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REVIEWED RESUB 1-Structural_Plan+12.21.2021CRITERIA GEOTECHNICAL General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE 1. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, 12. CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE 36. MANUFACTURED LUMBER, PSL, LVL, AND LSL SHOWN ON PLAN ARE BASED PRODUCTS 43. WOOD FASTENERS DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2018 COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH "TITEN HD" HEAVY DUTY SCREW ANCHOR AS MANUFACTURED BY THE SIMPSON MANUFACTURED BY THE WEYERHAEUSER CORPORATION IN ACCORDANCE WITH ICC-ES EDITION). RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS STRONG -TIE COMPANY, INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. REPORT ESR-1387. MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED ESR-2713 (CONCRETE), NO. ESR-1056 (CMU), INCLUDING MINIMUM EMBEDMENT SPECIFICATIONS: 2. DESIGN LOADING CRITERIA: STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. REQUIREMENTS. SCREW ANCHORS INTO CONCRETE MASONRY UNITS SHALL BE INTO PSL (2.OE WS) Fb = 2900 PSI, E = 2000 KSI, Fv = 290 PSI RESIDENTIAL - ONE AND TWO-FAMILY DWELLINGS FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FULLY GROUTED CELLS. SPECIAL INSPECTION IS REQUIRED. LVL (2.OE-2600FB WS) Fb = 2600 PSI, E = 2000 KSI, Fv = 285 PSI SIZE LENGTH DIAMETER FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . 40 PSF FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED LSL (1.55E) Fb = 2325 PSI, E = 1550 KSI, Fv = 310 PSI 6d 2" 0.113" ROOF BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS STEEL 8d 2-1/2" 0.131" ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . 25 PSF ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR ALTERNATE MANUFACTURED LUMBER MANUFACTURERS MAY BE USED SUBJECT TO REVIEW 10d 3" 0.148" MISCELLANEOUS LOADS FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. 13. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE 12d 3-1/4" 0.148" DECKS . . . . . . . . . . . . . . . . . . . . . . . . 1.5 x AREA SERVED MANUFACTURER'S PRODUCTS SHALL BE COMPATIBLE WITH THE JOIST HANGERS AND 16d BOX 3-1/2" 0.135" ENVIRONMENTAL LOADS ALLOWABLE SOIL PRESSURE (NATIVE SOILS / STRUCTURAL FILL). . . . . 3000 PSF A. AISC 360-16 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. OTHER HARDWARE SPECIFIED ON PLANS, OR ALTERNATE HANGERS AND HARDWARE SHALL RAIN . . . . . . . . . . . . . . 1.5 IN/HR LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED). . . . . . . 55 PCF/35 PCF B. JUNE 15, 2016 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND SUBMITTED FOR REVIEW AND APPROVAL. SUBSTITUTED ITEMS SHALL HAVE ICC-ES IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT SNOW . . . . . . . Ce=1.0, Is=1.0, Ct=1.1, Cs=1.0, Pg=25 PSF, Pf=20 PSF ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED). . . . . . . 300 PCF BRIDGES AMENDED AS FOLLOWS: AS NOTED IN THE CONTRACT DOCUMENTS, BY THE "STRUCTURAL REPORT APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) WIND . . . . . . . . GCpi=0.18, 100 MPH, RISK CATEGORY II, EXPOSURE "C" COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED). . . . . . . . . . . . . 0.5 DELETION OF PARAGRAPH 4.4.1, AND REVISE REFERENCE FROM FOR REVIEW AND APPROVAL. EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE TRAFFIC SURCHARGE PRESSURE (UNIFORM LOAD) . . . . . . . . . . . . . 75 PSF DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. MANUFACTURED LUMBER PRODUCTS SHALL BE INSTALLED WITH A MOISTURE CONTENT OF LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS, SITE CLASS=D, SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) . . . . . . . . . . . . . 7H PSF C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 12% OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION TO NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE Ss=1.33, Sds=1.06, S1=0.47, SD1=0.58, Cs=0.164 PREVENT THE MOISTURE CONTENT OF INSTALLED BEAMS FROM EXCEEDING 12%. DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. SDC D (DEFAULT), Ie=1.0, R=6.5 SOILS REPORT REFERENCE: 25. