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ABBREVIATIONS ON DRAWINGS:
<br />A.B.ANCHOR BOLT
<br />BM BEAM
<br />BOT.BOTTOM
<br />B.O.BOTTOM OF
<br />B/W BETWEEN
<br />℄CENTER LINE
<br />COL.COLUMN
<br />CONT.CONTINUOUS
<br />CLR CLEAR
<br />CONC.CONCRETE
<br />CONN.CONNECTION
<br />COLL.COLLECTOR
<br />Ø, OR d DIAMETER
<br />D.F.DOUGLAS FIR
<br />D.S.DRAG STRUT
<br />DWG DRAWING
<br />DIAG.DIAGONAL
<br />DN DOWN
<br />EA.EACH
<br />EL.ELEVATION
<br />EXT.EXTERIOR
<br />E.N.EDGE NAILING
<br />E.F.EACH FACE
<br />E.S.EACH SIDE
<br />E.W.EACH WAY
<br />EQ EQUAL
<br />(E)EXISTING
<br />FLR.FLOOR
<br />GENERAL NOTES
<br />1.ALL WORK AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE 2022 CRC
<br />2.ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS
<br />ELSEWHERE, UNLESS NOTED OTHERWISE. NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL NOTES AND
<br />TYPICAL DETAILS.
<br />3.ALL OMISSIONS AND CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR ARCHITECTURAL SPECIFICATIONS
<br />(WHERE APPLICABLE) SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY OF THE
<br />WORK INVOLVED.
<br />4.AT ALL TIMES THE CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR THE CONDITIONS OF THE JOB SITE INCLUDING
<br />SAFETY OF THE PERSONS AND PROPERTY, AND FOR ALL NECESSARY INDEPENDENT ENGINEERING REVIEWS OF THESE CONDITIONS. THE
<br />ARCHITECT'S OR ENGINEER'S JOB SITE REVIEW IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY
<br />MEASURES.
<br />5.DURING AND AFTER CONSTRUCTION, BUILDER AND/OR OWNER SHALL KEEP LOADS ON STRUCTURE WITHIN THE LIMITS OF DESIGN LOADS.
<br />6.IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THE STRUCTURAL DRAWINGS.
<br />8.NO OPENINGS, CHASES, NOTCHES, ETC. SHALL BE PLACED IN COLUMNS, JOISTS, BEAMS, BEARING WALLS, AND SHEAR WALLS UNLESS
<br />SPECIFICALLY NOTED ON THESE DRAWINGS. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS
<br />SHOW SUCH OPENINGS.
<br />9.CONTRACTOR SHALL COORDINATE ALL STRUCTURAL FRAMING WITH MECHANICAL, PLUMBING AND ELECTRICAL INFRASTRUCTURE,
<br />INCLUDING, BUT NOT LIMITED TO, RECESSED AND SEMI-RECESSED LIGHTING, MECHANICAL DUCTS AND PIPING, FIRE SPRINKLER PIPE AND
<br />HEADS AND PLUMBING DRAINS, WASTE AND SUPPLY LINES.
<br />10.ALL ASTM DESIGNATIONS SHALL BE AS AMENDED TO DATE UNLESS NOTED OTHERWISE.
