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<br />NOTES
<br />AS NOTEDSCALE:
<br />DATE:
<br />PHONE: 323-448-4682
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<br />0
<br />1
<br />04/28/2025
<br />A.
<br />1.
<br />2.
<br />B.
<br />1.
<br />2.
<br />3.
<br />4.
<br />a.
<br />b.
<br />c.
<br />5.
<br />6.
<br />7.
<br />8.
<br />9.
<br />a.
<br />b.
<br />c.
<br />d.
<br />e.
<br />f.
<br />g.
<br />C.
<br />1.
<br />a.
<br />b.
<br />c.
<br />2.
<br />3.
<br />4.
<br />D.
<br />1.
<br />2.
<br />a.
<br />b.
<br />3.
<br />4.
<br />5.
<br />6.
<br />a.
<br />b.
<br />c.
<br />7.
<br />a.
<br />b.
<br />c.
<br />d.
<br />8.
<br />IN ADDITION TO CODE, THE FOLLOWING SPECIFICATIONS AND STANDARDS APPLY TO
<br />STRUCTURAL LUMBER AND RELATED CARPENTRY WORK FOR PROJECT:
<br />NFPA NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION.
<br />WCLIB GRADING RULES NO. 16 OR APPLICABLE WWPA GRADING RULES.
<br />MATERIAL QUALITY SHALL BE CONSISTENT WITH DESIGN ASSUMPTIONS.
<br />STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (UNO). DOC PS 20.
<br />MEMBER SIZES SPECIFIED ARE NOMINAL. STRUCTURAL LUMBER SHALL BE FINISHED
<br />S4S (UNO).
<br />STRUCTURAL LUMBER SHALL BE GRADE MARKED IN ACCORDANCE WITH
<br />REFERENCED GRADING STANDARDS (UNO).
<br />MINIMUM GRADES SHALL BE AS REQUIRED BY APPLICABLE STANDARDS BUT AT
<br />LEAST EQUAL TO THE FOLLOWING:
<br />2X WALL STUDS ONLY -- CONSTRUCTION GRADE
<br />OTHER STUDS, JOISTS AND RAFTERS -- NO. 2
<br />BEAMS, POSTS AND ALL OTHER STRUCTURAL LUMBER -- NO. 1 OR BETTER
<br />HIGHER LUMBER GRADES SHALL BE USED WHERE INDICATED.
<br />NAILS SHALL BE COMMON WIRE NAILS (UNO).
<br />BOLTS SHALLS BE M.B. WITH STANDARD MALLEABLE IRON OR STEEL PLATE
<br />WASHERS UNDER ALL BOLT HEADS AND NUTS BEARING ON WOOD (UNO).
<br />CONNECTION HARDWARE SHALL BE AS CALLED FOR. ALTERNATE PRODUCTS SHALL
<br />BE SUBSTITUTED ONLY WITH THE APPROVAL OF SAA AND BUILDING DEPARTMENT.
<br />MACHINE NAILING SYSTEMS SHALL BE SUBJECT TO SATISFACTORY DEMONSTRATION
<br />AND TO THE ACCEPTANCE OF SAA AND BUILDING DEPARTMENT.
<br />THE CONTRACTOR SHALL MAKE APPROPRIATE SUBMISSIONS, INCLUDING
<br />TECHNICAL DATA, IN SUPPORT OF ANY PROPOSED MACHINE NAILING SYSTEM ON
<br />REQUEST.
<br />HEADS OR TOPS OF NAILS OR OTHER MACHINE DRIVEN FASTENERS SHALL NOT
<br />PENETRATE THE SURFACE OF THE WOOD MORE THAN WOULD BE NORMAL FOR
<br />HAND DRIVING.
<br />LUMBER DAMAGED BY OVERDRIVING SHALL BE REMOVED AND REPLACED AT
<br />THE CONTRACTOR'S EXPENSE.
<br />PERSISTANT OVERDRIVING SHALL BE SUFFICIENT CAUSE FOR REJECTION OF A
<br />MACHINE NAILING SYSTEM.
<br />EDGE DISTANCES FOR MACHINE DRIVEN FASTENERS SHALL BE AS REQUIRED
<br />FOR HAND DRIVING AND BY APPLICABLE CODES AND STANDARDS AND SHALL BE
<br />CONSISTENT WITH THE NAILING SYSTEM MANUFACTURER'S
<br />RECOMMENDATIONS.
<br />ACCEPTANCE OF A MACHINE NAILING SYSTEM SHALL BE SUBJECT TO
<br />CONTINUED SATISFACTORY PERFORMANCE.
<br />MACHINE NAILING SHALL NOT BE USED WITH PLYWOOD LESS THAN 3/8" THICK.
<br />APPROPRIATE PRECAUTIONS SHALL BE TAKEN TO ASSURE DURABILITY:
<br />WOOD EXPOSED TO MOISTURE OR EARTH SHALL BE TREATED FOR PROTECTION
<br />AGAINST DECAY AND TERMITE ATTACK OR SHALL BE FOUNDATION GRADE
<br />REDWOOD. THIS REQUIREMENT SHALL APPLY TO:
<br />ANY WOOD EMBEDDED IN OR IN DIRECT CONTACT WITH CONCRETE OR
<br />MASONRY.
<br />ANY WOOD OTHER THAN WALL STUDS WITHIN ONE FOOT OF EARTH.
<br />ANY FLOOR JOIST WITHIN 18" OF EARTH.
