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A.CODE I. WOOD STRUCTURAL PANEL SHEATHING
<br /> 1. All work not otherwise specified shall conform to the locally adopted version of the building code or residential code.Contractor shall comply with all locally 1. Wood structural panels shall be 15/32"plywood sheathing,all veneer,conforming to US voluntary Product Standard PS-1,Exposure I or Exterior Exposure,
<br /> adopted building codes and ordinances. manufactured with exterior glue,and minimum 4-ply.
<br /> 2.Oriented Strand Board(OSB)shall be 7/16"thick and conform to US Voluntary Product Standard PS 2 with an exposure rating of Exposure 1 or Exterior lqt
<br /> B.GENERAL Exposure,manufactured with exterior glue,and minimum 4-ply. N
<br /> 1. The contractor is responsible for maintaining a safe job site and complying with relevant state and/or federal OSHA standards. Contractor is responsible 3.Provide 1/8-inch minimum gap at all sheathing panel ends and edges. U) 00
<br /> for the means and methods for accomplishing the work shown in this plan set,including any shoring and bracing of existing construction as required to 4.Maintain a minimum edge distance of 3/8"from center of nail to edges of sheathing,studs,or top and sill plates.See Sheet D4 for double stud at sheathing ,-; M
<br /> safely install new work. Exercise caution working around existing utilities,locate underground utilities before excavating,and arrange for temporary panel joints. U Q
<br /> disconnection of utilities if necessary. 5.Braced wall sections closest to the ends of wall lines shall be located as near to the ends as practicable.Braced wall sections may be located away from the -
<br /> 2.All existing under floor ventilation and access shall be maintained. ends of a wall line when existing obstructions or limited clearance necessitate such relocations. L
<br /> 6.Braced wall sections along the length of a wall line should be nearly equal in length and should be nearly equal in spacing where possible.Using CO 4-
<br /> C.EXISTING CONDITIONS increments of existing stud spacing is expected.
<br /> 1. Contractor shall confirm that existing conditions match plans and details prior to start of work. 7.The length of each braced wall section shall not be less than 24 inches.The length of braced wall sections without tie-downs should be equal to or exceed
<br /> 2.Contractor shall verify that existing concrete,anchor bolts,wood framing,and other materials that will become part of the work or to which retrofit twice the height of the cripple wall.Exceptions may be permitted when obstructions do not allow braced wall sections of the required length. O W
<br /> construction is attached is in reasonably sound condition and free of defects that would substantially reduce the capacity of the material.Where possible, �
<br /> damaged or deteriorated elements shall be repaired in place or supplemented with new elements.Otherwise damaged or deteriorated members shall be 66
<br /> replaced.Repair or replacement shall be in accordance with the adopted building or residential code. Special Provisions Offset>33%L o
<br /> Table C-1:Foundation Verification Requirements per Section J apply
<br /> 3.The Owner or Contractor shall verify that the existing concrete within all areas to receive new q J.ADDITIONAL REQUIREMENTS FOR NON-RECTANGULAR DWELLINGS WITH <
<br /> anchor bolts are in reasonably good condition.Examples of poor concrete quality would include Screw Anchor Adhesive Anchor "T OR"L"PLAN CONFIGURATIONS CO
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<br /> excessive spalling,large rock pockets,cracks extending completely through the footing greater Diameter q Torque(ft-Ibs) Torque(ft-Ibs) 1. Plan configurations other than rectangular such as"T"or"L"shapes that have M a
<br /> than 1/4"wide(closer than 6-0"on center on average),or low strength concrete cement or 1/2" 35 15 offsets in the exjerior wall lines,within the crawl space plan area greater than
<br /> mortar easily scrapable with a metal knife or trowel.Strengthening should be avoided in local 5/8" 50 20 4'and greater than 33%of the largest plan dimension shall meet the following o
<br /> areas of poor quality.Where these areas cannot be avoided,or where locations of poor quality special provisions in that direction:
<br /> are widespread,the new anchors shall be torque tested in accordance with Table C-1.Where torque tests continue to fail,the existing foundation system a.Foundation sill to foundation connections along offset walls shall have a maximum
<br /> shall be replaced locally for a minimum of 30 inches on each side of the proposed anchor location. spacing of 32"on center. Special Provisions per
<br /> b.Floorjoist to foundation sill and floor joist framing to the top of cripple wall m
<br /> D.NOTCHING,BORING AND CUTTING connections along offset walls shall have a maximum spacing of 16"on center. Section J do not apply
<br /> 1. Do not cut,bore,or notch structural members except as shown in these drawings or as specifically permitted by the building inspector. c. Cripple walls,where they occur,shall be sheathed with new wood structural panels. ( o
<br /> Exception:Notching and boring of framing shall be permitted as per Chapter 6 of the International Residential Code(IRC) The sheathing shall have a minimum length of 80%of the offset wall length. o
<br /> 2.When drilling in concrete,do not drill through existing reinforcing steel.If reinforcing steel is hit during drilling,move a minimum of one inch and drill r_ m
<br /> relocated hole.Fill original hole with non-shrink grout. a
<br /> E.CONCRETE N
<br /> 1. Concrete shall have a strength of not less than 3,000 psi at 28 days(design based on 2,500 psi).Concrete mixed on site shall be mixed and placed in
