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APPROVED BLD RESUB 1 BLD2022-0412+Structural_Plan+5.4.2023_5.20.58_PM+3526451BUILT engineering GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS) CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2018 EDITION), & EDMONDS BUILDING CODE MODIFICATIONS TO THE INTERNATIONAL BUILDING CODE. 2. DESIGN LOADING CRITERIA: FLOOR LIVE LOAD (RESIDENTIAL). .40 PSF DECK LIVE LOAD (RESIDENTIAL). 60 PSF ROOF SNOW LOAD (Pf) . . 25 PSF WIND: BASIC WIND SPEED (3-SECOND GUST) 98 MPH WIND IMPORTANCE FACTOR (Iw). .1.0 WIND EXPOSURE . B TOPOGRAPHICAL FACTOR (Kzt). .1.00 EARTHQUAKE: LAT. /LONG. . 47.806 /-122.378 SEISMIC IMPORTANCE FACTOR (Ie) .1.0 SEISMIC USE GROUP. I I MAPPED SPECTRAL RESPONSE (Ss/S1) . 1.28g/0. 45g SPECTRAL RESPONSE COEF. (SDS/SD1). . 1.03g/0.56g SEISMIC FORCE RESISTING SYSTEM:. .PLYWOOD SHEAR WALLS DESIGN BASE SHEAR (BLDG C, EA UNIT) . . 7. 17k SEISMIC RESPONSE COEFICIENT (Cs) .0.137 SEISMIC DESIGN CATEGORY . D RESPONSE MODIFICATION FACTOR (R). 6.5 ANALYSIS PROCEDURE . EQUIVALENT LATERAL FORCE REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION. THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANICES TO THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON- TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CON - CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. A. STRUCTURAL STEEL FABRICATION AND ERECTION (INCLUDING FIELD WELDING AND HIGH -STRENGTH FIELD BOLTING) 8. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. ►:��l;�1I�111;�:1��1��� APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. GEOTECHNICAL 9. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH REC- OMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGI- NEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COM- PACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FIN- ISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE. 2500 PSF LATERAL EARTH PRESSURE . 35 PCF SEISMIC SURCHARGE. 8H ALLOWABLE PASSIVE PRESSURE . 300 PCF COEFFICIENT OF FRICTION. 0.35 SOILS REPORT REFERENCE: PANGEO PROJECT N0. 21-372 10. PIPE PILE INSTALLATION SHALL CONFORM STRICTLY WITH THE RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. THE GEOTECHNICAL SPECIAL INSPECTOR SHALL CONTINUOUSLY OBSERVE INSTALLATION OF THE PILES. PIPE PILES SHALL BE DRIVEN TO REFUSAL, WHERE REFUSAL IS DEFINED AS THE MINIMUM NUMBER OF SECONDS REQUIRED TO ACHIEVE ONE INCH OF PENETRATION, AS INDICATED BELOW: PIPE PILES SHALL BE 4n DIAMETER PER PLAN, SCHEDULE 40 (0.216" WALL) AND SHALL CONFORM TO ASTM A53, GRADE A, FY = 30 KSI. PILES SHALL BE TESTED IN GENERAL ACCORDANCE WITH ASTM D1143-81. USE OF THE "QUICK LOAD TEST METHOD" IN THE ASTM STANDARD IS THE MINIMUM REQUIRED. HAMMER WEIGHT BLOWS PER MINUTE SECONDS PER INCH 850 LB 900 16 1100 LB 900 10 2000 LB 600 4 PIPE PILE AXIAL CAPACITY IS 10 TONS (20,000 LB). ;��P►c�;��r� 11. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD- ANCE WITH IBC SECTION 1905 AND ACI 301. CONCRETE SHALL ATTAIN A 28�AY STRENGTH OF F'C = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CON- CRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CE- MENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC 1905.3. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR_ ENTRAINED WITH AN AIR�NTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE. 12. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A_185. 13. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD- ANCE WITH ACI 318 02. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS OR 2' 0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTER- SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2' 0" MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 14. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . .3n B. ALL OTHER SURFACES . . 1 1/2" ANCHORAGE 15. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "SET-XP" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2508. STEEL 16. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE AISC SPECIFICATIONS AND CODES: A. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360) B. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (AISC 303) C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. BOLTS IN SHEAR OR BEARING TYPE CONNECTIONS NEED ONLY BE TIGHTENED TO THE SNUG TIGHT CONDITION PER SECTION 8(C). 17. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING MINIMUM STANDARDS. PLATES, ANGLES, AND CHANNELS SHALL CONFORM TO ASTM A36, FY = 36 KSI. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B, FY = 35 KSI. SQUARE OR RECTANGULAR STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 46 KSI. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM TO ASTM A307. THREADED ROD AND STUDS SHALL CONFORM TO ASTM A36. 18. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. WOOD 19. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CON- FORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER N0. 17, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: ( 2X MEMBERS) HEM -FIR N0. 2 MINIMUM BASE VALUE, FB = 850 PSI (3X & 4X MEMBERS) DOUGLAS FIR N0. 