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. OTHER ROLLED EXCESSIVE DEFLECTIONS MAY OCCUR IF MOISTURE CONTENT EXCEEDS THIS VALUE. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND GEOTECHNICAL ENGINEERING STUDY SHAPES INCLUDING PLATES, SHALL CONFORM TO ASTM A36, FY = 36 KSI. STEEL STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END. 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL PROJECT NO. 17557 PIPE SHALL CONFORM TO ASTM A-53, TYPE E OR S, GRADE B, Fy = 35 KSI. 37. PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOISTS DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE 15722 72ND AVE W STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE C, FY = 46 KSI MANUFACTURED BY THE WEYERHAEUSER CORPORATION, IN ACCORDANCE WITH ICC-ES B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE EDMONDS, WA (ROUND), FY = 50 KSI (SQUARE AND RECTANGULAR). CONNECTION BOLTS SHALL REPORT ESR-1157. ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE CONFORM TO ASTM A307. SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. PREPARED BY: GEOTECH CONSULTANTS INC. ON OCTOBER 16, 2017 ALTERNATE MANUFACTURER'S PRODUCTS SHALL BE COMPATIBLE WITH THE JOIST SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60 TO 70 ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH 26. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF HANGERS AND OTHER HARDWARE SPECIFIED ON PLANS, OR ALTERNATE HANGERS AND PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. CONCRETE THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. HARDWARE SHALL SUBMITTED FOR REVIEW AND APPROVAL. SUBSTITUTED ITEMS SHALL SMALLER LAG SCREWS. HAVE ICC-ES REPORT APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. 4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND 2. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE 27• ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE 44. NOTCHES AND HOLES IN WOOD FRAMING: DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL WITH ACI 301, INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28-DAY CORROSION PROTECTED BY GALVANIZATION OR PROVIDED WITH EXTERIOR PAINT 38. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING STRENGTH OF f c = 3,000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SYSTEM, UNLESS OTHERWISE NOTED. EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1 OR PS 2. ORIENTED STRAND BOARD A. NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN ONE-FOURTH THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH �� SLUMP OF 5 OR LESS. REQUIRED CONCRETE STRENGTH IS BASED ON THE DURABILITY 28. SHOP PRIME ALL STEEL EXCEPT: LIEU OF PLYWOOD. JOISTS SHALL NOT EXCEED ONE -SIXTH THE DEPTH AND SHALL NOT BE LOCATED IN ARCHITECTURAL AND STRUCTURAL DRAWINGS. REQUIREMENTS OF SECTION 1904 OF THE IBC. DESIGN STRENGTH IS f'c = 2,500 A. STEEL ENCASED IN CONCRETE. ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 32/16. THE MIDDLE THIRD OF THE SPAN. HOLES BORED IN SOLID SAWN JOISTS AND 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE PSI. B. SURFACES TO BE WELDED. 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 METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE C. CONTACT SURFACES AT HIGH -STRENGTH BOLTS. FLOOR SHEATHING SHALL BE 1-1/8" (NOMINAL) WITH SPAN RATING 48/24. OF THE JOIST. CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY 3. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE D. MEMBERS TO BE GALVANIZED. AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, E. MEMBERS WHICH WILL BE CONCEALED BY INTERIOR FINISHES. WALL SHEATHING SHALL BE 1/2» (NOMINAL) WITH SPAN RATING 24/0. B. EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN F. SURFACES TO RECEIVE SPRAYED FIREPROOFING. REPROOF I NG. BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. A OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, ACCORDANCE WITH ACI 318-14, TABLE 19. 3. 2. 