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APPROVED RESUB 1 BLD2023-0287+Structural_Plan+8.17.2023_2.19.51_PM+3732676CITY OF EDMONDS BUILDING DIVISION SHEARWALL SCHEDULE SWEXP 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 5/8"0 sill bolts use 9-10dx11/2" nails (maximum nailing). 3 See detail SWF. Connections vary depending on condition. 3a May substitute 16d toe nails @ 8"oc for #A35. 4 See detail SWR. For gable -end roof connections see detail SWF. 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 &WALL WALL 4 5 OUT 5/8"0 @ 60"oc or *A35 @ #H1 @ 16d @ 10"oc A 1/2 "0 @ 60"oc 32"oc 3a 24"oc 5/8"0 @ 60"oc or *A35 @ #LS50 @ 16d @ 6"oc B 1/2"0 @ 40"oc 24„ oc 32 oc 5/8"0 @ 32"oc or *A35 @ #LS50 @ 16d @ 4"oc 1/2"0 @ 24"oc 8 16"oc 16"oc 5/8"0 @ 24"oc or *A35 @ #LS50 @ 16d @ 3"oc D 1/2"0 @ 16"oc 8 12"oc 12"oc 5/8"0 @ 16"oc or *A35 @ #LS50 @ 2-16d @ 3"oc to 4x C G 1/2"0 @ 12"oc 8 8"oc 8"oc rim/blkg 5/8"0 @ 9"oc or *HGA10KT N/A 0.22" x 4" #SDWS C r 1/2"0 @ 6"oc 8 @ 5"oc @ 3"oc to 4x rim HOLDOWN SCHEDULE R► WALL SHEATHING CALL OUT SHEATHING THICKNESS EDGE NAILS 16 7/16" 8d @ 6"oc 4 7/16" 8d @ 4"oc 3 7116" 6 8d @ 3"oc 2 7116" 6 8d @ 2"oc 33 7/16" both sides 6, 7 8d @ 3"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 IL, 2,4,6 FASTENERS 5 FOUNDATION ANCHOR 1,3,4,6 COMMENTS #STHD14/14RJ 30-10d common N/A 8" Stem *HTT5 26-10d common #SSTB16 2-2x4 Min Post U.N.O. #HTT5KT 26 - #SD #10x21/2- #SB5/8"x24 2-2x4 Min Post U.N.O. #HDU11-SDS2.5 30 - :#SDS1/4x21/2 1 T.R. 6x6 Min Post, See detail RFA *HDU14-SDS2.5 36 - #SDS1/4x21/2 1 T.R. 6x6 Min Post, See detail RFA *CS16 22-10d common N/A 13" Min End Length, See detail CSH #MSTC66 68-10d common N/A equal number of nails to both connected elements (2) * MST 60 46-16d common N/A equal number of fasteners to both connected elements. 6x6 Min Post The following documentation shall be available on ' site for the building inspector: • ■ 1 ■ 1771 r.nF APPRn\/Fn ARC;HITFC;TI 1RA1 PI AN RFT ■ 1 ❑ COE APPROVED STRUCTURAL PLAN SET ' n 1 COE REVIEWED CALCULATION PACKET 1 ■ ❑ ENERGY CREDIT WORKSHEET '■ ■ 1 ❑ SITE PLAN ■ n 1 CIVIL PLAN i ■ ❑ 1 1 ❑ ■ ■ 1 1 ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 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. BACKFILL 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 backfill until all slabs and/or horizontal diaphragms are constructed, otherwise provide temporary bracing to resist movement. There shall be no machine compaction on the retaining side of the structure for a distance equivalent to 2/3rds the wall height. SILL PLATES Use pressure treated 2x plates u.n.o. Embed anchor bolts at least 7" (expansion anchors 4"). Use 3"x3"0.229" 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 piece. CONCRETE fc = 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. See applicable detail(s): BD SH 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, RA FTERS, 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 perp (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. LVL 2.0E 3100 3000 750 285 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): GEB 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. ROOF -TOP DECK DIAPHRAGM Install minimum 23/32" rated Sturd-I-Floor T&G with a 24oc span rating Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half the long dimension. Glue and nail all boundaries and supported edges with 10d @ 6"oc and interior supports with 10d @ 12" oc, blocking not required u.n.o. FLOOR DIAPHRAGM Install minimum 23/32" rated Sturd-I-Floor T&G with a 24oc span rating. Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half the long dimension. Glue and nail all boundaries and supported edges with 10d @ 6"oc and interior supports with 10d @ 12" oc, blocking not required u.n.o. GARAGE FLOOR DIAPHRAGM Install minimum 1 1/8" rated Sturd-I-Floor T&G with a 16oc panel index Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half the long dimension. Glue and nail all boundaries and supported edges with 10d @ 6"oc and interior Top with a min of 3" concrete reinforced with 6" x 6" 10/10 wire mesh. 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. HOLDOWNS See the HOLDOWN SCHEDULE. See applicable detail(s): HDN HOC 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. Basic Wind Speed (3 sec gust) mph 98 Surface Roughness B Wind Exposure Category C APPROVED PLAN 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 ABREVIATIONS 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 VEA NY QUESTIONS OR CONCERNS CONTA CT 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: s2209020 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 BRIG 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 loads are psf Dead Live Snow Rafters'- •Solar-Ready3 20 0 25 Trusses (pitched) *Pitches :5 8:12 *Solar-Ready3 Pitches:5 8:12 Top Chord 15 0 25 Bottom Chord 5 0 0 Floors: loads are psf Dead Live Snow Joistss 12 40 0 Garage Floor 90 40 0 Decks: loads are psf Dead Live Snow Joistss 50 60 25 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. 