(S-Sheets) 1600 plan 2021-06-25GENERAL STRUCTURAL NOTES:Live Loads (in accordance with IBC Table 1607.1)Occupancy or UseUniform LiveLoadConcentratedLive LoadNotesFloor, Residential40-psf-Balconies & Decks60-psf-1.5 x Occupancy LoadUninhabitable attic, with storage20-psf-Concurrent with Snow LoadsUnihabitable attic, without storage10-psf-Non-concurrent with Snow LoadsHandrails and Guards-200-lbsAny point, any direction (ASCE 7-16, Section 4.5.1)Wind Design DataASCE 7-16, Chapter 28: Simplified Envelope ProcedureBasic Design Wind Speed (3-sec gust), V110 mphRisk CatagoryIIWind ExposureBInternal Pressure CoefficientN/AExterior Components and Cladding25-psfTopographical Factor, Kzt1.00Seismic Design DataASCE 7-16, Section 12.8: Equivalent Lateral Force ProcedureRisk CatagoryIISeismic Importance Factor, Ie1.0Mapped Spect. Accel., Short Period, SSMapped Spect. Accel., 1-Sec, S11.3720.500Site ClassDSpectral Response Coeff., Short Period, SDSSpectral Response Coeff., 1-Sec, SD10.9400.600Seismic Design CatagoryDBasic Seismic-Force-Resistance SystemPly. Shear WallsResponse Modification Factor, R6.5Seismic Response Coefficient, CS0.14Design Base Shear, V0.14 x WeightSnow Loads(ASCE 7-16, Chapter 7)Ground Snow Load, Pg25-psfFlat Roof Snow Load, Pf = 0.7 Ce Ct Is Pg* Snow Exposure Factor, Ce* Snow Load Importance Factor, Is* Thermal Factor, Ct1.01.01.225-psfDo not adjust for slope or drift unless noted on the Drawings.See Drawings for Additional Loading Criteria.Geotechnical PropertiesSoil Site ClassDAllowable Soil Bearing Pressure2000-psfType or Location of Concrete Construction(Moderate Exposure)Min. 28-Day Compressive Strength, f'cInterior Slabs-on-Grade2500-psiFootings, Basement Walls, Foundation/Stem Walls3000-psi11 Specified compressive strength (f'c) specifications address serviceability requirements. Design strength of concrete is 2500-psi, therefore, strength tests are not required. Provided concrete mix tickets verifying strength specifications.Bar SizeSteel Grade#5 bar and largerGrade 60, fy = 60,000-psi#4 bar and smallerGrade 40, fy = 40,000-psiWelded Wire Fabric shall conform to ASTM A1064/A1064M-18aConditionClear CoverFootings and Unformed Surfaces cast against and permanently exposed to Earth3"Formed Surfaces exposed to Earth or Weather (#6 bars or larger)2"Formed Surfaces exposed to Earth or Weather (#5 bars or smaller)112"Slabs and Walls, interior face (#11 bars and smaller)34"Column Ties or Spirals and Beam Stirrups112"Member UseSizeSpeciesGradeStuds2x, 3xHem-Fir or SPFSTUDJoists/Rafters2x, 3xHem-FirNo. 2Plates/Misc.2x, 3xHem-FirNo. 2Beams4xDouglas Fir-LarchNo. 2Posts4xDouglas Fir-LarchNo. 2Timber, Beams6x & LargerDouglas Fir-LarchNo. 2Timber, Posts6x & LargerDouglas Fir-LarchNo. 2Member UseCombinationSpeciesFbx+Fbx-Fc┴xFvxExBeams24F-V4DF/DF2400-psi1850-psi650-psi265-psi1800-ksiCamber all glulam beams to 3,500' radius, unless otherwise noted. Glued laminated members exposed toweather or moisture shall be treated with an approved preservative.Member UseProductFbFc┴FvEBeams1.55E Laminated Strand Lumber (LSL)2325-psi800-psi310-psi1550-ksiBeams2.0E Laminated Veneer Lumber (LVL)2600-psi750-psi285-psi2000-ksiBeams2.0E Parallel Strand Lumber (PSL)2900-psi750-psi290-psi2000-ksiRim BoardsLaminated Strand Lumber (LSL)1700-psi680-psi400-psi1300-ksiRoof Truss Design LoadingMemberUniform LoadTop Chord Snow Load25-psfTop Chord Wind Load (Uplift)15-psfTop Chord Dead Load7-psfBottom Chord Live Load10-psfBottom Chord Dead Load5-psfFloor Truss Design LoadingMemberUniform LoadTop Chord Live Load40-psfTop Chord Dead Load10-psfBottom Chord Dead Load5-psfDowel Type FastenerGradeRequirements at Exterior Use orwhen in Contact w/ Treated LumberInstallationBoltsASTM A307ASTM B 695, Class 55 Galvanizedor Stainless SteelANSI/AWC NDS-2018 Section 12.1.3Hole = Bolt Ø + (1/32" to 1/16")Washer @ Bolt Head and @ NutAll-Thread/Threaded RodASTM F1554ASTM B 695, Class 55 Galvanizedor Stainless SteelANSI/AWC NDS-2018 Section 12.1.3Hole = Rod Ø + (1/32" to 1/16")Washer @ Each NutLag ScrewsASTM A307ASTM A 153 Galvanizedor Stainless SteelANSI/AWC NDS-2018 Section 12.1.4Lead Hole = 0.5 x Shank Ø; Shank Hole = Shank ØWasher @ Lag HeadWood ScrewsASTM A 153 Galvanizedor Stainless SteelANSI/AWC NDS-2018 Section 12.1.5Pilot Hole = 0.75 x Root Ø (Unless Self-Boring)NailsASTM F1667ASTM A 153 Galvanizedor Stainless SteelANSI/AWC NDS-2018 Section 12.1.6Avoid Overdriving or Underdriving; Avoid Wood SplittingToenails 30°, 1/3 Nail Length from JointNails specified on the drawings shall be as follows:Nail UsePennyWeightGradeFraming Nails12d Box0.131"Ø x 314"Sheathing Nails8d Common0.131"Ø x 212"CRITERIA:1.1All Materials, workmanship, design, and construction shall conform to the drawings, specifications, and the International Building Code (IBC), 2018 Edition.1.2Design