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WOOD NOTES
<br />CONCRETE NOTES
<br />WOOD NOTES (cont.)GENERAL NOTES STRUCTURAL STEEL NOTES MASONRY NOTES
<br />REINFORCING STEEL NOTES
<br />SIMPLE SPANS
<br />CANTILEVERS
<br />24F-V4
<br />24F-V8
<br />USECOMBINATION NO.
<br />24/0
<br />48/24
<br />24/0
<br />OSB
<br />APA
<br />OSB (U.N.O.)
<br />ROOF SHEATING
<br />FLOOR SHEATHING
<br />SHEAR PANEL
<br />PANEL
<br />INDENTIFICATION INDEXGRADEUSE
<br />A.
<br />B.
<br />C.
<br />D.
<br />E.
<br />EMBEDDED AT LEAST 7" INTO CONCRETE OR MASONRY.
<br />SPACED NOT MORE THAN 6' APART.
<br />PLACED A MIN. OF 4" AND A MAX. OF 12" FROM EACH END. A MINIMUM OF
<br />TWO BOLTS PER PIECE.
<br />SIZE AND SPACED AS SHOWN ON THE DRAWINGS.
<br />GRADEMEMBERS
<br />CONSTRUCTION
<br /># 2
<br /># 2
<br /># 1
<br /># 1
<br /># 1
<br />MATCH WALL MEMBERS
<br />SAWN WOOD MEMBERS SHALL BE DOUGLAS FIR-LARCH (U.N.O.), CONFORM TO
<br />THE "CALIFORNIA BUILDING CODE" (CBC) SEC. 2303, and NDS 2018 AND SHALL BE
<br />GRADE MARKED BY AN ACCREDITATION BODY THAT COMPLIES WITH DOC PS 20
<br />OR EQUIVALENT.
<br />WOOD GRADES, U.N.O., SHALL BE AS FOLLOWS:
<br />ALL WOOD THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8"
<br />FROM EXPOSED EARTH, ALL WOOD ATTACHED DIRECTLY TO INTERIOR OR
<br />EXTERIOR MASONRY OR CONCRETE WALLS BELOW GRADE, AND ALL WOOD
<br />SLEEPERS AND SILLS ON CONCRETE THAT IS IN DIRECT CONTACT WITH EARTH
<br />SHALL BE PRESERVATIVE-TREATED DOUGLAS FIR.
<br />ALL SILLS OR PLATES BEARING ON CONCRETE OR MASONRY SHALL HAVE ANCHOR
<br />BOLTS:
<br />WOOD STRUCTURAL PANELS SHALL CONFORM TO THE "CALIFORNIA BUILDING
<br />CODE" (CBC) SEC. 2303, AND SHALL CONFORM TO THE REQUIREMENTS FOR THEIR
<br />TYPE IN DOC PS 1 OR PS2. EACH PANEL SHALL BE IDENTIFIED FOR GRADE AND
<br />GLUE TYPE BY THE TRADEMARKS OF AN APPROVED TESTING AND GRADING
<br />AGENCY. WOOD STRUCTURAL PANELS THAT ARE PERMANENTLY EXPOSED IN
<br />OUTDOOR APPLICATIONS SAHLL BE OF EXTERIOR TYPE (U.N.O.). ALL WOOD
<br />STRUCTURAL PANELS SHALL BE OF THE FOLLOWING GRADES AND PANEL
<br />INDENTIFICATION INDEXES (U.N.O. ON DRAWINGS):
<br />GLUED-LAMINATED TIMBERS SHALL BE MANUFACTURED AND IDENTIFIED AS
<br />REQUIRED IN AITC A190.1 AND ASTM D 3737, USING DOUGLAS FIR INDUSTRIAL
<br />APPEARANCE GRADE WOOD AND EXTERIOR GLUE WITH INTENDED DRY USE
<br />CONDITION AND USE SHALL BE AS FOLLOWS:
<br />FRAMING ANCHORS, POST CAPS, COLUMN BASES, AND OTHER CONNECTORS
<br />SPECIFIED ON DRAWINGS SHALL BE AS MANUFACTURED BY "SIMPSON COMPANY"
<br />OR AN ENGINEER- APPROVED EQUAL.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />BARS, PLATES, UNHEADED BOLTS, WASHERS AND DRIFT BOLTS SHALL CONFORM TO THE
<br />REQUIREMENTS OF ASTM A36.
