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GENERAL NOTES
<br />1.CONTRACTOR'S RESPONSIBILITY TO VERIFY GRADES, DIMENSIONS, ELEVATIONS,
<br />AND CONDITIONS PRIOR TO BIDDING AND CONSTRUCTION. NOTIFY ENGINEER AND
<br />ARCHITECT OF DISCREPANCIES.
<br />2.USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER RELATED
<br />DRAWINGS. COORDINATE ALL WORK, INCLUDING SUB TRADES.
<br />3.NOTIFY STRUCTURAL ENGINEER OF CONFLICTS FOUND BETWEEN
<br />SPECIFICATIONS, NOTES, PLANS, AND DETAILS.
<br />4.DO NOT SCALE DIMENSIONS FROM DRAWINGS.
<br />5.WORKMANSHIP AND MATERIALS TO CONFORM TO CALIFORNIA BUILDING CODE
<br />AND LOCAL ORDINANCES.
<br />6.CONTRACTOR TO PROVIDE MEASURES FOR STRUCTURAL PROTECTION, BRACING,
<br />AND SHORING DURING CONSTRUCTION.
<br />7.WALLS, DOOR OPENINGS, AND WINDOW OPENINGS DETERMINED FROM
<br />ARCHITECTURAL DRAWINGS. COORDINATE OTHER OPENINGS FOR MEP
<br />REQUIREMENTS.
<br />8.COORDINATE OPENINGS, SLEEVES, SLAB ELEVATIONS, ETC. BEFORE
<br />CONSTRUCTION. STRUCTURAL MEMBERS NOT TO BE CUT OR NOTCHED UNLESS
<br />DETAILED ON PLANS.
<br />9.MATERIALS TO BE FURNISHED AS SHOWN, UNLESS APPROVED IN WRITING BY
<br />ARCHITECT, OWNER, AND STRUCTURAL ENGINEER.
<br />10."APPROVED" OR "APPROVAL" ARE DEFINED AS GENERAL ACCEPTANCE.
<br />CONTRACTOR REMAINS LIABLE FOR REQUIRED MATERIALS AND LABOR
<br />COORDINATION.
<br />11.DETAILS AND SECTIONS APPLY TO LIKE CONDITIONS, TYPICAL DETAILS TO BE
<br />USED UNLESS INDICATED OTHERWISE.
<br />12.CONNECTIONS OF ITEMS SUPPORTED BY PRIMARY STRUCTURE TO BE
<br />COORDINATED BY RESPECTIVE DISCIPLINES.
<br />13.CONTRACTOR IS RESPONSIBLE FOR LOCATING AND PROTECTING EXISTING
<br />UTILITIES.
<br />14.VIBRATION EFFECTS OF EQUIPMENT NOT CONSIDERED BY STRUCTURAL
<br />ENGINEER.
<br />15.FLOOR SYSTEMS NOT DESIGNED FOR WATER BEDS, NOTIFY ENGINEER OF
<br />RECORD IF ANTICIPATED.
<br />16.CHANGES TO DRAWINGS AND SPECIFICATIONS REQUIRE CONSENT OF THE EOR.
<br />FOUNDATIONS & SOILS
<br />1.THE FOUNDATION DESIGN RELIES ON A GEOTECHNICAL REPORT OR MINIMUM
<br />PRESUMPTIVE SOIL VALUES IN ACCORDANCE TO THE BUILDING CODE. WHEN A
<br />SOILS REPORT HAS BEEN COMPLETED, IT SHALL BE MADE PART OF THE
<br />CONTRACT DOCUMENTS. ADDITIONALLY, THE CONTRACTOR SHALL COMPLY WITH
<br />ALL THE REPORT REQUIREMENTS AND SHALL KEEP A COPY AVAILABLE ON THE
<br />CONSTRUCTION SITE AT ANYTIME DURING THE LENGTH OF THE CONSTRUCTION.
<br />2.WHERE A GEOTECHNICAL ENGINEER IS ENGAGED & A SOILS REPORT IS PROVIDED
<br />FOR THE PROJECT IN LIEW OF RELYING ON PRESUMPTIVE SOILS VALUES FOR THE
<br />FOUNDATION, THE FOLLOW SHALL APPLY:
<br />2.1.THE GEOTECHNICAL ENGINEER SHALL NOTIFY THE EOR OF ANY REVISIONS,
<br />CHANGES, OR ALTERATIONS TO THE APPROVED SOILS REPORT.
<br />2.2.THE GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE THE
<br />FOUNDATION TRENCHES PRIOR TO PLACEMENT OF REINFORCEMENT,
<br />SCHEDULING A CITY OR COUNTY FOUNDATION INSPECTION, OR POURING
<br />CONCRETE.
<br />2.3.EXCAVATIONS, FILLING OR BACK FILLING, BUILDING PADS SHALL BE
<br />INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER.
<br />3.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING (RETAINING WALLS,
<br />BUILDING FLOORS, WALLS, EXCAVATIONS, CONCRETE FORMS, ETC.).
<br />4.FOOTINGS AND SLAB ON GRADES SHALL BEAR OVER APPROVED COMPACTED FILL
<br />OR UNDISTURBED NATURAL GRADE.
<br />5.ALL COMPACTED FILL SHALL BE PLACED AS REQUIRED BY THE GEOTECHNICAL
<br />ENGINEER USING APPROVED METHODS AND HAVING ACHIEVED A MINIMUM
<br />DENSITY OF 90% IN ACCORDANCE WITH ASTM D-1557. THE CONTRACTOR SHALL
<br />SUPPLY THE BUILDING INSPECTOR ALL REQUIRED COMPACTION REPORTS WITH
<br />WRITTEN APPROVAL FROM THE GEOTECHNICAL ENGINEER.
<br />6.CORROSIVENESS OF THE SITE SOILS SHALL BE INVESTIGATED BY THE
<br />GEOTECHNICAL ENGINEER. WHERE CORROSIVENESS IS ENCOUNTERED, THE
<br />GEOTECHNICAL ENGINEER OR CORROSION ENGINEER SHALL PROVIDE
<br />MITIGATION MEASURES FOR CORROSIVE SOILS.
<br />7.RETAINING WALLS HAVE BEEN DESIGNED FOR DRAINED OR FREE DRAINING
<br />CONDITIONS. BACK FILL AGAINST RETAINING WALLS SHALL BE MAINTAINED EVEN
<br />ON EACH SIDE OF THE WALL UNTIL THE LOWER OF THE FINISH GRADES IS
<br />ATTAINED.