1 MODERATE EXPOSURE, F 1. G. SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT HOLE NOT GREATER IN DIAMETER THAN 40 PERCENT OF THE STUD WIDTH IS SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO 4. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT SO, UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE PERMITTED TO BE BORED IN ANY WOOD STUD. IN NO CASE SHALL THE EDGE OF THE THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON 29. ALL A-325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 18" / BORED HOLE BE NEARER THAN 58 INCH TO THE EDGE OF THE STUD. BORED HOLES / CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT THE DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. WELDED WIRE FABRIC SHALL ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE DEFORMED WIRE WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN "DESIGN CONFORMING TO ASTM A615, FY = 60 GRADE 60, ,000 PSI. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. C. NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD WEB ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-14 LOADS ON 30. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE STRUCTURES DURING CONSTRUCTION". 5. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE 39. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE NOTED. ACCORDANCE WITH ACI 315R-18 AND 318-14. LAP ALL CONTINUOUS REINFORCEMENT EMBEDDED END. PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE #5 AND SMALLER 40 BAR DIAMETERS OR 2 -0 MINIMUM. PROVIDE CORNER BARS AT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND 45. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR 31. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL CONCRETE OR MASONRY. PLANS: CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY REQUIREMENT. ACCORDANCE WITH ACI 318-14, CLASS B. LAP ADJACENT MATS OF WELDED WIRE PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT 40. PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD U1 TO THE USE A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE "TIMBER FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A CATEGORY EQUAL TO OR HIGHER THAN THE INTENDED APPLICATION. TREATED WOOD MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE AITC 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE MINIMUM CUN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 FOR ABOVE GROUND USE SHALL BE TREATED TO AWPA UC3B. WOOD IN CONTINUOUS CONSTRUCTION MANUAL" AND THE AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO AWPA UC4A. WOOD FOR CONSTRUCTION". MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. CERTIFICATION. USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO AWPA UC4B. TO IBC TABLE 2304.10.1. COORDINATE THE SIZE AND LOCATION OF ALL REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED 6. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: 32. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CAST -IN -PLACE 41.FASTENERS AND TIMBER CONNECTORS USED WITH TREATED WOOD SHALL HAVE OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS CONCRETE SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A29 AND CORROSION RESISTANCE AS INDICATED IN THE FOLLOWING TABLE, UNLESS OTHERWISE B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. 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 FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED A108 AND SHALL BE WELDED IN CONFORMANCE WITH A.W.S. D1.1. ' NOTED. ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S TO EARTH . . . . . . . . . . . . . . . . . . . . . . . 3" WOOD TREATMENT CONDITION PROTECTION PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS AND RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) . . . . 2" 33. METAL CHIMNEYS SHALL ANCHORED AT ROOF AND CEILING PER MANUFACTURER'S HAS NO AMMONIA CARRIER INTERIOR DRY G90 GALVANIZED AT BEAM OR HEADER BEARING LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT FORMED SURFACES EXPOSED TO EARTH OR WEATHER 5 BARS OR SMALLER). 