<br />DESIGN CRITERIA
<br />1.DEAD LOADS:
<br />a.ROOF (SLOPED) = 10 PSF
<br />b.CEILING LOAD = 6 PSF
<br />c.SOLAR = 4 PSF
<br />d.WALL (EXTERIOR) = 17 PSF
<br />e.WALL (INTERIOR) = 10 PSF
<br />f.FLOOR = 15 PSF
<br />2.LIVE LOADS:
<br />a.ROOF =20 PSF
<br />b.ATTIC =10 PSF
<br />c.FLOOR =40 PSF
<br />3.SEISMIC DESIGN PARAMETERS:
<br />a.IMPORTANCE FACTOR I = 1.0
<br />b.RISK CATEGORY II
<br />c.SITE CLASS D
<br />d.SEISMIC DESIGN CATEGORY D
<br />DESIGN BASE SHEAR: V = Cs*W AT STRENGTH LEVEL
<br />(W = EFFECTIVE SEISMIC WEIGHT)
<br />e.WOOD SHEAR WALLS Cs = 0.165
<br />RESPONSE MODIFICATION FACTOR R = 6.5
<br />4.WIND DESIGN PARAMETERS:
<br />a.BASIC WIND SPEED 95mph
<br />b.RISK CATEGORY II
<br />c.EXPOSURE CATEGORY B
<br />d.WIND PRESSURES (STRENGTH LEVEL):
<br />·MAIN WIND FORCE RESISTING SYSTEM: 16.7 PSF
<br />5.FOUNDATION DESIGN PARAMETERS:
<br />a.SPREAD FOOTING PARAMETERS
<br />·ALLOWABLE SOIL PRESSURE:
<br />DEAD LOADS:1,500 PSF
<br />DEAD PLUS LIVE LOADS:1,500 PSF
<br />DEAD PLUS LIVE PLUS SEISMIC:2,000 PSF
<br />·PASSIVE PRESSURE 250 PCF
<br />·COEFFICIENT OF FRICTION 0.30
<br />FOUNDATION
<br />1.INSTALLATION OF THE FOUNDATION FOOTINGS OR PIERS WITH RESPECT TO THE DEPTH BELOW FINISHED OR NATURAL GRADE SHALL BE
<br />AT A MINIMUM ACCORDING TO THE FOUNDATION DETAILS ON THESE PLANS. FIELD DISCOVERED CONDITIONS MAY NECESSITATE DEEPER
<br />FOUNDATIONS.
<br />2.EXCEPT WHERE OTHERWISE SHOWN, EXCAVATIONS SHALL BE MADE AS NEAR AS POSSIBLE TO THE NEAT LINES REQUIRED BY THE SIZE
<br />AND SHAPE OF THE STRUCTURE.
<br />3.ALL WATER, SOIL, AND OTHER DEBRIS SHALL BE REMOVED FROM FOUNDATION EXCAVATIONS PRIOR TO PLACING OF CONCRETE.
<br />4.ALL BACKFILL WITH ENGINEERED FILLS SHALL BE COMPACTED TO 95% RELATIVE DENSITY, UNLESS OTHERWISE SPECIFIED IN THE
<br />GEOTECHNICAL REPORT.
<br />CONCRETE
<br />1.ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH CRC CHAPTER 4 AND ACI 318-14, BUILDING CODE REQUIREMENTS FOR
<br />STRUCTURAL CONCRETE.
<br />2.ALL CONCRETE SHALL HAVE A MAXIMUM WATER-CEMENT RATIO OF 0.48 FOR FOUNDATIONS AND ALL STRUCTURAL ELEMENTS AND 0.45 FOR
<br />SLABS, 4"±1" SLUMP, AND SHALL OBTAIN A 28 DAY MINIMUM COMPRESSIVE STRENGTH AS FOLLOWS:
<br />a.FOOTINGS AND SLAB-ON-GRADE 2,500 PSI
<br />b.MISCELLANEOUS, CURBS, HOUSEKEEPING PADS ETC.2,500 PSI
<br />c.NON-STRUCTURAL CONCRETE TOPPING SLAB 2,000 PSI
<br />3.ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, NOT WEIGHING LESS THAN 145 PCF, UNLESS OTHERWISE NOTED.
<br />4.CEMENT SHALL CONFORM TO ASTM C150, TYPE II (OR ENGINEERED MAXIMUM DESIGN TO STRENGTH). REPLACE A MINIMUM OF 25% AND A
<br />MAXIMUM OF 50% OF CEMENT CONTENT WITH FLYASH CONFORMING TO ASTM C618 CLASS C OR F, OR GROUND GRANULATED BLAST
<br />FURNACE SLAG CONFORMING TO ASTM C989, CLASS 100 OR 120.