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<br /> accordance with the manufacturer's instructions using potable water. L E F c)K.FRAMING (D •(D N
<br /> F.REINFORCING STEEL(REBAR) 1. Framing shall be Douglas Fir-Larch,HF(Hem Fir),SPF(Spruce Pine Fir)or an approved species having a greater or equal specific gravity. O 3 w
<br /> 1. Reinforcing steel shall confirm to ASTM A615 Grade 40 or 60,ASTM A706,or ASTM A996 Type R. 2.Framing in contact with foundations or exposed to weather shall be preservative treated in accordance with AWPA U1(Commodity Specification A,Use z u E Z
<br /> 2.Reinforcing steel bend radii and other rebar detailing shall be in accordance with Concrete Reinforcing Steel Institute. Category 46). Field treat all cuts,bores and notches per AWPA M-4. Q ii
<br /> 3.Minimum concrete cover over reinforcing steel: V -
<br /> a.Concrete cast against and permanently exposed to soil: 3 inches L.CONNECTOR DEVICES E 3
<br /> b.Formed concrete exposed to weather: 2 inches 1. Connectors shall be pre-engineered pre-manufactured devices,approved by the Building Official and installed in accordance with the manufacturer's t2 a) ~
<br /> c. Concrete not exposed to weather or in contact with soil: 1-1/2 inch instructions. (D 3U)
<br /> d.Reinforcing steel lap splice lengths: No.4 No.5 2.Connectors protected from weather shall be provided with a minimum of G90 zinc coating in accordance with ASTM A653.Connectors exposed to weather a) m
<br /> • Horizontal bars with more than 12 inches concrete below: 32 inches 42 inches or in contact with preservative treated wood shall be provided with a minimum hot-dip galvanized coating or G185 coating in accordance with ASTM A653, i Co
<br /> Other bars: 24 inches 32 inches and fasteners conforming to ASTM A153. L) m O
<br /> 3.Connector devices shall be of the type and size specified in these drawings.
<br /> G.STRUCTURAL STEEL 4.Connectors required by the Earthquake Retrofit Schedule(Sheet S3.1)shall be distributed equally along the length of each wall line or within the length of
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<br /> 1. Structural steel W-sections,plate,bar and miscellaneous steel shall be ASTM A36,A992,or A572.Welding shall comply with AWS D1.1 requirements the braced wall panel(s). G= m
<br /> using prequalified welding procedures.All welding shall be conducted by welders certified for the materials and welding procedures used. 5.Connector anchors spacing may not be less than 8"on center. O
<br /> 2.Bolts shall conform to ASTM A-307.Threaded rods shall conform to ASTM A-36. 6.Increase nail or screw length 1/2-inch minimum when installing connectors over wood structural panels. >
<br /> H.FASTENERS M.POST-INSTALLED ANCHORS
<br /> 1. General 1. Post-installed anchors shall be installed in accordance with the manufacturer's installation instructions.
<br /> a.All bolts,nails,and other fasteners in contact with preservative-treated wood or exposed to weather shall be hot-dip galvanized or stainless steel. 2.Adhesive anchors shall be Simpson Strong-Tie SET-XP,HILTI RE 500 SD,CIA GEL 7000C,or approved equivalent.
<br /> 2.Nails 3.Concrete screws shall be Simpson Strong-Tie Titen HD or Powers Fasteners Wedge-Bolt,or approved equivalent.
<br /> a.Unless otherwise noted,all nails specified are to be common nails. 4.See H.3.for additional anchor bolt requirements.
<br /> b.Special care is required when installing nails in existing framing.Where required to avoid splitting of framing,predrill to 75%of nail shank diameter.
<br /> c. Fasteners for wood structural panel sheathing shall be full length 8d common or box nails(0.113"x 2-1/2"minimum size).Drive sheathing nail head N.PERMITS
<br /> flush with face of sheathing. 1. All work required by this Plan Set shall be permitted through the building department.
<br /> d.Do not overdrive,countersink,or otherwise damage the outermost ply when installing nails.A nail is over-driven when it breaks the surface ply.Where
<br /> nails are overdriven to the point that the veneer is fractured,add one new nail for every(2)overdriven nails.Space new nails between existing. 0.INSPECTIONS
<br /> 3.Anchor Bolts 1. Contractor shall coordinate with the building inspector to ensure that work is accessible for building department inspections,and shall correct non-compliant ZZ
<br /> a.Predrill bolt holes to not more than 1/16th inch larger than bolt or anchor bolt to be placed. work as identified by the inspector. w
<br /> b.At each perimeter wall line,provide a minimum quantity of Foundation Sill Anchors as required by the Earthquake Retrofit Schedule.Place new anchors
<br /> between 8 and 12 inches from the end of each foundation sill plate and distrubute the remaning anchors as evenly as practical along the wall line. P.SPECIAL INSPECTIONS
<br /> c. Provide steel plate washers 0.229 x 3 x 3 inch minimum at all anchor bolts.Centerline of washer should be 1-1/2"to 2"from face of sheathing. 1. Special inspection by a third party inspector is not required for the following: Date:
<br /> d.For braced wall sections without tie-downs,provide one of the required anchor bolts within 8"of each end and one additional anchor bolt at each end a.Concrete or reinforcing steel for foundations.Design is based on an ultimate concrete strength of 2,500 psi or less. Sheet:
<br /> as noted on Sheet D4. b.Installation of cast-in-place or post-installed anchor bolts.
<br /> e.For braced wall sections with tie-downs,provide one additional anchor bolt within 8"minimum and 12"maximum from tie-down as noted on Sheet D5. c. Installation of adhesive anchors for tie-down devices,provided that each anchor is torque-tested in accordance with Table R-2,Sheet S2.
<br /> d.Nailing of wood structural panel shear walls,provided a building department inspection is performed. S 1
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