1 MINIMUM BASE VALUE, FB = 1000 PSI STRUCTURAL LIGHT FRAMING: DOUGLAS FIR N0. 2 (INCL. 3X AND 4X POSTS) MINIMUM BASE VALUE, FB = 900 PSI BEAMS AND STRINGERS: DOUGLAS FIR N0. 1 (INCL. 6X AND LARGER) MINIMUM BASE VALUE, FB = 1350 PSI POSTS AND TIMBERS: DOUGLAS FIR N0. 1 (6X6 AND LARGER ) MINIMUM BASE VALUE, FC = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR OR HEM -FIR STANDARD GRADE 2X6 STUDS AND PLATES: HEM -FIR N0.3/ STUD GRADE 2X AND 3X T & G DECKING HEM -FIR COMMERICAL DEX, MINIMUM BASE VALUE, FB = 1350 PSI 20. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F V4, FB = 2,400 PSI, FV = 165 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F V8, FB = 2400 PSI, FV = 165 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. ALL COLUMNS SHALL BE DOUGLAS FIR COMBINATION N0. 5, FC = 2400 PSI, E = 2.0 X 10E6 PSI . 21. ENGINEERED LUMBER MEMBERS SHALL BE MANUFACTURED UNDER A PROCESS BY THE NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL LUMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPROPRIATE NER REPORT AND GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. PSL FB = 2900 PSI E = 2000 KSI FV = 290 PSI NER-292 LSL FB = 2250 PSI E = 1500 KSI FV = 285 PSI NER-481 LVL FB = 2600 PSI E = 1800 KSI FV = 285 PSI NER-126 DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAUSER CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED. ALL PROPOSED HOLE SIZES AND LOCATIONS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO DRILLING HOLES. 22. PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOISTS MANUFACTURED BY THE WEYERHAUSER CORPORATION AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH PLYWOOD WEB JOIST PROVIDED. ALL HOLES SHALL CONFORM TO THE MANUFACTURERS SPECIFICATIONS. IF THREE OR FEWER HOLES ARE PROPOSED FOR A SINGLE JOIST, HOLES SHALL CONFORM TO THE WEYERHAUSER ILEVEL TJI ALLOWABLE HOLE CHART. IF MORE THEN THREE HOLES ARE PROPOSED FOR ONE SINGLE JOIST, ALL HOLE SIZES AND LOCATIONS SHALL BE SUB- MITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO DRILLING HOLES. 23. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE USED IN LIEU OF PLYWOOD. A. ROOF SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 32/16. B. FLOOR SHEATHING SHALL BE 3/4" (NOM.) WITH SPAN RATING 48/24 C. WALL SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 32/16. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING. 24. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE - TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES, AND COLUMNS. 25. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UN- LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEA- SONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS STEEL (SST300), POST HOT -DIPPED GALVANIZED(HDG) OR GALVANIZED WITH A MINI- MUM OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" OR "IUT" SERIES JOIST HANGERS. 26. NAILS -NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6D 2" 0. 113" 8D 2-1/2" 0. 131" 10D 3" 0. 148" 12D 3-1/4" 0. 148" 16D 3-1/2" 0. 162" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. 27. MPP PANELS NOTED ON PLAN SHALL BE GRADE F16 AND SHALL BE MANUFACTURED BY FRERES LUMBER CO CONFORMING TO APA REPORT PR-L325 AND ICC ESR-4759 28. WOOD FRAMING NOTES THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X4 STUDS @ 16" 0. C. AT INTERIOR WALLS AND 2X6 @ 16" 0. C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COL- UMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16D NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16D AT 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE SIX 16D NAILS AT 4" O.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12" O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" M I N I MUM EMBEDMENT) @ 4' 0" 0. C. UNLESS INDICATED OTHERWISE. I ND I V I - DUAL MEMBERS OF BUILT UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16D @ 12" O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5D COOLER NAILS FOR 1/2" GWB AND 6D COOLER NAILS FOR 5/8" GWB. WHEN NOT OTHERWISE NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM PLATES WITH 8D @ 6" O.C. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8D @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI JOIST BEAMS TO- GETHER WITH 16D @ 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS @ 6" O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUEJ�ND GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16D @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. � . � . � . � . � . � . � . � . � . � . � � ,.,.,.,.,.,.REVIEWED ,.,.,.,.,., 'SPECIAL INSPECTION REPORTS REQUIRED APPROVED BY FOR THIS PROJECT. PLEASE PROVIDE SI PLANS MUST BE - - REPORTS UPON REQUEST OF CITY OF I ON JOB SITE CITY OF EDMONDS EDMONDS BUILDING INSPECTOR: � BUILDING DEPARTMENT: ■ ALL WORK SUBJECT i 1. Bolting in concrete/Epoxy TO FIELD I2. Structural steel/welding i INSPECTION FOR 3. structural observation by design professional I CODE COMPLIANCE I4. grading/soils ■5. pipe piles ��■�■�■�■�■�■�■�■�■�■i �____________________________________________I •-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-• .Height Certification required ! The following documentation shall be available on