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REVIEWED BLD RESUB2 BLD2022-0439+Structural_Plan+2.18.2023_1.08.45_PM+3377303CRITERIA General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS CONCRETE ANCHORAGE 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2018 EDITION). 2. DESIGN LOADING CRITERIA: GARAGES FLOOR LIVE LOAD (PASSENGER VEHICLES) ........................ 40 PSF FLOOR CONCENTRATED LOAD (PASSENGER VEHICLES) ................ 3000 LBS HANDRAILS AND GUARDS GUARDRAILS/BALCONY RAILS ............................... 50 PLF GUARDRAILS/BALCONY RAILS CONCENTRATED LOAD ................. 200 LBS RESIDENTIAL - ONE AND TWO-FAMILY DWELLINGS FLOOR LIVE LOAD ..................................... 40 PSF ROOF ROOF LIVE LOAD ....................................... 25 PSF MISCELLANEOUS LOADS DECKS ...................................... 1.5 x AREA SERVED DEFLECTION CRITERIA LIVE LOAD DEFLECTION .................................. L/360 TOTAL LOAD DEFLECTION ................................. L/240 ENVIRONMENTAL LOADS RAIN ........................................... 1.5 IN/HR SNOW ................. Ce=1.0 Is=1.0 Ct=1.1 Cs=1.0 P =25 PSF Pf=20 PSF g , WIND ................. GCpi=0.18, 100 MPH, RISK CATEGORY II, EXPOSURE "B" EARTHQUAKE .... ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS SITE CLASS=D, Ss=133, Sds=89, S1=47, SD1=58, SDC D, Ie=1.0, HOUSE R=6.5, Cs=0.137 GARAGE R=5.0, Cs=0.177 Vs(House) = 8.2K Vs(Garage)= 12.6K SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS 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 CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-14 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION". 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 9. ALL STRUCTURAL SYSTEMS, WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED, SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. STRUCTURAL INSULTATED PANELS GLUED LAMINATED MEMBERS MANUFACTURED LUMBER (PSL'S, LSL'S, LVL'S) PLYWOOD WEB JOISTS METAL DECKING REINFORCING STEEL STRUCTURAL STEEL CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENT'S AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WALL ELEVATION DRAWINGS WITH REINFORCEMENT SHOP DRAWINGS. APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. DEFERRED SUBMITTALS: SHOP DRAWINGS AND CALCULATIONS OF DEFERRED SUBMITTAL COMPONENTS SHALL BE STAMPED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW BY THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE. ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS SHALL BE INCLUDED. SHOP DRAWINGS SHALL INCLUDE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE BASIC STRUCTURE. DESIGN CALCULATIONS SHALL ACCOMPANY ALL DEFERRED SUBMITTALS. THE ARCHITECT OR CONTRACTOR SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. DEFERRED SUBMITTAL BUILDING COMPONENTS FOR THIS PROJECT SHALL INCLUDE: STRUCTURAL INSULATED PANELS QUALITY ASSURANCE 13. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1705 OF THE INTERNATIONAL BUILDING CODE 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. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED UNLESS NOTED OTHERWISE. STRUCTURAL STEEL FABRICATION AND ERECTION PER AISC 360 COLD FORMED STEEL DECK CONSTRUCTION PER ANSI/SDI QA/QC-2017 CONCRETE CONSTRUCTION PER TABLE 1705.3 SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY PER TABLE 1705.E CAST -IN -PLACE DEEP FOUNDATION PER TABLE 1705.8 EXPANSION BOLTS AND THREADED EXPANSION INSERTS PER MANUFACTURER EPDXY GROUTED INSTALLATIONS PER MANUFACTURER PERIODIC INSPECTION: INSPECTION SHALL BE PERFORMED AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS INSPECTION: INSPECTOR SHALL BE ONSITE AND OBSERVE THE WORK REQUIRING INSPECTION AT ALL TIMES THAT WORK IS PERFORMED. 14. UNLESS OTHERWISE NOTED, THE FOLLOWING ELEMENTS COMPRISE THE SEISMIC -FORCE -RESISTING SYSTEM AND ARE SUBJECT TO SPECIAL INSPECTION FOR SEISMIC RESISTANCE IN ACCORDANCE WITH SECTION 1705.12 OF THE INTERNATIONAL BUILDING CODE. A. STRUCTURAL WOOD SHEAR WALL SYSTEMS REQUIRE PERIODIC INSPECTION FOR FIELD GLUING, NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC FORCE, RESISTING SYSTEM INCLUDING SHEAR WALLS, DIAPHRAGMS, DRAG STRUTS, BRACES AND HOEDOWNS. GEOTECHNICAL 15. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED 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. 17. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: MEMBER TYPE/CONSTRUCTION STRENGTH TEST MAX MAX AIR F'C AGE AGG W/C CONT. -PSI- -DAYS- -INCH- RATIO SLABS ON GRADE 3000 28 1 .45 5 TOPPING SLABS 3000 28 1 .50 - - FOOTINGS 4000 28 1 .50 -- BASEMENT WALLS 4000 28 1 .50 -- ALL ELEVATED SLABS AND BEAMS 4000 28 3/4 .42 - - COLUMNS AND SHEAR WALLS 4000 28 3/4 .50 - - SLABS ON METAL DECK 4000 28 1 .50 - - STAIR LANDINGS AND TREADS 4000 28 1 .50 - - MIX DESIGN NOTES: A. MAXIMUM SHRINKAGE IN ALL 5000 PSI MIXES SHALL BE LIMITED TO .04 PERCENT IN 28 DAYS AS TESTED IN ACCORDANCE WITH ASTM C157 MODIFIED STANDARD TEST METHOD FOR LENGTH CHANGE OF CEMENT MORTAR AND CONCRETE. B. W/C RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL WEIGHT OF CEMENTITIOUS MATERIALS. RATIOS NOT NOTED IN TABLE ABOVE ARE CONTROLLED BY STRENGTH REQUIREMENTS. C. CEMENTITIOUS CONTENT: THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 301 SEC 4.2.2.8.6. FOR CONCRETE USED IN ELEVATED FLOORS, PORTLAND CEMENT CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.1. ACCEPTANCE OF LOWER CEMENT CONTENT IS CONTINGENT ON PROVIDING SUPPORTING DATA TO THE ENGINEER FOR REVIEW AND ACCEPTANCE. D. AIR CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.4. HORIZONTAL EXTERIOR SURFACES IN CONTACT WITH THE SOIL REQUIRE ENTRAINED AIR. USE "MODERATE EXPOSURE". VERTICAL EXTERIOR SURFACES REQUIRE "MODERATE EXPOSURE". TOLERANCE IS + /- 1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT. E. SLUMP SHALL CONFORM TO ACI 301 SEC 4.2.2.2. SLUMP SHALL BE DETERMINED AT THE POINT OF PLACEMENT. F. CHLORIDE CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.6 AND TABLE 4.2.2.6 FOR "OTHER REINFORCED CONCRETE CONSTRUCTION". 18. A CONCRETE PERFORMANCE MIX SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318-14, SECTIONS 26.4.3 AND 26.4.4. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. 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. 19. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318-14, TABLE 19.3.2.1 MODERATE EXPOSURE, F1. 20. 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. 21. WELDING OF GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. 22. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315R-18 AND 318-14. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-14, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 23. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.............................................3» FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) ....... 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER)..... 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS .................... 1-1/2" SLABS AND WALLS (INT. FACE)....... GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" �4 ((1N('.RFTF WAI I RFTNF(1R('TN(;--PR(1\/Tf1F TNF F(ll I (1WTN(; I INI FCC f1FTATl Ffl f1TNFRWT�F• ALLOWABLE SOIL PRESSURE (NATIVE SOILS / STRUCTURAL FILL)....... 2500/2000 PSF 6" WALLS #4 (� 16 HORIZ. #4 (� 18 VERTICAL 1 CURTAIN LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED).......... +10H PCF/35 PCF 8" WALLS #4 (� 12 HORIZ. #4 (� 18 VERTICAL 1 CURTAIN ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 NOT INCLUDED).......... 300 PCF 10" WALLS #4 � 18 HORIZ. #4 � 18 VERTICAL 2 CURTAINS COEFFICIENT OF FRICTION (FS OF 1.5 NOT INCLUDED) .................... 0.5 TRAFFIC SURCHARGE PRESSURE (UNIFORM LOAD) .................... 70 PSF SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) .................... 8H PSF SOILS REPORT REFERENCE: GEOTECH CONSULTANTS, RPT. J21303, DATE 10-3-2022 16. AUGERCAST PILING INSPECTION BY THE SOILS ENGINEER SHALL BE PERFORMED DURING PLACEMENT. MAXIMUM AUGERCAST PILE ECCENTRICITY SHALL BE 3" LATERALLY. PILE LENGTH INDICATED ON DRAWINGS IS ESTIMATED. ACTUAL LENGTH SHALL BE DETERMINED IN FIELD BY SOILS ENGINEER. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRILLING PILES. 25. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. 26. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). 27. EXPANSION BOLTS INTO CONCRETE SHALL BE "STRONG -BOLT 2" WEDGE ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT CONFORMANCE TO ICC-ES REPORT NUMBER ESR-3037, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. PERIODIC SPECIAL INSPECTION IS REQUIRED TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE, HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. APPROVED PLANS MUST BE ON JOB SITE L ENNEE�N z�z4 Third Avenue -Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com ALL WORK SUBJECT 28. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE Copyright 2022 Swenson Say Faget -All Rights Reserved DRAWINGS SHALL BE INSTALLED USING "SET- XP" HIGH STRENGTH EPDXY AS MANUFACTURED TO FIELD BY THE SIMPSON STRONG, TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC-ES INSPECTION FOR REPORT N0. ESR-2508. MINIMUM BASE MATERIAL TEMPERATURE IS 50 DEGREES, F. RODS CODE COMPLIANCE SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. PERIODIC SPECIAL INSPECTION OF ��GORY f �� INSTALLATION IS REQUIRED TO VERIFY ANCHOR OR EMBEDDED BAR TYPE AND DIMENSIONS, a ''� LOCATION, ADHESIVE IDENTIFICATION AND EXPIRATION, HOLE DIMENSIONS, HOLE CLEANING:"""""""""""""""""""""""'; REVIEWED PROCEDURE, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS; CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR HORIZONTAL AND OVERHEA[) BY 9838 ®��, = � �ro��i.� INSTALLATIONS. CITY OF EDMONDS BUILDING DEPARTMENT 29. CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, "TITEN HD" HEAVY DUTY SCREW ANCHOR AS MANUFACTURED BY THE SIMPSON STRONG -TIE = �-� �-�-�-�-�-�-�-�-�-�-�-�-�-�-�•�• -�-�R�✓�� COMPANY, INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT N0. ESR-2713 ;The following documentation shall be av site for the building inspector: ilable on SRK DESIGRI: RGC (CONCRETE), N0. ESR-1056 (CMU), INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SCREW : ANCHORS INTO CONCRETE MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SPECIAL ' ® COE APPROVED ARCHITECTURAL PLAN SET CHECKED: INSPECTION IS REQUIRED. ; ❑ COE APPROVED STRUCTURAL PLAN SET ❑ COE REVIEWED CALCULATION PACKET : RGC STEEL � ❑ ENERGY CREDIT WORKSHEET ❑ SITE PLAN APPRgVED: RGC ■ ❑ CIVIL PLAN 30. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: ; ❑ :❑ A. AISC 360-16 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. L,.,.,.,.,:;T.o:,o:o.o,:;,.o,N.o.P,:T,:,T.,2.,..,.,.,.,. B. JUNE 15, 2016 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES REVISIONS: � AMENDED AS FOLLOWS: AS NOTED IN THE CONTRACT DOCUMENTS, BY THE DELETION OF PARAGRAPH 4.4.1, AND REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO permit Revision Oct. 24, 2022 "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. Permit Corrections, � C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. Round 2 Feb. 13, 2023 31. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION FY A. WIDE FLANGE SHAPES A992 50 KSI B. OTHER SHAPES, PLATES, AND RODS A36 36 KSI C. OTHER SHAPES AND PLATES A572 (GRADE 50) 50 KSI (NOTED GRADE 50 ON PLANS) D. PIPE COLUMNS A53 (E OR S, GR.B) 35 KSI E. STRUCTURAL TUBING A500 (GR.C) -SQUARE OR RECTANGULAR 50 KSI -ROUND 46 KSI -ANY SHAPE ASTM A1085 50 KSI F. CONNECTION BOLTS A325-N (5/8" ROUND, UNLESS SHOWN OTHERWISE) 32. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 33. ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE CORROSION PROTECTED BY GALVANIZATION OR PROVIDED WITH EXTERIOR PAINT SYSTEM, UNLESS OTHERWISE NOTED. 34. SHOP PRIME ALL STEEL EXCEPT: A. STEEL ENCASED IN CONCRETE. B. SURFACES TO BE WELDED. C. CONTACT SURFACES AT HIGH -STRENGTH BOLTS. D. MEMBERS TO BE GALVANIZED. E. MEMBERS WHICH WILL BE CONCEALED BY INTERIOR FINISHES. F. SURFACES TO RECEIVE SPRAYED FIREPROOFING. G. SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS. 35. ALL A-325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 36. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 37. 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. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 38. METAL FLOOR AND ROOF DECKING SHALL BE IN ACCORDANCE TO THE FOLLOWING: PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. ARC SEAM AND SPOT (PUDDLE) WELDS FOR FIELD ASSEMBLY OF METAL DECK SHALL BE MADE WITH MINIMUM E60XX ELECTRODES. DECK ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC-ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE TEMPORARY SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. A. NONCOMPOSITE STEEL FLOOR DECKS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ANSI/SDI-NC1.0. B. STEEL ROOF DECK SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ANSI/SDI-RD1.0. C. COMPSITE SLABS ON STEEL DECKS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH SDI-C. General Structural Notes Continued on Sheet S1.2 J' ICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 9802E A' ECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.988E ISSUE: Permit SHEET TITLE: General Structural Notes s DATE: March 29, 2022 PROJECT N0: 00640-2021-01 SHEET N0: S1.1 General Structural Notes Continued THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS WOOD 39. FRAMING LUMBER SHALL BE S-DRY, KD, OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD No. 17, GRADING RULES FOR WEST COAST LUMBER, 2018, OR WWPA STANDARD, WESTERN LUMBER GRADING RULES 2017. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) HEM -FIR N0. 2 AND BEAMS MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) DOUGLAS FIR -LARCH N0. 1 MINIMUM BASE VALUE, Fb = 1000 PSI BEAMS (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH N0. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS (4X MEMBERS) (6X AND LARGER) STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR -LARCH N0. 2 MINIMUM BASE VALUE, Fc = 1350 PSI DOUGLAS FIR -LARCH N0. 1 MINIMUM BASE VALUE, Fc = 1000 PSI DOUGLAS FIR -LARCH N0. 2 OR HEM -FIR N0. 2 40. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND ANSI/AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC OR APA IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv =265 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 PSI, Fv = 265 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS, WITH SPANS OVER 30', TO 3,500' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. 41. MANUFACTURED LUMBER, WHERE NOTED, BEAMS MAY BE PSL, LVL, AND LSL SHOWN ON PLAN ARE BASED ON PRODUCTS MANUFACTURED BY THE WEYERHAEUSER CORPORATION IN ACCORDANCE WITH ICC-ES REPORT ESR-1387. MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: PSL (2.OE WS) Fb = 2900 PSI, E = 2000 KSI, Fv = 290 PSI LVL (2.0E-2600FB WS) Fb = 2600 PSI, E = 2000 KSI, Fv = 285 PSI LSL (1.55E) Fb = 2325 PSI, E = 1550 KSI, Fv = 310 PSI ALTERNATE MANUFACTURED LUMBER MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE MANUFACTURER'S PRODUCTS SHALL BE COMPATIBLE WITH THE JOIST HANGERS AND OTHER HARDWARE SPECIFIED ON PLANS, OR ALTERNATE HANGERS AND HARDWARE SHALL SUBMITTED FOR REVIEW AND APPROVAL. SUBSTITUTED ITEMS SHALL HAVE ICC-ES REPORT APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. MANUFACTURED LUMBER PRODUCTS SHALL BE INSTALLED WITH A MOISTURE CONTENT OF 12% OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION TO PREVENT THE MOISTURE CONTENT OF INSTALLED BEAMS FROM EXCEEDING 12%. EXCESSIVE DEFLECTIONS MAY OCCUR IF MOISTURE CONTENT EXCEEDS THIS VALUE. 42. PREFABRICATED PLYWOOD WEB JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS 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 AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. DESIGN SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S SPECIFICATIONS. THE DESIGN SHOWN ON THE PLANS IS BASED ON JOISTS MANUFACTURED BY THE WEYERHAEUSER CORPORATION, IN ACCORDANCE WITH ICC-ES REPORT ESR-1157. ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE MANUFACTURER'S PRODUCTS SHALL BE COMPATIBLE WITH THE JOIST HANGERS AND OTHER HARDWARE SPECIFIED ON PLANS, OR ALTERNATE HANGERS AND HARDWARE SHALL SUBMITTED FOR REVIEW AND APPROVAL. SUBSTITUTED ITEMS SHALL HAVE ICC-ES REPORT APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. 43. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1 OR PS 2. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24. WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. 44. STRUCTURAL INSULATED ROOF AND WALL PANELS (SIP) SHALL BE MANUFACTURED BY PREMIER BUILDING SYSTEMS. MANUFACTURE AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH ICC-ES REPORT ESR-4524. PANELS SHALL BE CONNECTED TOGETHER WITH FIELD INSTALLED SPLINES NAILED PER THE MANUFACTURER'S SPECIFICATIONS. THE MANUFACTURER SHALL PROVIDE COMPLETE SHOP DRAWINGS THAT INDICATE PANEL LAYOUT AND APPROPRIATE INSTALLATION DETAILS. SHOP DRAWINGS SHALL BE ACCOMPANIED BY STRUCTURAL CALCULATIONS STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE CALCULATIONS SHALL INCLUDE ALL THE DESIGN LOADS. PANELS SHALL BE DESIGNED TO DEVELOP THE SHEAR CAPACITIES INDICATED ON THE DRAWINGS. 45. TONGUE -AND -GROOVE STRUCTURAL FLOOR DECKING SHALL BE INSTALLED AS FOLLOWS: 2X DECKING SHALL BE TOENAILED THROUGH THE TONGUE AND FACE - NAILED WITH ONE 16d NAIL PER PIECE PER SUPPORT. DECKING SHALL BE PLACED WITH A CONTROLLED RANDOM LAYOUT UNLESS OTHERWISE NOTED AND SHALL EXTEND ACROSS A MINIMUM OF THREE SPANS. EACH PLANK SHALL BEAR ON AT LEAST ONE SUPPORT. ALL JOINTS SHALL BE END MATCHED AND ALL PLANKS NAILED TOGETHER WITHIN ONE FOOT OF EACH SIDE OF THE END JOINT. END JOINTS IN ADJACENT PLANKS SHALL BE AT LEAST TWO FEET APART AND END JOINTS IN ALTERNATE PLANKS SHALL BE MORE THAN ONE FOOT APART WHEN MEASURED ALONG THE LENGTH OF THE DECKING. END JOINTS NOT OCCURRING OVER SUPPORTS SHALL BE MATCHED TONGUED AND GROOVED OR SHALL BE CONNECTED WITH 10 GAUGE METAL SPLINES DRIVEN INTO PRE-CUT SLOTS. TONGUE AND GROOVE JOINTS SHALL BE GLUED WITH CONSTRUCTION ADHESIVE WHERE NOTED ON PLAN. 46. 