5 Joists of sawn lumber or wood I -joists. Soil Data Company: Cobalt Geosciences Date: 9/17/20 *Includes F.S. = 1.5 per Geotech Report Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.296 1-Second Acceleration, S1 0.458 Seismic Design Category D Spectral Response Coefficient, SIDS 0.864 Spectral Response Coefficient, Spl 0.562 Allowable Soil Bearing 2000 psf Passive Earth Pressure 275 *pcf oo Seismic Force Resisting System Table 12.2-1: A-15 2016 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 Transverse 6.5 Longitudinal Seismic Response Coefficient, CS 0.133 Transverse 0.133 Longitudinal Seismic Base Shear, V 29267 Ibs Active Soil Pressure 35 pcf Coefficient of Friction 0.40 At -Rest Soil Pressure 55 pcf Unit Weight of Soil 125 pcf RESUB BLD2023-0287 Aug 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SSS Number: s2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc �t This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- Internal Pressure Coefficient 0.18 Topographic Factor, Kt 2.23 Ground Elevation Factor, ICe 0.99 APPROVED PLAN 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 ABREVIATIONS 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 VEA NY QUESTIONS OR CONCERNS CONTA CT 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: s2209020 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 BRIG 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 loads are psf Dead Live Snow Rafters'- •Solar-Ready3 20 0 25 Trusses (pitched) *Pitches :5 8:12 *Solar-Ready3 Pitches:5 8:12 Top Chord 15 0 25 Bottom Chord 5 0 0 Floors: loads are psf Dead Live Snow Joistss 12 40 0 Garage Floor 90 40 0 Decks: loads are psf Dead Live Snow Joistss 50 60 25 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. 5 Joists of sawn lumber or wood I -joists. Soil Data Company: Cobalt Geosciences Date: 9/17/20 *Includes F.S. = 1.5 per Geotech Report Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.296 1-Second Acceleration, S1 0.458 Seismic Design Category D Spectral Response Coefficient, SIDS 0.864 Spectral Response Coefficient, Spl 0.562 Allowable Soil Bearing 2000 psf Passive Earth Pressure 275 *pcf oo Seismic Force Resisting System Table 12.2-1: A-15 2016 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 Transverse 6.5 Longitudinal Seismic Response Coefficient, CS 0.133 Transverse 0.133 Longitudinal Seismic Base Shear, V 29267 Ibs Active Soil Pressure 35 pcf Coefficient of Friction 0.40 At -Rest Soil Pressure 55 pcf Unit Weight of Soil 125 pcf RESUB BLD2023-0287 Aug 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SSS Number: s2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc �t This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- Internal Pressure Coefficient 0.18 Topographic Factor, Kt 2.23 Ground Elevation Factor, ICe 0.99 Allowable Soil Bearing 2000 psf Passive Earth Pressure 275 *pcf oo Seismic Force Resisting System Table 12.2-1: A-15 2016 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 Transverse 6.5 Longitudinal Seismic Response Coefficient, CS 0.133 Transverse 0.133 Longitudinal Seismic Base Shear, V 29267 Ibs Active Soil Pressure 35 pcf Coefficient of Friction 0.40 At -Rest Soil Pressure 55 pcf Unit Weight of Soil 125 pcf RESUB BLD2023-0287 Aug 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SSS Number: s2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc �t This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- Internal Pressure Coefficient 0.18 Topographic Factor, Kt 2.23 Ground Elevation Factor, ICe 0.99 oo Seismic Force Resisting System Table 12.2-1: A-15 2016 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 Transverse 6.5 Longitudinal Seismic Response Coefficient, CS 0.133 Transverse 0.133 Longitudinal Seismic Base Shear, V 29267 Ibs Active Soil Pressure 35 pcf Coefficient of Friction 0.40 At -Rest Soil Pressure 55 pcf Unit Weight of Soil 125 pcf RESUB BLD2023-0287 Aug 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SSS Number: s2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc �t This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- Internal Pressure Coefficient 0.18 Topographic Factor, Kt 2.23 Ground Elevation Factor, ICe 0.99 Active Soil Pressure 35 pcf Coefficient of Friction 0.40 At -Rest Soil Pressure 55 pcf Unit Weight of Soil 125 pcf RESUB BLD2023-0287 Aug 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SSS Number: s2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc �t This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- Internal Pressure Coefficient 0.18 Topographic Factor, Kt 2.23 Ground Elevation Factor, ICe 0.99 At -Rest Soil Pressure 55 pcf Unit Weight of Soil 125 pcf RESUB BLD2023-0287 Aug 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SSS Number: s2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc �t This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- Internal Pressure Coefficient 0.18 Topographic Factor, Kt 2.23 Ground Elevation Factor, ICe 0.99 RESUB BLD2023-0287 Aug 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SSS Number: s2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc �t This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- Internal Pressure Coefficient 0.18 Topographic Factor, Kt 2.23 Ground Elevation Factor, ICe 0.99 CITY OF EDMONDS BUILDING DIVISION BOUNDARY NAILS SHEATHING PER APPROVED PLAN PER NOTES NOTES 300 MIN 2x FLAT BLK w/ DBL ROW OF BOUNDARY NAILS TRUSS 20 BRACE @ 48'bc w/ #A35 AT BTM (8)16d EVENLY SPACED, 16d @ 16" oc GEB GABLE -END TRUSS BRACE TYP U.N.0 TYP FACE NAILS BEAM N.T.S. GEBA DISCONTINUOUS #CS16w/, __ SSS Number: DBL TOP PLATE (13) 8d NAILS EA END _ _ � � s2209020 JL POST SWR Project Name:am iz - ROOF SHEATHING w/ EDGE NAIL PER I MIN 2x CONSTRUCT PER SW-A6 I �� 94th AveIron VistaW Lot B n SW SCHED, BOUNDARY NAILS �/ TYP PER NOTES ' 4'-0" MIN I �_ FULL HEIGHT SPLICE Owner: Q• xz� TRUSS BLKG TOP PLATE SPLICE DISCONTINUOUS DBL TOP PLATE PER MFG DROPPED BEAM L H Inc SHEATH SAME AS SHEARWALL ..� BELOW BOUNDARY NAILS 7DTC2:: DIAPHRAGM TO COLLECTOR OPTION MFG TRUSS TPS DOUBLE TOP PLATE SPLICE Project vocation: TYp ROOF DIAPHRAGM N.T.S. DTCA 191xx 94th Ave W, N.T.S. Edmonds, WA GAP PER TRUSS TPSA MFG SPECS 2x4 NAILER 1 BOUNDARY NAIL ALONG BOUNDARY NAIL ALONG Design Professional: —L LENGTH OF COLLECTOR LENGTH OF COLLECTOR LQH, Inc 4y16 HTT5 EXPOSED 0,20 MFG TRUSS RAFTER MAX NOTCH #SDWS 0.152" x 6" COLLECTOR 2x4 FLAT FRMG TRUSS CLIPS , 2�" TO EACH RAFTER DIAPHRAGM PER AROUND PERIMETER7 SHEARWALL TYP STRUCT NOTES OF OPENING INTERMEDIATE FRAMING ABUTTING PANEL EDGES 01 FTB FULL HEIGHT TRUSS BLOCK HTTS- A RTW RAFTER TO BEARING WALL DTC DIAPHRAGM TO COLLECTOR Loon00 N N'._J.T.S. FTBA N.T.S. CTPF N.T.S. DTCA '._J MSTC w L STRAP 4%6 HTT5KT �� $� #HDU11 N ' J w DBL 2x STUD I 2Y4" 32 z z EDGE NAILING SW SHEATHING 6x6 BOUNDARY NAILS PER V U.N.C. 18" ' RFA ROOF DIAPHRAGM �--� H U STRAP MAY BE TRUSS TIGHT BOUNDARY NAILS PER C AROUND RIMS LOCATED 2x6 TOP RIM/BLOCK EDGE NAILS ROOF DIAPHRAGM Q) HOLDOWN ON INSIDE u7 EMBEDDED MSTC STRAP -(A) HTT5KT- A HDU11- B 2x6 BTM RIM/BLOCK ��5`' z z .� [FRH AT OPENINGS] Vic,10) = W P off STRAP SHOWN SHRINKAGE GAP �� am AROUND CORNER 3° (3)2x STUDS U.N.O. 716" � #HDU14 EDGE NAILS, TYP EDGE NAILS STUDS PER SHEARWALL #H2,5 EA END SHEARWALL GEBcc HOEDOWN SCHED 2�� 1/0 3z11 EA TRUSS � SW SHEATHING C SHEARWALL w/ TRUSS BEARING SHEARWALLS w/ TRUSS PARALLEL � EDGE NAILING 6x6 u7 2x STUD STHD14 4x6 U.N.O. HDU8 U.N.C. 16" SWR SHEARWALL ROOF CONNECTIONS x 0 o STHD14- A HDU8- A HDU14- B N.T.S. '._J SWM HOLDOWN 2x STUD ANCHOR HDN HOEDOWNS DIAPHRAGM PER NAILS PER N.T.S. H DNA STRUCT NOTES SW SCHED WALL BASE WALL BASE EDGE NAILS PLATE CONN HOC HOLDOWN AT CORNER FLRRIM BLKG PLATE (SW ABOVE) (SW ABOVE)' 21 N.T.S. HOCA (OR ROOF GABLE) SOLID BLKG OR DIAPHRAGM PER COLLECTOR STRUCT NOTES � 4z RIM/BLKG EDGE NAILS ��#� �� EXTENT OF EXTENT OF PROVIDE #A35 PER EDGE NAIL PROVIDE SHEARWALL CRIPPLE STUD SHEARWALL DOUBLE TOP PLATE TPS SWF SWR BLKG @ 48"oc SW SCHED (SW BELOW) BLKG @48" oc w/ JOPARALLEL DOUBLE -SIDED SHEARWALLS, w/ JOIST -WALL INTERIOR SHEARWALLS, & PARALLEL This space reserved for governing jurisdiction stamps EXTERIOR SHEARWALLS EXT SHEARWALLS @ CANTILEVERS SHEARWALL TO FLOOR TO SHEARWALL HEADER HEADER SW F SHEARWALL FLOOR CONNECTIONS N.T. s. SWFA #LSTA24 w/ MIN (9) -10d WINDOW FASTENERS PER MEMBER TOP PLATE OPENING U.N.O. :� I DOOR WALL BASE WALL ENI WALL PLATE CONN XX PER SW SCHED DIAPHRAGM PER ANCH PER STRUCT NOTES KING STUD SW SCHED TRIMMER STUD RIM/BLKG ANCH PER COLLECTOR OR RIM 2x SILL U,N.O. SW SCHED PER SW SCHED EDGE NAILS 2x SILL U.N.O. ORIGIN DATE; 8/15/2023 FDN FDN PER SW SCHED REVISED; ---- 4" x 4" IS THE MAXIMUM PENETRATION CRIPPLE STUD BASE PLATE SWB SWF _ OR HOLE THAT CAN BE ADDED TO A SHEARWALL SHEARWALLS TO FOUNDATION SHEARWALLS TO FLOOR TO FOUNDATION 0 [V RESUB N CTP1 COLLECTOR TO TOP PLATE SWE SHEARWALL ELEVATION SWB SHEARWALL BASE PLATE & FOUNDATION CONNECTIONS Aug 17 2023 a Ln N.T.S. CTPF N.T.S. DRDDD N.T.S. SWBA CITY OF EDMONDS DEVELOPMENT SERVICES NI DEPARTMENT , 00 �n LQ DIAPHRAGM FLOOR JOIST BOUNDARY PER PLAN NAILING 2x4 MIN BLOCK BOTTOM FLUSH BETWEEN JOISTS w/ BEAM 0.148" 0 x 3" @ 8110c