<br />BOLTS SHALL CONFORM TO ASTM A307. BOLTS IN PRESSURE TREATED WOOD SHALL BE
<br />HOT DIPPED ZINC-COATED GALVANIZED STEEL PER ASTM A 153 OR MECHANICALLY
<br />DEPOSITED ZINC COATING WITH WEIGHTS PER ASTM B 695, CLASS 55.
<br />NUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A563, GRADE A.
<br />ALL BOLT HEADS, NUTS, AND LAG SCREWS BEARING ON WOOD SHALL HAVE CUT
<br />WASHERS UNLESS NOTED.
<br />BOLT HOLES SHALL BE DRILLED A MAXIMUM OF 1/16" LARGER THAN THE NOMINAL BOLT
<br />DIAMETER. BOLT HOLES SHALL BE ACCURATELY ALIGNED AND NOT FORCIBLY DRIVEN.
<br />SPECIAL CONNECTORS FOR CONNECTING WOOD OR GLUED LAMINATED TIMBER SHALL
<br />BE FABRICATED FROM STEEL CONFORMING TO ASTM A36. WELDS SHALL CONFORM TO
<br />THE REQUIREMENTS OF AWS D1.1-15.
<br />8.
<br />9.
<br />10.
<br />11.
<br />12.
<br />13.
<br />FOR SHANK:
<br />FOR THREADED PORTION:
<br />SAME DIAMETER AND LENGTH AS UNTHREADED
<br />SHANK.
<br />60% TO 75% OF SHANK DIAMETER & LENGTH EQUAL
<br />TO THE THREADED PORTION.
<br />BN =
<br />EN =
<br />FN =
<br />NAILING AT DIAPHRAGM BOUNDARIES, CONTINUOUS PANEL
<br />EDGES, AND AT EDGES OF OPENING.
<br />EDGE NAILING
<br />FIELD NAILING
<br />SILL PLATE SHALL BE 3x6 P.T. D.F.
<br />ALL STUDS AND BLOCKING AT PANEL EDGES SHALL BE 4x6.
<br />ALL OTHER INTERMEDIATE STUDS SHALL BE 3x6 @ 16"o.c.
<br />END POSTS SHALL BE AS SPECIFIED ON THE DRAWINGS.
<br />BOTH VERTICAL AND HORIZONTAL INTERIOR PANEL JOINTS
<br />ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED.
<br />THE PLYWOOD ON ONE SIDE MUST BE NAILED BEFORE THE FRAME INSPECTION.
<br />THE PLYWOOD ON THE OTHER SIDE
<br />MUST BE INSTALLED AND INSPECTED PRIOR TO INSTALLATION
<br />OF WALL SURFACE COVERING.
<br />NO PENETRATIONS OR NOTCHES ARE PERMITSED OTHER THAN THOSE SHOWN
<br />ON THE STRUCTURAL DRAWINGS.
<br />A.
<br />B.
<br />C.
<br />D.
<br />E.
<br />F.
<br />G.
<br />DIAPHRAGM NAILING SHALL CONFORM TO CBC WITH NOMENCLATURE DEFINED AS
<br />FOLLOWS:
<br />WHERE DIAPHRAGM BLOCKING IS SPECIFIED, USE 2 X 4 FLAT BLOCKING (WITH "Z"
<br />CLIPS). (U.N.O.)
<br />SIMPLE SPAN WOOD MEMBERS, NOT SHOP CAMBERED, SHALL BE ERECTED WITH THE
<br />NATURAL CAMBER UP. FOR CANTILEVERED WOOD MEMBERS, CONSULT WITH
<br />ENGINEER.
<br />LEAD HOLES FOR LAG SCREWS IN WOOD SHALL BE BORED AS FOLLOWS:
<br />SPECIAL PROVISIONS FOR SHEAR WALLS WITH PLYWOOD ON BOTH SIDES: WHERE
<br />SPECIFICALLY INDICATED ON PLANS
<br />PROVIDE DOUBLE STUD TO SUPPORT ALL BEAMS UNLESS POSTS ARE SPECIFIED.
<br />DOUBLE BLOCK UNDER ALL POSTS.
<br />DOUBLE JOIST UNDER ALL PARALLEL PARTITIONS U.N.O.
<br />TOP PLATES OF ALL WOOD STUD WALLS SHALL BE 2-2 X (SAME WIDTH AS STUDS), LAP
<br />48" (MIN.), WITH AT LEAST 36-16d NAILS AT EACH SIDE OF LAP AND NOT MORE THAN 12"
<br />BETWEEN.