Loading CriteriaThe Design Loading of the Structure is as follows:1.3Structural Drawings shall be used in conjunction with all other project documents for bidding and construction. Contractor shall verify dimensions andconditions for compatibility and shall notify architect of all discrepancies prior to construction.1.4Contractor shall provide Temporary Bracing for the structure and structural components until all final connections have been completed in accordance withthe drawings.1.5Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the work.1.6Contractor-initiated changes shall be submitted in writing to the Architect and Structural Engineer for approval prior to fabrication or construction. Changesshown on shop drawings only will not satisfy this requirement.1.7Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown,similar details of construction shall be used, subject to review and approval by the Architect and the Structural Engineer.1.8All structural systems composed of components to be field erected shall be supervised by the Supplier during manufacturing, delivery, handling, storage anderection in accordance with instructions prepared by the Supplier.GEOTECHNICAL:2.1Allowable Soil Pressure, Lateral Earth Pressure, and Soil Profile Type are assumed and therefore must be verified. If soils are found to be other thanassumed, notify the Structural Engineer for possible foundation redesign. Footings shall bear on firm, undisturbed earth at least 18" below adjacent finishedgrade. Unless otherwise noted, footings shall be centered below columns or walls above. Backfill behind all retaining walls with free draining, granular fill andprovide for subsurface drainage.CONCRETE:3.1Concrete shall be mixed, proportioned, conveyed and placed in accordance with IBC Chapter 19 and ACI 318-14. Mix shall be proportioned to produce aslump 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.Concrete Strength, based on IBC Section 1904.1, shall be as follows:3.2Reinforcing Steel shall conform to ASTM A615/A615M-18e1 and the following:3.3Reinforcing Steel shall be detailed (including hooks and bends) in accordance with ACI 318-14. Lap all continuous reinforcement (#5 and smaller) 2'-0"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 adjacentmats of welded wire fabric a minimum of 8" at sides and ends.No bars partially embedded in hardened concrete shall be field bent unless otherwise noted on the drawings or approved by the structural engineer.3.4Concrete Protection (cover) for Reinforcing Steel shall be as follows:WOOD:6.1Framing 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.Unless otherwise noted, furnish to the following minimum standards:6.2Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards. Each member shall bear an AITC Identification Mark andshall be accompanied by an AITC certificate of conformance. Furnish to the following minimum standards:6.3Engineered Wood shown on the drawings are based on product manufactured by Weyerhaeuser in accordance with ICC Report No. ES ESR-1387.Alternate manufacturers may be used subject to review and approval by the Architect and Structural Engineer. All hangers and other hardware not shownshall 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,the grade, the ICC report number, and the quality control agency. Furnish to the following minimum standards:6.4Engineered Wood I-Joists shown on the drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No. ES ESR-1153.Alternate Engineered Wood I-Joists manufacturers may be used subject to review and approval by the Architect and Structural Engineer.6.5Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturer in accordance with TPI 1-2014 for the spans and conditions shown onthe drawings. Wood trusses shall utilize approved connector plates (MITEK, ITW or other approved Truss Plate Manufacturer).Unless otherwise noted, loading shall be as follows:Submit shop drawings and design calculations prior to fabrication. Submitted documents shall bear the stamp and signature of a registered ProfessionalEngineer, State of Washington. Truss design drawings shall include, at a minimum, the following:A.Slope or Depth, Span and SpacingB.Location of all Joints and Support LocationsC.Number of Plies if greater than oneD.Required Bearing WidthsE.Design Loads and Locations: Include Top and Bottom Chord Live and Dead Loads, Girder Loads, and Environmental Loads (Seismic, Wind, Snow, etc.)F.Other Lateral Loads, including Drag Strut LoadsG.Adjustments to Wood and Metal Connector Plate Design Value for Conditions of UseH.Maximum Reaction Force and Direction (including Maximum Uplift)I.Metal-Connector-Plate Type, Size, Thickness, and LocationJ.Size Species and Grade for each MemberK.Truss-to-Truss Connections and Truss Field Assembly RequirementsL.Calculated Span-to-Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total LoadsM.Maximum Axial Tension and Compression Forces in each Truss MemberN.Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be usedO.Placement Layout including Bearing Points, Intersections, Hips, Valleys, etc.P.Truss-to-Truss and Truss-to-Beam Connection Details and Hardware6.6Roof, Floor & Wall Sheathing shall be APA Rated, Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary ProductStandards DOC PS-1 or DOC PS-2, or APA PRP-108 Performance Standards and Policies for Structural Use Panels. See Drawings for thickness, spanrating, and nailing requirements. Unless otherwise noted, wall sheathing shall be ½" (nominal) with Span Rating of 24/0. Glue floor sheathing to allsupporting members with adhesive conforming to APA Specification AFG-01.6.7Wood members shall be protected against decay and termites in accordance with IBC Section 2304.12. Where required, members shall be naturally durablespecies or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1. Membersshall be clearly labeled. Modifed treated members (ripped or end cut) shall be field treated in accordance with specification AWPA M4.6.8Timber Connectors and Proprietary Fasteners shall be "Strong-Tie" by Simpson Company, as specified in their current catalog. Provide number and size offasteners as specified by manufacturer. Connectors shall be installed in accordance with the manufacturer's instructions. Where connector straps connecttwo members, center strap on joint and provide number and size of fasteners as specified by manufacturer, with equal number and size of fasteners in eachmember.Alternate hardware manufacturer substitutions, such as USP Connectors, shall be ICC approval for equal or greater load capacities. All joist hangers andother hardware shall be compatible in size with specified framing members. See Hanger Conversion Table for pre-approved substitutions.Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturer's recommendations or ASTM A 653, Type G185.6.9Dowel-Type Fasteners (Bolts, Lag Screws, Wood Screws and Nails) shall conform to Sections 11 and 12 of the ANSI/AWC NDS-2018.All Metal Fasteners exposed to weather or in contact with treated wood shall be protected from corrosion according to table above. Nuts and bolts exposedto weather or in contact with treated wood shall be galvanized in accordance with ASTM A153/A153M-16a or Stainless Steel. See above for ProprietaryFastener requirements. Do not substitute standard Dowel-Type Fasteners for Proprietary Fasteners unless specifically allowed.WOOD (Continued):6.10Wood Framing Notes: The following apply unless otherwise noted on the drawings: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 Table2304.10.1 or ICC ES ESR-1539. Coordinate the size and location of all openings with Mechanical and Architectural Drawings.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, ateach 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 attachedto framing or concrete below per P1-6 of the shear wall schedule.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 joistbeams shall be nailed to each other with framing nails @ 12"oc, staggered.D.Solid blocking for wood columns shall be provided through floors to supports below.E.Floor and Roof Framing: Provide solid blocking at all bearing points. Toenail joists to supports with two framing nails. Attach timber joists to flushheaders or beams with metal joist hangers in accordance with notes above.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 endsof floor and roof sheathing. Provide approved panel edge clips centered between joists/trusses at unblocked roof sheathing edges. All floor sheathingedges shall have approved tongue-and-groove joints. Toenail blocking to supports with framing nails @ 12"oc. At blocked floor and roof diaphragms,provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified.QUALITY ASSURANCE:7.1Special Inspection is not required. Standard inspections shall be in accordance with IBC Section 110.7.2Structural Observation in accordance with IBC Section 1704.6 is not required.ONWFOE
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06/25/2021 PERMIT SUBMITTALDATE:SHEET:Cantergrove
Lacey, WA
PLAN 160006/25/2021Century CommunitiesS1.1GENERAL
STRUCTURAL