HANGER n PERPENDICULAR FRAMING FLOOR LEDGER N.T.S. SHEARWALL ABOVE EDGE NAILS LIGHTWEIGHT CONCRETE SLAB 2 ADDITIONAL RIMS, U.N.O. 1 ADDITIONAL RIM, U.N.O. RIM BOARD IS NOT CONTINUOUS RIM BOARD IS OVER THE OPENING CONTINUOUS OVER THE OPENING BEAR OVER BHS STUDS PER DOUBLE TOP EDGE NAILS PLATE CONTINUES OVER OPENING SHEARWALL BELOW #SDWS 0.22" x 3" SCREWS @ 16"oc FLB BOUNDARY NAILS #H2.5A MIN @ ALL ROOF MEMBERS U.N.O. @ SHEARWALLS d 0.25d MAX NOTCH \_ NOTE; BEAM SEE DETAIL SWR FOR SHEAR CONNECTIONS RCBJ SHEARWALL ROOF CONNECTIONS AT BEAM DIAPHRAGM RAFTER 3%" MIN N.T.S. ""1 & #CS16 6)10d 1OWN Q STUDS REQUIRED STUDS BEAM 2x4 WALL 2x6 WALL 4x & 2-2x (SAWN) 3%x (GLB) (2) 2x4 (2) 2x6 3%x (MANF) 6x & 3-2x (SAWN) 5%x (GLB) (3) 2x4 (3) 2x6 5%x (MANF) 8x (SAWN) 6%x (GLB) (4) 2x4 (4) 2x6 7x (MANF) GIRDER TRUSS (3) 2x4 (3) 2x6 REQUIRED TRIMMERS HEADER 2x4 WALL 2x6 WALL 4x & 2-2x (SAWN) 3yx (GLB) 2x4 2x6 3%x (MANF) 6x & 3-2x (SAWN) 5%x (GLB) ---- (2) 2x6 5%x (MANF) REQD TRIMMERS NOTE: BEAR BEAMS ON THE FULL WIDTH AND BREADTH OF THE MINIMUM SUPPORTS PER TABLES ABOVE UNLESS NOTED OTHERWISE ON THE PLANS BEAM & HEADER SUPPORTS N.T.S. DOUBLE O INTERSECTING JOISTS7 O�PLATE CONTINUES SHALL BEAR IN HANGERS 0011 OVER OPENING OVER OPENINGS RIM IS DISCONTINUOUS OVER OPENING RIM CONTINUOUS OVER OPENING STW SHEAR TRANSFER TO SHEARWALL N.T.S. i FLUSH RIM HEADER, TYP T&G ROOF DEC N.T.S. (2)10d @ INTERMEDIA FRHA END BEARING SUPPORTS VERTICAL GR COMPRESSION BL( MATCH STUDS AB HOLDOWN NUT ANDDOUBLE ATUD INSTALLATION: WASHER WASHER *ATUD TAKE UP 1) Remove shrink wrap from ATUD. DEVICE IMPORTANT: Do not remove activation pin until isolator nut is installed and inspector is present. 2) Install ATUD with either end up over threaded rod that extends up through Holdown anchor. IMPORTANT: Activation pin must face out. THREAD ROD PER HOLDOWN 3) Install double washers and then nut on top. SCHED 4) Finger -tighten nut plus an additional 1/3- to 1/2-turn with a wrench. PROVIDE COUPLERS AS REQD TO EXTEND 5) Remove activation pin at time of inspection. THREADED ROD TO 6) For questions and concern contact this office. HOLDOWN Activation IL Rn EMBED ANCHOR w IN FND EXTEND ROD TO FOUNDATION PROVIDE (1) STUD PER STRAP, TYP SPECIFIED NAILS PER EACH END LENGTH, TYP END LENGTH DIAPHRAGM PER STRUCT NOTES END RIM/BLKG LENGTH DIAPHRAGM PER STRUCT NOTES #CS16 STRAP(s) END LENGTH 7 END LENGTH #CS16 STRAP(s) BEAM, 3%" WRAP STRAP WIDE MIN. UNDER BEAM STRAP BETWEEN FLOOR STRAP TO BEAM BELOW SHEARWALL COILED STRAP HOLDOWN N.T.S. #PSPN516 w/ BOTTOM PLATE 816d NAILS INTO #PSPN58 TOP PLATE, E.S. #PSPN58 w/ FLOOR SHEATHIN 1-8d NAIL INTO PLUMBING BASE PLATE, E.S. PLUMBING SHEARWALL O SHEARWALL FLOOR #PSPN516 1 Z" MIN 1 Z' MIN NOTCH AS REQUIRED DBL TOP PLATE WALL STUD, TYP WALL STUD, rl\TYP ELEVATION VIEW TOP PLATE NOTCH BOTTOM PLATE NOTCH PLAN VIEW PENETRATION OF FRAMING - SHEARWALL RAFTER PER re _F1 x x x x x x---- UNG FE& TYP x x x x x x x---- PLAN 9 DBD DECK BOARD DIAPHRAGM N.T.S. SHEATHING PER SCHED WALL FRMG L SHEATHING PER SCHED PLAN VIEW PLAN VIEW `SHEATHING PER SCHED DSW DBL SIDED SW AT ADJOINING WALLS 16" MA% COLLECTOR SPLICE N.T.S. #LSTA24 w/ MIN (9) lld x 1 %" FASTENERS PER MEMBER DIAPHRAGM U.N.O. COLLECTOR COLLECTOR SPLICE OPTIONAL STRAP LOCATION COLLECTOR SPLICE N.T.S. DIAPHRAGM CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN CSAA #LSTA24 w/ MIN (9) -10d FASTENERS PER MEMBER U.N.O. COLLECTOR V COLLECTOR BEAM DO NOT MAKE PENETRATIONS OR NOTCHES IN THE SHADED AREA OF THE BEAM WITHOUT MIN CLEAR SPACING PRIOR APPROVAL OF THE ENGINEER SHALL BE 8x THE L/8 DIAMETER OF THE LARGER HOLE d/4 DEPTH Td2 0 t d/4 DEPTH CSAA PENETRATIONS IN THIS AREA DO NOT REQUIRE APPROVAL FROM THE ENGINEER HOLES MUST BE ROUND AND ARE LIMITED TO ly"OOR% DEPTH OF MEMBER, UNLESS APPROVED BY THE ENGINEER �L/8� L/8 r L/2 T L/8 DO NOT MAKE PENETRATIONS OR NOTCHES IN THE SHADED AREA OF THE BEAM WITHOUT PRIOR APPROVAL OF THE ENGINEER SPAN y DEPTH L GLB MIN CLEAR SPACING SHALL BE 2x THE DIAMETER OF THE LARGER HOLE PENETRATIONS IN THIS AREA DO NOT REQUIRE APPROVAL FROM THE ENGINEER SPAN — SPAN — SAWN DO NOT MAKE PENETRATIONS OR NOTCHES MIN CLEAR SPACING 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 LARGER HOLE REQUIRE APPROVAL FROM THE ENGINEER %DEPTH r - DEPTH % DEPTH o L------- O— — — — — — — - DEPTH PSL & LVL HOLES PERMITTED IN MIDDLE %SPAN ONLY DEPTH LSL ALLOWED HOLE ZONE DEPTH SPAN MAX HOLE DIAMETER SHALL NOT EXCEED 2" U.N.O. MAX HOLE DIAMETER FOR LSL BEAMS SHALL BE: PSL, LVL, & LSL 3" FOR 9%" DEPTH 3%" FOR 11%" DEPTH 4%" FOR 14"-16 DEPTH SPAN BEAM PENETRATIONS, TYPICAL DETAIL RES 2 B Aug 17 023 N.T.S. N.T.S. N.T.S. DSWA L_J N.T.S. CITY OF EDMONDS DEVELOPMENT SERVICE BP� DEPARTMENT SSS Number: S2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc M N N O N O i--1 t Q w � N J w z E O ~ V V_ H � Ln u7 p z w C/) LCO V 0) C N u7 Ln O 5 Ft 427A ` This space reserved for governing jurisdiction stamps ORIGIN DATE: 8/15/2023 REVISED: ---- S2.1 0 f'V O rn 0 [V En NI a NI 00 n Ln Ln CITY OF EDMONDS BUILDING DIVISION HOLDOWN ANCHOR e FOUNDATION WALL MINIMUM STEM HEIGHT REQUIRED TO ACCOMMODATE ANCHORAGE PER HOLDOWN SCHEDULE FOOTING L___ EMBEDDED Y "r I // I I 1 HOLDOWN ANCHOR EMBEDDED STRAP SLAB r 12fI(2)#4CONT TSF THICKENED SLAB FOOTING Li N.T.S. TSFA 2" TYP A.B. PER PLAN 2", TYP A a d n . a > d ' c ..4 .A A. A I. L HOLDOWN POST A.B. PER PLAN 2 i I 7" MIN STEM WALL SHALL BE 2'-0" DEEP MIN (2) #4 HORIZ CONT @ TOP OF WALL 1Z" CLC, TYP R%"x3"x3" 1' 0" A36 BRIG PLATE w/ DBL NUT �� (4)#4xll 8 411 SECTION A -A REINFORCED FOUNDATION ANCHOR 3/4" = V-0" 2x BLOCK UNDER BEARING WALL JOIST VIDEEPEN 6'-0" MAX #A34 EACH SIDE BEAM POST, TYP A24 w/ (4)10d POST OUNDATION AS REQD TO (2) POWDER INTO ONC (1'EMBED)FASTENERS ATE FOR HOLDOWNFTG NTS INTO WALL BRIG SOIL MHE I MINIMUM HOLDOWN EMBEDMENT N.T.S. THICKNESS STEEP EXCAVATU WILL ALLC STEPPED FOOTING N.T.S. MHE RFA1 PBF2 I INTERIOR POST BEAM AND FOOTING - DROPPED CONDITION N.T.S. 6-0" MAX SOLID BLOCK, MATCH WIDTH OF POST BELOW EACH SIDE I'II JOIST #A34 EACH SIDE POST, TYP A24 w/ (4)10d POST (2) POWDER ACTUATED FASTENERS INTO CONIC (1" EMBED) FTG BRIG SOIL NOTE: 9" OF CS22 COILED STRAP AND (8)10d NAILS MAY BE USED IN LIEU OF THE ST9 PBFD INTERIOR POST BEAM AND FOOTING N.T.S. JOIST 6-0" MAX SOLID BLOCK, MATCH WIDTH OF POST BELOW EACH SIDE #A34 EACH SIDE POST, TYP A24 w/ (4)10d POST (2) POWDER ACTUATED FASTENERS INTO CONIC (1" EMBED) FTG BRIG SOIL M9.9 rP FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. FOOTIIM SIM REINFORCEMENT ID WIDTH (Transverse) LENGTH (Longitude) THICKNESS LONGITUDE TRANSVERSE F1.5 V-6" V-6" 8" (2) #4's (2) #4's F2.5 2'-6" 2'-6" 1 10" 1 (3) #4's (3) #4's F3 3'-0" 3'-0" 10" (4) #4's (4) #4's LONGITUDE REINF TRANSVERSE REINF POST TO FTG THICKNESS LENGTH WIDTH (LONGITUDE) (TRANSVERSE) PLYNTH ON FTG FOOTING, TYPICAL N.T.S. r GR BEAM �....��.�.... 'I REINF MATCH HORIZ �o STD 900 HOOK INTO REINF INTERSECTING GR BEAM V-6" CORNER BAR @ ALL OUTER REINF REINF • FTG @ WALL FTG @ WALL CORNER APPROVED PLAN FTG UNDER SLAB ON GRADE STD 900 HOOK INT MATCH HORIZ INTERSECTING GR BEAM REINF ALTERNATE EA BAR V-15" CORNER BAR @ ALL OUTER REINF REINFORCEMENT AT INTERSECTIONS N.T.S. RIAA (2)-ROWS STAGGERED 8d MIN @ 6"oc FLR DIAPHRAGM FDN WALL MIN (3) - 8d TOENAILS JOIST TO SILL FLR DIAPHRAGM JOISTS FTGC MIN (3) - 8d TOENAILS BLK TO SILL FLR SHEATHING w/ 10d @ 4"oc TO FRMG & BLKG JOISTS 2x TIGHT -FIT BLOCKS @ 48"oc FOR (2) FULL JOIST SPACES JD JOIST DROPPED JB JOIST BEARING JP JOIST PARALLEL NOTE: METAL FASTENERS LESS THAN %" O SHALL BE HOT -DIPPED GALVANIZED WHEN IN CONTACT WITH P.T. LUMBER FTCJ FOUNDATION WALL TOP CONNECTIONS RESUB N.T.S. CITY E FTCA DEVELOPMENT SERVICE DEPARTMENT SSS Number: 52209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc M N (V O N O rl 1-1 0 O "' Ln [V J w Z E O ~ V V_ H CC � Ul) to Z w C/) O V p1 C N cc Ln U . ro 427A tOh!AL This space reserved for governing jurisdiction stamps ORIGIN DATE: 8/15/2023 REVISED: ---S212 - CITY OF EDMONDS BUILDING DIVISION d D 180° 4d or 2%" MIN. BAR D #3 1 %" #4 2" #5 2 %" #6 4y" #7 5%" #8 6" LEGEND d = BAR DIAMETER D = FINISHED BEND DIAMETER Note: 1, STANDARD HOOKS SHALL CONFORM TO ACI 318 SECTION 25.3 12d 2, REINFORCING SHALL BE COLD BENT, STANDARD HOOKS N.T.S. (2) #4 CONT 8" U.N.O. @ TOP OF WALL P.T. SILL PLATE & A.B. CONC SLAB ON GRADE CONC STEM WALL CTRD ON FTG, U.N.O, 3'-0" MAX BETWEEN GRADES 4'-6" MAX FINISH GRADE 24" MIN #4 VERT @ 16"oc / #4 @ 16"oc #4 HORIZ DOWELS w/ @ 12" oc 14" EXTENSION 18" MIN INTO WALL & STD HOOK IN FTG 16"x8" CONC FTG U.N.O. 3" CLR #4 LONG @ 12" oc MAX, BRG SOIL I 1=1 U.N.C. (2 BARS MIN) TjI NOTES: -CENTER VERTS AND DOWELS IN STEM WALL -DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN EMBEDMENTS -DEEPEN EXCAVATION TO PROVIDE MINIMUM FOOTING DEPTH FWX FOUNDATION WALL - STEM N.T.S. BAR DEVELOPMENT LENGTHS SIZELAP SIZE STRAIGHT HOOK #4 18" 18" 6.5" #5 24" 24" #6 30" 24" 10.25" THIS IS A GRAPHICAL REPRESENTATION ONLY, THERE IS NO BEND IN THE VERTICAL BAR DOWEL w/ STD HOOK TOE BARS MUST HAVE FULL DEVELOPMENT LENGTH ON BOTH SIDES OF THIS LINE. AN EXTENDED DOWEL BAR MAY REPLACE A SEPARATE TOE BAR e O S A B C HORIZ VERT 2" COVER @ VERT & DOWEL CONCRETE WALL DOWEL w/ 900 HOOK EXTENDED TO TOE CONCRETE FOOTING H D 3" COVER LONG I I=I BRG SOIL =III= DRAINAGE PER CODE SRW I SITE RETAINING WALL SCHEDULE ACI 318-14 FWCRA ( 45 2000 300 0.4 8H) (BSFO SO SLO-0 AFO) DIMENSIONS H E S D A B C W (FT -IN) (FT -IN) (IN) (IN) (IN) (IN) (IN) (IN) 4-0 3-6 6 