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GENERAL NOTES
<br />ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE 2018
<br />EDITION.
<br />CONTRACTOR SHALL VERIFY ALL LEVELS, DIMENSIONS AND EXISTING CONDITIONS IN FIELD BEFORE PROCEEDING WITH ANY
<br />CONSTRUCTION OR DEMOLITION. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR FIELD CHANGES.
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR
<br />PROCEDURES REQUIRED TO PERFORM THE WORK.
<br />CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AN
<br />D ND BRACING OF ALL STRUCTURAL MEMBERS, EXISTING CONSTRUCTION
<br />AND SOIL EXCAVATIONS AS REQUIRED, IN A MANNER SUITABLE TO THE WORK SEQUENCE. TEMPORARY SHORING AND
<br />BRACING SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE
<br />DRAWINGS AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH. FOUNDATIONS WALLS GREATER THAN 4 FEET SHALL NOT
<br />BE BACKFILLED UNTIL THE FLOOR FRAMING AND ALL CONNECTIONS TO THE FLOOR FRAMING PER THESE DETAILS ARE
<br />COMPLETE.
<br />CHANGES: NO CHANGES TO THESE STRUCTURAL DRAWINGS ARE PERMITTED WITHOUT WRITTEN CONSENT OF THE
<br />ENGINEER. CHANGES WILL BE BILLED TO THE CLIENT, OWNER OR CONTRACTOR AT THE ENGINEER'S HOURLY RATE.
<br />SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO ANY FABRICATION OR CONSTRUCTION
<br />FOR ALL THE FOLLOWING: STRUCTURAL STEEL, STEEL CANOPIES, GLUED -LAMINATED MEMBERS AND PRE -MANUFACTURED
<br />WOOD MEMBERS.
<br />DESIGN DRAWINGS AND CALCULATIONS, FOR PRE -MANUFACTURED WOOD TRUSSES AND JOISTS SHALL BEAR THE SEAL
<br />AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE
<br />DESIGN, AND SHALL BE SUBMITTED TO THE ARCHITECT AND BUILDING OFFICIAL FOR REVIEW PRIOR TO FABRICATION.
<br />DESIGN LOADS
<br />LIVE LOADS: LIVE LOADS ARE DETERMINED IN ACCORDANCE WITH ASCE CH. 7
<br />L = 40 PSF (RESIDENTIAL)
<br />SNOW LOADS: SNOW LOADS ARE DETERMINED IN ACCORDANCE WITH ASCE CH. 7 WITH THE FOLLOWING FACTORS:
<br />GROUND SNOW LOAD PG = 25 PSF CT = 1.0 CE = 1.0
<br />ROOF SNOW LOAD PS = 25 PSF IS = 1.0
<br />WIND LOADS: WIND LOADS ARE BASED ON ASCE 7-16 CH. 28 (ENVELOPE PROCEDURE) WITH THE FOLLOWING FACTORS:
<br />EXPOSURE CATEGORY = B IW = 1.0
<br />VELOCITY (3 SEC) = 110 MPH (ULT) KZT = 1.38
<br />DESIGN WIND PRESSURED FOR DETERMINING FORCES ON COMPONENTS AND CLADDING ARE DETERMINED IN
<br />ACCORDANCE WITH ASCE 7-16 CHAPTER 30.
<br />SEISMIC LOADS: SEISMIC LOADS ARE BASED ON THE EQUIVALENT LATERAL FORCE PROCEDURE IN ASCE 7-16 SECTION
<br />12.8 WITH THE FOLLOWING FACTORS:
<br />RISK CATEGORY = II SS = 1.265
<br />SITE CLASS = D S1 = 0.448
<br />DESIGN CATEGORY = D SOS = 1.C12
<br />R = 6.5 (WOOD SHEAR WALL) CS = 0.156 (ULT.)
<br />R = 1.5 (WOOD FRAME) CS = 0.675 (ULT.)