<br />CUTTING, NOTCHING, OR DRILLING OF BEAMS OR JOISTS SHALL BE PERMITSED ONLY AS
<br />DETAILED OR APPROVED BY THE ENGINEER.
<br />MOISTURE CONTENT OF WOOD AT TIME OF PLACEMENT SHALL NOT EXCEED 19%.
<br />PROVIDE 'MSTC28' STRAPS ACROSS ALL DISCONTINUOUS TOP PLATES.
<br />THE NUMBER AND SIZE OF FASTENERS CONNECTING WOOD MEMBERS SHALL NOT BE
<br />LESS THAN THE FOLLOWING TABLE.
<br />14.
<br />15.
<br />16.
<br />17.
<br />18.
<br />19.
<br />20.
<br />21.
<br />22.
<br />23.
<br />24.
<br />25.
<br />26.
<br />ASTM A992, Fy= 50ksi
<br />ASTM A500 GRADE B, Fy= 46ksi
<br />ASTM A500, GRADE B, Fy= 42ksi
<br />ASTM A53, GRADE B, Fy= 35ksi
<br />ASTM A36, Fy = 36 ksi
<br />GRADE 40 - # 3 AND SMALLER
<br />GRADE 60 - # 4 AND LARGER
<br />BAR REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615. THE
<br />FOLLOWING GRADES SHALL BE USED:
<br />DETAILS OF REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-19 CH.
<br />7 AND OTHER SECTIONS ACCORDING TO APPLIC.
<br />LAPS AT BAR SPLICES IN CONC. CONSTRUCTION SHALL BE AS FOLLOWS:
<br />LAPS AT BAR SPLICES IN MASONRY CONSTRUCTION SHALL BE 48 BAR DIAMETERS BUT NOT
<br />LESS THAN 2'-0".
<br />VERTICAL REINFORCEMENT SHALL BE TIED OR OTHERWISE FIXED IN POSITION AT THE TOP
<br />AND BOTTOM AND AT INTERMEDIATE LOCATIONS, SPACED NOT GREATER THAN 48" O.C..
<br />WELDED STEEL WIRE FABRIC REINFORCEMENT SHALL CONFORM TO ASTM A185. 12" LAPS
<br />OF WELDED STEEL WIRE FABRIC AT SPLICES ARE REQ'D.
<br />WALLS, PILASTERS, AND COLUMNS SHALL BE DOWELED TO THE SUPPORTING FOOTINGS
<br />WITH REINFORCEMENT OF THE SAME SIZE, GRADE AND AT THE SAME SPACING AS THE
<br />VERTICAL REINFORCEMENT IN THE WALLS, PILASTERS, OR COLUMNS (U.N.O).
<br />BAR SUPPORTS SHALL BE PROVIDED IN ACCORDANCE WITH THE PROVISIONS OF "BAR
<br />SUPPORT SPECIFICATIONS" AS CONTAINED IN THE LATEST EDITION OF THE "MANUAL OF
<br />STANDARD PRACTICE" BY THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI).
<br />REINFORCING STEEL DETAILING, BENDING AND PLACING SHALL BE IN ACCORDANCE WITH
<br />THE CONCRETE REINFORCING STEEL INSTITUTE "MANUAL OF STANDARD PRACTICE",
<br />LATEST EDITION.
<br />ALL REINFORCEMENT SHALL BE SECURELY TIED IN PLACE BEFORE PLACING CONCRETE
<br />OR GROUT.
<br />WELDING OF REINFORCING BARS SHALL CONFORM TO "STRUCTURAL WELDING
<br />CODE-REINFORCING STEEL," ANSI/AWS D1.4 OF THE A.W.S.
<br />WELDING OF ALL REINFORCING STEEL TO STRUCTURAL STEEL SHALL BE LIMITED TO
<br />THOSE AREAS SPECIFICALLY SHOWN ON THE PLANS. ANY OTHER WELDING SHALL
<br />REQUIRE THE APPROVAL OF THE GOVERNING AGENCY, FIELD INSPECTOR, AND
<br />STRUCTURAL ENGINEER.
<br />WELDING OF CROSSING BARS AND TACK WELDING OF REINFORCEMENT SHALL NOT BE
<br />PERMITSED.
<br />ALL WELDS SHALL, IN ADDITION, TO ALL THE SPECIFICATIONS LISTED ABOVE, COMPLY
<br />WITH THE REQUIREMENTS OF THE 14th EDITION OF THE "STEEL CONSTRUCTION MANUAL"
<br />AS PUBLISHED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
<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 />13.
