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GENERALSTRUCTURALNOTES
<br />CRITERIA:
<br />1,1 All Materials, workmanship, design, and construction shall conform to the drawings, smalil a l ns, and the jade (IBC), 2018 Edison.
<br />1 2 Design Loading CriteriaThe Design Loading of the Structure is as follows:
<br />Live Loads (in accordance with IBC Table 7607.1)
<br />Occupancy or Use Uniform Live Concentrated Notes
<br />Load Live Load
<br />Floor. Residential 40-psf -
<br />Balconies 8 Decks 50-psf - LS x Occupancy Load
<br />Uninhabitable attic, with storage 201 - Concument with Snow Loads
<br />Unihabitable attic, without storage 10-psi - Non -concurrent with Snow Loads
<br />Handrails and Guards - I 200-lbs Any point, any direction (ASCE 7-16 flecii,j. 5.1)
<br />Wind Design Data Seismic Design Data
<br />ASCE 7.16, Chapter 28: Simplified Envelope Procedure ASCE 7-16, Section 12.8: Equivalent Lateral `roe .Yoceaure
<br />Basic Design Wind Speed (3-sec gust), V 100 mph Risk Category II
<br />Risk Category II Seismic Importance Facial, 1. 1.0
<br />Wind Exposure B Mapped Specl. Accel., Short Penct, 1.500
<br />Intermal Pressure Coefficient NIA Mapped Sped. Admi., 1-Sec, S, 0.600
<br />Exterior Components antl Cladding 25-psf Site Class D
<br />Topographical Factor, Ka - t�0 spectral Response Coet., Short Period. Ct, 1.200
<br />Spectral Response Coeff., I -Sec, So I 0.600
<br />Snow Loads
<br />(ASCE 7.16, Chapter 7)
<br />Ground Snow Load, Pp
<br />25-1,11
<br />y
<br />Flat Roof Snow Load, Or = 0.7 Ce Ci I, Pe
<br />25-psf
<br />` Snow Exposure Factor, Cr
<br />LO
<br />` Snow Load Importance Factor, Is
<br />1.0
<br />Thermal Factor, Ct
<br />L2
<br />Do not adjust for slope or tlnft unless noted on the Drawings.
<br />See Drawings for Additional Loading Criteria.
<br />Seismic Design Category
<br />D
<br />Basic Seismic -Force -Resistance System
<br />Ply. Shear Walls
<br />Response Modification Factor. R
<br />6.5
<br />Seismic Response Coefficient C.
<br />0.18
<br />Design Base Shear, V
<br />0.18 x Weight
<br />11 Structural Drawings shall be used ,n con)uncton with at oll- project documents forbidding to onsl u,niun
<br />conditions for compatibility and shall notify architect or all discrepancies prior to construction.
<br />1,4 Contractor shall provide Temporary Bracing for the slrumma avid structural components until all final r,n :i,:,ns Ira,..
<br />the drawings.
<br />1.5 Contractor shall be responsible for all sorely precautions arlo i- methods. techniques, sequences ur proce(wre,
<br />1,6 Contractor -initiated changes shall be submitted tit w:n,ng lc Vie Architect antl Structural Engineer, for .,I .,ai
<br />shown on shop drawings only will not ssGsty this raq,,naii
<br />1.7 Drawings indicate general and typical details o: conso-t 1 Vvhara conditions are not apecJ¢aliy u,Jlcated but -pia
<br />similar details of construction shall be used, subject to review and approval by the Architect and me Structural Eny„i :..
<br />1.8 All structural systems composed of d-jounenis to Us held erected chat be supervisetl by the Su,ei
<br />erection in accordance with instructions prepared by me ^ouppliar.
<br />:nly dimensions and
<br />,leled in accordance with
<br />rn1 the work.
<br />,, construction. Changes
<br />.ratter to details shown,
<br />.eiy, handling, storage and
<br />GEOTECHNICAL'
<br />2.1 Allowable Soil Pressure, Lateral Earth Pressure, anti doll Protie Typz era assumed and the: eio:¢ ..... l and to be other than
<br />coed, nosy the Structural Engineer for possible foundation redesign. Footings shall Ueai on 51111 undlsh,rbad 8" below adjacent finished
<br />grade. Unless otherwise notetl, footings shall be centered below columns or walls above. Backlit beiilnd all rate;,,,,.,, ree draining, granular fill and
<br />provide for subsurface drainage.