<br />8.DESIGN OF RETAINING WALL DRAINS, DRAINAGE SYSTEM, AND MAINTENANCE
<br />PROGRAM IS BY OTHERS. UNLESS NOTED OTHERWISE, RETAINING WALLS SHALL
<br />NOT BE SURCHARGED BY ADJACENT FOOTINGS OR CONSTRUCTION EQUIPMENTS
<br />9.
<br />CONCRETE
<br />1.PERFORM CONCRETE WORK IN COMPLIANCE WITH ACI 301.
<br />2.PROVIDE NORMAL WEIGHT AGGREGATES OF NATURAL SAND AND ROCK COMPLYING
<br />WITH ASTM C33.
<br />3.PROVIDE PORTLAND CEMENT CONFORMING TO ASTM C150 TYPE II/V.
<br />4.THE MAXIMUM WATER-CEMENT RATIO FOR ALL FOUNDATION IS AND SLABS ON GRADE
<br />SHALL NOT EXCEED 0.45.
<br />5.PROVIDE NORMAL WEIGHT CONCRETE (145 PCF) (U.N.O.) WITH PROVEN SHRINKAGE.
<br />6.DESIGN IS BASED UPON CARBONATE AGGREGATE. CONTRACTOR TO NOTIFY
<br />STRUCTURAL ENGINEER OR CLEARLY NOTE ON THE MIX DESIGN IF OTHER AGGREGATE
<br />IS USED.
<br />7.CHARACTERISTICS OF LESS THAN 0.055 PERCENT, ATTAINING MINIMUM COMPRESSIVE
<br />STRENGTHS AT 28 DAYS (f'c) AS FOLLOWS, UNO:
<br />7.1.RETAINING WALL FOOTINGS 2500 PSI
<br />7.2.CONV. SOG & STEM WALL FOUNDATION (1 & 2-STORY)2500 PSI
<br />7.3.CONV. SLAB ON GRADE FOUNDATION (3+ STORY)3000 PSI
<br />7.4.MAT FOUNDATION 4000 PSI
<br />7.5.COLUMNS 5000 PSI
<br />7.6.SHEAR WALLS 5000 PSI
<br />7.7.ELEVATED SLABS & BEAMS 5000 PSI
<br />7.8.METAL DECK FILL 5000 PSI
<br />8.THE NOMINAL MAXIMUM SIZE OF COURSE AGGREGATE SHALL NOT BE LARGER THAN:
<br />8.1.1/5 THE NARROWEST DIMENSION BETWEEN SIDES OF FORMS;
<br />8.2.1/3 THE DEPTH OF SLABS;
<br />8.3.3/4 THE MINIMUM CLEAR SPACING BETWEEN INDIVIDUAL REINFORCING BARS OR
<br />WIRES, BUNDLES OF BARS, INDIVIDUAL TENDONS, BUNDLED TENDONS, OR DUCTS;
<br />8.4.THE CONCRETE COVER
<br />9.SUBMIT CONCRETE DESIGN MIX DESIGN FOR EACH TYPE AND COMPRESSIVE
<br />STRENGTH OF CONCRETE REQUIRED, SIGNED AND SEALED BY A REGISTERED CIVIL
<br />ENGINEER. (STRUCTURAL ENGINEER). BASE DESIGN MIX ON FIELD EXPERIENCE OR
<br />TRIAL MIXTURES AS STIPULATED IN THE CBC.
<br />10.SUBMIT SHOP DRAWING TO THE EOR INDICATING LOCATIONS OF CONCRETE
<br />CONSTRUCTION JOINTS (IF NOT ALREADY INDICATED ON THE STRUCTURAL PLANS)
<br />PRIOR TO PLACING CONCRETE. LOCATE JOINTS AT LOCATIONS TO MINIMIZE EFFECTS
<br />OF SHRINKAGE & NEAR POINTS OF LOW STRESSES.
<br />11.SLUMP SHALL BE 4 INCHES.
<br />12.DO NOT USE CONCRETE CONTAINING CHLORIDES.
<br />13.DO NOT EMBED CONDUITS, PIPES, OR SLEEVES IN STRUCTURAL CONCRETE EXCEPT
<br />WHERE SPECIFICALLY DETAILED OR ACCEPTED BY THE EOR. ELECTRICAL CONDUIT
<br />DRAWINGS SHALL BE SUBMITTED FOR REVIEW BY THE EOR.
<br />14.FORM EXPOSED CORNERS OF COLUMNS, BEAMS AND WALLS WITH 3/4 INCH CHAMFERS
<br />UNLESS NOTED OTHERWISE.
<br />15.PROVIDE KEYS IN CONSTRUCTION JOINTS UNLESS NOTED OTHERWISE.
<br />16.THOROUGHLY CLEAN, REMOVE DIRT & DERBIES, WET, AND REMOVE STANDING WATER
<br />IN CONSTRUCTION JOINTS BEFORE PLACING NEW CONCRETE. AT VERTICAL JOINTS,
<br />SLUSH WITH A COAT OF NEAT CEMENT BEFORE PLACING NEW CONCRETE.
<br />17.MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST CONDITION FOR
<br />A MINIMUM OF 7 DAYS AFTER PLACEMENT.STRUCTURAL STEEL
<br />1.ALL MATERIAL, DETAILING, FABRICATION, WORKMANSHIP, AND ERECTION
<br />SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION & CODE OF
<br />STANDARD PRACTICE.
<br />2.STRUCTURAL STEEL DELIVERED TO THE JOB SITE SHALL BE FREE OF
<br />EXCESSIVE RUST, MILL SCALE, GREASE, ETC.
<br />3.STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING
<br />MATERIAL SPECIFICATIONS:
<br />WIDE FLANGE MEMBERS A-992
<br />STRUCTURAL TUBES A-500, GRADE B
<br />STRUCTURAL PIPES A-53, TYPE E OR S, GRADE B
<br />ALL OTHER SHAPES A-36
<br />4.STRUCTURAL STEEL SHAPES & RODS SHALL CONFORM TO THE FOLLOWING
<br />MATERIAL SPECIFICATIONS:
<br />HOLD-DOWN RODS A-36 OR F-1554, GRADE 36
<br />HIGH STRENGTH HD RODS A-193 B7 OR F-1554, GRADE 105
<br />STANDARD STRENGTH BOLTS A-325
<br />HIGH STRENGTH BOLTS A-490
<br />MF BASE PLATES A-572 (fy=50 ksi)
<br />5.STRUCTURAL STEEL DELIVERED TO THE JOB SITE SHALL NOT BE BENT OR
<br />DAMAGED AND SHALL BE FREE OF EXCESSIVE RUST, MILL SCALE, GREASE,
<br />ETC.