12 24 8 12 1 44 REINFORCEMENT *1 H DOWEL LAP VERT HORIZ LONG (FT -IN) (IN oc) (IN) (IN oc) (IN oc) (IN oc) 4-0 #4 @ 12 20 #4 Ob 12 #4 Ob 12 #4 @ 8 *NOTES: 1 Clear cover requirements u.n.o. - 3" to soil, 2" to forms in all other locations 2 DOWEL and VERT may be the same piece provided the size and spacing of the DOWEL is used. H p 3" CLR KEY w/ I STD 90 HOOK AT TOP W A B C BACKFILL' �\\! WALL ��i� HORIZ CONCRETE SLAB 2" CLR � �•---�� HORIZ LAP CONT j BRG SOII VERT 2" CLR @ VERT & DOWEL DOWEL w/ STD 900 HOOK AND EXTEND TO TOE FWC21 CANTILEVERED FOUNDATION WALL SCHEDULE ACI 318-14 FWCCB ( 35 2000 275 0.4 � APPROVED PLAN � 1 SO/50 SLO.69-0.46 DIMENSIONS H D K A B C W (FT -IN) (IN) (IN) (IN) (IN) (IN) (IN) 10-0 12 34 r 36 1 10 1 8 54 REINFORCEMENT *1 H DOWEL LAP VERT HORIZ CONT KEY *2, *3 *2 (FT -IN) (IN cc) (IN) (IN cc) (IN oc) (IN cc) (IN cc) 10-0 #5@5 40 #5@10 #4@10 #4@8 #4@8 *NOTES: 1 Clear cover requirements u.n.o. - 3" to soil, 2" to forms in all other locations 2 DOWEL and VERT may be the same piece provided the size and spacing of the DOWEL is used. 3 Extend the DOWEL to within 2" of the TOE edge SHA U N.T.S. SRWA L_J N.T.S. FWCB FWX DOWELS MAY BE ° 2" COVER COMBINED WITH THE @ VERT & VERTICAL AND/OR TOE DOWEL BARS PROVIDED THE O DOWEL SIZE AND SPACING IS USED O HEEL BARS MUST HAVE FULL O DEVELOPMENT LENGTH ON BOTH SIDES OF THIS LINE e ° CLR_ CLR 3" T— CLR TOE HEEL NOTE: THIS DETAIL IS INTENDED TO PROVIDE SUPPLEMENTAL INFORMATION TO THE FOUNDATION DETAILS PROVIDED. THE INFORMATION PROVIDED ON THOSE DETAILS WOULD SUPERCEDE THIS DETAIL. I BAR DEVELOPMENT - SUPPLIMENTAL INFO FTC FTC r 1 P.T. SILL PLATE #4 CONT @ 24"oc w/ r 1 #4 CONT w/in I & A.B. (1) #4 w/in TOP 12" OF WALL TOP 12" OF WALL � I J CONC STEM WALL u.— J 8 U.N.O. 8" MIN CTRD ON FTG, U.N.O. VERT & DOWELS CTRD IN STEM FINISH GRADE FINISH 8'-0" MAX FINISH GRADE `. 4'-0" MAX VERT ` (.�'//may �'��'�•' FOR 8" MIN 3 -D � 16" MIN #4 @ 48"oc, #4 @ 48"oc THICK WALL MAX CORNERS & DOWELS w/ OR- 11 14" EXTENSION 18" 8'-0° 4'-0" 4'-6" MAX BACKFILL INTO WALL & STD MIN MAX MAX FOR 6" HOOK IN FTG THICK WALL BACKFILL / #4 AT BTM 2" CLR CONC FTG PER PLAN w/ 3" CLR_ I BACKFILL (2) #4 CONT, z BRG SOIL (I I I I II U.N.O.(— NOTES: 0 L _SJ -DETAIL PER CODE FOR SW,SP,GW,GP,GM,GC,SM,SM-SC AND ML SOILS -TEMPORARILY BRACE WALL IF BACKFILLING BEFORE BRG SOIL -III= I I BRG SOIL -1 THE TOP CONN IS CONSTRUCTED = I II, 1 II 11- -DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN ALL OTHER INFORMATION PER STANDARD ALL OTHER INFORMATION PER STANDARD EMBEDMENTS STANDARD DEEP FLOOR LATERALLY SUPPORTS TOP OF STEM NO LATERAL TOP SUPPORT FWS FOUNDATION WALL - STEM HORIZ VERT 2" CLR @ VERT & DOWEL DOWEL w/ STD 900 HOOK 2„ 2 CLR CLR HEEL 3" CLR FWC31 CANTILEVERED FOUNDATION WALL SCHEDULE ACI 318-14 FWCDB ( 35 2000 275 0.4 7H) (BSFO SO SLO.6-0.45 A DIMENSIONS H E S D A B C W (FT -IN) (FT -IN) (IN) (IN) (IN) (IN) (IN) (IN) 5-0 4-6 6 10 8 8 16 32 6-0 5-6 6 10 8 8 20 36 8-0 7-6 6 10 8 8 28 44 REINFORCEMENT *i H D 3 LA PE VERT HORIZ CONT HEEL 2W (FT -IN) (IN oc) (IN) (IN oc) (IN oc) (IN oc) (IN oc) 5-0 #4 @ 12 22 #4 @ 12 #4 @ 12 #4 @ 8 none 6-0 #4 @ 12 22 #4 @ 12 #4 @ 12 #4 @ 8 none 8-0 #4@5 22 #4@10 #4@12 #4@8 #4@8 *NOTES: 1 Clear cover requirements u.n.o. - 3" to soil, 2" to forms in all other locations 2 DOWEL and VERT may be the same piece provided the size and spacing of the DOWEL is used. 3 Extend the DOWEL to within 2" of the TOE edge N.T.S. FWSA U N.T.S. FWCD A B C FRMG T HORIZ `NIJIALKHLL <' \K\ VERT 2" COVER @ VERT & DOWEL H CONCRETE WALL DOWEL w/ 900 HOOK EXTENDED TO TOE a J CONCRETE SLAB / /\ xml/\ CONCRETE FOOTING\/vie / D 3" COVER — \ CONT 1I BRG SOIL DRAINAGE PER CODE FWC1 I FOUNDATION WALL - CANTILEVER SCHEDULE ACI 318-14 FWCB ( 45 2000 0) ( S ) DIMENSIONS ID H A B C I D (FT -IN) (TN) (TN) (TN) (TN) 4 4-0 12 8 8 10 5 5-0 20 8 8 10 6 6-0 28 8 8 10 7 7-0 24 8 16 10 8 8-0 34 8 16 10 9 9-0 44 8 16 12 10 10-0 44 10 16 12 11 11-0 56 10 18 12 12 1 12-0 62 10 22 14 REINFORCEMENT *1 ID DOWEL *2 LAP (IN) VERT *2 HOR7Z CONT 4 #4 @ 10 32 #4 @ 10 #4 @ 12 #4 @ 10 5 #4 @ 10 32 #4 @ 10 #4 @ 12 #4 @ 10 6 #4 Co) 6 32 #4 @ 12 #4 @ 12 #4 @ 10 7 #5@8 40 #50 16 #4 @) 12 #4 @) 10 8 #5@6 40 #5@ 12 #4@ 12 #40 10 9 #5@5 40 #5@ 10 #4 (-a 12 #4@9 10 #5@5 40 #5@ 10 #4 @) 10 #4@9 11 #5Co 40 #5@8 #4@ 10 #4@9 12 #5 @ 4 40 #5 @ 4 #4 @10 #4 @ 6 *NOTES: 1 Clear cover requirements (3" to soil, 2" to forms in all other locations) 2 DOWEL and VERT may be the same piece provided the size and spacing of the DOWEL is used N.T.S. �_J N.T.S. FWCB HORIZ VERT 2" CLR @ VERT & DOWEL DOWEL w/ STD 900 HOOK 2„ 211 CLR HEEL CLR 3" CLR FWC41 CANTILEVERED FOUNDATION WALL N.T.S. SCHEDULE ACI 318-14 NCDB ( 35 2000 275 0.4 7H) (BSFO S50 SLO.6-0.45 AFO) DIMENSIONS H E