<br />5.HARD ROCK AGGREGATES SHALL CONFORM TO ASTM C33. NOMINAL MAXIMUM SIZE OF AGGREGATE SHALL NOT EXCEED 1 1/2 INCHES FOR
<br />FOUNDATION CONCRETE AND 1 INCH FOR STRUCTURAL CONCRETE ABOVE THE FOUNDATION. SEE ALSO THE REQUIREMENTS IN ACI
<br />STANDARD SPECIFICATIONS. NOMINAL MAXIMUM SIZE SHALL ALSO BE SELECTED SUCH THAT WORKABILITY AND PLACEABILITY OF
<br />CONCRETE ARE FACILITATED.
<br />6.ALL ALTERNATE CONCRETE MIX DESIGN AND TEST STRENGTHS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL
<br />PRIOR TO CONSTRUCTION.
<br />7.CONCRETE COVER AT REINFORCING SHALL BE AS FOLLOWS:
<br />a.CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" CLEAR
<br />b.EXPOSED TO EARTH OR WEATHER BUT CAST AGAINST FORMS 2" CLEAR
<br />c.SLABS REBAR AT CENTER OF SLAB
<br />d.BARS PARALLEL TO COLD JOINTS 2" CLEAR
<br />e.NOT EXPOSED TO WEATHER OR EARTH SLABS, WALLS, JOISTS 3 4" CLEAR
<br />f.NOT EXPOSED TO WEATHER OR EARTH BEAMS AND COLUMN 11 2" CLEAR
<br />8.ALL REINFORCING STEEL, DOWELS, ANCHOR BOLTS, PIPE SLEEVES AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO
<br />PLACING OF CONCRETE. “WET SETTING” WILL NOT BE ALLOWED.
<br />9.DO NOT PLACE CONCRETE WHILE RAIN IS FALLING UNLESS ADEQUATE PROTECTION IS PROVIDED. DO NOT ALLOW RAIN WATER TO
<br />INCREASE WATER-CEMENT RATIO IN CONCRETE OR DAMAGE THE SURFACE OF THE CONCRETE.
<br />10.MAXIMUM VERTICAL DROP OF CONCRETE SHALL BE NO MORE THAN 2'-0" FROM END OF PLACEMENT DEVICE TO PLACEMENT SURFACE.
<br />11.THE SURFACE OF ALL CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THE ENTIRE SURFACE AND EXPOSING
<br />CLEAN AGGREGATE SOLIDLY EMBEDDED IN MORTAR MIX.
<br />12.EPOXY ADHESIVE WILL BE USED AT ALL LOCATIONS WHERE EITHER THREADED STEEL ROD OR REBAR IS BEING EMBEDDED INTO EXISTING
<br />HARDENED CONCRETE OR MASONRY, U.O.N..
<br />FTG.FOOTING
<br />GALV.GALVANIZE
<br />GA.GAUGE
<br />GLB GLULAM BEAM
<br />HORIZ.HORIZONTAL
<br />LVL MICROLAM
<br />M.B.MACHINE BOLT
<br />MAX.MAXIMUM
<br />MIN.MINIMUM
<br />MISC.MISCELLANEOUS
<br />MECH.MECHANICAL
<br />M.F.MOMENT FRAME
<br />N.T.S.NOT TO SCALE
<br />NO.NUMBER
<br />(N)NEW
<br />o.c.ON CENTER
<br />O.H.OPPOSITE HAND
<br />O.D.OUTSIDE DIAMETER
<br />PL.PLATE
<br />PLY.PLYWOOD
<br />PSL PARALLAM
<br />P.T.PRESSURE TREATED
<br />REINF.REINFORCING
<br />REQ'D REQUIRED
<br />REV REVISION
<br />S.A.D.SEE ARCHITECTURAL
<br />DRAWINGS
<br />SCHED.SCHEDULE
