|
ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATING AND SINGLE-FLOOR GRADES CONTINOUS OVER TWO
<br />OR MORE SPANS WITH STRENGH AXIS PERPENDICULAR TO SUPPORTS NOTE: APPLIES TO PANEL 24" OR WIDER
<br />SHEATING GRADES ROOF FLOOR
<br />PANEL SPAN RATING
<br />ROOF/FLOOR SPAN
<br />MINIMUM
<br />PANEL THICKNESS
<br />(INCHES)
<br />MAXIMUM SPAN (INCHES)LOADS (PSF)
<br />EDGE SUPPORT NO EDGE
<br />SUPPORT
<br />TOTAL LOAD LIVE LOAD
<br />MAX. SPAN (INCHES)
<br />PANEL EDGES WITH
<br />TONGUE AND GROOVE
<br />JOINTS OR WITH
<br />BLOCKING
<br />24/0
<br />24/16
<br />32/16
<br />40/20
<br />48/24
<br />3/8
<br />7/16
<br />23/32 , 3/4
<br />19/32 , 5/8
<br />15/32 , 1/2
<br />24 20
<br />24
<br />32
<br />40
<br />48
<br />24
<br />28
<br />32
<br />36
<br />40
<br />50
<br />40
<br />40
<br />45 35
<br />30
<br />40
<br />30
<br />30
<br />16
<br />16
<br />20
<br />24
<br />CONNECTION
<br />BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE
<br />CEILING JOISTS TO PLATE
<br />CEILING JOISTS NOT ATTACHED TO PARALLEL RAFTER, LAPS
<br />OVER PARTITIONS
<br />COLLAR TIE RAFTER, FACE NAIL OR 20-GAGE RIDGE STRAP
<br />RAFTER TO PLATE
<br />ROOF RAFTERS TO RIDGE, VALLEY OR HIP RAFTERS:
<br />TOE NAIL
<br />FACE NAIL
<br />BUILT-UP CORNER STUDS
<br />BUILT-UP HEADER TWO PIECES WITH 12" SPACER
<br />CONTINUED HEADER TWO PIECES
<br />CONTINUED HEADER TO STUD
<br />DOUBLE STUDS
<br />DOUBLE TOP PLATES
<br />DOUBLE TOP PLATES, MINIMUM 24-INCH OFFSET OF END JOINTS
<br />FACE NAIL IN LAPPED AREA
<br />SOLE PLATES TO JOIST OR BLOCKING
<br />SOLE PLATES TO JOIST OR BLOCKING AT BRACED WALL PANELS
<br />STUD TO SOLE PLATE
<br />TOP OR SOLE PLATE TO STUD
<br />TOP PLATES, LAP AT CORNERS AND INTERSECTIONS
<br />JOIST TO SILL OR GIRDER
<br />RIM JOIST TO TOP PLATE (ROOF APPLICATION ALSO)
<br />BUILT-UP GIRDERS AND BEAMS, 2-INCH LUMBER LAYERS
<br />LEDGER STRIP SUPPORTING JOISTS OR RAFTERS
<br />FASTENING REMARKS
<br />ROOF
<br />3-8d (2-1/2" x 0.113")
<br />3-8d (2-1/2" x 0.113")
<br />3-10d (3" x 0.128")
<br />3-10d (3" x 0.128")
<br />3-8d COMMON
<br />3-16d (3-1/2" x 0.135")
<br />4-16d (3-1/1" x 0.135")
<br />10d (3" x 0.128")
<br />16d (3-1/1" x 0.135")
<br />4-8d (2-1/2" x 0.113")
<br />10d (3" x 0.128")
<br />16d (3-1/1" x 0.135")
<br />10d (3" x 0.128")
<br />8-16d (3-1/1" x 0.135")
<br />WALL
<br />16d (3-1/1" x 0.135")
<br />16d (3-1/1" x 0.135")
<br />3-8d (2-1/2" x 0.113")
<br /> OR
<br />2-16d (3-1/2" x 0.135")
<br />2-16d (3-1/2" x 0.135")
<br />2-10d (3" x 0.128")
<br />FLOOR
<br />3-8d (2-1/2" x 0.113")
<br />8d (2-1/2" x 0.113")
<br />10d (3" x 0.128")
<br />2-16d (3-1/2" x 0.135")
<br />TOE NAIL
<br />TOE NAIL
<br />TOE NAIL
<br />TOE NAIL
<br />24" O.C.