<br />6.ALL STEEL FABRICATION SHALL BE PERFORMED IN A SHOP APPROVED BY THE
<br />LOCAL JURISDICTION. SHOPDRAWINGS SHALL CONTAIN ALL INFORMATION
<br />NECESSARY FOR ALL STRUCTURAL STEEL ERECTION INDEPENDENTLY OF &
<br />WITHOUT RELIANCE ON THE STRUCTURAL PLANS & DETAIL.
<br />7.USE NELSON STUDS FOR ALL STUD ANCHORS SHALL BE NELSON. INSTALL IN
<br />ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. USE ½" Ø
<br />STUDS AT 32" O.C. MAX WHERE REQUIRED FOR ARCHITECTURAL FINISHES /
<br />NON-STRUCTURAL ELEMENTS ATTACHMENT.
<br />8.INSTALLATION AND INSPECTION OF HIGH STRENGTH BOLTS SHALL CONFORM
<br />TO THE REQUIREMENT OF THE AISC SPECIFICATIONS FOR STRUCTURAL
<br />JOINTS. ASSEMBLE ALL ELEMENTS WITH HARDENED WASHERS UNDER THE
<br />NUT OR BOLT HEAD.
<br />9.WHERE HIGH STRENGTH BOLTS ARE USED, CONNECTIONS, HOLES, &
<br />ELEMENTS SHALL BE FREE OF DIRT, SAND, BURRS, PITS, PAINT, OIL, LACQUER,
<br />GALVANIZING, AND OTHER MATERIALS WHICH PREVENT ADEQUATE SEATING &
<br />TIGHTENING.
<br />10.ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL CONFORM TO
<br />THE AISC CODE OF STANDARD PRACTICE. REFER TO THE ARCHITECTURAL
<br />DRAWINGS FOR LOCATIONS AND ADDITIONAL APPEARANCE AND TOLERANCE
<br />REQUIREMENTS.
<br />11.GRIND SMOOTH ALL EXPOSED WELDS AS APPROVED BY THE ARCHITECT &
<br />REMOVE ALL TEMPORARY ERECTION CLIPS
<br />12.ALL STEEL SHALL RECEIVE ONE COAT OF RUST INHIBITIVE PRIMER UNLESS
<br />FIREPROOFED & INDICATED OTHERWISE ON THE ARCHITECTURAL DRAWINGS
<br />OR SPECIFICATIONS.
<br />13.ALL STEEL EXPOSED TO THE WEATHER SHALL BE HOT-DIPPED GALVANIZED
<br />AFTER FABRICATION UNLESS ALTERNATE METHODS OF WEATHER PROOFING
<br />ARE PROVIDED BY THE ARCHITECT.
<br />14.PENETRATIONS ARE NOT ALLOWED IN STEEL MEMBERS UNLESS NOTED
<br />OTHERWISE ON THE PLANS & APPROVED BY THE EOR. SHORE STEEL
<br />MEMBERS WHEN PERMISSIBLE HOLES ARE CUT WITH A TORCH AFTER STEEL IS
<br />ERECTED. SHORING SHALL REMAIN UNTIL STEEL TEMPERATURE HAS
<br />RETURNED TO AIR TEMPERATURE.
<br />15.ALL EXPOSED ENDS OF STEEL MEMBERS SHALL BE CAPPED WITH A ¼" END
<br />PLATE UNLESS NOTED OTHERWISE ON THE ARCHITECTURAL DRAWINGS.
<br />16.ALL GROUT UNDER BASE PLATES SHALL BE HIGH STRENGTH (5,000 PSI MIN)
<br />SOLID DRY PACK OR NON-SHRINK GROUT PLACED AS DIRECTED BY THE
<br />MANUFACTURER.
<br />GLUE LAMINATED BEAMS - GLB
<br />1.SHALL BE 24F-V4 FOR SIMPLE SPANS AND 24F V8 FOR BEAMS WITH CANTILEVERS
<br />WITH THE FOLLOWING MINIMUM PROPERTIES:
<br />Fb 2400 PSI
<br />Fv 165 PSI
<br />FC,perp 650 PSI
<br />E 1,800 KSI
<br />2.SHALL HAVE EXTERIOR GLUE AND WEATHER TREATMENT PRIOR TO INSTALLATION
<br />3.SHALL BE FABRICATED BY AN APPROVED MANUF.
<br />4.AN A.I.T.C. CERTIFICATE OF COMPLIANCE SHALL BE GIVEN TO THE BUILDING
<br />INSPECTOR PRIOR TO INSTALLATION
<br />5.SHALL HAVE FACTORY STANDARD CAMBER, EXCEPT WHERE NOTED OTHERWISE
<br />ON THE PLANS
<br />CONCRETE MASONRY
<br />1.ALL MASONRY WORK SHALL BE CONTINUOUSLY INSPECTED.
<br />2.MORTAR SHALL BE TYPE M OR S CONFORMING TO ASTM C270.
<br />3.GROUT SHALL CONFORM TO ASTM C476 OR ASTM C1019.
<br />4.CMU SHALL BE MEDIUM WEIGHT CONFORMING TO ASTM C90.
<br />5.MIN. STRENGTH OF MASONRY UNITS, MORTAR AND GROUT AT 28 DAYS SHALL BE:
<br />5.1.f'm 1,500 PSI
<br />5.2.MASONRY UNIT 1,900 PSI
<br />5.3.MORTAR (TYPE M OR S)2,500 PSI
<br />5.4.GROUT 2,000 PSI
<br />6.COMPLIANCE WITH THE REQUIREMENTS FOR MINIMUM STRENGTH OF MASONRY UNITS
<br />SHALL BE IN ACCORDANCE WITH ASTM C90 UNIT STRENGTH METHOD USING FULL
<br />STRESSES IN DESIGN AND COMPRESSIVE STRENGTH. ALTERNATIVELY, A PRISM TEST
<br />METHOD OR PRISM TEST RECORD METHOD MAY BE USED PER ASTM C1314 AND
<br />APPROVED BY THE EOR
<br />7.WHERE f'm > 1500 PSI, MASONRY PRISM TESTING IS REQUIRED PER ASTM C1314.
