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GENERAL STRUCTURAL NOTES:
<br />CRITERIA:
<br />1.1 All Materials, workmanship, design, and construction shall conform to the drawings, specifications, and the International Building Code (IBC), 2015 Edition.
<br />1.2 Design Loading Criteria
<br />The Design Loading of the Structure is as follows:
<br />Live Loads (in accordance with IBC Table 1607.1)
<br />Occupancy or Use
<br />Uniform Live
<br />Load
<br />Concentrated
<br />Live Load
<br />Notes
<br />Floor, Residential
<br />40-psf
<br />-
<br />Wind Design Data
<br />ASCE 7-10, Chapter 28: Simplified Envelope Procedure
<br />Ultimate Design Wind Speed (3-sec gust), Volt
<br />Nominal Wind Speed, Vasd
<br />110-mph
<br />85-mph
<br />Risk Catagory
<br />II
<br />Wind Exposure
<br />B
<br />Internal Pressure Coefficient
<br />N/A
<br />Exterior Components and Cladding
<br />25-psf
<br />Topographical Factor, Kt
<br />1.00
<br />Snow Loads
<br />(ASCE 7-10, Chapter 7)
<br />Ground Snow Load, P9
<br />25-psf
<br />Flat Roof Snow Load, Pf = 0.7 Ce Ct Is P9
<br />25-psf
<br />* Snow Exposure Factor, Ce
<br />1.0
<br />* Snow Load Importance Factor, IS
<br />1.0
<br />* Thermal Factor, Ct
<br />1.2
<br />See Drawings for Additional Loading Criteria.
<br />Seismic Design Data
<br />ASCE 7-10, Section 12.8: Equivalent Lateral Force Procedure
<br />Risk Catagory
<br />II
<br />Seismic Importance Factor, le
<br />1.0
<br />Mapped Spect. Accel., Short Period, Ss
<br />Mapped Spect. Accel., 1-Sec, S1
<br />1.326
<br />0.504
<br />Site Class
<br />D
<br />Spectral Response Coeff., Short Period, SDS
<br />Spectral ResponseCoeff., 1-Sec, SD1
<br />0.880
<br />0.500
<br />Seismic Design Catagory
<br />D
<br />Basic Seismic -Force -Resistance System
<br />Ply. Shear Walls
<br />Response Modification Factor, R
<br />6.5
<br />Seismic Response Coefficient, Cs
<br />0.13
<br />Design Base Shear, V
<br />0.13 x Weight
<br />1.3 Structural Drawings shall be used in conjunction with all other project documents for bidding and construction. Contractor shall verify dimensions and
<br />conditions for compatibility and shall notify architect of all discrepancies prior to construction.
<br />1.4 Contractor shall provide Temporary Bracing for the structure and structural components until all final connections have been completed in accordance with
<br />the drawings.
<br />1.5 Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the work.
<br />1.6 Contractor -initiated changes shall be submitted in writing to the Architect and Structural Engineer for approval prior to fabrication or construction. Changes
<br />shown on shop drawings only will not satisfy this requirement.
<br />1.7 Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown,
<br />similar details of construction shall be used, subject to review and approval by the Architect and the Structural Engineer.
<br />1.8 All structural systems composed of components to be field erected shall be supervised by the Supplier during manufacturing, delivery, handling, storage and
<br />erection in accordance with instructions prepared by the Supplier.
<br />WOOD:
<br />6.1 Framing Lumber shall be kiln dried or MC-19, and graded and marked in conformance with WCLB Standard Grading Rules for West Coast Lumber No. 17.
<br />Unless otherwise noted, furnish to the following minimum standards:
<br />Member Use
<br />Size
<br />Species
<br />Grade
<br />Studs
<br />2x, 3x
<br />Hem -Fir or SPF
<br />STUD
<br />Beams
<br />4x
<br />Douglas Fir -Larch
<br />No. 2
<br />6.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards. Each member shall bear an AITC Identification Mark and
<br />shall be accompanied by an AITC certificate of conformance. Furnish to the following minimum standards:
<br />Member Use
<br />Combination
<br />Species
<br />Fb,1
<br />Fb,.
<br />F,iX
<br />FAX
<br />EX
<br />Beams
<br />24F-V4
<br />DF/DF
<br />2400-psi
<br />1850-psi
<br />650-psi
<br />265-psi
<br />1800-ksi
<br />Camber all glulam beams to 3,500' radius, unless otherwise noted. Glued laminated members exposed to
<br />weather or moisture shall be treated with an approved preservative.