<br />16" O.C. ALONG EACH EDGE
<br />16" O.C. ALONG EACH EDGE
<br />TOE NAIL
<br />24" O.C.
<br />24" O.C. FACE NAIL
<br />FACE NAIL
<br />16" O.C. FACE NAIL
<br />16" O.C.
<br />TOE NAIL
<br />END NAIL
<br />FACE NAIL
<br />TOE NAIL
<br />6" O.C.
<br />NAIL EACH LAYER AS FOLLOWS: 32" O.C. AT
<br />TOP AND BOTTOMS AND STAGGERED. TWO
<br />NAILS AT ENDS AND EACH SPLICE.
<br />AT EACH JOIST OR REFTER
<br />1 NAILING SCHEDULE
<br />7 MATERIAL REQUIREMENTS
<br />CONCRETE BLOCK UNITS SHALL NOT BE WETTED UNLESS
<br />BOLTS SHALL HAVE STANDARD HEX HEADS.
<br />MIN. CEMENT CONTENT
<br />6.5 SACKS/C.Y.
<br />6.5 SACKS/C.Y.
<br />6.5 SACKS/C.Y.
<br />LOCATION
<br />SLAB ON GRADE
<br />GRADE BEAM
<br />FOOTINGS
<br />CEMENT - ASTM C150, TYPE V
<br />CONCRETE BLOCK:
<br />REINFORCING STEEL:
<br />CONCRETE:
<br />ANCHOR BOLTS :
<br />BOLTS :
<br />EPOXY ADHESIVE :
<br />AGGREGATE - ASTM C33, NORMAL WEIGHT, 1" MAX. SIZE AT SLAB ON GRADE
<br />ASTM A 615 GRADE 40 FOR #3 AND #4; GRADE 60
<br />ASTM C90, GRADE N-1 MEDIUM WT. f'm=1500psi
<br />ASTM A706 FOR GRADE BEAMS, CAISSONS & WELDED BARS.
<br />ASTM A325 SC, A307 FOR ALL THREADED RODS
<br />ASTM 307, A354 GRADE BC WHERE NOTED. ALL ANCHOR
<br />FOR ALL OTHER SIZES
<br />MORTAR: f'c=1800psi , TYPE S
<br />GROUT: f'c=2000psi
<br />28 DAY STRENGTH
<br />3000 PSI
<br />2500 PSI
<br />2500 PSI
<br />SIMPSON SET-XP ADHESIVE AS MANUFACTURED
<br />BY SIMPSON STRONG TIE, LARR # 25744
<br />(ASSEMBLAGE STRENGTH)
<br />SPECIFICALLY APPROVED.
<br />MOISTURE CONTENT AT THE TIME OF PLACING SHALL BE 19% FOR BOTH
<br />FOR ALL OTHER. UNLES OTHERWISE NOTED ON PLANS MAXIMUM
<br /> No. 2 OR BETTER FOR BEAMS & POSTS, No. 2 OR BETTER
<br />TREATED AND UNTREATED LUMBER.
<br />DOUGLAS FIR LARCHSAWN TIMBER:
<br />RATED SHEATHING, EXPOSURE 1
<br />U.S. PRODUCT STD. PS 1-95, STRUCTURAL IPLYWOOD:
<br />SOIL: 1,500 psf
<br /> GRADE AND SPECIES OF ALL LUMBER. "MUST BE GRADE MARKED".
<br />SHOP WELDS MUST BE PERFORMED IN A LA CITY BLDG. DEPT.
<br />STRUCTURAL STEEL ASTM (A36) (A992), STRUCTURAL PIPE ASTM A53 Gd B,
<br />TUBING ASTM A501. REINFORCING BARS ASTM A615.
<br />CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED
<br />FOR ALL CONCRETE DESIGN WITH f'c GREATER THAN 2500 psi
<br /> PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA.
<br />FOR SMOOTH SHANK PORTION.