<br />Geotechnical Properties
<br />Soil Site Class
<br />D
<br />2000-psf
<br />35-pcf
<br />Allowable Soil Bearing Pressure
<br />Active Lateral Earth Pressure tUnrestrainea)
<br />Islamic Lateral Earth Pressure
<br />6Wpsf
<br />Passive Lateral Earth Pressure
<br />31
<br />Base Friction Coefficient
<br />0.35
<br />CONCRETE
<br />3.1 Concrete shall be mixed, proportioned convoyed ani placed in accordance with IBC C1laptea J AU ,1d 1-I. nt- .1 i .ii i opurtioned to produce a
<br />slump of 5' or less. All concrete with surfaces exposed to standing water shall be air-entramea with an air -content ccnr:mi. i, ;Cl 318.14 Table 19.3.3.1.
<br />Concrete Strength, based on ISC Section 190=.1. shall be as follows:
<br />Type or Location of Concrete Construction Min. 28-Day Compressive Strength, f'c
<br />(Moderate Exposure)
<br />Interior Slabs -on -Grade 2500-psi
<br />Footings, Basement Walls, Foundation/Stem Walls 3000-1 .I
<br />1 Specified compressive strength (fr) specifications address serviceability requirements. Design
<br />strength of concrete is 2500-psi, therefore, strength tests are not required. Provided concrete m,a
<br />tickets verifying strength specifications.
<br />3.2 Reinforcing Steel shall conform to ASTM A616IA615111 be I and the following',
<br />Bar Size
<br />Steel Garin
<br />#5 bar and larger
<br />Glade 60, fy = 60,000-psi
<br />#4 bar and smaller
<br />Grade 40, fy = 40,000-91ii
<br />Welded Wire Fabric shall conform to ASTM At 0641A I U6410-18a
<br />3.3 Reinforcing Steal shall be detailed fincludmg r- and her., in ad ... d.cce with ACI i In .
<br />m. Laps of larger bars (#6 and #7) shall be 3'-0", min- Provide corner bars st all wall :u.
<br />mats of welded wire fabric a minimum of 8" at sides and ends.
<br />No bars partially embedded in hardened concrete shall be telJ bent unless otherwise naleh m, die d,.,
<br />3.4 Ccricrere Protection louver) for Reinforcing Steel shall be > tallowy
<br />Condition C'm:;: -
<br />Footings and Unformed Surfaces cast again;, antl permanently exposed to Earth
<br />Formed Surfaces exposed to Earth or Weather (#6 bars or larger) -.
<br />Formed Surfaces exposed to Earth or Weather (#5 Lars ur smaller) f
<br />Slabs and Walls, interior face (# 11 bars and smaller)
<br />Column Ties or Spirals and Beam Stirrups
<br />(lf5 and smaller) 2'-T
<br />,' minimum. Lap adjacent
<br />him,tural engineer.
<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 />St.
<br />species
<br />Grade
<br />Studs
<br />2x, 3x
<br />Her it 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 8 Larger
<br />Douglas Fir -Larch
<br />No. 2
<br />Timber, Posts
<br />6x 8 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. Fumish to the following minimum standards:
<br />Member Use Combination Species I Fb„ I i I Frrx I Fill Fat
<br />Beams I 24F-V4 I DF/DF 2400-pal 1850-psi 650-psi I 265-psi I1800-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-13B7.
<br />Alternate manufacturers may be used subject to review and approval by the Architect and Structural Engineer. Ail 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 me manufacturer,
<br />the grade, the ICC report number, and the quality control agency. Furnish to the following minimum standards:
<br />Member Use
<br />Product
<br />Fs
<br />I Fri
<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 1
<br />285-psi
<br />2000-1dsi
<br />Beams
<br />2.0E Parallel Still Lumber (PSL)
<br />I 2900-psi
<br />750-psi
<br />290-psi
<br />2000-ksi
<br />Rim Boards
<br />Laminated Strand Lumber (LSL)
<br />1700-psi
<br />680-1
<br />400-psi
<br />1300-ksi
<br />6.4 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 />6.5 Prefabricated Connector Plate Wood Tmsses shall be designed by me manufacturer in accordance with TPI 1-2014 for the spans and conditions shown on
<br />the drawings. Wood trusses shall Wlae approved connector plates (MITEK.