<br />PRESSURE TREATMENT PROCESS SHALL BE APPROVED BY BUILDING DEPARTMENT
<br />AND SAA. TREATMENT PROCESSES EFFECTING MATERIAL PROPERTIES SHALL NOT
<br />BE USED ON STRUCTURAL LUMBER WITHOUT SAA'S WRITTEN APPROVAL.
<br />ADDITIONALLY CUT ENDS OF LUMBERS MUST BE FIELD TREATED WITH AN
<br />APPROPRIATE AGENT TO AVOID COMPROMISING DECAY RESISTENCE OF LUMBER.
<br />LUMBER USED IN THE WORK SHALL BE KILN DRIED TO AVOID EXCESSIVE SHRINKAGE
<br />OR WARPING. "GREEN" LUMBER WITH EXCESSIVE MOISTURE CONTENT SHALL NOT
<br />BE USED IN THE WORK.
<br />SUBFLOORS, ATTICS, PLENUMS, AND OTHER VOID SPACES SHALL BE
<br />APPROPRIATELY VENTILATED.
<br />QUALITY FRAMING PRACTICES SHALL BE EMPLOYED IN THE CONSTRUCTION:
<br />WOOD COLUMNS AND POSTS SHALL BE SECURED IN POSITION AT TRUE END
<br />BEARINGS DESIGNED TO PROTECT AGAINST DECAY OR OTHER DAMAGE.
<br />STUDS FOR WALLS AND PARTITIONS SHALL BE AS REQUIRED BY APPLICABLE
<br />STANDARDS OR SPECIFIC DETAILS, WHICHEVER ARE MORE RESTRICTIVE, BUT NO
<br />LESS THAN:
<br />2X4 AT 16" o.c. FOR ANY WALL OR PARTITION.
<br />2X6 AT 16" o.c. FOR STUDS OVER 9'-0" HIGH, CARRYING COMBINED FLOOR LOADS
<br />FROM MORE THAN ONE LEVEL OR EXTERIOR WALLS (UNO)
<br />DOUBLE TOP PLATES MATCHING STUDS FOR SIZE AND GRADE SHALL BE PROVIDED
<br />AT ALL WALLS (UNO). SPLICES IN PLATES, IF USED, SHALL BE STAGGERED NO LESS
<br />THAN 4'-0" o.c.
<br />4X6 OR BETTER HEADER BEAMS OR LINTELS SHALL BE PROVIDED AT ALL OPENINGS
<br />IN WALLS AND PARTITIONS.
<br />CONTINUOUS HORIZONTAL 2X FIRE BLOCKING OF DEPTH TO MATCH STUDS SHALL BE
<br />PROVIDED AT FLOORS, CEILINGS, SOFFITS AND AT NO MORE THAN 8'-0" o.c.
<br />VERTICALLY IN ALL STUD WALLS.
<br />BORED HOLES IN STUDS SHALL BE PERMITTED ONLY WITHIN THE FOLLOWING
<br />RESTRICTIONS:
<br />HOLES SHALL NOT APPROACH WITHIN 3/4" OF EITHER EDGE OF THE STUD.
<br />HOLES SHALL NOT OCCUR WIHIN 6" OF ANY OTHER BORED HOLE, CUT, NOTCH,
<br />OR END OF THE STUD.
<br />HOLE DIAMETER SHALL BE LIMITED TO 60% OF WIDTH AT NON-BEARING STUDS IN
<br />INTERIOR PARTITIONS SUPPORTING ONLY THEIR OWN WEIGHT AND 40% OF
<br />WIDTH AT ALL OTHER STUDS.
<br />NOTCHING OF STUDS SHALL BE PERMITTED ONLY WITHIN THE FOLLOWING
<br />RESTRICTIONS:
<br />NOTCHES SHALL BE NEATLY MADE WITH PREDRILLED CORNERS AND WITHOUT
<br />OVERCUTTING.
<br />NOTCHES SHALL NOT OCCUR WITHIN 6" OF ANY OTHER NOTCH, CUT, BORED
<br />HOLE, OR END OF THE STUD.
<br />NOTCH DEPTH SHALL BE LIMITED TO 40% OF WIDTH AT NON-BEARING STUDS IN
<br />INTERIOR PARTITIONS SUPPORTING ONLY THEIR OWN WEIGHT AND 25% OF
<br />WIDTH AT ALL OTHER STUDS.
<br />NOTCH WIDTH SHALL BE LIMITED TO TWICE MAXIMUM PERMITTED DEPTH BUT IN
<br />NO CASE MORE THAN SIX INCHES.
<br />ALL STUD WALLS SHALL BE BRACED BY ONE OF THE FOLLOWING METHODS:
<br />STRUCTURAL LUMBER a.
<br />b.
<br />c.
<br />d.
<br />e.
<br />10.
<br />11.
<br />12.
<br />13.
<br />14.
<br />15.
<br />16.
<br />a.
<br />b.
<br />c.
<br />17.
<br />a.
<br />b.
<br />c.
<br />18.
<br />19.
<br />20.
<br />a.
<br />b.
<br />c.
<br />21.
<br />22.
<br />a.
<br />b.
<br />c.
<br />23.
<br />24.
<br />25.
<br />26.
<br />27.
<br />28.
<br />29.
<br />30.
<br />31.
<br />a.
<br />b.
<br />c.
<br />d.
<br />32.
<br />33.
<br />1/2" GYPSUM BOARD SHEATHING WITH 5d COOLER NAILS AT 7" o.c. TO ALL
<br />STUDS AND TOP AND BOTTOM PLATES AND AT 12" o.c. AT ALL OTHER STUDS.
<br />EDGE BLOCKING NOT REQUIRED.