<br />FOUNDATION SILL PLATES SHALL BE PRESSURE TREADED, OR FOUNDATION GRADE REDWOOD.
<br />6.0 SACKS/C.Y.ALL OTHERS 2500 PSI
<br />& CAISSONS
<br />STEEL:
<br />WOOD FRAMING MEMBERS:
<br />LAG BOLTS:
<br />LICENSED FABRICATOR'S SHOP.
<br />SITE CLASS: " D "
<br />FASTENERS FOR PRESERVATIVE TREATED AND FIRE TREATED WOOD SHALL BE OF HOT DIPPED ZINC
<br />COATED GALVANIZED STEEL,SILICON BRONZE OR COPPER.THE COATING WEIGHTS FOR ZINC COATED
<br />FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. CRC R317.3
<br />8 SEISMIC DESIGN VALUES
<br />9 SHEET INDEX
<br />SEQ.SHT.
<br />1
<br />S-N STRUCTURAL NOTES & REQUIREMENTS
<br />DESCRIPTION
<br />2 S-2 STRUCTURAL DETAILS
<br />SEISMIC IMPORTANCE FACTOR, I, AND OCCUPANCY CATEGORY:
<br />MAPPED SPECTRAL RESPONSE ACCELERATIONS, Ss AND S :
<br />SITE CLASS:
<br />SPECTRAL RESPONSE COEFFICIENTS, S AND S :
<br />SEISMIC DESIGN CATEGORY:
<br />BASIC SEISMIC-FORCE-RESISTING SYSTEM:
<br />DESIGN BASE SHEAR:
<br />1
<br />DS D1
<br />SEISMIC RESPONSE COEFFICIENT, C :S
<br />RESPONSE MODIFICATION FACTOR, R:
<br />ANALYSIS PROCEDURE USED:
<br />I = 1 AND OCCUPANCY = II
<br />D
<br />S = 1.318 AND S = 0.470s
<br />S = 1.055 AND S = 0.470sD1D
<br />1
<br />R = 6.5
<br />C = ( 1.055 x I ) / R )=0.1623077s
<br />D
<br />CONVENTIONAL FRAME CONSTRUCTION (WOOD BRACING)
<br />V= 5,209 #
<br />EQUIVALENT LATERAL FORCE PROCEDURE
<br />REDUNDANCY FACTOR USED:
<br />P=1.3
<br />HOUSE ADDITION EARTHQUAKE DESIGN DATA
<br />LOADS
<br />EXT. WALL LOADS -------------------------------------------------------
<br />PITCHED ROOF DEAD LOAD AND LIVE LOADS =
<br /> = 16 psf
<br />12 psf + 20 psf = 32 psf
<br />Site Latitude: 33.7460164 Site Longitude: -117.9181950
<br />FLAT ROOF DEAD LOAD AND LIVE LOADS =15 psf + 20 psf = 35 psf
<br />4 FOUNDATION PLAN NOTES3STRUCTURAL NOTES2SHEAR PANEL SCHEDULE
<br /> DRAG STRUT
<br /> HOLDOWN
<br /> EDGE NAILS
<br /> WALL SIDE CHORD (POST)
<br /> FIELD NAILS
<br /> FRAMING ANCHOR
<br /> ANCHOR BOLT
<br /> BLOCKING
<br /> SILL PLATE
<br /> SILL NAILS OR
<br /> ALLOWED LOAD
<br /> GRADE
<br />KEY
<br />SCREWS
<br />1 5/8"
<br />3/4" A.B.
<br />SEE PLAN
<br />SEE PLAN
<br />@24" O.C.
<br />STRUCT. I
<br />870
<br />10d @2" O.C.
<br />10d @12" O.C.
<br />4X4
<br />3x4
<br />YES
<br />D
<br />1
<br />16/D
<br />A35 OR LTP4
<br />@ 8" O.C.
<br />3/8"Øx6" LAGSCREWS @8"O.C.
<br />1 1/2"1 1/2"1 1/2"
<br />5/8" A.B.
<br />SEE PLAN
<br />SEE PLAN
<br />@32" O.C.
<br />A35 OR LTP4
<br />STRUCT. I
<br />340
<br />10d @6" O.C.
<br />10d @12" O.C.
<br />2X4
<br />4X4
<br />20d @ 6" O.C.
