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GENERAL NOTES WOOD NOTES (cont. ) STRUCTURAL STEEL NOTES MASONRY NOTES
<br /> 1. ALL CONSTRUCTION, INCLUDING MATERIAL AND WORKMANSHIP, SHALL
<br /> CONFORM TO THE PROVISIONS OF THE 2019 EDITION OF THE 14. DIAPHRAGM NAILING SHALL CONFORM TO CBC WITH NOMENCLATURE 1. THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AISC 360-16. 1. MASONRY UNITS SHALL CONFORM TO ASTM C90 HOLLOW CORE,
<br /> "CALIFORNIA BUILDING CODE" (CBC) WITH THE GOVERNING AGENCY DEFINED AS FOLLOWS: NORMAL WEIGHT, f'm- 1500 psi (U.N.O.).
<br /> AMENDMENTS, AND STANDARDS REFERENCED THEREIN. WHERE EVER ALL UNITS SHALL BE SAMPLED AND TESTED IN ACCORDANCE WITH ASTM C140.
<br /> BN = NAILING AT DIAPHRAGM BOUNDARIES, CONTINUOUS 2. ALL STRUCTURAL STEEL TO BE THE FOLLOWING:
<br /> CODE OR CALIFORNIA BUILDING CODE (CBC) IS REFERENCED IN THE PANEL EDGES, AND AT EDGES OF OPENING.
<br /> FOLLOWING GENERAL NOTES OR OTHER NOTE SECTIONS, IT SHALL ,EN = EDGE NAILING W SHAPES: ASTM A992, Fy50ksi 2. MORTAR SHALL BE TYPE 'S' AND CONFORM TO ASTM C270 AND TABLE SC-1 AND SC-2
<br /> -
<br /> IMPLY THE CBC CODE WITH GOVERNING AGENCY AMMENDMENTS. _ - OF TMS 402-16. THE MINIMUM STRENGTH SHALL BE 1,800 psi AT 28 DAYS. THE BED
<br /> VFAFF! d�A�--If�,� OMLOCKING IS SPECIFIED, USE 2 X 4 FLAT HSS SHAPES (RECTANGULAR) ASTM A500 GRADE BFy= 46ksi JOINTS SHALL NOT EXCEED �" THICK.
<br /> ALL ASTM STANDARDS LISTED HEREIN, SHALL BE CURRENT AND 15. BLOCKING (WITH "Z" CLIPS). (U.N.O.) HSS SHAPES (ROUND): ASTM A500, GRADE B, Fy- 42ksi
<br /> 2• COMPLIANT TO 2019 CBC, CHAPTER 35. PIPE SHAPES: ASTM A53, GRADE B, Fy= 35ksi 3 GROUT SHALL CONFORM WITH ARTICLE 2.2 OF TMS 402-16. m
<br /> ASTM A36, F
<br /> SIMPLE SPAN WOOD MEMBERS, NOT SHOP CAMBERED, SHALL BE ALL OTHER STEEL: y = 36 ksi THE COMPRESSIVE STRENGTH OF GROUT SHALL BE DETERMINED IN ACCORDANCE WITH W O O
<br /> THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND 16. ERECTED WITH THE NATURAL CAMBER UP. FOR CANTILEVERED 3 ASTM C1019. WHEN THE GROUT CONFORMS TO ASTM C476, THE GROUT SHALL BE
<br /> ALL STRUCTURAL WELDS TO BE THE FOLLOWING: O
<br /> 3• SITE CONDITIONS BEFORE STARTING WORK. THE DESIGNER AND WOOD MEMBERS, CONSULT WITH ENGINEER. SPECIFIED BY PROPORTION REQUIRMENTS OR PROPERTY REQUIREMENTS. THE MINUMUM O
<br /> STRUCTURAL ENGINEER SHALL IMMEDIATELY BE NOTIFIED, IN WRITING, E70 SERIES-TYP. STRENGTH SHALL BE 2,000 psi AT 28 DAYS. y 01 O
<br /> OF ANY DISCREPANCIES. LEAD HOLES FOR LAG SCREWS IN WOOD SHALL BE BORED AS E90 SERIES FOR A615 GRADE 60 REINFORCING BARS
<br /> O
<br /> 17. FOLLOWS: 4. PORTLAND CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C150. Q
<br /> 4. ALL STRUCTURAL WELDING SHALL BE DONE IN AN APPROVED FABRICATING
<br /> ALL OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS SHOP. IN ABSENCE OF AN APPROVED FABRICATING SHOP, STRUCTURAL BLENDED CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C595.