<br />OTHER SHEAR RESISTING FINISH APPROVED BY BUILDING DEPARTMENT FOR
<br />EQUAL OR GREATER SHEAR STRENGTH THAN ITEM (a) ABOVE.
<br />1X6 LET IN DIAGONAL BRACING AT NO MORE THAN 25'-0" o.c. ALONG WALL
<br />ANGLED TO CROSS AT LEAST FOUR STUD SPACES IN WALL HEIGHT, WITH 2-8d
<br />NAILS AT EACH STUD AND AT TOP AND BOTTOM PLATES.
<br />APPROVED STEEL STRAP BRACING SIMILAR TO ITEM (c) ABOVE.
<br />5/16" PLYWOOD PANELS AT LEAST 4'-0" WIDE AND EXTENDING FULL HEIGHT OF
<br />WALL AT NO MORE THAN 25'-0" o.c. WITH 6d NAILS AT 6" o.c. TO STUDS AT
<br />VERTICAL SHEET EDGES AND TO TOP AND BOTTOM PLATES AND AT 12" o.c. AT
<br />ALL OTHER STUDS. EDGE BLOCKING NOT REQUIRED.
<br />BEAMS OR GIRDERS SUPPORTED BY HANGERS OR STRUCTURAL STEEL SHALL
<br />HAVE AT LEAST 3" OF FIRM BEARING IN A DETAIL APPROVED BY SAA (UNO).
<br />BEAMS OR GIRDERS SUPPORTED BY CONCRETE OR MASONRY SHALL HAVE AT
<br />LEAST 4" OF FIRM BEARING ON SOUND MATERIAL (UNO).
<br />BEAMS OR GIRDERS SUPPORTED BY TIMBER SHALL HAVE FULL BEARING ACROSS
<br />THE SECTION OF THE POST, GIRDER OR OTHER SUPPORT (UNO).
<br />JOISTS OR RAFTERS SUPPORTED BY METAL HANGERS SHALL HAVE AT LEAST 1%%
<br />30 1/2" OF FIRM BEARING (UNO).
<br />JOISTS OR RAFTERS SUPPORTED BY CONCRETE OR MASONRY SHALL HAVE AT
<br />LEAST 3" OF FIRM BEARING ON SOUND MATERIAL (UNO).
<br />JOISTS OR RAFTERS SUPPORTED BY TIMBER SHALL HAVE FULL BEARING ACROSS
<br />THE WIDTH OF BEAMS OR GIRDERS OR THE TOP PLATES OF STUD WALLS OR
<br />SHALL BE ALIGNED WITH AND FACE NAILED TO STUDS AND SUPPORTED BY A 1X4
<br />RIBBON STRIP (UNO).
<br />STABILITY BRACING SHALL BE PROVIDED AT NO MORE THAN 10'-0" o.c. FOR
<br />RAFTERS AND 8'-0" FOR JOISTS IN ONE OF THE FOLLOWING WAYS:
<br />CONTINUOUS 2X3 CROSS BRIDGING.
<br />CONTINUOUS FULL DEPTH BLOCKING.
<br />APPROVED METAL BRIDGING.
<br />STABILITY BRACING SHALL BE PROVIDED FOR JOISTS AND RAFTERS AT ALL
<br />SUPPORTS IN ONE OF THE FOLLOWING WAYS:
<br />CONTINUOUS FULL DEPTH BLOCKING.
<br />FULL NAILING OF A HANGER APPROVED FOR ROTATIONAL RESTRAINT.
<br />END NAILING TO A RIM JOIST OR RAFTER.
<br />RAFTERS OR JOISTS WITH COMMON INTERIOR BEARINGS SHALL BE LAPPED AT
<br />LEAST 4" OVER SUPPORT AND ATTACHED TO ONE ANOTHER WITH 3-16d NAILS.
<br />FLOOR JOISTS UNDER PARTITIONS PARALLEL TO THEIR SPAN SHALL BE DOUBLED
<br />(UNO).
<br />DOUBLED JOISTS OR OTHER VERTICALLY LAMINATED MEMBERS SHALL BE
<br />SECURELY INTERCONNECTED ALONG THEIR ENTIRE LENGTH.
<br />FASTENERS SHALL BE PLACED AT TOP AND BOTTOM QUARTER POINTS OF
<br />DEPTH AND STAGGERED.
<br />FASTENERS FOR 2X MEMBERS LESS THAN 12" DEEP MAY BE 16d NAILS AT 12"
<br />o.c. (UNO).
<br />FASTENERS FOR OTHER MEMBERS SHALL BE 1/2" DIAMETER BOLTS AT 24" o.c.
<br />(UNO).
<br />STRUCTURAL FRAMING MEMBERS SHALL NOT BE NOTCHED WITHOUT SAA'S
<br />SPECIFIC APPROVAL.
<br />BORED HOLES IN JOISTS OR RAFTERS SHALL BE PERMITTED ONLY WITHIN THE
<br />FOLLOWING RESTRICTIONS:
<br />HOLES SHALL NOT APPROACH WITHIN 2" OF EITHER EDGE OF THE MEMBER.
<br />HOLES SHALL NOT OCCUR WIHIN 12" OF ANY OTHER HOLE OR OF THE END OF
<br />THE MEMBER.
<br />HOLE DIAMETER SHALL BE LIMITED TO ONE-THIRD OF DEPTH.
<br />END JOINTS IN ADJACENT BOARDS IN LUMBER SHEATHING SHALL BE SEPARATED
<br />BY AT LEAST TWO SUPPORT SPACES AND AT LEAST TWO BOARDS SHALL
<br />SEPARATE ANY TWO JOINTS ON THE SAME SUPPORT.