<br />14.
<br />(CLASS B)
<br />f'c = 3000
<br />21
<br />29
<br />25
<br />33
<br />f'c = 3000
<br />27
<br />38
<br />33
<br />f'c = 2500
<br />30
<br />40
<br />35
<br />(CLASS B)TOP BARS
<br /># 7
<br /># 6
<br /># 5
<br />BAR SIZE
<br /># 8 4345
<br />OTHER THAN TOP BARS
<br />32
<br />28
<br />f'c = 2500
<br />24
<br />36
<br /># 6 AND LARGER BAR
<br /> # 5 BARS, 5/8 INCH WIRE, AND SMALLER
<br />MIN. CVR.
<br />(INCHES)LOCATION:
<br />STRENGTH:CONVENTIONAL FOUNDATIONS:
<br />A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
<br />B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER:
<br />3"
<br />2"
<br />1 12"
<br />2500
<br />2500
<br />2500
<br />2500
<br />SLAB ON GRADE
<br />SLAB ON GRADE-GARAGE
<br />FOOTINGS
<br />GRADE BEAM / CAISSON
<br />CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-19 CHAPTER 5. THE MINIMUM 28-DAY
<br />CYLINDER STRENGTH SHALL BE AS FOLLOWS:
<br />WHERE CONCRETE STRENGTH IS GREATER THAN 2500 PSI, CYLINDER TESTS ARE REQUIRED PER ACI
<br />318-19 5.6.3.3.
<br />PORTLAND CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C150, TYPE V. MAXIMUM
<br />WATER-CEMENT RATIO = 0.45
<br />AGGREGATES SHALL CONFORM TO THE REQUIREMENTS OF ASTM C33
<br />FOR NORMAL WEIGHT CONCRETE AND ASTM C330 FOR LIGHTWEIGHT CONCRETE.
<br />ADMIXTURES SHALL BE USED IN ACCORDANCES WITH THE MANUFACTURER'S RECOMMENDATIONS AND
<br />APPROVED BY THE ENGINEER OF RECORD.
<br />READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH THE REQUIREMENTS
<br />OF "STANDARD SPECIFICATION FOR READY-MIXED CONCRETE" ASTM C94.
<br />MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL IN NON-PRESTRESSED
<br />CAST-IN-PLACE CONCRETE SHALL BE AS FOLLOWS, U.N.O:
<br />ALL SLEEVES THROUGH BEAMS, GIRDERS AND FOUNDATION WALLS SHALL BE INSTALLED AND
<br />SECURED IN POSITION PRIOR TO PLACING CONCRETE. EXCEPT AS SHOWN ON STRUCTURAL
<br />DRAWINGS, SLEEVING SHALL NOT BE PERMITSED UNLESS APPROVED BY THE DESIGNER AND
<br />STRUCTURAL ENGINEER.
<br />SLEEVES, PIPES, OR CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR SPREAD FOOTINGS,
<br />GRADE BEAMS, PILE CAPS, OR TIE BEAMS, UNLESS SPECIFICALLY DETAILED BY THE ENGINEER.
<br />CONDUIT SHALL NOT BE PLACED IN ANY CONCRETE SLAB LESS THAN
<br />3-1/2 INCHES THICK. IF CONDUIT IS PLACED IN CONCRETE SLAB, ITS OUTSIDE DIAMETER SHALL NOT
<br />BE GREATER THAN 1/3 OF THE SLAB THICKNESS. THE MINIMUM CLEAR DISTANCE BETWEEN CONDUITS
<br />SHALL
<br />BE 3 INCHES.
<br />ALL EXPOSED CORNERS SHALL BE CHAMFERED 3/4 INCH, U.N.O.
<br />REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES,
<br />ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE CAST IN THE CONCRETE AND FOR EXTENT OF
<br />DEPRESSIONS, CURBS, AND RAMPS.
<br />ALL VERTICAL SURFACES OF CONCRETE ABOVE FINISHED GRADE
<br />SHALL BE FORMED.
<br />REFERENCE ARCH. DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS DUE TO
<br />ARCHITECTURAL C.I.P. CONCRETE.
<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 />13.
<br />14.
