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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), 2018 Edition.
<br />1.2
<br />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 />Balconies & Decks
<br />60-psf
<br />-
<br />1.5 x Occupancy Load
<br />Uninhabitable attic, with storage
<br />20-psf
<br />-
<br />Concurrent with Snow Loads
<br />Unihabitable attic, without storage
<br />10-psf
<br />-
<br />Non -concurrent with Snow Loads
<br />Handrails and Guards
<br />200-lbs
<br />Any point, any direction (ASCE 7-16, Section 4.5.1)
<br />Wind Design Data
<br />ASCE 7-16, Chapter 28: Simplified Envelope Procedure
<br />Basic Design Wind Speed (3-sec gust), V 100 mph
<br />Risk Catagory II
<br />Wind Exposure C
<br />Internal Pressure Coefficient N/A
<br />Exterior Components and Cladding 25-psf
<br />Topographical Factor, Kzt 1.00
<br />Snow Loads
<br />(ASCE 7-16, Chapter 7)
<br />Ground Snow Load, Pg
<br />25-psf
<br />Flat Roof Snow Load, Pf = 0.7 Ce Ct Is Pg
<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 />Do not adjust for slope or drift unless noted on the Drawings.
<br />See Drawings for Additional Loading Criteria.
<br />Seismic Design Data
<br />ASCE 7-16, 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 />1.383
<br />0.491
<br />Site Class
<br />D
<br />Spectral Response Coeff., Short Period, SIDS
<br />Spectral Response Coeff., 1-Sec, SD1
<br />0.922
<br />0.592
<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 />0.15
<br />Design Base Shear, V
<br />0.15 x Weight
<br />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 />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 />Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the work.
<br />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 />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 />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 />GEOTECHNICAL:
<br />2.1 Allowable Soil Pressure, Lateral Earth Pressure, and Soil Profile Type are based on the provided Geotechnical Report. If soils are found to be other than
<br />assumed, notify the Structural Engineer for possible foundation redesign. Footings shall bear on firm, undisturbed earth at least 18" below adjacent finished
<br />grade. Unless otherwise noted, footings shall be centered below columns or walls above. Backfill behind all retaining walls with free draining, granular fill and
<br />provide for subsurface drainage.
<br />Geotechnical Properties
<br />Soil Site Class D
<br />Allowable Soil Bearing Pressure 2500-psf
<br />Geotechnical Report Reference: Harbors Edge by Earth Solutions NW LLC, Project No: ES-7666, dated December 06, 2021.
<br />CONCRETE:
<br />3.1 Concrete shall be mixed, proportioned, conveyed and placed in accordance with IBC Chapter 19 and ACI 318-14. Mix shall be proportioned to produce a
<br />slump of 5" or less. All concrete with surfaces exposed to standing water shall be air -entrained with an air -content conforming to ACI 318-14 Table 19.3.3.1
<br />Concrete Strength, based on IBC Section 1904.1, shall be as follows:
<br />Type or Location of Concrete Construction
<br />(Moderate Exposure)
<br />Min. 28-Day Compressive Strength, fc
<br />Interior Slabs -on -Grade
<br />2500-psi
<br />Footings, Basement Walls, Foundation/Stem Walls
<br />3000-psis
<br />Specified compressive strength (fc) specifications address serviceability requirements. Design
<br />strength of concrete is 2500-psi, therefore, strength tests are not required. Provided concrete mix
<br />tickets verifying strength specifications.
<br />3.2 Reinforcing Steel shall conform to ASTM A615/A615M-18el and the following:
<br />Bar Size
<br />Steel Grade
<br />#5 bar and larger
<br />Grade 60, fy = 60,000-psi
<br />#4 bar and smaller
<br />Grade 40, fy = 40,000-psi
<br />Welded Wire Fabric shall conform to ASTM Al064/A1064M-18a
<br />3.3 Reinforcing Steel shall be detailed (including hooks and bends) in accordance with ACI 318-14. Lap all continuous reinforcement (#5 and smaller) 2'-0"
<br />minimum. Laps of larger bars (#6 and #7) shall be 3-0", min. Provide corner bars at all wall and footing intersections and lap 2'-0" minimum. Lap adjacent
<br />mats of welded wire fabric a minimum of 8" at sides and ends.
<br />No bars partially embedded in hardened concrete shall be field bent unless otherwise noted on the drawings or approved by the structural engineer.