<br />IE = 1.0
<br />FOUNDATIONS
<br />CONCRETE FOUNDATIONS SHALL BEAR ON STIFF, COMPETENT, UNDISTURBED NATIVE SOIL PRIOR TO CONSTRUCTION, THE
<br />CONTRACTOR SHALL OBTAIN CONFIRMATION FROM THE BUILDING OFFICIAL THAT THE NATIVE SOIL AT THIS PROJECT IS
<br />ADEQUATE TO SUPPORT THE FOLLOWING BEARING PRESSURE: ALLOWABLE BEARING PRESSURE USED FOR STRUCTURAL
<br />DESIGN = 1500 PSF.
<br />WHERE FOOTINGS MUST BEAR ON STRUCTURAL FILL DUE TO INADEQUATE SOIL CONDITIONS, THE FILL SHALL BE MIXED
<br />AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS PROVIDED BY A GEOTECHNICAL ENGINEER LICENSED IN THE
<br />STATE OF WASHINGTON.
<br />BOTTOM OF FOOTING ELEVATION SHALL BE LOCATED AT MINIMUM FROST DEPTH 18" BELOW TOP OF FINISHED GRADE
<br />UNLESS REQUIRED OTHERWISE BY THE BUILDING OFFICIAL. THE CONTRACTOR SHALL CONFIRM THE MINIMUM FROST DEPTH
<br />WITH THE BUILDING OFFICIAL PRIOR TO EXCAVATION.
<br />CONCRETE
<br />CONCRETE WORK SHALL COMPLY, IN GENERAL, WITH ACI 301 (LATEST EDITION) "SPECIFICATIONS FOR STRUCTURAL
<br />CONCRETE FOR BUILDINGS.
<br />CONCRETE MIXES: CONCRETE MIXES SHALL CONFORM ACI 318 CH. 5. MINIMUM CONCRETE STRENGTH F'C AT 28 DAYS
<br />SHALL BE AS FOLLOWS:
<br />SLAB -ON -GRADE, CURBS AND PADS - 2500 PSI
<br />FOOTINGS - 3000 PSI
<br />WALLS, STEMS - 3000 PSI
<br />WATER/CEMENT RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE BASED ON THE TOTAL CEMENTITIOUS MATERIAL.
<br />WATER/CEMENT RATIO SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH REQUIREMENTS AND SHALL NOT
<br />EXCEED 0.55. WATER -REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS, BUT SHALL CONFORM
<br />TO ASTM C 464 AND BE USED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. CACL AND OTHER
<br />WATER-SOLUBLE CHLORIDE ADMIXTURES SHALL NOT BE USED.
<br />REINFORCING STEEL: ALL REINFORCING SHALL BE DEFORMED BAR (REBAR) WITH BAR DIAMETERS SPECIFIED IN THESE
<br />DRAWINGS AND PROPERTIES BELOW:
<br />ALL REINFORCING UNLESS NOTED OTHERWISE - ASTM A615, GRADE 60
<br />#3 STIRRUPS AND TIES - ASTM A615, GRADE 40
<br />WELDED REBAR - ASTM A706, GRADE 60
<br />GALVANIZED WELDED WIRE FABRIC - ASTM A165
<br />REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315 "MANUAL OF STANDARD PRACTICE FOR DETAILING
<br />REINFORCED CONCRETE STRUCTURES."
<br />REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE DRAWINGS. WHERE LAP LENGTH IS NOT SHOWN, REINFORCING
<br />BARS SHALL BE LAPPED AS FOLLOWS:
<br />#5 AND SMALLER - 48 BAR DIAMETERS
<br />#6 AND LARGER - 60 BAR DIAMETERS
<br />MINIMUM CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS:
<br />NONSTRUCTURAL SLAB -ON -GRADE - MID -DEPTH
<br />WALL BARS: INTERIOR FACE - 3/4"
<br />EXPOSED TO EARTH/WEATHER - 1.-1/2" (#5 AND SMALLER), 2" (#6 AND LARGER)
<br />FOOTINGS: BOTTOM BARS - 3" (CAST AGAINST EARTH)
<br />TOP BARS - 1-1/2"
<br />SIDE BARS - 2"
<br />PROVIDE SUPPORTS AS REQUIRED FOR PROPER ALIGNMENT AND CONCRETE COVER AROUND THE REINFORCEMENT.