<br />8.PLASTIC CEMENT AND MASONRY CEMENT SHALL NOT BE USED IN ANY CMU WALL
<br />ASSEMBLY MIX DESIGNS.
<br />9.MORTAR SHALL BE TESTED IN ACCORDANCE WITH ASTM C270.
<br />10.GROUT SHALL BE TESTED IN ACCORDANCE WITH ASTM C476.
<br />11.GROUT MIX DESIGN SHALL BE PERFORMED BY A RECOGNIZED TESTING LAB AND
<br />REVIEWED BY THE EOR PRIOR TO START CONSTRUCTION.
<br />12.GROUT SHALL CONSIST OF MIXTURE OF CEMENTICIOUS MATERIALS AND AGGREGATE
<br />TO WHICH POTABLE WATER IS ADDED SUCH THAT THE MIXTURE WILL FLOW WITHOUT
<br />SEGREGATION OF THE CONSTITUENTS.
<br />13.GROUT ALL CELLS WITH REINFORCEMENT AND BELOW GRADE, TYPICAL UNO.
<br />14.VERTICAL CELLS TO BE REINFORCED AND OR GROUTED SHALL HAVE VERTICAL
<br />ALIGNMENT AND SHALL BE CLEAR OF OVERHANGING MORTAR, DEBRIS OR OTHER
<br />OBSTRUCTIONS.
<br />15.ALL HORIZONTAL REINFORCING BARS SHALL BE PLACED IN BOND BEAM UNITS.
<br />16.PROVIDE 1/2" MINIMUM CLEAR SPACE BETWEEN REINFORCING BARS AND THE
<br />MASONRY UNIT WALLS.
<br />17.COLD JOINTS IN CMU WALLS NOT PERMITTED EXCEPT WHERE SPECIFIED.
<br />18.HEIGHT OF GROUT POURS SHALL NOT EXCEED THAT SHOWN IN THE TMS
<br />SPECIFICATION.
<br />19.A HORIZONTAL CONSTRUCTION JOINT SHALL BE FORMED BETWEEN GROUT POURS BY
<br />STOPPING GROUT A MINIMUM OF 1.5" BELOW A MORTAR JOINT, WHERE BOND BEAMS
<br />OCCUR. GROUT POUR SHALL BE STOPPED A MINIMUM OF 1/2" BELOW THE TOP OF
<br />MASONRY WEBS.
<br />20.DURING PLACING, GROUT SHALL BE CONSOLIDATED BY MECHANICAL VIBRATIONS
<br />BEFORE LOSS OF PLASTICITY SUCH AS TO FILL THE GROUT SPACE AND SHALL BE
<br />RE-CONSOLIDATED BY MECHANICAL VIBRATION AFTER INITIAL WATER LOSS AND
<br />SETTLEMENT HAS OCCURRED.
<br />21.REFER TO ARCHITECTURAL DRAWINGS FOR MASONRY UNITS, JOINT TYPE, AND LAYING
<br />PATTERN.
<br />22.CONSTRUCTION SHALL COMPLY WITH SECTION 2104 OF 2022 CBC.
<br />(A) REINFORCEMENT SHALL BE SECURED USING WIRE GUIDES (POSITIONING DEVICE)
<br />TO PREVENT DISPLACEMENT DUE TO CONSTRUCTION LOADS OR BY GROUT/MORTAR
<br />PLACEMENT.
<br />(B) CLEANOUTS SHALL BE PROVIDED FOR ALL GROUT POURS OVER 5'-4".
<br />(C) GROUT LIFTS SHALL NOT EXCEED 5'-4".
<br />23.QUALITY ASSURANCE MEASURES, SHALL COMPLY WITH TMS /ACI /ASCE.
<br />(A) FIVE MASONRY PRISM TESTS SHALL BE BUILT AND TESTED PRIOR TO
<br />CONSTRUCTION.
<br />(B) 3 MASONRY PRISM TESTS (PER 5000 SQ FT OF FLOOR AREA,3 MIN) SHALL BE BUILT
<br />& TESTED DURING CONST. WHEN FULL STRESSES ARE USED IN DESIGN.
<br />REINFORCING STEEL
<br />1.REINFORCING STEEL FOR #4 BARS AND LARGER SHALL CONFORM TO ASTM A615
<br />OR ASTM A706 (GRADE 60).
<br />2.REINFORCEMENT IN SHEAR WALLS AND MOMENT FRAMES SHALL COMPLY WITH
<br />ASTM A706. ASTM A615 (GRADE 60) SHALL BE PERMITTED IN THESE MEMBERS
<br />ONLY IF:
<br />2.1.MINIMUM ELONGATIONS IN 8 INCHES IS AT LEAST 14% FOR BAR SIZES #3
<br />THROUGH #6, AT LEAST 12% FOR BAR SIZES #7 THROUGH #11, AND AT LEAST
<br />10 % FOR BAR SIZES #14 OR LARGER.
<br />2.2.ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED 78,000
<br />PSI WITH RETESTS NOT EXCEEDING 81,000 PSI.
<br />3.WELDED WIRE MESH / FABRIC SHALL CONFORM TO ASTM A1064 (GRADE 65) AND
<br />BE LAPPED 1.5 SPACES (12" MINIMUM) FOR PLAIN WIRE AND ASTM A1064 (GRADE
<br />75) FOR DEFORMED BAR.
<br />4.REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706 (GRADE 60).
<br />5.CHAIRS OR SPACERS FOR REINFORCING SHALL BE PLASTIC OR PLASTIC COATED
<br />WHEN RESTING ON EXPOSED SURFACES.
<br />WOOD FRAMING
<br />1.ALL STRUCTURAL FRAMING LUMBER SHALL CONFORM TO GRADES AS SET BY THE
<br />W.C.L.I.B & THE CALIFORNIA BUILDING CODE & SHALL HAVE GRADE STAMP MARKED
<br />BY AN APPROVED TESTING AGENCY.
<br />2.ALL LUMBER SHALL HAVE 19% MAXIMUM MOISTURE CONTENT PRIOR ENCLOSING
<br />THE FRAMING SYSTEMS (ROOFS, FLOORS, WALLS, ETC.).