<br />3.4 Concrete Protection (cover) for Reinforcing Steel shall be as follows:
<br />Condition
<br />Clear Cover
<br />Footings and Unformed Surfaces cast against and permanently exposed to Earth
<br />3"
<br />Formed Surfaces exposed to Earth or Weather (#6 bars or larger)
<br />2"
<br />Formed Surfaces exposed to Earth or Weather (#5 bars or smaller)
<br />1Y2"
<br />Slabs and Walls, interior face (#11 bars and smaller)
<br />3/4'
<br />Column Ties or Spirals and Beam Stirrups
<br />1Y2'
<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 />Joists/Rafters
<br />2x, 3x
<br />Hem -Fir
<br />No. 2
<br />Plates/Misc.
<br />2x, 3x
<br />Hem -Fir
<br />No. 2
<br />Beams
<br />4x
<br />Douglas Fir -Larch
<br />No. 2
<br />Posts
<br />4x
<br />Douglas Fir -Larch
<br />No. 2
<br />Timber, Beams
<br />6x & Larger
<br />Douglas Fir -Larch
<br />No. 2
<br />Timber, Posts
<br />6x & Larger
<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 />Fbx+
<br />Fbx-
<br />Fc1x
<br />Fvx
<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 Engineered Wood shown on the drawings are based on product manufactured by Weyerhaeuser in accordance with ICC Report No. ES ESR-1387.
<br />Alternate manufacturers may be used subject to review and approval by the Architect and Structural Engineer. All hangers and other hardware not shown
<br />shall be designed and supplied by the Joist Manufacturer. Each piece shall bear a stamp or stamps noting the name and plant number of the manufacturer,
<br />the grade, the ICC report number, and the quality control agency. Furnish to the following minimum standards:
<br />6.4
<br />6.5
<br />Member Use
<br />Product
<br />Fb
<br />Fcl
<br />Fv
<br />E
<br />Beams
<br />1.55E Laminated Strand Lumber (LSL)
<br />2325-psi
<br />800-psi
<br />310-psi
<br />1550-ksi
<br />Beams
<br />2.0E Laminated Veneer Lumber (LVL)
<br />2600-psi
<br />750-psi
<br />285-psi
<br />2000-ksi
<br />Beams
<br />2.0E Parallel Strand Lumber (PSL)
<br />2900-psi
<br />750-psi
<br />290-psi
<br />2000-ksi
<br />Rim Boards
<br />Laminated Strand Lumber (LSL)
<br />1700-psi
<br />680-psi
<br />400-psi
<br />1300-ksi
<br />Engineered Wood I -Joists shown on the drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No. ES ESR-1153.
<br />Alternate Engineered Wood I -Joists manufacturers may be used subject to review and approval by the Architect and Structural Engineer.
<br />Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturer in accordance with TPI 1-2014 for the spans and conditions shown on
<br />the drawings. Wood trusses shall utilize approved connector plates (MITEK, ITW or other approved Truss Plate Manufacturer).
<br />Unless otherwise noted, loading shall be as follows:
<br />Roof Truss Design Loading
<br />Member
<br />Uniform Load
<br />Top Chord Snow Load
<br />25-psf
<br />Top Chord Wind Load (Uplift)
<br />15-psf
<br />Top Chord Dead Load
<br />7-psf
<br />Bottom Chord Live Load
<br />10-psf
<br />Bottom Chord Dead Load
<br />5-psf
<br />Floor Truss Design Loading
<br />Member
<br />Uniform Load
<br />Top Chord Live Load
<br />40-psf
<br />Top Chord Dead Load
<br />10-psf
<br />Bottom Chord Dead Load
<br />5-psf
<br />Submit shop drawings and design calculations prior to fabrication. Submitted documents shall bear the stamp and signature of a registered Professional
<br />Engineer, State of Washington. Truss design drawings shall include, at a minimum, the following:
<br />A. Slope or Depth, Span and Spacing
<br />B. Location of all Joints and Support Locations
<br />C. Number of Plies if greater than one
<br />D. Required Bearing Widths
<br />E. Design Loads and Locations: Include Top and Bottom Chord Live and Dead Loads, Girder Loads, and Environmental Loads (Seismic, Wind, Snow, etc.)
<br />F. Other Lateral Loads, including Drag Strut Loads
<br />G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use
<br />H. Maximum Reaction Force and Direction (including Maximum Uplift)
<br />I. Metal -Connector -Plate Type, Size, Thickness, and Location
<br />J. Size Species and Grade for each Member
<br />K. Truss -to -Truss Connections and Truss Field Assembly Requirements
<br />L. Calculated Span -to -Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads
<br />M. Maximum Axial Tension and Compression Forces in each Truss Member
<br />N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used
<br />O. Placement Layout including Bearing Points, Intersections, Hips, Valleys, etc.
<br />P. Truss -to -Truss and Truss -to -Beam Connection Details and Hardware
<br />6.6 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'/" (nominal) with Span Rating of 24/0. Glue floor sheathing to all
<br />supporting members with adhesive conforming to APA Specification AFG-01.