1-1 2" (# ) / H RECOMMENDATION OR WITH TWO 1-1/2 X1/8 METAL STRAPS LOOPED AROUND THE CONTAINS AMMONIA CARRIER INTERIOR DRY G185 OR A185 HOT DIPPED OR OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1-1/2" OUTSIDE OF THE CHIMNEY INSULATION AND NAILED WITH SIX 8d NAILS PER STRAP CONTINUOUS HOT -GALVANIZED SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION . . SLABS AND WALLS (INT. FACE). . . GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" TO THE ROOF AND CEILING FRAMING. PER ASTM A653 SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. AND FIELD USE. WOOD CONTAINS AMMONIA CARRIER INTERIOR WET TYPE 304 OR 316 STAINLESS ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END 7. CONCRETE WALL REINFORCING --PROVIDE THE FOLLOWING UNLESS DETAILED CONTAINS AMMONIA CARRIER EXTERIOR TYPE 304 OR 316 STAINLESS NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END NAIL 9. ALL STRUCTURAL SYSTEMS, WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD OTHERWISE: 34. FRAMING LUMBER SHALL BE S-DRY, KD, OR MC-19, AND GRADED AND MARKED IN AZCA ANY TYPE 304 OR 316 STAINLESS EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP ERECTED, SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, CONFORMANCE WITH WCLIB STANDARD No. 17 GRADING RULES FOR WEST COAST PLATE WITH 16d @ 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS 6" WALLS #4 @ 16 HORIZ. #4 @ 18 VERTICAL 1 CURTAIN INTERIOR DRY CONDITIONS SHALL HAVE WOOD MOISTURE CONTENT LESS THAN 19%. PREPARED BY THE SUPPLIER. LUMBER, 2018, OR WWPA STANDARD, WESTERN LUMBER GRADING RULES 2017. WOOD MOISTURE CONTENT IN OTHER CONDITIONS (INTERIOR WET, EXTERIOR WET, AND EIGHT 16d NAILS @ 4" O.C. EACH SIDE JOINT. 8 WALLS #4 @ 12 HORIZ. #4 @ 18 VERTICAL 1 CURTAIN FURNISH TO THE FOLLOWING MINIMUM STANDARDS: 10" WALLS #4 @ 18 HORIZ. #4 @ 18 VERTICAL 2 CURTAINS EXTERIOR DRY) IS EXPECTED TO EXCEED 19%. CONNECTORS AND THEIR FASTENERS ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT SHALL BE THE SAME MATERIAL. COMPLY WITH THE TREATMENT MANUFACTURERS AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. 12 WALLS #4 @ 16 HORIZ. #4 @ 18 VERTICAL 2 CURTAINS JOISTS (2X & 3X MEMBERS) HEM -FIR N0. 2 RECOMMENDATIONS FOR PROTECTION OF METAL. FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12 ON -CENTER, OR ATTACHED AND BEAMS MINIMUM BASE VALUE, Fb = 850 PSI TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0" ON -CENTER STRUCTURAL STEEL 8. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND 42. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE (4X MEMBERS) DOUGLAS FIR -LARCH N0. 1 BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2019. BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 16d @12" 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL MINIMUM BASE VALUE, Fb = 1000 PSI EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED ON -CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL BE FASTENED ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH N0. 6 X 1-1/4"NUMBER CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER BEAMS (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH N0. 1 AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER FOR MAXIMUM LOAD TYPE S OR W SCREWS @ 8" ON -CENTER. UNLESS INDICATED OTHERWISE, 1/2" RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND MINIMUM BASE VALUE, Fb = 1350 PSI CARRYING CAPACITY. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE NOMINAL APA RATED SHEATHING SPAN RATING 24 0 SHALL BE NAILED TO ALL ( ) ( / ) METHODS TECHNIQUES SEQUENCES AND OPERATIONS OF CONSTRUCTION AND ALL PRECAST. SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND 9• NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE ON WHICH IT IS PLACED (3000 PSI MINIMUM). BEEN APPROVED BY THE BUILDING OFFICIAL. ANCHORAGE SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE 10. EXPANSION BOLTS INTO CONCRETE SHALL BE "STRONG -BOLT 2" WEDGE ANCHORS AS TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY CONFORMANCE TO ICC-ES REPORT NUMBER ESR-3037, INCLUDING MINIMUM EMBEDMENT DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS INTO FULLY GROUTED CELLS, PERIODIC SPECIAL INSPECTION IS REQUIRED TO AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE, DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. INSTRUCTIONS. 11. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "AT-XP" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH IAMPO REPORT NO. ER-0281. MINIMUM BASE MATERIAL TEMPERATURE IS 14 DEGREES, F. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. PERIODIC SPECIAL INSPECTION OF INSTALLATION IS REQUIRED TO VERIFY ANCHOR OR EMBEDDED BAR TYPE AND DIMENSIONS, LOCATION, ADHESIVE IDENTIFICATION AND EXPIRATION, HOLE DIMENSIONS, HOLE CLEANING PROCEDURE, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR HORIZONTAL AND OVERHEAD INSTALLATIONS. POSTS (4X MEMBERS) DOUGLAS FIR -LARCH NO. 2 MINIMUM BASE VALUE, Fc = 1350 PSI (6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fc = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR -LARCH NO. 2 OR HEM -FIR NO. 2 35. 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. 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. . The following documentation shall be available on ' site for the building inspector: ! 0 COE APPROVED ARCHITECTURAL PLAN SET ' ❑ COE APPROVED STRUCTURAL PLAN SET ; ❑ COE REVIEWED CALCULATION PACKET ! ❑ ENERGY CREDIT WORKSHEET ' ■ ; ❑ SITE PLAN ; ❑ CIVIL PLAN !❑ ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ; 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 AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. 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 ROOF AND 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. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. 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. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" ON -CENTER UNLESS OTHERWISE NOTED. BLD2021-0985 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: D� RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 ISSUE: PERMIT SHEET TITLE: General Structural Notes Sc DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S1.1 General Structural Notes Continued THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS SOIL STABILIZATION 46.UTILITY LOCATION: THE UTILITIES INFORMATION SHOWN ON THE PLANS MAY NOT BE COMPLETE. THE PILE CONTRACTOR SHALL DETERMINE THE HORIZONTAL AND VERTICAL LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO, DRILLING PILE HOLES, OR CUTTING OR DIGGING IN STREETS OR ALLEYS. THIS INCLUDES CALLING UTILITY LOCATE AND THEN POTHOLING ALL UTILITIES PRIOR TO CONSTRUCTION TO CONFIRM DEPTHS AND LOCATIONS AND TO VERIFY THAT THERE ARE NO CONFLICTS WITH THE PILES. PILES INCLUDING CONCRETE CASING SHALL MAINTAIN A MINIMUM OF 12"CLEARANCE TO ANY EXISTING UTILITIES TO REMAIN. CONTRACTOR SHALL NOTIFY THE ENGINEER OF CONFLICTS. CONFLICTS SHALL BE RESOLVED IN WRITING PRIOR TO PROCEEDING WITH CONSTRUCTION. 47.SOILS INSPECTION: INSPECTION BY THE SOILS ENGINEER SHALL BE PERFORMED FOR PILE PLACEMENT. 48.INSTALLATION OF PILES SHALL CONFORM WITH THE RECOMMENDATIONS CONTAINED IN THE SOILS REPORT AND/OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE SUBSURFACE CHARACTERIZATIONS USED TO DESIGN THE PILES ARE CONTAINED IN THE SOILS REPORT. 49.DESIGN SOIL CAPACITIES ARE DETERMINED BY THE GEOTECHNICAL ENGINEER. THE SOIL PRESSURES INDICATED ON THE SOIL PRESSURE DIAGRAM WERE USED FOR DESIGN, IN ADDITION TO THE DEAD AND LIVE LOADS. SEE REPORT OF GEOTECHNICAL INVESTIGATION FOR MORE COMPLETE INFORMATION, INCLUDING RECOMMENDATIONS FOR PILES IN GENERAL. 50.SOIL DESIGN PARAMETERS ARE LISTED ON PLAN. 51.PILE CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301. A LEAN CONCRETE MIX CONSISTING OF A MINIMUM 1-1/2 SACKS OF CEMENT PER CUBIC YARD SHALL BE USED. 52.PILE STEEL SHALL BE GALVANIZED OR PAINTED BLACK FOR CORROSION RESISTANCE. 53.DIMENSIONS AND LOCATION OF EXISTING STRUCTURES SHALL BE VERIFIED PRIOR TO FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBER. NOTIFY ENGINEER ABOUT ANY DISCREPANCIES PRIOR TO FABRICATION. 