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REVIEWED-RESUB 1-BLD2023-0623+Structural_Plan+8.3.2023_3.29.30_PM+3706442SHEARWALL SCHEDULE SW EXP Notes apply as called out in table below. 1 Anchor bolts embedded at least 7", or 1/2"0 $Titen-HD w/ 4" min embed. See detail SWB. 2 $MASAP can be installed instead of sill bolts with washers. When replacing 1/2"0 sill bolts use 7-10dx11/2" nails (minimum nailing) and when replacing 5/s"0 sill bolts use 9-10dx11/2" nails (maximum nailing). 3 Connections vary depending on condition. 3a May substitute 16d toe nails @ 8"oc for #A35. 4 See detail SWR. 5 See detail SWB. 6 Abutting panel edges require a 2-2x (lamination connection same as WALL BASE PLATE), 3x, or greater stud. 7 See detail DSW. 8 The plate washer shall extend to within 1/2" of the edge of the bottom plate that receives the sheathing or rim At double -sided shearwalls, stagger on both plate edges. SHEAR FLOW CONNECTIONS / SPACING S SILL -TO - FLOOR -TO - ROOF -TO - WALL BASE PLATE CALL FOUNDATION 1, 2 SILL &3WALL WALL 4 5 OUT 5/8"0 @ 60"oc or #A35 @ #LS50 @ 16d @ 10"oc A A 1/2� 0@60�oc 32"oc 3a 48"oc 5/8"0 @ 48"oc or #A35 @ #LS50 @ 16d @ 4"oc B 112"0 @ 32"oc 16"oc 24' oc 5/8"0 @ 24"oc or #A35 @ #LS50 @ 16d @ 3"oc 1 " � /20@16oc 8 12"oc 12"oc 5/8"0 @ 16"oc or #A35 @ #LS50 @ 2-16d @ 3"oc to 4x D 7/2"0 @ 12"oc 8 8"oc 8"oc rim/blkg 5/8"0 @ 12"oc or #HGAIOKT N/A 0.22" x 4" #SDWS C G 1/2"0 @ 8"oc 8 @ 8"oc @ 4"oc to 4x rim HOLDOWN SCHEDULE FWALL SHEATHING CALL OUT SHEATHING THICKNESS EDGE NAILS 6 7/16" 8d @ 6"oc 4 7/16" 8d @ 4"oc 3 7/16" 6 8d @ 3"oc 2 7/16" 6 8d @ 2"oc 19 19/32" both sides 6,7 10d @ 2"oc 1 Deepen the foundation as needed to provide the required holdown embedment into the foundation wall. See Detail MHE 2 Fasten to the end framing members of the shearwall, u.n.o. 3 FOUNDATION ANCHOR may be extended with threaded rod and coupler as required. 4 Provide the minimum embedment and edge distances specified by the manufacturer. 5 Attach to (2) 2x studs minimum (lamination connection same as WALL BASE PLATE; stagger nails), u.n.o. 6 See detail HDN for installation. HOLDOWN / STRAP 1, 2, 4, 6 FASTENERS 5 FOUNDATION ANCHOR 1, 3, 4, 6 COMMENTS *STHD14/14RJ 30-10d common N/A *HTT5KT 26 - *SD #10x21/2 *SB5/8"x24 2-2x4 Min Post U.N.O. *HDU8-SDS2.5 20 - *SDS1/4x2l/2 *SB'/sx24 4x6 Min Post U.N.O. *HDU11-SDS2.5 30 - #SDS'/4x2'/z 1"�T.R. 6x6 Min Post, See detail RFA GENERAL STRUCTURAL NOTES CODE All conditions, materials and construction shall conform to the code specified in the DESIGN CRITERIA, or other codes required by the governing jurisdiction. PROTECTION Through maintenance and current best practices, provide a building envelope that will preserve the integrity of the structure throughout it's lifetime. INSPECTIONS Notify Building Department for inspections required by local jurisdiction. SOILS Bearing capacity of soil shall be per DESIGN CRITERIA or greater. Footing shall bear on solid undisturbed level soil devoid of any organic material and below indicated frost line. COMPACTED FILL shall consist of predominately Well -Graded, granular soil, free of organic material and debris. Fill should be placed in maximum 8" loose lifts and compacted to a minimum of 95 percent of the maximum density at optimum moisture content determined by ASTM D-1557 test procedures. BACNFILL shall be free draining and without organic material and debris from one of the following soil classes SM-SC, SM, SP, SW, GC, GM, GP, and GW. FOUNDATIONS AND RETAINING WALLS Extend footings to undisturbed bearing soil. Do not back -fill until all slabs and/or horizontal diaphragms are constructed, otherwise provide temporary bracing to resist movement. See applicable detail(s): FTG SILL PLATES Use pressure treated 2x plates u.n.o. Embed anchor bolts at least 7" (1/2" (� #Titen-HD w/ 4" min embed). Use 3"x3"x0.229" washers. There shall be a minimum of two bolts per piece spaced not more than 6 feet apart, with one bolt located not more than 12" or less than 4" from each end of each CONCRETE f'c = 3000 psi minimum for environmental exposure (2500 psi used in structural design, or unless greater psi indicated on the plans). 5 1/2 sacks of cement per cubic yard of concrete and a maximum of 6 gallons of water per 94 lb sack of cement. Maximum slump is 4". Segregation of materials shall be prevented through proper handling and placement. REINFORCING STEEL #4 bars and larger shall be Grade 60 deformed bars, and #3 bars shall be Grade 40 (u.n.o.), in accordance with ASTM A-615. Lap splices 32 bar diameters u.n.o. Welded wire fabric shall conform to ASTM A-185 and shall be 6x6 - W1.4xW1.4. Lap one full mesh at splices. CLEAR COVER 3" clr when cast against Earth and 2" clr in all other locations, u.n.o. See applicable detail(s): RI FOOTING DRAINAGE Footing drainage per Building Code section 1805.4.2 & Residential Code section R405.1. WOOD FRAMING in contact with concrete or masonry, or exposed to weather, shall be pressure treated. Numbers in parenthesis, IE (1-1), refer to corresponding engineering calculations. CONNECTORS AND FASTENERS Fasteners, including nuts and washers, and connectors in contact with pressure treated wood shall be hot -dipped zinc -coated galvanized. EXCEPTION: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. SOLID SAWN LUMBER shall meet the following minimum grades (u.n.o.) conforming to "WWPA GRADING RULES FOR WESTERN LUMBER", latest edition: BEAMS, POSTS, RAFTERS, JOIST 6X and wider DF#1 4X DF#2 2x 10 and greater DF#2 2x 8 and smaller HF#2 WALL STUDS 2x HF#2 ENGINEERED WOOD shall meet the following minimum properties: Callout E x 106 (psi) Fb(psi) Fc par (psi) Fc peril (psi) Fv(psi) GLB 1.8E 2400 1650 650 240 All cantilevered and multi -span glue -laminated beams (GLB) shall be V8 unless noted otherwise, additionally cantilevered beams shall have zero camber. 