<br />YES
<br />3/4" A.B.5/8" A.B.
<br />SEE PLAN
<br />SEE PLAN
<br />510
<br />STRUCT. I
<br />@24" O.C.
<br />A35 OR LTP4
<br />@24" O.C.
<br />SEE PLAN
<br />SEE PLAN
<br />STRUCT. I
<br />665
<br />4X4
<br />3x4
<br />YES
<br />10d @4" O.C.
<br />3/8"Øx6" LAG
<br />10d @12" O.C.
<br />10d @3" O.C.
<br />10d @12" O.C.
<br />4X4
<br />3X4
<br />YES
<br />16/D
<br />1
<br />A
<br />15/32 STRUCT 1
<br />B
<br />16/D
<br />1
<br />C
<br />1
<br />16/D
<br />(PLYWOOD or OSB)
<br />@ 24" O.C.@ 16" O.C.
<br />A35 OR LTP4
<br />@ 12" O.C.
<br />SCREWS @16"O.C.3/8"Øx6" LAGSCREWS @12"O.C.
<br />E G
<br />7/8 STUCCO
<br />5/8" A.B.
<br />@ 48" O.C.
<br />180
<br />7/8 STUCCO
<br />2X4
<br />4x4
<br />16d @6" O.C.
<br /> ON WOVEN WIRE OR
<br /> EXPANDED METAL
<br /> LATH W/ NO. 11GA. NAILS,
<br /> 1-1/2"x7/16" HEADS
<br /> W/ 1/4" FURRING;
<br /> APPLY NAILING AT ALL
<br />STUDS, TOP & BOTTOM
<br />PLATES, & BLOCKING.
<br />A35 OR LTP4
<br />@ 32" O.C.
<br />SEE PLAN
<br />SEE PLAN
<br />1 5/8"
<br />10d @3" E.F.
<br />10d @12" O.C.
<br />3/4" A.B.
<br />SEE PLAN
<br />SEE PLAN
<br />@ 16" O.C.
<br />STRUCT. I
<br />1,300
<br />4X6
<br />3x4
<br />YES
<br />F
<br />1
<br />16/D
<br />A35 OR LTP4
<br />@ 12" O.C., E.F.
<br />3/8"Øx6" LAGSCREWS @6"O.C.
<br />A.-ALL EXTERIOR WALL TO BE SECURED WITH 5 8" DIAM. x 16" A.b.'S AT 48" O.C. WITH 9" OF EMBEDMENT, UNLESS OTHERWISE NOTED, AND WITH
<br />MINIMUM 3"x3"x14" THICK PLATE WASHER UNDER NUT AT EACH BOLT.
<br />B.-ALL INTERIOR WALLS WITH SHOT PINS; RAMSET # 3348, OR EQUIVALENT, AT 36" O.C. AT BEARING WALLS AND 48" O.C. AT NON BEARING WALLS,
<br />UNLESS OTHERWISE NOTED.
<br />C.-CODE MINIMUM (2) ANCHOR BOLTS PER PANEL.
<br />D.-CODE MINIMUM 16d SOLE PLATE NAILS AT 16" O.C. TYPICAL AT ALL SECOND FLOOR WALLS (U.O.N.).
<br />E.-WHERE DOUBLE 2x SOLE PLATES ARE USED, PROVIDE PROGRESSIVE NAILING.
<br />F.-ALL NAILS ARE COMMON NAILS.
<br />G.-TABLE FOR USE WITH STUDS AT 16" O.C. MAXIMUM.
<br />H.-ALL LAG BOLTS (LB) TO BE 8" LONG INSTALLED WITH PILOT HOLE AND WRENCH.
<br />J.-5 8" DIAM. A.B. MAY BE REPLACED BY 5 8" DIAM. THREADED RODS BY 5" EMBED. WITH SIMPSON AT EPOXY SET-XP, (OR EQUIVALENT) AT THE SAME
<br />SPACING, WITH SPECIAL INSPECTION. EACH BOLT SHALL HAVE MIN, 3"x3"x14" THICK SQUARE WASHER.
<br />K.-FRAMING MEMBERS OR BLOCKING SHALL BE PROVIDED AT ALL EDGES OF ALL PLYWOOD SHEETS IN SHEAR WALL.