<br />6.3 Roof, Floor & Wall Sheathing shall be APA Rated, Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product
<br />Standards DOC PS-1 or DOC PS-2, or APA PRP-108 Performance Standards and Policies for Structural Use Panels. See Drawings for thickness, span
<br />rating, and nailing requirements. Unless otherwise noted, wall sheathing shall be'/2" (nominal) with Span Rating of 24/0. Glue floor sheathing to all
<br />supporting members with adhesive conforming to APA Specification AFG-01.
<br />6.4 Wood members shall be protected against decay and termites in accordance with IBC Section 2304.12. Where required, members shall be naturally durable
<br />species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1. Members
<br />shall be clearly labeled. Modifed treated members (ripped or end cut) shall be field treated in accordance with specification AWPA M4.
<br />6.5 Timber Connectors and Proprietary Fasteners shall be "Strong -Tie" by Simpson Company, as specified in their current catalog. Provide number and size of
<br />fasteners as specified by manufacturer. Connectors shall be installed in accordance with the manufacturer's instructions. Where connector straps connect
<br />two members, center strap on joint and provide number and size of fasteners as specified by manufacturer, with equal number and size of fasteners in each
<br />member.
<br />Alternate hardware manufacturer substitutions, such as USP Connectors, shall be [CC approval for equal or greater load capacities. All joist hangers and
<br />other hardware shall be compatible in size with specified framing members. See Hanger Conversion Table for pre -approved substitutions.
<br />Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturer's recommendations or ASTM A 653, Type G185.
<br />6.6 Dowel -Type Fasteners (Bolts, Lag Screws, Wood Screws and Nails) shall conform to Sections 11 and 12 of the ANSI/AWC NDS-2015.
<br />Dowel Type Fastener
<br />Grade
<br />Requirements at Exterior Use or
<br />when in Contact w/ Treated Lumber
<br />Installation
<br />All-Thread/Threaded Rod
<br />ASTM F1554
<br />ASTM B 695, Class 55 Galvanized
<br />ANSI/AWCNDS-2015 Section 12.1.3
<br />or Stainless Steel
<br />Hole = Rod 0 + (1/32" to 1/16")
<br />Washer @ Each Nut
<br />Nails
<br />ASTM F1667
<br />ASTM A 153 Galvanized
<br />ANSI/AWC NDS-2015 Section 12.1.6
<br />or Stainless Steel
<br />Avoid Overdriving or Underdriving; Avoid Wood Splitting
<br />Toenails 300, 1/3 Nail Length from Joint
<br />Nails specified on the drawings shall be as follows:
<br />Nail Use
<br />Penny
<br />Weight
<br />Grade
<br />Framing Nails
<br />12d Box
<br />0.131"0 x 31/4"
<br />Sheathing Nails
<br />8d Common
<br />0.131 "0 x 2%2'
<br />All Metal Fasteners exposed to weather or in contact with treated wood shall be protected from corrosion according to table above. Nuts and bolts exposed
<br />to weather or in contact with treated wood shall be galvanized in accordance with ASTM A 153 or Stainless Steel. See above for Proprietary Fastener
<br />requirements. Do not substitute standard Dowel -Type Fasteners for Proprietary Fasteners unless specifically allowed.
<br />6.7 Wood Framing Notes: The following apply unless otherwise noted on the drawings:
<br />A. All wood framing details shall be constructed to the minimum standards of the IBC. Nailing not specified on the drawings shall conform to IBC Table
<br />2304.10.1 or ICC ES ESR-1539. Coordinate the size and location of all openings with Mechanical and Architectural Drawings.
<br />B. Wall Framing: Stud wall size and spacing shall be in accordance with the plan notes. Two studs minimum shall be provided at the ends of all walls, at
<br />each side of all openings, and at the ends of all beams and headers.
<br />C. Individual members of Built -Up stud posts shall be nailed to each other with framing nails @ 12"oc, staggered. Individual members of Built -Up joist
<br />beams shall be nailed to each other with framing nails @ 12" oc; staggered.
<br />D. Floor Framing: Provide solid blocking at all bearing points. Toenail joists to supports with two framing nails. Attach timber joists to flush headers or
<br />beams with metal joist hangers in accordance with notes above.
<br />QUALITY ASSURANCE:
<br />7.1 Structural Observation is not required.
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<br />ENGINEERING P.S.
<br />19011 Woodinville Snohomish Road NE, Suite 100
<br />WOODINVILLE, WA 98072-4436
<br />PHONE:425-814-8448 FAX:425-821-2120
<br />PROJECT NUMBER:
<br />PROJECT MANAGER:
<br />BTL
<br />DRAWN BY:
<br />BDS
<br />DATE:
<br />11-14-19
<br />REVISIONS:
<br />I
<br />REVISIONS 1 01-21-2020
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<br />CITY OF �VERETT
<br />Permit Services
<br />GENERAL
<br />STRUCTURAL
<br />NOTES
<br />S1.0
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