|
GENERAL STRUCTURAL NOTES:
<br />CRITERIA:
<br />1.1 All Materials, workmanship, design, and construction shall conform to the drawings, specifications, and the lnternatlonal 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 IEC 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 />Wind, Design Data
<br />ASCE 7-10, Chapter 28: Simplified Envelope Procedure
<br />Ultimate Design Wind Speed (3-sec gust), Vlt I I 0-mph
<br />Nominai Wind Speed, Vasd 85-mph
<br />Risk Catagory 11l
<br />Wind Exposure B
<br />internal Pressure Coefficient N/A
<br />Exterior Components and Cladding 25-psf
<br />Topographical Factor, Kt 1.00
<br />SnowLoads
<br />(ASCE 7-10, Chapter 7)
<br />Ground Snow Load, P9 25-psf
<br />Fiat Roof Snow Load, Pf = 0.7 CL Ct is P9 25-psf
<br />• Snow Exposure Factor, Ce 1.0
<br />• Snow Load Importance Factor, is 1.0
<br />Thermal Factor, Ct 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, l,
<br />1.0
<br />Mapped Spect. Accell., Short Period, Ss
<br />Mapped Spect. Accel., 1-Sec, S,
<br />1.326
<br />0.504
<br />Site Class
<br />D
<br />Spectral Response Coeff., Short Period, SDS
<br />Spectral Response Coeff., 1-Sec, SDI
<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.
<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 />1A 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 systerns composed of components to be field erected shall be supervised by the Supplier during manufacturing, defivery, 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-1 9, and graded and marked in conformance with VVCLB 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 />4.x
<br />Douglas Fir -Larch
<br />No. 2
<br />5.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AlTC Standards. Each member shall bear an AlTC identification Mark and
<br />shall be accompanied by an AITC certificate of conformance. Furnish to the following minimum standards:
<br />Mamber Use
<br />Combination
<br />Species
<br />Fld,,,
<br />Fb.-
<br />FLx
<br />Fvx
<br />Ex
<br />Beams
<br />24F-V4
<br />DFIDF
<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 I Plywood or OSB manufactured under the provisions of Voluntary Product
<br />Standards DOC PS-1 or DOC PS-2, or APA PRP-1 08 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 V2" (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 lBC 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 lCC approval for equal or greater load capacities. All joist hangers and
<br />other hardware shall be compatibie 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 />6.8 Dowel -Type Fasteners (Bolts, Lag Screws, Wood Screws and Nails) shall conform to Sections 11 and 12 of the ANSUAWC NDS-2015.
<br />Dowel Type Fastener
<br />Grade
<br />Requirements at Exterior Use or
<br />when in Contact wl Treated Lumber
<br />Installation
<br />X l-Th read/Th read ed Rod
<br />ASTNAI F1554
<br />ASTM 8 695, Class 55 Galvanized
<br />ANSI/AWC; NDS-2015 Section 12.1.3
<br />or Stainless Steel
<br />Hole = Rod 0 + 0 /32" to 1/16")
<br />Washer @ Each Nut
<br />Nails
<br />ASTM F1667
<br />ASTM A 153 Galvanized
<br />ANSl/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 />bait Use
<br />Penny
<br />Weight
<br />Grade
<br />Framing Nails
<br />12d Box
<br />0 . 131 "0 x 3Y4"
<br />Sheathing Nails
<br />Sol Common
<br />0.131"0 x 2Y2"
<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 Dowell -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 lCC ES ESR-1 539. 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 wails, 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"oe, 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.
<br />C
<br />ce)
<br />C)
<br />U
<br />CD
<br />U)
<br />N
<br />4m4
<br />U
<br />6
<br /><
<br />- (D
<br />>
<br />CD
<br />N
<br />co
<br />101 I 2M1
<br />11
<br />A
<br />4 11 wgi 11 ing:
<br />-ENGINEERING P.S.
<br />19011 Woodinville Snohomish Road NE, Suite 100
<br />WOODINVILLE, WA 98072-4436
<br />PHONF2.4251 2fll
<br />PROJECT NUMBER
<br />PROJECT MANAGER:
<br />BTL
<br />DRAWN BY:
<br />BDS
<br />DATE:
<br />11-14-19
<br />REVISIONS:
<br />pp
<br />Z
<br />u
<br />U
<br />P M
<br />V
<br />GENERAL
<br />STRUCTURAL
<br />NOTES
<br />MR.
<br />
|