24F-V4 shall be cambered with a 3500' radius u.n.o. LSL 1.55E 1900 2050 900 310 PSL 2.2E 2900 2900 625 290 Engineered wood products shall be protected from moisture to preserve their structural integrity. Provide temporary bracing to avoid permanent deflections resulting from drying under construction dead loads. I -JOISTS Connect I -joist to plate using one 10d (0.131" x 3") nail on each side of bottom flange; drive nails at an agle at least 1 1/2" from end. Connect 1 1/4" LSL rim to I -joists with one 10d (0.131" x 3") nail into top and bottom flange. Full -depth blocking between joists over shearwalls shall be 1 1/4" min LSL. TRUSSES Manufactured trusses are a deferred submittal item designed per CODE section 2303.4 and shall be designed for all loads and load combinations per the CODE. All connections per manufacturer, u.n.o. If truss layout is changed by manufacturer, please notify this office. For trusses over walls, if header is not specified over openings, design truss to span over it. See applicable detail(s): TB Trusses which require drag forces shall be designed for a drag force of: Indicated on the plan OVER -FRAMING Unless noted otherwise by truss manufacturer, overframe with 2x4 rafters @ 24" oc. Post down w/ 2x4 @ 48"oc max. Brace posts over 6'-0" tall perpendicular to wide face. WALL FRAMING & BEARING Walls shall be 2x studs at 16"oc max with double 2x top plate, and 2x base plate (exterior walls shall be 2x6 u.n.o. & interior walls shall be 2x4 u.n.o.). Block all supports solid to the foundation. See applicable detail(s): BHS TPS BEAM PENETRATIONS Allowable beam penetrations shall be made in the middle third of the span and the middle third of the depth. Contact this office for any penetration outside the allowable area. See applicable detail(s): BP POF GENERAL STRUCTURAL NOTES continued WOOD STRUCTURAL PANELS shall meet the performance standards of the "APA" DOC PS1 and PS2 for their intended application (group 5 species not allowed). SHEARWALLS are indicated on the plans with a bold dashed line and labeled SW. The following letter designation refers to the Shearwall Schedule's SHEAR FLOW CONNECTIONS / SPACING table, and the number designation refers to the WALL SHEATHING table. Multiple combinations of letter and number designations may be present. Wall Line numbers, shown inside triangles, refer to corresponding engineering calculations. Attach rated sheathing (indicated below) to 2x min STUDS spaced no more than 16"oc, u.n.o. See Shearwall Schedule for minimum thickness and fasteners (thickness at point of fastened edges governs shear values). All panel edges shall be blocked. Nail intermediate supports @ 12"oc. Do not penetrate nails past flush. Install squash blocks under the ends of all shearwalls where the framing below does not provide full bearing. Construct cripple walls same as the shearwall above, and gable -ends same as the shearwall below. Rated sheathing: 7/16" OSB rated with a 24/16 span rating. 1/2" CD with a 32/16 span rating. See applicable detail(s): SWE ROOF DIAPHRAGM Install either OSB or CD sheathing: 7/16" OSB rated sheathing with a 24/16 span rating; panel clips required when spacing is greater than 20" oc. 1/2" CD rated sheathing with a 32/16 span rating. Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half the long dimension. Nail all boundaries and supported edges with 8d @ 6"oc and interior supports with 8d @ 12"oc, blocking not required u.n.o. COLLECTORS Diaphragms shall be nailed continuously to rims, drag struts, drag trusses and other collector elements at boundary spacing, u.n.o. See applicable detail(s): DTC CS CONNECTIONS and fasteners shall be per CODE Table 2304.10.1 u.n.o. The symbol, "", indicates a hardware connector from the most current Simpson Strong -Tie Catalog. Hardware with equivilent or greater capacities from other manufacturers may be substituted, example you can use USP's Dual Specification Chart to make an equivilent or greater capacity selection. Install per the manufacturer instructions. Fasteners and hardware in contact with pressure treated wood shall be hot -dipped zinc -coated galvanized. NAILS All nails shall be "Standard Common" size per the latest edition of the National Design Specification for Wood Construction (NDS) u.n.o. HOLDOWNLS See the HOLDOWN SCHEDULE. See applicable detail(s): HDN HOC HIC POST CAPS Provide a post cap on isolated columns that most nearly matches the actual member size(s) U.N.O. Each connection shall have a minimum of (3)10d to the post and (3)10d to the beam. HANGERS Model numbers will be specified on the plans for conditions that require more than minimum capacity, otherwise see CONNECTIONS. When a hanger is not specified on the plans, use any size specific model number that fits that member. Always use MAX NAILING. Hanger to match member size. Notching or shimming of beam not allowed unless specified. JOBSITE SAFETY Sound Structural Solutions Inc has not been retained or compensated to provide design and/or construction review services related to the contractor's safety precautions or to means, methods, techniques, sequences or procedures for the contractor to perform their work. The undertaking of periodic site visits by the ENGINEER shall not be construed as supervision of actual construction and not make him responsible for providing a safe place for the performance of work by the contractor, subcontractors, suppliers or their employees, or for access, visits, use work, travel, or occupancy by any person. OWNERSHIP OF DOCUMENTS These drawings and calculations are the intellectual property of Sound Structural Solutions Inc. These drawings may not be used in whole or in part by any person without permission of Sound Structural Solutions Inc. MISCELLANEOUS The contractor shall verify dimensions and conditions at job site. The contractor shall provide temporary bracing as required until all permanent connections and stiffenings have been installed. Do not scale drawings. Pre -fabricated items to be handled and installed per manufacturer's recommendations. GENERAL STRUCTURAL NOTES continued STRUCTURAL STEEL shall meet the following minimum properties: Section Grade F ksi Fu ksi E x 106 (I)Si) W-Shapes ASTM A992 50 65 29 L-Shapes ASTM A36 36 58 29 C-Shapes ASTM A36 36 58 29 Plates ASTM A36 36 58 29 Bolts ASTM A325 Anchor Bolts ASTM A307 All welding shall conform to the latest edition of the A.W.S. D1.1 "Structural Welding Code". All welds shall be 3/16" minimum u.n.o. Welding electrodes shall be E70XX low hydrogen electrodes for maual shielded metal -arc welding or equal electrode for other welding processes. Welded joints shall conform to A.W.S. prequalified joint details for welded construction. All welding shall be performed by W.A.B.O. certified welders. Fabricators of steel items shall be approved per section 1704.2.2 of the CODE. All