<br />3.All STRUCTURAL SAWN LUMBER SHALL BE DOUGLAS FIR-LARCH OF THE FOLLOWING
<br />GRADES, UNLESS NOTED OTHERWISE:
<br />2X SILL PLATES PRESSURE TREATED DOUG FIR (P.T.D.F.)
<br />3X SILL PLATES PRESSURE TREATED DOUG FIR (P.T.D.F.)
<br />2X4 STUDS DF NO. 2
<br />3X STUDS DF NO. 2
<br />2X6 TO 2X14 DF NO. 2
<br />4X12 AND SMALLER DF NO. 2
<br />4X14 & LARGER DF NO. 1
<br />6X & 8X DF NO. 1
<br />4.ALL STRUCTURAL SHEATHING, PLYWOOD OR OSB, SHALL BE IDENTIFIED WITH THE
<br />GRADE TRADEMARK OF APA AND SHALL MEET THE PRODUCT STANDARD PS 1-09,
<br />PS2-10, OR APA PRP 108.
<br />5.ALL STRUCTURAL SHEATHING FULLY OR PARTIALLY EXPOSED TO WEATHER
<br />PERMANENTLY SHALL BE EXTERIOR TYPE.
<br />6.SHEATHING SPAN RATING SHALL EQUAL OR EXCEED THE SPACING OF THE
<br />SUPPORTING FRAMING MEMBERS.
<br />7.DO NOT UTILIZE PANELS WITH EITHER DIMENSION LESS THAN 24" FOR STRUCTURAL.
<br />8.TYPICAL FLOOR/DECK SHEATHING (SEE 15/SD4 FOR ADDITIONAL REQUIREMENTS):
<br />23 32" APA RATED STURD-I-FLOOR T&G EXP I WITH MINIMUM SPAN RATING OF 24" O.C.
<br />REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE. USE 10d COMMON
<br />NAILS OR 10d RING SHANK/SCREW SHANK AND GLUE SHEATHING TO FRAMING USING
<br />ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN
<br />ACCORDANCE WITH MANUFACTURERS'S SPECIFICATIONS. #8 X 2" LONG WOOD
<br />SCREWS (2.5" AT 118" SHEATHING) IN ACCORDANCE WITH ER-5053 BY QUICK DRIVE
<br />USE, INC. MAY BE SUBSTITUTED FOR THE 10d COMMON NAILS.
<br />BOUNDARY NAIL (BN) 10d COMMON NAILS AT 6" O.C.
<br />EDGE NAILING (EN)10d COMMON NAILS AT 6" O.C.
<br />FIELD NAILING (FN) 10d COMMON NAILS AT 12" O.C.
<br />9.TYPICAL ROOF SHEATHING (SEE 15/SD4 FOR ADDITIONAL REQUIREMENTS):
<br />15 32" APA RATED SHEATHING EXP I WITH MINIMUM PANEL INDEX OF 32/16. REFER TO
<br />NER 108 FOR INSTALLATION AND CONDITIONS OF USE. USE 8d COMMON NAILS U.N.O.
<br />USE 10d AT BLOCKED ROOF DIAPHRAGMS. ALL EDGES TO BE BLOCKED ROOFS
<br />WHERE SLOPE < 1:12.
<br />BOUNDARY NAIL (BN) 8d COMMON NAILS AT 6" O.C.
<br />EDGE NAILING (EN)8d COMMON NAILS AT 6" O.C.
<br />FIELD NAILING (FN) 8d COMMON NAILS AT 12" O.C.
<br />10.PROVIDE 18" GAP BETWEEN PANEL EDGES.
<br />11.ALL MACHINE BOLTS SHALL CONFORM TO ASTM A307. HOLES FOR BOLTS SHOULD BE
<br />DRILLED 116" LARGER THAN BOLT DIAMETER.
<br />12.FOR NON-SHEAR WALL APPLICATION, ROUND WASHERS SHALL BE USED ON ALL
<br />BOLTS AND SHOULD CONFORM WITH ANSI/ASME B 18.22.1 USE MIN 1 3 8"Ø X 7 64" THICK
<br />WASHER FOR 12"Ø BOLT, 1 3 4"Ø X 9 64" THICK WASHER FOR 5 8"Ø BOLT
<br />AND 2 12"Ø X 1164" THICK WASHER 1"Ø BOLT, U.N.O.
<br />13.ALL NAILS SHALL BE SINKERS AND STAGGERED U.N.O., EXCEPT AS SHOWN ON
<br />NAILING SCHEDULE.
<br />14.ADHESIVE USED TO ATTACH FLOOR SHEATHING TO FRAMING ELEMENTS SHALL
<br />CONFORM WITH APA SPECIFICATION AFG-01.
<br />15.MANUFACTURED HARDWARE SPECIFIED ON THE DRAWINGS ARE TO BE SIMPSON
<br />STRONG TIE (UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY EOR). FOLLOW ALL
<br />MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS FOR INSTALLATION
<br />AND HANDLING OF THE PRODUCT.
<br />16.ALL FRAMING, BRACING, NAILING, NOTCHING, DRILLING OR BORING SHALL BE IN
<br />ACCORDANCE WITH BUILDING CODES UNLESS MORE STRINGENT REQUIREMENTS
<br />ARE SPECIFIED OR REQUIRED BY THE LOCAL JURISDICTION.
<br />17.FABRICATION AND HANDLING OF GLU-LAM BEAMS SHALL BE PER ANSI/AITC A 190.1.
<br />STANDARD BEAMS TO BEAR LEGIBLE APA-ENS OR AITC GRADE STAMP. AN APA- EWS
<br />CRAN AITC CERTIFICATE OF CONFORMANCE FOR GLUE-LAMINATED MEMBERS
<br />SHOULD BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO INSTALLATION AND
<br />GLU-LAM MEMBERS SHALL BE 25F-V4, DF/DF WITH THE STANDARD CAMBER ON ROOF
<br />BEAMS EXCEPT CANTILEVER END, U.N.O. ALL CANTILEVER ENDS AND FLOOR BEAMS
<br />SHALL HAVE NO CAMBER U.N.O. ALL BEAMS SHALL BE FABRICATED WITH
<br />WATERPROOF GLUE.
<br />18.FASTENERS IN CONTACT WITH PRESERVATIVE TREATED LUMBER AND FIRE
<br />RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED
<br />STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON
<br />STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN
<br />AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED.