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LEGENDANCHOR BOLTS FOR SHEAR WALL ABOVE PER SCHEDULE OF 1/S3.1BEARING OR SHEAR WALL ABOVEDETAIL CALL-OUTCRAWL SPACE POST BELOWXXXFOUNDATION WALLSLAB-ON-GRADE PER PLAN NOTE 1XXSX.XFOOTING CALL-OUT SEE 5/S3.2XXP1-XFOUNDATION PLAN NOTES:1.Slab-on-Grade shall be 4" thick with 6x6 W1.4xW1.4 WWM at center, u.o.n. Slab shall be poured over Vapor Barrier placed overFree-Draining Granular Fill. See Architectural Drawings for Slab Elevation, Depression, and Slope requirements.2.Construction/Control Joint in Slabs are optional but recommended to control cracking. When used, slab areas between joists shallbe approximately square and 400-sf or less.3.The Contractor shall determine actual footing elevations based on final grades and site conditions. Bottom of Footings shall be seton competent, properly graded bearing soil below Frost Depth.4.Anchor Bolts for Exterior Stud Walls shall be in accordance with P1-6 of the Shear Wall Schedule of 1/S3.1, u.o.n.SLAB-ON-GRADEPER NOTE 1(ELEV. VARIES)POST PERS2.2
(TYP
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)242424242424ABA66Z POST BASEPER 9/S3.122'-512"20'-612"25'-0"11'-3"11'-3"2'-0"5'-3"5'-3"5'-3"5'-3"2'-412"16'-3"2'-412"7'-6"14'-6"10"10"3'-0"SLAB-ON-GRADEPORCHABA66Z POST BASEPER 15/S3.112" W x 12" DEEPTHICKENED SLAB EDGEFOOTING W/ CONT. (2)#4BARS, BOTT. TYP. ATPATIO8'-0"SLAB-ON-GRADEPATIO10'-8"
1'-912"
2'-0"P1-6P1-4P1-2P1-4PER13/S3.2(H=6'-0")P1-4PER13/S3.2(H=6'-0")P1-6
P1-6
2'-0"ABA66Z POST BASEPER 15/S3.114'-4"12" W x 12" DEEPTHICKENED SLABEDGE FOOTING W/CONT. (2)#4 BARS,BOTT. TYP. AT PATIO2S3.22S3.23S3.21S3.2(TYP)4S3.2(TYP)STEPSTEMWALLSTEPSTEMWALLSTEPSTEMWALLSTEP STEMWALLSTEPSTEMWALLSTEPSTEMWALLSTHD14RJPER 11/S3.2STHD14RJPER 11/S3.2STHD14PER 17/S3.2STHD14S
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ENIGN BTLENGINEERING P.S.19011 Woodinville Snohomish Road NE, Suite 100PHONE: 425-814-8448 FAX: 425-821-2120WOODINVILLE, WA 98072-4436REV DATE
06/25/2021 PERMIT SUBMITTALDATE:SHEET:Cantergrove
Lacey, WA
PLAN 160006/25/2021Century Communities10428161/4"=1'-0"\\192.168.0.3\Projects\Century Communities\Cantergrove\Plan 1600 (2018 Code)\CAD\S2.1.dwg, 6/25/2021 10:06:19 AM, 1:1
LEGENDSILL PLATE OR PONY WALL BELOWSHEAR WALL BELOW PER SCHEDULE OF 1/S3.1BEARING OR SHEAR WALL ABOVEDETAIL CALL-OUTPOST BELOWxxx XXSX.XP1-XFLUSH FRAMED (BOTTOM FLUSH W/ BOTTOM OF FRAMING)(F)BLOCK THRU FLOOR FOR POST ABOVEPT. LD.FOUNDATION WALL BELOWFLOOR FRAMING PLAN NOTES:1.Floor Sheathing shall be ¾" thick T&G (Panel Span Rating 48/24). Glue Sheathing to all Framing Members and Blocking belowwith adhesive conforming to A.P.A.Specification AFG-01. Fasten Sheathing to Framing with 0.131"Ø x 212" Nails as follows:See Drawings for other Sheathing Nailing requirements.2.Floor Framing shall be as indicated on plan. Refer to General Structural Notes for other requirements.Framing, Edges6"ocFraming, Field10"ocBoundaries, Blocking, Struts6"ocPOST BASEPER S2.1SLAB-ON-GRADEPER S2.1SLAB-ON-GRADEPER S2.1SLAB-ON-GRADEPER S2.1POST BASEPER S2.1POST BASEPER S2.1CRAWLSPACE VENT PERARCH'L - SEE 20/S3.2, TYP.CANT.2x10 DF#2@16"oc,TYP UNOCRAWLSPACEACCESS PERARCHDBL JOISTDBL JOIST4x10 KITCHENISLAND ABV2S3.22S3.27S3.27S3.26S3.210S3.26S3.24S3.2LUS28, TYP.8S3.28S3.29S3.2ADJUST SPACING ORHEADOUT AS REQ'DFOR PLUMBING, TYP.DBL JOISTDBL JOISTPT LDPT LD4x4 POSTTYP. UONS2.2MAIN FLOOR
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ENIGN BTLENGINEERING P.S.19011 Woodinville Snohomish Road NE, Suite 100PHONE: 425-814-8448 FAX: 425-821-2120WOODINVILLE, WA 98072-4436REV DATE
06/25/2021 PERMIT SUBMITTALDATE:SHEET:Cantergrove
Lacey, WA
PLAN 160006/25/2021Century Communities10428161/4"=1'-0"\\192.168.0.3\Projects\Century Communities\Cantergrove\Plan 1600 (2018 Code)\CAD\S2.2.dwg, 6/25/2021 10:06:27 AM, 1:1
LEGENDSHEAR WALL BELOW PER SCHEDULE OF 1/S3.1BEARING OR SHEAR WALL ABOVEDETAIL CALL-OUTPOST BELOWxxx XXSX.XP1-XFLUSH FRAMED (BOTTOM FLUSH W/ BOTTOM OF FRAMING)(F)BLOCK THRU FLOOR FOR POST ABOVEPT. LD.BEARING OR SHEAR WALL BELOWFLOOR FRAMING PLAN NOTES:1.Floor Sheathing shall be ¾" thick T&G (Panel Span Rating 48/24). Glue Sheathing to all Framing Members and Blocking belowwith adhesive conforming to A.P.A.Specification AFG-01. Fasten Sheathing to Framing with 0.131"Ø x 212" Nails as follows:At areas indicated as Blocked Diaphragm, provide 2x Flat Blocking (per General Structural Notes) at all Unframed Sheathing PanelEdges. Fasten Sheathing to Framing and Blocking with 0.131"Ø x 212" Nails as follows:See Drawings for other Sheathing Nailing requirements.2.Floor Framing shall be as indicated on plan. Change spacing, as required, to meet the deflection requirements. Loading shall beas follows, u.o.n.:Maximum Live Load deflection shall be the smaller of L/480 or 38". Refer to General Structural Notes for other requirements.ROOF FRAMING PLAN NOTES:3.Roof Sheathing shall be 716" thick (Panel Span Rating 24/16). Fasten Sheathing to Framing with 0.131"Ø x 212" Nails as follows:At Unframed Panel Edges, provide PSCA Framing Clips centered between each Framing Member. See Drawings for otherSheathing Nailing requirements.At areas indicated as Blocked Diaphragm, provide 2x Flat Blocking (per General Structural Notes) at all Unframed Sheathing PanelEdges. Fasten Sheathing to Framing and Blocking with 