<br />NAILS DRIVEN PERPENDICULAR TO GRAIN SHALL BE USED IN FAVOR OF TOE NAILS
<br />WHENEVER POSSIBLE.
<br />WHEN TOE NAILS MUST BE USED, THEY SHALL BE DRIVEN AT AN ANGLE OF
<br />APPROXIMATELY THIRTY DEGREES TO THE FACE AND STARTED APPROXIMATELY
<br />ONE-THIRD OF THEIR LENGTH FROM THE END OF THE PIECE.
<br />IMPROPERLY INSTALLED TOE NAILS SHALL NOT BE CONSIDERED AS HAVING
<br />STRUCTURAL VALUE AND MEMBERS DAMAGED BY IMPROPER TOE NAILING SHALL
<br />BE REMOVED AND REPLACED AT THE CONTRACTOR'S EXPENSE.
<br />BOLT HOLES, INCLUDING THOSE AT SILL ANCHORS, SHALL BE NO LESS THAN 1/32"
<br />AND NO MORE THAN 1/16" LARGER THAN THE NOMINAL DIAMETER OF THE
<br />FASTENER (UNO). OVERSIZE BOLT HOLES SHALL BE SUFFICIENT CAUSE FOR
<br />REJECTION OF THE WORK.
<br />THE CONTRACTOR SHALL VERIFY AND RETIGHTEN ALL BOLTS PRIOR TO
<br />APPLICATION OF FINISH OR TO OTHER CONSTRUCTION WHICH WOULD MADE THEM
<br />INACCESSIBLE.
<br />NEITHER BOLTS, LAG SCREWS NOR WOOD SCREWS SHALL BE HAMMERED OR
<br />OTHERWISE DRIVEN INTO PLACE. DRIVING OF SUCH MEMBERS SHALL BE
<br />SUFFICIENT CAUSE FOR REJECTION OF THE FASTENING.
<br />FRAMING HARDWARE SHALL BE INSTALLED WITH PROPER SIZE, LOCATION AND
<br />NUMBER OF FASTENERS IN ACCORDANCE WITH MANUFACTURER'S
<br />RECOMMENDATIONS AND CONDITIONS OF RELEVANT APPROVALS.
<br />SILL PLATES AT STUD WALLS SHALL BE PROPERLY DETAILED AND ANCHORED:
<br />SILLS SHALL BE 3X MINIMUM (UNO).
<br />SILLS BEARING ON MASONRY OR CONCRETE SHALL BE SECURED IN POSITION
<br />WITH NO LESS THAN 1/2" ANCHOR BOLTS AT 48" o.c. MAXIMUM WITH AT LEAST 7"
<br />EMBEDMENT INTO SOUND CONCRETE OR MASONRY GROUT.
<br />SILL ANCHOR BOLTS SHALL BE PROVIDED WITHIN 9" OF EACH END OF EACH
<br />PIECE AND NO PIECE SHALL HAVE LESS THAN TWO BOLTS.
<br />SILL ANCHOR BOLTS SHALL BE ARRANGED TO AVOID INTERFERENCE WITH
<br />FRAMING WHENEVER POSSIBLE.
<br />WHERE GYPSUM BOARD, PLYWOOD OR OTHER STRUCTURAL SHEATHING IS
<br />SPECIFIED IN THE STRUCTURAL DRAWINGS, JOINTS SHALL NOT BE TAPED OR
<br />FINISH APPLIED UNTIL ATTACHMENT TO SUPPORTING FRAMING HAS BEEN
<br />INSPECTED AND APPROVED.
<br />WHERE PLASTER OR STUCCO IS SPECIFIED IN THE STRUCTURAL DRAWINGS,
<br />APPLICATION SHALL NOT BEGIN UNTIL LATH TYPE AND ATTACHMENT TO
<br />SUPPORTING FRAMING HAS BEEN INSPECTED AND APPROVED.
<br />A.
<br />1.
<br />B.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />FOUNDATION EXCAVATION AND CONSTRUCTION SHALL BE ACCOMPLISHED IN A
<br />MANNER CONSISTENT WITH DESIGN ASSUMPTIONS:
<br />FOOTINGS SHALL BE FOUNDED NO LESS THAN TWO FEET (2'-0") BELOW LOWEST
<br />ADJACENT FINISH GRADE, SLAB OR PAVEMENT AND BE EMBEDDED INTO NATIVE
<br />SOIL OR CERTIFIED COMPACTED FILL.
<br />ALL EXCAVATION AND GRADING OPERATIONS SHALL BE CONDUCTED IN ACCORDANCE
<br />WITH REQUIREMENTS OF GOVERNING AUTHORITIES AND IN A MANNER CONSISTENT
<br />WITH QUALITY CONSTRUCTION STANDARDS.
<br />EXCAVATIONS SHALL BE LAID BACK OR SHORED AS REQUIRED FOR SAFETY AND
<br />STABILITY AT ALL STAGES OF THE WORK.
<br />ADEQUATE PROVISIONS FOR DRAINAGE AND REMOVAL OF RAINWATER, AND
<br />GROUNDWATER IF PRESENT, SHALL BE INCORPORATED INTO TEMPORARY SLOPES
<br />OR GRADED SURFACES IN ORDER TO PRESERVE STABILITY AND PROTECT
<br />AGAINST ILLEGAL, DANGEROUS, UNSIGHTLY, OR OTHERWISE INAPPROPRIATE RUN-
<br />OFF.