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. 47. PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD U1 TO THE USE CATEGORY EQUAL TO OR HIGHER THAN THE INTENDED APPLICATION. TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO AWPA UC36. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO AWPA UC4A. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO AWPA UC4B. 48. FASTENERS AND TIMBER CONNECTORS USED WITH TREATED WOOD SHALL HAVE CORROSION RESISTANCE AS INDICATED IN THE FOLLOWING TABLE, UNLESS OTHERWISE NOTED. WOOD TREATMENT HAS NO AMMONIA CARRIER CONTAINS AMMONIA CARRIER CONTAINS AMMONIA CARRIER CONTAINS AMMONIA CARRIER AZCA CONDITION PROTECTION INTERIOR DRY G90 GALVANIZED INTERIOR DRY G185 OR A185 HOT DIPPED OR CONTINUOUS HOT -GALVANIZED PER ASTM A653 INTERIOR WET TYPE 304 OR 316 STAINLESS EXTERIOR TYPE 304 OR 316 STAINLESS ANY TYPE 304 OR 316 STAINLESS INTERIOR DRY CONDITIONS SHALL HAVE WOOD MOISTURE CONTENT LESS THAN 19%. WOOD MOISTURE CONTENT IN OTHER CONDITIONS (INTERIOR WET, EXTERIOR WET, AND EXTERIOR DRY) IS EXPECTED TO EXCEED 19%. CONNECTORS AND THEIR FASTENERS SHALL BE THE SAME MATERIAL. COMPLY WITH THE TREATMENT MANUFACTURERS RECOMMENDATIONS FOR PROTECTION OF METAL. 49. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2019. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER FOR MAXIMUM LOAD CARRYING CAPACITY. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITS" SERIES JOIST HANGERS. ALL DOUBLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "MIT" SERIES JOIST HANGERS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM)AS MEMBERS CONNECTED. 50. WOOD FASTENERS A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 8d 2-1 /2" 0.131" 10d 3" 0.148" 16d BOX 3-1 /2" 0.135" 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 - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. TOE- NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END. 6. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. 51. NOTCHES AND HOLES IN WOOD FRAMING: A. NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED ONE-FOURTH THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN JOISTS SHALL NOT EXCEED ONE -SIXTH THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. HOLES BORED IN SOLID SAWN JOISTS AND RAFTERS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED ONE-THIRD THE DEPTH OF THE JOIST. B. IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. A HOLE NOT GREATER IN DIAMETER THAN 40 PERCENT OF THE STUD WIDTH IS PERMITTED TO BE BORED IN ANY WOOD STUD. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8 INCH TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. C. NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE NOTED. 52. WOOD FRAMING NOTES- -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE AITC "TIMBER CONSTRUCTION MANUAL" AND THE AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.10.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER BEARING LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. ALL 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 (� 12" O.C.. LAP TOP PLATES AT JOINTS A MINIMUM 4'-0" AND NAIL WITH TWELVE 16d NAILS (� 4" O.C. EACH SIDE JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH TWO ROWS OF 16d NAILS (� 12" ON -CENTER, OR ATTACHED TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS � 4'-0" ON -CENTER EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 16d (�12" ON -CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL BE FASTENED TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH N0. 6 X 1-1/4" TYPES OR W SCREWS � 8" ON -CENTER. UNLESS INDICATED OTHERWISE, 1/2" (NOMINAL)APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL EXTERIOR SURFACES WITH 8d NAILS � 6" ON -CENTER AT PANEL EDGES AND TOP AND BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES)AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS (� 12" ON -CENTER ALLOW 1/8" SPACING AT ALL PANEL EDGES AND PANEL ENDS. C. FLOOR FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING BETWEEN JOISTS AT ALL BEARING POINTS WITH A MINIMUM OF (3) 16d TOE NAILS EACH END. TOE -NAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI JOIST BEAMS TOGETHER WITH TWO ROWS 16d � 12" ON -CENTER. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" ON -CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND � 12" ON -CENTER TO INTERMEDIATE SUPPORTS. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d � 12" ON -CENTER, MINIMUM TWO NAILS PER BLOCK, UNLESS OTHERWISE NOTED. L ENNEEI�N� z�z4 Third Avenue -Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved D N: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC REVISIONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 JURISDICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 ARCHITECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: Permit S' TITLE: General Structural Notes Continued SCALE: DATE: March 29, 2022 PROJECT NO: 00640-2021-01 SHEET N0: S 1.2 8" STEM WALL 2/S3.1 OHO - BLOCKOUT STEM WALL � 2" PER ARCH., TO 6" BELOW GRADE, MAX. �00 n U 5 OHO PILES PER SHORING PLAN SIX PLACES 10" x 10" PLINTH PER 6/S3.1 0 6/S3.1 v A B C) D E F G �,TYPICAL 6" STEM WALL GRID O � � � � � � o 1 /S3.1 , _ 8/S3.1 , 5/S3.1 , --------- ----- ---- --- ------------------ - ----- -------------------�HDiia - � � , ----------------------------------------------------- -- ------ --------------- � I ------ � �' I - I � I Q I I Q I; I � j 15/S3.1 I I� I �I� I v I o o I "' I o I I I I I � I I � l; I I I � I I - I , @' � I � � I 4" SLAB ON GRADE I � I .� � 11/S3.1 I I zl� � � , � J I I ¢ I l i PER PLAN NOTE 3 �; I ;Q � _ _ _ ,� _ ¢ _ I _ I _ _ C I I L-J I ~ �� � I I JI I^ I I L J '� sr I I I O � � I I � I14/S3.1 I 18/S3.1 I j 3/S3.1 � � � I� I � 117/S3.1 , I I v - 4x10 4x10 4x10 4x10 _- 4x10 I L- J I L--=--- -----J I --� N � I I I I I I I II I � � GI�'�0-8 L - L-- L-- L--J HU4110 _ � ---� , I I �-- -fir- o -�-- �- I �O I O O O O L -J � �;�-- L- -J I I �+� �+� �+� B I I I B I' I I 10/S3.1 O O I; I� . �I � I I I I; � ,O 4 S3.1 I 4" SLAB ON GRADE � I � j I � / PER PLAN NOTE 3 I� I I N I I I. I .� I � I I l _ \ - - , - � - - I I � - - � I � � C COL. BASE L------------------ PER 6/S5.1 '------------- - I I I I I; I � _ _ _ _ _ _ I ¢ - - I - - I ; - 5) PLACES r �� �� I I � I I TYPICAL 6" TEM I O O I I �------ �-� -- �--I I W � I I I � I; I WALL GRID G � �� I cn I I I; I � 1 HDU8 �-�------- ------ ---------J IL - ---- -------J; I ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J - _J� L_J --------- �---- ---- < 9/S3.1 � � � � � � `� � 8/ 3.1 < 5/S3.1 6/S3.1 2 BLOCKOUT ST M WALL 10" x 10" PLINTH PICAL 8" TEM „ PER 6/S3.1 WALL GRID OC - OG � 2 PER ARCH., TO 6 � � � � � � BELOW GRADE, MAX. � Plan Notes 1. NEW FOOTINGS TO BE FOUND ON FIRM NATIVE SOIL A MINIMUM OF 18" BELOW GRADE, UNLESS OTHERWISE NOTED. SEE SCHEDULE FOR FOOTING SIZE AND REINFORCING. 2. INDICATES HOEDOWN PER HOEDOWN SCHEDULE. 3. NEW SLAB ON GRADE SHALL BE 4" MINIMUM THICKNESS. REINFORCE WITH 6 X 6 W1.4 X W1.4 WELDED WIRE MESH. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB, OVER 4" MINIMUM FREE DRAINING GRAVEL OVER FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO 95� DENSITY. SEE 2/S3.2. 4. PROVIDE FULL DEPTH VERTICAL BLOCKING THROUGH NEW FRAMING AT POSTS, AND MULTIPLE STUD COLUMNS. 5. SEE SHORING PLAN FOR DEEP FOUNDATIONS. 6. SEE 3/S3.2 FOR STEPPED FOOTINGS. 7. SEE 4/S3.2 FOR CORNER BARS. 8. SEE 5/S3.2 FOR TYPICAL PIPE AND TRENCH AT FOOTINGS. 9. SEE 6/S3.2 FOR STAIRS ON GRADE. 10. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 11. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 12. SEE CIVIL PLANS FOR SITE RETAINING WALLS PER 9/S302 Legend 0 ® STRUCTURAL WALL OR POST BELOW �_________� �_; STRUCTURAL WALL OR POST ABOVE NON-STRUCTURAL WALL BELOW 0 STEM WALL &FOOTING � SPAN DIRECTION �e� EXTENT OF JOISTS HEADER/BEAM PER PLAN [ HANGER XX HOEDOWN PER 4/S4.2 OX FOOTING or GRADE BEAM PER SCHEDULE Footing Schedule MARK SIZE DEPTH REINFORCING OA 2'-0" x 2'-0" 10" (3)#4 E.W. BOT. OB 3'-0" x 3'-0" 14" (4)#4 E.W. BOT. OC 1'-6" x 1'-6" 8» (2)#4 E.W. BOT. ��� Foundation and First Floor Framin Plan %O� J ��; Scale: �/4" = 1'-0" � .� � ;L ENNEEN z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved D' N: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC R'ONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 J' ICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE: ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 ARCHITECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: Permit SHEET TITLE: Foundation and First Floor Framing Plan SCALE: 1 /4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT N0: 00640-2021-01 SHEET N0: S2.1 A B C ��. � � a `r�OA W6 x 7' 0" F�p� 7/ 4.1 , min. ti� , 2��0 O - _ - Q1 7/S5.1 > � �� i �� � ' � �� �P -X •� �� LOFT FRAMING � �GG� PER PLAN NOTES II I II � 5/S4.1 �� II II II ' � \ � � � J 2 i - - -__ - � ��ti GL 5 sx10�/2 ��v X .