<br />SIM.SIMILAR
<br />SQ.SQUARE
<br />SECT.SECTION
<br />S.O.G.SLAB ON GRADE
<br />SQ.SQUARE
<br />STAGG.STAGGERED
<br />STD.STANDARD
<br />STL STEEL
<br />STIFF.STIFFENER
<br />STRUCT.STRUCTURAL
<br />S.W.SHEAR WALL
<br />T&B TOP AND BOTTOM
<br />T&G TONGUE AND GROVE
<br />T.O.C.TOP OF CONCRETE
<br />TYP.TYPICAL
<br />THK THICK
<br />THRD. ROD THREADED ROD
<br />T.O.TOP OF
<br />U.O.N.UNLESS OTHERWISE
<br /> NOTED
<br />VERT.VERTICAL
<br />V.I.F.VERIFY IN FIELD
<br />w/WITH
<br />w/o WITHOUT
<br />WT WEIGHT
<br />W.W.F WELDED WIRE
<br />FABRIC
<br />WF WIDE FLANGE
<br />STEEL SECTION
<br />REINFORCING BAR
<br />1.REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 WITH BAR MARKS LEGIBLY ROLLED INTO THE SURFACE INDICATION SIZE,
<br />TYPE OF STEEL, AND YIELD STRENGTH DESIGNATION:
<br />a.#3 BARS AND SMALLER GRADE 40 OR GRADE 60
<br />b.#4 BARS AND LARGER GRADE 60
<br />c.ALL BARS TO BE WELDED GRADE A706
<br />2.REINFORCING SHALL HAVE A MINIMUM LAP IN CONFORMANCE WITH DETAILS AND SPECIFICATIONS SHOWN ON THESE DRAWINGS. STAGGER
<br />SPLICES WHENEVER POSSIBLE. VERTICAL WALL REINFORCING BARS SHALL EITHER EXTEND INTO FOOTINGS OR LAP SPLICED WITH
<br />FOOTING DOWELS OF THE SAME SIZE BARS.
<br />3.BENDING OF REINFORCING SHALL BE IN CONFORMANCE WITH DETAILS AND SPECIFICATIONS SHOWN ON THESE DRAWINGS. FIELD BENDING
<br />OF BARS THAT ARE IN PLACE IS NOT PERMITTED UNLESS APPROVED BY THE STRUCTURAL ENGINEER.
<br />4.ALL BARS SHALL BE FREE OF LOOSE AND FLAKY RUST AND SCALE, GREASE, OR OTHER MATERIALS WHICH MIGHT AFFECT OR IMPAIR BOND.
<br />5.WELDED WIRE MESH (WWF) SHALL CONFORM TO ASTM A1064, EXCEPT AT SLABS ON GRADE WHICH MAY BE GR40. USE 6x6 W10/10 AND LAP
<br />12" MIN. U.O.N.
<br />WOOD
<br />1.ALL WOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2022 CRC CHAPTER 1 - 9 AND 2018 NDS (NATIONAL DESIGN
<br />SPECIFICATION).
<br />2.ALL SOLID SAWN STRUCTURAL LUMBER SHALL CONFORM TO THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION.
<br />LUMBER SHALL BE DOUGLAS FIR WITH GRADE AS FOLLOWS:
<br />a.JOISTS:NO. 2, 2" TO 4" THICK
<br />b.BEAMS & HEADERS:NO. 1
<br />c.POSTS:NO. 1, POST & TIMBERS
<br />d.STUDS:CONSTRUCTION
<br />e.PRESSURE TREATED:NO. 2
<br />3.TRUS JOISTS SHALL BE MANUFACTURED BY WEYERHAEUSER. ALL CUTTING, NOTCHING AND DRILLING OF TRUS JOISTS MAY BE DONE ONLY
<br />IN ACCORDANCE WITH THE DETAILS PROVIDED BY THE MANUFACTURER.