<br /> 4 ELEMENTS OF THE WORKING DRAWINGS AND SPECIFICATIONS SHALL 0 N
<br /> WELDING SHALL BE DONE UNDER THE SUPERVISION OFA CERTIFIED SPECIAL MASONRY CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C91.
<br /> BE BROUGHT TO THE ATTENTION OF THE FIELD INSPECTOR, AND A FOR SHANK: SAME DIAMETER AND LENGTH AS MORTAR CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C1329. N Z �
<br /> SOLUTION GIVEN BY, THE DESIGNER AND STRUCTURAL ENGINEER UNTHREADED SHANK. INSPECTOR. (CBC 1705.2.2) 1�
<br /> PRIOR TO PROCEEDING WITH ANY WORK AFFECTED BY THE CONFLICT FOR THREADED 60% TO 75% OF SHANK DIAMETER & 5 5. COARSE AGGREGATE SHALL CONFORM TO ASTM C404. a)
<br /> PORTION: LENGTH EQUAL TO THE THREADED PORTION. FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECTION. COARSE AGGREGATE SHALL BE PEA GRAVEL. V
<br /> OR OMISSION. � co
<br /> M
<br /> IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL SPECIAL PROVISIONS FOR SHEAR WALLS WITH PLYWOOD ON BOTH 6. FINE AGGREGATE SHALL CONFORM TO ASTM C144.
<br /> 5. 18. SIDES: WHERE SPECIFICALLY INDICATED ON PLANS REINFORCING STEEL NOTES
<br /> DRAWINGS SHALL TAKE PRECEDENCE OVER THE "GENERAL NOTES" 7
<br /> LIME SHALL BE HYDRATED LIME AND CONFORM TO ASTM C207, TYPE S.
<br /> AND/OR "STANDARD DETAILS". TYPICAL DETAILS SHALL BE USED
<br /> WHENEVER APPLICABLE. 1. BAR REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF
<br /> A. SILL PLATE SHALL BE 3x6 P.T. D.F. 8' ADMIXTURES SHALL BE USED IN ACCORDANCES WITH THE MANUFACTURER'S
<br /> 6 IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, B. ALL STUDS AND BLOCKING AT PANEL EDGES SHALL BE 4x6. ASTM A615. THE FOLLOWING GRADES SHALL BE USED: RECOMMENDATIONS AND APPROVED BY THE ENGINEER OF RECORD.
<br /> THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. C. ALL OTHER INTERMEDIATE STUDS SHALL BE 3x6 @ 16"o.c. GRADE 40 - # 3 AND SMALLER
<br /> D. END POSTS SHALL BE AS SPECIFIED ON THE DRAWINGS. GRADE 60 - $ 4 AND LARGER CONCRETE NOTES
<br /> WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, E BOTH VERTICAL AND HORIZONTAL INTERIOR PANEL JOINTS 2. DETAILS OF REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS
<br /> 7 SECTIONS OR DETAILS ON THESE STRUCTURAL DRAWINGS. ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED. OF ACI 318-14 CH. 7 AND OTHER SECTIONS ACCORDING TO APPLIC.
<br /> F THE PLYWOOD ON ONE SIDE MUST BE NAILED BEFORE THE FRAME
<br /> THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE INSPECTION. THE PLYWOOD ON THE OTHER SIDE 1. CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-14 CHAPTER 5. THE
<br /> ERECTION SHORING AND BRACING AS REQUIRED FOR STABILITY OF MUST BE INSTALLED AND INSPECTED PRIOR TO INSTALLATION LAPS AT BAR SPLICES IN CONC. CONSTRUCTION SHALL BE AS
<br /> 8. THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THESE OF WALL SURFACE COVERING. 3. FOLLOWS: MINIMUM 28-DAY CYLINDER STRENGTH SHALL BE AS FOLLOWS:
<br /> DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT G. NO PENETRATIONS OR NOTCHES ARE PERMITSED OTHER THAN CONVENTIONAL FOUNDATIONS: STRENGTH:
<br /> SLAB ON GRADE 2500 PSI
<br /> INDICATE THE METHOD OF CONSTRUCTION. THOSE SHOWN ON THE STRUCTURAL DRAWINGS.