<br />CONSULT THE CRSI MANUAL OF STANDARD PRACTICE MSP-1 FOR SPECIFIC INFORMATION.
<br />ANCHORS
<br />USE OF DRILLED CONCRETE ANCHORS, INCLUDING EXPANSION BOLTS AND ADHESIVE ANCHORS, WHERE NOT SPECIFIED IN
<br />THESE DOCUMENTS SHALL BE SUBJECT TO APPROVAL BY THE ENGINEER, ARCHITECT AND THE BUILDING INSPECTOR
<br />EXPANSION BOLTS: EXPANSION BOLTS IN SOUD CONCRETE SHALL BE WEDGE -TYPE ANCHORS MADE OF CARBON STEEL.
<br />BOLT SIZE, SPACING AND EMBEDMENT LENGTH SHALL BE AS DESIGNATED IN THESE DRAWINGS. BOLTS SHALL BE
<br />INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS WITH INSPECTION PER SCHEDULE. EXPANSION BOLTS SHALL BE
<br />SIMPSON STRONG BOLT 2 OR APPROVED EQUAL. A CURRENT ICBO OR ICC REPORT SHALL BE SUBMITTED FOR
<br />ALTERNATES.
<br />ADHESIVE ANCHORS: ADHESIVE OR EPDXY TYPE ANCHORS IN SOLID CONCRETE SHALL BE INSTALLED PER THE
<br />MANUFACTURER'S INSTRUCTIONS. ANCHOR SIZE, SPACING AND EMBEDMENT LENGTH SHALL BE AS DESIGNATED IN THESE
<br />DRAWINGS. ADHESIVE SHALL BE SIMPSON AT-XP. A CURRENT ICBO OR ICC REPORT SHALL BE SUBMITTED FOR
<br />ALTERNATES.
<br />WOOD
<br />SAWN LUMBER: STRUCTURAL SAWN LUMBER SHALL BE KILN DRIED AND BE OF THE SPECIES AND GRADE NOTED BELOW
<br />OR BETTER:
<br />USE GRADE FB (PSI)
<br />WALL STUDS HEM FIR STUD 675
<br />PLATES, PLANKS, JOISTS, RAFTERS HEM FIR #2 850
<br />4X BEAMS HEM FIR #2 850
<br />6X BEAMS HEM FIR #2 675
<br />POSTS 4x HEM FIR #2 850
<br />POSTS 6x HEM FIR #2 575
<br />ALL WOOD CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE COMPANY (OR APPROVED EQUAL), AND OF
<br />THE SIZE AND TYPE SHOWN ON THE DRAWINGS. ALL WOOD CONNECTORS IN CONTACT WITH PRESERVATIVE -TREATED
<br />WOOD SHALL BE TRIPLE ZINC G-185 GALVANIZED (1.85 OZ/SQ FT COATING).
<br />ENGINEERED METAL -PLATE -CONNECTED WOOD TRUSSES SHALL BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER.
<br />THE CONTRACTOR SHALL SUBMIT ENGINEERED TRUSS SHOP DRAWINGS TO THE STRUCTURAL ENGINEER OF RECORD FOR
<br />REVIEW AND APPROVAL. TRUSS SHOP DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A LICENSED DESIGN
<br />PROFESSIONAL CURRENTLY REGISTERED FOR PRACTICE IN THE STATE OF CT. SHOP DRAWINGS SHALL INDICATE ALL
<br />LOADING CASES CONSIDERED, MAXIMUM DEFLECTIONS AND MAXIMUM END REACTIONS FOR EACH TYPICAL TRUSS
<br />CONFIGURATION. TRUSS SHOP DRAWINGS SHALL INDICATE COMPRESSION MEMBERS REQUIRING ADDITIONAL
<br />FIELD -INSTALLED LATERAL BRACING. TRUSS DEFLECTIONS SHALL BE LIMITED TO 1360 OF SPAN.