54.PILE HOLES SHALL BE DRILLED WITHOUT LOSS OF GROUND AND WITHOUT ENDANGERING PREVIOUSLY INSTALLED PILES AND ANCHORS. THIS MAY INVOLVE CASING THE HOLES OR OTHER METHODS OF PROTECTION FROM CAVING. REFER TO REPORT OF GEOTECHNICAL INVESTIGATION FOR RECOMMENDED HOLE DIGGING PROCEDURE. 55.STEEL PILE PLACEMENT TOLERANCES: 1" INSIDE PERPENDICULAR TO SHORING WALL. 1" OUTSIDE PERPENDICULAR TO SHORING WALL. 3" LATERALLY. 1" IN ANY DIRECTION STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 P:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: General Structural Notes DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: '(S 1. 2 1 I I I I A B I I IC II D E 1 \ \ F 1 G IH I I I I I ► I I I I I I I+ I I I 11 I 11 \ I I \\ \I I I I I 1 I I I I I I h I 1 1 1 \\ \\ \ \I \ I Plan Notes I I I I I 1 1 \ \I I 1. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 1 - — 2. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL I-- -------- 11 -- \ -- \ \ 1 �\ 1 \ 11 DIMENSIONS. I I I I I I I I 1 I \ \ — — — \ — -I — — — 3. GRADE, SETBACK FROM TOP OF SLOPE, TOP OF PILE ARE ESTIMATES AND 2 I I L I—JL 2 SHOULD BE VERIFIED WITH ARCHITECT AND ON SITE. I I I \ I \ \ 4. LOCATE PILES PER ARCHITECT. 3'-O" MAXIMUM SPACING EDGE TO EDGE OF PILE. I I I I Pie I, -I I \ I \ \ \ \ \\ \ \ 5. LOADING FOR PILES PER 1 /S3.3 AND 2/S3.3. I I I \ \ I \ 6. OBSTRUCTIONS MAY BE ENCOUNTERED DURING PILE INSTALLATION. 222 I I /�3 224 2 5 2 6 2 I I I \ I \ J \ \ NOTIFY ENGINEER OF RECORD AND GEOTECHNICAL ENGINEER IF �L 271 \ \ \ \ I \ \ I I \ \ OBSTRUCTIONS PREVENT INSTALLATION OF PILES PER PLANS. I I I I I I \\ \ `\ I \ I \ 1 \ 7. FOR EACH PILE UTILIZING LEAN CONCRETE, THE REQUIRED VOLUME OF I I I I \ \ \ GROUT SHALL BE CALCULATED PRIOR TO, AND MONITORED DURING INSTALLATION. GROUTING OPERATIONS SHALL BE STOPPED IF THE PUMPED GROUT VOLUME EXCEEDS THE CALCULATED GROUT VOLUME BY 10%. I I \ \ I I P11 \ I I I I I I I I \ \r I_ \ \ \ P19 I I I I I I \I \ I I \ I \ i —I- I - - - - — — — 4 - \ \ \ \ - - - L 1 \ 4 — — —\ � II I H II I P9 I I \ \I \ \ \ \ Legend Pile Schedule SITE STABILIZATION PILE PER SCHEDULE, THIS SHEET j \ \ \ Px Pile Plan Scale: 1/4" = 1'-0" IN MARK AUGER STEEL PILE SIZE TOP OF PILE SETBACK FROM TOP OF SLOPE MIN. EMBED DEPTH EST. BOT. OF PILE ELEV. P1 30" 0 W16x36 226'-0" 68' 30' 196'-0" P2 30" 0 W16x36 225'-6" 66' 30' 195-6" P3 30" o W16x36 225'-0" 67' 30' 195'-0" P4 30" o W16x36 224'-6" 69' 30' 194'-6" P5 30" 0 W16x36 224'-6" 75' 30' 194'-6" P6 30" 0 W8x13 224'-6" 79' 16' 208'-6" P7 30" 0 W8x13 224'-6" 84' 16' 208'-6" P8 30" 0 W8x13 224'-6" 89' 16' 208'-6" P9 30" o W8x13 224'-0" 78' 16' 208'-0" P10 30" 0 W16x36 224'-0" 75' 30' 194'-0" P11 30" 0 W16x36 224'-3" 72' 30' 194'-3" P12 30" 0 W16x36 224'-6" 69' 30' 194'-6" P13 30" o W16x36 224'-6" 66' 30' 194'-6" � I I LOCATE PILES PER ARCH. A v \ \ \ \ PSI /I I' vv v II 1 I 224-II- - - - - - - -`s Zr _ s - ,__, - - - - - - I_, I 11 - - - - \ - - - - - - - \ 2/S3.3 TYP. P6 �I III I I 1 \ I I \ I \ H i� II I A II - �- I,I� --- - ----III ---- - ---------- --- - ---- -I---I------ ----Fe ---- -----\--- \ � \ \ \ \ \ P4 i v v — — i Pi \ \ 1 `I I I I I I I I I I I I I g— — — — — — — — — — — — — — — — — — — — — — — — — — — — —\— — — — — — — — — — — — — — — - — — — — — — — — — — — — 10 / — — — — — — — — — — — — — — — — — — — — — — — — — — — — / — — — — — — — — — — — — — — — — — — — — \ \ 1 \ / I I I �� / I / I I I � I \ v P1 \_ -22 11 — — — — — — — — — — — 7 /— — — — — — — — — — — — — — — — — — — — // — — — — — — — �� — i — — — — — — — — — — — — /— — — — — — — / — — — — — — — — B C D E / / F I G H 1 1 \ 111III STRUCTURAL _ ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: D� RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: Pile Plan SCALE: 1/4" = 1'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: '(:S24.0 1 2 3 H H 6" STRUCTURAL ON GRADE W/ # @ 6"oc EA. CNTR'D. IN SLA 4 - - I --I COLUMN BASE & FOOTING PER 10/S3.2 3'-0"sq. x15"dp. FTG.- W/ #4 @ 12"oc E.W. TOP & BOT. STEEL BRIDGE FRAMING CONN. PER 2/S3.4 - SHEAR TAB PER 1/S5.1, TYP. (5) f LOC'S. @ WF TO M WF CONN. W8x35 n � � X CD x E END CONN PER 7/S3. Cn �� LO 00 7 �� _P.TxB---/ @ 16"oc, o TYP. U.N.O. U W8x35 LJ Ilkn L_ n - /S3.4, END CONN. PER 7/S3.4 0 0 P T. 4x10 IN. HUS 16 - - - 8/S3.4 W.