<br /> SLAB ON GRADE-GARAGE 2500 PSI
<br /> PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK-OUTS, PROVIDE DOUBLE STUD TO SUPPORT ALL BEAMS UNLESS POSTS ARE TOP BARS OTHER THAN TOP BARS FOOTINGS 2500 PSI
<br /> 19. SPECIFIED. (CLASS B) (CLASS B) GRADE BEAM / CAISSON 2500 PSI
<br /> 9 ETC. SHALL NOT BE PLACED IN SLABS, BEAMS, GIRDERS, COLUMNS, BAR SIZE
<br /> WALLS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER DOUBLE BLOCK UNDER ALL POSTS. f'c = 2500 f'c = 3000 f'c = 2500 f'c = 3000 2, WHERE CONCRETE STRENGTH IS GREATER THAN 3000 PSI, CYLINDER TESTS ARE
<br /> BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE 20 REQUIRED PER ACI 318-14 5.6.3.3,
<br /> STRUCTURAL DRAWINGS. (IF ANY PIPES, DUCTS, ETC., DO OCCUR, DOUBLE JOIST UNDER ALL PARALLEL PARTITIONS U.N.O. # 5 30 27 24 21
<br /> THAT ARE NOT SHOWN ON THESE STRUCTURAL DRAWINGS, THE 21 3. PORTLAND CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C150, TYPE V.
<br /> DESIGNER AND STRUCTURAL ENGINEER SHALL BE NOTIFIED.) SEE # 6 35 33 28 25 >
<br /> PARAGRAPH 4, ABOVE. 22 TOP PLATES OF ALL WOOD STUD WALLS SHALL BE 2-2 X (SAME 4. AGGREGATES SHALL CONFORM TO THE REQUIREMENTS OF ASTM C33 Q
<br /> WIDTH AS STUDS), LAP 48" (MIN.), WITH AT LEAST 36-16d NAILS # 7 40 38 32 29 FOR NORMAL WEIGHT CONCRETE AND ASTM C330 FOR LIGHTWEIGHT CONCRETE. U
<br /> ANCHOR BOLTS OR INSERTS FOR EQUIPMENT ANCHORAGE OR AT EACH SIDE OF LAP AND NOT MORE THAN 12" BETWEEN. # 8 45 43 36 33
<br /> 10.I1NSTALLATION SHALL BE DESIGNED FOR SEISMIC CATEGORY D BY A I 1 15. ADMIXTURES SHALL BE USED IN ACCORDANCES WITH THE MANUFACTURER'S U
<br /> CUTTING, NOTCHING, OR DRILLING OF BEAMS OR JOISTS SHALL BE LAPS AT BAR SPLICES IN MASONRY CONSTRUCTION SHALL BE 48
<br /> CIVIL ENGINEER OR STRUCTURAL ENGINEER REGISTERED IN THE
<br /> 23. PERMITSED ONLY AS DETAILED OR APPROVED BY THE ENGINEER. 4. BAR DIAMETERS BUT NOT LESS THAN 2'-0". RECOMMENDATIONS AND APPROVED BY THE ENGINEER OF RECORD. (d
<br /> STATE OF CALIFORNIA AND SHALL BE SHOWN ON THE MECHANICAL
<br /> OR ELECTRICAL SHOP DRAWINGS. 6. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH THE
<br /> MOISTURE CONTENT OF WOOD AT TIME OF PLACEMENT SHALL NOT VERTICAL REINFORCEMENT SHALL BE TIED OR OTHERWISE FIXED IN
<br /> EXCEED 19%. 5. POSITION AT THE TOP AND BOTTOM AND AT INTERMEDIATE REQUIREMENTS OF "STANDARD SPECIFICATION FOR READY-MIXED CONCRETE" ASTM
<br /> THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE 24. LOCATIONS, SPACED NOT GREATER THAN 48" O.C.. C94. Q
<br /> 1.RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF U
<br /> CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PROVIDE 'MSTC28' STRAPS ACROSS ALL DISCONTINUOUS TOP 7. MINIMUM CONCRETE COVER IN INCHES FOR REINFORCING STEEL IN
<br /> PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY PLATES. WELDED STEEL WIRE FABRIC REINFORCEMENT SHALL CONFORM TO ( )
<br /> CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. 25 6• ASTM A185. 12" LAPS OF WELDED STEEL WIRE FABRIC AT SPLICES NON-PRESTRESSED CAST-IN-PLACE CONCRETE SHALL BE AS FOLLOWS, U.N.O:MIN. CSR. O
<br /> THE NUMBER AND SIZE OF FASTENERS CONNECTING WOOD MEMBERS ARE REQ'
<br /> THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE LOCATION: LL
<br /> D.