� ��j 9/S4.1 , �1� _ � ss�, � GO��. _ �I 3 - - - '� - 3/S5.1 < 10/S5.1 i i �� 10/S4.1 5/8"� HANGER ROD �� ' C� � PER 4/S5.1 c9�O � �c 6/S4.1 4 - - - - �� 5 - - x - 4/S5.1 W4 x 4'- U Plan Notes ,� HUCQ N r-� 6�6, (2) SDWS x 6" SCREWS EA. 2x TO LVL Q 1 W6 x 12'-0" min. �� , D E F G (2) SDWS 6" SCREWS EA. 2x TO'4x Q 1 W6 x 3'-0' � W6 x 5'-5" ��8 min. min. � z 0 0 (2) 2x8 BELOW J ¢ J LANDING LVL U CO @> 0 o C LVL 13/4x9�/2 �� ass m ass W8x13 --------------- 10/S5.1 g/S5.1 HANGER `� PER 4/S5.1 0 _� _ � - -..-.. 2'-0" � 2' 3" � 2'- < 7/S4.2 (MIN.) 10 S4 MIN. 10 S4.2 (MIN 2W3 � 11'-9" a� 1. ALL NEW EXTERIOR WALLS SHALL BE W6 UNLESS NOTED OTHERWISE. 2. ALL NEW HEADERS SHALL BE (2) 2X8 UNLESS NOTED OTHERWISE. 3. PROVIDE (2) BEARING STUDS UNDER EACH END OF ALL HEADERS AND BEAMS OVER 5'-0" LONG UNLESS NOTED OTHERWISE. 4. PROVIDE FULL DEPTH VERTICAL BLOCKING AT MAIN FLOOR AND BASEMENT AT ALL COLUMN LOCATIONS. 5. TYPICAL BEAM -TO -BEAM HANGERS ARE HUC, UNLESS NOTED OTHERWISE. 6. TYPICAL FLOOR HOUSE FRAMING CONSISTS OF 23/32" T&G PLYWOOD, FACE GRAIN PERPENDICULAR TO THE SUPPORTS, OVER 9-1/2" TJI 210 @ 16" ON -CENTER. NAIL SHEATHING PER THE GENERAL NOTES. 7. TYPICAL LOFT FRAMING CONSISTS OF 1/2" PLYWOOD, NAILED AT 6" ON -CENTER AT PANEL EDGES, AND 12" ON -CENTER IN THE FIELD, OVER 2X DECKING, ON JOISTS PER PLAN. 8. TYPICAL GARAGE FLOOR FRAMING CONSISTS OF 22 GA BH36 METAL DECK WITH 4-1/2" TOTAL SLAB DEPTH REINFORCE WITH #3 � 16 " OC EACH WAY, CENTER IN SLAB. 9. INDICATES HOEDOWN PER HOEDOWN SCHEDULE. 10. COLUMNS INDICATED ON PLAN TERMINATE AT THE FLOOR THEY ARE CALLED OUT ON. 11. INDICATES (X) NUMBER OF BEARING STUDS IN A MULTI -STUD COLUMN. NAIL STUDS TOGETHER WITH (2) 16D � 12" ON -CENTER. 12. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 13. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 14. CEDAR GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND ANSI/AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC OR APA IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE ALASKA YELLOW CEDAR COMBINATION 20E-V12, Fb = 2,000 PSI, Fv =265 PSI. ALL CANTILEVERED BEAMS SHALL BE ALASKA YELLOW CEDAR COMBINATION 24F-V13, Fb = 2000 PSI, Fv = 265 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS, WITH SPANS OVER 30', TO 3,500' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. Legend c� O ® STRUCTURAL WALL OR POST BELOW �_________; �_; STRUCTURAL WALL OR POST ABOVE NON-STRUCTURAL WALL BELOW Wx SHEARWALL PER � SPAN DIRECTION ��� EXTENT OF JOISTS HEADER/BEAM PER PLAN HANGER �X N0. OF STUDS IN MULTI -STUD COLUMN PER PLAN NOTE 11 �X HOEDOWN PER SCHEDULE 4/S4.2 PT PRESSURE TREATED CEDAR GL CEDAR GLULAM MEMBER PER NOTE 14 STAIR FRAMING PER PLAN NOTES y CJT5Z W/ �/4"� x 2�/2" _ SS SCREWS CEDAR GL 5�/8x9 L 6x6x5/�s LEDGER W/ (5) �/2"� x 5" LAG SCREWS v �� ��iv 9� II s� J, ��`� �� � � CANOPY BRACES EA. SIDE COL. (4) PLACES 9 \ �/2" CDX PLY D OVER � �' 2x6 DE G � F .� � v� � � �� � �\ / Q s� �� c � � ��• W - X �� � 6x6xx5/�s LEDGER W/ � PT 3x6 LEDGER W/ (5) � •� �/2"� x 3�/2" TITEN v� �, ��� SCREW ANCHORS 9 9� �� � �f c9 � � \ CJT5Z W/ �/4"� x 13j4» ������I� � �.5,� TITEN TURBO CONC. � � SCREWS EA. BEAM J`� � J's� s �� � � �� l� f� f� �� f� f� �0 j N�U2 =' � s� � �� �5 �� �o��/ �� �6� f� �� f� f� 5I �_ `L O 1 ��oj Second Floor Framing and Garage Roof Framing Plan Scale: �/4" = 1'-0" L ENNEEN z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved D' N: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC R'ONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 J' ICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE: ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 A' ECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: Permit S' TITLE: Second Floor Framing and Garage Roof Framing Plan SCALE: 1 /4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT N0: 00640-2021-01 SHEET N0: • A B C D PROVIDE SCREWS PER SIP CS16 RAP EA. TOP MFC TO BAY WINDOW TOP �.� � PLATE (� CORNER � PLATES `sIpA 1 /S4.1 ------------- - --- ------ ------------- Fc 1 W6 x 4'-6" � 1 W6 x'-9" � o� rnin. / i mi . / O - - `fl 6� �F�s �� N I � ,� Off'' � � 5/S4.1 1\ ��, 1 o i c� sloes �s o O I �\�+ o � iCOI R� 2 � � - � - - �l X � � � 3/S4.1 3 3 S4.1 � Sv 1 �/4" SIP � PSL 5�/4x11�/8 I � � 2/S4.1 , o SIM. 4/S4.1 v�� ' o � _ 5/s"� HANGER ROD PER 4/S5.1 r� � EDAR GL 5�/2x10�/2 � M� �o � " X N �� o � - U I - N � o - w � l � J U _ _ 4/S5.1 � W4 4'-0 6 S4.1 / �� / G; � _ , _ _ C X 1/S5.1,���'' 1/S5.1,�, ,��ti ,��ti , 6�� < 1 /S4.1 `���+ � 1 �/4" SIP `���+ � SIM. U - - - - Plan Notes 1. ALL NEW EXTERIOR WALLS SHALL BE W6 UNLESS NOTED OTHERWISE. 2. ALL NEW HEADERS SHALL BE (2) 2X8 UNLESS NOTED OTHERWISE. 3. PROVIDE (2) BEARING STUDS UNDER EACH END OF ALL HEADERS AND BEAMS OVER 5'-0" LONG UNLESS NOTED OTHERWISE. 4. PROVIDE FULL DEPTH VERTICAL BLOCKING AT MAIN FLOOR AND BASEMENT AT ALL COLUMN LOCATIONS. 5. TYPICAL BEAM -TO -BEAM HANGERS ARE HUC, UNLESS NOTED OTHERWISE. 6. TYPICAL FLOOR HOUSE FRAMING CONSISTS OF 23/32" T&G PLYWOOD, FACE GRAIN PERPENDICULAR TO THE SUPPORTS, OVER 9-1/2" TJI 210 � 16" ON -CENTER. NAIL SHEATHING PER THE GENERAL NOTES. 7. TYPICAL LOFT FRAMING CONSISTS OF 1/2" PLYWOOD, NAILED AT 6" ON -CENTER AT PANEL EDGES, AND 12" ON -CENTER IN THE FIELD, OVER 2X DECKING, ON JOISTS PER PLAN. 8. TYPICAL GARAGE FLOOR FRAMING CONSISTS OF 22 GA BH36 METAL DECK WITH 4-1/2" TOTAL SLAB DEPTH REINFORCE WITH #3 @ 16 " OC EACH WAY, CENTER IN SLAB. 9. INDICATES HOEDOWN PER HOEDOWN SCHEDULE. 10. COLUMNS INDICATED ON PLAN TERMINATE AT THE FLOOR THEY ARE CALLED OUT ON. 11. INDICATES (X) NUMBER OF BEARING STUDS IN A MULTI -STUD COLUMN. NAIL STUDS TOGETHER WITH (2) 16D (� 12" ON -CENTER. 12. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 13. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 14. CEDAR GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND ANSI/AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC OR APA IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE ALASKA YELLOW CEDAR COMBINATION 20E-V12, Fb = 2,000 PSI, Fv =265 PSI. ALL CANTILEVERED BEAMS SHALL BE ALASKA YELLOW CEDAR COMBINATION 24F-V13, Fb = 2000 PSI, Fv = 265 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS, WITH SPANS OVER 30', TO 3,500' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. O � � � i Cl) W6 x 2'-0" min. Legend E F G PROVID SCREWS PER SIP MFC TO BAY WINDOW TOP PLATES 1 W6 x 2'-6' -� , �W6 x 5'-5" - - min. min. r�---- � � -► ��- I si 1�1 ' • ,,�' , �� I� � �� � �• , _ 3/S4.1 i W6 x 6'-0" min. O ® STRUCTURAL WALL OR POST BELOW �_________; �_; STRUCTURAL WALL OR POST ABOVE NON-STRUCTURAL WALL BELOW Wx SHEARWALL PER �� SPAN DIRECTION �� EXTENT OF JOISTS HEADER/BEAM PER PLAN HANGER �X N0. OF STUDS IN MULTI -STUD COLUMN PER PLAN NOTE 11 �X HOEDOWN PER SCHEDULE 4/S4.2 �J PT PRESSURE TREATED CEDAR GL CEDAR GLULAM MEMBER PER NOTE 14 Roof Framing Plan Scale: �/4" = 1'-0" L ENNEEN z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved D' N: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC R'ONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 JURISDICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE: ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 ARCHITECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: Permit SHEET TITLE: Roof Framing Plan s 1 /4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT N0: 00640-2021-01 SHEET N0: S2.3 PANEL EDGE NAILING OVER HOEDOWN STUDS/POST P.T. PLATE (ripped flush) W/ PANEL EDGE NAILING OVER HOEDOWN STUDS/POST P.T. 2x PLATE (ripped flush) W/ A.B. PER SHEARWALL A.B. PER SHEARWALL SCHEDULE SCHEDULE (5/8"� � 48"oc HOEDOWN (where occurs) (5/8"� (� 48"oc elsewhere) HOEDOWN (where occurs) elsewhere) (U.N.O.) z4 PER PLAN W/ A.B. PER U.N.O. PER PLAN W/ A.B. PER 90# FELT SNUG FIT (3)16d EA. BLOCK 8d � 6"oc INTO 1�„ #4 x 18�18 oc HOEDOWN SCHEDULE 90# FELT SNUG FIT HOEDOWN SCHEDULE BTWN. JOIST AND WALL TJI BLOCKING BLOCKOUT SHEARWALL PER PLAN NAILING PER SHEARWALL r , BTWN. JOIST AND WALL (4) 8d INTO EA. BLOCK SHEARWALL PER PLAN NAILING PER SHEARWALL SCHEDULE (typ.) �� ; (4) 8d INTO EA. BLOCK � � � � JOIST DIRECTION AND JOISTS AND SHEATHING PER PLAN (2)16d TOENAILS THRU EA. JOIST #4 � 12"oc HORIZ. • ° ° SCHEDULE (typ.) � � SHEATHING PER PLAN ,�,� ° ,�� ° �„�� (2) #4 CONT. TOP � � JOIST DIRECTION AND SHEATHING PER PLAN (2) #4 CONT. TOP (1 ea. side of a.b.) - ' #4 � 12 oc VERT. /��//�%//�%//�%//�%//�%//�%/j, (1 ea. side of a.b.) - � � � \�/\\ •� � '; j �i ° � SLAB ON GRADE PER PLAN �\\/�� �\//�\ � / / / / / / / % ��\��\��\/\\/�\��\/\\/\\'� \j� � •�\j\j\ ��' ���/\\// �i\\\i�\\//\\� ' ' �//\/ H PER RETAINING \/\� ° WHERE JOISTS ARE PARALLEL BEAM PER PLAN /\//� DOWELS TO MATCH x #4 � 12"oc HORIZ. \\ WHERE JOISTS ARE WALL SCHEDULE 9/S3.1 �/j\\� ° �/\/ PROVIDE TJI BLKG. C� 48"oc TJI BLKG. (� 48 oc •� POST PER PLAN W / \ \ \ �j�j'\j VERT. REINF. /\\//\\//\\' � CTRD. �\/\ PARALLEL PROVIDE '\//' ° REINF. PER RETAINING � \\; AC/LCE SERIES POST CAP AT TOP AND \ \ \ /� / \\/� � #4 (� 18 oc VERT. 2x BLKG. (� 48"oc ° ITS SERIES TOP FLANGE HANGER � ° ' ° J � �/%' , I \ CTRD. (alt. bends) j//j I JB SERIES TOP WALL SCHEDULE 9/S3.1 : / , � j\\� ° ' // � SLAB ON GRADE PER ARCH. ABU SERIES POST BASE AT BOTTOM W / ,� ,° ° ° � ° �'i '� 'i 'i 'i �/�%/ \/\\/\\/\\/\\%\\/\\/\\ __ - � - • \//\\// / , � , j\\\� / FLANGE HANGER •ALL FASTENERS INTO PRESSURE ° 16 x24 FTG. W/ (3) #4 ,/ � ° ° ° ° ° ° ° ° � » » � � 5/8 �x7 A.B. OR 5/8 `//j//j//j//j//j//j//j / // // / // / � � � � \\/ \// //j//j//j ° ° ° � TREATED WOOD SHALL BE GALV. �\.