site for the building inspector: � � for this project. See ;Architectural plan sheets. ! �X COE APPROVED ARCHITECTURAL PLAN SET ' i � X❑ COE APPROVED STRUCTURAL PLAN SET ' I COE REVIEWED CALCULATION PACKET � ! � ENERGY CREDIT WORKSHEET '. SITE PLAN ■ CIVIL PLAN � ❑ ; �❑ ; ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 � e n g i n e e r i n g ®_®�® S. PAS; � _ c. �� wASxja�'rcS� O 53937 ���SI�NAL � Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Architect Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 614 5th Ave S Edmonds, WA 98020 Issue Date 11 /30/21 4/22/22 3/8/23 Issue Description Permit Set Intake Rev. Revision 2 Building Department Approval 1:3��Y��L!'if�a RES U B May 05 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Drawing Title GENERALSTRUCTURAL NOTES Drawing Number S1.0 Y Q a w z BUILT engineering LEGEN D SPAN <� EXTENT X X. SECTION DETAIL — — — — DROPPED BEAM/HEADER FLUSH BEAM (P.T.) PRESSURE -TREATED (X) NUMBER OF BUILT-UP STUDS COLUMN ABOVE ❑ COLUMN BELOW ��� ALL -THREAD HOEDOWN AT END OF SHEARWALL ABOVE ® cs� STRAP HOEDOWN AT END OF SHEARWALL ABOVE ® 4n� PILE PER GENERAL NOTES FOUNDATION PLAN NOTES 1. SEE 10/S4.0 FOR TYPICAL HOEDOWN REQUIREMENTS AT CONCRETE WALLS AND FOOTINGS. 2. SLAB -ON -GRADE SHALL BE PLACED AND CURED FOR A MINIMUM OF SEVEN DAYS BEFORE RETAINING WALLS ARE BACKFILLED. SEE RETAINING WALL DETAILS FOR SPECIFIC CONFIGURATION. 3. SEE 9/S3.0 FOR TYPICAL PIPE PILE EMBEDMENT INTO CONCRETE PAD FOOTING SCHEDULEv v v v �w MARK SIZE REINFORCING F60 5'-On SQUARE x 12" DP. (7) #4 EACH WAY BOT. Height Certification required .for this project. See Architectural plan sheets. F DOWELL HORIZONTAL REBAR - INTO EX. CONCRETE 5" IN SET-XP EPDXY TYP. WHERE NEW AND EX. CONCRETE MEET THICKEN SLAB TO 12" THICK x 16" WIDE BELOW BEARING WALL ABV. PROVIDE (2) #4 BARS CONT. AT BOT. VERIFY EXISTING FOOTING -- SIZE AT CONCRETE WALL AND REPORT TO ENGINEER OF RECORD PRIOR TO CONSTRUCTION 3/S3.1 TYP. AT CORNERS (2) 4"0 PILES TYP. UNO AT CANTILEVER BEAMS NEAR PROPERTY LINE RETURN GRADE BEAM TO PAD FOOTING AS SHOWN. PROVIDE CORNER BARS PER 3/S3.1 AND EMBED REBAR 12" INTO ADJACENT FOOTINGS 3 m I I I I I NFLAT SLABN a I ,:, �� .,. i. I I I I I :� ,�.. I I I I .� I I I I I I I I I I I I I NJ 1 �-0" V� ID _ � ri r � � — I��I I I ; ; I I �;; I I I I NFLAT SLABN I I��I I I I I . L I I — — . mJ � I I ¢= � U I I I I �¢ � 4J I N � I I I I I I I I SLAB ON GRADE I �� I SLAB ON GRADE PER 4/S3.1 I° �� ° I PER 4/S3.1 I I I I I I I I I I I I I I I I I I I I � I I I 8 1 3.o I I I I I � I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I �o�� �o�� �o�� --- ----- --� �--- ---- ----- --� L- r 1 FOUNDATION PLAN S2.8 scale: 1/4" = 1'-0" NFLAT SLABN 12 m �_ I�il I IiiI I IiiI I I�il I I�il I �L`�I � I J � U I I �¢ �� I I SLAB ON GRADE PER 4/S3.1 1 �wu NFLAT SLABN SLAB ON GRADE PER 4/S3.1 13 �1 �o�h ------� — II � r� r I NFLAT SLABN I Bill I IiiI I IiiI I I I .. — .. — .. .. I mJ IiiI I I�il I ..L � I I cn � I I �¢ I I �� I I I I I I I I SLAB ON GRADE I I I ° i PER 4/S3.1 I I I I I I I T I I I I I I I I I I I I I I I I I I I I I o�� �Jh 14 e n g i n e e r i n g A O 53937 ���SI�NAL � .' i;�' f .' � .' � : �: i;: � Project Contact 12 Brice Parrish $3, tel 253 985 5008 bri ce@bui Itstructural.com 1 2 13 �I Architect Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 614 5th Ave S Edmonds, WA 98020 Issue Date 11 /30/21 4/22/22 3/8/23 Issue Description Permit Set Intake Rev. Revision 2 Building Department Approval RESUB May 05 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Drawing Title BUILDING C NORTH FOUNDATION PLAN Drawing Number �� ■ Y Q IJJ z BUILT engineering 12) 13 V� �— I I I I I NFLAT SLABN I �� I I I..I I I I�;I I I NFLAT SLABN I � � I I liil I I I��I I I I I I I�;I I I;;I I —— ..m ..L I I I��I I I;;I I —— ..m ..L I I I R I J x `� I R I J x `� I I �," I � I �," I � I I W¢ W¢ I oW I °- I I oW I I I I I I I I I I I I I I I I I SLAB ON GRADE � I I I I SLAB ON GRADE l ;; I I I I PER 4/S3.1 I I I I I I I I I I I I I I I I PER 4/S3.1 I I I I I I I I I I I I I I I � I I I I I I I I I I I I I I I I I I I I I I I �� o`' I I I I I I I I I I I I I I I I �h ��, I I I I I I I I I I �o �° I I �o �o I I �� �� 2 �:� 13 f_; NFLAT SLABN I I I;;I l;;l I��I I;;I .LJ J = � U W Q o� SLAB ON GRADE PER 4/S3.1 15 � r I',I II NFLAT SLABN �� I I I I I I �o��' I I - --� �--- ©- u f_; f_; F60 15 IC I liil I��I I��I liil �� ��LJ Q = � j U W Q o� SLAB ON GRADE PER 4/S3.1 � 16 � i----------------- I I �� I I I',I I I l;;l I I l; � l NFLAT SLABN I I �� I ,� I I �� I I ' ' - -- ---J I I I��I I .. I;iII--�.. .. —.I. I I L� I I ^`� I � J I J = I I "' U WQ I oW I I I �� I �� 8 3.o I I I I I ' I I I I I I I I I I I I I I I �°�� I I 1 FOUNDATION PLAN S2.9 scale: 1/4" = 1'-0" SLAB ON GRADE PER 4/S3.1 17 I I I I L I I I I I I I I I I I I I I I �� I �� _ J 3/S3.1 TYP. AT CORNERS F THICKEN SLAB TO 12n THICK x 16" WIDE BELOW BEARING WALL ABV. PROVIDE 10 (2) #4 BARS CONT. AT BOT. S3. n 3 ' � (2) 4n0 PILES TYP. UNO AT CANTILEVER BEAMS 1'-0" NEAR PROPERTY LINE 17 RETURN GRADE BEAM TO PAD FOOTING AS SHOWN PROVIDE CORNER BARS PER 3/S3.1 AND EMBED REBAR 12" INTO ADJACENT FOOTINGS LEGEN D e n g i n e e r i n g SPAN <� EXTENT X SECTION DETAIL X. — — — — DROPPED BEAM/HEADER FLUSH BEAM (P.T.) PRESSURE -TREATED (X) NUMBER OF BUILT-UP STUDS COLUMN ABOVE ❑ COLUMN BELOW ALL -THREAD HOEDOWN AT ��� END OF SHEARWALL ABOVE ® STRAP HOEDOWN AT cs� END OF SHEARWALL ABOVE ® 4"0 PILE PER GENERAL NOTES FOUNDATION PLAN NOTES 1. SEE 10/S4.0 FOR TYPICAL HOEDOWN REQUIREMENTS AT CONCRETE WALLS AND FOOTINGS. 