<br />4.ALL PARALLAM (PSL), MICROLAM (LVL), AND TIMBERSTRAND (LSL) MEMBER CALLOUTS REFER TO PRODUCTS OF WEYERHAEUSER. CUTTING,
<br />NOTCHING OR DRILLING OF MEMBERS MAY BE DONE ONLY WITH THE APPROVAL OF THE STRUCTURAL ENGINEER. GRADE SHALL BE AS
<br />FOLLOWS:
<br />a.2.2E PARALLAM (PSL): Fb=2,900 PSI; Fv= 290 PSI; E= 2,200,000 PSI
<br />b.2.0E MICROLAM (LVL):Fb=2,600 PSI; Fv= 285 PSI; E= 2,000,000 PSI
<br />c.1.55E TIMBERSTRAND (LSL): Fb=2,325 PSI; Fv= 310 PSI; E= 1,550,000 PSI
<br />5.ALL STRUCTURAL LUMBER SHALL HAVE THE FOLLOWING MAXIMUM MOISTURE CONTENT (MC): MC LESS THAN OR EQUAL TO 19% AT TIME OF
<br />INSTALLATION.
<br />6.ALL NAILS USED IN TIMBER-TO-TIMBER CONNECTIONS SHALL BE COMMON NAILS AND NAILING SHALL CONFORM TO THE APPLICABLE
<br />BUILDING CODES. ALL NAILS CONNECTING PRE-MANUFACTURED METAL ITEMS (CONNECTORS, HANGERS, STRAPS, ETC) TO TIMBER SHALL
<br />CONFORM TO THE MANUFACTURER'S CATALOGUE AND APPLICABLE ICC REPORTS.
<br />7.ALL STUD WALLS SHALL HAVE FIRE BLOCKING AT 10'-0"o.c. MAXIMUM.
<br />8.WHERE WOOD IS IN CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO WEATHER, PRESSURE-TREATED ("P.T.") DOUGLAS FIR SHALL
<br />BE USED UNLESS NOTED OTHERWISE. WEATHER RESISTANT SPECIES SUCH AS REDWOOD, CEDAR, OR WOLMANIZED WOOD MAY BE USED
<br />WHERE SPECIFIED IN THE DRAWINGS OR APPROVED BY THE ENGINEER.
<br />9.UNLESS NOTED OTHERWISE, ALL SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE BOLTED WITH 5 8"Ø F1554 ANCHOR
<br />BOLTS WITH 7" MINUMUM EMBEDMENT AND 3"x3"x.229" PLATE WASHERS AT 4'-0"o.c. PLATE WASHER SHALL EXTEND TO WITHIN 1 2" OF PLATE
<br />ON SHEATHED SIDE. SEE SHEAR WALL SCHEDULE FOR ADDITIONAL ANCHOR BOLT SPACING AND PLATE WASHER REQUIREMENTS.
<br />10.ALL BOLT HEADS AND NUTS WHICH BEAR AGAINST THE FACE OF WOOD MEMBERS SHALL BE PROVIDED WITH WASHERS. NO UPSET
<br />THREADS ARE ALLOWED.
<br />11.PROVIDE MULTIPLE STUDS FOR SOLID BEARING AT THE ENDS OF MISCELLANEOUS BEAMS OR GIRDER TRUSSES WHERE POSTS ARE NOT
<br />SHOWN.
<br />12.PROVIDE DOUBLE FLOOR JOISTS UNDER PARALLEL PARTITIONS.
<br />13.PROVIDE SOLID BLOCK AT BEARING WALLS, UNDER PERPENDICULAR PARTITIONS AND ELSEWHERE AS REQUIRED PER NDS SECTION 4.4.1.
<br />PROVIDE FULL DEPTH BLOCKING AT ENDS AND AT 8'-0"o.c. MAXIMUM SPACING.
<br />14.FACE NAIL TWO PIECE BUILT-UP BEAMS WITH 16d AT 12"o.c. AT TOP AND BOTTOM TO ALTERNATE SIDES OF BEAM. PROVIDE ADDITIONAL
<br />ROW OF NAILING AT ALL BEAMS GREATER THAN 12" DEEP.
<br />15.PREDRILL ALL HOLES FOR 20d AND LARGER NAILS, SPIKES AND LAG BOLTS. LEAD HOLES FOR LAGS SHALL BE AS FOLLOWS:
<br />a.SHANK PORTION:SAME DIAMETER AND LENGTH AS SHANK.