<br />19.STUD WALLS PERPENDICULAR TO A CONCRETE OR MASONRY WALL SHALL BE
<br />BOLTED TO THE CONCRETE OR MASONRY WALL WITH 5 8"Ø X 8" A307 BOLTS AT
<br />TOP, MID-HEIGHT AND BOTTOM.
<br />20.STRUCTURAL INFORMATION SHOWN ON FRAMING PLANS IS FOR THE MAIN
<br />STRUCTURAL ELEMENTS. NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED
<br />PER APPROVED CODE REQUIREMENTS.
<br />21.CONVENTIONAL LIGHT FRAMED CONSTRUCTION REQUIREMENTS OF CHAPTER 23
<br />SHOULD BE FOLLOWED AS REQUIRED.
<br />22.TOP PLATES OF ALL WOOD STUD WALLS TO CONSIST OF (2) 2X'S THE SAME WIDTH AS
<br />THE STUDS, UNO. TOP PLATES SHALL LAP A MINIMUM OF 48" AND BE SPLICED WITH
<br />NOT LESS THAN 6-16d NAILS SPACED NOT MORE THAN 12" O.C.
<br />23.ALL SHEAR PANELS SHALL HAVE CONTINUOUS SHEATHING MATERIAL FROM ONE END
<br />TO THE OTHER AND FROM PLATE TO PLATE AS SPECIFIED ON THE DRAWINGS.
<br />CONTRACTOR SHALL COORDINATE FRAMING SUCH THAT CONTINUITY OF SHEAR
<br />PANELS IS ASSURED.
<br />24.ALL SHEAR TRANSFER NAILING SHALL BE PER PLAN, AND CONTRACTOR SHALL
<br />PROVIDE PROPER NOTIFICATION FOR INSPECTIONS TO REVIEW THE SAME.
<br />25.PROVIDE POST/MULTIPLE STUDS AT LOWER FLOOR UNDER POST/MULTIPLE STUDS
<br />ABOVE. EACH POST/STUD SHALL BE FASTENED BY GYPSUM WALL BOARD WITH 5d
<br />COOLER NAILS AT 6" O.C., U.N.O. ON PLAN. PROVIDE FULL WIDTH AND DEPTH
<br />COMPRESSION BLOCK BETWEEN FLOORS AT SUCH LOCATIONS.
<br />26.IF DOUBLE SILL PLATE IS USED AS LIGHT-WEIGHT CONCRETE FLOORING, THEN THE
<br />FRAMING CONTRACTOR SHALL APPLY SILL PLATE NAILING TO BOTH SILL PLATES, AT
<br />16" O.C. MAX. OR AS SPECIFIED PER SCHEDULE.
<br />HANGERS
<br />1.HANGERS SHALL BE AS SPECIFIED BELOW, UNO ON THE FRAMING PLANS.
<br />1.1.FOR I-JOIST TO BEAM/LEDGER/RIM CONNX: USE ITS HANGERS OR EQUIVALENT.
<br />BEND TABS DOWN TO TOP OF BOTTOM CHORD WHERE APPLICABLE.
<br />1.2.FOR 2X JOIST TO BEAM/LEDGER/RIM CONNX: USE LUS FULL DEPTH HANGERS.
<br />1.3.FOR BEAM TO BEAM CONNX: USE HU MAX FULL DEPTH HANGERS.
<br />1.4.FOR 2X JOIST OR ROOF TRUSSES AT 24" O.C. (OR LESS) TO BEAM/LEDGER/RIM
<br />CONNECTIONS USE HANGERS PER TABLE BELOW:
<br />SPAN HANGER
<br />LESS THAN 15'LUS 26
<br />LESS THAN 20'LUS 28
<br />LESS THAN 30'HUS 26
<br />TABLE ABOVE DO NOT USE ON GIRDER TRUSS. REFER TO TRUSS MANUF.
<br />PLACEMENT PLAN.
<br />2.AT ALL HANGERS, FILL ALL NAIL HOLES, INCLUDING TRIANGULAR HOLES.
<br />3.USE SKEWED HANGERS WHERE JOISTS OR BEAM ARE NOT PERPENDICULAR TO
<br />SUPPORTING MEMBER.
<br />ENGINEERED LUMBER
<br />LSL - LAMINATED STRAND LUMBER
<br />1.11
<br />2" LSL RIM BOARD SHALL HAVE THE FOLLOWING MIN. PROPERTIES:
<br />Fb 1,700 PSI
<br />Fv 425 PSI
<br />FC,perp 710 PSI
<br />E 1,300 KSI
<br />2.13
<br />4 " LSL MEMBERS SHALL HAVE THE FOLLOWING MIN. PROPERTIES:
<br />Fb 2,325 PSI
<br />Fv 310 PSI
<br />FC,perp 900 PSI
<br />E 1,550 KSI
<br />3.SHALL BE FABRICATED BY AN APPROVED MANUF.: TRUSJOIST (ICC ESR 1387).
<br />4.SHALL BE, WHEN COMPRISED OF MULTIPLE MEMBERS, CONNECTED WITH 16d
<br />NAILS OR STRUCTURAL SCREWS IN ACCORDANCE WITH THE MANUFACTURER'S
<br />SPECIFICATIONS OR STRUCTURAL DETAILS.
<br />LVL - LAMINATED VENEER LUMBER
<br />5.SHALL BE 13
<br />4" MIN. WIDTH WITH THE FOLLOWING MIN. PROPERTIES:
<br />Fb 2600 PSI
<br />Fv 285 PSI
<br />FCperp 750 PSI
<br />E 1,900 KS
<br />6.SHALL BE FABRICATED BY AN APPROVED MANUF.: TRUSJOIST (ICC ESR 1387),
<br />BOISE CASCADE (ICC ESR 1040), OR LOUISIANA PACIFIC (ICC ESR 1254)
<br />7.SHALL BE, WHEN COMPRISED OF MULTIPLE MEMBERS, CONNECTED WITH 16d
<br />NAILS OR STRUCTURAL SCREWS IN ACCORDANCE WITH THE MANUFACTURER'S
<br />SPECIFICATIONS OR STRUCTURAL DETAILS.
