLED
<br />PERMANUF . SPECS.) SEE DETAIL.
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<br />8d RING SHANK GUN NAILS @ 4- O.C.
<br />TOP & BOTTOM EDGES
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<br />TOP CORD BLOCKING AT 4'
<br />D.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END
<br />RAFTERORTRUSSn
<br />OR
<br />§
<br />ROOF SHEATHING LAYOUT
<br />AND
<br />POR "NDWA==G
<br />No
<br />8d RING SHANK'GUN NAILS
<br />6' O.C. IN FIELD
<br />Scl FiING SHANK GUN NAILS @ 12" D.C. IN
<br />FIELD or 8d x 2 112" SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ 12" 0.
<br />FIELD 7
<br />ryp. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL 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 />A Ftr
<br />_HITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017. ft EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, ACI 530-131ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD�FORMED STEEL STRUCTURAL MEMBERS 2011. ASCE 7-10 AND AISC SPECIFICATIONS
<br />ALLDE ILS AND SECT ONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />TA I(
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN,
<br />ALL DIMENS DNS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />I(
<br />DRAWINGS. FOLLOW WRITTEN 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 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 TIE4)OWNS.
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTMC33. MAXIMUM AGGREGATE SIZE SHALL BE 3W
<br />SUPPORTED TWOC EACH
<br />ROOF SHEATHING LAYOUT
<br />AND
<br />POR "NDWA==G
<br />No
<br />8d RING SHANK'GUN NAILS
<br />6' O.C. IN FIELD
<br />Scl FiING SHANK GUN NAILS @ 12" D.C. IN
<br />FIELD or 8d x 2 112" SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ 12" 0.
<br />FIELD 7
<br />ryp. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL 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 />A Ftr
<br />_HITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017. ft EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, ACI 530-131ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD�FORMED STEEL STRUCTURAL MEMBERS 2011. ASCE 7-10 AND AISC SPECIFICATIONS
<br />ALLDE ILS AND SECT ONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />TA I(
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN,
<br />ALL DIMENS DNS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />I(
<br />DRAWINGS. FOLLOW WRITTEN 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 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 TIE4)OWNS.
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTMC33. MAXIMUM AGGREGATE SIZE SHALL BE 3W
<br />SUPPORTED TWOC EACH
<br />WOOD:
<br />PROVIDE Q%AIR 89MNED CONCRETE EXPOSED TO EARTH ORINEATHER
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3W.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING.
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDERALL SLABSON-GIRCIUND WHERE INDICATED ON
<br />CRIPPLERS ' SILLS, ETC., SHALL BE SOUTHERN PINE 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 />DRAWINGS. BEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE.
<br />PRESSLRE 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 />FORM -WORK
<br />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,
<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 WITH AC 1347,
<br />W DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<br />CONTAINS MORE THAN %* OF HEARTWOOD.
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 20`17,6th 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 STRUCTURAILDEPENDING
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH ZX STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />SYP #2.
<br />UNTREATED WOOD SKALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />WELDED WIRE MESH:
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WELDED WIRE MESH, SHALL BE ASTM Al 85, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />WOOD TRUSSES:
<br />TYPICAL DETAILS, MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIFE MESH FOR SLABS SHALL BE
<br />WITH TCHAIRS SPACED WAY
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE 'NATIONAL DESIGN SPECIFICATIONS FOR
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS'SY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
<br />00 NOT SCALE DRAWINGS , THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />REINFORCING STEEL:
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0,036* AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />REBAR SHALL BE ASTM A815 GRADE 40 IN CONCRETE DEFORMED BARS. REBAR SHALL BE ASTM A615
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL. SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />DESIGN LOAM:
<br />W1 THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
<br />DESIGN, FABRICATE. AND ERECT MOD TRUSSES IN ACCORDANCE WITH TPI-14,"DESIGN NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION, HORIZONTAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 'TPVWTCA BCSI V
<br />ROOF: LIVE LOA FLOOR: LIVE LOAD 40
<br />AND VERTICAL BARS SHALL LAP 8 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />pf
<br />20 psf TOP CHORD --rt
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR 36"
<br />WOOD TRUSSES.
<br />10 psf BTM CHORD �nl
<br />#5 BAR - 30" #7 BAR 42"
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />PROVIDE 36* x 36"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 DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982.
<br />15 pal TOP CHORD 20 PST TOP CHORD
<br />Q FIT - ASPHALT SHINGLES) (10 psfwl No GYPCRETE)
<br />ALL VERTICAL REINFORC ING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />10 POT BTM CHORD 5 psf STM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST WHO UPLIFT: IOPSI
<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 PSI
<br />WALL.