<br />PSI
<br />PSI
<br />PSI
<br />PSI
<br />ALL CONSTRUCTION, INCLUDING MATERIAL AND WORKMANSHIP, SHALL CONFORM TO
<br />THE PROVISIONS OF THE 2022 EDITION OF THE "CALIFORNIA BUILDING CODE" (CBC) WITH
<br />THE GOVERNING AGENCY AMENDMENTS, AND STANDARDS REFERENCED THEREIN.
<br />WHERE EVER CODE OR CALIFORNIA BUILDING CODE (CBC) IS REFERENCED IN THE
<br />FOLLOWING GENERAL NOTES OR OTHER NOTE SECTIONS, IT SHALL IMPLY THE CBC
<br />CODE WITH GOVERNING AGENCY AMMENDMENTS.
<br />ALL ASTM STANDARDS LISTED HEREIN, SHALL BE CURRENT AND COMPLIANT TO 2022
<br />CBC, CHAPTER 35.
<br />THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS
<br />BEFORE STARTING WORK. THE DESIGNER AND STRUCTURAL ENGINEER SHALL
<br />IMMEDIATELY BE NOTIFIED, IN WRITING, OF ANY DISCREPANCIES.
<br />ALL OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE
<br />WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF
<br />THE FIELD INSPECTOR, AND A SOLUTION GIVEN BY, THE DESIGNER AND STRUCTURAL
<br />ENGINEER PRIOR TO PROCEEDING WITH ANY WORK AFFECTED BY THE CONFLICT OR
<br />OMISSION.
<br />IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL
<br />TAKE PRECEDENCE OVER THE "GENERAL NOTES" AND/OR "STANDARD DETAILS".
<br />TYPICAL DETAILS SHALL BE USED WHENEVER APPLICABLE.
<br />IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION
<br />SHALL BE THE SAME AS FOR SIMILAR WORK.
<br />WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS OR DETAILS ON
<br />THESE STRUCTURAL DRAWINGS.
<br />THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE ERECTION SHORING AND
<br />BRACING AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF
<br />CONSTRUCTION. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT
<br />INDICATE THE METHOD OF CONSTRUCTION.
<br />PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK-OUTS, ETC., SHALL NOT
<br />BE PLACED IN SLABS, BEAMS, GIRDERS, COLUMNS, WALLS, FOUNDATIONS, ETC., NOR
<br />SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY
<br />DETAILED ON THESE STRUCTURAL DRAWINGS. (IF ANY PIPES, DUCTS, ETC., DO OCCUR,
<br />THAT ARE NOT SHOWN ON THESE STRUCTURAL DRAWINGS, THE DESIGNER AND
<br />STRUCTURAL ENGINEER SHALL BE NOTIFIED.) SEE PARAGRAPH 4, ABOVE.
<br />ANCHOR BOLTS OR INSERTS FOR EQUIPMENT ANCHORAGE OR INSTALLATION SHALL BE
<br />DESIGNED FOR SEISMIC CATEGORY D BY A CIVIL ENGINEER OR STRUCTURAL ENGINEER
<br />REGISTERED IN THE STATE OF CALIFORNIA AND SHALL BE SHOWN ON THE MECHANICAL
<br />OR ELECTRICAL SHOP DRAWINGS.
<br />THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE
<br />CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING
<br />SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY
<br />CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTOR
<br />SHALL DEFEND, INDEMNIFY, AND HOLD THE STRUCTURAL ENGINEER FREE AND
<br />HARMLESS FROM ALL CLAIMS, DEMANDS AND ALL LIABIBLITY, REAL OR ALLEGED, IN
<br />CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR
<br />LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE STRUCTURAL ENGINEER.
<br />IF ANY SUBSTITUTION IS PROPOSED BY THE CONTRACTOR, NEW CALCULATIONS MAY
<br />HAVE TO BE PREPARED, THE DETAILS MAY HAVE TO BE ALTERED, AND NEW DRAWINGS
<br />MAY HAVE TO BE SUBMITSED TO THE BUILDING DEPARTMENT. THE CONTRACTOR SHALL
<br />PAY THE STRUCTURAL ENGINEER'S FEES TO ALTER THE APPROVED PLANS. THE
<br />CONTRACTOR SHALL ALSO PROCESS THE REVISED PLANS REFLECTING ALL
<br />SUBSTITUTIONS THROUGH THE APPROPRIATE OFFICE OF ALL GOVERNING AGENCIES.
<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 />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />MASONRY UNITS SHALL CONFORM TO ASTM C90 HOLLOW CORE,
<br />NORMAL WEIGHT, f'm= 1500 psi (U.N.O.).