<br />MINIMUM WOOD NAILING REQUIREMENTS: UNLESS OTHERWISE NOTED ON THE DRAWINGS, TYPICAL WOOD FRAMING SHALL
<br />BE FASTENED PER IBC 2018 TABLE 2304,10.1.
<br />RATED SHEATHING: STRUCTURAL PANELS SHALL BEAR THE APA TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION.
<br />SHEATHING SHALL BE AS FOLLOWS:
<br />SHEAR WALL SHTG MIN. 7/16" 32/16 MIN, C-D INT APA WITH EXTERIOR GLUE (CDX)
<br />ROOF SHTG MIN. 15/32" 32/16 MIN. C-D INT APA WITH EXTERIOR GLUE (CDX)
<br />SUB FLOOR SHTG MIN. 3/4" 48/24 T&G MIN. C-D INT APA WITH EXTERIOR GLUE (CDX)
<br />SHEATHING SHALL BE ORIENTATED OVER THE SUPPORTS AS SHOWN ON THE DRAWINGS. SHEAR WALL SHEATHING SHALL
<br />BE BLOCKED AT ALL PANEL EDGES AS SHOWN IN THE SHEAR WALL SCHEDULE.
<br />BUILDING OFFICIAL INSPECTIONS
<br />THE FOLLOWING RECOMMENDED MINIMUM ITEMS SHALL BE INSPECTED BY A QUALIFIED INDIVIDUAL PROVIDED BY THE
<br />BUILDING OFFICIAL:
<br />-FOOTINGS BEAR ON COMPETENT NATIVE SOIL PER THE "FOUNDATIONS" SECTION ABOVE
<br />-FOOTING REINFORCEMENT
<br />-SHEAR WALL SILL PLATE ANCHORS AND WASHERS PER SCHEDULE
<br />-SHEAR WALL NAILING AND SHEAR CLIPS PER SCHEDULE
<br />-SHEAR WALL HOLD-DOWNS
<br />-VERIFY TYPE, SIZE AND GRADE OF STRUCTURAL STEEL MEMBERS AND BOLTS
<br />TYPICAL DETAILS
<br />IN ADDITION TO THE DETAILS AND SCHEDULES ON THE FRAMING PLANS, THOSE NOTED AS "TYPICAL" SHALL BE USED
<br />THROUGHOUT THE STRUCTURE AS APPLICABLE.
<br />SHEET INDEX
<br />S1.O STRUCTURAL NOTES
<br />S2.0 FOUNDATION PLANS
<br />S2.1 MAIN FLOOR FRAMING PLANS
<br />S2.2 ROOF- FRAMING PLANS
<br />S3.0 TYPICAL STRUCTURAL DETAILS
<br />S3.1 TYPICAL STRUCTURAL DETAILS
<br />ROOF
<br />DESCRIPTION OF BUILDING ELEMENTS
<br />NUMBER AND TYPE OF FASTENER
<br />SPACING AND LOCATION
<br />3-8d common (2 J" x 0.131'): or
<br />1
<br />Blocking between ceiling joists, rafters or
<br />3-1 Od box (3" x 0.1280); or
<br />Each end, toenail
<br />busses to tap plate or other framing below
<br />3-3" x 0.131" nails; or
<br />34' 14 gage staples, -,J" crown
<br />2-8d common (2 � x 0.131")
<br />2-3"x 0.131"nails
<br />Each end, toenail
<br />Blocking between rafters or truss not at the wall
<br />2-3"14 gage staples
<br />top plate, to rafter or truss
<br />2-16.d common (3 i" x 0.162")
<br />3-3" x 0.131" nails
<br />End nail
<br />3-3" 14 gage staples
<br />16d common (3 }" x 0.162) Q 6" o.c.
<br />Flat blocking to truss and web filler
<br />3" x 0.131" nails Q 6" o.c.
<br />3" x 14 gage staples @ 6".c
<br />Face nail
<br />3-8d common (2 x 0.1311; or
<br />3-1 Od box (3" x 0.128"); or
<br />2.