-HUS 10 11 I I I I L J J 410 N � N I LJ W8x15 I. 11 /S3.4 (3) EQ. SPACES L A 1B 3'-0"sq. x15"dp. N TG. IW/ #4 @ 12"oc E.IW. ITOP & BOT. 4/S3.2 Lk --- C u E F G H Plan Notes ^ I 1. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 1 2. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL 6/S3.1 , DIMENSIONS. _I______J____________________I_� 3. THE BOTTOM OF ALL NEW EXTERIOR FOOTINGS SHALL BE 18" MINIMUM 2 BELOW EXTERIOR GRADE. I r _ _ _ _ _ _ _ ZI_ ^ I 4. NEW INTERIOR SLABS ON GRADE SHALL BE 4" MINIMUM THICKNESS. J ^I I - - - - - -1- REINFORCE WITH #3 AT 16" O.C. CENTERED IN SLAB. BELOW SLAB �' I 1�3'-0"x6'-0"x12" 4. FTG. SIZE PER PROVIDE A 10-MIL VAPOR BARRIER OVER 6" MINIMUM FREE DRAINING o �� ' FTG. W/ #4 @ 12�oc 6/S3.11 �I---------------� GRAVEL OVER FIRM NATIVE SOILS OR STRUCTURAL FILL. L, r J E.W. TOP & BOT. I 5. NEW EXTERIOR SLABS ON GRADE SHALL BE 4" MINIMUM THICKNESS. I I I I REINFORCE WITH #3 AT 16" O.C. CENTERED IN SLAB. BELOW SLAB PROVIDE 6" MINIMUM FREE DRAINING GRAVEL OVER FIRM NATIVE SOILS I I I 16/S3.1 OR STRUCTURAL FILL, UNLESS NOTED OTHERWISE. II I I I v 6. ALL NEW POSTS ABOVE SHALL BEAR FULLY ON BEAMS OR POSTS BELOW I 1 AND SHALL HAVE FULL CONTINUOUS BEARING THROUGH FLOORS TO I > I TINT. SLAB ON GRADE > I FOUNDATION. I I PER PLAN NOTE 4 I I I I I I I MIN. FOOTING SI�E I I !I I I PER 1/S3.1, @ HDUZD I I L- I I LOC'S . , TYP. U.N.6. J L----------1- --L- --� ----- --- ---J - I L-------I ---4 I- - ---- - - - - CN - 412/S3.2 10 4 cn = I STEEL BRIDGE FRAMING = I I 00 CONN. PER 2/S3.4 Legend P.T. 46 I I I I --------- - �-: STRUCTURAL WALL OR POST ABOVE j el INT. SLAB ON GRADE 1 > O STEM WALL & FOOTING I I PER PLAN NOTE 4 I I = HDUx HOLDOWN PER 12/S3.1 I I I I N P.T. 4x6 N 0 C 00 I I HDU8 _r------------------------------- 1 r---------- I I I I I I I I I I I I I I I I ^ I I I I XI-2'-6"sq. x15'dp. FTGP.T. 46 12/S3.2 1 1 8/S3.2 #4 II I II II II @ 12 oc E.W. I I I I I I TOP & BOT. I I MIN. FTG. SIZE PER I I I I I I I I I I I I I I COLUMN BASE & PER 12/S3.1 @ HDU I I I I I I I I FOOTING PER 10/S3.2 LOC'S., TYP. IU.N.O. I I I I I I I I ,yp I I I I 12 S3.2 I L _ 061 1 / , I I 6/S3.1 , �8�s]15 Z------� j Z--- J-----J L ----� L-------------------------------� T 1 ----- ---- - - - - - - - < 4/S�.4 I I HDU11 I I I I L-- r------------------------, III I I L_J I I _j I I I I 1 L� F I I I j 1'-6»Isq. x8"dp. FTG. I I W/ (�)#4 E.W. BOT. I;; I I I I 1 6/S3.1 }47 I I 1 PER /S3.2 1 v 1 I - I 1 IIII I I I -- - - I I <I I I I I INT. SLAB ON GRADE I > I 1 I I I II 1 I I I PER PLAN NOTE 4 I 1 1 I I 1 E T. SLAB ON GRADE I ER PLAN NOTE 5 I 1 I I 1 I 8/S3.2 I II I 7/S3.2 I I I I I I r-I I , I 1 19 S3.2� N I I II I 1 I 1 I LL --------------------J I I L--------� I ---------------- -----� I r I ---------- ------------------------------�---------------------------L - - I I I--------- ------------- - - - - ---- L r-J � 12/S3.2 � N----------1 F------- - - - - - - - - - ^ I Icm 2/S3.2 2/S3.4 I I I I > - i-- I I L ---- - -----, 9/S3.2, I I r'I 1'4"sq. x10"dp. FTG. EMBED R PER W/ (3)#4 EA. WAY 2/S5.1, TYP. (3) BOT., TYP. (3) LOC'S. LOC'S. @ WF TO AT DECK CONCRETE CONN. - 2'-01"sq. x12"dp. FTG. -- ----- - - - - - - - �I I - - - - 1 /It3)#4 EA. WAY I I - - - 2'L0"sq. x12"dp. FTG. L _ _ J I I _ -TOO & BOT. 1 W/ (3)#4 EA. WAY I F 3'-0"sq. x15"dp. FTG. T P & BOT. I I < 1O/S3.2 IW/ #4 @ 12"cc E.W. ITOP & BOT. 4/S3.21 I I L - - - - - - - - - - - - - - - - - - - - - A 1 1 I � L------------ - S ----, - _ �10 1 O/S3.1 STEP IN FOOTING PER 1/S3.1, TYP. J Foundation Plan Scale: 1/4" = 1'-0" IN 7 10 11 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: Foundation Plan SCALE: 1/4" = 1'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S2,01 A B C 0 F G H J BEAM TO BEAM - CONN. PER 6/S5.1 1 2 Ln X ME 3 10/S5.2 4 BEAM TO BEAM - CONN. PER 7/S5.1 5 N E:3 9 10 11 A B C D E F G H I I I I I I I 4 S4.2 / I 8 S3.3 I I I I II 110/S31 . / UPTURNED GL 51 2x30 jj)� 7 S3.3 I v r- -------------------------------------------------- ----- r, - - Ft--------------------------------------------------- --------�-------------- ---------------- -------------rz- - �� --------------------------------- ------ ------ ------------------------------- --- -- p�1'�1 INV.' ' B� RI IN ' INV. �� - - - - 12/S3.3 , L - - - - �_ 1 �` - I - - S� 8/S5.2 HDU4 I QI LLJ II Cl-3/S4.2 ® cl_(DI o of ; t�:1 1 1 /S3.2 �I ml m m m l NI 10/S3.3 X Li _ o -10 2x10 @ 12 oc 9 /2 TJI 210 I II @ 16 oc-------------- B2- ------------------------- --------------- ------------ -------------- L - - - - - -_ - - 4(9/S4.21 =D r ----- I I = 1 I 1 6 < a6 +6� ��6 U W1657 + W4 11 /S5.2 COL. TO BEAM N � 5+ .