<br />ITW or other approved Truss Plate Manufacturer).
<br />Unless otherwise rioted, 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-ps1
<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 it 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, W ri 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. Truse-to-Truss Connections and Truss Field Assembly Requirements
<br />L. Calculated Span-ta-DeBedion 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. Truss4o-Truss and Truss -to -Beam Connection Details and Hardware
<br />6.6 Roof, Floor 8 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, ar APA PRP-108 Performance Standards and Policies for Structural Use Panels. See Drawings for thickness, span
<br />rating, and nailing requirements. Unless otiterwise noted, wall sheathing shall be h" (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 accomance 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 specificatiAWPA on U1. Members
<br />shall be clearly labeled. Modified treated members (ripped or and cut) shall be field treated in accordance with specification AWPA M4.
<br />WOOD(C.Miroil:
<br />6.8 Tmber Connectors and Proprietary Fasteners shall be "SVong-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 me manufacturers 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 />Allemate 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 sae with specified framing members. See Hanger Conversion Table for pre -approved substitutions.
<br />Timber Connectors and Nair fasteners shall be protected from corrosion in accordance with manufacturers recommendations or ASTM A 853, Type G185.
<br />6.9 Dowel -Type Fasteners (Bolts, Lag Screws, Wood Screws and Nails) shall conform 0 Sections I and 12 of the ANSUAWC 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 = Boa 0 + (1132" to 1/16")
<br />Washer @ Bolt Head and @ Nut
<br />All-Thread7Threaded 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 + (1132" 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 12.1.6
<br />or Stainless Steel
<br />Pilot Hole = 0.75 x Root 0 (Unless Self -Boring)
<br />Nails
<br />ASTM F1667
<br />ASTM A III Galvanized
<br />ANSI/AWC NDS-2018 Section 12.1.6
<br />or Stainless Steel
<br />Avoid Overdriving or Undemriving; Avoid Wood Splitting
<br />Toenails 30°, t/3 Nail Length from Joint
<br />Nails specified tin me arawlmos shall be as follows:
<br />Nail Use
<br />Penny
<br />Weight
<br />Grade
<br />Framing Nails
<br />12d Box
<br />0.131"0 x 3Yx"
<br />Sheathing Nails
<br />ad Common
<br />0.131"0 x 2Y"
<br />AII Metal Fasteners exposed to weather or in contact with treated wood shall be protected from corrosion according to table above. Nuts and bolls exposed
<br />to weather or in contact with treated wood shall be galvanized in accordance with ASTM A153YAl 53M-16a or Stainless Steel. Sea above for Proprietary
<br />Fastener requirements. Do not substitute standard Dowel -Type Fasteners for Proprietary Fasteners unless specifically allowed.
<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 cunfomh 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 tie provided at the ends of all walls at
<br />each aide 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 Pi-6 of the shear wall schedule.
<br />C. Individual members of Bitlli stud posts shall be nailed to each other with framing nails @ 12"or,, Staggered, Individual members of Built -Up joist
<br />beams shall be nailed to each other with framing nails @ 12"or,, 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 boating points. Toenail joists to supports with two framing nails. Attach lumber 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 joista/trusses at unblocked roof sheathing edges. All floor sheathing
<br />edges shall have approved tongue-randbgroove joints. Toenail blocking to supports with (raring 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 />71 Special Inspection shall be in accordance with IBC Section 1704.2. Standard inspections shall be in accordance with IBC Section 110.
<br />7.2 Structural Ob-i n accordance _iM`IBr'SbpjsOoi aaWrsd.-�
<br />SPECIAL INSPECTIONS REQUIRED:
<br />PER IBC 1705.12.2.
<br />PERIODIC SPECIAL INSPECTION SHALL BE
<br />REQUIRED FOR NAILING, ANCHORING, AND OTHER
<br />FASTENING OF ELEMENTS OF THE SEISMIC FORCE -
<br />RESISTING SYSTEM, INCLUDING WOOD SHEAR
<br />WALLS, WOOD DIAPHRAGMS, DRAG STRUTS,
<br />BRACES, SHEAR PANELS AND HOLD-DOWNS.
<br />SPECIAL INSPECTIONS ARE NOT REQUIRED WHEN
<br />THE FASTENER SPACING IS MORE THAN 4INCHES.
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