structural steel not embedded in concrete or masonry shall receive one coat of an approved primer after fabrication and one finish coat after erection. Field burning of holes is not allowed without approval and/or inspection. Provide washers on all bolted connections. Structural bolts shall be A325-X Typical U.N.O. A490-X bolts fully tensioned shall be used as specified in details. SHOP DRAWING REVIEW Once the contractor has completed his review, the Structural Engineer of Record (SER) will review the submittal for general conformance with the design concept and the contract documents for the building and will stamp the submittal accordingly. Redmarks or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications. Once the contractor has completed his review, the Engineer of Record (EOR) will review the submittal for general conformance with the design concept and the contract documents for the building and will stamp the submittal accordingly. Redmarks or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications. => STEEL FABRICATION DRAWINGS The Engineer of Record will review shop drawings for design intent only. Verification of dimensions and quantities are the responsibility of the contractor. Components primarily designed by the Manufacturer shall be stamped by a licensed engineer. A cursory review for design loads used and their impact on the structure shall be performed. Shop drawings shall be reviewed and signed by the contractor prior to the Engineer's review. A copy shall be provided for the Engineers record as well as any plans required for signature. Shop drawings are an aid for field placement and are superseded by the structural drawings. It shall be the contractors responsibility to make certain all construction is in agreement with latest structural drawings. TESTS AND INSPECTIONS INSPECTIONS PER IBC 110: Foundations, footings, underslab systems and framing are subject to inspection by the building official in accordance with IBC 110.3 the contractor shall coordinate all required inspections with the building official. In addition to inspections required by IBC 110, special inspections shall be done in accordance with the "statement of special inspections" per sections 1704 and 1705. SPECIAL INLSPECTORS: Special inspectors shall be employed by the owner to provide special inspections for the project. A special inspector shall be a qualified person who works for an approved agency and demonstrates competence, to the p q p pp 9 Y p , satisfaction of the building official. The special inspector shall keep records of inspections and furnish them to the building official and the engineer of record on a regular basis. A final report documenting required special inspections and the correction of any discrepancies shall be provided prior to the completion of building finishes. Where fabrication of structural components and assemblies is being performed on the premises of a fabrication shop, special inspection of the fabricated items shall be required except where the fabricator is registered and approved to do such work without special inspection in accordance with IBC section 1704.2.5. Periodic inspection allows inspection at intervals necessary to confirm that work requiring special inspection is in compliance with requirements. Continuous special inspection requires that the inspector be on site at all times that work requiring special inspection is performed. Statement of special inspections per IBC sections 1704 and 1705: Special inspections are required by sections 1704, AND 1705 for the items summarized in the special inspection schedule located on this sheet: Special Inspections,. Testing & Structural Observation Schedule INSPECTION ITEMS CONTINUOUS PERIODIC TESTING Concrete Construction (IBC 1705.3) Reinforcing placement X Preparation of test specimens X X INSPECTION SCHEDULE NOTES: 1. Items marked with an "x" shall be inspected in accordance with IBC 1704 by a certified special inspector from an agency approved by the jurisdiction. 2. Special inspection shall not be required for work done in an approved farricator's shop per IBC1704.2.5. verify approval with jurisdiction prior to fabrication. 5. All complete penetration welds shall be tested ultrasonically. ■1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1 ■ 1■ REVIEWED = _ BY CITY OF EDMONDS BUILDING DEPARTMENT i l■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1 ■: Basic Wind Speed (3 sec gust) mph 98 Surface Roughness B Wind Exposure Category B PLAN INSTRUCTIONS READ THIS FIRST These plans are organized so that more detailed or specific information is found in the same way by following the direction shown below: GENERAL STRUCTURAL NOTES SCHEDULES, DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES for more specific information. SCHEDULES DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES and SCHEDULES for more specific information. DETAILS PLANS will often refer to GENERAL STRUCTURAL NOTES, SCHEDULES and DETAILS for more specific information. PLANS See the SYMBOL LEGEND as well as ABREV14TIONS AND ACRONYMS for other additional information used on the PLANS. The term, TYPICAL (or TYP), used with a detail callout or plan note, indicates that the information specified shall apply in all similar conditions. IF YOU HA VEANY QUESTIONS OR CONCERNS CONTACT US IMMEDIA TEL Y! We can be reached immediately by phone: (425) 778-1023 For less pressing questions, email us: inbox@ssseng.com Please help us get to your plans by having this job number handy: s2303012 ABBREVIATIONS AND ACRONYMS ABV ABOVE E.S. EACH SIDE O.C. ON CENTER A. B. ANCHOR BOLT E.W. EACH WAY P.T. PRESSURE TREATED BLW BELOW EA EACH REINF REINFORCEMENT BLK BLOCK E.N. EDGE NAILING REQD REQUIRED BLKG BLOCKING EMBED EMBEDMENT SCHED SCHEDULE B.N. BOUNDARY NAILING EXIST EXISTING SIM SIMILAR BTM BOTTOM FDN FOUNDATION STD STANDARD BRG BEARING FLR FLOOR STRUCT STRUCTURAL BTWN BETWEEN FRMG FRAMING SW SHEARWALL CLR CLEAR FTG FOOTING THRU THROUGH CLTR COLLECTOR G.T. GIRDER TRUSS T.R. THREADED ROD CONC CONCRETE GR GRADE TYP TYPICAL CONN CONNECTION HORIZ HORIZONTAL U.N.O. UNLESS NOTED CONT CONTINUOUS MAX MAXIMUM OTHERWISE CTR CENTER MFG MANUFACTURED VERT VERTICAL DBL DOUBLE MIN MINIMUM w/ WITH DET DETAIL o/ OVER w/o WITHOUT E. E. EACH END oc ON CENTER W.W.F. WELDED WIRE FABRIC DESIGN CRITERIA Governing Code 18 IBC Risk Category II Wind Design Data Earthquake Design Data Gravity Load Data Roofs: loads are psf Dead Live Snow Rafters' .Pitches <_ 8:12 15 0 25 *Solar-Ready3 20 0 25 Trusses (pitched) Witches< 8:12 Top Chord 10 0 25 Bottom Chord 5 0 0 Trusses (flat) *Non -occupiable Top Chord4 10 60 25 Bottom Chord 5 0 0 Notes apply as called out in table above. 