<br />L.-ALL PLYWOOD PANEL SHALL BE MANUFACTURED USING EXTERIOR GLUE.
<br />1.-USE 3x STUDS, 3x BOTTOM PLATE, 3x BLK'G WITH STAGGERED NAILING WHERE THE ALLOWABLE SHEAR VALUE EXCEEDS 350 PLF.
<br />2.-WHERE SHEAR MATERIAL IS INSTALLED ON BOTH SIDES THE SPACING FOR THE ABOVE TOP ANCHORAGE AND SILL CONNECTION SHALL BE HALF
<br />SHOWN. UNLESS OTHERWISE NOTED ON PLANS.
<br />MATERIAL
<br />PANEL INDEX
<br />SIDE
<br />MIN. NAIL PENETRATION
<br />15/32 STRUCT 1 (PLYWOOD or OSB)15/32 STRUCT 1 (PLYWOOD or OSB)15/32 STRUCT 1 (PLYWOOD or OSB)EXISTING 15/32 STRUCT 1 (PLYWOOD or OSB)
<br />1.-STUCCO SHEAR WALLS USE SELF- FURRING 11 GA. 1-12" GALVANIZED NAILS WITH 7 16" DIAMETER
<br />HEAD. STAPLES SHALL NOT BE USED.
<br />2.-STEEL PLATE WASHERS SHALL BE USED WITH ALL ANCHORS BOLTS AS FOLLOWS
<br />5 8" BOLT = 3"X3"X0.229"
<br />3 4" BOLT = 3"X3"X5 16"
<br />7 8" BOLT = 3"X3"X3 8"
<br />3.-PROVIDE 4x POST AT ALL HOLLDOWNS UNLESS NOTED OTHERWISE.
<br />4.-VERTICALLY CENTER HOLDOWN STRAPS ON DEAD SPACE BETWEEN SILL AND TOP PLATE OF WALL
<br />BELOW.
<br />5.-FILL ALL NAIL HOLES OF HOLDOWN STRAPS.
<br />6.-WHERE HOLDOWN ANCHOR EDGE DISTANCE IS LESS THAN 6 TIMES Ø, DEPUTY INSPECTION IS
<br />REQUIRED.
<br />7.-FOR SIMPSON HOLDOWNS IN NEW CONCRETE. f'c = 2500 PSI.
<br /> THE FOLLOWING EMBEDMENT DEPT IS REQUIRED.
<br />5 8" BOLT = 12" MIN. , 3 4" BOLT = 16" MIN., 7 8" BOLT = 24" MIN.
<br />8.-"LAG BOLTS: PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH
<br />SHANK PORTION." 2005 NDS.
<br />9.-"ALL BOLT HOLES SHALL BE DRILLED 132" TO 116" OVERSIZED."
<br />10.-ALL DIAPHRAGMS AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZAED
<br />BOX.
<br />11.-CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING
<br />SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A
<br />WRITTEN STATEMENT RESPONSABILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO
<br />THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SEC 1706.1
<br />12.-PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND
<br />DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OR FASTENING TO COMPONENTS
<br />OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIAL INSPECTOR BY A DEPUTY INSPECTOR IS
<br />REQUIRED WHERE THE FASTENER SPACING OF THE SHEATING IS MORE THAN 4 INCHES ON CENTER.
<br />13.-ROOF DIAPRAGM NAILING TO BE INSPECTED BEFORE COVERING.
<br /> FACE GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO
<br /> SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR
<br /> BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM
<br /> WITH TABLE 2304.7.
<br />14.-CONTINUOUS INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD
<br />WELDING, CONRETE STRENGTH f'c > 2,500 psi, HIGH STRENGTH BOLTING, SPRAYED-ON
<br />FIREPROOFING, ENGINEER MASONRY, HIGH LIFT GROUTING, PRE-STRESSED CONCRETE, HIGH LOAD
<br />DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAME.
<br />15.-NOTCHING OF RAFTER OR JOIST COMPLY WITH THE FOLLOWING:
<br />A.MAXIMUM DEPTH OF NOTCHING AT ENDS OF THE MEMBER SHALL NOT EXCEED ONE-FOURTH
<br />THE DEPTH OF THE MENMBER.