2. SLAB -ON -GRADE SHALL BE PLACED AND CURED FOR A MINIMUM OF SEVEN DAYS BEFORE RETAINING WALLS ARE BACKFILLED. SEE RETAINING WALL DETAILS FOR SPECIFIC CONFIGURATION. 3. SEE 9/S3.0 FOR TYPICAL PIPE PILE EMBEDMENT INTO CONCRETE PAD FOOTING SCHEDULEv v v v �w MARK SIZE REINFORCING F60 5'-0" SQUARE x 12" DP. (7) #4 EACH WAY BOT. Height Certification required for this project. See Architectural plan sheets. I I A O 53937 ���SI�NAL � Project Contact Brice Parrish tel 253 985 5008 bri ce@bui Itstructural.com Architect Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 614 5th Ave S Edmonds, WA 98020 Issue Date 11 /30/21 4/22/22 3/8/23 Issue Description Permit Set Intake Rev. Revision 2 Building Department Approval RESUB May 05 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Drawing Title BUILDING C SOUTH FOUNDATION PLAN Drawing Number S2.9 Y Q w z BUILT engineering LEGEN D SPAN <� EXTENT X SECTION DETAIL X. — — — — DROPPED BEAM/HEADER FLUSH BEAM (P.T.) PRESSURE -TREATED (X) NUMBER OF BUILT-UP STUDS COLUMN ABOVE ❑ COLUMN BELOW ALL -THREAD HOEDOWN AT ��� END OF SHEARWALL ABOVE STRAP HOEDOWN AT cs� END OF SHEARWALL ABOVE FRAMING PLAN NOTES 1. TYPICAL FLOOR FRAMING CONSISTS OF SHEATHING PER GENERAL NOTES OVER 11�g" 2. TYPICAL DECK FRAMING CONSISTS OF DECKING PER ARCH'L OVER PRESSURE TREATED 2x8's @ 16n oc 3. SW_ INDICATES SHEARWALL TYPE PER SCHEDULE 8/S4.0. REFER TO DETAILS FOR TYPICAL SHEARWALL CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION. 4. PROVIDE (2) BEARING (TRIMMER) STUDS MINIMUM AT ENDS OF ALL BEAMS AND HEADERS, UNO.NLESS NOTED OTHERWISE. SEE 11 /S4.0 5. AT ALL SHEARWALLS PROVIDE DOUBLE TOP PLATES AND SPLICE PER 12/S4.0. JOIST HANGER SCHEDULE Height Certification required for this project. See � g ;Architectural plan sheets. ;�. DOWELL HORIZONTAL REBAR INTO EX. CONCRETE 5" IN '. SET-XP EPDXY TYP. WHERE NEW AND EX. CONCRETE MEET F ALL EXTERIOR WALLS SW1 PER PLAN NOTE 3 UNO �' ,;,: `� �. 5 f. 3.0 TYPICAL FLOOR FRAMING '�,a PER PLAN NOTE 1 UNO ' `'' ,.,. ,; - ; __ '�, MEMBER (FLAT ONLY) HANGER FACE NAILING CAPACITY (Cd = 1.0) 11�/s" TJI 110 IUS1.81/11.88 10d COMMON 1170 Ib 2x8 LUS28 10d COMMON 1055 Ib G DASHED LINES ARE (2) ROWS OF LSL BLOCKING EACH END OF BALCONY. SEE SECTION DETAIL FOR MORE INFORMATION. DOTS REPRESENT BLOCKED DIAPHRAGM PER GENERAL NOTES NAIL ALL PANEL EDGES WITH 8d ®4noc TYPICAL DECK FRAMING PER PLAN NOTE 2 UNO PLYWOOD CONTINUOUS OVER PARTY WALL GAP TYP. 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TYPICAL FLOOR FRAMING CONSISTS OF SHEATHING PER GENERAL NOTES OVER 11�" 2. SW_ INDICATES SHEARWALL TYPE PER SCHEDULE 8/S4.0. REFER TO DETAILS FOR TYPICAL SHEARWALL CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION. 3. PROVIDE (2) BEARING (TRIMMER) STUDS MINIMUM AT ENDS OF ALL BEAMS AND HEADERS, UNO.NLESS NOTED OTHERWISE. SEE 11 /S4.0 4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP PLATES AND SPLICE PER 12/S4.0. FOOTNOTES O1 POST LOCATION IS APPROXIMATE. CENTERLINE OF POST TO ALIGN WITH CENTERLINE OF BOLTS FOR BALCONY BRACE PREFABRICATED BY OTHERS ALL EXTERIOR WALLS SW1 PER PLAN NOTE 2 UNO TYPICAL FLOOR FRAMING PER PLAN NOTE 1 UNO DASHED LINES ARE (2) ROWS OF LSL BLOCKING WITH HOEDOWN AT EACH END OF BALCONY BELOW SEE SECTION DETAIL FOR MORE INFORMATION. DOTS REPRESENT BLOCKED DIAPHRAGM PER GENERAL NOTES NAIL ALL PANEL EDGES WITH 8d ®4"oc PLYWOOD CONTINUOUS OVER PARTY WALL GAP TYP. 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CENTERLINE OF POST TO ALIGN WITH CENTERLINE OF BOLTS FOR BALCONY BRACE A O 53937 ���SI�NAL � Project Contact Brice Parrish tel 253 985 5008 bri ce@bui Itstructural.com Architect Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 614 5th Ave S Edmonds, WA 98020 Issue Date Issue Description 11/30/21 Permit Set 4/22/22 Intake Rev. 3/8/23 Revision 2 uilding Department Approval RESUB May 05 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Drawing Title 1 SECOND LEVEL FRAMING PLAN FIRST LEVEL WALLS BUILDING C SOUTH S2.13 scale: 1/4" = 1'-0" SECOND LEVEL FRAMING PLAN Drawing Number S2.13 Y Q w z BUILT engineering LEGEN D SPAN <� EXTENT X SECTION DETAIL X. ---- DROPPED BEAM/HEADER LSL 13/4x91/2 ®24" oc FLUSH BEAM AT THESE SPANS ONLY (SEE SECTION DETAIL) (P.T.) PRESSURE -TREATED (X) NUMBER OF BUILT-UP STUDS COLUMN ABOVE ❑ COLUMN BELOW ALL -THREAD HOEDOWN AT ��� END OF SHEARWALL ABOVE STRAP HOEDOWN AT ALL EXTERIOR WALLS SW1 �s� END OF SHEARWALL ABOVE PER PLAN NOTE 2 UNO FRAMING PLAN NOTES 1. TYPICAL ROOF DECK FRAMING CONSISTS OF PALLETIZED DECKING (5 PSF MAX) OVER TPO MEMBRANE OVER $" APA RATED SHEATHING (SPAN RATING 24/0) OVER SLEEPERS AND TYPICAL ROOF FRAMING --\ BUILDING PAPER PER ARCH'L, OVER �n PER PLAN NOTE 1 UNO SHEATHING PER GENERAL NOTES OVER 92"TJI 230's ®16" oc SLOPED