1 Rafters of sawn lumber or wood I -joists. 3 Dead load includes 5psf for photovoltaic panels. 4 Slope top chords to drain; see architectural plans. Assumed Soil Data Allowable Soil Bearing 2000 psf Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.294 1-Second Acceleration, S1 0.456 Seismic Design Category D Spectral Response Coefficient, Sos 1.035 Spectral Response Coefficient, Sol 0.561 Seismic Force Resisting System PLAN INSTRUCTIONS READ THIS FIRST These plans are organized so that more detailed or specific information is found in the same way by following the direction shown below: GENERAL STRUCTURAL NOTES SCHEDULES, DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES for more specific information. SCHEDULES DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES and SCHEDULES for more specific information. DETAILS PLANS will often refer to GENERAL STRUCTURAL NOTES, SCHEDULES and DETAILS for more specific information. PLANS See the SYMBOL LEGEND as well as ABREV14TIONS AND ACRONYMS for other additional information used on the PLANS. The term, TYPICAL (or TYP), used with a detail callout or plan note, indicates that the information specified shall apply in all similar conditions. IF YOU HA VEANY QUESTIONS OR CONCERNS CONTACT US IMMEDIA TEL Y! We can be reached immediately by phone: (425) 778-1023 For less pressing questions, email us: inbox@ssseng.com Please help us get to your plans by having this job number handy: s2303012 ABBREVIATIONS AND ACRONYMS ABV ABOVE E.S. EACH SIDE O.C. ON CENTER A. B. ANCHOR BOLT E.W. EACH WAY P.T. PRESSURE TREATED BLW BELOW EA EACH REINF REINFORCEMENT BLK BLOCK E.N. EDGE NAILING REQD REQUIRED BLKG BLOCKING EMBED EMBEDMENT SCHED SCHEDULE B.N. BOUNDARY NAILING EXIST EXISTING SIM SIMILAR BTM BOTTOM FDN FOUNDATION STD STANDARD BRG BEARING FLR FLOOR STRUCT STRUCTURAL BTWN BETWEEN FRMG FRAMING SW SHEARWALL CLR CLEAR FTG FOOTING THRU THROUGH CLTR COLLECTOR G.T. GIRDER TRUSS T.R. THREADED ROD CONC CONCRETE GR GRADE TYP TYPICAL CONN CONNECTION HORIZ HORIZONTAL U.N.O. UNLESS NOTED CONT CONTINUOUS MAX MAXIMUM OTHERWISE CTR CENTER MFG MANUFACTURED VERT VERTICAL DBL DOUBLE MIN MINIMUM w/ WITH DET DETAIL o/ OVER w/o WITHOUT E. E. EACH END oc ON CENTER W.W.F. WELDED WIRE FABRIC DESIGN CRITERIA Governing Code 18 IBC Risk Category II Wind Design Data Earthquake Design Data Gravity Load Data Roofs: loads are psf Dead Live Snow Rafters' .Pitches <_ 8:12 15 0 25 *Solar-Ready3 20 0 25 Trusses (pitched) Witches< 8:12 Top Chord 10 0 25 Bottom Chord 5 0 0 Trusses (flat) *Non -occupiable Top Chord4 10 60 25 Bottom Chord 5 0 0 Notes apply as called out in table above. 1 Rafters of sawn lumber or wood I -joists. 3 Dead load includes 5psf for photovoltaic panels. 4 Slope top chords to drain; see architectural plans. Assumed Soil Data Allowable Soil Bearing 2000 psf Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.294 1-Second Acceleration, S1 0.456 Seismic Design Category D Spectral Response Coefficient, Sos 1.035 Spectral Response Coefficient, Sol 0.561 Seismic Force Resisting System Seismic Force Resisting System Table 12.2-1: A-15 2016 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 Transverse 5 Longitudinal Seismic Response Coefficient, CS 0.159 Transverse 0.207 Longitudinal Seismic Base Shear, V 31152 Ibs BLD2023-0623 SSS Number: s2303012 Project Name: 19515 94th PI W00 Owner: [Duane Landsverk] Project Location: 19515 94th PI W, Edmonds, WA Design Professional: Dream Design Studio M c.n N Z N O J O� w Ln N J W z E O V U p z � Z O w � O v O C N v7 O C S FLF S" M12c � O^b co -o 42771 NA Lsilo This space reserved for governing jurisdiction stamps RESUB Aug 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ORIGIN DATE: 5/12/2023 REVISED: ---- Internal Pressure Coefficient 0.18 Topographic Factor, Kt 1.58 Ground Elevation Factor, Ke 0.99 WALL ANCH PER SW SCHED 2x SILL U.N.O. NAILS @ EDGE PER SW SCHED SPACING CONT, TYP FDN SHEATHING, TYP SHEARWALLS TO FOUNDATION N SWB SHEARWALL BASE PLATE & FOUNDATION CONNECTIONS ~ 16d @ 4" oc z #A35 PER N.T.S. SWBA SW SCHEDULE EXTENT OF EXTENT OF SHEARWALL SHEARWALL TPS SWR SHEARWALL, TYP CRIPPLE STUD DOUBLE TOP PLATE T]I TRUSS HEADER HEADER ISRI INTERIOR SHEARWALL TO ROOF N.T.S. ISRA WINDOW OPENING 36" DOOR DIAPHRAGM BREAK ENI BOUNDARY NAILS #H3 NO BREAK IN DIAPHRAGM NAILS SHEATHING FOR 36" KING STUD @ 4" oc TRIMMER STUD BEAM CONTINUOUS 2X EDGE FULL HEIGHT KING MEMBER STUD EACH SIDE w/ (2)10d (6)10d TO BEAM WALL BEAM/RIM 1.(3) 0.148 x 3" END NAILS TO SWB 1'-0" MAX 2x12 @ 24" EACH KING STUD (TYP) DOUBLE TOP PLATE 4 x 4 IS THE MAXIMUM PENETRATION CRIPPLE STUD BASE PLATE O.0 MAX w/ OR HOLE THAT CAN BE ADDED TO A SHEARWALL (2) 2x6 SHEATHING PERI F (3) 0,148" x 3" STUDS MIN SCHED SHEATHING BREAK AT WALL TOE -NAILS, TYP SHEATHING CONTINUOUS AT WALL SWE SHEARWALL ELEVATION 4X (4) 0.148 x 3" NAILS AFA ARCHITECTURAL FEATURE ATTACHMENT — KING STUD TO HEADER N.T.S. DRDDD SHEATHING PER N.T.S. AF/-1I► A/1 SCHED MINIMUM (2) FULL I BPW BEAM POCKET AT WALL HEIGHT KING STUDSIF N.T.S. WALL FRMG 1@If you can't lap the sheathing then you DIAPHRAGM must install the A35 s as shown (Not Optional) STITCH STUDS w/ 0.148 i HEADER BOUNDARY NAILS PER SW SCHED x 3" NAILS @ 8" oc (TYP) i ROOF DIAPHRAGM NOTCH RAFTER WALL BASE DIAPHRAGM PER EDGE NAILS AROUND TOP PLATE PLATE CONN STRUCT NOTES PROVIDE #LSTA24 OR #CS16 #LSTA24 OR #CS16 PLAN VIEW SHEATHING PER REQUIRED BHS BLKG BLKG @ 48"oc w/ MIN (11) -10d w/ MIN (11) -10d SCHED TRIMMERS e SOLID BLKG OR GABLE RAFTER DIAPHRAGM FASTENERS PER MEMBER DIAPHRAGM FASTENERS PER MEMBER #LS50 PER COLLECTOR U.N.O. U.N.O. FW DBL. SIDED SW AT ADJOINING WALLS KSH KING STUD TO HEADER SW SCHED RAFTER RAFTER EDGE NAILS O DIAPHRAGMA35 PER BOUNDARY NAILS N.T.S• DSWA N•T's• #H2.5 @ ALL # SW SCHED SW SCHED BOUNDARY NAIL @ 6" oc EDGE NAILS ROOF MEMBERS COLLECTOR COLLECTOR COLLECTOR COLLECTOR ROOF DIAPHRAGM TO BLOCKS, TYPI x SHEARWALL w/ RAFTER SHEARWALL w/ RAFTER DOUBLE -SIDED SHEARWALLS & SHEARWALL w/ RAFTER SPLICE L OPTIONAL STRAP BEARING AT HIGH SIDE