<br /> STRUCTURAL ENGINEER FREE AND HARMLESS FROM ALL CLAIMS, 26 SHALL NOT BE LESS THAN THE FOLLOWING TABLE. A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (INCHES) O U
<br /> DEMANDS AND ALL LIABIBLITY, REAL OR ALLEGED, IN CONNECTION 7 WALLS, PILASTERS, AND COLUMNS SHALL BE DOWELED TO THE B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER: (� O
<br /> WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR SUPPORTING FOOTINGS WITH REINFORCEMENT OF THE SAME SIZE, +r
<br /> FASTENING SCHEDULE (TABLE 2304.1 �•� � # 5
<br /> LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE STRUCTURAL GRADE AND AT THE SAME SPACING AS THE VERTICAL # 5 BARS,AND LARGER BAR 5/8 INCH WIRE, AND SMALLER 1 1 11, J Z_ co
<br /> ENGINEER. REINFORCEMENT IN THE WALLS, PILASTERS, OR COLUMNS (U.N.0). 2 W �o
<br /> 8. ALL SLEEVES THROUGH BEAMS, GIRDERS AND FOUNDATION WALLS Q >
<br /> IF ANY SUBSTITUTION IS PROPOSED BY THE CONTRACTOR, NEW FASTENER SCHEDULE FOR STRUCTURAL MEMBERS BAR SUPPORTS SHALL BE PROVIDED IN ACCORDANCE WITH THE
<br /> NUMBER & TYPE,,of 8. SHALL BE INSTALLED AND SECURED N POSITION PRIOR TO PLACING CONCRETE. Q
<br /> 12.CALCULATIONS MAY HAVE TO BE PREPARED, THE DETAILS MAY HAVE Item
<br /> DESCRIPTION of Bultowo ELEMENT(s) FASTENER sRAaND of FASTENCRs PROVISIONS OF "BAR SUPPORT SPECIFICATIONS" AS CONTAINED IN EXCEPT AS SHOWN ON STRUCTURAL DRAWINGS, SLEEVING SHALL NOT BE PERMITSED C
<br /> TO BE ALTERED, AND NEW DRAWINGS MAY HAVE TO BE SUBMITSED ROOF THE LATEST EDITION OF THE "MANUAL OF STANDARD PRACTICE" BY
<br /> UNLESS APPROVED BY THE DESIGNER AND STRUCTURAL ENGINEER. W
<br /> TO THE BUILDING DEPARTMENT. THE CONTRACTOR SHALL PAY THE
<br /> 1 Blocking between joists or ratters to top plate, tae nail 3-ed (2-1/2"x0.113") -- THE CONCRETE REINFORCING STEEL INSTITUTE (CRS ).