PER ARCH, UNO. 2. SW_ INDICATES SHEARWALL TYPE PER SCHEDULE 8/S4.0. REFER TO DETAILS FOR TYPICAL SHEARWALL CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION. 3. PROVIDE (2) BEARING (TRIMMER) STUDS MINIMUM AT ENDS OF ALL BEAMS AND HEADERS, UNO.NLESS NOTED OTHERWISE. SEE 11 /S4.0 4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP PLATES AND SPLICE PER 12/S4.0. JOIST HANGER SCHEDULE MEMBER (FLAT ONLY) HANGER FACE NAILING CAPACITY (Cd = 1.0) LVL 13/4x91/2 MIU1.81/9 10d x 1.5 2305 Ib PLYWOOD CONTINUOUS OVER PARTY WALL GAP TYP. 9 10 11 12 13 14 e n g i n e e r i n g 2 3.3 —(� 2x8— —(� 2x8-- —(� 2x8 —(� 2x8-- —(� 2x8-- � � � < � � � � I CV LVL 1 /4x9 /2 LVL 1 /4x9 /2 LUL 1 /4x9 /2 LUL 1 /4x9 /2 LVL 1 /4x9 /2 NJ 2) LVL 13/4x9�/2 � _ � ���J�� (2) LVL 1s/4x9�/2 � r _ , �,,, � �� � (2) LVL 13/4x9�/2 ����j'���J� (2) LVL 13/4x9�/2 � _ � ����J� � (2) LVL 1 II u ROOF FRAMING PLAN (SECOND LEVEL WALLS scale: 1/4" = 1'-0" 1 2 13 (1411 A `O 53937 ���SI�NAL ����� m�_®®�._ Project Contact Brice Parrish tel 253 985 5008 bri ce@bui Itstructural.com Architect Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 614 5th Ave S Edmonds, WA 98020 Issue Date Issue Description 11/30/21 Permit Set 4/22/22 Intake Rev. 3/8/23 Revision 2 Iding Department Approval RESUB May 05 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Drawing Title BUILDINr C NORTH ROOF FRAMING' PLAN Drawing Number S2.14 Y Q w z BUILT engineering 12) (13) (14) (15) (16 1� 1� �1 ►;;� • LVL 13/4x9 �� ����lf��� ►:uc�_:� —(� 2x8-- LVL 1 /4x9 /2 LVL 1 '� (2) LVL 1'/4x --- — I I I SW2 � ti �__ `� (2x8__—_ 2 3. —(� 2x8 —(� 2x8—_ � � LVL 1 /4x9 /2 � LVL 1 /4x9 /2 � LVL 1 LVL 1'/4x �,�-.�, LVL 1 s/4x9�/2 1— H 'cam' 17 —(� 2x8__ 0 � I CV LVL 1 /4x9 /2 LVL 13/4x9�/2 [�: 3 ?) 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SW SCHEDULE ((� 48'oc SLAB ON GRADE � 5 $"� ANCHOR BOLTS PER (EACH FACE) ELSEWHERE) WHERE OCCURS I I SLAB -ON -GRADE W SCHEDULE ((� 48"oc I I PER PLAN ELSEWHERE) I SLAB -ON -GRADE KNOT USEDN PER PLAN •II x x x X x x x x X— —x x x x x x x x x x x x x x x— EXISTING CONCRETE � /, �� � II � �0�00�0 ii og°O o� ��o� 000000� moo ono �000Doo z ��oo�°�°O��°o°� 00 0 oo��oO�°�o�o°o� � o00 0 00��00 0o�000ii %r, � 5. PAR G� WA h, '� ,�ti ,�oF s l�rs WALL a I II. \\��\\���\��\\�!\\//\\/ \/�\/ ,. // �� /�i�/% �/i� ��. ��, �, / / �/i o u � %/ � � M - a a a a R o I o��� ih � � o — — (3) #4 CONT. O �y �8C STEg$9 ���� �� - SI�NAL�� �_®_�- DRAINAGE PER Project Contact ARCHITECTURAL s" s" s" e12539855008 a brice@builtstructural.com a Architect 3/4" = 1'-0" � 3/4" = 1'-0" � 3/4" = 1'-0" � 3/4" = 1'-0" Q Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 614 5th Ave S Edmonds, WA 98020 Issue Date Issue Description I 11/30/21 Permit Set 4/22/22 Intake Rev. I 3/8/23 Revision 2 FOOTING AND WALL PER DETAILS � �/2„x 6„x 6„ I Building Department Approval —' — — ' KNOT USEDN KNOT USEDN �—�� �� RESU B PIPE PILE PER PLAN I May 05 2023 3/16 I CITY OF EDMONDS DEVELOPMENT SERVICES PIPE PILE — DEPARTMENT � WAADE BEAM = Drawing Title i (UNLESS NOTED OTHERWISE) STRUCTURAL DETAILS TYPICAL PIPE PILE EMBEDMENT Drawing Number „ ,_ „ � „ ,_ „ 1 � „ ,_ „ 12 S 3.0 _ 1 1 /2 1 0 _ 3/4 1 0 _ 3/4 1 0 co Y Q w Z BUILT engineering 4" THICK SLAB REINF. W/ e n g i n e e r i n g W2.9xW2.9 6x6 W.W.M. CTR'D. CORNER BARS TO MATCH � EXT. HORIZ. REINF. � RIGID INSUL. PER ARCH L. .� AS SHOWN TYPICAL —x x x x x � (OMIT AT UNHEATED SPACES) DOUBLE \ , �_ SLAB °� —000°000 - � --- o °° o° °� °o °° �°�°°°°O °��� 6 MIL VAPOR BARRIER �'� °° ° � °� °0�° ° o0 0 0 000 o° °o 000 CURTAIN ADD L. TYPICAL CORNER BARS: 00 00° 0 00° ° ��������������������������������; VERTS. 24 4 FREE —DRAINING 24 � GRANULAR FILL CONTROL JOINT FORMER KNOT USEDN KNOT USEDN CONTROL —x x� �x x x— "ZIP STRIP" 1�/2" DEEP CORNER BARS TO MATCH _ (JOINT MAY BE SAW —CUT JOINT °° 00000 0� o°�o°°o 000 o� 8��0°00�� °08`0°00�°0°�� 08`� AT CONTRACTOR S OPTION) HORIZONTAL REINFORCING ��/��/��/��/��/��/��/��/��/��/��� CUT ALT. BARS AT JOINT (ALTERNATE HOOKS) �'�'�'�'�'�'�'�'�'�'�' • � 2nd POUR 1st POUR SINGLE � PLASTIC JOINT KEY CURTAIN ADD'L. � TYPICAL CORNER BARS: "MEADOW BURKE" VERTS. 24 CON STR. —" x— STOP REINF. 1" CLEAR OF 24 � JOINT o��000 °o o�o°p�o goo o° oo� JOINT EACH SIDE ° 0 0°0°�4�0°00 0°00°�°�°�4�000 �i\�i\�i\�i\�i\�i\�i\�i\�i\�i\��i TYPICAL CORNER BARS AT CONCRETE WALLS SLAB —ON —GRADE (INSULATED) 3/4" = 1'-0" 1 3/4" = 1'-0" 2 3/4" = 1'-0" � 3/4" = 1'-0" 4 2x6 P.T. PLATE WITH SHEARWALL PER PLAN 5/$"� ANCHOR BOLTS PER SW SCHEDULE (@ 48"oc ELSEWHERE) BLOCK ONE BAY @ 48"oc (MIN 12" L) (5) 10d SHEATHING TO BLOCK AND (2) 10d EA. KNOT USEDN KNOT USEDN KNOT USEDN END _®� P �/� ���/��/��/�� ��� ���/,� �� /�j/�j �,�G� p wA ��'�'fcS� /�� �. � � �!��j 2x (P.T.) LEDGER �` �j WITH 5/s � ANCHOR /�j BOLTS � 32"oc O'�,��y'�8C gTEg$9 �'��� \j SIGNAL �� � `"®'� RETAINING WALL AND Project Contact REINFORCEMENT PER SCHEDULE Brice Parrish te12539855008 brice@builtstructural.com Architect 3/4" = 1'-0" � 3/4" = 1'-0" � 3/4" = 1'-0" � 3/4" = 1'-0" 8 Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 LEVEL BACKFILL FORA 614 5th Ave S DISTANCE GREATER THAN "H" � .