0.131"Ø x 212" Nails as follows:See Drawings for other Sheathing Nailing requirements.4.Roof Framing shall be as indicated on plan. Refer to General Structural Notes.5.Trusses marked Strut shall be designed to accommodate the indicated loads and connections.6.Overframing Members shall be 2x4 @ 24"oc posted down to main framing below w/ 2x4 @ 48"oc, staggered, or as indicated by theTruss Manufacturer.7.Provide solid Flat Blocking at all Valleys. Fasten Sheathing to Blocking in accordance with Note 3.8.Provide H2.5A Clip each side or TLOK6 Screw each ply at 2-ply or greater Girder Truss ends, typ.WALL FRAMING PLAN NOTES:9.Exterior Walls shall be Shear Wall type P1-6 with 2x6 Studs @ 16"oc, u.o.n.Interior Walls shall be 2x4 Studs @ 16"oc, u.o.n.10.Where adjacent Shear Walls are in contact, nail studs together per 3/S3.1. See 1/S3.1 for special stud requirements at Shear Walltypes P1-3, P1-2, and P2-2.11.Headers shall be 4x8, u.o.n. See Detail 13/S3.1.12.Built-up Stud Groups in Walls supporting Beams, Posts or Girder Trusses above shall be (2) Studs, u.o.n. See General StructuralNotes for fastening requirements.Framing, Edges6"ocFraming, Field10"ocBoundaries, Blocking, Struts6"ocFraming, Edges4"ocFraming, Field10"ocBoundaries, Blocking, Struts4"ocTop Chord Live Load40-psfTop Chord Dead Load10-psfBottom Chord Live LoadN/ABottom Chord Dead Load5-psfFraming, Edges6"ocFraming, Field12"ocBoundaries, Blocking, Struts6"ocFraming, Edges4"ocFraming, Field12"ocBoundaries, Blocking, Struts4"oc18" DEEP GIRDER TRUSSHUC48(600# LOAD)4x10 (F)GIRDER END TRUSS4x8 HDR4x10 HDR4x8 HDR(2)
2
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6(2)2x6BALLOON FRAME TOROOF W/ (2) 2x6 @ 16"oc18" MANUF. OPENWEB TRUSSES @24"oc, TYP. UON6x6 POST W/ LPC6ZCAP (PAIR)6x6 POST W/ LPC6ZCAP (PAIR)HUC48(250# LOAD)2x4 SHTG LEDGER W/(2) 0.131"Ø x3" EA STUD2x FULL DEPTHLEDGER W/ (2)0.131"Ø x3" @ 16"ocLOW 2x6 RAFTERS @24"oc W/ (3) 0.131"Ø x3"TOENAILS TO LEDGER512 x1012 GLB (F)RAISED HEEL GIRDERGABLE END TRUSS -BEAR & POCKET ONBM EA END4x8 HDR P1-6P1-48S3.14x8 (F)P1-4PER13/S3.2(H=6'-0")P1-4PER13/S3.2(H=6'-0")P1-6
P1-6 1S3.36S3.3P1-22S3.31S3.414S3.39S3.3512 x1012 GLB HDR(EXTEND HDR TO CORNER)RAISED HEEL MONOTRUSSES @ 24"oc2S3.3(2)2x6(2)2x6TRUSS MFR TO DESIGNTRUSSES FOR ROOF &WALL LOAD ABV ATCANT. TYP.10S3.34x8 (F)2S3.3CS16x4'-0" - LAP LOWER TOPPLATE 1'-4" AND ATTACH TOFLAT 2x4 BLKG BTWN STUDS18" DEEP GIRDER TRUSSHUC48 MAX(1800# LOAD)10S3.3512 x9 GLB HDR
(2
)2x6(2)2x6ADJUST SPACINGAS REQ'D FORPLUMBING, TYP.ADJUST SPACING ASREQ'D FOR MECH.CANT.S2.3UPPER FLOOR
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ENIGN BTLENGINEERING P.S.19011 Woodinville Snohomish Road NE, Suite 100PHONE: 425-814-8448 FAX: 425-821-2120WOODINVILLE, WA 98072-4436REV DATE
06/25/2021 PERMIT SUBMITTALDATE:SHEET:Cantergrove
Lacey, WA
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LEGENDBEARING OR SHEAR WALL BELOWSHEAR WALL BELOW PER SCHEDULE OF 1/S3.1DETAIL CALL-OUTPOST BELOWxxx XXSX.XP1-XLEGENDXX4x10 HDR4x8
HDR
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HDRGIRDER GABLE END TRUSSGIRDER GABLE END TRUSSPREMANUFACTUREDROOF TRUSSES@ 24"oc, TYP.ATTIC ACCESSPER ARCH.P1-6P1-6P1-6P1-6
P1-611S3.411S3.48S3.18S3.116S3.416S3.48S3.14x8
HDRROOF FRAMING PLAN NOTES:1.Roof Sheathing shall be 716" thick (Panel Span Rating 24/16). Fasten Sheathing to Framing with 0.131"Ø x 212" Nails as follows:At Unframed Panel Edges, provide PSCA Framing Clips centered between each Framing Member. See Drawings for otherSheathing Nailing requirements.At areas indicated as Blocked Diaphragm, provide 2x Flat Blocking (per General Structural Notes) at all Unframed Sheathing PanelEdges. Fasten Sheathing to Framing and Blocking with 0.131"Ø x 212" Nails as follows:See Drawings for other Sheathing Nailing requirements.2.Roof Framing shall be as indicated on plan. Refer to General Structural Notes.3.Trusses marked Strut shall be designed to accommodate the indicated loads and connections.4.Overframing Members shall be 2x4 @ 24"oc posted down to main framing below w/ 2x4 @ 48"oc, staggered, or as indicated by theTruss Manufacturer.5.Provide solid Flat Blocking at all Valleys. Fasten Sheathing to Blocking in accordance with Note 1.6.Provide H2.5A Clip each side or TLOK6 Screw each ply at 2-ply or greater Girder Truss ends, typ.WALL FRAMING PLAN NOTES:7.Exterior Walls shall be Shear Wall type P1-6 with 2x6 Studs @ 16"oc, u.o.n.Interior Walls shall be 2x4 Studs @ 16"oc, u.o.n.Where adjacent Shear Walls are in contact, nail studs together per 3/S3.1. See 1/S3.1 for special stud requirements at Shear Walltypes P1-3, P1-2, and P2-2.8.Headers shall be 4x8, u.o.n. See Detail 13/S3.1.9.Built-up Stud Groups in Walls supporting Beams, Posts or Girder Trusses above shall be (2) Studs, u.o.n. See General StructuralNotes for fastening requirements.Framing, Edges6"ocFraming, Field12"ocBoundaries, Blocking, Struts6"ocFraming, Edges4"ocFraming, Field12"ocBoundaries, Blocking, Struts4"ocONWFOE