BEARING AT LOW SIDE INTERIOR SHEARWALLS PARALLEL LOCATION BEAM SWR SHEARWALL ROOF CONNECTIONS - RAFTERS RAFTER CS COLLECTOR SPLICE N.T.S. CSAC BOUNDARY NAIL ALONG BOUNDARY NAIL ALONG SHEARWALL SHEARWALL SHEARWALL __J BEAM LENGTH OF COLLECTOR LENGTH OF COLLECTOR EDGE NAILS PER SW SCHED EDGE NAILS PER SW SCHED EDGE NAILS 2x LEDGER w/ PROVIDE 1 q" BLKG @ 32"oc @TJI RAFTERS ROOF SHEATHING PER SW SCHED (2) 0.148"0 x 3" NAILS PER STUD & 2x12 BLKG @ 32" oc @ SAWN RAFTERS, COLLECTOR ROOF FRMG (OR 16" oc MAX TO BEAM @SIM) BOUNDARY NAILS PER TYP E.S. OF BEAM SLOPED HANGER ROOF DIAPHRAGM DIAPHRAGM PER TRUSS TIGHT BOUNDARY NAILS PER ROOF SHEATHING AROUND RIMS EDGE NAILS, STRUCT NOTES TRESS �,P ROOF DIAPHRAGM roP �yoRo INTERMEDIATE FRAMING ABUTTING PANEL EDGES R�� 2x6 TOP RIM/BLOCK MFG BAR BLOCKING AT ROOF 2x LEDGER w/ ER 2x LEDGER w/ STRAP ACROSS (2) 0.148" 0 x 3" NAILS (2) #Sows 0.22% x 4" SCREWS 2x4 BTM RIM/BLOCK TRUSS N.T.S. (2) FULL BAYS MIN PER STUD (OR 16" oc MAX PER STUD (OR 16" oc MAX SHRINKAGE DTC DIAPHRAGM TO COLLECTOR TO BEAM @ SIM) 2x LEDGERw/ TO BEAM @ SIM) SHRINKAGE GAP GAP �` SSS Number: DTCA 2x4 CEILING NAILER w/ (2) #SDWS 0.22"0 x 4" SCREWS EDGE NAILS, TYP s2303012 N.T.S. PER STUD (OR 16" oc MAX TRUSS BOTTOM CHORD MFG TRUSS BEAM & #CS16 w/ REQUIRED STUDS #CS16 w/ 14" MIN (2) 0.148"0 x 3" NAILS SHEARWALL SHEARWALL TB (16)10d AS SHOWN LPER STUD (OR 16" oc MAX TO BEAM @SIM) #H2.5 EA END EA TRUSS Project Name: (11)10d (11) lOd ROOF DIAPHRAGM TO BEAM @ SIM) HANGER SHEARWALL w/ TRUSS BEARING HIGH SHEARWALL w/ TRUSS BEARING LOW SHEARWALLS w/ TRUSS PARALLEL 19515 94th PI W BEAM 2x4 WALL 2x6 WALL NAILS PER NAILS 4x & 2-2x (SAWN) BLOCK DBL 2x STUD ROOF FRAMING PARALLEL TO WALL ROOF RAFTER PERPENDICULAR TO WALL ROOF TRUSS PERPENDICULAR TO WALL 3%x (GLB) (2) 2x4 (2) 2x6 3%x (MANF) COLLECTOR/RIM EDGE NAILING SW SHEATHING WR SHEARWALL. ROOF CONNECTIONS - TRUSSES Owner: N.T.S. SWRC [Duane Landsverk] 6x& 8x(G B) (SAWN) (3)2x4 (3)2x6 LRW LOW ROOF TO WALL SHEAR TRANSFER 5yx (MANF) 2x6 FLAT 8x (SAWN) SHEARWALL BLOCK HOLDOWN N.T.S. LRWG 6 x (GLB) (4) 2x4 (4) 2x6 EMBEDDED 8Project Location: REQD STRAP 19515 94th PI W 7x MANF CONTINUOUS STUDS GIRDER TRUSS (3) 2x4 (3) 2x6 STRAP SHOW NOTCH SOLID RIM SHEATHING, N SPLICE Edmonds, WA AROUND CORNER TIGHT AROUND BOUNDARY NAILS ROOF DIAPHRAGM REQUIRED TRIMMERS OUTRIGGER BOUNDARY NAILS STUDS PER Design Professional: 2x4 OUTRIGGER DIAPHRAGM KSH KING HEADER 2x4 WALL 2x6 WALL CTB COLLECTOR TO SHEARWALL BLOCKING HOEDOWN SCHED SW SHEATHING @ 16"oc Dream Design Studio STUD HEADER 4x & 2 2x (SAWN) I 2FLAT BLK @ 48" N.T.S. EDGE NAILING (2)10d x DBL ROW OF 3%x (GLB) 2x4 2x6 oc x 38x (MANF) 2x STUD 1' 0" TOE -NAILS 6x & 3-2x (SAWN) MAX TO RAFTER T]I BOUNDARY NAILS REQD 58x (GLB) ---- (2) 2x6 TRIMMERS 5%x(MANF) 16 MIN TRUSS SOLID RIM WALL NOTE: BEAR BEAMS ON THE FULL WIDTH AND BREADTH OF THE MINIMUM HOLDOWN 2x4 BLOCK @ EACH BRACE SUPPORTS PER TABLES ABOVE UNLESS NOTED OTHERWISE ON THE PLANS 2x STUD ANCHOR WALL M 2x4 BRACE @ 48"oc w/ cn cV BHS BEAM & HEADER SUPPORTS OAE OUTRIGGER AT EAVE #A35ATBTM zo C) N.T.S. N.T.S. OAEB TB TRUSS BRACE HOC HOLDOWN AT CORNER N.T.S. TB o W Ln N.T.S. DTc HOCA J W Z E o ~ U PENETRATIONS IN THIS AREA DO NOT ~ 6 REQUIRE APPROVAL FROM THE ENGINEER COLLECTOR (8)16d EVENLY SPACED, 16d @ 16" oc TYP U.N.O. TYP FACE NAILS BEAM N DO NOT MAKE PENETRATIONS OR NOTCHES HOLES MUST BE ROUND AND ARE LIMITED TOLn IN THE SHADED AREA OF THE BEAM WITHOUT MIN CLEAR SPACING V2"0 OR%o DEPTH OF MEMBER UNLESS DISCONTINUOUS #CS16 w/, cn V) SHALL BE 8x THE DBL TOP PLATE Z z � PRIOR APPROVAL OF THE ENGINEER APPROVED BY THE ENGINEER (13) 8d NAILS EA END DIAMETER OF THE ADJACENT DOUBLE- #PSPN516 w LARGER HOLE BOTTOM PLATE p w L/8 L/8 SHEARWALL SIDED SHEARWALL 8-16d NAILS INTO I POST #SDWS 0.22" 0 x 6" @ 4"oc, FLOOR SHEATHING TOP PLATE, E.S. #PSPN58 w/ MIN 2x d/4 STAGGERED, TYP U.N.O. 1-8d NAIL INTO #PSPN58 PLUMBING BASE PLATE, E.S. n ' O V I DEPTH d12 O O PLUMBING �/ U O O - d/4 � FLOOR ' 4" N � ®I #PSPN516 SPLICE� NOTCH AS WALL STUD, N L/8 l L/2 l L/8 CTS COLLECTOR TO SHEARWALL REQUIRED TYP TOP PLATE SPLICE DISCONTINUOUS DBL TOP PLATE Ln WALL STUD, TYP DBL TOP PLATE X L N.T.S. HOLDOWN LOCATED ON O GLB ADJACENT WALL ELEVATION VIEW TOP PLATE NOTCH BOTTOM PLATE NOTCH �_ NAILING PER SHEARWALL PLAN VIEW PLAN VIEW TPS DOUBLE TOP PLATE SPLICE BASE NAILING MIN CLEAR SPACING SHEARWALL EDGE NAILING N•T,S• DO NOT MAKE PENETRATIONS OR NOTCHES SHALL BE 2x THE #CS16 w/ MIN (11) -10d TPSA IN THE SHADED AREA OF THE BEAM WITHOUT DIAMETER OF THE FASTENERS PER MEMBER TOP PLATE PRIOR APPROVAL OF THE ENGINEER LARGER HOLE PENETRATIONS IN THIS AREA DO NOT U.N.O. SHEARWALL S F(�c REQUIRE APPROVAL FROM THE ENGINEER SyI j2 %DEPTH HIC HOLDOWN INSIDE CORNER POF PENETRATION OF FRAMING - EXTERIOR WALL �� ' 20 N.T.S. HICB N.T.S. �0 42771 DEPTH / DEPTH O o _F0 DEPTH COLLECTOR OR RIM NA y SPAN % SPAN % SPAN SPAN 4Y6 HTTSKT 4% This space reserved for SAWN CTP2 COLLECTOR TO TOP PLATE 23/" 23/a" governing jurisdiction stamps S T.. DO NOT MAKE PENETRATIONS OR NOTCHES MIN CLEAR SPACING N.CTPF IN THE SHADED AREA OF THE BEAM WITHOUT SHALL BE 2x THE PRIOR APPROVAL OF THE ENGINEER DIAMETER OF THE PENETRATIONS IN THIS AREA DO NOT 4x6 U.N.O.J HDU8 LARGER HOLE REQUIRE APPROVAL FROM THE ENGINEER i/ DEPTH MFG ROOF RESUB 3 HTTSKT- A HD A GIRDER TRUSS, TYP � Aug4 2023 DEPTH %DEPTH O NO GAP RIM OR BLOCKING NO GAP RIM OR BLOCKING BOUNDARY NAILS �10 �P�° g ROOF SHEATHING #HUCQ S� �ZF Q�L�C�` CITY OF EDMONDS �p DEVELOPMENT SERVICES DEPTH O�FO��c P DEPARTMENT II (3)2x STUDS U.N.O. 6- #HDU11 #HTS30 MIN w/ 3 �� 4x IN BLOCK � 0 QQ� #HTS20 MIN w a PSL & LVL HOLES PERMITTED / MIN (8)10d x 1%" BETWEEN TRUSS WEBS �0 IN MIDDLE% SPAN ONLY MINA lOd x i U TO EA MEMBER 2" 3 z 2x4 MIN BLOCK w/ TO EA MEMBER, U.N.O. U.N.O. - .N T 0162"0 x 3" NAILS @ 8" oc N �� DEPTH LSL ALLOWED HOLE ZONE DEPTH 6x6 I o wCn SPAN STHD14 u.N.C. 1a" RFA ORIGIN DATE: 5/12/2023 0 MAX HOLE DIAMETER SHALL NOT EXCEED 2" U.N.O. Ln MAX HOLE DIAMETER FOR LSL BEAMS SHALL BE: COLLECTOR HANGER TJI RAFTER REVISED: ---- PSL� LVL� &LSL 3" FOR 9%" DEPTH OR RIM COLLECTOR p N 3 8" FOR 11%" DEPTH STHD14- A HDU11- B cn� s TOP PLATE TOP PLATE rn 4/ FOR 14 -16 DEPTH M 0 M NI BP BEAM PENETRATIONS, TYPICAL DETAIL CTP COLLECTOR TO TOP PLATE HDN HOLDOWNS RL ROOF LEDGER TO TRUSS WBC WIND BEAM CORNER (ISOMETRIC) N.T.S. BPAAL N.T.S. CTPE N.T.S. HDNA