--�, Edmonds, WA98020 SLAB ON GRADE = BASE R �/2" Issue Date Issue Description PER PLAN SHALL BE � /�/ ���/� �j,/�j/��j/��j/�� PLACED AND CURED FOR 7 DAYS PRIOR NOTE WHERE RETAINED SOIL SUPPORTS A DRIVE SURFACE WITHIN , A DISTANCE , H FROM THE FACE OF (PLAN VIEW) 11/30/21 Permit Set a/22/22 Intake Rev. ���/��j�j�� '� // \%�\ TO BACKFILLING CONCRETE WALL, PROVIDE FOOTING, WALL, AND REINFORCING FOR A WALL 2'-0" HIGHER THAN ACTUAL � s�" s�" STEEL COLUMNS PER PLAN 3/8/23 Revision 2 FOR RETAINING WALLS - �� ij� SHOWN ON THIS H B1 62 TS TF DK TK STEM REINF. FTG REINF. I I I I PROVIDE GALVANIZING OR >� SCHEDULE _ VERT. HORIZ. LONG. I I I � OTHER APPROVED WEATHER `J I I I I \� 4,-0„ 2'-0" 0" 6" 9" „ 0" 0" #4 � 16" oc #4 ®16" oc (3) #4 � 4 PROTECTION MEASURES / I II I j/�� �/� � TOE REINFORCEMENT 1 —10 , 0 ,� 8 n 9 0 „ 0 n #4 @ 16 oc „ #4 C� 12 „ oc (3) #4 I I I I 5 � (2) /s"� EXP. BOLTS �� /� �" MATCHES SIZE AND 5 —0 2 —11 0 6 10 0 0 #4 � 10 oc #4 � 16 oc (4) #4 i I I I I » EMBED 4 MIN. Building Department Approval — — ��� SPACING OF VERT 2 —9 0 8 10 0 n 0 #4 � 11 oc #4 � 12 oc (4) #4 I I I I • BARS 6'—On 3'-0" 0" 8" 10" 0" 0" #4 � 11" oc #4 � 12" oc (5) #4 NNOT USEDN �� I I I I �/2 NON —SHRINK GROUT t�" aR. 7'-0" 4'-0" 0" 8" 12" 0" 0" #4 � 9n oc #4 (� 12" oc (6) #4 I I I I PAVING PER ARCH'L O N �� t 8 —0 n , 5 n —0 n 0 n 8 n 12 „ 0 » 0 #5 n � 11 oc „ #4 � 12 oc (7) #4 I I I , 9 —0 » , 3 n —9 » 12 n 8 » 12 a 0 n 0 #5 n � 8 oc a #4 � 12 oc (7) #4 I I I I RESU B NW ,, 10 —0 4 —6 12 8 12 6 8 #5 (� 6 oc #4 (� 12 oc (8) #4 �' i' �' � �' �Q m � o i x x x— —x x x x— 11 —0 5 —0 12 10 14 12 8 #6 � 8 oc #4 � 12 oc (11) #4 � �� ��� May 05 2023 J �� • � z i--� (EACH FACE) R cD CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT � — °°°°o°° ° o ° ° oo ° � I Drawing Title ° o�°°" STRUCTURAL DETAILS � ����� �� �\� FOOTING SIZE AND Y REINFORCEMENT PER PLAN DRAINAGE PER M ARCHITECTURAL e2 rs s� yawing umber 1 � 1 1 1 2 3/4 1 0 3/4 1 0 3/4 1 0 Y Q w z BUILT engineering PER ARCH SHEARWALL PER PLAN PER ARCH SHEARWALL PER PLAN PER ARCH SHEARWALL PER PLAN PLATE NAILING PER SHEARWALL SCHEDULE e n g i n e e r i n g CONT. PLYWOOD OVER BEAMS NAIL WITH PANEL EDGE NAILING PER PLAN � � CONT. PLYWOOD OVER BEAMS NAIL WITH PANEL EDGE NAILING PER PLAN PANEL EDGE NAILING OVER ALL HOLDOWN STUDS CONT. '� UNDER SHEATHING PARTY WALL SHEARWALL PER PLAN TRIM TONGUES AND�OR GROOVES AT EDGE OF SHEATHING 8d � 6"oc A35 PER SW SCHEDULE BOTTOM FLUSH GLULAM BEAMS PER PLAN BOTTOM FLUSH GLULAM BEAMS PER PLAN I NAILING PER SHEARWALL SCHEDULE JOISTS AND HANGERS PER PLAN (3) 10d SHEATHING TO TJI's PER PLAN (DIR. VARIES) BLOCK AND (2) 10d EA. END 1�/4„ LSL RIM � 3�/2 GL/LSL RIM OR BEAM PER PLAN � (U.N.O. ON PLAN) BLOCK ONE BAY FULL — 2x4 LEDGER AT PANEL EDGE JOISTS AND HANGERS PER PLAN 2x4 LEDGER AT PANEL EDGE I I I I I I I I I I I I JOISTS AND PER PLAN HANGERS LTP4 IN LIEU OF A35 PER SHEARWALL DEPTH � 48"oc WITH TJI (MIN 12"L) WITH 16d � 6" oc TO BEAM �/4"� x 6" SDS SCREWS @ 48" oc WITH 16d � 6" oc TO BEAM i i i i } s� � I oo. o =� SCHEDULE STRAP PER PLAN �/4"� x @ 48" 6" SDS SCREWS oc SHEARWALL PER PLAN 10d BOX EACH SIDE OF TJI TO PLATE �, ��" SDS SCREWS 3/4" = 1'-0" 1 III 3/4" = 1'-0" 2 3/4" = 1'-0" � 3/4" = 1'-0" 4 NNOT USEDN NNOT USEDN NNOT USEDN N N r ® t, ,� 5• PAR �~� pg WAShrI�'�'1ci M o O 53937 '�W ���SI�NAL ����� m�_®®�._ Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Architect 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 614 5th Ave S Edmonds, WA 98020 Issue Date Issue Description 11/30/21 Permit Set PROVIDE CONTINUOUS FLOOR SHEATHING NAILING PER PLAN 4/22/22 Intake Rev. 3/8/23 Revision 2 LSL 1 �/4" OVER SW (3) 10d BOX EACH SIDE OF BLOCKING TJI's PER PLAN Building Department Approval NNOT USEDN NNOT USEDN NNOT USEDN RESUB A35 PER SW SCHEDULE BLOCK ONE BAY EACH May 05 2023 SIDE FULL —DEPTH � 48"oc WITH LSL 1 �/4" CITY OFEDMONDS DEVELOPMENT SERVICES DEPARTMENT RIMBOARD —FIT TIGHT TO TJI's Drawing Title SHEARWALL PER PLAN STRUCTURAL DETAILS Drawing Number 3/4 1 0 � 3/4 1 0 1 � 3/4 1 0 1 1 3/4 1 0 1 2 Y Q w z BUILT engineering PRE -MANUFACTURED WITHIN 6" OF EACH RAILING AND ATTACHMENT RAILING STANCHION, TO CURB BY OTHERS --- --- e n g i n e e r i n g PROVIDE (2) 3/$"� LAG WITHIN 6" OF EACH SCREWS WITH WASHERS RAILING STANCHION, THRU BUILT-UP 2x6 CURB PROVIDE (2) 3/$"� LAG CONT. SHEATHING 8d @ 6" oc AND EMBED THREADS 3" SCREWS WITH WASHERS TRIM TONGUES AND/OR 8d � 6" oc MIN. INTO LSL THRU BUILT-UP 2x6 CURB AT PARTY WALLS GROOVES AT EDGE OF A35 PER SW SCHEDULE 2x6 @ 24" oc TJI's PER AND EMBED THREADS 3" TJI's AND HANGERS SHEATHING MIN. INTO BEAM TJI RAFTERS PER PLAN LSL RIM NOTCH FOR FULL 2'-�" PLAN 8d C�6oc PER PLAN SLOPE PER SLOPE PER ARCH'L BEARING OF OUTRIGGERS ___ OR BEAM PER PLAN ARCH L (3) 10d SHEATHING TO (DIR. VARIES) _-- - - --= BLOCK AND (2) 10d EA. END PER ARCH'L (3'-0" MAX) � 3/2 GL/LSL RIM � __ 1 �/4" LSL RIM � ° HEADER PER PLAN FOR OR BEAM PER PLAN (U.N.0. ON PLAN) BLOCK ONE BAY FULL - PANEL EDGE NAILING SHORT LSL JOISTS DEPTH � 48"oc WITH PER SHEARWALL SCHEDULE. LSL JOISTS AND HANGERS LTP4 IN LIEU OF TJI (MIN 12"L) PER PLAN A35 PER SHEARWALL SHEARWALL PER PLAN 10d � 4 oc SCHEDULE � �/4"� x 6" SDS SCREWS