<br />BACKFILL WHICH WILL SUPPORT STRUCTURAL LOADS SHALL BE PLACED IN LIFTS
<br />AND COMPACTED TO AT LEAST 95% OF MAXIMUM DENSITY UNDER THE
<br />SUPERVISION OF GEOTECHNICAL ENGINEER.
<br />BACKFILL SHALL NOT BE PLACED AGAINST NEW RETAINING STRUCTURES UNTIL
<br />THEY AND THEIR SUPPORTS HAVE ACHIEVED THEIR DESIGN STRENGTH UNLESS
<br />APPROPRIATE TEMPORARY SUPPORTS ARE PROVIDED.
<br />COMPACTION METHODS USED FOR BACKFILL BEHIND RETAINING STRUCTURES
<br />SHALL TAKE SURCHARGE OF THOSE STRUCTURES INTO CONSIDERATION.
<br />APPROPRIATE TEMPORARY SUPPORTS SHALL BE PROVIDED AS NECESSARY.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR TO THE SATISFACTION OF
<br />OWNER, LANDLORD, ARCHITECT, BUILDING DEPARTMENT, AND SAA OF ANY
<br />DAMAGE TO RETAINING STRUCTURES CAUSED BY PREMATURE BACKFILLING,
<br />COMPACTION EFFORTS, OR OTHER CONSTRUCTION SURCHARGE.
<br />CONCRETE SHALL NOT BE PLACED IN EXCAVATIONS CONTAINING STANDING
<br />WATER WITHOUT PRIOR APPROVAL. REQUESTS FOR SUCH APPROVAL SHALL
<br />INCLUDE DETAILED DESCRIPTION OF APPROPRIATE WET PLACEMENT
<br />PROCEDURES THAT SHALL BE SUBJECT TO THE APPROVAL OF GEOTECHNICAL
<br />ENGINEER, BUILDING DEPARTMENT, AND SAA AND WHICH, IF APPROVED, SHALL BE
<br />STRICTLY FOLLOWED.
<br />EXCAVATIONS AND FOUNDATIONS
<br />A.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />9.
<br />B.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />C.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />9.
<br />10.
<br />11.
<br />12.
<br />IN ADDITION TO CODE, THE FOLLOWING SPECIFICATIONS AND STANDARDS APPLY TO
<br />STRUCTURAL CONCRETE WORK FOR PROJECT:
<br />ACI BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318).
<br />ACI CODE OF STANDARD PRACTICE.
<br />ASTM C33 FOR AGGREGATE (UNO).
<br />ASTM C330 FOR AGGREGATE FOR STRUCTURAL LIGHTWEIGHT CONCRETE (AS
<br />SPECIFIED).
<br />ASTM C150 TYPE I OR II FOR CEMENT. ALL STRUCTURAL CONCRETE IN CONTACT
<br />WITH SOIL SHALL BE MADE WITH TYPE II CEMENT.
<br />ASTM C260 FOR AIR ENTRAINING ADMIXTURES WHERE SPECIFIED OR ADDED AT
<br />CONTRACTOR'S OPTION.
<br />ASTM C494 FOR WATER-REDUCING, RETARDING, ACCELERATING, WATER-
<br />REDUCING AND RETARDING OR WATER-REDUCING AND ACCELERATING
<br />ADMIXTURES WHERE SPECIFIED OR ADDED AT CONTRACTOR'S OPTION.
<br />ASTM C618 FOR FLY ASH OR OTHER POZZOLANIC ADMIXTURES WHERE SPECIFIED
<br />OR ADDED AT CONTRACTOR'S OPTION. NO MORE THAN 15% OF THE TOTAL
<br />CEMENT CONTENT IN ANY STRUCTURAL CONCRETE MIX SHALL BE SUCH MATERIAL
<br />(UNO).
<br />ASTM C94 FOR READY-MIXED CONCRETE. ALL STRUCTURAL CONCRETE SHALL BE
<br />DELIVERED TO THE SITE READY-MIXED.
<br />STRUCTURAL CONCRETE SHALL BE OF SPECIFIED TYPES AND STRENGTHS AND OF
<br />QUALITY COMPATIBLE WITH THE REQUIREMENTS OF THE WORK.
<br />ALL STRUCTURAL CONCRETE SHALL HAVE AN ULTIMATE COMPRESSIVE STRENGTH
<br />OF AT LEAST 3000 PSI AT THE AGE OF 28 DAYS (UNO). STRUCTURAL CONCRETE
<br />FOR THIS PROJECT DESIGNED USING 2500 PSI BUT CONTRACTOR TO PLACE 3000
<br />PSI MATERIAL (NO SPECIAL INSPECTION REQUIRED).
<br />ALL STRUCTURAL CONCRETE SHALL BE STONE TYPE WITH A FULLY CURED
<br />DENSITY BETWEEN 140 AND 150 PCF (UNO).
<br />STRUCTURAL LIGHTWEIGHT CONCRETE, WHERE SPECIFIED, SHALL HAVE A FULLY
<br />CURED DENSITY BETWEEN 110 AND 120 PCF (UNO).
<br />SLUMPS OF STRUCTURAL CONCRETE SHALL BE AS SMALL AS PRACTICAL FOR THE
<br />INTENDED APPLICATION AND SHALL COMPLY WITH RECOMMENDATIONS OF
<br />REFERENCED STANDARDS AND LIMITATIONS OF THE MIX DESIGN.
<br />NO CONCRETE WITH MEASURED SLUMP GREATERTHAN SIX INCHES SHALL BE
<br />USED IN THE WORKWITHOUT THE SPECIFIC WRITTEN APPROVAL OF SAA.SLUMP
<br />MAY BE MEASURED AT POINT OF PLACEMENT.