<br />B.NOTCHES IN THE TOP OR BOTTOM OF THE MEMBER SHALL NOT EXCEED ONE-SIX OF THE
<br />DEPTH, AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN.
<br />3
<br />S-1 FRAMING & FOUNDATION PLAN
<br />1.HOLD-DOWN HARWARE MUST BE SECURE IN PLACE PRIOR TO FOUNDATION INSPECTION
<br />AND POURING OF CONCRETE.
<br />2.BOLTS HOLES SHALL BE 1/16 " (MAX.) OVERSIZED AT THE CONECTOR OF THE
<br />HOLD-DOWN TO POST. INSPECTOR SHALL VERIFY.
<br />3.HOLD-DOWN CONNECTOR SHALL BE TORQUED AS SPECIFIED BY MANUFACTURER.
<br />5.OVERSIZED PLATE WASHERS FOR HOLD-DOWNS AND SILL PLATES: A.B. - 5/8"Øx12"
<br />WASHER - 3"x3"x0.229"
<br />6.NO TRENCHES OR EXCAVATIONS 5'-0" OR MORE IN DEPTH INTO WHICH A PERSON IS
<br />REQUIRED TO DESCEND.
<br />7.STIPULATES A MINIMUN OF TWO ANCHOR BOLTS WILL BE PROVIDED FOR EACH PLATE
<br />LENGTH WITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN 7" FROM EACH
<br />END OF THE PIECE.
<br />8.FOUNDATION SILLS SHALL BE NATURAL DURABLE, OR PRESERVATIVE-TREATED WOOD.
<br />9.HOLDOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE
<br />WASHERS: AND HOLDOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR
<br />TO COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRED
<br />STEEL PLATE WASHERS ON THE POST ON THE OPPOSITE SIDE OF THE ANCHORAGE
<br />DEVICE. PLATE SIZE SHALL BE A MINIMUM OF 0.299 INCH BY 3 INCH BY 3 INCHES.
<br />10.IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY
<br />BE REQUIRED.
<br />11.INSULATION ON FLOORS SHALL BE SUPPORTED BY CORROSION- RESISTANT WIRE
<br />PERPENDICULAR TO JOIST, NOT EXCEEDING 12 in. ON CENTER.
<br />12.INSULATION TO BE HELD BACK ONE BAY WIDTH TO PROVIDE FREE AIRFLOW.
<br />ROOF PLYWOOD DIAPHRAGM (SHEATING):
<br />USE 12" STRUCTURAL C-D OR C-C PLYWOOD, MIN. PANEL INDEX NUMBER (24/16), WITH 8d NAILS AT 6" O.C. SUPPORTED EDGES AND BOUNDARIES;
<br />AT 12" O.C. IN THE FIELD UNBLOCKED U.O.N.). FACE GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS.
<br />FLOOR OR DECK PLYWOOD DIAPHRAGM (SHEATING):
<br />USE 5 8" STRUCTURAL C-D OR C-C PLYWOOD, MIN. PANEL INDEX NUMBER (32/16), TONGUE & GROOVE, WITH 10d NAILS AT 6" O.C. SUPPORTED EDGES
<br />AND BOUNDARIES; AT 10" O.C. IN THE FIELD (UNBLOCKED U.O.N.) FACE GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS.
<br />NOTES:
<br />1.-PROVIDE 2-LAYER OF GRADE D PAPER AT ALL SHEAR WALLS.
<br />2.-ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS.
<br />3.-USE DOUBLE FLOOR JOIST BELOW ALL PARALLEL WALLS U.N.O.
<br />4.-AT FLOOR LEVELS, USE SOLID BLOCKING AT PERPENDICULAR SHEARWALLS.
<br />5.-ALL HOLDOWNS ON UPPER LEVEL MUST BE CONNECTED TO A POST BELOW WITH A HOLDOWN TO THE LOWER LEVEL / FOUNDATION.
<br />6.-ALL BEAMS SUPPORTING SHEARWALLS MUST BE STRAPPED TO THE WALLS BELOW.
