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<br />GABLE -END
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<br />ROOF WIND DESIGN PRESSURES"
<br />NET(GROSS) ASCE 7 10
<br />ZONE 1 = 23.79 PSF
<br />ZONE 2 = 39.48 PSF (49.48)
<br />ZONE 3 = 67,16 PSF (77.16)
<br />'A"= 4'-W END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />WIND EXPOSURE: "C"
<br />RISK CATAGORY: 11
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT w 0.18
<br />ROOF DIAPHRAGM
<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. 5/8 COX EXT. PLYWOOD, WITH BID RING
<br />SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
<br />PANEL EDGES AND 8d RING SHANK GUN NAILS
<br />AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAILS ® 4" O.C. EDGEWISE 2X4
<br />BLOCKING ALL 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. DIA.
<br />SHANK
<br />TENSILE STR.
<br />SHANK
<br />8d
<br />RING SHANK,
<br />21/2"
<br />0.120"
<br />170,000
<br />(i6-20 RINGS
<br />SCREW SHANK
<br />PER INCH)
<br />Sd
<br />SCREW SHANK
<br />2 1/2"
<br />0.120"
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4'
<br />2. INTERNATIONAL STAPE, NAIL 8 TOOL O.C. MAX. IN FIRST 2 FRAMING
<br />ASSOCIATION (ISANTA) ESR-1539 SPACES AT EACH END.
<br />RAFTER OR TRUSS
<br />MC CLICAT US
<br />EXTERIOR SHEATHING
<br />USE 1IT' COX OR 7/16" O.S.B. PLY WITH 8d RING
<br />SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
<br />AND Bd RING SHANK GUN NAILS 4" O.C. TOP 8
<br />BOTTOM PANEL AND 8d RING SHANK GUN
<br />NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
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<br />ROOF SHEATHING LAYOUT
<br />ANDEND BRACING
<br />FOR GIABLE END FRAMING
<br />8d RING SHANK GUN NAILS .
<br />6" O.C. IN FIELD\
<br />TO BE STRUCTURAL GRADE
<br />8d RING SHANK GUN NAILS 0 12" O.C. IN
<br />FIELD or 8d x 2 1/2" SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ 12" 0.B.jN
<br />FIELD Jj
<br />TYP, 3/4" T8G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTMC33. MAXIMUMAGGREGATE SIZE SHALL BE VC.
<br />STRUCTURAL DRAWINGS SHALL BE USED N CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />WOOD"
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTHORWERTHER
<br />NON -BEARING WOOD WALLS TOP PLATES S STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, eU EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 34'.
<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, ACI 530.13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />POLYETHYLENEMEMBRANE
<br />PROVIDE 8-MI CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDERAII9LABBONILROUND WHERE INDICATED W
<br />UOUPED
<br />ELASTICITY - 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
<br />DRAWINGS SEAMSLA 81NCHE AND SEALED WITHARRE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORMWORK:
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<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 />EXCEPTWHEREA DIFFERENT DETAIL IS SHOWN.
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347.
<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 />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 NAILING PER FBOR 2017, 681 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 STRUCTURALDEPENDING 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 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 />DESIGN LOADS:
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 pet
<br />20 psf TOP CHORD-ROMcopcI
<br />10 pet BTM CHORD -rwrtc -eM
<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 FABRICATED IN ACCORDANCE WITH THE *NATIONAL 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, 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 -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 'TPI/WTCA SCSI 1"
<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 WITH ANSI ASS .1-1982.
<br />18 pH TOP CHORD pat TOP CHORD ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />(7 pef ASPHALT SHINGLES) (1 patty/ No GYPCRETE) THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS,
<br />10 pet
<br />DEAD LOADD STM CHORD IND UPLIFT: 10ps1 5 5 PST BTM CHORD TO RESIST WMINIMUM 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 psi WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL,
<br />STAIRS LIVE LOAD 40 psf
<br />WELDED WIRE MESH:
<br />WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 66 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
<br />SUPPORTED WITH 2" CHAIRS SPACED 3'-O' OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE 601N 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: 04 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 SPEED =100 MPH 3- SECOND GUST
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />ROOF 8 FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />(ASCE 7-10 (FBC R2017) EXPOSURE C, RISK CATEGORY II)
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY 8 ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10pst, UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS S 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: 40pef, 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 LE 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 />O
<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' (ACI 5301 ASCE 5/TMS 402. BUILDING CODE REQUIREMENTS FOR
<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 WITH THE DESIGNING INTENT
<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 />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 Iran = 1500 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
<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 28 DAYS, UNLESS
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
<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 3/8"
<br />CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10'. USE ONLY MECHANICAL VIBRATION
<br />WITH THE SIZE AND NUMBER OF BOLTSINAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
<br />TO CONSOLIDATE GROUT.
<br />LATEST cnrALoc.
<br />FOUNDATION/ SITE PREPARATION:
<br />" "
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 pM, FOOTING
<br />TYPE M" OR S" 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 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
<br />CELLS TO FILLED.
<br />BE
<br />BE
<br />SOIL FOR TERMITE PROTECTION.
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR 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 ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED 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 />BE MADE BY THE GEO-TECH. ENGINEER.
<br />STRUCTURAL STEEL
<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 MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED IS'* PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SWILL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94OR MEASURING, MIXING, TRANSPORTING, ETC
<br />CONCRETE TICKETS SHALL BE TIMESTNAPED WHEN CONCRETE IS BATCHED. THE MkMMUM TIME ALLOWED FROM WHEN WATER IS
<br />ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SIWLL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE LS A
<br />DELAY IN SUCH THAT BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SWILL BE THE
<br />RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
<br />COMPLIANCE WITH THE ABOVE
<br />REWIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A 3° FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH(FOUNDATK)NS):
<br />B FOR CONCRETE EXPOSED TO EARTH ANDAR WEATHER:
<br />1-1R" FOR A6 AND SMALLER
<br />2" FOR#6 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />SIC FOR SLABS, WALLS AND JOISTS
<br />1.172' FOR BEAM 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 kol FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
<br />Fy - 46 kel. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE 8, TYPE E OR S. Fy = 35 MI. TUBE AND PIPE
<br />COLUMNS SHALL BE CONCRETE -FILLED N 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 A325-N 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 SWILL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
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<br />CONTACT
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<br />NONEEAPoNG WOOD
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<br />WIWASHER BOLT pIST.,TEDCE pIST,
<br />4 PT WM4x1Yl BUCK 0.139°PAF A3IS• BOIC FEND. DST, I
<br />PT T091EEL LOL..9EE W/WASHER STAGGERED EWE DIET.
<br />NOTES t?
<br />I 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 NDA
<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 SWILL 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 EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. lx MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE,
<br />L44i N. RONALD REAGAN BLVD.
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<br />PAGE:
<br />DETAILS
<br />60 MPH EXP.
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