N.T.S. RLA N.T.S. WBCB Ln FLA rLnIY 'L/8 AZ A7 BOLTED BEAM CONNCECTION - SHEAR TAB N.T.S. W14 BEAM PER PLAi" W12x26 COLUMN W14 BEAM PE" "' ""' STRAIGHT COLUMN BEAM COLUMN BEARING N.T.S. HORIZONTAL W12 Q1 BEAM COLUMN BEARING N.T.S. ANGLED COLUMN :A FLANGE, TYP 1 %" LSL w/ #HGA10KT w/ (4) #SDS%" O x 1%" ROOF DIAPHRAGM SCREWS TO NAILER @ 2411 oc DIAPHRAGM TJI RAFTER BOUNDARY NAILS 2x6 NAILER ALIGNED w/ WEB STIFFENER w/ #A35 T01 %" LSL, EDGE OF FLANGE 3%" TYP EACH RAFTER STEEL BEAM w/ (2) %" 4 WELDED THREADED RODS w/ 1 %" OD WASHERS @ 24" oc, TYP RTS4 I RAFTER TO STEEL BEAM N.T.S. EDGE NAILS, TYP 20 BLK'G 3% BETWEEN TRUSSES 2x6 NAILER 4 (2) #HGAlOKTw/ ,Y MIN (8) #SDS%"4 x 1%" SCREWS TO NAILER, TYP (1) E.S. OF STEEL BEAM w/ (2) %"4 WELDED TRUSS/RAFTER STAGGERED THREADED RODS w/ 1 8" OD 2x6 NAILER ALIGNED w/ WASHERS @ 24 oc, TYP EDGE OF FLANGE RTS3 RAFTER TO STEEL BEAM N.T.S. 3%"X 2x6 NAILER I j Y411 MIN STEEL BEAM w/ (2) %" O WELDED THREADED RODS w/ 1 s" OD WASHERS @ 2411 oc, TYP RTS2 I RAFTER TO STEEL BEAM N.T.S. ROOF DIAPHRAGM DIAPHRAGM BOUNDARY NAILS MFG TRUSS #HGA10KT ON OPPOSITE SIDE TRUSSES SAWN RAFTERS @ #LS50 SAWN RAFTER ROOF DIAPHRAGM 2x BLK'G BETWEEN RAFTERS DIAPHRAGM BOUNDARY NAILS TJI RAFTER (2) #SDWS 0.276" 0 x 3" SCREWS PER RAFTER #A35 @ 48" oc TO CENTER OF NAILER, NAILER TO BLK'G TYP (1) E.S. STEEL BEAM ROOF DIAPHRAGM DIAPHRAGM BOUNDARY NAILS CANTILEVERED WHEN APPLICABLE 1 4 LSL RIM OR BLK'G 3%" #A35 PER SW SCHEDULE 2x D.F. NAILER s4,1 TO RIM/BLK'G MIN %" MIN STEEL BEAM w/ (2) %" O WELDED THREADED RODS w/ 1 %" OD WASHERS @ 24" oc, TYP VA NAILER RTS11 RAFTER TO STEEL BEAM 4" 2x6 NAILER ALIGNED w/ EDGE OF FLANGE TJI RAFTERS @ 24" oc w/ (4) SWDS 0.276" 0 x 3" SCREWS PER RAFTER INTO 2x8 D.F. NAILER, TYP (2) E.S. OF RAFTER STEEL BEAM #SDS 44" O x 3 %" SCREWS @ 12" oc INTO TOP PLATE "1NNEL STEEL BEAM Q Q STEEL CHANNEL TO BEAM N.T.S. STEEL BEAM PER PLAN (8) #SDS 44" O x 3%" SCREWS %" WEB STIFFENER, EA SIDE WOOD LL OR POST SBW I STEEL BEAM TO WOOD N.T.S. 3„ /11 (6) #SDS q'x3" SCREWS POST PER PLAN BEAM PER PLAN IZY4"x3"x10" TYP E.S 3/41' I / 3" (6) #SDS!"x3" illSCREWS n nl lnnlnlri SECTION AA STEEL BEAM ON WOOD BEARING N.T.S. BEAM PER PLAN 3„ v All (4) #SDS q" x 3" SCREWS POST PER PLAN TY4"x3"x8"w %Z SLOPE CUT @ TOP, TYP E.S All V I / 311 3n - (4) #SDS q" x 3" a SCREWS STW21 STEEL BEAM ON WOOD BEARING N.T.S. STEEL BEAM WOOD BEAM Mnnn nrnnn J I LLL ULnI•I 'ER PLAN FRONT VIEW - BEAM (4) #SDS 4" 0 x 43/2" SCREWS INTO WOOD BEAM, TYP (2) E.S. OF WEB WOOD BEAM TO STEEL BEAM N.T.S. �-J N.T.S. WTSB WOOD POST 1" MIN, TYP V FRONT VIEW - POST SSS Number: s2303012 Project Name: 19515 94th PI W Owner: [Duane Landsverk] Project Location: 19515 94th PI W, Edmonds, WA Design Professional: Dream Design Studio M Lon N O N O 1-400 J Q W Ln V) N J W z o ~ U V_ N GC � V) p z W O U pl C N Ln u7 O C 5 Ft�c Sy Mj2 0 42771 p o�FsslG NA t h This space reserved for governing jurisdiction stamps RESUB Aug 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ORIGIN DATE: 5/12/2023 REVISED: ---S211 - CLR #4 HOOPS AND @ SPACING 10" PER ELEVATION i i%" CLR (4) #6 LONGITUDINAL 1011 BARS 10x10 CONCRETE COLUMN N.T.S. 5'-7" CT[[I D[A"" TRANSVERSE REINFORCEMENT SPACING @ 2 %" oc FOR 30" MIN TRANSVERSE REINFORCEMENT SPACING @ 4%" oc @ MIDDLE OF COLUMN TRANSVERSE REINFORCEMENT SPACING @ 2 %" oc FOR 30" MIN TRANSVERSE REINFORCEMENT SPACING @ 2 %" oc CONT. INTO FTG DIAPHRAGM PER STRUCT NOTES, TYP T]I RAFTERS STEEL BEAM #TITEN HD4"O x 2%" SCREW ANCHORS @ 48" oc EDGE NAILS, TYP 4iA1113M 2x8 NAILER w/ #SDS 4" O x 3 %" SCREWS @ 12" oc NON STRUCTURAL SHEATHING; ATTACHMENT BY OTHERS DIAPHRAGM BOUNDARY NAILS, TYP 2x6 MIN LEDGER w/ %" O EXP. ANCHOR, 4" MIN EMBED @ 48" oc LOWER ROOF FRAMING ',— 20 CEILING NAILER w/ %" O EXP. ANCHOR, 4" MIN EMBED @ 48" oc CPTSJ CONCRETE PANEL TOP CONNECTION - STEEL N.T.S. (2) #5 LONGITUDINAL BARS @ END #4 HORIZ @ 1%" CLR 16 oc EA FACE �p W12 COLUMN PER PLAN Qa Q 4 10 / 6 CC #4 VERTS @ 16 oc TYP LR s EA FACE TOP VIEW: 10" WALL /T%" x 10" x 14" w/ (2) a" 0 WELDED STUDS w/ 6" MIN EMBEDMENT WOOD RIM ABOVE 15'-3" MAX ELEVATION VIEW CP10 CONCRETE PANEL -10" N.T.S. 20'-0" fc = 3500psi MIN CONCRETE STRENGTH 1%"CLR TYP 8 (1) #5 LONGITUDINAL #4 HORIZ @ 12"oc' BAR @ ENDS, TYP CENTERED IN WALL TYP #4 VERTS @ 16"oc CENTERED IN WALL Tnn vreu►. 011 111A I 1 / II EQ E I l-J STRAIGHT COLUMN SECTION A ANGLED COLUMN NECTION FEPB EMBEDDED PLATE AT COLUMN BASE )NNECTION I vv I mu BELOW STEEL BEAM ABOVE IV-6" MAX ELEVATION VIEW CONCRETE PANEL - 8" WALL NECTION )NNECTION FOOTING BELOW 3/4" = V-0" FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. FOOTING SIZE REINFORCEMENT ID WIDTH (Transverse) LENGTH (Longitude) THICKNESS LONGITUDE TRANSVERSE F2 2'-0" 2'-O" 1W (3) #4's (3) #4's F2.5 2'-6" 2'-6" 10" (3) #4's (3) #4's LONGITUDE REINF TRANSVERSE REINF POST TO FTG FTG @ WALL THICKNESS FTG @ WALL CORNER LENGTH WIDTH (LONGITUDE) (TRANSVERSE) PLYNTH ON FTG FTG UNDER SLAB ON GRADE =TG FOOTING, TYPICAL N.T.S. #4 CONT w/in P.T. SILL PLATE TOP 12 OF WALL & A.B. CONC SLAB CONC STEM WALL 2'-0" MAX ON GRADE CTRD ON FTG, U.N.C. BETWEEN GRADES 11 v/\ 6" U.N.O.\ 4' MAX #4 @ 48"oc \ VERT \\ #4 @ 48"oc #4 AT BTM \v /\ DOWELS w/ 18" MIN 14" EXTENSION INTO WALL & STD HOOK IN FTG 16" x 8" CONC FTG, U.N.O. 3" CLR #4 LONG @ 12" oc MAX, II=1 I U.N.O. (2 BARS MIN) -1 rr IIT III III NOTES; -CENTER VERTS AND DOWELS IN STEM WALL -DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN EMBEDMENTS FWS FOUNDATION WALL - STEM FTGC NOTCHED AROUND #A35 @ 6" oc ANCHOR BOLTS ALTERNATE SIDE (USE FLATS AS REQ'D) CP10 a ° 2x8 P.T. SILL PLATE w/ A %" O A.B. @ 12" oc, TYP Aa CONCRETE PORTAL TOP CONNECTION - WOOD N.T.S. e HOEDOWN HOLDOWN ANCHOR e ANCHOR e EMBEDDED STRAP I // e I // // FOUNDATION WALL EMBEDDED STRAP � � / NMINIMUM STEM HEIGHT I IN REQUIRED TO ACCOMMODATE ANCHORAGE PER HOLDOWN SCHEDULE FOOTING I DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN L — — — EMBEDMENTS INTO WALL 4HE MINIMUM HOLDOWN EMBEDMENT N.T.S. ly" CLR @ TOP #4 HOOP @ TOP PEDISTAL PER 8" MIN ARCH DIMENSION 18" MAX 2" MIN � FINISH GR #4 @ EACH 1 SLOPED CONDITION CORNER w/ STD M WHERE APPLICABLE HOOK IN FTG q M, FTG 3" CLR III— BRG - A -1 J SOIL ' PIF PEDESTAL ON ISOLATED FOOTING MHE BRG SOIL SECTION A CLR N.T.S. PIFD �I 2", TYP A.B. PER PLAN F- 11' MIN CLC ° a d ° a a d a ° : a a : 11" CLC, ° a TYP a c d° ° d ° ° HOLDOWN POST 31i °ER PLAN STEM