<br />ALL UNITS SHALL BE SAMPLED AND TESTED IN ACCORDANCE WITH ASTM C140.
<br />MORTAR SHALL BE TYPE 'S' AND CONFORM TO ASTM C270 AND TABLE SC-1 AND SC-2 OF TMS 402-16. THE
<br />MINIMUM STRENGTH SHALL BE 1,800 psi AT 28 DAYS. THE BED JOINTS SHALL NOT EXCEED }" THICK.
<br />GROUT SHALL CONFORM WITH ARTICLE 2.2 OF TMS 402-16.
<br />THE COMPRESSIVE STRENGTH OF GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C1019.
<br />WHEN THE GROUT CONFORMS TO ASTM C476, THE GROUT SHALL BE SPECIFIED BY PROPORTION
<br />REQUIRMENTS OR PROPERTY REQUIREMENTS. THE MINUMUM STRENGTH SHALL BE 2,000 psi AT 28 DAYS.
<br />PORTLAND CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C150.
<br />BLENDED CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C595.
<br />MASONRY CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C91.
<br />MORTAR CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C1329.
<br />COARSE AGGREGATE SHALL CONFORM TO ASTM C404.
<br />COARSE AGGREGATE SHALL BE PEA GRAVEL.
<br />FINE AGGREGATE SHALL CONFORM TO ASTM C144.
<br />LIME SHALL BE HYDRATED LIME AND CONFORM TO ASTM C207, TYPE S.
<br />ADMIXTURES SHALL BE USED IN ACCORDANCES WITH THE MANUFACTURER'S RECOMMENDATIONS AND
<br />APPROVED BY THE ENGINEER OF RECORD.
<br />SHEET INDEX:
<br />GENERAL STRUCTURAL NOTESSN
<br />FOUNDATION & ROOF FRAMING PLAN
<br />SD2 PR
<br />O
<br />J
<br />E
<br />C
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<br />
<br />A
<br />D
<br />D
<br />R
<br />E
<br />S
<br />S
<br />:
<br />sheet no:
<br />sheet title:
<br />revisions:
<br />-
<br />-
<br />-
<br />-
<br />drawn by:
<br />job number:
<br />AM
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<br />3
<br />AR24-0819
<br />DATE: 02/05/2025
<br />THESE DRAWINGS AND
<br />SPECIFICATIONS, IDEAS, DESIGNS AND
<br />ARRANGEMENTS ARE, AND SHALL
<br />REMAIN, THE PROPERTY OF AB33R
<br />ENGINEERING LLC. NO PART SHALL BE
<br />COPIED, REPRODUCED OR OTHERWISE
<br />USED, DIRECTLY OR INDIRECTLY, IN
<br />WHOLE OR IN PART, IN CONNECTION
<br />WITH ANY OTHER WORK OR PROJECT
<br />WITHOUT THE WRITTEN CONSENT OF
<br />AB33R ENGINEERING. VISUAL CONTACT
<br />WITH THESE DRAWINGS AND/OR
<br />SPECIFICATIONS SHALL CONSTITUTE A
<br />PRIMA FACIE EVIDENCE OF
<br />ACCEPTANCE OF THESE RESTRICTIONS.
<br />2610 E EMBRY LN.
<br />ONTARIO, CA 91762
<br />TEL: (909) 907 - 3949
<br />EMAIL:
<br />ab33r.engineering@gmail.com
<br />AB33R
<br />ENGINEERING
<br />SD1 CONSTRUCTION DETAILS
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN
<br />ACCORDANCE WITH AISC 360-16.
<br />ALL STRUCTURAL STEEL TO BE THE FOLLOWING:
<br />W SHAPES:
<br />HSS SHAPES (RECTANGULAR)
<br />HSS SHAPES (ROUND):
<br />PIPE SHAPES:
<br />ALL OTHER STEEL:
<br />ALL STRUCTURAL WELDS TO BE THE FOLLOWING:
<br />E70 SERIES-TYP.
<br />E90 SERIES FOR A615 GRADE 60 REINFORCING BARS
<br />ALL STRUCTURAL WELDING SHALL BE DONE IN AN APPROVED FABRICATING SHOP. IN
<br />ABSENCE OF AN APPROVED FABRICATING SHOP, STRUCTURAL WELDING SHALL BE DONE
<br />UNDER THE SUPERVISION OF A CERTIFIED SPECIAL INSPECTOR. (CBC 1705.2.2)
<br />FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECTION.