<br />GROUT AND DRYPACK SHALL BE TREATED AS STRUCTURAL CONCRETE AND SHALL BE
<br />SUBJECT TO ALL APPLICABLE REQUIREMENTS OF THESE NOTES (UNO).
<br />GROUT SHALL BE A HIGH-STRENGTH SHRINKAGE-COMPENSATING ("NONSHRINK")
<br />CEMENTITIOUS MATERIAL OBTAINING AN ULTIMATE COMPRESSIVE STRENGTH OF
<br />AT LEAST 5000 PSI ATTHE AGE OF 28 DAYS WHEN TESTED IN ACCORDANCE WITH
<br />ASTM C109.
<br />GROUT SHALL BE A PRE-ENGINEERED PRODUCT ACCEPTABLE TO BUILDING
<br />DEPARTMENT AND SAA.
<br />GROUT SHALL BE DELIVERED TO THE SITE PREMIXED IN MANUFACTURERS
<br />ORIGINAL PACKAGING. ONLY WATER SHALL BE ADDED ON SITE. GROUT SHALL BE
<br />PREPARED AND PLACED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
<br />GROUT SHALL BE MIXED TO A UNIFORM FLUID CONSISTENCY, POURED INTO
<br />FORMS AS REQUIRED, AND CHAINED OR RODDED TO ASSURE THAT ALL VOIDS ARE
<br />FILLED.
<br />GROUT CONTAINING METALLIC ADMIXTURES SHALL NOT BE USED WITHOUT THE
<br />WRITTEN APPROVAL OF BOTH ARCHITECT AND SAA.
<br />DRYPACK, WHERE SPECIFIED, SHALL BE GROUT MIXED TO A STIFF CLAY-LIKE
<br />CONSISTENCY. CARE SHALL BE TAKEN TO ASSURE UNIFORMITY PRIOR TO
<br />PLACEMENT.
<br />EXISTING CONCRETE OR OTHER POROUS SURFACES AGAINST WHICH GROUT OR
<br />DRYPACK IS TO BE PLACED SHALL BE MOISTENED TO PREVENT PREMATURE
<br />DEHYDRATION OF THE MATERIAL.
<br />INSPECTION REQUIREMENTS FOR STRUCTURAL GROUT AND DRYPACK SHALL BE
<br />AS FOR STRUCTURAL CONCRETE EXCEPT THAT CUBES RATHER THAN CYLINDERS
<br />MAY BE TAKEN FOR COMPRESSIVE STRENGTH TESTING.
<br />CONSISTENCY, POURED INTO FORMS AS REQUIRED, AND CHAINED OR RODDED TO
<br />ASSURE THAT ALL VOIDS ARE FILLED.
<br />GROUT CONTAINING METALLIC ADMIXTURES SHALL NOT BE USED WITHOUT THE
<br />WRITTEN APPROVAL OF BOTH ARCHITECT AND SAA.
<br />DRYPACK, WHERE SPECIFIED, SHALL BE GROUT MIXED TO A STIFF CLAY-LIKE
<br />CONSISTENCY. CARE SHALL BE TAKEN TO ASSURE UNIFORMITY PRIOR TO
<br />PLACEMENT.
<br />EXISTING CONCRETE OR OTHER POROUS SURFACES AGAINST WHICH GROUT OR
<br />DRYPACK IS TO BE PLACED SHALL BE MOISTENED TO PREVENT PREMATURE
<br />DEHYDRATION OF THE MATERIAL.
<br />STRUCTURAL CONCRETE
<br />D.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />E.
<br />1.
<br />2.
<br />a.
<br />b.
<br />•
<br />•
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />F.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />G.
<br />1.
<br />2.
<br />3.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR MIX DESIGNS.
<br />MIX DESIGNS FOR CONCRETE WITH SPECIFIED STRENGTH UP TO 2500 PSI MAY BE
<br />BY SUPPLIER AND NEED NOT BE SUBMITTED FOR REVIEW PRIOR TO USE.
<br />MIX DESIGNS FOR CONCRETE WITH SPECIFIED STRENGTH GREATER THAN 2500 PSI
<br />SHALL BE BY A CALIFORNIA LICENSED CIVIL ENGINEER IN THE EMPLOY OF A
<br />CERTIFIED INDEPENDENT TESTING LABORATORY ACCEPTABLE TO BUILDING
<br />DEPARTMENT AND SAA. COSTS OF SUCH DESIGN SHALL BE BORNE BY THE
<br />CONTRACTOR.
<br />CALCIUM CHLORIDE OR OTHER ADMIXTURES CONTAINING CHLORIDE OTHER THAN
<br />AS AN IMPURITY SHALL NOT BE USED IN STRUCTURAL CONCRETE WITHOUT THE
<br />WRITTEN APPROVAL OF SAA.
<br />COPIES OF EACH MIX DESIGN, BEARING THE SEAL AND SIGNATURE OF THEIR
<br />DESIGNER AND ACCOMPANIED BY CERTIFIED RESULTS OF 7 AND 28 DAY TRIAL
<br />BATCH CYLINDER TEST RESULTS, SHALL BE SUBMITTED TO BUILDING DEPARTMENT
<br />AND SAA NO LESS THAN TWO WORKING DAYS BEFORE USE.
<br />COPIES OF THE MIX DESIGN SHALL BE PRESENT AT BATCH PLANT AND JOB SITE
<br />PRIOR TO USE.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAKING PROPER PREPARATIONS
<br />PRIOR TO THE PLACEMENT OF STRUCTURAL CONCRETE.