<br />b.THREADED PORTION:60% TO 75% OF THE DIAMETER OF THE THREAD AND THE SAME
<br />LENGTH AS THREAD.
<br />17.PROVIDE FULL DEPTH SOLID BLOCKING AT A MAXIMUM OF 8'-0"o.c. FOR 2x10 MEMBERS AND LARGER (CONTACT METAL BRIDGING OR EQUAL
<br />MAY BE USED) WHERE SHEATHING OR GYPSUM BOARD IS NOT APPLIED TO TOP AND BOTTOM OF JOISTS FOR ENTIRE LENGTH PER NDS
<br />SECTION 4.4.1.
<br />18.ALL PREMANUFACTURED METAL ITEMS (CONNECTORS, HANGERS, STRAPS, ETC.) SHALL BE BY SIMPSON STRONG TIE COMPANY, INC.
<br />UNLESS NOTED OTHERWISE. SEE NOTE AND ABOVE CONCERNING NAILING.
<br />19.RETIGHTEN ALL BOLTS BEFORE CLOSING IN.
<br />20.FASTENERS & CONNECTORS EXPOSED TO WEATHER SHALL BE STAINLESS STEEL, HOT-DIPPED GALVANIZED PER ASTM A153 - CLASS C OR
<br />ASTM A123, OR SIMPSON'S "ZMAX" OR DOUBLE-BARRIER/QUIK GUARD COATING.
<br />21.FASTENERS & CONNECTORS IN CONTACT WITH WOOD TREATED WITH AMMONIA OR ACZA (CHEMONITE) OR OTHER CHEMICALS w/ CHEMICAL
<br />RETENTION > AWPA UC4A SHALL BE STAINLESS STEEL. FASTENERS & CONNECTORS IN CONTACT WITH OTHER PRESSURE-PRESERVATIVE
<br />TREATED WOOD SHALL BE STAINLESS STEEL, HOT-DIPPED GALVANIZED PER ASTM A153 - CLASS D OR ASTM A123, OR SIMPSON'S "ZMAX" OR
<br />DOUBLE-BARRIER/QUIK GUARD COATING.
<br />22.ALL STUDS SHALL BE ONE PIECE BETWEEN FLOORS AND FROM FLOOR TO ROOF, UNLESS NOTED OTHERWISE. ALIGN CENTERLINE OF
<br />STUDS WITH CENTERLINE OF FLOOR JOISTS. ALIGN CENTERLINE OF STUDS FOR FULL HEIGHT OF STRUCTURAL TYPICAL.
<br />23.ALL POSTS SHALL BE FULL HEIGHT FROM FOUNDATION TO ROOF, UNLESS NOTED OTHERWISE. WHERE POSTS ARE DISCONTINUOUS AT
<br />JOIST SPACE AND OR FROM TOP OF BEAM OR HEADERS TO LOWER TOP PLATE, BLOCK THIS SPACE WITH STUD POST.
<br />SHEATHING
<br />1.ALL SHEATHING TO BE ORIENTED STRAND BOARD (OSB) OR PLYWOOD STAMPED BY THE AMERICAN PLYWOOD ASSOCIATION (APA) AND
<br />SHALL CONFORM TO THE U.S. PRODUCT STANDARD (PS 1) WITH EXTERIOR GLUE. SEE PLANS FOR THICKNESS AND NAILING PATTERN AT
<br />FLOOR AND ROOF SHEATHING. (MINIMUM SHEET SIZE 24"). SHEATHING SHALL BE DOUGLAS FIR AND AS FOLLOWS (U.O.N.):
<br />·5 8" APA RATED 32/16, EXPOSURE 1*
<br />·3 4" APA RATED 48/24, T&G, EXPOSURE 1**
<br />·1 2" APA RATED 32/16, EXPOSURE 1
<br />* PROVIDE PLY CLIPS BETWEEN JOISTS WHERE EDGES ARE NOT BLOCKED.
