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GENERAL STRUCTURAL NOTES:
<br /> CRITERIA: WOOD: .,h, Ea,sTeaa°
<br /> 1.1 All Materials,workmanship,design,and construction shall conform to the drawings,specifications,and the International Building Code(IBC),2018 Edition. 6.1 Framing Lumber shall be kiln dried or MC-19,and graded and marked in ccnformance with WCLB Standard Grading Rules for West Coast Lumber No.17. WOOD CONTINUED: F.
<br /> Unless otherwise noted,furnish to the following minimum standards: 6.6 Wood members shall be protected against decay and termites in accordance with IBC Section 2304.12.Where required,members shall be naturally durable
<br /> 1.2 Design Loading Criteria species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1. „,3ssn
<br /> The Design Loading of the Structure is as follows: Member Use Size Species Grade Members shall be clearly labeled.Modifed treated members(ripped or end cut)shall be field treated in accordance with specification AWPA M4.
<br /> Live Loads(in accordance with IBC Table 1607.1) Studs 2x,3x Hem-Fir or SPF STUD 6.7 Timber Connectors and Proprietary Fasteners shall be"Strong-Tie"by Simpson Company,as specified in their current catalog.Provide number and size of
<br /> Joists/Rafters 2x,3x Hem-Fir No.2 fasteners as specified by manufacturer.Connectors shall be installed in accordance with the manufacturer's instructions.Where connector straps connect
<br /> Occupancy or Use Uniform Live Concentrated Notes 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 /> Load Live Load Plates/Misc. 2x,3z Hem-Fir No.2 member.
<br /> Floor,Residential 40-psf - Beams 4x Douglas Fir-Larch No.2
<br /> Altercate hardware manufacturer substitutions,such as USP Connectors,shall be ICC approval for equal or greater load capacities.All joist hangers and
<br /> Balconies&Decks 60-psf - 1.5 x Occupancy Load Posts 4x Douglas Fir-Larch No.2 other hardware shall be compatible in size with specified framing members.See Hanger Conversion Table for pre-approved substitutions.
<br /> Uninhabitable attic,with storage 20-1 - Concurrent with Snow Loads Timber,Beams 6x&Larger Douglas Fir-Larch No.2 Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturer's recommendations or ASTM A 653,Type G185.
<br /> Unihabitable attic,without storage 1 O-psf - Non-concurrent with Snow Loads Timber,Posts 6x&Larger Douglas Fir-Larch No.2
<br /> 8.8 Dowel-Type Fasteners(Boles,Lag Screws,Wood Screws and Nails)shall conform to Sections 11 and 12 of the ANSI/AWC Ni
<br /> Handrails and Guards - 200-Ibs Any point,any direction(ASCE 7-16,Section 4.5.1)
<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 Dowel Type Fastener Grade Requirements at Exterior Use or Installation 1
<br /> Wind Design Data Seismic Design Data shall be accompanied by an AITC certificate of conformance.Furnish to the follow I04ing minimum standards: when In Contact w/Treated Lumber
<br /> ASCE 7-16,Chapter 28:Simplified Envelope Procedure ASCE 7.16,Section 12.8:Equivalent Lateral Force Procedure Member Use Combination species I Fb„ I Fb,- I F.1, I FY, I Ex O
<br /> Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS Section 12.1.3 rT, N
<br /> Basic Design Wind Speed-(3-sec gust),V 100 mph Risk Category II Beams 24F-V4 DF/DF 2400-psi 1850-psi 650-psi 285-psi 1800-ksi or Stainless Steal Hole=Bolt +(1132"1/32"to 1116") w >Cp
<br /> Risk Category II Seismic Importance Factor,I. 1.0 Camber all glulam beams to 3,500'radius,unless otherwise noted.Glued laminated members exposed to Washer @ Bolt Head and @Nut Q O
<br /> Wind Exposure C Mapped Spect.Accel.,Short Period,Ss 1.243 weather or moisture shall be treated with an approved preservative. All-Thread/Threaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 O A ❑ :
<br /> Mapped Spect.Accel.,1-Sec,St 0.441 or Stainless Steel Hole=Rood 0+(1/32"to 1/16") r O ZZ
<br /> Internal Pressure Coefficient N/A 6.3 Engineered Wood shown on the drawings are based on product manufactured hi Weyerhaeuser in accordance with ICC Report other
<br /> h ESRre not Washer Each Nut Il 1.