<br />Ceiling joists to top. plate
<br />3-3" x 0. 131" nails; or
<br />Each joist, toenail
<br />3.3" 14 gage staples, ?6" crown
<br />3-1 Bid common (3 q" x 0.162"); or
<br />Ceiling loist not attached to parallel rafter, laps
<br />4-10d box (3' x 0.128"); or
<br />3.
<br />over partitions (no thrust)
<br />4-3" x 0.131" nails; or
<br />Face nail
<br />(see Section 2308.7.3.1, Table 2308.7.3.1)
<br />4-3' 14 gage staples, J' crown
<br />4
<br />Ceiling joist attached to parallel rafter (heel joint)
<br />(see Section 2308.7.3.1, Table 2308.7.3.1)
<br />per Table 2308.7.3.1
<br />Face nail
<br />3-10d common (3" x 0.148'); or
<br />4-10d box (3" x 0.126"); or
<br />5..
<br />Collar tie to rafter
<br />4-3' x 0.131' nails;.or
<br />pace nail
<br />¢3"14 gage staples, 6 Glawn
<br />3-10 common (3" x 0.148" ): or
<br />3-16d box (3? x 0.135" ); or
<br />B
<br />Rafter or roof truss to top plate
<br />4-10d box IT x 0.128" ); or
<br />Toenail
<br />(See Section 2308.7.5, Table 2308.7.5)
<br />¢3" x 0.131 nails: or
<br />4-3" 14 gage staples, J" crown
<br />2-16d common (34' x 0.162"); or
<br />3-10d box (3"x 0.1281; or
<br />3-3" x 0.131' nails; or
<br />End nail
<br />3-3" 14 gage staples, - ." crown; or
<br />7
<br />Roof rafters to doll valley or hip rafters; or roof
<br />rafter to 2-inch ridge beam
<br />3-1 Od common (3 }" x 0.148"); or
<br />3-16d box (3 -" x 0.135"); or
<br />4-1 Od box (3" z 0.128"); or
<br />Toenail
<br />4-3" x 0.131' nails; or
<br />4-3" 14 gage staples. �" crosm
<br />WALL
<br />16d common (3 Z x 0.162")
<br />24" o.c. face nail
<br />8.
<br />Stud to stud (not at braced wall panels).
<br />10d box (3' x 0.128"); or
<br />3' x 0.131' nails; or
<br />16" o.c, face nail
<br />3-3" 14 gage staples, k crown
<br />16d common (3 }'x 0.162"); or
<br />16" o.c. face nail
<br />g'
<br />Stud to stud and abutting studs at intersecting
<br />16d box (3 J" x 0.135"); or
<br />12" o.c. face nail
<br />wall comers let braced wall panels)
<br />3' z 0.131' nails; or
<br />3-3' 14 gage staples, i" crown
<br />12" o.c. face nail
<br />16d common (3 } x 0.162"); or
<br />16" o.c. each edge, face nail
<br />10.
<br />Built-up header (2" to T header)
<br />16d box (3} x 0.135")
<br />16" o.c. each edge, face nail
<br />4-8d common (2+f"x 0.131"); or
<br />11.
<br />Continuous header to stud
<br />4.10d box (3" x 0.128')
<br />Toenail
<br />16d common (3 7'" - 0.162'); or
<br />16" o.c. face nail
<br />12
<br />Top plateto top plate
<br />10d box (3" x 0,128"); or
<br />3" z 0-131" nails; or
<br />12" o.c. face nail
<br />3" 14 gage staples, 7' crown
<br />8-16d common (3 J' x 0.162");or
<br />12-1 Od box (3" x 0.128"); or
<br />Each side of end joint, face nail
<br />13.