\\ TOP & BOT. //- ° ° ;; �x6 TITEN HD � /\//\\ .�\��\ //\\//\ G\\� 2 4 CONT. �\. ��\�� ��\ �\.� � O# . \\ �\//� OR STAINLESS STEEL PER � \\%\ /\//\\//\\// %//j. r.,• . �• //%//%/�. 5" 8" 5" �. �\j GENERAL NOTES ./\� •REFER SHEARWALL SCHEDULE FOR #5 x 5 —0 DOWEL ' / %// /,� I, �� / / / / / / / / / / / / /, \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \\" FOOTING SIZE AND �/\ � (2) #4 CONT. � � ./ /i:�/i:� i:�/.�//j�� „� ADDITIONAL RIM &SILL PLATE �\\\\i\\ / / � (2) #5 HOOKS Q ��\�/�\�/�\�/�\�/�\�/�\�/�\�/�\��\�/�\�/�\�/�\�/�\��\! REINF. PER PLAN BOT. 5" SIZE REQUIREMENTS 8" 5" �\��\\��\\%� PIPE PER PLAN 1 Exterior Framin at Crawl S ace � 9 P Exterior Retainin Wall w/ Slab on Grade 2 9 Post Footin at Crawl S ace w/TJI's 3 9 p � • ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. PANEL EDGE NAILING OVER OR STAINLESS STEEL PER HOEDOWN STUDS/POST GENERAL NOTES HOEDOWN (where occurs) • REFER SHEARWALL SCHEDULE FOR PANEL EDGE NAILING OVER SHEATHING CAN BE PLACED ON EITHER FACE OF WALL I PER PLAN W/ A.B. PER ADDITIONAL RIM &SILL PLATE HOEDOWN STUDS/POST � �$ HOEDOWN SCHEDULE SIZE REQUIREMENTS P.T. 2x PLATE W/ A.B. j #4 x � � 18"oc P.T. 2x PLATE W/ A.B. SHEARWALL PER PLAN PER SHEARWALL SCHEDULE FACE OF WALL BEYOND SHEARWALL PER PLAN �_ PER SHEARWALL SCHEDULE 3 /4 CHAMFER COLUMN PER PLAN (5/s"� (� 48"oc elsewhere) I NAILING PER SHEARWALL (5/s"� (� 48"oc elsewhere) HOEDOWN (where occurs) #4 CONT. AT OPENINGS � SEE PLAN FOR SLAB SCHEDULE a ti 6" STEM WALL where occurs ( ) 10"sq. PLINTH REINF. W/ 4 4 VERT. W STD. HOOK ()# / PER PLAN W/ A.B. PER HOEDOWN SCHEDULE EMBED HEADED BOLT OR ALL— » THREAD W/ WASHER &NUT 9 I THICKNESS AND REINFORCING (typ.) (2)#4 CONT. TOP (1 ea. side of a.b.) ,� �, �� _ �� & (3)#3 TIES TOP W/ #3 NAILING PER SHEARWALL � � � � � HDU HOEDOWNS IN LIEU OF i • i SLAB ON GRADE PER PLAN TIES (� 8"oc REMAINDER SCHEDULE A.B. PER HOEDOWN SCHEDULE 5 � / / / / / / / • °� ';` ;; i � 1» 1- clr. 2 � SLAB ON GRADE � � (/ 8 � � HDU2, HDU4 & HDU5, � � �/8»� � H DU 8, 1 " (� HDU 11) \/\/\/\/\/\/\/� \ \\ \\ \\ \\ \\ \\ \ •� �\���\���\���\���\�/\\//\\//�\ ° ° ° ° ° ° � \ PER PLAN ; ; / / / / � .� ����� /\�\%\/ / \i �\ /\ �\ �\ /, ° ° ° ° ° ° ° ° � cWn \ \ \ � ///\////// \\/\\/\\/\\/\\/\\/\\� \ \ \ \ \ \ I � / / /\/ \/\�\/\�\�\/\ j�\ \//\ �// � #4 (� 18"oc VERT. CTRD. �//\//../i../i..� o � _ � //\\// � � jj\\jj / / j/� N � � �\/�\ /\% � \\\/�\\ /\ �° ° ° ° ° ° ° ° j j ° ° ° ° ° ° ° ° ° ° I ° ° is � � alt. bends o j � ��/��/��/��/��/��/ � �//��/may/may/may/may/��/may/may/ \ \\ \\ \\ \\ \\ \\ \\ \\ \ \%/\ �\\�\ �\\ %/\% \%//\\ \�\\� ��,�\ ()# �� \% \%//\ / / / \//\\� \��� 4 (� 12"oc HORIZ. CTRD. # J �/%// Q �/%� ��%%%%/�%i�%�i, � � � L� \\/\\//\\�/\\/\. \\ � ,� : /�\\� //\/ \ �\/\/\/\/\ �\ % % / / �/\\/ /\\/\\/\\/\\/\\ / / / / % % � \ \/\\� ;.�, L \\\ / // /. •ALL FASTENERS INTO PRESSURE 1'-6» (2)#4 CONT. TOP & BOT. 5" 8" 5" / �- -- /\ j (2)#4 CONT. BOT. \//\�// //\�//\�//\�//\�//\�//\\ �//\�/ � `\• TREATED WOOD SHALL BE GALV. OR STAINLESS STEEL PER ��%\% /\\, PBE 2 —0» W/x( T OPE & BOT. GENERAL NOTES u.n.o. //\ \i/\i�\i� /\�\% TREATEDTWOOD SHALOL GALV. )#4 • REFER SHEARWALL SCHEDULE FOR 5" 8" 5» OR STAINLESS STEEL PER ADDITIONAL RIM &SILL PLATE � GENERAL NOTES 6 SIZE REQUIREMENTS 7 Q Exterior Wall w/ Slab on Grade Grade Beam with Plinth Interior Wall w/ Thickened Slab T ical Yp Turned -Down Slab Ede O 9 Stem Reinforcing Footing Reinforcing H (ft.) B1 is B2 tf Vert. Horiz. Top Longit. PROVIDE TJI BLKG. EA. I I � POST, PLINTH, &FTG. 3'-0" 5" 8" 5" 9" # 4 � 18"oc # 4 � 12"oc — 2 4 # SIDE W/ STD. HANGER j j CUT INTERSECTION JOIST & 8x8 COL. ABOVE „ 4 —0 1 —0 8 5 9 #4 (� 18 oc #4 @ 12 oc — (2)#4 WHERE COLUMN INTERSECTS I I HEADER TO 2x10 A JOINT, PROVIDE TJI HDR. I I COLUMN CONTINUOUS --�-- BASE CONNECTION � POST PER PLAN „ 6 —0 2 —3 8 5 9 #4 (� 12 oc #4 � 12 oc — (4)#4 EA. SIDE TO DOUBLE JOIST � � THROUGH FLOOR PER 6/S5.10 � KERF PLATE ti �� �� WALL FRAMING PER 1 /S3.1 I I � ` ' �� 10"dia. PLINTH REINF. W/ (4)#4 x L VERT. & #3 x PER PLAN �� - �� I I � �� � @ 6"oc W/ (3)#3 x � IN �� LEVEL BACKFILL ���,� - TOP 5" OF PLINTH � II I I DOUBLE JOIST EA. SIDE 2x 10 EA. SIDE ° ° �\j/\\j/\\j/\\� ° \\/\\/\\/\\ ° ° \/\/��/��/ I I OF COL. 8x8 W/ LUS EA. END %///// m �//,,///// PROVIDE FREE —DRAINING MATERIAL \\/� �\�/• HL46 EA. SIDE W/ (2) 8x8 y/\j/\j/\j/\j\j `�\�\/\\/ �//\j/\j/ \\�\�\i •� ° ° ° 1�/2" clr. (� #4's & #5's BASE � PER 12 S5.1 j j / 3/ �� �/ �� 4 � x 4 2 LAG SCREWS FOOTING SIZE & //\// / � ///\\ /\/ I PLACE SLAB PRIOR TO BACKFILLING WALL ° » , -,� 2 clr. (� #6 s I I TO COL. & 2 3 4"� x � » O / 3 EXP. BOLTS TO FTG. 8x8 COL. BELOW // // REINF. PER PLAN /\\/ / / j\\/� � // SLAB ON GRADE FOOTING DRAIN „ /2 � � , � �//\// y/\\j/\/ / / / / / / / PER ARCH. BY OTHERS /\\/\\/\\/\/\\/\\/\\/\\/\\/\\% ° i�i/�, � ° ° ° ° ° ° ° �/j�/j�// �/\\//\//\/ �/j�/j�/, \%/\��\�• // //\// //\� \\ ///\� � //\//\//\//�\� \\ \\ \\ \\ //i.�//i.�//i.�///�// \ \ \ / / / / / / / /\//\�\\�\ /\\/\\/\\/\\/\\/\\/\\/\\/\\/\\ \\ \\/\\/\\- %\���\���\���\���\���\���\��\���\���\/��\//�\ �\� \! \ \/\/\/ � �� \ � \ j // // // // // // // // // // // �/ j\\ j\� j\\ j\\ j\� j\\ j\� j\\%�\\ � ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. / /\ //\/ i\\ j\\ j\\ j\\ FOOTING SIZE AND /�\/�\/�\/�\/\/�\/�\/�\/�\/�\/�\/�\/�\/� � � REINF. PER PLAN OR STAINLESS STEEL PER FOOTING PER PLAN GENERAL NOTES 9 � � � � � 2 House Retainin Wall g Post Footin at Crawl S ace 9 p 8 x 8 Column Footin g Deck or Cano pY Post Footin -Round Plinth g L NEE�N z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved D N: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC REVISIONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 J' ICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 A ECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: SHEET TITLE: Permit Typical Concrete Deta i Is SCALE: 3/4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT NO: 00640-2021-01 SHEET N0: S3.1 D 3'-0" min. � SECOND POUR FIRST POUR � CONCRETE WALL CORNER BARS TO SEE PLAN FOR SLAB �/8" x 1�/2" PRE —MOLDED SEE PLAN FOR SLAB KEYED JOINT. ADD DIAGONAL IN WALL CORNER BARS TO MATCH CROSS WALL THICKNESS AND CONT. MASTIC JOINT STRIP. THICKNESS AND STOP REINF. 1" CLEAR TO MATCH WALL REINF. MATCH HORIZ. REINF. HORIZ. REINF. REINFORCING (typ.) (joint may be saw cut at REINFORCING (typ.) OF JOINT EACH SIDE (alt. hooks) contractor's option) � - � X v E \, o �/\\//\\//\\// //\ i� a a a a a a a a a a � a a a a a a a a a - �,//ate, ,� i\\/\\/\\/\\/\\/\\/\\% �/\\ \\/\\/\\/\\/\\%\\/\\/\\/\\% /\//\//\//\//\//\// /\//\ � �\\j\\j\\j ��j\\j\\j\\j\\j\--\\ \\ \\ \\ \\ \\ \\ \\ \\" /\//\//\//\//\//\//\//\//\ \\ j/ �\\ ` �\/ ADDITIONAL TYP. CORNER z4 \//\//\//\//\//\//\//\//\! \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 . NORMAL FOOTING \\ � �� �� �� �� �/ / /\\//\\//\\//\\//\\//\\// VERT. BARS BARS: N REINFORCING CUT ALTERNATE PLASTIC VAPOR BARRIER PLASTIC VAPOR BARRIER �\\\ _ ADD BARS TO %/// � `� WIRES AT JOINT AND COMPACTED GRANULAR FILL PER PLAN AND COMPACTED GRANULAR FILL PER PLAN MATCH NORMAL j\/ o � Y REINFORCING o CROSS WALL /j\ PROVIDE CONTROL OR CONSTRUCTION LINE OF EXCAVATION �j/\�j/\�j/��j/\�j/\�j/\�j/��j/� �j/��j JOINTS IN SLABS ON GRADE TO BREAK Control Joint UP SLAB INTO RECTANGULAR AREAS Construction Joint OF 250 SQUARE FEET OR LESS. AREAS NORMAL FOOTING TO BE APPROX. SQUARE AND HAVE NO REINFORCING Single Curtain ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. � 3 ical T ical Slab Joints w.w.m. Yp � ) T ical Ste ed Footin Yp pp g T Yp Corner Bars at Concrete Walls and Footin s 9 #3 x ©AND C TIES #3 TIES (� 8"oc WHEN DEPTH � 6"oc (when pier width OF HDR. IS LESS THAN 24": �' #4 x `�� @ 12"oc � exceeds 24" use normal REINF. PER GEN. NOTES W/ .� L a a a a � � � � � horizontal reinforcement) Pler $eCtlon STD. HOOK TOP & BOT. o '� � � , (1)#4 EACH NOSE • �. �. � � � � �., OTHERWISE c� o L .///////// // // // // //\\ �' �//\\/ �// \/�/�/�/�/�/�/i _______ \\// //\\//\\ �� o M � �i� \\i /i\�i\� �� ��/ �,. ,�,,. (2) # 5 AT TOP OF Notes: _______ \/\ /\ /\/� /\\/\/\ /\/\\/ /\\/\� //\\//\\/ \\//\\/ //\\//� �, �, � /\�/\�/i �' � �/\\//\\/�` CONCRETE WALL WALL OR HEADER 1. REINFORCING SHOWN IS MINIMUM. SEE PIPE SLEEVES �/\\/\\ \\/\\ /\\/\ '//\//\/ \//\// /\//\\ \/\/\ \/� /\/ �\,�\ ��/\\/\\� • ,/\/\ /\//��/ (2)#5 x 4 —0 DIAGONAL PLANS AND WALL ELEVATIONS FOR ANY ADDITIONAL REQUIRED REINFORCING. AS REQD. �/\\.