<br /> Site Class D Alternate manufacturers maybe used subject to review and approval by the Architect and Structural Engineer.All hangers and other hardware not shown 0
<br /> Exterior Components and Cladding 25-psf 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, Leg Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4
<br /> Topographical Factor,K,� 1.00 Sp oral Response Coeft.,Short Period,Sea 0.994 the grade,the ICC report number,and the quality control agency.Furnish to the following minimum standards: or Stainless Steel Lead Hole=0.5 x Shank 0;Shank Hole=Shank 0 W
<br /> Spectral Response Coeg.,1-See,Sol 0.547 Washer @ Lag Head O
<br /> Member Use Product Fb Fa F. E ICI O�
<br /> Seismic Design Category D - Wood Screws ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5 rT,
<br /> Snow Loads � �( C,4>
<br /> (ASCE 7-1B,Chapter 7) Basic Seismic-Force-Resistance System Ply.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800-psi 310-psi 1550-ksi or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring) JI N
<br /> Ground Snow Load,Ps 25-psf Response Modification Factor,R 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 750-psi 285-psi 2000-ksi Nails ASTM F1667 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.6 W
<br /> Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 750-psi 290-psi 2000-ksi or Stainless Steel Avoid Overdriving or Underdriving;Avoid Wood Splitting
<br /> Flat Roof Snow Load,Pr=0.7 C.G I.Ps 25-psf Seismic Response Coefficient,Ca 0.15 Toenails 30%1/3 Nail Length from Joint
<br /> Snow Exposure Factor,Ce 1.0 Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400-psi 1300-ksi
<br /> Snow Load Importance Factor,I. 1.0 Design Base Shear,V 13.55 KIPS Nails specified on the drawings shall be as follows:
<br /> Thermal Factor,CI 1.2 6.4 Roof,Floor&Wall Sheathing shall be APA Rated,Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product Nail Use Penny Grade
<br /> Do not adjust for slope or drift unless noted on the Drawings. 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 Weight
<br /> See Drawings for Additional Loading Criteria. rating,and nailing requirements.Unless otherwise noted,wall sheathing shall be'A"(nominal)with Span Rating of 24/0.Glue floor sheathing to all Framing Nails 12d Box
<br /> supporting members with adhesive conforming to APA Specification AFG-01. 9 0.131"0 x 3Y4"
<br /> 1.3 Structural Drawings shall be used in conjunction with all other project documents for bidding and construction.Contractor shall verify dimensions and 6.5 Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturer in accordance with TPI 1-2014 for the spans and conditions shown on Sheathing Nails 8d Common 0,131"0 x 2Y2"
<br /> conditions for compatibility and shall notify architect of all discrepancies prior to construction. the drawings.Wood trusses shall utilize approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer).
<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 /> 1.4 Contractor shall provide Temporary Bracing for the structure and structural components until all final connections have been completed in accordance with Unless otherwise noted,loading shall be as follows: to weather or in contact with treated wood shall be galvanized in accordance with ASTM At 53/A153W16a or Stainless Steel.See above for Proprietary
<br /> the drawings. Fastener requirements.Do not substitute standard Dowel-Type Fasteners for Proprietary Fasteners unless specifically allowed.
<br /> 1.5 Contractor shall be responsible for all safety precautions and the methods,techniques,sequences or procedures required to perform
<br /> Truss Design Loadingorm the work. 6.9 Wood Framing Notes:The following apply unless otherwise noted on the drawings:
<br /> Member Uniform Load
<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 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 /> sf Chord Snow Load 25-p
<br /> shown on shop drawings only will not satisfy this requirement. Top 2304.10.1 or ICC ES ESR-1539.Coordinate the size and location of all openings with Mechanical and Architectural Drawings.
<br /> Top Chord Wind Load(Uplift) 15-psf 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 /> 1.7 Drawings indicate general and typical details of construction.Where conditions are not specifically indicated but are of similar character to details shown, 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 /> similar details of construction shall be used,subject to review and approval by the Architect and the Structural Engineer. Top Chord Dead Load 7-psf to framing or concrete below per P1-8 of the shear wall schedule. BTL
<br /> Bottom Chord Live Load 10-psf 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 /> 1.8 All structural systems composed of components to be field erected shall be supervised by the Supplier during manufacturing,delivery,handling,storage and beams shall be nailed to each other with framing nails @ 12"oc,staggered. ENGINEERING P.S.
<br /> erection in accordance with instructions prepared by the Supplier. Bottom Chord Dead Load 5-psf 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 iron w..amw.Sn.m, hR..a NE,Sui=too
<br /> GEOTECHNICAL: headers or beams with metal joist hangers in accordance with notes above. WOODINVE.LE,wA9807-
<br /> Submit shop drawings and design calculations prior to fabricator.submitted documents shall bear the stamp and signature of a registered Professional PHONE:425.8148448 PAX:425-821-2120
<br /> 2.1 Allowable Soil Pressure,Lateral Earth Pressure,and Soil Profile Type are assumed and therefore must be verified.If soils are found to be other than Engineer,State of Washington.Truss design drawings shall include,at a minimum,the following: 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 /> assumed,notify the Structural Engineer for possible foundation redesign.Footings shall bear on firm,undisturbed earth at least 18"below adjacent finished of floor and roof sheathing.Provide approved panel edge clips centered between joists/trusses at unblocked roof sheathing edges.All floor sheathing
<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 edges shall have a roved tongue-and-groove joints.Toenail blocking to supports with framing nails @ 12"oc.At blocked floor and roof diaphragms,
<br /> provide for subsurface drainage. A. Slope or Depth,Span and Spacing a flat 2x blocking a amed panel edges and nail with edge nailing specified.