<br />Top plate to top plate, at end joints
<br />12-3"x 0.131" nails; or
<br />(minimum 24" lap splice length
<br />12-3' 14 gage staples, J' crown
<br />each side of end joint)
<br />16d common 13 e x 0.162'); or
<br />16" o.c. face nail
<br />14
<br />Bottom plate to joist, rim joist, band joist or
<br />16d box ( 31 x 0.135 '); or
<br />blocking (notatbraced wall panels)
<br />z'
<br />3" x 0.131" nails; or
<br />12" o.c. face nail
<br />3" 14 gage staples, U crown
<br />2-16d common (3}"x 0.162"); or
<br />15,
<br />Bottom plate to joist, rim joist, band joist or
<br />3.16d box (3 } x 0.135"): or
<br />blacking at braced wall panels
<br />4-3" x 0.131' nails; or
<br />16" o.c. face nail
<br />43" 14 gage staples,?g" crown
<br />4-8d common (2 1/2" x 0.131"); or
<br />4-10d box (3" x 0.128"); or
<br />43" x 0-131"nails: or
<br />Toenail
<br />4-3" 14 gage staples, 1" crown; or
<br />16.
<br />Stud to top or bottom plate
<br />2-16d common (3 112" x 0.162"); or
<br />3-10d box 13' x 0.128"); or
<br />3-3" x 0.131" nails; or
<br />End nail
<br />3-3" 14 gage staples, s" crown
<br />2-16d common (3 }" x 0.162"); or
<br />17,
<br />Top plates, laps at corners and intersections
<br />3-10d box (3" x 0.128"); or
<br />3-3" x 0.131" nails; or
<br />Face nail
<br />3-3" 14 gage staples, *. " crown
<br />2-8d common (2 }" x 0.131"); or
<br />18.
<br />1" brace to each stud and plate
<br />.
<br />2-1 Od box(3" x 0.128'); or2 3" x 0.131' nails; or
<br />-Face nail
<br />2-3" 14 gage staples, �6 crown
<br />19,
<br />1" x 6" sheathing to each beadng
<br />2-8d common (2112" x 0.131"): or
<br />Face nail
<br />2-10d box (3" x 0.128")
<br />20.
<br />1" x 8" and wider sheathing to each bearing
<br />2-8d common (2112" x 0.131"); or
<br />3-10d box (3" x 0.128")
<br />Face nail
<br />CITY OF EVERETT
<br />Permit Services
<br />WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND
<br />INTERIOR WALL SHEATHING TO FRAMING AND
<br />PARTICLEBOARD WALL SHEATHING TO FRAMINGa
<br />Edges
<br />Intermediate supports
<br />(inches)
<br />(inches)
<br />fid common or deformed (2" x 0.113")
<br />(sybfioorand wall)
<br />6
<br />12
<br />Sol box or deformed (2 �,L" x 0.113") (roof)
<br />6
<br />12
<br />2 " x 0.113' nail(subfioor and. wall).
<br />6
<br />1
<br />30.
<br />g" -Y2"
<br />1" 16 gage staple, le" crown
<br />(subfloor and wall)
<br />4
<br />8
<br />2 e" x 0.113" nail (root)
<br />4
<br />8
<br />1 " 16 gage staple, k crown (roof)
<br />3
<br />6
<br />Bid common (2}"x:0.131"):.or
<br />6d deformed (2" x 0.113")
<br />6
<br />12
<br />31.
<br />19�32 " - 3�4'
<br />2J"x0.113"nail; or
<br />2" 16 gage staple, AP crown
<br />4
<br />8
<br />32.
<br />7/8, - 1 Yq"
<br />10d common (3' x 0.148"); or
<br />ad deformed (2}" x 0.131")
<br />6
<br />12
<br />OTHER EXTERIOR WALL SHEATHING
<br />33.
<br />Y2" fiberboard sheathingb
<br />1 J" galvanized roofing nail
<br />(y" head diameter); or
<br />1. }" 16 gage staple with,i" or 1" crown
<br />3
<br />6
<br />34.
<br />25/32' fiberboard sheathing'
<br />1 +J" galvanized roofing nail
<br />(?g" diameter head): or
<br />1 J" 16 gage staple with-&" or ,"crown
<br />3
<br />6
<br />WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR
<br />UNDERLAYMENT TO FRAMING
<br />Edges
<br />Intermediate supports
<br />(inches)
<br />(inches)
<br />35.