<br />TYPICAL CALIFORNIA FRAMING
<br />LOWER RAFTER
<br />PLAN CONT. AT
<br />ROOF SHT`G. PER
<br />SDS 1
<br />4"x41
<br />2" SCREWS
<br />@ 12" O.C.
<br />2x PLATE
<br />W/A35 EA.
<br />END
<br />3x BLKG
<br />EDGE NAIL
<br />A35
<br />FRAMING
<br />CALIFORNIA
<br />2x RAFTER
<br />2x RAFTER
<br />OR HIP
<br />(N) SIMPSON MST37 DRAG
<br />6 SPECIAL DEPUTY INSPECTION PROGRAM
<br />CONTINUOUS SPECIAL DEPUTY INSPECTION
<br />- EPOXY: DOWELS, ANCHOR BOLT & SHEAR BOLTS
<br />PERIODIC SPECIAL DEPUTY INSPECTION
<br />- NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF
<br />COMPONENTS WITHIN THE SEISMIC-FORCE-RESISTING SYSTEM,
<br />INCLUDING SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS,
<br />BRACES, SHEAR PANELS AND HOLD-DOWNS REQUIRE INSPECTION
<br />WHERE THE FASTENER SPACING OF THE SHEATHING IS 4" ON CENTER
<br />( O.C.) OR LESS.
<br />5 LARR #'S
<br />SSTB ANCHOR BOLT BY SIMPSON
<br />HDU HOLDOWN
<br />MST STRAP
<br />JOIST HANGER
<br />FRAMING ANGLES
<br />LARR #25827
<br />LARR #25720
<br />LARR # 25713
<br />LARR # 25807
<br />LARR # 25716
<br />COLUMN CAP LARR # 25714
<br />SIMPSON EPOXY SET-XP LARR # 25744
<br />PARALLAM BEAMS (PSL) BY TRUS JOIST LARR # 25202
<br />LAMARITE SHAKE AS A CLASS A ROOFING BY LARR # 25613
<br />(TAMKO BUILDING PRODUCTS, INC.)
<br />18NONE 19NONE 20NONE
<br />21NONE 22NONE 23NONE
<br />TYP. FLOOR JOIST & BEAM NOTCH DETAIL
<br />1/3 OF JOIST 1/3 OF JOIST 1/3 OF JOIST
<br />TOTAL SPAN
<br />NOT NOTCHING
<br />ALLOWED AT THIS
<br />AREA
<br />NOT NOTCHING
<br />ALLOWED AT THIS
<br />AREA
<br />1/
<br />3
<br />DE
<br />P
<br />T
<br />H
<br />1/
<br />3
<br />DE
<br />P
<br />T
<br />H
<br />ALLOWED HOLE ZONE
<br />NOTES:
<br />1. ALLOWED HOLE ZONE SUITABLE FOR UNIFORMLY LOADED BEAMS ONLY.
<br />2. NO RECTANGULAR HOLES.
<br />3. NO HOLES IN CANTILEVER ALLOWED.
<br />2 x DIAMETER OF THE
<br />LARGEST HOLE (MINIMUM)
<br />BEAM DEPTH MAXIMUM ROUND HOLE SIZE
<br />9-1/4" TO 18"2"
<br />TYP. NOTCHING & BORING OF STUDS DETAIL
<br />2" MAXIMUM DIAMETER @
<br />7/8" MAXIMUM @ 2X4 STUDS
<br />1 3/8" MAXIMUM @ 2X6 STUDS
<br />40% MAXIMUM NOTCH
<br />25% MAXIMUM NOTCH
<br />1 3/8" MAXIMUM @ 2X4 STUDS
<br />2 1/8" MAXIMUM @ 2X6 STUDS
<br />2X6 STUDS
<br />EXTERI0R & BEARING STUDS
<br />NOTE: NOTCH AND BORING
<br />NOT TO OCCUR IN SAME
<br />STUD SECTION
<br />5/8" MINIMUM EDGE DISTANCE
<br />2X4 STUDS, 3 1/4" DIAMETER
<br />40% MAXIMUM STUD WIDTH.