S D A B C W (FT IN) (FT -IN) (IN) (IN) (IN) (IN) (IN) (IN) 11-0 9-C 24 14 14 10 44 68 REINFORCEMENT *1 H DOWEL LAP VERT HORIZ CONT HEEL (FT -IN) (IN oc) (IN) (IN oc) (IN oc) (IN oc) (IN oc) 11-0 #505 40 #5@10 #4010 #5@8 #4@8 *NOTES: 1 Clear cover requirements u.n.o. - 3" to soil, 2" to forms in all other locations 2 DOWEL and VERT may be the same piece provided the size and spacing of the DOWEL is used. RESUB Aug 17 2023 CITY OF DEVELOPMENT SERVIEDMONDSCFWCD DEPARTMENT SSS Number: S2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc M N (V O N O i--1 l J ^ p w Ln � N J w z O ~ U V H CC � Ln u7 p z Ul) w c.n 3: O U C3) C: N u7 Ln O 4 42771 This space reserved for governing jurisdiction stamps ORIGIN DATE: 8/15/2023 REVISED: ---- S213 CITY OF EDMONDS BUILDING DIVISION TOP STEM: 246.04' BACKFILL, TYP \ \ \ \\ MAY -- - NATIVE BEARING S0I4-TYP TOP STEM: 235. 11 4=— 1 R-IIJ RIGID INSULAT=, FRI — PRESSIVE.STRENGGTT i, 6" MIN DEPTH, TYP CONSULT / \ • \ L ENGINEER TO VERIFY EXCAVATION CUTS SECTION A -A N.T.S. / TOP STEM: 246.04' FWC3 BACKFILL, 2'-011 TOP STEM: 236.96' NATIVE BEARING S6I�TYP - .• TOP STEM: 235 0' FOOTING BEYOND R-10 RIGID INSULATION, _ \du rof 101 PREStVf-S CONSULT AFD \ / 6" MIN DEPTH TYP GEOTECHNICAL — ENGIAI€ER CONSULT AFD ICAL ENGINEER CONSULT � ICAL ENGINEER TO VERIFY EXCAVATION CUTS D-D SECTION D-D N.T.S. — T F( 0 9 DETERMINING THE DEPTH OF ADJACENT FOOTINGS DISTANCE "B" SHALL NOT BE GREATER THAN DISTANCE "A" - DEEPEN EXCAVATION AS REQ'D FOUNDATION OR FOOTING AFD ADJACENT FOUNDATION DE SU B 172023 N.T.S. CITY OF E DEVELO"EN7 As DEPAR M N SSS Number: s2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc M c.n f V O N O H 0 J 0 w Lr) (V J w Z o V H GC Ln o Z Z � W 0 U 61 6 N Ln Ln �V) X O 42T71 p tONAL �1Q This space reserved for governing jurisdiction stamps ORIGIN DATE: 8/15/2023 REVISED: ---I S I I - 0 [V O 0l O ('V CA ro N NI ro Ln Ln Ln 0I n Lr) Ln CITY OF EDMONDS BUILDING DIVISION BACKFILL, TYP —/� CONSULT GEOTECHNICAL ENGINEER TO VERIFY - EXCAVMN CUTS SECTION B-B N.T.S. NATIVE FARING— _ SOIL, TYP — N. FOOTING BEYOND =CF�Tr:CW�ITCAI SECTION C-C N.T.S. F( 0 9 DETERMINING THE DEPTH OF ADJACENT FOOTINGS DISTANCE "B" SHALL NOT BE GREATER THAN DISTANCE "A" - DEEPEN EXCAVATION AS REQ'D FOUNDATION OR FOOTING AFD ADJACENT FOUNDATION DE SU B 172023 N.T.S. CITY OF E DEVELOPMENT S DEPAR M N SSS Number: s2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc M c.n f V O N O H 0 J 0 w Lr) (V J w Z 0 V H GC Ln o Z Z � W 0 U 61 6 N Ln Ln �V) X O C �7 42771 p "Z 4NA L ^1Q This space reserved for governing jurisdiction stamps ORIGIN DATE: 8/15/2023 REVISED: ---S215 - CITY OF EDMONDS BUILDING DIVISION SYMBOL LEGEND - FOUNDATION 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. — — — CONCRETE WALL AND CONTINUOUS FOOTING See CONCRETE and REINFORCING BAR specifications per DETAIL FWX F_ -1 F2 SPREAD FOOTING See CONCRETE and REINFORCING BAR specifications per DETAIL FTG. L I SF THD I J � L L FOUNDATION PLAN 1/4" = V-0" T" I Q @ FWC3 (TOP OF WALL F_ DEPRE 4 SLAB ON GRADE w/ 6x6W1.4xW1.4 W.W.F. IF I I STEM WALL 9", OUR SLAB OVER II I TSF 14" WIDE, TYP U,N,O. 24" WIDE TSF FWC2 i /" O x 12" HEX -HEAD ANCHOR w/ 10" ERF EMBEDMENT FOR #HTT5KT ABOVE — F2 F1.5 PROVIDE CLEARANCE OF F_ -1 18" MIN FOR JOIST AND I I L -1 12" MIN FOR BEAMS TO L J FINISHED GRADE BELOW F— P-O" 5'-9" F1,5 F1S I F —1 F —1 4" SLAB ON GRADE w/ 6x6 W1.4 x W1.4 W.W.F. 6'-9" 6'-0" 6'-3" FWS I =8"x16" F 4" SLAB ON GRADE w/ 6x6 W1.4 x W.W.F. F_ J L I 8" STEM FWS w/ 8"x16" FTG TYP U.N.O. LJ I I I II IL F_ I 0 0 FWC4 A -A FWC4 MAX RETAINED HEIGHT = 11'-0" MAX RETAINED HEIGHT = 10'-0 D-D MAX WALL HEIGHT - = 0"" MAX WALL HEIGHT = 12'-0" SF J� L` 71 FF RFA RFA U_ af I F3 F_ 71 I # I I I I K/" O x 12" HEX -HEAD ERF ANCHOR w/ 10" EMBEDMENT FOR #HTT5KT ABOVE 4 SLAB ON GRADE w/ 6x6 W1.4 x WIA W.W.F. B-B MAX RETAINED HEIGHT = 11'-0" MAX WALL HEIGHT = 12'-0" J APPROVED PLAN (2) #4 CONT @ TOP OF WALL D14 PROVIDE CLEARANCE OF 18" MIN FOR JOIST AND 12" MIN FOR BEAMS TO FINISHED GRADE BELOW MAX RETAINED HEIGHT = 10'-0" MAX WALL HEIGHT = 10'-0" C-C J a RESUB Aug 17 2023 DO NOT SCALE - REFER TO ARCHITECTURAL SHEET�E ?IM � i Es DEPARTMENT 4 SF SF SSS Number: s2209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc M N (V O N O i--1 0 J ^ pp w Ln J w z E O ~ V V H CC c~ Ul) u7 p z p w LC 0 V 6 C N u7 V) O 40 ` This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- 1 0 f'V O O [V c'V NI a Lr)i 00 n Un CITY OF EDMONDS BUILDING DIVISION SYMBOL LEGEND 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. 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. APPROVED PLAN SLEXP M 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. _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. 