<br />THE CONTRACTOR SHALL DESIGN AND CONSTRUCT COMPETENT FORMS AS
<br />REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR THEIR ADEQUACY.
<br />REINFORCEMENT SHALL BE PLACED AS CLOSE TO THE SURFACE OF CONCRETE AS
<br />PERMITTED WHILE MAINTAINING MINIMUM COVER AS FOLLOWS (UNO):
<br />AT SURFACES CAST AGAINST EARTH -- THREE INCHES (3").
<br />AT SURFACES EXPOSED TO EARTH OR WEATHER:
<br />FOR #6 OR LARGER BARS -- TWO INCHES (2").
<br />FOR #5 AND SMALLER -- ONE AND ONE-HALF INCHES (1-1/2").
<br />PROJECTING CORNERS OF EXPOSED CONCRETE STRUCTURAL MEMBERS SHALL
<br />BE FORMED WITH 3/4" CHAMFER (UNO).
<br />REINFORCING STEEL, ANCHOR BOLTS, AND OTHER INSERTS SHALL BE SECURED IN
<br />POSITION BEFORE CONCRETE PLACEMENT. SETTING DURING OR AFTER
<br />PLACEMENT SHALL NOT BE PERMITTED (UNO).
<br />EXCEPT FOR SIMPLE, SYMMETRICAL, UNIFORM CONFIGURATIONS, THE
<br />CONTRACTOR SHALL PREPARE REINFORCEMENT PLACEMENT DRAWINGS. COPIES
<br />OF THESE DRAWINGS SHALL BE AVAILABLE FOR REFERENCE ON SITE AT LEAST
<br />ONE WORKING DAY BEFORE PLACEMENT OF CONCRETE AND BEFORE ANY
<br />INSPECTION OF THE REINFORCEMENT OR FORMWORK.
<br />THE CONTRACTOR SHALL COORDINATE WITH ALL TRADES BEFORE PLACEMENT OF
<br />CONCRETE TO ASSURE PROPER INCORPORATION OF REQUIRED SLEEVES,
<br />INSERTS, CURBS, DEPRESSIONS AND SIMILAR ITEMS.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADDITIONAL COSTS OF
<br />CORRECTIVE ACTION IN CASE OF ITEMS IMPROPERLY LOCATED OR OMITTED FROM
<br />CONCRETE PLACEMENT.
<br />THE CONTRACTOR SHALL SUBMIT SKETCHES SHOWING SIZE AND LOCATION OF
<br />ANY REQUIRED SLEEVE, INSERT, DEPRESSION, OR OTHER MODIFICATION TO
<br />STRUCTURAL CONCRETE NOT SHOWN IN THESE STRUCTURAL DESIGN DRAWINGS
<br />TO SAA FOR REVIEW AND SHALL OBTAIN ITS APPROVAL BEFORE PLACEMENT.
<br />CONCRETE SHALL BE PLACED, FINISHED, AND CURED IN ACCORDANCE WITH THE
<br />RECOMMENDATIONS OF REFERENCED STANDARDS.
<br />STRUCTURAL CONCRETE WITH SPECIFIED STRENGTH GREATER THAN 2500 PSI
<br />SHALL BE PLACED UNDER THE CONTINUOUS SUPERVISION OF A DEPUTY
<br />INSPECTOR LICENSED BY BUILDING DEPARTMENT. THIS INSPECTOR'S WORK
<br />SHALL INCLUDE PRE-PLACEMENT INSPECTION OF FORMWORK, REINFORCEMENT
<br />AND EMBEDDED ITEMS.
<br />EXISTING CONCRETE AGAINST WHICH NEW CONCRETE IS TO BE PLACED SHALL BE
<br />ROUGHENED TO AT LEAST 1/4" AMPLITUDE TO EXPOSE COARSE AGGREGATE,
<br />SANDBLASTED OR OTHERWISE THOROUGHLY CLEANED BY AN APPROVED
<br />METHOD, MOISTENED AND SCOURED WITH A CEMENT/WATER PASTE IMMEDIATELY
<br />PRIOR TO PLACEMENT OF NEW MATERIAL.
<br />COLD JOINTS IN STRUCTURAL CONCRETE SHALL BE MADE AT LOCATIONS
<br />INDICATED IN DESIGN DRAWINGS OR APPROVED BY SAA. INCORPORATION OF
<br />UNAPPROVED JOINTS SHALL BE SUFFICIENT CAUSE FOR REJECTION OF WORK.
<br />CURING COMPOUNDS, IF USED, SHALL BE OF APPROVED TYPES. THE
<br />CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL OF CURING COMPOUNDS
<br />PROPOSED FOR USE ON SURFACES TO RECEIVE FINISH FROM THE FINISH
<br />MANUFACTURER PRIOR TO APPLICATION.
<br />FORMS SHALL BE KEPT DAMP AND STRUCTURAL CONCRETE SURFACES EXPOSED
<br />TO THE ENVIRONMENT SHALL BE MOIST CURED OR OTHERWISE PROTECTED
<br />AGAINST PREMATURE DEHYDRATION FOR AT LEAST 72 HOURS AFTER PLACEMENT.
<br />CONCRETE SHALL BE TESTED AND INSPECTED IN ACCORDANCE ACI-318
<br />REQUIREMENTS BY QUALIFIED TECHNICIANS UNDER THE SUPERVISION OF A LICENSED
<br />CIVIL ENGINEER.