<br /> STRUCTURAL ENGINEER'S FEES TO ALTER THE APPROVED PLANS. 2 Ceiling joists to plate, toe nail 3-ed (2-1/2"x0.1131 9. SLEEVES, PIPES, OR CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR
<br /> THE CONTRACTOR SHALL ALSO PROCESS THE REVISED PLANS REINFORCING STEEL DETAILING, BENDING AND PLACING SHALL BE IN SPREAD FOOTINGS, GRADE BEAMS, PILE CAPS, OR
<br /> REFLECTING ALL SUBSTITUTIONS THROUGH THE APPROPRIATE OFFICE 3 Ceiling joists not attached to parallel rafter, laps over
<br /> partitions, face nail 9. ACCORDANCE WITH THE CONCRETE REINFORCING STEEL INSTITUTE TIE BEAMS, UNLESS SPECIFICALLY DETAILED BY THE ENGINEER.
<br /> 3-1od
<br /> OF ALL GOVERNING AGENCIES. c,
<br /> 4 CoLLar tie rafter, face nail or 1-1/4"x20 gage ridge strap 3-10d (3"x0.128") __ "MANUAL OF STANDARD PRACTICE", LATEST EDITION. StalTlp:
<br /> 10. CONDUIT SHALL NOT BE PLACED IN ANY CONCRETE SLAB LESS THAN
<br /> 5 Rafter to plate, toe nail 2-16d (3-1/2"x0.135") ALL REINFORCEMENT SHALL BE SECURELY TIED IN PLACE BEFORE 3-1/2 INCHES THICK. IF CONDUIT IS PLACED IN CONCRETE SLAB, ITS OUTSIDE QFESS/
<br /> Roof rafters to ridge, valley or nip rafters: 10. PLACING CONCRETE OR GROUT. DIAMETER SHALL NOT BE GREATER THAN 1/3 OF THE SLAB THICKNESS. THE �O) �Nq
<br /> WOOD NOTES b facnoaii, 3-16d (3-1/2"x0.135") MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL �������UR R
<br /> e
<br /> WELDING OF REINFORCING BARS SHALL CONFORM TO "STRUCTURAL BE 3 INCHES. �y9���2
<br /> WALL 11. WELDING CODE-REINFORCING STEEL," ANSI/AWS D1.4 OF THE A.W.S. w `S
<br /> 7 Built-up corner studs 10d (3"x0.128") 24" o.c. �7
<br /> 11. ALL EXPOSED CORNERS SHALL BE CHAMFERED 3/4 INCH, U.N.O. C69263
<br /> 8 Built-up header, two pieces with 1/2" spacer 16d (3-1/2"x0.135•') 16"o.c. along each edge WELDING OF ALL REINFORCING STEEL TO STRUCTURAL STEEL SHALL
<br /> 1. SAWN WOOD MEMBERS SHALL BE DOUGLAS FIR-LARCH (U.N.O.), 9 Continued header, two pieces 16d (3-1/2"x0.1351 16"o.c. along each edge BE LIMITED TO THOSE AREAS SPECIFICALLY SHOWN ON THE PLANS. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES,
<br /> 12. � Exp. 06/30/22 Q-
<br /> CONFORM TO THE "CALIFORNIA BUILDING CODE" (CBC) SEC. 2303, 10 Continuous header to stud, toe nail 4-8d (2-1/2"x0.113") 12 ANY OTHER WELDING SHALL REQUIRE THE APPROVAL OF THE ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE CAST IN THE CONCRETE AND
<br /> and NDS 2018 AND SHALL BE GRADE MARKED BY AN ACCREDITATION 11 Double studs, face nail 10d (3"x0.128") 24" o.c. GOVERNING AGENCY, FIELD INSPECTOR, AND STRUCTURAL ENGINEER. FOR EXTENT OF DEPRESSIONS, CURBS, AND RAMPS. 9TF CIVI� O��
<br /> BODY THAT COMPLIES WITH DOC PS 20 OR EQUIVALENT. 12 Double top plates, face nail 10d (3"x0.128") 24" o.c. 0 ASCE
<br /> WELDING OF CROSSING BARS AND TACK WELDING OF REINFORCEMENT 13 ALL VERTICAL SURFACES OF CONCRETE ABOVE FINISHED GRADE
<br /> 2 3 Doable top plates,lminimum 48" offset of end joints, 8-16d (3-1/2"x0 ") -- SHALL NOT BE PERMITSED.