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ENIGN BTLENGINEERING P.S.19011 Woodinville Snohomish Road NE, Suite 100PHONE: 425-814-8448 FAX: 425-821-2120WOODINVILLE, WA 98072-4436REV DATE
06/25/2021 PERMIT SUBMITTALDATE:SHEET:Cantergrove
Lacey, WA
PLAN 160006/25/2021Century CommunitiesS2.4ROOF
FRAMING PLAN10428161/4"=1'-0"\\192.168.0.3\Projects\Century Communities\Cantergrove\Plan 1600 (2018 Code)\CAD\S2.4.dwg, 6/25/2021 10:06:47 AM, 1:1
HOLD DOWN AND ADD'LSTUD PER PLAN(WHERE OCCURS)STUDS PER PLANFACE NAILING PERSHEAR WALL SCHEDULESTRAP HOLD DOWN PERPLAN (WHERE OCCURS)PANEL EDGE NAILINGPER SHEAR WALLSCHEDULESTUDS PER PLANHOLD DOWN AND ADD'LSTUD PER PLAN(WHERE OCCURS)PANEL EDGE NAILINGPER SHEAR WALL SCHEDULESTRAP HOLD DOWN PERPLAN (WHERE OCCURS)FACE NAILING PERSHEAR WALL SCHEDULEFACE NAILING PERSHEAR WALL SCHEDULEPANEL EDGE NAILINGPER SHEAR WALLSCHEDULESTUDS PER PLAN2x4 FLAT BLOCKINGBEHIND STRAPALT. STRAP LOCATIONPANEL EDGE NAILINGFULL HEIGHTCS16x36" STRAPS @WINDOW CORNERS(APPLY OVER SHEATHING)TOP PLATE PER 18/S3.1HEADER PER PLAN2x HEADER @ OPENINGW/(2) 0.131"Øx3" TOENAILSEA. ENDSTUDS PER PLANFASTENED TOGETHER W/0.131"Øx3" @ 6"oc[(1)2x U.O.N.]CRIPPLESTUDS NOTREQ'D IFLESS THAN 24"CRIPPLE STUDS TOMATCH WALL STUDSHEADER PER PLANTOP CHORD SPLICEBOTTOM CHORD SPLICE4'-0" MIN. BETWEEN SPLICESLOCATE SPLICE @ CENTERLINEOF VERT. STUD, TYP.0.131"Øx3" @ 6"oc(FACE NAIL PER 1/S3.1@ SHEAR WALLS)POST CAP PER PLANBEAM PER PLANPOST PER PLANPOST PER PLANPOST BASEPER PLANFOOTING PER PLANREINF. PER PLAN12"Ø PLINTH w/(3)#4 VERT x TIES @ 12"ocREINFORCING PER PLANPERPLANPERPLAN SLAB-ON-GRADEPER PLANPOST PER PLANPOST BASE PER PLAN W/ALL-THREAD PER MFR.AND 212" SIMPSON SETEPOXY EMBED (NOSPECIAL INSPECTIONREQ'D)SLAB-ON-GRADEPER PLANPOST PER PLANPOST BASE PER PLAN W/ALL-THREAD PER MFR.AND 212" SIMPSON SETEPOXY EMBED (NOSPECIAL INSPECTIONREQ'D)STEM WALL ANDFOOTING PER 3/S7ADD'L FULLHEIGHT STUDSHEAR WALL SCHEDULE(IN ACCORDANCE w/ ANSI/AF&PA SDPWS-2015 SECTION 4.3)Updated 1/20/2021WALLTYPESHEATHINGPANELEDGENAILING‚MINIMUM WIDTH OF NAILEDFACE OF FRAMING @ADJOINING PANEL EDGESƒMUDSILLPLATEFACE NAILING„FRAMING CLIPS…ANCHORAGE TO CONCRETE†SEISMICCAPACITY-h/b = 2h/b = 3.5WINDCAPACITY-h/b = 2h/b = 3.5SINGLEMEMBERBUILT-UPMEMBERANCHOR BOLTSMUDSILL ANCHORSP1-61 SIDE6" oc2x2x2x6" ocA35 @ 27" ocorLTP4 @ 27" oc58"Ø @ 60" ocMASAP @ 52" oc240-plf194-plf240-plf194-plfP1-41 SIDE4" oc2x2x2x4" ocA35 @ 18" ocorLTP4 @ 18" oc58"Ø @ 46" ocMASAP @ 36" oc350-plf284-plf350-plf284-plfP1-31 SIDE3" oc3x(2)2x2x3" ocA35 @ 14" ocorLTP4 @ 14" oc58"Ø @ 36" ocMASAP @ 28" oc450-plf366-plf450-plf366-plfP1-21 SIDE2" oc3x(2)2x2x2" ocA35 @ 712" ocorLTP4 @ 712" oc58"Ø @ 20" ocMASAP @ 18" oc590-plf478-plf820-plf669-plfSHEAR WALL SCHEDULE NOTES(SECTION 4.3.7.1.1)716" OSB or 1532" PLYWOOD SHEATHING OR SIDING EXCEPT GROUP 5 SPECIES. MINIMUM PANEL SPAN RATING OF (24/0). PANELS SHALL NOT BE LESS THAN 4'x8', EXCEPTAT BOUNDARIES AND CHANGES IN FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING.‚(SECTION 4.3.7.1.2. & SECTION 4.3.7.1.3)PANEL EDGE NAILING APPLIES TO ALL SHEATHING PANEL EDGES. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH SHEATHING NAILS @ 12"oc. MAXIMUMSTUD SPACING SHALL BE 16"oc. SHEATHING NAILS SHALL BE 0.131"Ø x 212". PLYWOOD EDGE NAILING SHALL BE STAGGERED. NAILS SHALL BE LOCATED AT LEAST 38"FROM THE PANEL EDGES.ƒ(SECTION 4.3.7.1.4)THE MINIMUM NOMINAL WIDTH OF THE NAILED FACE OF FRAMING AND BLOCKING AT ADJOINING PANEL EDGES SHALL BE AS INDICATED IN THE SCHEDULE.„FACE NAILING APPLIES TO CONDITIONS WHERE FRAMING NAILS CAN BE STRAIGHT DRIVEN THRU FIRST MEMBER AND PENETRATE MAIN MEMBER MINIMUM OF 112".FRAMING NAILS SHALL BE 0.131"Ø x 314". 0.131"Ø x 3" NAILS MAY BE USED WHEN STITCHING TOGETHER (2)2x MEMBERS WITH NO SPACERS.…AT ADJOINING PANEL EDGES WHERE SHEATHING CANNOT LAP ON SINGLE MEMBER AND FACE NAILING CANNOT BE ACCOMPLISHED, FRAMING CLIPS SHALL BE USED TOFASTEN BUILT-UP MEMBERS. USE 0.131"Ø x 212" NAILS AT LTP4 CLIP WHEN INSTALLED OVER 12" SHEATHING.†(SECTION 4.3.6.4.3)ANCHOR BOLTS EMBEDMENT SHALL BE 7", U.O.N. ALL ANCHORS SHALL HAVE 3" x 3" x 0.229" PLATE WASHERS. PLATE WASHER SHALL EXTEND TO WITHIN 12" OF THEEDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. IF SHEATHING IS ON BOTH SIDES OF THE WALL, STAGGER THE ANCHOR BOLTS, AS REQUIRED, SO THATHALF OF THE PLATE WASHERS ARE WITHIN 12" OF THE EDGE OF THE BOTTOM PLATE ON EACH SIDE. HOLE IN PLATE WASHERS MAY BE DIAGONALLY SLOTTED.38"MIN38"MININTERMEDIATE NAILING (12" oc)PANEL EDGE NAILING PER SCHEDULE (STAGGERED)PERƒ34"34"PERƒPERƒ34"SINGLE MEMBER(FLATWISE)BUILT-UP MEMBERSTUD, PLATE, BLOCKING, RIM,OR OTHER FRAMING MEMBER‚ADJOINING PANEL EDGES‚STUD, PLATE, BLOCKING, RIM,OR OTHER FRAMING MEMBERADJOINING PANEL EDGES„‚„‚‚ADJOINING PANEL EDGES…LAP RIM OPTIONLTP4 OPTIONA35 OPTIONLAP PLATE OPTION‚„‚‚‚…„…MUDSILL ANCHOR OPTIONANCHOR BOLT OPTION12" MAX3"x3"x0.229" PLATE WASHERSP.T. MUDSILLCONCRETE STEM WALLPER PLANP.T. MUDSILLCONCRETE STEM WALLPER PLAN† (MUDSILL ANCHOR OPTION)† (ANCHOR BOLT OPTION)13458910131415181920ONWFOE