<br />CONSTRUCTION DETAILS
<br />SN2
<br />WALLS 2 X 4 (8'-0")
<br />WALLS 2 X 4 (8'-1" TO 12'-0")
<br />WALLS 2 X 6 (12'-0" to 16'-0")
<br />STRUCTURAL JOISTS AND PLANKS (2x)
<br />BEAMS AND STRINGERS (4x8 & WIDER)
<br />POSTS AND TIMBERS
<br />TOP PLATE
<br />SHEAR WALL SCHEDULE NOTES
<br />A35 OR LTP4 @
<br />24"o.c.
<br />ANCHOR BOLT SCHED.
<br />532
<br />MATERIAL AND NAILING DESCRIPTIONSYMBOL
<br />2x PLATE W/ 16d @ 3"o.c.
<br />2x PLATE W/ 16d @ 6"o.c.
<br />2x PLATE W/ 16d @ 4"o.c.A35 OR LTP4 @
<br />16"o.c.
<br />A35 OR LTP4 @
<br />12"o.c.
<br />365
<br />8d @ 4"o.c. E.N. / 6"o.c. F.N.
<br />8d @ 6"o.c. E.N. / 6"o.c. F.N.
<br />1/2" OSB W/2x SILL PLATE W/
<br /> 12" DIA A.B. @ 36"o.c.
<br />3x SILL PLATE W/ 58" DIA
<br />A.B. @ 24"o.c.
<br />1/2" OSB W/
<br />685 8d @ 3"o.c. E.N. / 6"o.c. F.N.
<br />(SEE NOTE 13)
<br />1/2" OSB W/
<br />ON 3x FRAMING
<br />895 8d @ 2"o.c. E.N. / 6"o.c. F.N.
<br />ON 3x FRAMING (SEE NOTE 13)
<br />2x PLATE W/ 12" x 8" LONG LAG
<br />SCREWS @ 8"o.c. INTO 4x RIM
<br />JOIST/BLOCK'G.
<br />A35 OR LTP4 @
<br />10"o.c.
<br />1/2" OSB W/
<br />10d @ 2"o.c. E.N. / 6"o.c. F.N.
<br />1/2" STRUCTURAL 1 PLYWOODW w/3x PLATE W/ 12" x 8" LONG LAG
<br />SCREWS @ 6"o.c. INTO 4x RIM
<br />JOIST/BLOCK'G.
<br />A35 OR LTP4 @
<br />8"o.c.1217
<br />3x SILL PLATE W/ 58" DIA
<br />A.B. @ 24"o.c.
<br />(SEE NOTES 13)ON 3x FRAMING
<br />SHEAR TRANSFER
<br />RIM JOIST/BLOCKING
<br />(SEE NOTE 15)
<br />BOTTOM PLATESIZE & NAILING
<br />(SEE NOTE 16)
<br />(SEE NOTE 16)
<br />(SEE NOTE 16)
<br />& SILL PLATE SIZE
<br />(SEE NOTE 9, 10, 11)
<br />3x SILL PLATE W/ 58" DIA
<br />A.B. @ 20"o.c.
<br />3x SILL PLATE W/ 58" DIA
<br />A.B. @ 18"o.c.
<br />1
<br />2
<br />3
<br />4
<br />5
<br />(SEE NOTE 13)ON 3x FRAMING
<br />MAX DESIGN SHEAR CAP. (PLF)
<br />1. SHEAR PANELS SHALL BE APPLIED DIRECTLY TO STUD FRAMING.
<br />2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY.
<br />3. ALL PLYWOOD PANEL EDGES SHALL BE BLOCKED W/ 2x BLOCKING MIN.
<br />4. SHEAR WALLS MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE EITHER VERTICAL OR HORIZONTAL STAGGERED SPLICED JOINTS.
<br />5. PROVIDE 112" MIN. EDGE DISTANCE FOR ALL PLYWOOD EDGE NAILING. NAILS SHALL BE PLACED NOT LESS THAN 12"in FROM THE PANEL EDGES AND NOT LESS THAN 38" FROM THE EDGE
<br />OF THE CONNECTION MEMBERS FOR SHEAR GREATER THAN 350 plf. NAILS SHALL BE PLACED NOT LESS THAN 38" FROM PANEL EDGES AND NOT LESS THAN 14" FROM THE EDGE OF THE
<br />CONNECTING MEMBERS FOR SHEARS OF 350plf OR LESS.