<br /> face nail in apped .135SHALL BE FORMED.
<br /> WOOD GRADES, U.N.O., SHALL BE AS FOLLOWS: area
<br /> MEMBERS GRADE
<br /> 14 Sole plate to joist or M .c.ocking, face nail 16d (3-1/2"x0.135") 16" o
<br /> WALLS 2 X 4 (8'-0") CONSTRUCTION 13. ALL WELDS SHALL, IN ADDITION, TO ALL THE SPECIFICATIONS LISTED 14 REFERENCE ARCH. DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS
<br /> 15 Sole plate to joist or blocking at braced wall panels 3-16d (3-1/2"x0.135") 16" o.c.
<br /> WALLS 2 X 4 (8'-1" TO 12'-0") # 2 ABOVE, COMPLY WITH THE REQUIREMENTS OF THE 14th EDITION OF DUE TO ARCHITECTURAL C.I.P. CONCRETE.
<br /> 3-ed (2-or x0.113") THE "STEEL CONSTRUCTION MANUAL" AS PUBLISHED BY THE REVISIONS:
<br /> WALLS 2 X 6 (12'-0" to 16'-0") # 2 16 stud to sole plate, toe nail or
<br /> STRUCTURAL JOISTS AND PLANKS (2x) # 1 2-16d (3-1/2"x0.135") 14 AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
<br /> 17 Top or sole plate to stud, end nail 2-16d (3-1/2"x0.135")
<br /> BEAMS AND STRINGERS (4x8 & WIDER) �y 1 18 Top plates, laps at corners and intersections, face nail 2_10d -1/x"x0.13 MARK: DATE: DES./BY:
<br /> POSTS AND TIMBERS MATCH WALL MEMBERS
<br /> TOP PLATE 19 1" brace to each stud and plate, face nail 2-13d (2-1/2"&113")
<br /> 2 staaplespLes 1-34/" --
<br /> 3• ALL WOOD THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE
<br /> LESS THAN 8" FROM EXPOSED EARTH, ALL WOOD ATTACHED 20 1"x6" sheathing to each bearing, face nail 2-ed (2-1/2"x0.113")
<br /> 2 staples 1-3/4" --
<br /> DIRECTLY TO INTERIOR OR EXTERIOR MASONRY OR CONCRETE WALLS
<br /> BELOW GRADE, AND ALL WOOD SLEEPERS AND SILLS ON CONCRETE21 1"x8" sheathing to each hearing, face nail 2-8d (2-1/2"x 1/7')
<br /> THAT IS IN DIRECT CONTACT WITH EARTH SHALL BE 3 staples 1-3/4'
<br /> PRESERVATIVE-TREATED DOUGLAS FIR. 22 Wider than 1"x8" sheathing to each hearing, face nail 3-8d (2-1/2"x0.113")
<br /> 4 staples 1-34/" --
<br /> 4. ALL SILLS OR PLATES BEARING ON CONCRETE OR MASONRY SHALL FLOOR
<br /> HAVE ANCHOR BOLTS: 23 Joist to sill or girder, toe nail 3-8d (2-1/2"x0.113")
<br /> A. NOT LESS THAN "� 2-8d (2-1/2"x0.113")
<br /> B. EMBEDDED AT LEAST 7" INTO CONCRETE OR MASONRY. 24 1"x6" subfloor or less to each joist, face nail 2 staples 1_3/4„
<br /> C. SPACED NOT MORE THAN 6' APART. 25 2" subfloor to joist or girder, blind and face nail 2-16d (3-1/2"x0.1351
<br /> D. PLACED A MIN. OF 4" AND A MAX. OF 12" FROM EACH END. 26 Rim joist to top plate, toe nail (roof application also) 8d (2-1/2"x0.113") 6" o.c.