WALL SHALL 3E 2'-0" DEEP MIN 2) #4 HORIZ CONT & TOP OF WALL f 4"x3"x3" 436 BRG PLATE NI DBL NUT (2)#4xl I 4 8" " REINFORCED FOUNDATION ANCHOR 3/4" = V-0" RFAA N.T.S. I I N.T.S. FWSC GR BEAM FOOTINGS REINF 8" U.N.O. FULL HEIGHT CONCRETE WALL 10" U.N.O. (2) #4 CONT 8" U.N.O. CTRD ON FTG, U.N.O. FULL HEIGHT CONCRETE @ TOP OF WALL P.T. SILL PLATE #4 @ 16" oc EA WAY U.N.O. WALL CTRD ON FTG, U.N.O. & A.B. #4 VERTS @ 1WAL AT EACH SIDE OF WALL CONC SLAB ON GRADE CONC STEM WALL CENTERED IN WALL 30 2'-0" 4 4 \ \ CTRD ON FTG, U.N.O. #4 HORIZ @ 12"oc @ 6" FINISH GRADE /��\ /�\ \ MAX MATCH HORIZ CENTERED IN WALL @ 16 oc CONC SLAB //\\w\\��\/' \\,, / BETWEEN STD 90° HOOK INTO ALTERNATE HOOK \/ �`� GRADES REINF ( ON GRADE \� INTERSECTING GR BEAM V-6" CORNER BAR @ ALL CONC SLAB DIRECTION IN FTG) 36" 4'-6" MAX FINISH GRADE V ON GRADE (2)#4 CONT #4 x12" 24" MIN #4 VERT / /\ Al OUTER REINF @ BTM OF WALL @ 16" oc @ 16"oc 18" MIN #4 HORIZ / #4 @ 16"oc zi 36" x 10" a (2)#4 CONT @ 12" oc DOWELS w/ e e CONC FTG, U.N.O. / a @ BTM OF WALL / 14" EXTENSION 18" MIN INTO WALL & STD 4 4 HOOK IN FTG REINF 36" x 10" 16" x 8" • WALLS e CONC FTG, U.N.O. CONC FTG, U.N.O. 3" CLR a 3" CLR 3" CLR a #4 LONG @ 12" oc MAX, BRG SOIL = I e e e • e e BRG SOIL BRG SOIL U.N.O. (2 BARS MIN) #4 LONG @ 10" ac #4 LONG @ 10" oc MAX, U.N.O. MAX, U.N.O. NOTES; 8" CONCRETE WALL 10" CONCRETE WALL -CENTER VERTS AND DOWELS IN STEM WALL STD 900 HOOK INT MATCH HORIZ -DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN INTERSECTING GR BEAM REINF NOTE; EMBEDMENTS ALTERNATE EA BAR 1�-6�� CORNER BAR @ ALL -DEEPEN EXCAVATION AS REQ'D TO PROVIDE COMPETENT BEARING AT BOTTOM OF FOOTING -DEEPEN EXCAVATION TO PROVIDE MINIMUM FOOTING DEPTH OUTER REINF CPB CONCRETE PANEL BOTTOM CONNECTION FWX FOUNDATION WALL - STEM RI REINFORCEMENT AT INTERSECTIONS N.T.S. N.T.S. FWX N.T.S. RIAA "_J SSS Number: s2303012 Project Name: 19515 94th PI W Owner: [Duane Landsverk] Project Location: 19515 94th PI W, Edmonds, WA Design Professional: Dream Design Studio M Lon (V O N O 1— 4 r" ' J C=) W Ln V) N sJ W z o ~ U V H IOC 6 V) p z W O U pl i N Ln u7 C 5 Ft Sy Mj2 ' ' �• 0 42771 p NA t h This space reserved for governing jurisdiction stamps RESUB Aug 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ORIGIN DATE: 5/12/2023 REVISED: ---- S2.2 F2.5 0 � F2.5 F�> R> E�> R�> F2.� TYP PIF EPB S2.2 S2.2 L- I F2.5 0 1 L — IJ WALL WALL WALL WALL WALL WALL LINE LINE LINE LINE LINE LINE A B C D E F ,Jug L� L_ L_ I � � H I WALL WALL LINE LINE FOUNDATION PLAN 1/4" = V-0° DO NOT SCALE - VERIFY ALL DIMENSIONS WITH ARCHITECTURAL SHEETS PRIOR TO CONSTRUCTION SYMBOL LEGEND SLEXP #HOLDOWN MODEL HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE. CONCRETE WALL AND CONTINUOUS FOOTING See CONCRETE and REINFORCING BAR specifications per DETAIL FWS/S2.2. FULL HEIGHT CONCRETE WALL AND CONTINUOUS FOOTING See CONCRETE and REINFORCING BAR specifications per detail CPB & CP/S2.2. ::,::.;;•`�': ::';•;:.' — — — CONCRETE WALL AND CONTINUOUS FOOTING See CONCRETE and REINFORCING BAR specifications per DETAIL FWX/S2.2. F_ -1 F2 SPREAD FOOTING See CONCRETE and REINFORCING BAR specifications per DETAIL FTG/S2.2. L_ J INTERIOR BEARING WALL ABOVE Indicates interior walls which support repetitive members from above. Construct per WALL FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. SSS Number: s2303012 Project Name: 19515 94th PI W Owner: [Duane Landsverk] Project Location: 19515 94th PI W, Edmonds, WA Design Professional: Dream Design Studio M (V O N O H 0 J W Ln V) N J W Z O ~ U V_ N IOC � c~ cOn V) p z W LX) O U pl C N (n (n kn X O C Ft SMj2 Ob c � z az» ^5 S SIO NA L This space reserved for governing jurisdiction stamps RESUB Aug 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ORIGIN DATE: 5/12/2023 REVISED: 8/3/2023 S310 [V O M Lo M ('V NI c a Ln Ln cn rn I cV M O M ('V �I a rn Ln Ln rn F I- L- WALL LINE C WALL WALL WALL WALL WALL WALL LINE LINE LINE LINE LINE LINE A B D E F G SCB SCB HATCHED AREA REPRESENTS S2.1 S2.1 2x FLAT BLOCKS AT UNSUPPORTED EDGES: C12x25 10d @ 6" oc BOUNDARIES & ALL PANEL EDGES 10d @ 12" oc INTERMEDIATE FRAMING BC r-------------------� SW SW SW SW 6@TOP(&BTMS STEEL BC RTS3 #CS16 x 8'-0" o/ CTB BC COVERED PORCH CTB F I A6 HDR (1-2) A6 HDR A6 HDR A6 COLUMN, TYP $2.1 $2.1 SHEATHING TO BLOCKS SW 52.0 S2 1 S2.0 SW I. A6 HDR HDR A6 HDR W1408 (1-1)-------- - I I I I I DESIGN TRUSS TO RESIST 6x6 w/#BC60 $TW i EDGE OF STEEL FLANGE I LRW I DRAG FORCE OF: j @ BTM S2.1 I I I S2,0 0.6W = 300# I I I EDGE OF STEEL FLANGE I I DESIGN TRUSS TO RESIST 0.7E = 1000# DRAG FORCE OF: o I I 1 `fl l 0 0.6W = 350# N Co l l 1 "' ¢ I N 0.7E = 2500# w w i� FOYER TYP S2S1 I I� N o I 1 12' 0" CL'G00 z II 1 � I a X 11 Zi I w X 0 X o N III Ism IN t o N #s- @ CTS LRW I CRIPPLE WALL BUILT ATOP 4x12 1 0LU I o N I Ln 10" oc S2,0 SI 52 Q I I TO STEEL BEAM PER SW-A6 i N o I `� Ln Ln � #HDU8 _I.1 - - - - - - - - - - - - - - - - - - - - - - ce- BC2 XXX ;LRW BPW I I I I LRW �Zll CTB TO BTM CHORD o I � 1 J 2 CAR GARAGE Ce $2.1 #HDU8 S2.0 SW $2.0 I I #STHD14 SW I I S2.0 I #STHD14 S2,0 OF TRUSS o C o S2' 1 C-CHANNEL g6 I B6 I z O C I 0 W I II � BC RTS2 XXX CONTINUOUS W1408 (1-6) S2.1 S2.1 S2.1 E(�6o STW TYP RTS1 6x6 w/#BC6o STW COVERED PATIO EDGE OF STEEL FLANGE S2.1 S2.1 @ BTM S2.1 16'-0" x 30'-0" LRW I RL S2.0 S2.0 �I O15' 3" CL'G I BUTLER'S PANTRY X DINING AREA BC S2.1 )V�DPATIO 15' @ BTM J I S2.1 @ BTM �l BC i2.1 L Imo, 0 z z O HDR FIREWOOD STORAGE 4x8 HDR (1-19.1) Rg:m 0 N COVERED PATIO Ln 10' 0" CL'G X rn W1408 77 SBW S2.1 15'-3" CL'G CONTINUOUS W14x38 (1-8) GREAT ROOM 15'-3" CL'G EDGE OF STEEL FLANGE CONTINUOUS W14x38 (2) 2x6 TRIMMERS - - - - - 4x8 HDR LRW r 4x6 HDR (1-19.2) 52.0 I 6x6 w/ (2) #LPCZ @ TOP #BC60 @ BTM #HUCQ TO POST BEDROOM 10'-0" CL'G X #HUCQ TO POST 6x6 w/ (2) #LPCZ @ TOP o`"c o LU Z a o 10'-0" CL'G @ BTM KITCHEN 15'-3" CL'G BEARING WALL SHALL BE 2x6 @ 16" oc, TYP U.N.0. I HDR I w � I I I MAROOM 1 I SW XX TOP PLATE TO CS TOP PLATE I STORAGE-MECH-OFFICE MFG MONOSLOPE TRUSSES @ 24"oc 0 14- tS2. W14x38 Xx1 #STHDA LSL RIM CTP TO BTM CHORD S2.0 OF TRUSS CO W14x38 (1-1) SBW 6x6 w/ (2)#A35 S�-j @ TOP &BTM WALL LINE L __J 46 DESIGN TRUSS TO RESIST: #HTU TO TRUSS >TW I (2) #LPCZ @TOP 0.6W = 500# DL=0.68K i2.1 I (2) #A34 @BTM 0.7E = 1500# SL=0.96K _ #STHD14 [SW 6x6 w/ (2)#A35 CAUND7 RM S2.1 @ TOP & BTM TT5KT COLLECTOR TRUSS 9'-0" CL'G I m BC BB CS TO LOW ROOF MFG MONO LOPE TRUSSES S2.1 S2.1 W LEDGER I-W14x38 5 CRIPPLE WALL BUILT I @ 24"oc nP ATOP BEAM 1-32 cxfo I I #STHD14 2x6 T&G CAR DECKING #HU COVERE H SBW 6x6 w/ (2) #A35 TO POST I .I I S2.117, @TOP &BTM 9-0 CLG / 12'-0" CL'G I (2) 2x4 TRIMMERS / SIN #STHD14 4x8 HDR (1-17) B4 5 % x 7 % GLB (1-18) X 4x6 HD (1-16) ----- CRIPPLE WALL BUILT 4x6 w/ Ll ATOP BEAM 1-12 #PCZ @ TOP / /// (2) #A34 @ BTM I (2) 2x6 40 w/ TRIMMERS BEARING WALL SHALL BE q - #EPCZ @ TOP 4x6 w/ 00 V_. 