<br />6.7 Wood members shall be protected against decay and termites in accordance with IBC Section 2304.12. Where required, members shall be natural) durable
<br />P 9 Y q Y
<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 />6.8 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 ICC 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 />6.9 Dowel -Type Fasteners (Bolts, Lag Screws, Wood Screws and Nails) shall conform to Sections 11 and 12 of the ANSI/AWC NDS-2018.
<br />Dowel Type Fastener
<br />Grade
<br />Requirements at Exterior Use or
<br />Installation
<br />when in Contact w/ Treated Lumber
<br />Bolts
<br />ASTM A307
<br />ASTM B 695, Class 55 Galvanized
<br />ANSI/AWC NDS-2018 Section 12.1.3
<br />or Stainless Steel
<br />Hole = Bolt 0 + (1/32" to 1/16")
<br />Washer @ Bolt Head and @ Nut
<br />All-Thread/Threaded Rod
<br />ASTM F1554
<br />ASTM B 695, Class 55 Galvanized
<br />ANSI/AWC NDS-2018 Section 12.1.3
<br />or Stainless Steel
<br />Hole = Rod 0 + (1/32" to 1/16")
<br />Washer @ Each Nut
<br />Lag Screws
<br />ASTM A307
<br />ASTM A 153 Galvanized
<br />ANSI/AWC NDS-2018 Section 12.1.4
<br />or Stainless Steel
<br />Lead Hole = 0.5 x Shank 0, Shank Hole = Shank 0
<br />Washer @ Lag Head
<br />Wood Screws
<br />ASTM A 153 Galvanized
<br />ANSI/AWC NDS-2018 Section 12.1.5
<br />or Stainless Steel
<br />Pilot Hole = 0.75 x Root 0 (Unless Self -Boring)
<br />Nails
<br />ASTM F1667
<br />ASTM A 153 Galvanized
<br />ANSI/AWC NDS-2018 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 3Y4'
<br />Sheathing Nails
<br />8d 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 Al53/A153M-16a or Stainless Steel. See above for Proprietary
<br />Fastener requirements. Do not substitute standard Dowel -Type Fasteners for Proprietary Fasteners unless specifically allowed.
<br />WOOD (Continued):
<br />6.10 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. All stud bearing walls on wood framing shall have their lower wood plates attached
<br />to framing or concrete below per P1-6 of the shear wall schedule.
<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. Solid blocking for wood columns shall be provided through floors to supports below.
<br />E. Floor and Roof Framing: Provide solid blocking at all bearing points. Toenail joists to supports with two framing nails. Attach timber joists to flush
<br />headers or beams with metal joist hangers in accordance with notes above.
<br />F. Roof and floor sheathing shall be laid up with grain perpendicular to supports and nailed per plan notes. Allow 1/8" spacing at all panel edges and ends
<br />of floor and roof sheathing. Provide approved panel edge clips centered between joists/trusses at unblocked roof sheathing edges. All floor sheathing
<br />edges shall have approved tongue -and -groove joints. Toenail blocking to supports with framing nails @ 12"oc. At blocked floor and roof diaphragms,
<br />provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified.
<br />QUALITY ASSURANCE:
<br />7.1 See Special Inspection and Testing Requirements Table for inspection and testing requirements. Special Inspection shall be in accordance with IBC Section
<br />1704.2. Standard inspections shall be in accordance with IBC Section 110.
<br />7.2 Structural Observation in accordance with IBC Section 1704.6 is not required.
<br />SPECIAL INSPECTION AND TESTING REQUIREMENTS
<br />Verification and Inspection
<br />Continuous
<br />Periodic
<br />Comments
<br />Wood Shear Walls: Nailing (panel
<br />edges and holdowns)
<br />x
<br />Not req'd for P1-6
<br />Soils
<br />Refer to Geotechnical Report Requirements
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<br />DESCRIPTION
<br />DATE
<br />PERMIT SET
<br />09/02/2022
<br />1
<br />CITY COMMENTS
<br />05/17/2023
<br />2
<br />REVISIONS
<br />11/30/2023
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<br />SAGI HOME-5
<br />S
<br />T
<br />u o a IT w e s r
<br />Sage Homes Northwest
<br />9505 19th Ave SE
<br />Suite 118
<br />Everett, WA 98208
<br />www.sagehomesnw.com
<br />JOB NO.:
<br />22-447-02
<br />PLOT DATE
<br />09/02/2022
<br />DATE: 09/02/2022
<br />SCALE: Ya" = 1'-0..
<br />DRAWN: BIDS
<br />CHCKD: RMH
<br />SHEET NO.:
<br />S01
<br />
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