<br />TRUSSESIGIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 Par
<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 />WIND: DEAD LOAD SPEED =1 60 MPH 3. SECOND GUST
<br />(ASCE 7-10 (FOC R2017) EXPOSURE B, 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 WITHOUT STORAGE: 10p.1, UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20pf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30pV, 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: 40prf, GUARDS AND HANDRAILS: 200pd, GUARD IN -FILL COMPONENTS: 50Pf. 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: 40pef, SLEEPING ROOMS: 30p.1, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40psf
<br />MMONRY:
<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 P"EW
<br />"SPECIFICATION MASONRY STRUCTURES"LACI 530/ ASCE HITMS 402, BUILDING CODE REQUIREMENTS FOR
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />SH P DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />0
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
<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 />PUBLISHED BY 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 />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />A LL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
<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 f. = 2000 PSI. BLOCK SHALL BE PLACED USING
<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 />ALL TRUSS TO TRUSS CONNECTIONS.
<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 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 2a DAYS, UNLESS
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPECIF ICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3w
<br />WRITING BY THE ARCHITECT,
<br />COURSE AGGREGATE , AND SHALL BE PLACED W/A SLUMP OF S"TO 10'. USE ONLY MECKANICALVtBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATIOW SITE PREPARATION:
<br />TYPE'M"OR"S"MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHAUL BE
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 Pat FOOTING
<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 WITH ASTM 0-1557, TREAT ALL
<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 MEET THE
<br />GEO-TECHNICAL ENGINEERS REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
<br />LAP VERTICAL REBAR e X BAR NO. (48 BAR DIAMETERS).. U.N.O.
<br />CONTRACTORS 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 />STRUCTUM STEEL
<br />CONCRETE:
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
<br />CONTRACTOR SHAll SUBMIT PROPOSED WX DESIGNS, WITH HISTORICA STRVWTH DATA FOR EACH SEPARATE WX PRIORTO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5'q. PROR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY NTH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-04 OR MEASLRING, MIXING, TRANSPORTING, E TO
<br />CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS HATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS
<br />ADDED To THE MX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SH&L NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A
<br />DELAY IN SUCH THAT A HATCH IS HELD FOR LOWER THAN 90 MINUTES, THE CONCRETE W&L NOT BE PLACED. IT SHALL BE THE
<br />RESPONSIBILITY OF THE TESTING LA80RATORY TO NOTIFY THE OWNERS REPRESENTATIVE A14D THE CONTRACTOR OF ANY NON
<br />COMPLONCE WITH THE ABOVE,
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />k 7 FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONSY.
<br />B. FOR CONCRETE EXPOSED TO EARTH ANDOR WEATHER:
<br />I-10FORMISANDSMAU.0
<br />FOR 03 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3fe FOR SLABS, WALLS AND JOISTS
<br />I-1,2"FOR SM AND COLUMN PRIMARY REINFORCEMENT, TIES. STIRRUPS
<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 />ASS. Fy . 36 k6l FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE 8,
<br />Fy - 46 ks]. STRUCTURAL PIPE SHALL BE ASTWS3, GRADE B, TYPE E OR 8, Fy = 35 ksi. TUBE AND PIPE
<br />COLUMNS SHALL BE OONCRETE-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 A325N 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, J-BOLTS ARE TO BE STEEL.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />E.
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<br />I . STAPLES $HALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO F RAMING SUCKS SHALL BE AS PER MANUFACTURERS SPECS AND OR NOA
<br />3� APLL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4 AF 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 N0A OR THE SPACING DETAILED ABOVE
<br />6 WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR ODER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. lx MEMBERS ARE NAILED AND
<br />N MEM13ERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE,
<br />C T 8
<br />MrA
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FIL 32750
<br />PH: 407-774-6078
<br />FAX: 407-774-4078
<br />www.abdosigngroup.com
<br />AA 111: 0003325
<br />r DRAFnNG BY:
<br />A.B. DESIGN GROUP
<br />DRAFTING INC.
<br />5439 BEAUMONT CENTER BLVD.
<br />SUITE 1004
<br />TAMPA. FLORIDA 33634
<br />PH; 813-886-2628
<br />FAX: 8134MO-2802
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<br />rBUBDIV. 89 LCM`4
<br />SILVERADO
<br />LOT #23
<br />BLK #10
<br />Pft0"wT#
<br />03719.000-23101
<br />MODZU
<br />2795— F
<br />C;AP.AGZ 8`1111117NO:
<br />RIGHT
<br />PAGZ:
<br />DETAILS
<br />150 MPH EXP. B
<br />F'PPANT 10/30
<br />DATE:
<br />BCALIIII: 1/4"=l'—O"
<br />811=T
<br />SN1
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