<br />** CONTRACTOR MAY OMIT T&G WHERE EDGES ARE BLOCKED
<br />2.ALL EXTERIOR WALLS NOT NOTED AS SHEAR WALLS SHALL BE SHEATHED WITH SHEATHING AND CONSTRUCTED AS A TYPE-6 SHEAR WALL,
<br />INCLUDING ABOVE AND BELOW ALL WALL OPENINGS, AND GABLED WALLS.
<br />3.GLUE FLOOR SHEATHING TO JOISTS WITH A CONTINUOUS BEAD OF CONSTRUCTION GRADE ADHESIVE (ASTM D3498) AND NAIL WITHIN 10
<br />MINUTES OF GLUEING.
<br />4.SHEATHING SHEETS AT FLOORS AND ROOFS SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO JOISTS AND RAFTERS AND EDGES
<br />SHALL HAVE A STAGGERED LAYOUT.
<br />5.SHEATHING SHEETS ON WALLS SHALL BE LAID WITH LONG DIMENSION VERTICAL. BLOCK ALL PANEL EDGES. PROVIDE 3x (OR 4x) MEMBERS
<br />(OR DOUBLE 2x TOP PLATE) AT ALL SHEATHING EDGES FOR SHEAR WALL WHERE NAILING IS EQUAL OR LESS THAN 4”o.c.
<br />6.SHEATHING SHALL ABUT ALONG THE CENTERLINE OF FRAMING MEMBERS WITH NAILING NOT LESS THAN 3/8" FROM EDGE OF SHEETS AND
<br />FRAMING.
<br />7.SHEAR WALLS SHALL RUN AND BE CONNECTED TO UNDERSIDE OF ROOF OR FLOOR SHEATHING WITH APPROVED BLOCKING AS REQUIRED
<br />AND SHALL CONNECT WITH FLOOR OR FOUNDATION BELOW.
<br />8.WHERE SHEAR WALL CONNECTIONS ARE NOT SPECIFICALLY DETAILED ON THESE DRAWINGS, CONSTRUCTION DETAILS SHALL BE PER
<br />TYPICAL DETAILS AND SHEAR WALL SCHEDULE.
<br />DEMOLITION AND SHORING WORKS
<br />1.ALL DESIGN AND DETAILING FOR TEMPORARY SHORING CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CALIFORNIA BUILDING CODE,
<br />2022 EDITION. DRAWINGS AND CALCULATIONS SHALL BE STAMPED AND SIGNED BY A CIVIL OR STRUCTURAL ENGINEER LICENSED IN THE
<br />STATE OF CALIFORNIA, AND SHALL BE SUBMITTED TO THE LOCAL DEPARTMENT OF BUILDING INSPECTION FOR APPROVAL UPON REQUEST.
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<br />DESIGNED PLANS, DOCUMENTS, AND SPECIFICATIONS REPRESENTED
<br />WITHIN THESE DRAWINGS ARE PROPERTIES OF TA STRUCTURAL AND
<br />WERE DEVELOPED FOR USE IN CONNECTION WITH EACH INDIVIDUAL
<br />PROJECT. NONE OF THESE PLANS AND IDEAS SHALL BE USED,
<br />DUPLICATED, DISCLOSED, IN PART OR IN WHOLE, WITHOUT WRITTEN
<br />CONSENT OF TA STRUCTURAL.
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<br />SHEET TITLE
<br />DATEPROJECT STATUS
<br />ENGINEER OF RECORD
<br />JULY 2024PERMIT SUBMITTAL
<br />L
<br />RO
<br />Exp. 06-30-26
<br />S
<br />IVISTTACEOF IFAL
<br />IG
<br />RE
<br />C L
<br />No. 91229
<br />REET
<br />D SPRFOE AOINS
<br />IG
<br />NAI
<br />ER
<br />EN
<br />ENNARTENAUD
<br />OCTOBER 2024PLAN CHECK
<br />S100
<br />GENERAL NOTES
<br />2515 & 2517 N
<br />Cotter St5/1/2025
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