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ENIGN BTLENGINEERING P.S.19011 Woodinville Snohomish Road NE, Suite 100PHONE: 425-814-8448 FAX: 425-821-2120WOODINVILLE, WA 98072-4436REV DATE
06/25/2021 PERMIT SUBMITTALDATE:SHEET:Cantergrove
Lacey, WA
PLAN 160006/25/2021Century CommunitiesS3.1STRUCTURAL
DETAILS
\\192.168.0.3\Projects\Century Communities\Cantergrove\Plan 1600 (2018 Code)\CAD\DETAILS.dwg, 6/25/2021 10:06:49 AM, 1:1
STEM WALL PERFOUNDATION PLANSTRAP HOLD DOWN PER PLANAPPLIED OVER SHEATHING(2)2x STUD - NAIL SHEATHINGTO EACH MEMBER w/ HALF OFSHEATHING NAILS112"12"SOLID BLOCKINGSTEM WALL PERFOUNDATION PLANSTRAP HOLD DOWNPER PLAN APPLIEDOVER SHEATHING(2)2x STUD, U.O.N.112"12"SOLID BLOCKINGPANEL EDGE NAILING(HALF EA. STUD)25"
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(16)16d
Sinkers CMSTC16 STRAPEXTENSIONSTRAP HOLD DOWN PER PLANAPPLIED OVER SHEATHINGSTEM WALL PERFOUNDATION PLAN(2)2x STUD - NAIL SHEATHINGTO EACH MEMBER w/ HALF OFSHEATHING NAILSANCHOR BOLTS PER 1/S3.1112"STRAP HOLD DOWN PER PLANAPPLIED OVER SHEATHINGSTEM WALL PERFOUNDATION PLAN(2)2x STUD - NAIL SHEATHINGTO EACH MEMBER w/ HALF OFSHEATHING NAILSANCHOR BOLTS PER 1/S3.1112"*NO NAILSBOTTOM 2HOLES*SIZEPLANCALLOUT302430" sq x 12" thick24" sq x 8" thickREINFORCING(2) #4 EA. WAYBOTTOM(3) #4 EA. WAYBOTTOMDETAILREFERENCE--3636" sq x 12" thick(4) #4 EA. WAYBOTTOM-4242" sq x 12" thick(5) #4 EA. WAYBOTTOM-NORMAL FOOTINGREINFORCING(1)#4 x 36" DIAGONALNORMAL FOOTINGREINFORCING3'-0" MIN.3'-0" MAX.DADD'L BARS TOMATCH NORMALREINFORCINGLINE OF EXCAVATIONDSTEP IN FOOTINGTOP REINF. PERPLAN3'-0" MAX.2'-6"ADD'L VERT. REINF.ANCHOR BOLTS PER 1/S3.11'-6"5"1'-6" MIN8"8"5"2x6 P.T. PLATEw/ A.B.'s AND PLATEWASHERS PER 1/S3.1#4 @ 18"oc, HORIZ.#4, TOPTYP.4'-0" MAXUNBALANCEDFILLALT. MUDSILL ANCHOR2x6 P.T. PLATE W/MUDSILL ANCHORSPER 1/S3.1SHEATHING PER 1/S3.1SLAB-ON-GRADEPER PLANSTEM WALL AND FOOTINGPER 1/S3.2MUDSILL PER 1/S3.12x STUD WALLPER PLANPANEL EDGE NAILING#4 @ 32"oc, VERT.(ALT. HOOKS)(1)#4, BOTTOM2x4 x 12" EA. SIDEw/ (4)0.131"Øx3" EA.MEMBERBEAM PER PLANREINF. PER PLANBEARING WALL(WHERE OCCURS)2x BLOCKING12"Ø PLINTHw/(3)#4 VERT@ SLOPEPOST PER PLANMAB15, POST TO FOOTINGU.O.N ON PLAN (ALT: EPS4ZPOST BASE)FOOTINGPER PLAN(2) LAYERS BLDG PAPER BTWNPOST AND CONC.P.T. 2x10 LEDGER W/(2)12"ØWEDGE-ALLANCHORS @ 16"oc,STAGGERED EMBED 4"DIAPHRAGM BOUNDARYNAILINGFACENAIL PER 1/S3.1SHEATHING PER PLANJOISTS PER PLANSHEATHING PER 1/S3.12x STUD WALL PER PLANSHEAR WALL EDGE NAILINGSTEM WALL AND FOOTINGPER 1/S3.2LUS210 HANGERS212"314"JOISTS PER PLANSEE 8/S3.2FOR CALL-OUTSIN COMMONFOOTING PER 1/S3.2"H" PER PLANPER PLANCONT. TOP PLATE PER 18/S3.1HEADER PER PLAN(EXTEND TO CORNER)HOLD DOWN PER PLAN(APPLY OVER SHEATHING)#4 @ 16"oc, VERT(HOOK AROUNDFTG. REINF.)#4 @ 16"oc,HORIZPANEL EDGENAILINGFULL HEIGHT(HALF EA. STUD)PANEL EDGENAILINGANCHOR BOLTS PER 1/S3.1ADD'L STUD112" TYP.(2)2xPER PLAN((2)2x MIN.)DIAPHRAGM BOUNDARYNAILING0.131"Øx3" @ 6"ocSHEATHING PER PLANJOISTS PER PLAN2x RIM BOARDSHEATHING PER 1/S3.12x STUD WALL PER PLANSHEAR WALL EDGE NAILINGSHEAR WALL EDGE NAILINGSPLICE SHEATHINGSTEM WALL AND FOOTINGPER 1/S3.2112"PROVIDE SQUASH BLK'GUNDER POSTS AND BUILT UPSTUDS ABOVE (MATCH SIZEABOVE)SHEATHINGNAILS @ 4"ocJOISTS PER PLANSEE 6/S3.2FOR CALL-OUTSIN COMMONJOIST BLOCKING @ 48"oc(NOT REQUIRED IFUNBALANCED FILL < 1'-0")UNBALANCEDFILLPROVIDE SQUASH BLK'GUNDER POSTS AND BUILT UPSTUDS ABOVE (MATCH SIZEABOVE)2x BLKG W/FRAMING CLIPSPER 1/S3.1CANTILEVERFLOOR JOISTSPER PLANDIAPHRAGMBOUNDARY NAILING0.131"Øx3" @ 6"ocSHEATHING PER 1/S3.12x STUD WALLPER PLANSHEAR WALLEDGE NAILINGSHEAR WALL EDGENAILINGSPLICE SHEATHING112"STEM WALL AND FOOTINGPER 1/S3.22x RIM BOARDLOCATE VENTS BETWEENJOISTS AND 1'-0" MIN.FROM HOLDDOWNSFOOTINGS AND STEMWALLS PER PLAN2x RIM BOARD1'-6"SLAB-ON-GRADEPER ARCH'LDRIVEWAY PER ARCH'LREINF. PER 1/S3.2COMPACT STRUCTURALFILL8"5101112131415161719ONWFOE
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ENIGN BTLENGINEERING P.S.19011 Woodinville Snohomish Road NE, Suite 100PHONE: 425-814-8448 FAX: 425-821-2120WOODINVILLE, WA 98072-4436REV DATE
06/25/2021 PERMIT SUBMITTALDATE:SHEET:Cantergrove
Lacey, WA
PLAN 160006/25/2021Century CommunitiesS3.2STRUCTURAL
DETAILS 2012346789\\192.168.0.3\Projects\Century Communities\Cantergrove\Plan 1600 (2018 Code)\CAD\DETAILS.dwg, 6/25/2021 10:06:51 AM, 1:1