<br />6. ONLY COMMON NAILS ARE TO BE USED FOR ALL PLYWOOD SHEATHING ATTACHMENT.
<br />7. NAIL GUNS USING "CLIPPED HEAD" OR "SINKER" NAILS ARE NOT ACCEPTABLE.
<br />8. ALL BOLT HOLES TO BE DRILLED 1/32" MIN. TO 1/16" MAX. OVERSIZED.
<br />9. USE DOUGLAS FIR # 2 PRESSURE TREATED SILL PLATES. ALL NAILS & ANCHOR BOLTS IN PRESSURE TREATED SILL PLATES SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL
<br />PER ASTM A 153. ANCHOR BOLTS MAY HAVE A MECHANICALLY DEPOSITED ZINC COATING WITH WEIGHTS PER ASTM B 696, CLASS 55.
<br />10. ANCHOR BOLTS MUST BE EMBEDDED 7" MIN. INTO NEW CONCRETE. WHERE SHEAR WALLS ARE TO BE ATTACHED TO EXISTING FOOTINGS, EPOXY 5/8"DIA THREADED ROD ANCHORS
<br />WITH 5" MIN. EMBEDMENT USING SIMPSON 'SET-XP' HIGH STRENGTH ADHESIVE (ESR-2508) WITH SPECIAL INSPECTION (OR) 5 8" DIA x 6" LONG SIMPSON 'TITEN HD' ANCHORS
<br />(ESR-2713) INSTALLED AT THE SPACING INDICATED IN THE SHEAR WALL SCHEDULE
<br />11. FOUNDATION ANCHOR BOLTS IN ALL SHEAR WALLS SHALL HAVE A MINIMUM 3" x 3" x 1 4" THICK PLATE WASHERS BETWEEN THE SILL PLATE AND NUT. THE NUTS SHALL BE TIGHTENED
<br />JUST PRIOR TO COVERING THE WALL FRAMING.
<br />12. STUCCO AND/OR EXTERIOR VENEER OVER A PLYWOOD SHEARWALL SHALL BE WATERPROOFED W/ A MIN. OF (2) LAYERS OF # 15LB. FELT PAPER.
<br />13. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 3-INCH NOMINAL OR THICKER. ALL EDGE NAILING SHALL BE STAGGERED.
<br />14. WHERE PLYWOOD PANELS ARE APPLIED ON BOTH FACES OF A WALL, USE A 3x6 BOT./SILL PLATE, 3x6 STUDS @ 16"o.c., AND 3x6 df. # 2 DOUBLE TOP PLATES. ALL FRAMING MEMBERS
<br />RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 4-INCH NOMINAL OR THICKER. ALL EDGE NAILING SHALL BE STAGGERED AND BOTH VERTICAL AND HORIZONTAL
<br />INTERIOR PANEL JOINTS ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED. SEE WOOD NOTES # 18 FOR ADDITIONAL REQUIREMENTS.
<br />15. WHEN 'LTP4' IS INSTALLED OVER PLYWOOD, USE USE 8d COMMON NAILS.
<br />16. WHERE BOTTOM PLATE NAILING GOES THROUGH FLOOR SHEATHING THICKER THAN3 4", USE 20d NAILS AT SAME SPACING AS INDICATED OR SIMPSON SDS25412 SCREWS AT TWICE
<br />THE SPACING AS INDICATED.
<br />17. IN SEISMIC CATEGORY "D", ALL EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH A MIN. 12" THICK PLY/WOOD STRUCTURAL PANEL.
<br />18. WHERE NAILS ARE IDENTIFIED AT 4" O.C. OR LESS, SPECIAL INSPECTION (SEISMIC) IS REQUIRED FOR STRUCTURAL WOOD.
<br />19. WHERE PANELS ARE APPLIED ON BOTH FACES OF A SHEARWALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOISTS SHALL BE OFFSET TO FALL
<br />ON DIFFERENT FRAMING MEMBERS. ALTERNATIVELY, THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS SHALL BE 3" OR GREATER AT ADJOINING PANEL EDGES AND NAILS AT
<br />ALL PANEL EDGES SHALL BE STAGGERED.
<br />SHEAR WALL
<br />DESIGN CRITERIA
<br />FASTENER SCHEDULE
<br />S1
<br />SN
<br />STRUCTURAL NOTES
<br />EQ.WIND
<br />532
<br />364
<br />686
<br />896
<br />1218
<br />2010 W Alco Ave Unit
<br />#24/22/2025
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