<br /> E. A MINIMUM OF TWO BOLTS PER PIECE. 27 2" planks (plank & beam - floor and roof) 2-16d (3-1/2"x0.1351 at each bearing
<br /> F. SIZE AND SPACED AS SHOWN ON THE DRAWINGS. Naileach layer:
<br /> 5. 28 Built-up girders and beams, 2-inch lumber layers 10d (3"x0.128") 32"o.c. at top and bottom
<br /> WOOD STRUCTURAL PANELS SHALL CONFORM TO THE "CALIFORNIA and staggered. Two nails
<br /> BUILDING CODE" (CBC) SEC. 2303, AND SHALL CONFORM TO THE at ends and at each space
<br /> REQUIREMENTS FOR THEIR TYPE IN DOC PS 1 OR PS2. EACH 29 Ledger strip supporting joists or rafters 3-16d (3-1/2"x0.135") At each joist or rafter
<br /> PANEL SHALL BE IDENTIFIED FOR GRADE AND GLUE TYPE BY THE
<br /> TRADEMARKS OF AN APPROVED TESTING AND GRADING AGENCY. Description of Building a edges Intermediate
<br /> Item Materials Description of Fastener(s)�e (inches) supports" DRAWN BY. M.R.
<br /> WOOD STRUCTURAL PANELS THAT ARE PERMANENTLY EXPOSED IN (inches)
<br /> WOOD SAHLL BE OF
<br /> BE OF THE
<br /> FOLLOWING GRADESALL
<br /> 30 3/e" 1/z" ed common az ioznxai3iLnasuhffloorn9andrariraeaardwa<<<.afningfaframing
<br /> TYPE W-.fr Nra panel,subflaar,r aha in riar w sheath DESIGN BY: M.R.
<br /> wall) 6 129
<br /> AND PANEL INDENTIFICATION INDEXES (U.N.O. ON DRAWINGS). iL (roof)
<br /> PANEL6d common (2"x0.113") nail (subfloor, wall) '
<br /> CHECK BY: M.R.
<br /> 31 5/16" - 1/2" gd common (2-1/2"x0.131") nail (roof; 6 12
<br /> USE GRADE INDENTIFICATION INDEX
<br /> ROOF SHEATING OSB 24/0 32 9/32" V 8d common nail (2-1/2"x0.131") 6 29
<br /> FLOOR SHEATHING APA10d common (3"x0.148") nail or
<br /> SHEAR PANEL OSB (U.N.O.) 24/0
<br /> 48/24 33 1-1/8" - 1-1/4" Bd (2-1/2"x0.131") deformed nail 6 12
<br /> DATE: 05-01 -2022
<br /> Other wall sheathing
<br /> 6. GLUED-LAMINATED TIMBERS SHALL BE MANUFACTURED AND 1/2" structural
<br /> IDENTIFIED AS REQUIRED IN AITC A190.1 AND ASTM D 3737, USING 34 cellulosic fiberboard 1/z" galvanized rooting nail, lcrown or 3 6
<br /> sheathing 1" crown staple 16ga., 1-1/4" longong
<br /> DOUGLAS FIR INDUSTRIAL APPEARANCE GRADE WOOD AND EXTERIOR 25/32" structural
<br /> GLUE WITH INTENDED DRY USE CONDITION AND USE SHALL BE AS 35 cellulosic fiberboard 1-3/4" galvanized roofing nail, 7/16" crown 3 6
<br /> FOLLOWS: sheathing or 1"crown staple 16go, 1-1/2" long
<br /> 1-1/2" galvanized roofing nail; staple
<br /> COMBINATION N0. USE 36 1/2" gypsum sheathing galvanized, 1-1/2" long; 1-1/4" screws, 7 7
<br /> Type W or S
<br /> 24F-V4 SIMPLE SPANS 1-3/4" galvanized roofing nail; staple
<br /> 24F-V8 CANTILEVERS 37 5/8" gypsum sheathing galvanized, 1-5/8" long; 1-1/4" screws, 7 7
<br /> Type W or S
<br /> 7. FRAMING ANCHORS, POST CAPS, COLUMN BASES, AND OTHER Wood structural
<br /> panels, combination subfloor underlayment to framing
<br /> CONNECTORS SPECIFIED ON DRAWINGS SHALL BE AS MANUFACTURED
<br /> 38 3/4" and less 6d deformed (2"x0.120") nail or
<br /> BY "SIMPSON COMPANY" OR AN ENGINEER- APPROVED EQUAL. 8d common (2-112"x(.1311 nail 6 12
<br /> 39 7/8" 1" 8d common (2-1/2"0.131") nail or
<br /> 8. BARS, PLATES, UNHEADED BOLTS, WASHERS AND DRIFT BOLTS SHALL 8d deformed (2-1/2"x0.120") nail 6 12 SHEET INDEX: TITLE:
<br /> CONFORM TO THE REQUIREMENTS OF ASTM A36. 40 1-1/8" - 1-1/4" 10d common (3"x0.148") nail or 6 2