<br />PSL - PARALLEL STRAND LUMBER
<br />8.SHALL BE 31
<br />2" MIN. WIDTH WITH THE FOLLOWING MIN. PROPERTIES:
<br />Fb 2900 PSI
<br />Fv 290 PSI
<br />Fcperp 750 PSI
<br />E 2,200 KSI
<br />9.SHALL BE FABRICATED BY AN APPROVED MANUF.: TRUSJOIST (ICC ESR 1387)
<br />NAILING SCHEDULE 2022 CBC TABLE 2304.10.1
<br />DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER
<br />ROOF
<br />3-8d common (21/2″ × 0.131″);
<br />or 3-10d box (3″ × 0.128″);
<br />or 3-3″ × 0.131″ nails;
<br />or 3-3″14 gage staples, 7/16″ crown
<br />2-8d common (21/2″ × 0.131″)
<br />Each end, toenail
<br />2-3″ × 0.131″ nails 2-3″ 14 gage staples
<br />2-16 d common (31/2″ × 0.162″)
<br />End nail
<br />3-3″ × 0.131″ nails 3-3″ 14 gage staples
<br />16d common (31/2″ × 0.162″) @ 6″ o.c.
<br />3″ × 0.131″ nails @ 6″ o.c. 3″ × 14 gage staples @ 6″ o.c
<br />3-8d common (21/2″ × 0.131″); or
<br />3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or
<br />3-3″ 14 gage staples, 7/16″ crown
<br />3-16d common (31/2″ × 0.162″); or
<br />4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or
<br />4-3″ 14 gage staples, 7/16″ crown
<br />Per Table 2308.7.3.1
<br />3-10d common (3″ × 0.148″); or
<br />4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or
<br />4-3″ 14 gage staples, 7/16″ crown
<br />3-10 common (3″ × 0.148″);
<br />or 3-16d box (31/2″ × 0.135″);
<br />or 4-10d box (3″ × 0.128″);
<br />or 4-3″ × 0.131 nails;
<br />or 4-3″ 14 gage staples, 7/16″ crown
<br />2-16d common (31/2″ × 0.162″);
<br />or 3-10d box (3″ × 0.128″);
<br />or 3-3″ × 0.131″ nails;
<br />or 3-3″ 14 gage staples, 7/16″ crown; or
<br />3-10d common (3″ × 0.148″);
<br />or 4-16d box (31/2″ × 0.135″);
<br />or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails;
<br />or 4-3″ 14 gage staples, 7/16″ crown
<br />WALL
<br />16d common (31/2″ × 0.162″);
<br />10d box (3″ × 0.128″); or
<br />4-10d box (3″ × 0.128″)
<br />16d common (31/2″ × 0.162″); or
<br />10d box (3″ × 0.128″); or
<br />3″ × 0.131″ nails; or 3″ 14 gage staples, 7/16″ crown
<br />8-16d common (31/2″ × 0.162″); or
<br />12-10d box (3″ × 0.128″); or 12-3″ × 0.131″ nails; or
<br />12-3″ 14 gage staples, 7/16″ crown
<br />16d common (31/2″ × 0.162″); or
<br />16d box (31/2″ × 0.135″); or
<br />3″ × 0.131″ nails; or 3″ 14 gage staples, 7/16″ crown
<br />2-16d common (31/2″ × 0.162″); or
<br />3-16d box (31/2″ × 0.135″); or 4-3″ × 0.131″ nails; or
<br />4-3″ 14 gage staples, 7/16″ crown
<br />4-8d common (21/2″ × 0.131″); or
<br />4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or
<br />4-3″ 14 gage staples, 7/16″ crown; or
<br />2-16d common (31/2″ × 0.162″); or
<br />3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or
<br />3-3″ 14 gage staples, 7/16″ crown
<br />2-16d common (31/2″ × 0.162″); or
<br />3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or
<br />3-3″ 14 gage staples, 7/16″ crown
<br />2-8d common (21/2″ × 0.131″); or
<br />2-10d box (3″ × 0.128″); or 2-3″ × 0.131″ nails; or
<br />2-3″ 14 gage staples, 7/16″ crown
<br />2-8d common (21/2″ × 0.131″); or
<br />2-10d box (3″ × 0.128″)
<br />3-8d common (21/2″ × 0.131″); or
<br />3-10d box (3″ × 0.128″)
<br />FLOOR
<br />3-8d common (21/2″ × 0.131″); or floor
<br />3-10d box (3″ × 0.128″); or3-3″ × 0.131″ nails; or
<br />3-3″ 14 gage staples, 7/16″ crown
<br />8d common (21/2″ × 0.131″); or
<br />10d box (3″ × 0.128″); or 3″ × 0.131″ nails; or
<br />3″ 14 gage staples, 7/16″ crown
<br />2-8d common (21/2″ × 0.131″); or
<br />2-10d box (3″ × 0.128″)
<br />2-16d common (31/2″ × 0.162″)
<br />2-16d common (31/2″ × 0.162″)
<br />20d common (4″ × 0.192″)
<br />10d box (3″ × 0.128″); or
<br />3″ × 0.131″ nails; or 3″ 14 gage staples, 7/16″ crown
<br />And:
<br />2-20d common (4″ × 0.192″); or 3-10d box (3″ × 0.128″); or
<br />3-3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown
<br />3-16d common (31/2″ × 0.162″); or
<br />4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or
<br />4-3″ 14 gage staples, 7/16″ crown
<br />3-16d common (31/2″ × 0.162″); or
<br />4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or
<br />4-3″ 14 gage staples, 7/16″ crown
<br />2-8d common (21/2″ × 0.131″); or
<br />2-10d box (3″ × 0.128″); or 2-3″ × 0.131″ nails; or
<br />2-3″ 14 gage staples, 7/16″ crown
<br />Toenail
<br />Face nail
<br />Face nail
<br />3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown
<br />16d common (31/2″ × 0.162″); or
<br />16d box (31/2″ × 0.135″); or
<br />3″ × 0.131″ nails; or
<br />3-3″ 14 gage staples, 7/16″ crown
<br />16d common (31/2″ × 0.162″); or
<br />16d box (31/2″ × 0.135″)
<br />4-8d common (21/2″ × 0.131″); or
<br />Toenail
<br />16″ o.c. face nail
<br />12″ o.c. face nail
<br />Each side of end joint, face nail (minimum
<br />24" lap splice length each side of end
<br />joint)
<br />16″ o.c. face nail
<br />12″ o.c. face nail
<br />24″ o.c. face nail