<br /> B. Location of all Joints and Support Locations
<br /> C. Number of Plies if greater than one QUALITY ASSURANCE:
<br /> Geotechnica/Properties D. Required Bearing Widths .1 Speclal Inspection is+wt•require. tandard inspections shall be in accordance with IBC Section 110. -ECTNumeER: 23-664-18
<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 /> Soil Site Gleaa D ion PRGJECT.uNAcsR: RMH
<br /> F. Other Lateral Loads,including Drag Strut Loads 7.2 Structural O servo Ian is not required.
<br /> Soil Bearing 1500 psf G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use a oRAwd BY: BIDSH. Maximum Reaction Force and Direction(including Maximum Uplift) �j s�iN1l- `� � -f /�- v/ C�'��' onTs: 11-13-2023
<br /> I. Metal-Connector-Plate Type,Size,Thickness,and Location
<br /> CONCRETE: J. Size Species and Grade for each Member _
<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 K. TrussAo-Truss Connections and Truss Field Assembly Requirements sly /� RE=aloes:D lVi l�L
<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. L. Calculated Span-to-Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads
<br /> Concrete Strength,based on IBC Section 1904.1,shall be as follows: M. Maximum Axial Tension and Compression Forces in each Truss Member �- NOV 16 2023
<br /> N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used Additional PermitS Are Requlrea
<br /> Type or Location of Concrete Construction Min.28-Day Compressive Strength,fc O. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc. For Th IS Project TO Include:
<br /> (Moderate Exposure) P. Truss-to-Truss and Truss-to-Beam Connection Details and Hardware CITY OF EVERETT
<br /> ® =r
<br /> Interior Slabs-on-Grade 2500-psi Plumbing Sprinkler Services
<br /> Footings,Basement Walls,Foundation/Stem Walls 3000-psi' Mechanical Fire Alarm
<br /> 'Specified compressive strength(f.)specifications address serviceability requirements.Design -i1S//�/�O' ®Electrical
<br /> strength of concrete is 2500-psi,therefore,strength tests are not required. Provided concrete mix
<br /> tickets verifying strength specifications. 1 "ALL ELECTRICAL,MECHANICAL,
<br /> 3.2 Reinforcing Steel shall conform to ASTM A615/A615M-18el and the following: Subject To Field Inspection PLUMBING,FRAMING INSTALLED
<br /> Bar Size Steel Grade THESE DOCUMENTS HAVE NOT BEEN OR ALTERED WITHOUT PERMITS
<br /> #5 bar and larger Grade 60,fy=60,000-psi
<br /> APPROVED FOR THE ISSUANCE OF
<br /> PUBLIC WORK,MECHANICAL,FIRE OR INSPECTION OR APPROVAL
<br /> #4 bar and smaller I Grade 40,fy=40,000-psi PLUMBS ION,ELPERMITECTRICAL OR MUST BE UNCOVERED FOR
<br /> Welded Wire Fabric shall conform to ASTM At 064/A1064M-1 Be
<br /> INSPECTION"
<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)T-O"
<br /> minimum.Laps of larger bars(#6 and#7)shall be T-0",min.Provide corner bars at all wall and footing intersections and lap 2'-O"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 /> �
<br /> Condition Clear Cover Permit#: B2311.048 ROLLED PLANS x� oleos -a/
<br /> q / Site Address: 2508 GRAND AVE
<br /> Footings and Unformed Surfaces cast against and permanently exposed to Earth 3" T/G _7 /z- / �l1CLap/Y/l- aJ'+t fGb�� Owner: RYAN UWPA
<br /> Tenant
<br /> Formed Surfaces exposed to Earth or Weather(06 bars or larger) 2" App.Date: 11/16/2023
<br /> Permit Type: RESIDENTIAL BUILDING
<br /> Formed Surfaces exposed to Earth or Weather#5 bars or smaller)) 1Y" Subtype: It SIDENTIALALTERAT10N(REMODEL,
<br /> Slabs and Wells,interior face(#11 bars and smaller) /y, REPAIR,ADDITION)
<br /> Description: RILL INTERIOR REMODELWITH
<br /> Column Ties or Spirals and Beam Stirrups iY" STRUCTURAL IMPROVEMENTS
<br /> Reviewed By: Z� Oats:
<br /> Office Set _job Site Set
<br /> APPROVED GENERAL
<br /> Office of Community,Planning&Economic Development STRUCTURAL
<br /> PLANNING DEPARTMENT NOTES
<br /> Name._,.._...,.__..__-...._._-,._DATE:
<br /> S01
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