2x4 @ 16"oc #EPCZ @TOP I #A34 @ BTM #A34 @ BTM I SCB SHOP -ACTIVITY •� HATCHED AREA REPRESENTS #HUC TO POST ISR I STRUCTURAMING PER NOTES, TYP U.N.O. DESIGN TRUSS TO RESIST DRAG FORCE OF: 52 0 •' 0,6W = 800# SYMBOL LEGEND SLEXP ------------------- DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM. DIAPHRAGM PROJECTION Represents elements such as roof eaves, facades, and the like. SHEARWALL Represents walls which are shearwalls and shows the extents of that wall. Connections per the SHEARWALL SCHEDULE. #HOLDOWN MODEL HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE. POST Indicates the location of a post within walls below framing. Sizes are indicated on the plan. Grades are indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Consult detail BHS for posts not indicated on the plans. INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. BEAM or HEADER Represents the location of a beam or header. Sizes are indicated on the plan. Grades are indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 2-2x6 (or 4x6) U.N.O. on the plan. _JAL_ u HANGER Indicates hanger, standard or concealed flange. Provide fasteners in all holes. Reference the GENERAL STRUCTURAL NOTES for the minimum size hanger. If a different model no. is required, it will be noted on the plan. JOIST, TRUSS, OR RAFTER Repetitive member symbol points in the direction of the span. The type, size and max spacing between members will be indicated in bold type with a symbol which is representative of the layout of the entire level. I TOP OF STEEL COLUMN BOTTOM OF ANGLED STEEL COLUMN WALL WALL LINE LINE M FRAMING ABOVE GLB FRAMING ABOVE GLB N J J 9 %" TJI 110 RAFTERS @ 24"oc �% 9 %" TJI 110 RAFTERS @ 24"oc % 9 %" TJI 110 RAFTERS @ 24"oc 9 %" TJI 110 RAFTERS @ 24"oc Ln 9 %" TJI 110 RAFTERS @ 24"oc Ln 6x6 BETWEEN BEAMS w/ STW2 STW2 RIM BEAM (138) RIM BEAM B4 \ (2) #AC6 @ BTM TO RIM BEAM S2.1 4x6 HDR 52.1 4x6 HDR BEAM 1-26 BELOW 6x6 BETWEEN BEAMS w/ 1 STW2 I STW2 1 X LSL ATOP (2) #AC6 @BTM TO 1 $2.1 1 X LSL ATOP I S2.1 STEEL BEAM, TYP I 6x6 BETWEEN BEAMS w/ I 6x6 BETWEEN BEAMS w/ BEAM 1-26 BELOW STEEL BEAM, TYP (2) #AC6 @ BTM TO (2) #AC6 @ BTM TO GLB HDR 1-26 BELOW GLB HDR 1-26 BELOW SCB SCB S2.1 C12x25 S2.1 SCB SCB S2.1 C12x25 (1-36) S2.1 2x12 RAFTERS @ 16"oc TYP S2.1 BC o BC S2.1 ry S2.1 TYP @ROOF RTS2 SW #STHD14 $BW 6x6 w/ jaBTM #A35 I � o $2.1 B6 HDR (122) S2.1 @ TOP o o 0 AFA - - - - - - - - - - - - - - - - - - - - - - - - - N � N W S Q 4#HDU11 HDR 2x12 RAFTERS @ 16"oc = I SBW o a c S2.0 TYP W #STHD14 < CTB I a SBW 9' 0 CL'G SHEATHING CONTINUES ¢ SW HIC #HDU1 #HUCQ SIM LRW TO INSIDE FACE OF WALL #HTT5KT SW S2 0 II SIM LRW S2.1 2 9 MAX B4 52. S2.0 BTM FLUSH 5 % x 18 GLB CLTR (1-26) B4 J L S2.0 5 % x 18 GLB HDR (1-27) J L _ ------------------------------Z-- j I#STHD14 #MST 6 CS I CTP CRIPPLE WALL BUILT CTP STW2 6x6 TRIMMER w/ 6x6 w/ (2) 2x6 TO 4x RIM 52.0 I S2.0 ATOP GLB SHEATH $2,Q S2.1 = CRIPPLE WALL BUILT = (2) #A35 @ TOP = TRIMMERS I PER SW SCHEDULE B4 X o (2) #LPCZ @TOP 6x6 w/ I �° o a o ATOP GLB SHEATH o TO HEADER 1-27 o (2) #A35 @BTM #BC @TOP I 6x6 w/ \=+ o N PER SW SCHEDULE B4 N #BC6 @ BTM o N #BC60 @ BTM i #ECCQ @TOP ~ n I #BC60 @BTM � RTS4 5 X x 5 X nP PSL COLUMN w/ #BC60 @ BTM HDR HDR IL}' I 0.7E - 2600# I 4x8 HDR (1-19) SW SW I N #STHD14 B6 TOP PLATE/RIM CTB I I B6 I _ TO BLOCKING S2 0 I n coo 1 1 STW 6x10 w/ I o I m N N (2) 2x6 = I S2.1 #BC60 @BTM ' T IMMERS 1 N J N I X 1 PTS P8 CI w w MFG MONOSLOPE TRUSSES @ 24'bc T51 S2.2 5 2 - - I - - - - - _ - ¢ _ - - - - I N o 0 - -� a a = TYP I o o I Ul) Ln o 0 En 52.1 14" T]I 110 RAFTERS @ 24"oc I o GUEST RM nl I II I TYP U.N.O. ISR LRW 9-0 CLG o TYP 52 0 S2.0 I 46 w m EXERCISE RM I SIM LRW I C/ CRIPPLE WALL BUILT ATOP EDGE OF STEEL FLANGE I S2 Q I (2)# 4 @ BTM SHEARWALL TO UPPER ROOF 12 0 CL G I SHEATH PER SW SCHEDULE C3 I I (2) 26 TB TRIMMERS I S2 0 SHOP -OFFICE I s I I RAKE WALL BUILT ATOP GLB PER SW-A6 6x6 w/ (2)#A35 SBW HDR B6 HDR B6 I I HDR 3%x 9 GLB HDR (120) (2) 2x6 (2) 2x6 @ TOP & BTM S2.1 I "^ I I TRIMMERS TRIMMERS I I o 0 0 <I o� IX co X GO �, a I GLASS WALL AND DOORS I COVERED PATIO 0" FLAT CL' m I BY OTHERS, TYP I I COVERED PATIO BB BAR BB I SBW SIM CTP SIM TO BEAM RTS3 \ i 52.1 S2A S2.1 S2 Q #HUCQ S2.1 GLB ON TOP OF WALL MFG MONOSLOPE TRUSSES @ 24"oc -------- 7W14x30 (133) I 3 % x 9 GLB HDR (1-20) A6 6x6 w/ BTM FLUSH 5 % x 18 GLB CLTR SIM LRW SIM CTP2 BC I (2) 2x6 (2) 2x6 #BC @ TOP I = S2.0 S2.0 CRIPPLE WALL BUILT TRIMMERS TRIMMERS #BC60 @BTM 1 90 CLG RTS2 ATOP BEAM 1-39 I X 52.1 I N - - - - - - - - - - - - - - - - - - - F= r-------------------------= W1003 (1-39) SW HDR 122 UNOCCUPIABLE ROOF, WTS EBC P RTS3 TYP =6130STW A6()TYP U.N.O. S2.1 STW TOP &BTM OF 6x6, SIM BAR TOP &BTM OF 6x6, STW S2.1 S2.1 DEAD LOAD 15 PSF MAX S2.1 SIM @ LOWER BEAM S2,0 SIM @ LOWER BEAM S2.1 SNOW LOAD 25PSF MAX L--------- ---- --------------�------------------ H I J K WALL WALL WALL WALL LINE LINE LINE L[NE n 1st FLOOR SHEARWALLS & FRAMING ABOVE 1/4" = V-0" DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS $2.1 #BC6 @ BTM 6x6 TRIMMER w/ (2) #A35 @ TOP TO HEADER 1-27 #BC6 @ BTM i 9 %" T]I 110 RAFTERS @ 24"oc, TYP @ GARAGE -SHOP ROOF RTS2 TYP 52.1 BALLOON FRAMED WALL w/ 26 @ 16"oc GARAGE -SHOP W 3: W 3: O2 3: En 0 Ln 0 Ln o LO M TO BEAM SHTWL 6x6 w/ ISTW21 6x6 w/ ISTW21 6x6 w/ S2.1 (2)#A35 @ BTM S2.1 (2)#A35 @BTM SW 6x6 w/ #ECCQ @@ TOP- #BC60 @ BTM OAE TYP S2.0 SOLAR -READY ROOF DEAD LOAD 20 PSF MAX LIVE LOAD 0 PSF MAX SNOW LOAD 25 PSF MAX SSS Number: s2303012 Project Name: 19515 94th PI W Owner: [Duane Landsverk] Project Location: 19515 94th PI W, Edmonds, WA Design Professional: Dream Design Studio M � (V O � ruwj L^V V) f J W Z E O ~ U V � H � V) z u7 W O U pl c a� &I u7 Ln u7 QnO _0 F S�j2 c � 2 az» �`rr� SSIO NA This space reserved for governing jurisdiction stamps RESUB Aug 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ORIGIN DATE: 5/12/2023 REVISED: 8/3/2023 1