SHEARWALL PER PLAN 10d BOX EACH SIDE OF @ 48" oc TJI TO PLATE A35 PER SHEARWALL PER ARCH SCHEDULE (2) 10d JOIST TO PLATE SHEARWALL PER PLAN (BOTH WALLS WHERE NOTED) 3/4" = 1'-0" 2 3/4" = 1'-0" � 3/4" = 1'-0" 4 NNOT USEDN SEE 4/S3.3 FOR CALLOUTS IN COMMON WITHIN 6" OF EACH RAILING STANCHION, PROVIDE (2) 3/s"� LAG SCREWS WITH WASHERS THRU BUILT-UP 2x6 CURB AND EMBED THREADS 3" c.L SCREW = C.L RIM � �" MIN. INTO LSL (2)10d RIM TO TJI • � =- •--=-=- - NNOT USEDN NNOT USEDN - - ---- -- ,� 5• PAR pg WAShrI�'�'1ci �~� � 8d @ 6" oc PANEL EDGE M TO RIM _ ��� 13 4" x 12" LSL SIDE PLATE ��� �8� sTEg$� ���� -�SI�NAL��� TO RECEIVE LAG SCREW FROM CURB. NAIL TOP ,�_®_�. AND BOT OF BLOCK TO Project Contact TJI FLANGES WITH (5)10d Brice Parrish tel 253 985 5008 (2)10d TJI TO PLATE brice@builtstructural.com Architect 3/4" = 1'-0" � 3/4" = 1'-0" � 3/4" = 1'-0" � 3/4" = 1'-0" 8 Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 614 5th Ave S Edmonds, WA 98020 SHEARWALL PER PLAN SHEARWALL PER PLAN Issue Date Issue Description 11/30/21 Permit Set 4/22/22 Intake Rev. 3/8/23 Revision 2 2x4 LEDGER AT PANEL EDGE 2x4 LEDGER AT PANEL EDGE WITH 16d @ 6" oc TO BEAM WITH 16d � 6" oc TO BEAM BOTTOM FLUSH BEAM BOTTOM FLUSH BEAM PER PLAN PER PLAN Building Department Approval NNOT USEDN N N RESUB JOISTS AND HANGERS � � JOISTS AND HANGERS May 05 2023 PER PLAN � PER PLAN CITY OFEDMONDS DEVELOPMENT SERVICES � DEPARTMENT SHEARWALL PER PLAN �/4"� x 6" SDS SCREWS @ 48" oc SHEARWALL PER PLAN— � •O.� �/4"� x 6" SDS SCREWS � 48" oc Drawing Title STRUCTURAL DETAILS ° \� 1/2" � W/ (U) 1/4"� x 4" Drawing Number �" ��" SDS SCREWS 3/4 1 0 � 3/4 1 0 1 � 3/4 1 0 1 1 1 1/2 1 0 1 2 Y Q a w z BUILT engineering 8d � 4" oc TO EACH � HDU4 W/ 5/s"� ROW OF BLOCKING ALL —THREAD, INSTALL e n g i n e e r i n g @ N � OF RAFTERS SEE 8/S3.4 AND 4/S3.2 FOR CALLOUTS IN COMMON ___ ____ ____ ____ ____ --- ---- ---- ---- ---- (2) ROWS LSL BLOCKING 6x BLOCK x 14" MIN. LONG TO RECEIVE EACH END OF DECK SCREWS FROM ANGLES ABOVE. (SEE PLAN) ALL —THREAD THRU CENTERLINE OF POST, PROVIDE 3" SQ. PLATE WASHER � JOISTS PER PLAN — COLUMN CONTINUOUS o THRU JOIST CAVITY KNOT USEDN KNOT USEDN --r"�-- 8d � 4" oc TO EACH ROW OF BLOCKING o �, �_ ' II .. 5�/4" PSL BLOCK x 14" MIN. LONG TO RECEIVE SCREWS FROM ANGLES ABOVE. (2) ROWS LSL BLOCKING EACH END OF DECK (SEE PLAN) _®� . A ti��o �R,�,r� �' �� �� M o O 53937 � ���SI�NAL ����� m�_®®�._ Project Contact Brice Parrish tel 253 985 5008 bri ce@bui Itstructural.com Architect 3/4" = 1'-0" � 3/4" = 1'-0" � 3/4" = 1'-0" 8 Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 614 5th Ave S Edmonds, WA 98020 BASE PLATE AND RAILING Issue Date Issue Description BY OTHERS —FASTEN TO BEAM 11/30/21 Permit Set W/ (4)�/4"� x 4"SDS SCREWS @ 4" oc a/22/22 Intake Rev. 3/8/23 Revision 2 (2) LSL 1 �/4" RIM AT __r__��__ __ DECK ,. --��� �-- FLASHING PER ARCH'L 2x (P.T.) LEDGER WITH Building Department Approval (2) ROWS �/4"� x 4" SDS KNOT USEDN KNOT USEDN ¢ = SCREWS @ 12" oc NNOT USEDN J LUS HANGERS o� i � � I � � RESUB C.I �_ JOISTS PER PLAN � = May 05 2023 � r� DTT2Z TOP W/ �/2"� THREADED � CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ROD W/ 3" SQUARE WASHER AT BEAM, WITHIN 6" OF RAILING Drawing Title POST STRUCTURAL DETAILS DTT2Z's � 48" oc, PROVIDE FULL DEPTH LSL BLOCKING TO RECEIVE OPPOSITE TENSION Drawing Number TIE. PROVIDE (5)10d AT SHEATHING AND (3) 10d EA END � �� — �— �� 3/4 1 0 � — ,— 3/4 1 0 1 � �� 3/4 — �— �� — 1 0 11 �� _ �— �� 3/4 1 0 12 � ■ Y a w z BUILT engineering SHEARWALL SCHEDULE SHEATHING PER SW SCHEDULE MARK SHEATHING STUDS AT PANEL EDGE RIM JOIST OR BLOCKING TO TOP PLATE BOTTOM PLATE ATTACHMENT e n g i n e e r i n g =� ABUTTING NAILING3,4 PANEL SOLID RIM TJI RIM BOTTOM PLATE TO ANCHOR BOLT SILL PLATE ONE—SIDED Qo EDGES2 RIM JOIST BELOW4 TO CONCRETE5 AT FOUND. SHEARWALL SW1 15/32" CDX PLYWOOD 2x 8d @ 6"oc A35 � 24"oc 16d � 6"oc 16d � 6"oc 5/s"� @ 48"oc 2x SW2 15/32" CDX PLYWOOD 2x 8d @ 4"oc A35 � 15"oc 16d � 4"oc 16d � 4"oc 5/s"� @ 32"oc 2x SW3 15/32" CDX PLYWOOD 3x 8d � 3"oc A35 � 12"oc N/A -USE SOLID RIM 16d � 3"oc 5/s"� C� 16"oc 2x SHEATHING PER SW SCHEDULE SW4 15/32 CDX PLYWOOD 3x 8d @ 2 oc A35 � 9 oc N/A -USE SOLID RIM 16d � 2 oc 5 „ /s � @ 12 oc 2x SW5 15/32" CDX PLYWOOD BOTH SIDES 3x 8d @ 3"oc A35 � 6"oc N/A -USE SOLID RIM (2) ROWS 16d � 3"oc 5/s"� @ 16"oc 3x KNOT USEDN C � TWO—SIDED Q STAGGER ANCHORS SHEARWALL � AT TWO-SIDED SW6 15/32" CDX PLYWOOD BOTH SIDES 3x 10d @ 2"oc A35 � 4�/2"oc N/A -USE SOLID RIM (2) ROWS 16d C� 2"oc 5/s"� @ 12"oc 3x SHEARWALLS 1. WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 32/16. ALLOW �/s" SPACING AT ALL PANEL EDGES AND ENDS OF PANELS. �/�s" APA RATED SHEATHING (OSB) WITH SPAN RATING 24/16 MAY BE USED IN PLACE OF 15/32" CDX. ANCHOR BOLT WITH PLATE � �� SHEATHING PER SW 2. STUDS AT ABUTTING PANEL EDGES MAY CONSIST OF (2)2x STUDS IN PLACE OF 3x STUDS -NAIL (2)2x STUDS TOGETHER WITH BOTTOM PLATE ATTACHMENT NAILING. WASHER PER SW SCHEDULE SCHEDULE 3. BLOCK ALL PANEL EDGES W/ 2x4 FLAT, ATTACH W/ PANEL EDGE NAILING. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS. END STUDS SHALL (0.229"x 3" SQUARE) RECEIVE PANEL EDGE NAILING. INTERMEDIATE STUDS SHALL BE 2x STUDS. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH 8d @ 12"oc. 4. 8d NAILS SHALL BE 0.131" DIAMETER x 2�/2" (COMMON). 10d NAILS SHALL BE 0.148" DIAMETER x 3" (COMMON). 16d NAILS SHALL BE 0.135" DIAMETER x 3�/2" (BOX). 5. ANCHORS TO CONCRETE SHALL CONSIST OF CAST -IN -PLACE ANCHOR BOLTS, EXPANSION BOLTS, EPDXY GROUTED ALL -THREADS, OR TITEN HD HEAVY DUTY SCREW ANCHORS. TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT CAST -IN -PLACE ANCHOR BOLTS HAVE A 7" EMBED AND SHALL BE J-BOLTS OR SHALL HAVE A HEX NUT AT THE BOTTOM END. EXPANSION BOLTS SHALL HAVE 5" EMBED AND SHALL NOT BE USED AT STEM WALL LOCATIONS WITH EDGE DISTANCE LESS THAN 5" (INSTEAD, USE EPDXY GROUTED ALL -THREADS OR TITEN HD ANCHORS). EPDXY GROUTED ANCHORS SHALL HAVE 5" EMBED AND 2�/2" MIN. EDGE DISTANCE. TITEN HD ANCHORS SHALL HAVE 3�/2" EMBED AND 13/4" MIN. EDGE DISTANCE. AT ALL ANCHOR BOLTS, „ � 2 PROVIDE STEEL PLATE WASHERS THAT ARE A MINIMUM OF 0.229" (3 GAUGE) x 3"x 3" (SIMPSON BP5/s-3 OR SIMILAR). PLACE BOLTS PER ANCHOR BOLT PLACEMENT DETAIL. — 3/4 — 1 —0 — 1-1 /2 — 1 —0 II II II II II II II II II II � � � - SHEARWALL PER PLAN I I I I I�: I I I I I I I II I I I I � I I:� I I I I II II II SHEARWALL PER PLAN PANEL EDGE NAILING BLOCKING OR JOIST , ,-- BOTTOM PLATE NAILING SHEARWALL I I I I I I I I o �� �� PIROVIDE HALF OF SPECIFIED PER SW SCHEDULE PER FLOOR AND ROOF -' � PER SW SCHEDULE PER PLAN I I — I I I I I I W I I�� NAILS IN EACH END LENGTH DETAILS � � � II III II II - �I �L L1 � �� ,,/ , I I STRAP PER PLAN- WRAP II � II�� .. = — — — — — — — — — � � — — — — - � � � � � �� I I W UNDER HEADER AND UP I II II II 11[ II II NAILING TO MATCH NAILING TO MATCH JOISTS PER PLAN I I III:: INSIDE FACE OF HEADER � � � � � � � BOTTOM PLATE NAILING BOTTOM PLATE NAILING (DIR. VARIES) Z 11 W .� L � � � � � �� - — — — — I I I I II PER SW SCHEDULE PER SW SCHEDULE ,_ I I I � I I��I i i PANEL EDGE NAILING FULL DEPTH BLOCKING TOP PLATE CONNECTION II Ill II II I I I I:�I i I W PROVIDE 15/s" MIN. END I I I I I I '.I SHEARWALL PER PLAN PER SW SCHEDULE (OR RIM AT EXTERIOR) PER SW SCHEDULE -------------------- Z DISTANCE FOR NAILS I I I I I I W I I:.I -_®�® --�--------�----�—= TI �� 1� 7 � �� SHEARWALL PER PLAN I I I � � � � �� I I I I ____- PANEL EDGE NAILING -�®. P �- � R tiG wa k �r - I I� I � � � � I I III i i i i •____� SHEARWALL PER PLAN NAILING TO MATCH BLOCK ALL PANEL EDGES PER SW SCHEDULE of ���, j��,�s' N HEADER N �� I I STRAP SCHEDULE �� BOTTOM PLATE NAILING ,� � I W W PER S SCHEDULE ANCHOR BOLTS & ASHERS � I J II� I �— MARK END LENGTH NAILS NAIL SPACING �� SILL PLATE PER SW PER SW SCHEDULE �, O 53937 '� ���,S8G1sTEg$��ti� o . � z . PROVIDE STRAP AT EACH w � END OF HEADER TO MATCH 1 CS16 14 (26) 8d x 2/2 2�/�s f SCHEDULE � PANEL EDGE NAILING -IONAL� �" m�_®_� (SECTION) I I STRAP ABOVE -WRAP ���,, � PER SW SCHEDULE I OVER HEADER AND DOWN 1. 10d AND 12d DIAMETER = 0.148"; 8d DIAMETER = 0.131". _ INTERSECTING PANEL EDGE NAILING �� ; � /,II Pro;e°t�onta°t I I INSIDE FACE OF HEADER II 2. USE HALF OF THE REQUIRED NAILS IN EACH MEMBER NON-SHEARWALL PER SW SCHEDULE ° � � � � Brie Parrish tei 253 985 5ooa BEING CONNECTED (i.e. IN EACH END LENGTH). brice@builtstructural.com TYPICAL STRAPPED HEADER TYPICAL STRAP HOEDOWN AT FLOOR TYPICAL SHEARWALL INTERSECTIONS TYPICAL SHEARWALL SECTION Architect 3/4" = 1'-0" � 3/4" = 1'-0" � c� 3/4" = 1'-0" 8 Citizen Design 10 Dravus St Seattle WA 98109 Project Pine Park 614 HOEDOWN STUDS/POST PER SCHEDULE NAIL HOEDOWN STUDS W/ 614 5th Ave S WA PROVIDE PANEL EDGE NAILING (2)10d � 6" oc. Edmonds, 98020 OVER ALL HOEDOWN STUDS OR (2) Issue Date Issue Description ROWS AT POST � (8) 16d @ 4"oc STAGGERED TYPICAL DOUBLE TOP PLATE EACH SIDE OF SPLICE 11/30/21 Permit Set I,I HDU HOEDOWN W/ �/4"� x (16d @ 12"oc ELSEWHERE) 4/22/22 Intake Rev. I I 2�/2" SDS SCREWS r� 3/8/23 Revision 2 II I I CONCRETE STEMWALL PER I.I PLAN (6" MIN. THICKNESS) a CONT. #4 x 6'-0" EA. �� I�� a � Building Department Approval SIDE OF AB (WRAP AROUND � �� I�� a a ALL THREAD PER SCHEDULE CORNER AS REQ D) AT HDU8 CENTER SPLICE OVER STUD KNOT USEDN HOEDOWNS OR LARGER -- � SB PER SCHEDULE SSTB PER SCHEDULE � PLATE WASHER PER SCHEDULE ����� RESUB HDU HOEDOWN SCHEDULE May 05 2023 PLAN AT STEMWALL AT FOOTING HD POST BEAM OR HEADER PER PLAN CITY OFEDMONDS DEVELOPMENT SERVICES MARK AB EMBED ALL -THREAD WASHER EMBED 4x WALL 6x WALL DEPARTMENT HDU2 5/s"�-SST616(L) 12-5/s" 5/s"� 13/4" SQ x �/2" 9" (2)2x4 (2)2x6 Drawing Title HDU4 5/s"�-S65/8 x 24 18" 5/s"� 13/4" SQ x �/2" 9" (2)2x4 (2)2x6 STRUCTURAL DETAILS HDU5 5/s"�-S65/8 x 24 18" 5/s"� 13/4" SQ x �/2" 9" (2)2x4 (2)2x6 � MULTI -STUD PER PLAN WITH NAILING PER GEN. NOTES s'-o" MIN. BETWEEN SPLICES HDU8 �/s"�-SB5/8 x 24 18" �/s"� 2�/2" SQ x �/2" 12" 4x6 6x6 1. A307 ALL -THREAD W/ PLATE WASHER PER SCHEDULE AND DOUBLE NUT BOTTOM Drawing Number OR EQUIBALENT SIMPSON PAB. EMBED LENGTH MEASURED TO TOP OF WASHER. TYPICAL MULTIPLE —STUD POST CONSTRUCTION TYPICAL TOP PLATE SPLICE CONSTRUCTION » _ �_ 3/4 1 0 � 2. MINIMUM SIZE OF POST UNO ON FRAMING PLANS _ �_ 3/4 — 1 0 � � _ �_ 3/4 — 1 0 � � �� — �_ �� 3/4 — 1 0 12 S4 ■ O Y Q w z a