<br />16″ o.c. face nail
<br />12″ o.c. face nail
<br />12″ o.c. face nail
<br />16″ o.c. each edge, face nail
<br />12″ o.c. each edge, face nail
<br />Face nail
<br />SPACING AND LOCATION
<br />Each end, toenail
<br />Each joist, toenail
<br />Face nail
<br />Face nail
<br />Face nail
<br />Toenailc
<br />End nail
<br />Toenail
<br />16″ o.c. face nail
<br />Toenail
<br />End nail
<br />Face nail
<br />Face nail
<br />6″ o.c., toenail
<br />Face nail
<br />Face nail
<br />Each bearing, face nail
<br />32″ o.c., face nail at top and bottom
<br />staggered on opposite sides
<br />24″ o.c. face nail at top and bottom
<br />staggered on opposite sides
<br />Ends and at each splice, face nail
<br />Each joist or rafter, face nail
<br />End nail
<br />Each end, toenail
<br />1.Blocking between ceiling joists, rafters or trusses to
<br />top plate or other framing below
<br />3.Ceiling joist not attached to parallel rafter,laps
<br />over partitions (no thrust) [see Section
<br />2308.7.3.1, Table 2308.7.3.1]
<br />4.Ceiling joist attached to parallel rafter (heel joint) [see
<br />Section 2308.7.3.1, Table 2308.7.3.1]
<br />6.Rafter or roof truss to top plate [see Section
<br />2308.7.5, Table 2308.7.5]
<br />7.Roof rafters to ridge valley or hip rafters; or roof rafter
<br />to 2-inch ridge beam
<br />9.Stud to stud and abutting studs at intersecting
<br />wall corners (at braced wall panels)
<br />29.Bridging or blocking to joist, rafter or truss
<br />28.Joist to band joist or rim joist
<br />27.Ledger strip supporting joists or rafters
<br />26.Built-up girders and beams, 2″ lumber layers
<br />2.Ceiling joists to top plate
<br />Flat blocking to truss and web filler
<br />8.Stud to stud (not at braced wall panels)
<br />10.Built-up header (2″ to 2″ header)
<br />11.Continuous header to stud
<br />12.Top plate to top plate
<br />13.Top plate to top plate, at end joints
<br />14.Bottom plate to joist, rim joist, band joist or
<br />blocking (not at braced wall panels)
<br />15.Bottom plate to joist, rim joist, band joist or blocking
<br />at braced wall panels
<br />16.Stud to top or bottom plate
<br />17.Top plates, laps at corners and intersections
<br />18.1″ brace to each stud and plate
<br />19.1″ × 6″ sheathing to each bearing
<br />20.1″ × 8″ and wider sheathing to each bearing
<br />21.Joist to sill, top plate, or girder
<br />22.Rim joist, band joist, or blocking to top plate, sill
<br />or other framing below
<br />23.1″ × 6″ subfloor or less to each joist
<br />24.2 subfloor to joist or girder
<br />25.2″ planks (plank & beam – floor & roof)
<br />Blocking between rafters or truss not at the wall top plate,
<br />to rafter or truss
<br />5.Collar tie to rafter
<br />FASTNERS
<br />NAILS
<br />1.NAILS SHALL BE "COMMON" NAILS UNLESS NOTED OTHERWISE (UNO).
<br />2.NAILS SHALL NOT BE DRIVEN CLOSER THAN 12 THEIR LENGTH TO ANOTHER NAIL
<br />NOR CLOSER THAN 14 OF THEIR LENGTH TO THE EDGE OR END OF A MEMBER,
<br />EXCEPT FOR SHEATHING.
<br />3.NAILS SHALL BE INSTALLED IN PRE-DRILLED LEAD HOLES IF NECESSARY TO
<br />AVOID SPLITTING.
<br />4.NAILS IN CONTACT WITH PRESERVATIVE-TREATED WOOD SHALL BE HOT-DIPPED
<br />ZINC GALVANIZED OR STAINLESS STEEL.
<br />5.ALL NAILING SHALL CONFORM TO 2022 CBC TABLE 2304.10.1 ABOVE
<br />LAG SCREWS
<br />6.LAG SCREWS SHALL BE INSTALLED INTO PRE-DRILLED LEAD HOLES. LUBRICANT
<br />(OR SOAP) SHALL BE USED TO FACILITATE INSTALLATION AND PREVENT DAMAGE
<br />TO THE SCREWS.
<br />7.LAG SCREWS IN CONTACT WITH PRESERVATIVE-TREATED WOOD SHALL BE
<br />HOT-DIPPED ZINC GALVANIZED OR STAINLESS STEEL.
<br />BOLTS
<br />8.BOLTS SHALL CONFORM TO ASTM F1554 GRADE 36 UNLESS NOTED OTHERWISE
<br />(UNO) ON PLANS AND DETAILS.
<br />9.BOLTS SHALL BE INSTALLED IN PRE-DRILLED HOLES WITH A MAXIMUM DIAMETER
<br />OF 1/16” LARGER THAN THE SPECIFIED BOLT DIAMETER.
<br />10.WHEN INSTALLED AGAINST WOOD SURFACES, BOLTS SHALL HAVE STANDARD
<br />WASHERS UNDER THE HEADS AND NUTS.
<br />11.BOLTS IN CONTACT WITH PRESERVATIVE-TREATED WOOD SHALL BE HOT-DIPPED
<br />ZINC GALVANIZED OR STAINLESS STEEL.
<br />ALL DRAWINGS & WRITTEN MATERIAL HEREIN CONSTITUTES THE
<br />ENGINEER'S ORIGINAL WORK. THE SAME SHALL NOT BE DUPLICATED,
<br />USED, OR SHARED WITHOUT THE EXPRESS WRITTEN CONSENT OF THE
<br />ENGINEER. ESSE'S ALL RIGHTS RESERVED
<br />947 E. FAIRWAY DRIVE,
<br />ORANGE, CA 92866
<br />(714) 400 - 5584
<br />NO.DATE ISSUE
<br />SHEET NO.
<br />GA
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<br />07-09-2024
<br />ELIE SAYEGH, PE
<br />0127
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<br />
<br />DOCUMENTS ORIGINAL ISSUE DATE:
<br />PROJECT ENGINEER:
<br />PROJECT NO.
<br />1S
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<br />07/09/2024
<br />HOLD- 829 N
<br />Garfield St1/15/2025
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