�\, �\\/\\ . � � • ____________ \ \ � \\/�� \ \ 4 (� 12 oc EA. WAY AT EACH CORNER ,\ \\/\\/\\ — — �� \/�. --- � - \\/\ i// \/ o ✓/ '//\/ ____________ /\//\\ �/\\/\\/ %\//\ P ier PROVIDE STD HOOKS AT ENDS OF ALL HORIZ. REINF. 2. PROVIDE FOR ANY OPENING SIX SQUARE FEET OR LARGER UNLESS OTHERWISE NOTED ��/ , \ \ I �� �/\\ \ \�,\ \ ��/\\/\ \//\ -, ;,,, ✓/ `//\//\/ \//\ii � � �//\� \ /\/\ � �/ \/\/\ \/\i \/ \ \ \,,�i\ _ �/\\, �� %\� � �� �/\� width AT WALL ENDS ON PLANS ELEVATIONS OR DETAILS. ' �� �� \/\\/\\/ \\ �� 1 �\\ �\\//\\/\\/\\ \ \\ \\ \\ \\ \\ \\ \\/\\/�\/\\� \//\\//\\ \\ \\ \\ �\�/ �% �\\//� i//\//\//\// //\//\//\//\//\//\ //\//\//\//, '//\//\//\//\//\//\ /\� \ /\� �i\\�\\i\\\i.i\\i\\i\\i\\i\\i\\\ \i\\�\\i\\i� \\i\\\��\��\��\��\�� 1��\\��, ,����\ � - \/\ /\/\ �\\� `� �//\�/�\//\\//\�i• �//\\� � ://i//i//i//� "�� �\/ �� ` ' /\/� (2)#4 BOTTOM •� � (2)#5 AT CENTERLINE 2 5 AROU N D OPENINGS. EXTEND BARS 2'-0» BEYOND 3. FOR WALLS THICKER THAN 8" USE 6 BARS # IN LIEU OF #5 BARS SHOWN. „ 2 —0 min. EXCAVATION NOT \ �//\\! /\/ /\, %\/ \//\\/ //\\�\\//\\� EXACT CONFIGURATION OF STAIR ���/� /��/ OF PIER. (omit at OPENING 4. AT PIERS < 12 WIDE, PROVIDE #3 TIES ALLOWED BELOW �/��/� (including tread and riser dimensions) piers 12" wide or less) � 3"oc AND EXTEND 1'-0" ABOVE AND THIS LINE �� 6 PER ARCH. DRAWINGS BELOW LARGEST OPENING Pi a and Trench Locations 5 p T ical Stair On Grade Yp 6 T ical O enin Yp p Reinforcin at Concrete Walls 9 9 O Retaining Wall Schedule Retaining Wall Schedule W/ Slab Stem Reinforcing Footing Reinforcing Stem Reinforcing Ftg. Reinf. H (ft.) B1 is B2 tf H (ft.) B1 is B2 tf Vert. Horiz. Top Longit. Vert. Horiz. Longit. 3'-0" 6" 8" 1'-3" 10" # 4 (� 18"oc # 4 (� 12"oc — 3 4 ()# 4'-0" 5" 8" 5" 10" #4 (� 12"oc #4 (� 12"oc 2)#4 4'-0" 6" 8" 2'-0" 10" 4 � 18"oc 4 @ 12"oc 4 @ 10"oc 3 4 # # # ()# 6 —0 5 8 5 10 #5 � 12 oc " #4 (� 12 oc 3)#4 CONCRETE WALL CONCRETE WALL 10'-0" 5" g" 5" 10" #5 (� 12"oc #4 (� 12"oc (3)#4 REINFORCE PER REINFORCE PER #4 x 4'-0" STRUCTURAL NOTES (u.n.o.) STRUCTURAL NOTES (u.n.o.) PAVING PER CIVIL SLAB ON GRADE SLAB ON GRADE PER PLAN PER PLAN DOWELS TO MATCH FRAMING AT TOP OF WALL PER PLAN LEVEL BACKFILL a �a �j\\/\\/\\/� a a \//�\\j�\\j�\\j PROVIDE FREE —DRAINING DOWELS TO MATCH WALL VERTS. WALL VERTS. (alt. hooks) a a j�\j\\j\�j� PROVIDE FREE —DRAINING a /�\//�\//�\\�� ° a MATERIAL ° �\/�� a ° a (alt. hooks) MATERIAL a ° ���- ° ° a \\/� a a a a 1�/2" clr. (� #4's & #5's finished grade ° ° ° °,, a � a a a ° PLACE SLAB PRIOR TO \� a �-1�/2" clr. � #4's & #5's = ° 2 clr. (� #6 s \ \ \ \ \� i\\/\\/\\/\\/\\/\ / // // // // // // // // // // _ ,.i .i :i . ° .� ° � `� ,� \� ;� `� \� ,�. � BACKFILLING WALL 2" clr. C� #6's FOOTING DRAIN � z � ! � \/\/\/ \/\\�\j��\��\��\��\��\� i\//\//\//\//\//\//\/ %//\//\//\//\//\//\//\/ �\\� \/\/\/\/\� \/\\�\j��\��\��\��\��\- SLAB ON GRADE FOOTING DRAIN BY OTHERS BY OTHERS � PER PLAN CD • � //\ 2 5 CONT. /\\/� /\/ � 2 5 CONT. �\/\ /\\\//\\ ///// ' � \/\//\// / a //\j\//� j\// //\//� \ \ \ \ \ \ � � �/%\�/ //%\ %\�/%\\ \�// /%\�// \ \ \ \ \ . . - \/\ � � �/�// //%\%/%\ �// /%/// % a a ° a a a � a a ' \/ j�/j /j�/j� � � j / / /\\//� 5» 8» 5» 5» 8» 5» ,%, / � //\\/ //�/�I. �I./�I./ /�\ �� tc UL /\/ 61 is 62 9 � O � � � Z Drivewa Retainin Wall Y 9 T ical Exterior Concrete Wall Footin Yp 9 Interior Concrete Wall Gara a Retainin Wall 9 9 L ENNE�N z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved D' N: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC REVISIONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 J' ICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 ARCHITECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: S' TITLE: Permit Concrete Deta i Is s 3/4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT N0: 00640-2021-01 SHEET N0: S3.2 SIP SPLINE W/ 0.113 x 2�/2: RAKE PER 3/S4.1 NAILS (� 6"oc EA. SIDE PBS #14 SIP SCREW PER PBS #14 SIP SCREW PER SIP MANUFACTURER EA. PBS #14 SIP SCREW PER 8d (� 6"oc SIP MANUFACTURER JOINT SIDE SIP MANUFACTURER TOP & BOT. 2,_6, max. SIP PANEL PER PLAN SIP PANEL PER PLAN SIP PANEL PER PLAN 2'-0„ 8d (� 6"oc _ max. TOP & BOT. HEADER (where occurs) �� 2x BOUNDARY 2x BOUNDARY — �� 2x BOUNDARY SHEARWALL PER PLAN 2x BOUNDARY W/ 8d � 6"oc TOP & BOT. SIN SIN �� �� PBS #14 SIP SCREW PER i� �� SIP MANUFACTURER BEVELED 2x PLATE — OPPOSITE SLOPE BEAM (� SIM. '�� W/ (2)16d � 12"oc � SIM. W/ (2)16d � 12"oc (4) �/4"� X 4�/2" SDS EA.� (staggered) (staggered) BLOCK SIP PANEL PER PLAN 2x10 BLKG. ALT. STUD BAYS W/ (3) 16d NAILS EA. END BEAM PER PLAN Exterior Bearin Wall g � Interior Bearin Wall 2 g Rake 3 A C A35 PER SHEARWALL PANEL EDGE NAILING OVER — SCHEDULE ALL HOEDOWN STUDS/POST VERTICAL GRAIN BLKG. HOEDOWN BELOW PER PLAN COLUMN PER PLAN HOEDOWN PER PLAN TO MATCH HOEDOWN (where occurs) REFER STUDS/POST 8d (� 3"oc PANEL EDGE TO HD STRAP SCHEDULE BEARING WALL SHEARWALL PER PLAN 2x8 W/ (2) �/4"� SDS NAILING FOR ADDL. INFO. (4)8d INTO EACH BLOCK PER PLAN � 12"oc, STAGGER RIP TO COL. DEPTH oo NAILING PER SHEARWALL JOIST DIRECTION AND JOISTS AND SCHEDULE, TYP. SHEATHING PER PLAN SHEATHING PER PLAN PANEL EDGE NAILING SINGLE SIDED SHEARWALL 8d � 4"oc 3 1 /4" LSL RIM JOIST OR �, PER PLAN BEAM PER PLAN �' ,� PANEL EDGE NAILING DOUBLE SIDED SHEARWALL NAILING PER SHEARWALL � o 0 COLUMN PER PLAN PER PLAN SCHEDULE 2x STUD W/ (2) �/4"� x 4�/2" / — (2) 16d THRU EA. PANEL EDGE NAILING 2x6 W/ (2) �/4"� SDS SDS @ 10"oc STAGGER LEAVE ONE END OF � �� JOIST OR BLOCK (� 12"oc, STAGGER STRAP UNAILED JUST / / \ WHERE JOISTS ARE ITS SERIES HANGER SHEARWALL PER PLAN PRIOR TO COVERING � PARALLEL, PROVIDE BEAM PER PLAN � TJI BLKG. � 48"oc SHEARWALL PER PLAN o BEAM/HDR. PER PLAN (where occurs) • REFER TO SHEARWALL SCHEDULE FOR ADDITIONAL RIM &SILL 3n PLATE SIZE REQUIREMENTS Shearwall Offset 5 Shearwall Corner Grid C 6 Exterior Floor Framin 7 9 Interior Bearin Wall 9 O SHEARWALL PER PLAN PANEL EDGE NAILING OVER ALL HOEDOWN STUDS/POST 8d � 6"oc JOISTS AND (4)8d INTO EACH BLOCK HANDRAIL PER ARCH. SHEATHING HANDRAIL PER ARCH. PER PLAN 2x BLKG. w/ 2x8 W/ (2) �/4"� SDS NAILING PER SHEARWALL 16d @ 6"oc SCHEDULE BEAM PER PLAN o BEAM PER PLAN '�'� HOEDOWN STRAP (where occurs) �� BEAM PER PLAN •' L J PER PLAN. REFER TO HD STRAP SCHEDULE FOR ADDL. INFO PROVIDE EQUAL NUMBER OF JOISTS &SHEATHING JOIST PER PLAN W/ SPECIFIED NAILS INTO STUDS PER PLAN ITS SERIES HANGER KERFED END ABOVE &BELOW BEAM TJI BLKG. (� 24"oc CJT4Z HANGER WHERE JOISTS ARE PERPENDICULAR, PROVIDE IUS HANGER (� BM. 9 � O Loft Framin 9 U turned Floor Beam p w/TJI's -Joist Per endicular � ) p T ical Flush Beam Yp .� � ;L ENNEEN z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved DRAWN: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC REVISIONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 J' ICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 ARCHITECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: Permit S' TITLE: Typical Wood Framing Details SCALE: 3/4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT N0: 00640-2021-01 SHEET N0: S4.1 SAWN OR MFR. LUMBER. 2x MIN. SEE NOTES FOR ADDITIONAL REQUIREMENTS 16d NAILING PER SCHEDULE ., � .� 16d NAILING PER SCHEDULE 2x NAILER 1 /2" MAX. TO ' EDGE OF �5 WASHER ..�.,,. PLYWOOD EDGE NAILING � EDGE OVER EA. STUD i 16d NAILING PER SCHEDULE Detail B PLAN VIEW AT ABUTTING PANEL EDGES OF W3 & W2 Shearwall Schedule 000©o® Mark Sheathing Panel Edge Nailing Top Plate Connection Base Plate Connection if TJI if Woody at Wood 11 12 at Concrete W6 15/32" CDX PLYWOOD 8d ®6"oc 16d @ 6"oc A35 @ 24noc 10 16d @ 6"oc 5/$"� A.B. @ 48"oc W4 15/32n CDX PLYWOOD 8d (� 4°oc 16d (� 4"oc A35 (� 16noc 10 (2)rows 16d (� 6"oc 5/8"� A.B. � 32°oc W3 ® 15/32n CDX PLYWOOD 8d � 3°oc (2)rows 16d ®4noc A35 (� 12noc 10 (2)rows 16d (� 6"oc 5/8"� A.B. (� 24°oc W2 ® 15/32" CDX PLYWOOD 8d ®2"oc (2)rows 16d @ 4"oc A35 @ 9noc 10 (2)rows 16d @ 4nOC 13 5/8°°� A.B. @ 16°oc 2W3 � 15/32n CDX PLYWD. EA. SIDE 8d (� 3noc EA. SIDE n/a A35 ®6noc (3)rows 16d ®4noc 14 5/g°� A.B. (� 16°oc 2W2 � 15/32n CDX PLYWD. EA. SIDE 8d ®2°oc EA. SIDE n/a HGAIOKT (� 8°oc (3)rows 16d ®4noc 14 5/g°� A.B. (� 12°oc 2W2-10� 15/32n CDX PLYWD. EA. SIDE 10d ®2noc EA. SIDE n/a HGAIOKT (� 6°oc (4)rows 16d ®4noc 14 5/g��� A.B. @ 12°oc 3�8n 1�2n OO BLOCK PANEL EDGES WITH 2x MIN. LAID FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS WITH 8d � 12"o.c. min tyP, O 8d NAILS SHALL BE 0.131"� x 2 1/2n (common) — 16d NAILS SHALL BE 0.135"0 x 3 1/2" (box) — 10d NAILS SHALL BE 0.148"0 x 3" (common). O EMBED ANCHOR BOLTS AT LEAST 7". DRILLED AND EPDXIED THREADED ROD MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH 6" EMBEDMENT. TITEN HD SCREW ANCHORS MAY BE SUBSTITUTED FOR ANCHOR BOLTS W/ 4" EMBEDMENT. ALL BOLTS SHALL HAVE 3" x 3" x 1/4" MIN. PLATE _ WASHERS. PLATE WASHERS SHALL EXTEND TO WITHIN 1/2n OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. SEE DETAIL C. _ '_ ® 3x STUDS OR DOUBLE STUDS NAILED TOGETHER W/ BASE PLATE NAILING ARE REQUIRED AT ABUTTING PANEL EDGES OF W3 AND W2. � SEE DETAIL B. WHERE 3x STUDS ARE USED FOR W2, STAGGER NAILS AT ADJOINING PANEL EDGES. eq. � eq. OO 3x FOUNDATION SILL PLATES ARE REQUIRED FOR 2W3 AND 2W2. 