<br /> Bd deformed (2-1/2"x(12("' nail GENERAL NOTES
<br /> 9. BOLTS SHALL CONFORM TO ASTM A307. BOLTS IN PRESSURE a, nails are smoo -common, ox or deformed sans excep were otherwise stt
<br /> aed. ai s use or GN GENERAL STRUCTURAL NOTES
<br /> framing and sheathing connections shall have minimum average bending yield strengths as shown: 80ksi for
<br /> TREATED WOOD SHALL BE HOT DIPPED ZINC-COATED GALVANIZED shank diameter of 0.192 inch (20d common nail), 90ksi for shank diameters larger than 0.142 inch but not
<br /> STEEL PER ASTM A 153 OR MECHANICALLY DEPOSITED ZINC COATING larger than 0.177 are inch, 10oksi for shank diameter m 0.142 inch or less. S1 FOUNDATION PLAN
<br /> b. Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width
<br /> WITH WEIGHTS PER ASTM B 695, CLASS 55. c, Nails snail be spaced at not more than 6 inches on renter at all supports where spans are 48
<br /> inches or greater
<br /> 10. NUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A563, e, Four-foot-by-8-foot or 4-foot-by-9-foot panels shall be applied vertically. S2 ROOF FRAMING PLAN
<br /> e. Spacing of fasteners not includedledin this table shall be based on Table R602.3(2).
<br /> GRADE A. f. For regions having basic wind speed of 110 mph or greater, Ed deformed (2-1/2"x0.120") nails shall be
<br /> used for attaching plywood and wood structural panel roof sheathing to framing within minimum 48-inch
<br /> distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum.
<br /> 11. ALL BOLT HEADS, NUTS, AND LAG SCREWS BEARING ON WOOD SHALL g. For regions having basic wind speed of 100 mph or Less, nails for attaching wood structural panel PAGE NO:
<br /> HAVE CUT WASHERS UNLESS NOTED. roof sheathing to gable end wall framing shall be spaced 6 inches on center. When basic wind speed is
<br /> greater than 100 mph, nails for attaching wood structural panel roof sheathing to intermediate supports
<br /> shall bespaced 6 inches on center for minimum 48-inch distance from ridges, eaves and gable end walls;
<br /> and 4 inches h center to gable end wall framing.
<br /> 12. 1 CONSTRUCTION DETAILS
<br /> BOLT HOLES SHALL BE DRILLED A MAXIMUM OF 1/16" LARGER THAN F. Gypsum sheathing shall conform to ASTM C 1396 and snail he installed in accordance with GA 253. SD
<br /> THE NOMINAL BOLT DIAMETER. BOLT HOLES SHALL BE ACCURATELY Fiberboard sheathing shall conform to ASTM C 208.
<br /> i. Spacing of fasteners on floor sheathingel panel edges applies to panedges supported by framing
<br /> ALIGNED AND NOT FORCIBLY DRIVEN. members and required blocking and at all floor perimeters only. Spacing of fasteners on roof sheathing
<br /> panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof
<br /> 13. SPECIAL CONNECTORS FOR CONNECTING WOOD OR GLUED LAMINATED re floor sheathing panel edges perpendicular to the framing members need not be provided except
<br /> as
<br /> required by other provisions of this code. Floor perimeter shall he supported by framing members or
<br /> solid
<br /> TIMBER SHALL BE FABRICATED FROM STEEL CONFORMING TO ASTM blocking. GN
<br /> A36. WELDS SHALL CONFORM TO
<br /> THE REQUIREMENTS OF AWS D1.1-15.
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