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 4x8 DF #2 at dropped condition u.n.o. Flush headers (FRH) shall be 2-1 % x 14 LSL RIM at joists u.n.o. Reference detail FRH for installation of the flush rim header. WALL WALL WALL WALL LINE LINE LINE LINE A B C D Fi> F> I> FIRST FLOOR SHEARWALLS & FRAMING ABOVE 1/4" = V-0" RESUB DO NOT SCALE - REFER TO ARCHITECTURAL SHEETOL RM ES DEPARTMENT SSS Number: 52209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- 1 0 CITY OF EDMONDS BUILDING DIVISION #CS16 3-2x6 STUDS APPROVED PLAN SYMBOL LEGEND SLEXP ------------------- DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM. 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 DIAPHRAGM PROJECTION Represents elements such as roof eaves, facades, and the like. the plans. — — — — — — — — — — k \ \ \ SHEARWALL Represents walls which are shearwalls and shows the extents of that wall. Connections INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL per the SHEARWALL SCHEDULE. FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. #HOLDOWN MODEL I J I L I JIJ HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are I HANGER Indicates hanger, standard or concealed flange. Provide fasteners in all holes. Reference the GENERAL wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE. STRUCTURAL NOTES for the minimum size hanger. If a different model no. is required, it will be noted on the plan. ' BEAM or HEADER Represents the location of a beam or header. Sizes are indicated on the plan. Grades are JOIST, TRUSS, OR RAFTER Repetitive member symbol points in the direction of the span. The type, size and max indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 4x8 DF #2 at dropped spacing between members will be indicated in bold type with a symbol which is representative of the layout of the condition u.n.o. Flush headers (FRH) shall be 2-1 % x 14 LSL RIM at joists u.n.o. Reference detail FRH for entire level. installation of the flush rim header. WALL LINE A WALL LINE B J CD zz �o 3A TRIMMER w/ #A34 @ TOP #A34 @ BTM, N N TYP @ WINDOW CS SW 3 2x6 STUDS D2 2-1 a x 7 % LVL RIM 3: 00 m 3: �0 m 0 LIGHTWEIGHT CONCRETE (115 pd) SLAB @, OVER DIAPHRAGM, 3%" MAX THICKNESS DEAD LOAD 50 PSF MAX LIVE LOAD 60 PSF MAX X SNOW LOAD 25 PSF MAX 3% x 14 LSL (2-1) MASTER BWTH o U 3-2x6 STUDS I o J U J C4 � o � x x �I I X WALL LINE C BEAM TO ( b TOP PLATE DROPPED 7 x 14 PSL (2-10) 4-26 STUDS COVERED PORCH HDR (2-13) HDR CD MASTER BEDROOM o 3 5%x14PSL (22) L �4x10STUD a 0 —J --------------- — — — _1F c 5-2x6 STUDS CS2 SIM a o° 0' CS I (9) (2) #CS16 I I � I 0 oc I o Na I CD DROPPED 3 % x 11 % LSL (2-3) o M AS DRY \ X 2-2A TRIMMERS \ � CD V f 3 Z x 14 LSL (2-5)Z, WALK-1 N BEARING WALL TYPE ABOVE CONTINUOUS DROPPED 7x14 PSL (2-4) SECOND FLOOR SHEARWALLS & FRAMING ABOVE 1/4" = V-0" CTP2 #HTT5KT o HANG TO LEDGER w/ 0.148" x 1 %" NAILS 2x12 LEDGER w/ #SDWS 0.27 x 3 y" CRAWL SPACE @16"oc N � � O CdJ x N #JB TO SILL PLATE o + Nw jI I L� SW ERF c4 0 0 X 7 MESH RM HDR (2-8) SW D2 BATH #2 ERF m _ HDR (2-7) 6,8 HDR (2-6) 2x6 @ 16"oc T�1.4 1 FRH (2-1 BEDROOM #2 SW C4 2x6 @ 16"oc BEDROOM #3 J M SW D2 WALL LINE D # #STHD14 CONCRETE (145 pd) SLAB OVER c DIAPHRAGM, 6Y' MAX THICKNESS #' DEAD LOAD 90 PSF MAX o LIVE LOAD 40 PSF MAX X CRAWL SPACE RAT SLAB #BA TO SILL PLATE RESUB Aug 17 2023 DO NOT SCALE - REFER TO ARCHITECTURAL SHEET�ETL%RM ES DEPARTMENT SSS Number: 52209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc M N N O N O i--1 o J ^ Q w In � N J Lu Z E O ~ V V_ H DC � Ln u, 0 Z w V) LCO V p1 c aD u7 �Ln V O Is ,S t0 N L 3 This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- 1 1 f'V O O [V c'V NI a Ln Lr)i 00 n Ln CITY OF EDMONDS BUILDING DIVISION *CS16 BE TO STU I> SYMBOL LEGEND 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. 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. APPROVED PLAN SLEXP M 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. _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. 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 4x8 DF #2 at dropped condition u.n.o. Flush headers (FRH) shall be 2-1 % x 14 LSL RIM at joists u.n.o. Reference detail FRH for installation of the flush rim header. WALL WALL WALL WALL LINE LINE LINE LINE A B C D THIRD FLOOR SHEARWALLS & FRAMING ABOVE 1/4" = V-0" RESUB DO NOT SCALE - REFER TO ARCHITECTURAL SHEETkRL RM ES DEPARTMENT SSS Number: 52209020 Project Name: Iron Vista - 191xx 94th Ave W Lot B Owner: LQH, Inc Project Location: 191xx 94th Ave W, Edmonds, WA Design Professional: LQH, Inc M N (V O N O i--1 0 J ^ O w Ln [V J W Z E O ~ V V_ H DC Ln C Z Loon O V D) C N �Ln O �7 42771p This space reserved for governing jurisdiction stamps ORIGIN DATE; 8/15/2023 REVISED; ---- 1 2 f'V O O [V c'V NI Lr)i 00 n Un