3x STUDS ARE REQUIRED AT ABUTTING PANEL EDGES AND PANEL JOINTS _ SHALL BE OFFSET EACH SIDE OF WALL. STAGGER NAILS AT ADJOINING PANEL EDGES. 3x STUD, MIN., REQUIRED AT END OF SHEARWALL. _� © TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SINGLE —SIDED SHEARWALLS. ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING. ,_ SEE PLANS AND HOEDOWN SCHEDULE FOR ALTERNATE REQUIREMENTS. OO ALL EXTERIOR WALLS SHALL BE W6, UNLESS NOTED OTHERWISE. _ ' ® 7/16" O.S.B. MAY BE SUBSTITUTED FOR 15/32" CDX, EXCEPT AT 10d PANEL EDGE NAILING. � � LTP4's (HORIZONTAL ORIENTATION) W/ 8d COMMON MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. RIM 10 A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. Detail D 11 AT MULTI —ROW NAILING, MINIMUM OFFSET BETWEEN ROWS AND ROW SPACING 1/2", SEE DETAIL D. 12 LVL RIMS PERMITTED AT SINGLE SIDED SHEAR WALLS ONLY. 13 PROVIDE (3) ROWS 16d ®6"oc AT LVL RIMS. 14 MINIMUM RIM OR JOIST 3�/2" WIDE BELOW SHEARWALL. Shearwall Schedule - (Sheathed One &Two Sides) �uu� SHEARWALL PER PLA SHEARWALL PER P' ""' IF SHEARWALL OR 16d @ 12"oc AT OTHER WALLS INTERSECTING WAi (see left if shearw z A35 (a OMIT C (6)16d TYP. S- Holdown Schedule 0 � Holdown Anchor/Nailing Min. No. of Installation End Studs (26)8d NAILS, INSTALL NAIL TO SHEARWALL END (2)CS16 HALF IN EACH MEMBER 2 STUDS ABOVE AND EQUAL BEING CONNECTED STUDS OR BEAM BELOW (6)SDS�/42�/2 SCREWS SCREW HOEDOWN TO END HDU2 5/g°�� A36 THREADED ROD 2 STUDS AND CAST ANCHOR INTO FOOTING BELOW W/ 12" EMBED (20)SDS�/42�/2 SCREWS SCREW HOEDOWN TO END HDU8 �/8��� A36 THREADED ROD 3 STUDS AND CAST ANCHOR INTO FOOTING BELOW W/ 12" EMBED Notes: O MINIMUM NUMBER OF STUDS AT END OF WALL UNLESS OTHERWISE NOTED. OO NAIL EACH END STUD TOGETHER WITH BASE PLATE NAILING PER SHEARWALL SCHEDULE 3 Holdown Schedule TOP CHORD SPLICE T"" DOUBLE TOP PLATE (12)16d @ 4"oc IN (2) ROWS AT EA. SIDE OF SPLICE M OR HEADER PLAN IVIDE (2) BEARING DS U.O.N. TYPICAL STUDS SPACING PER P (2)16d @ EA. STUD, TYP. W/ LAN BOTTOM CH SPLICE 4'-0" min. BETWEEN SPLICES 1� PLYWOOD PANEL EDGE NAILING PER SHEARWALL SCHEDULE �� SPLICE TO OCCUR AT � �2 BASE PLATE NAILING PER SHEARWALL SCHEDULE OF VERT. STUD TYP. �3 16d @ 8"oc Typical Shearwall Intersections HEADER PER PLAN wall opening ., , PANEL EDGE NAILING PER � SHEARWALL SCHEDULE AT FULL HGT. STUDS AROUND WALL OPENING (typ.) CS16 STRAP FULL LENGTH OF WALL. MIN. 2'-0" STRAP EACH SIDE OF OPENING WRAP AT CORNER CONDITION TYP. NAIL SHEATHING TO BLOCKING W/ PANEL EDGE NAILING PER SHEARWALL SCHEDULE (typ.) 2x FLAT BLOCKING (typ.) 0 Typical Header Support w/2 Bearing Studs �/4"x9"x11" KERF R W/ n (2) �/2"� THRU BOLTS 4 COUNTERSINK &PLUG I ��� COL. KERF &CAP PER ;ACE W/ (3) 3�/2" SS SDS �, COUNTERSINK PLUG EA. END 7 4x BLOCK W/ (2) �/4"� SDS @ 16"oc @RIM 4x BLOCK @ANGLE WHERE REQ'D. W/ SDWC T.N. TOP & BOT. EA. END Typical Top Plate Splice // m = CLADDING PER ARCH. 1" FLASHING PER ARCH. clr. SHEATHING OVER 2x DECKING PER PLAN )RD �/4"� x 2�/2" SS SDS SCREWS @ 6"oc IN 1" SLOTTED HOLE. PROVIDE STD. WASHERS L 6x6x5/�s W/ (5) 5/8"� x 4" LAG SCREWS TO RIM & BLOCKING CONCRETE WALL @ SIM. PROVIDE �/2"� x 4" TITEN SCREW ANCHORS • .� � ;L ENNEEN z�z4 Third Avenue - Suite goo -Seattle, WA g8�zi p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved DRAWN: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC R ONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 JURISDICTIONAL APPROVAL STAMP: � �Y���l.X�%� RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE: ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 A ECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i to ct u re . co m ph 206.256.9886 ISSUE: Permit SHEET TITLE: Wood Framing Deta i Is SCALE: 3/4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT NO: 00640-2021-01 SHEET NO S4.2 Continuous Straps at Wall Opening (above and below) Canopy Brace Canopy Wall Connection � 2 NAIL END STRINGER TO 2x6 NAILER W/ (3)16d @ 16"oc TREAD PER ARCH. PER ARCH. 3/4" PLYWOOD \i � KICK PLATE 3/4" PLYWOOD �•� �`,, SHEATHING I ��� �~� � � � �--- ---� 2x6 NAILER W/ � (3)16d TO EA. � � STUD � 13/4" LSL STRINGER LSC HANGER 2x10 @ 16"oc (� 24"oc max. (11' max length) 4x10 Typical Rise Typical Landing ALL TREAD AND RISER DIMENSIONS PER ARCH. T ical Stair and Landin Detail 1 Yp 9 2 BEARING WALL STUDS BEARING WALL STUDS STUD MAX DEPTH OF MIN DEPTH REMAINING STUD MAX DIAMETER MIN DEPTH REMAINING SIZE EDGE CUT OR NOTCH AFTER CUT OR NOTCH SIZE OF BORED HOLE AFTER BORED HOLE 2x4 �/8" 25/8" 2x4 13/8" 5/8" EA SIDE OF HOLE 2x6 13/8" 4�/8" 2x6 23/�s" 5/8n EA SIDE OF HOLE pIA. ES 2x8 13/4" 5�/2" 2x8 2�/8� 5/8" EA SIDE OF HOLE �IOREp �0� TO g NOTE: STUDS MAY NOT BE BORED IN EXCESS OF 40% OF THE RE STUD, IF STUDS ARE DOUBLED, BORINGS MAY BE I�Q�ESTP�EAS� A INCREASED TO 60% OF STUD WIDTH PROVIDED NOT BEAM PER PLAN Ep 0� gQR � MORE THAN (2) SUCCESSIVE STUDS ARE BORED. � „ � BUT SA STIJ p �lpT� Q PP��Ip11� gEs,�p �QTG BORINGS SHALL NOT BE MADE AT THE SAME SECTION CORNER OFHOOTCH� PRIOR TO CUTTING. A pR WHERE CUT OR NOTCH HAS BEEN MADE. DO NOT OVER CUT. TORS �Q cUT A p�AR RC 58»EpGE /T1� NON -BEARING WALL STUDS NON -BEARING WALL STUDS OI �I� TO STUD SIZE MAX DEPTH OF MIN DEPTH REMAINING EDGE CUT OR NOTCH AFTER CUT OR NOTCH STUD MAX DIAMETER MIN DEPTH REMAINING SIZE OF BORED HOLE AFTER BORED HOLE � pIs EQ DES A EPST 2x4 13/s" 2�/s" 2x4 2�/�s" 5/8" EA SIDE OF HOLE �pT�N VEE DE P� �IDT� � QRED �Ep AT f�E�R 2x6 2x8 23/is" 33/8" 43/8" 2x6 3�/4" 5/8" EA SIDE OF HOLE 2x8 4�/4" EA SIDE OF HOLE � x o � �I�, STIJp � �' BE SP TEE p1 R �p�E 2�/8" /s" NOTE: D/3 EO• IOE ROE T� �A STUDS MAY NOT BE BORED IN EXCESS OF 60% OF THE II I a TQ� �0 / . TEE OF STUD. BORINGS SHALL NOT BE MADE AT THE SAME T�l� � �E � SECTION WHERE CUT OR NOTCH HAS BEEN MADE. � pEPT f�A CUTTING AND NOTCHING WOOD STUDS BORED HOLES IN WOOD STUDS NOTE: NOTE: DO NOT NOTCH MORE THAN THREE ADJACENT BORED HOLE NOT PERMITTED IN MORE THAN THREE STUDS WITHOUT REVIEW BY ENGINEER. ADJACENT STUDS WITHOUT REVIEW BY ENGINEER. T ical Holes Yp and Notches in Wood Studs 6 T ical Notch at End of Wood Beam Yp 7 9 10 11 12 .� � ;L ENNEEN z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved DRAWN: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC REVISIONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 J' ICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 ARCHITECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: Permit SHEET TITLE: Wood Framing Deta i Is SCALE: 3/4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT N0: 00640-2021-01 SHEET N0: S4.3 3/16 BEAM CONTINUES \ (where occurs) i� _ � �_ COLUMN PER PLAN 71/2x71/2x3/8 CAP � —� ' _�_ �GLB PER PLAN 3/8x71/2x81/4 KERF � TOP & BOT. W/ (2) 5/8"� THRU BOLTS COUNTERSUNK &PLUGGED Timber Frame Column Cap GL SUPPORTING 3x3x1/4 BRG. � 3/8x71/2x81/4 R W/ COUNTERSUNK & PLUGGED HOLES 71/2x71/2x1/2 BASE (� 3" SPACING 5'""'" THREADED ROD W/ �" BEVELED BRG. � ANEL PER PLAN HOLE FOR A.B. HEAD PER PLAN W/ DED ROD THROUGH THREADED ROD THROUGH BEAM BELOW BEAM PER PLAN HANG FROM SUPPORTING BEAM W/ HUCQ Hanger Rod z � � � � 2.0 4" rnnn __ rnnOQ SERIES CAP FIT BEAM 3/16 �/ PER PLAN �� 1 �♦ CJP 1/2"x8"x18" BACK PLATE NAILER STEEL BEAM PER PLAN CONNECTION PER 7/S5.2 3 BEAM PER PLAN SPLICE WHERE SHOWN ON PLAN (WHERE BEAMS ARE SPLICED, SPLICE OVER CENTER OF POST, U.N.O.) CCO or CCOQ SERIES CAP AS REQD. TO FIT BEAM STEEL BEAM PER BACK PLATE 'LAN ea. side �" .. ,LATE SADDLE W/ 3/4"� BOLT Steel Beam -Wood Beam Han er 9 (2)3/4"� BOLTS AT BEAM GAGE 11� BEAM SIZE Pf BEARING � 1/, COLUMN PER Where Beam Stops (4)3/4"� BOLTS ' AT BEAM GAGE Where Beam Continues NOTE: BEARING PLATE THICKNESS SHALL BE 3/4" WHERE DEPTH OF SUPPORTED MEMBER EXCEEDS 24" 5 Post Base 6 CC/CCQ Series Connection at Steel Column 7 T ical Beam Bearin on HSS or Pi a Column O Yp g p BOLT NAILER T W/ 5j8"� W.T.S. (countersink as ITS SERIES TOF FLANGE HANGER NOTE TO ENGINEER: ITS SERIES HANGER REQUIRES 3x MIN. NAILER PLATE. Z.. CONT. NAILER -LANCE WIDTH [STS &SHEATHING � PLAN [STS BOTH SIDES sere occurs) Dlvl. PER PLAN a COLUMN PER PLAN (2)3/4"� ANCHOR BOLTS L EN�NEE�N� z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved D N: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC REVISIONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 JURISDICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE: ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 A ECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: Permit S' TITLE: Steel Deta i Is SCALE: 3/4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT NO: 00640-2021-01 SHEET N0: 9 Joists Hun from Steel Beam � 0 � � Base late -HSS Column � 2 g p S5.1 6x6 W1.4xW1.4 WWM 1. USE 20 GA. DECK AS NOTED TO THE LEFT. DECK SHALL HAVE 120 PSF. CONCRETE WALL U MAXIMUM SPAN OF 20 GA. DECK IS 6'-0" FOR SINGLE, FLOOR DECK AND TOPPING PER PLAN 4 ° � �� �� 7'-0" DOUBLE SPAN CONDITIONS AND 7'-0" FOR TRIPLE SPAN CONDITIONS. (DECK DIRECTION VARIES) 3" R &BOLTS � WELD DECK PER DETAIL 2. NOTE 1 ASSUMES SHORING WILL NOT BE USED. PROVIDE SHORING AT MIDSPAN PER DECK NOTES a max• FOR SPANS LONGER THAN THOSE DESCRIBED IN NOTE 1. MAXIMUM DECK SPAN ° WF PER PLAN 11/2» 3» 11/2» 13/4„ �� 12'-0" C. TO C. _ _ _ _ _ _ _ _ � a===== � min. 3. PROVIDE (4)1/2" DIAMETER EFFECTIVE PUDDLE WELDS PER SHEET TO ALL :�� °° �____= I � � � SUPPORTS PERPENDICULAR TO DECK FLUTES. a ° I � � 4. PROVIDE DIAMETER PUDDLE WELDS AT 6��oc TO ALL BRACED FRAME BEAMS. I V erco PLB Formlock G60 Coatin 1/2�� - � g PROVIDE /2 DIAMETER PUDDLE WELDS AT 6 oc TO ALL BEAMS MARKED STRUT. LEDGER L 3x3x1/4 CONT. ° �_____ �\ W/Following Min. Properties PROVIDE 1/2" DIAMETER PUDDLE WELDS AT 6"oc WHERE DECK ORIENTATION W/ /4 � EXP. BOLTS @ � a===== CHANGES AND OTHER SUPPORTS PARALLEL TO DECK FLUTES. 