<br />FOUR TEST CYLINDERS FROM EACH 150 YARDS, OR FRACTION THEREOF, POURED
<br />IN ANY ONE DAY, SHALL BE SECURED AND TESTED BY AN INDEPENDENT TESTING
<br />AGENCY; ONE TO BE TESTED AT 7 DAYS, TWO AT 28 DAYS, AND THE FOURTH HELD
<br />IN RESERVE.
<br />QUALIFIED FIELD TESTING TECHNICIANS SHALL PERFORM TESTS ON FRESH
<br />CONCRETE AT THE JOB SITE, PREPARE SPECIMENS REQUIRED FOR CURING
<br />UNDER FIELD CONDITIONS, PREPARE SPECIMENS REQUIRED FOR TESTING IN THE
<br />LABORATORY, AND RECORD THE TEMPERATURE OF THE FRESH CONCRETE WHEN
<br />PREPARING SPECIMENS FOR STRENGTH TESTS. QUALIFIED LABORATORY
<br />TECHNICIANS SHALL PERFORM ALL REQUIRED LABORATORY TESTS.
<br />THE CONTRACTOR SHALL REMOVE AND REPLACE ANY CONCRETE WHICH FAILS TO
<br />ATTAIN SPECIFIED STRENGTH IN 28 DAYS IF SO DIRECTED BY THE ENGINEER OF
<br />RECORD. ANY DEFECTS IN THE HARDENED CONCRETE SHALL BE SATISFACTORILY
<br />REPAIRED OR THE HARDENED CONCRETE SHALL BE REPLACED.
<br />A.
<br />1.
<br />2.
<br />3.
<br />B.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />C.
<br />D.
<br />IN ADDITION TO CODE, THE FOLLOWING SPECIFICATIONS AND STANDARDS APPLY TO
<br />THE MANUFACTURE, FABRICATION AND INSTALLATION OF REINFORCING STEEL IN
<br />STRUCTURAL CONCRETE AND/OR MASONRY WORK FOR PROJECT:
<br />CRSI HANDBOOK.
<br />ASTM A615 GRADE 60 FOR ALL REINFORCING STEEL (UNO).
<br />ASTM A185 FOR COLD DRAWN WELDED WIRE FABRIC (UNO). 4.AWS D1.4 FOR
<br />WELDING OF REINFORCING STEEL.
<br />QUALITY DETAILING AND CONSTRUCTION STANDARDS SHALL BE OBSERVED.
<br />REINFORCEMENT SHALL BE TRACEABLE FROM SOURCE TO SITE AND SHALL BE
<br />SAMPLED AND TESTED TO CONFIRM PHYSICAL PROPERTIES AS REQUIRED BY
<br />BUILDING DEPARTMENT OR OTHERWISE NOTED IN THE PROJECT SPECIFICATION.
<br />REINFORCEMENT DELIVERED TO THE SITE SHALL BE ACCOMPANIED BY
<br />APPROPRIATE TESTING REPORTS AND CERTIFICATION, INCLUDING EVIDENCE OF
<br />CONFORMANCE WITH SPECIAL DUCTILITY REQUIREMENTS SPECIFIED ABOVE.
<br />LACK OF CERTIFICATION OR INADEQUATE CERTIFICATION SHALL BE SUFFICIENT
<br />CAUSE FOR REJECTION OF MATERIAL. UNCERTIFIED OR INADEQUATELY CERTIFIED
<br />MATERIAL SHALL NOT BE STORED AT THE SITE OR USED IN THE WORK AND IF
<br />DELIVERED TO THE SITE SHALL BE IMMEDIATELY REMOVED.
<br />SUBJECT TO SAA'S WRITTEN APPROVAL, REINFORCEMENT NOT MEETING THE
<br />SPECIAL DUCTILITY REQUIREMENTS SPECIFIED ABOVE (NOTE 2) MAY BE PERMITTED
<br />IN LOCATIONS NOT SUBJECT TO YIELDING UNDER SEISMIC LOAD.
<br />BARS SHALL BE COLD BENT AS DETAILED OR OTHERWISE NECESSARY AROUND PINS
<br />OF REQUIRED RADIUS. REBENDING OF BARS SHALL NOT BE PERMITTED (UNO).
<br />BENDS SHALL BE MADE IN SHOP WHENEVER POSSIBLE. BENDING OF IN PLACE BARS
<br />IN ANY MANNER WHICH MIGHT CAUSE STRESS TO EXISTING CONCRETE SHALL NOT
<br />BE PERMITTED (UNO).
<br />RUST, GREASE, MILL SCALE OR OTHER MATERIAL WHICH MIGHT EFFECT BOND TO
<br />CONCRETE SHALL BE REMOVED IN AN APPROVED MANNER WITHOUT DAMAGE TO
<br />THE REINFORCEMENT AND BEFORE PLACEMENT OF CONCRETE.
<br />SEE CONCRETE NOTES FOR PLACEMENT DRAWING REQUIREMENTS.
<br />WELDING OF REINFORCEMENT IS NOT PERMITTED, UNLESS SPECIFICALLY DETAILED IN
<br />THE CONSTRUCTION DOCUMENTS.
<br />ADDITIONAL TRIM AND CRACK CONTROL STEEL MAY BE REQUIRED DURING THE
<br />PROGRESS OF THE WORK. AN ALLOWANCE OF AT LEAST ONE PERCENT BY WEIGHT OF
<br />THE TOTAL REINFORCEMENT SHALL BE SET ASIDE FOR THIS PURPOSE. SUCH STEEL
<br />SHALL BE FABRICATED AND PLACED AT SAA'S DIRECTION.
<br />REINFORCING STEEL
<br />S-002
<br />DIGITALLY STAMPED AND SIGNED 8.19.2024
<br />EXP: 9.30.2025
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