SHEATHING PER 1/S3.12x STUD WALL PER PLANHEADER PER PLAN(WHERE OCCURS)SHEAR WALL EDGE NAILINGSHEAR WALLEDGE NAILINGSHEAR WALL EDGE NAILINGFACENAIL PER 1/S3.1DIAPHRAGM BOUNDARYNAILINGSHEATHINGPER PLANTRUSSESPER PLAN2x4 RIM BOARDTOP & BOTTOMCONT. TOP PLATE(SPLICE PER 18/S3.1)FRAMING CLIPS PER 1/S3.1(NOT REQUIRED IFPLYWOOD LAPS RIM BOARD)PROVIDE SQUASH BLK'GUNDER POSTS AND BUILT UPSTUDS ABOVE (MATCH SIZEABOVE)SHEATHING PER 1/S3.12x STUD WALL PER PLANHEADER PER PLAN(WHERE OCCURS)SPLICE SHEATHINGSHEAR WALLEDGE NAILINGSHEAR WALLEDGE NAILINGSHEAR WALLEDGE NAILINGFACENAIL PER 1/S3.1DIAPHRAGMBOUNDARY NAILINGSHEATHINGPER PLANTRUSSES PER PLANSTRONGBACKS PERTRUSS MFR.END TRUSS w/ STUDS@16"ocCONT. TOP PLATE(SPLICE PER 18/S3.1)BEAM PER PLAN(GIRDER WHERE OCCURS)TOP CHORD BEARING TRUSSESPER PLAN-ATTACH TO BEAMw/ (2)0.131"Øx3" TOENAILS (BOTHSIDES, WHERE OCCURS)(2) 2x4 BLK'G WHERE WALLABOVE OCCURS12" MAXSHEATHING PER PLANDIAPHRAGM BOUNDARYNAILINGFACENAIL PER 1/S3.12x4 BLOCKINGTOP CHORD BEARINGTRUSSES PER PLAN-ATTACHTO BEAM w/ (2)0.131"Øx3"TOENAILSBEAM OR GIRDERTRUSS PER PLAN12" MAXHANGER PER TRUSS MFRDIAPHRAGMBOUNDARYNAILING2x4 BLOCKINGw/ (2) ROWS0.131"Øx3" @ 6"ocMONO TRUSSES PER PLAN(2)2x STUD - NAILSHEATHING TO EACHMEMBER w/ HALF OFSHEATHING NAILSSTRAP HOLD DOWNPER PLAN NAIL STRAPOVER SHEATHINGSOLID BLOCKING BELOWBUILT-UP STUDS(2)2x STUD - NAIL SHEATHINGTO EACH MEMBER w/ HALF OFSHEATHING NAILSSTRAP HOLD DOWN PER PLANWRAPPED AROUND BEAM -NAIL STRAP OVER SHEATHINGBEAM PER PLANSOLID BLOCKING BELOWBUILT-UP STUDS(2)2x STUD - NAIL SHEATHINGTO EACH MEMBER w/ HALF OFSHEATHING NAILSSTRAP HOLD DOWN PER PLANWRAPPED AROUND BEAM -NAIL STRAP OVER SHEATHINGBEAM PER PLANSHEATHINGPER 1/S3.12x STUD WALL PER PLANCONT. TOP PLATE(SPLICE PER 18/S3.1)TRUSS PER PLANHEADER PER PLAN(WHERE OCCURS)SHEATHING PER PLANTRUSS BLOCKING(DRAG LOAD = 160PLF)DIAPHRAGMBOUNDARY NAILINGFACENAIL PER 1/S3.1SHEAR WALLEDGE NAILINGFRAMING CLIPSPER 1/S3.1 @ SHEARWALLSSHEATHING PER PLANDIAPHRAGM BOUNDARYNAILINGFACENAIL PER 1/S3.12x4 BLOCKINGHANGER PER TRUSS MFRDIAPHRAGMBOUNDARYNAILING2x4 BLOCKINGw/ (2) ROWS0.131"Øx3" @ 6"ocMONO TRUSSES PER PLAN2x STUD WALL PER PLANHEADER OR BEAM PERPLAN (WHERE OCCURS)TRUSSES PER PLANSTRONGBACKS PERTRUSS MFR.END TRUSS w/ STUDS@16"ocCONT. TOP PLATE(SPLICE PER 18/S3.1)2x STUD WALL PER PLANCONT. TOP PLATE(SPLICE PER 18/S3.1)TRUSS PER PLANHEADER OR BEAM PERPLAN (WHERE OCCURS)SHEATHING PER PLANBEAM PER PLANTOP CHORD BEARING TRUSSESPER PLAN-ATTACH TO BEAMw/ (2)0.131"Øx3" TOENAILS (BOTHSIDES, WHERE OCCURS)SPLICE SHEATHINGSHEAR WALLEDGE NAILINGSPLICE SHEATHINGSHEAR WALLEDGE NAILINGSHEAR WALLEDGE NAILINGSPLICE SHEATHINGSHEAR WALLEDGE NAILINGSPLICE SHEATHING0.131"Øx3"TOENAILS@ 6"ocSHEATHING PER 1/S3.12x STUD WALL PER PLANCONT. TOP PLATE(SPLICE PER 18/S3.1)TRUSS PER PLANHEADER PER PLAN(WHERE OCCURS)SHEATHING PER PLANTRUSS BLOCKING(DRAG LOAD = 180PLF)DIAPHRAGM BOUNDARYNAILINGSHEAR WALLEDGE NAILINGA35 AT EACHTRUSS BLOCKTO TOP PLATE0.131"Øx3" TOENAILS @6"oc1234567101112131415161719ONWFOE
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ENIGNE PLANOISSEFORSLARUTCURTER
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ENIGN BTLENGINEERING P.S.19011 Woodinville Snohomish Road NE, Suite 100PHONE: 425-814-8448 FAX: 425-821-2120WOODINVILLE, WA 98072-4436REV DATE
06/25/2021 PERMIT SUBMITTALDATE:SHEET:Cantergrove
Lacey, WA
PLAN 160006/25/2021Century CommunitiesS3.3STRUCTURAL
DETAILS 201812346789\\192.168.0.3\Projects\Century Communities\Cantergrove\Plan 1600 (2018 Code)\CAD\DETAILS.dwg, 6/25/2021 10:06:52 AM, 1:1
HEADER PER PLAN(WHERE OCCURS)2x STUD WALL PER PLANSHEATHING PER 1/S3.1@ SHEAR WALLSTRUSSES PER PLANCONTINUOUS TOP PLATE(SPLICE PER 18/S3.1)DIAPHRAGM BOUNDARYNAILINGEND TRUSS w/ STUDS @ 24"ocNOTCHED FOR OUTRIGGERSDESIGN FOR 15psf WIND LOAD0.131"Øx3" TOENAILS @ 6"oc2x4 OUTRIGGERS @ 4'-0"ocSHEATHING PER PLAN2x4 BRACING@ 8'-0"OC w/ A34EACH ENDPANEL EDGE NAILINGHEADER PER PLAN(WHERE OCCURS)2x STUD WALL PER PLANSHEATHING PER 1/S3.1@ SHEAR WALLS2x4 VENTED BLOCKINGTRUSSES PER PLAN(SCISSOR WHERE OCCURS)CONTINUOUS TOP PLATE(SPLICE PER 18/S3.1)H1 CLIP EA. TRUSSPANEL EDGE NAILINGDIAPHRAGM BOUNDARYNAILINGSHEATHING PER PLANTimberLOK TLOK6EA. TRUSS℄ 14"20°-30°ALT. to H1SHEATHING PER PLANBOTT. FLUSH BM PER PLANSTUB TRUSSESPER PLANHANGER PERTRUSS MFRDIAPHRAGM BOUNDARYNAILING(2)0.131"Øx3" NAILS EA.ENDFRAMING CLIPS PER 1/S3.1@ SHEAR WALLS2x4 VENTED BLOCKING1234567891011121314151617181920ONWFOE
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ENIGNE PLANOISSEFORSLARUTCURTER
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ENIGN BTLENGINEERING P.S.19011 Woodinville Snohomish Road NE, Suite 100PHONE: 425-814-8448 FAX: 425-821-2120WOODINVILLE, WA 98072-4436REV DATE
06/25/2021 PERMIT SUBMITTALDATE:SHEET:Cantergrove
Lacey, WA
PLAN 160006/25/2021Century CommunitiesS3.4STRUCTURAL
DETAILS
\\192.168.0.3\Projects\Century Communities\Cantergrove\Plan 1600 (2018 Code)\CAD\DETAILS.dwg, 6/25/2021 10:06:53 AM, 1:1