24"oc TYP. AT FLOOR a STD. HORIZ. SHORT 20 GA. 5. CONNECT DECK SEAMS WITH BUTTON PUNCHES (� 36"oc. EMBED � SLOT HOLES IN R EMBED R 1/2"x6"x NOM. NOTES: x BEAM DEPTH BEAM DEPTH FOR W8 PANEL WIDTH — 36" I = .231 in.4 6. DECK TYPE MUST STRICTLY MEET CRITERIA LISTED ABOVE INCLUDING • 3 � A307 ANCHOR BOLTS MAY BE SUBSTITUTED ON per _/s_ AND W10 W/(4)STUDS S = .237 in3 Fy 50 ksi RESEARCH REPORT ALLOWABLE SHEAR AND SUPERIMPOSED LOADS. SUBMIT /4 = DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. AN EQUAL BASIS WITH EXP. BOLTS • TYPICAL DECK LEDGER TO OCCUR AT ALL INTERSECTIONS OF FACE OF CONC. WALL SHEAR CAPACITY REQ'D = 1900 #/ft 7. REINFORCE DECK OPENINGS PER 12 S303. / FLOOR DECK AND CONCRETE WALLS, U.O.N. 8. AT CONTRACTORS OPTION, .145"� DRIVE PINS OR SDI RECOGNIZED #10 SELF • COORDINATE BOLT LOCATIONS W/ WALL REINF, LAYOUT. DRILLING SCREWS MAY BE SUBSTITUTED AT SUPPORTS AND SIDELAP CONNECTIONS. � � T ical Deck Led er Yp g Headed Stud Embed Plates 1 1 /2" + 3 1 /2" Floor Deck FACE OF SUPPORTING 24" MEMBER PER PLAN SHEAR CONNECTORS PER PLAN WHERE OCCURS max. per deck 2x BOLT � size per NOTIFY ENGINEER L welding notes per schedule on ST-01-01 � min. W schedule FOR DIRECTION IF 12„ max. #3 x � SPACED � BEAM SIZE PER PLAN NOTES: SHEAR CONNECTORS LAY OUT DECK TO PROVIDE EXCEEDED � PER SCHEDULE BELOW * —Lev 1. STANDARD OR SLOTTED HOLES W/ 3/4"� x 3" STUDS 3" MIN. CONTACT BETWEEN 3/4" CLR. FROM T.O. SLAB � - -; ; ; � SHEAR PLATE SIZE AND MAY BE USED. � 12"oc LOW FLUTE AND FLANGE � � BOLTS PER SCHEDULE 2. BOLT TYPE A325N. #4 CONT. ;; � ; � � Lev = � � � —Lev 11/8" FOR 5/8" BOLTS 3. � MATERIAL — A36 11/2" FOR 3/4"� BOLTS 4. SEE EXTENDED � DETAIL FOR — — — — — — sZ — — — — — — 5? SEE PLAN FOR METAL 13/4" FOR �/s"� BOLTS COLUMN WEB CONNECTIONS. EDGE FORM BY METAL DECK INSTALLER — DECK AND TOPPING Shear Plate Schedule BEAM SIZE PER PLAN, PLATE DIMENSIONS, THICKNESS COMPOSITE DECK DESIGN SUCH THAT SHORING IS NOT REQUIRED WF BEAM PER PLAN TYPICAL AND BOLTS PER ST-01-01 COMPOSITE BEAMS Beam No. of Bolt Plate Weld Size Bolts Size Thickness Size Spacing Schedule Beam Size � C6, W6, MC7 2 5/8"� (� 2" SPACING 1/4" 3/16" MC8, MC9, MC10 C7, C8, C9, C10, W8, W10 2 5/8"� 1/4" 3/16" W6, W7, C6, C7 1" NOTES: L < 41/2" * OMIT #3 BARS 1 Perpendicular Parallel C12, C15, MC12, W12, W14 3 3/4"� 1/4" 3/16" W16 4 3/4"� 1/4" 3/16" • REFER TO _ S_ FOR SPECIAL 41/2" < L < 8" 32"oc W8, W9, C8, C9 1 /2" W18 4 3/4"� 5/1 s" 1/4„ REINFORCING CONDITIONS TYP. 2" 8" < L < 12" 24"oc •CENTER CONNECTORS OVER BEAMS AND GIRDERS TYPICAL W21 4 �/8"� 3j$" 5/1g'° •WHERE DECK FLUTES ARE PERPENDICULAR TO BEAMS USE (2) STUDS PER W24 5 �/8"� 3/$„ 5/16" W27 6 �/$"� 3/8" 5/16" FLUTE (� 3"oc WHERE NUMBER OF STUDS EXCEEDS NUMBER OF FLUTES W30 7 �/$„� 3/$„ 5/16„ Cantilevered Floor Deck Parallel to Beam 5 T ical Beam Yp to Beam Connection 6 T ical Sin le Shear Plate Connection Yp 9 and Schedule 7 Com osite Beam to Deck Connections p Q O WALL END OR CORNER WF PER PLAN PER PLAN D/3 � HOLES (MAX.) 1" RADIUS CORNERS PER PLAN SHEAR CONNECTORS PER PLAN WHERE OCCURS CONC. ON METAL DECK per _/s_ /�„ CV _ _ _ _- - L per deck PER PLAN �R min. _ _ _ _ = = =� = _ _ _ - - - - — � wall & NOTIFY ENGINEER welding notes � .� ND ES X \ _ _ — WF beam N FOR DIRECTION IF 18„ max. #3 x � SPACED o � � s o � o IIF EXCEEDED PER SCHEDULE BELOW * o 2/3 D 3/4" CLR. FROM T.O. SLAB max. #4 CONT. •_ _ �� _ _ _ _ _ _ _ _ ;; 1. CONTRACTOR SHALL COORDINATE SIZES AND LOCATIONS OF ALL BEAM PENETRATIONS Plan � � � WITH MECHANICAL DRAWINGS. ALL PENETRATIONS LARGER THAN 2"� SHALL BE SHOWN SEE PLAN FOR METAL EMBED � 3/16"x4"xCONT. _ga EDGE FORM PER ON SHOP DRAWINGS OR SKETCHES AND SHALL BE SUBMITTED TO THE ENGINEER FOR CONN. �, BOLTS, & EMBED R 1/2"x7"x NOM. EDGE FORM BY METAL DECK AND TOPPING W/5/8"� x 4" W.H.S. a METAL DECK MANUFACTURER APPROVAL. FIELD CUTTING NOT PERMITTED WITHOUT APPROVAL. WELDING PER _/S_ BEAM DEPTH W/ (2) 5/8"� 24" NELSON D2L DECK INSTALLER — DESIGN SUCH THAT CHANNEL PER PLAN � 24"oc a a CONC WALL &REINF. 2. OPENINGS MAY OCCUR IN MIDDLE HALF OF BEAM LENGTH ONLY. x N � W6 & (3) 5/s"� x 24" SHORING IS NOT REQUIRED PER PLAN — _ _� _ NELSON D2L � W10 3. NO CUTTING MAY OCCUR IN TOP OR BOTTOM QUARTER OF BEAM DEPTH. � - w Spacing Schedule ° a » I Q 4. ADJACENT OPENINGS MUST BE SPACED AT THE LESSER OF, 12 OR 2.5 x LARGER � � � � NOTES: L < 6" * OMIT #3 BARS NOTES: OPENING SIZE, EDGE TO EDGE. c1 � _ _ _�-``' •REFER TO _/S_ FOR SPECIAL 6" < L < 10" 32"oc •THIS DETAIL APPLIES TO _/S_ 5. MAXIIMUM SIZES OF OPENINGS SHALL BE D/3 � OR D/3 x 2D/3 AS SHOWN. REINFORCING CONDITIONS — 10" < L < 18" 24"oc 6. NO OPENINGS SHALL OCCUR WITHIN 12" OF AN ADJACENT BEAM CONNECTION. Section 7. REQUIRED OPENINGS NOT MEETING ABOVE CRITERIA SHALL BE SUBMITTED TO ENGINEER FOR REINFORCING DESIGN. 9 � � � � Beam End of Wall Cantilevered Floor Deck Per endicular to Beam P T ical Yp To of p Wall Led er 9 Steel Beam Penetrations L ENNEE�N z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com Co'ht 2022 Swenson Say Faget -All Rights Reserved DRAWN: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC REVISIONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 J' ICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 ARCHITECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: Permit SHEET TITLE: Steel Details SCALE: 3/4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT N0: 00640-2021-01 SHEET N0: S5.2 TOG A OF PILES 1'-0" �� U 229.0' � _ 215.0' P' �I , � �� 8/SH1 0 I �� � 0 4 - 'r' w J �, o -�+ ---- - 4'-9" I P6 L� Shoring Plan Scale: �/4" = 1'-0" Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 2. REFER TO GENERAL SHORING NOTES FOR ADDITIONAL REQUIREMENTS. 3. SOLDIER PILES AND STABILAZATION WALLS ARE PERMANENT. 4. GRADING SHALL BE STABILIZED BY OCTOBER 31ST, AND NO EXCAVATION OF FILL PLACEMENT MAY BE PERFORMED BETWEEN OCTOBER 31ST AND APRIL 1ST. Legend TOG TOP OF GRADE TOP TOP OF PILE FP FAILURE PLANE I PILE PER SCHEDULE PX xxx.x; TOP xxx.x FP PILE NUMBER Notes 1. EMBEDMENT (D) DETERMINED BY SUMMATION OF MOMENTS AT THE BOTTOM OF THE SOLDIER PILES. MINIMUM H + D = 30 FEET. 2. A FACTOR OF SAFETY OF 1.5 HAS BEEN APPLIED TO THE RECOMMENDED PASSIVE EARTH PRESSURE. 3. ACTIVE PRESSURE APPLIED OVER FULL WIDTH OF PILE SPACING. 4. PASSIVE PRESSURE APPLIED OVER TWO TIMES THE DIAMETER OF THE SOLDIER PILES. 5. REFER TO REPORT TEXT FOR ADDITIONAL DISCUSSIONS. 267 PCF PASSIVE 7 Pile Schedule TOP '�' FP FAILURE PLANE PER ELEVATION -.. � w W U Z O U ,- - � S c� w Q 0 z 24" 0 S C� w J J E Pile Loading Diagram TOG 0 o TOP ��i\ Cantilever Pile WF PER PLAN AUGERED HOLE (typ.) EMBEDDED PORTION OF PILE TO BE GROUND CLEAN OF MILL SCALE, RUST, ETC. Pile Mark Auger Dia. Wide Flange Size Max. Height H (ft.) Min. Embed D (ft.) Type Duration FP (ft) TOG (ft) TOP (ft) H+D P1 30" W16x89 15'-0" 15'-0" CANTILEVER PERMANENT 215.0' 230.0' 229.0' 30' P2 30" W16x89 15'-0" 15'-0" CANTILEVER PERMANENT 215.0' 230.0' 229.0' 30' P3 30" W16x89 15'-0" 15'-0" 15'-0" CANTILEVER CANTILEVER PERMANENT 215.0' 231.0' 229.0' 30' P4 30" W16x89 15'-0" PERMANENT 215.0' 231.0' 229.0' 30' P5 30" W21x93 17'-0" 16'-0" CANTILEVER PERMANENT 215.0' 232.0' 229.0' 33' P6 30" W21x93 17'-On 16'-0" CANTILEVER PERMANENT 215.0' 232.0' 229.0' 33' • L EN�NEE�N z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved 0 s ®��'�'Iox�.�� DRAWN: SRK DESIGN: RGC CHECKED: RGC APPROVED: RGC REVISIONS: Permit Revision Oct. 24, 2022 2 Permit Corrections, Round 2 Feb. 13, 2023 J' ICTIONAL APPROVAL STAMP: BLD2022-0439 RESUB Feb 21 2023 CITY OF EDMONDS DEVELOPMENT SERVICES PROJECT TITLE: ANGLE RESIDENCE 15724 72nd Avenue W. Edmonds, WA 98026 A ECT: Cast Architecture 115-C North 36th Street Seattle, WA 98103 CASTa rc h i tect u re . co m ph 206.256.9886 ISSUE: Permit SHEET TITLE: Shoring Plan and Deta i Is s 1/4" = 1'-0" U.N.O. DATE: March 29, 2022 PROJECT NO: 00640-2021-01 SHEET N0: 12 SH1