<br />1 3/8" DIAMETER MAXIMUM
<br />@ 2X4 STUDS, 2 1/4"
<br />DIAMETER MAXIMUM @
<br />@ 2X6 STUDS
<br />TYPICAL ALL STUDS
<br />NON-BEARING STUDS
<br />60% MAXIMUM
<br />STUD WIDTH
<br />DIAMETER OF
<br />WHERE SHOWN ON DRAWINGS.
<br />2" DIAMETER MAXIMUM @
<br />60% MAXIMUM STUD WIDTH
<br />2X4 STUDS. 3 1/4" DIAMETER
<br />MAXIMUM @ 2X6 STUDS
<br />DOUBLE STUDS
<br />1 1/2"1 1/2"
<br />NOTCHING NOT PERMITTED EXCEPT
<br />NOTE:
<br />DRILL 1"Ø HOLE
<br />BEFORE CUTTING
<br />NOTCH IN WOOD
<br />JOIST OR RAFTER
<br />TYP. PIPING/ELECTRICAL THRU PLATES
<br />NOTCH
<br />IN PLATE
<br />(6) 16d NAILS
<br />EACH END
<br />0.058" THICK BY 1.5" WIDE
<br />(MIN. SIZE) METAL STRAP
<br />TYPICAL AT EACH PLATE CUT
<br />PLATES
<br />PLUMBING PIPE
<br />NOTCH
<br />IN PLATE
<br />(6) 16d NAILS
<br />EACH END
<br />0.058" THICK BY 1.5" WIDE
<br />(MIN. SIZE) METAL STRAP
<br />TYPICAL AT EACH PLATE CUT
<br />PLATES
<br />ELECTRICAL WIRE
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />EXISTING
<br />RI
<br />V
<br />E
<br />R
<br />S
<br />I
<br />D
<br />E
<br />,
<br />
<br />C
<br />A
<br />L
<br />I
<br />F
<br />O
<br />R
<br />N
<br />I
<br />A
<br />JO
<br />S
<br />E
<br />
<br />A
<br />.
<br />
<br />V
<br />E
<br />G
<br />A
<br />AS
<br />S
<br />I
<br />S
<br />T
<br />A
<br />N
<br />T
<br />
<br />C
<br />I
<br />V
<br />I
<br />L
<br />
<br />E
<br />N
<br />G
<br />.
<br />DATE
<br />SCALE
<br />SHEET NO.
<br />SHEET TITLE
<br />08/01/2024
<br />1/4" = 1'
<br />S-N
<br />STRUCTURAL NOTES
<br />&
<br />REQUIREMENTS
<br />CI
<br />T
<br />Y
<br />
<br />O
<br />F
<br />
<br />S
<br />A
<br />N
<br />T
<br />A
<br />
<br />A
<br />N
<br />A
<br />12
<br />2
<br />
<br />N
<br />O
<br />R
<br />T
<br />H
<br />
<br />B
<br />E
<br />W
<br />L
<br />E
<br />Y
<br />
<br />S
<br />T
<br />R
<br />E
<br />E
<br />T
<br />SA
<br />N
<br />T
<br />A
<br />
<br />A
<br />N
<br />A
<br />,
<br />
<br />C
<br />A
<br />L
<br />I
<br />F
<br />O
<br />R
<br />N
<br />I
<br />A
<br />,
<br />
<br />9
<br />2
<br />7
<br />0
<br />3
<br />12
<br />2
<br />
<br />N
<br />O
<br />R
<br />T
<br />H
<br />
<br />B
<br />E
<br />W
<br />L
<br />E
<br />Y
<br />
<br />S
<br />T
<br />R
<br />E
<br />E
<br />T
<br />NE
<br />W
<br />
<br />A
<br />D
<br />D
<br />I
<br />T
<br />I
<br />O
<br />N
<br />
<br />T
<br />O
<br />
<br />S
<br />I
<br />N
<br />G
<br />L
<br />E
<br />
<br />F
<br />A
<br />M
<br />I
<br />L
<br />Y
<br />
<br />R
<br />E
<br />S
<br />I
<br />D
<br />E
<br />N
<br />C
<br />E
<br />LA
<br />W
<br />R
<br />E
<br />N
<br />C
<br />E
<br />
<br />V
<br />
<br />R
<br />E
<br />Y
<br />HOLD - 122 N
<br />Bewley St9/24/2024
|