<br />3/4" and less
<br />Bid common (2 � x 0.1317; or
<br />6d deformed (2' x 0.113")
<br />6
<br />12
<br />36.
<br />7
<br />YS 1"
<br />lid common (2 i x 0.131'); or
<br />Bd deformed (2'� x 0.131')
<br />6
<br />12
<br />37.
<br />" and less
<br />ad common (2 } x 0.131 "); or
<br />6d deformed IT x 0.113")
<br />6
<br />12
<br />PANEL SIDING TO FRAMING
<br />38."
<br />or less
<br />6d corrosion -resistant siding
<br />(1 a" x 0.106"); or
<br />6d corrosion -resistant casing (2" x 0.,099")
<br />6
<br />12
<br />8dcorrosion-resistant siding
<br />39.
<br />5
<br />(2? x 0.1281; or
<br />Sol corrosion -resistant casing
<br />6
<br />12
<br />(2 }" x 0.113')
<br />INTERIOR PANELING
<br />40.
<br />y"
<br />4d casing (I J' x 0.080"); or
<br />4d finish (1 # x 0.07E")
<br />6
<br />12
<br />41,
<br />3/8„
<br />6d casing (2" x 0-099"); or
<br />6d finish (Panel supports at 24 inches)
<br />6
<br />12
<br />For SI: 1 inch = 25.4 mm.
<br />a. Nails spaced at 6inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard
<br />diaphragms and shear walls refer to Section
<br />cb n 2305. Nails for wall sheathing are permitted to be common, box or casing..
<br />b. Spacing shall be 6 inches on center on the edges and 12 inches oncenter at. intermediate supports for nonstructural applications. Panel
<br />supports at 16 inches (20inches if strength axis in the long direction of the panel, unless otherwise marked). -
<br />c. Where a rafter is fastened to an adjacentparallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate in
<br />accordance with this schedule, the number of toenails in the rafter shall be permitted to be reduced by one nail
<br />Additional Permits Are Required
<br />For This Project To Include:
<br />� Plumbing
<br />Mechanical
<br />Z Electrical
<br />❑ Sprinkler
<br />❑ Fire Alarm
<br />THESE DOCUMENTS HAVE
<br />NOT BEEN APPROVED FOR THE
<br />ISSUANCE OF PUBLIC WORKS,
<br />MECHANICAL, FIRE SUPPRESSION,
<br />ELECTRICAL OR PLUMBING PERMITS.
<br />All electrical, mechanical, plumbing
<br />and framing installedlaltere withoust
<br />permit, inspection, and approval
<br />De uncovered for inspection.
<br />CITY OF E\IERETT
<br />Rc�lIEWED FOR PERM9T
<br />Smoke Detectors Required
<br />a in each sleeping room,
<br />a In each room giving access to a
<br />sleeping room,
<br />a Interconnected,
<br />a Battery backup,
<br />Hardwired.
<br />Permit#:
<br />BW2012-002
<br />Site Address:
<br />3825 COLBY AVE
<br />Owner:
<br />MCK PROPERTIES LLC
<br />App.Date:
<br />12/30/2020
<br />Proposed Use:
<br />RESIDENTIAL ALTERATIONS
<br />Description:
<br />SFR REMODELTO ABATE UNPERMITTED
<br />ALTERATIONS
<br />Reviewed By:
<br />P�--
<br />p : j1!?-1Z&Z-L
<br />Office Set
<br />Job Site Set -Fire/Planning
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<br />JOB #
<br />2022007
<br />"ALL ELECTRICAL, MECHANICAL,
<br />PLUMBING, FRAMING INSTALLED
<br />OR ALTERED WITHOUT PERMITS
<br />OR INSPECTION OR APPROVAL
<br />MUST BE UNCOVERED FOR
<br />INSPECTION"
<br />Drawn By:
<br />Drawing Title:
<br />STRUCTURAL
<br />NOTES
<br />Sheet
<br />S1.0
<br />
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