�CONNPER 3/S51 IIII III I IIIII IIII 1 � v STEEL BEAM TO WOOD o ,I I I I I COL. CONN. PER 6/S5.21 I 112/S3.3 9 2" TJI 210 @ 16"oc 1 I I 10/S3.1 I I 3/S4.2 I I I I I CI-4 I I I cod I I I I , o I I I LLJ Ir I 5/S3.2 I I I I 2'-0"sq. x12"dp. FTG. 12/S4.2 I W/ (3)#14 E.W. TOP L _ J 6/S4.2 v 11 /S3.3 I - I & BOT. r I L-------t------------i L � I 1 1 ------L - - - - - - - - - - - - - - - - (STEEL BEAM TO WOOD C, N I I I BEAM TO BEAM �y6+ COL CONN. PER 6/S5.2 \ +� \ 6, I , CONN. PER ____1 I-----------------� rJ 7/S5.1 OPP. 11 /S5.2 , - W1�x5� - W3 -- I �2�C a 12/S3.3 - ---- iL-1 ---------------- _: As 6,6� B2 I --I POST TO BEAM � N l CONN. PER 8/S5.1 2x10 @ TYP. (6) LOC'S. 16 oc �°+ �I `° 1 /S3.2 - - 5/S4.2 B2 Z HDU4 rl 10/S5.2 BEAM TO BEAM CONN. PER 6/S5.1 OPP. A (3)LVL 2x10 @ , , I 1 O/S4.2 A* �I , „ ' HDU4 col m 16 oc I Ir , HDU4 91/(2" TJI 210 6 @116oc I , , , 8/S5.2 I I Q�`� �� 8DU5 i INV. � _ _ INV. --------------------------------- --------- ------ 2 RIM 4/S4.2 UPTURNED GL 51/2M C� < W6 - ALL EXTERIOR < n �6+� WALLS, TYP, U.N.O. V) =D N o� o� 2x8 @ 16"oc El B2 t i 2/S4.2 } , TYP. N X O r� N IM 2/S4.2 W10x26 DROPPED F Main Floor Framing Plan Scale: 1/4" = 1'-0" IN Plan Notes 1. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 1 2. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 3. THE BOTTOM OF ALL NEW EXTERIOR FOOTINGS SHALL BE 18" MINIMUM 2 BELOW EXTERIOR GRADE. 4. NEW INTERIOR SLABS ON GRADE SHALL BE 4" MINIMUM THICKNESS. REINFORCE WITH #3 AT 16" O.C. CENTERED IN SLAB. BELOW SLAB PROVIDE A 10-MIL VAPOR BARRIER OVER 6" MINIMUM FREE DRAINING GRAVEL OVER FIRM NATIVE SOILS OR STRUCTURAL FILL. 5. NEW EXTERIOR SLABS ON GRADE SHALL BE 4" MINIMUM THICKNESS. REINFORCE WITH #3 AT 16" O.C. CENTERED IN SLAB. BELOW SLAB PROVIDE 6" MINIMUM FREE DRAINING GRAVEL OVER FIRM NATIVE SOILS OR STRUCTURAL FILL. 6. ALL NEW POSTS ABOVE SHALL BEAR FULLY ON BEAMS OR POSTS BELOW AND SHALL HAVE FULL CONTINUOUS BEARING THROUGH FLOORS TO FOUNDATION. 7. TYPICAL NEW FLOOR FRAMING CONSISTS OF FLOORING PER ARCHITECT OVER 3/4" T&G APA RATED PLYWOOD OVER JOISTS PER PLAN, FACE GRAIN PERPENDICULAR TO JOISTS, U.O.N. 3 8. NAIL NEW FLOOR SHEATHING W/ 8D AT 6" OC AT FRAMED PANEL EDGES AND OVER SHEARWALLS, AND AT 12" OC IN FIELD. 9. PROVIDE BLOCKING/BRIDGING AT 8'-0" O.C. IN NEW FLOOR FRAMING 10. "C' INDICATES NEW PLYWOOD SHEARWALL BELOW FRAMING SHOWN. REFER TO SHEARWALL SCHEDULE FOR WALL ATTACHMENTS. ALL NEW EXTERIOR WOOD FRAMED WALLS ARE W6, U.O.N. 11. ALL NEW WOOD HEADERS SHALL BE (2) 2X8, U.O.N 4 12. PROVIDE (2) BEARING STUDS AT EACH END OF ALL NEW HEADERS AND BEAMS OVER 3'-0" IN LENGTH, U.O.N. 13. ALL ARCHITECTURALLY EXPOSED STRUCTURAL STEEL AND STRUCTURAL STEEL CONNECTIONS TO BE FINISHED PER AESS GRADE 2. Legend 0 ® STRUCTURAL WALL OR POST BELOW --------- _. STRUCTURAL WALL OR POST ABOVE NON-STRUCTURAL WALL BELOW O STEM WALL & FOOTING Wx SHEARWALL PER 12/S4.1 Beam Schedule SPAN DIRECTION MARK BEAM HANGER BRG. STUDS < > EXTENT OF JOISTS B1 LSL 13/014 HU14 2 HEADER/BEAM PER PLAN B2 LSL 31/2x14 HHUS410 3 B3 (3)LVL 13/014 HGUS5.50/14 4 HANGER B4 (4)LVL 13/4x14 HGUS7.25/14 5 �_ INVERTED HANGER Bx BEAM PER SCHEDULE, THIS SHEET • CSxx HOLDOWN STRAP PER 9/S4.1 5 • HDUx HOLDOWN PER 12/S3.1 BLOCKED FLOOR DIAPHRAGM: 2x4 FLAT BLKG. AT ALL PLYWOOD PANEL EDGES. NAIL ALL PLYWOOD PANEL EDGES W/ 8d- 4"oc & - - - @ 12"oc FIELD j 4/S3.2 , C`4 ----------------------------------------------- - ----, , , ------------- _!- - - - - - - - - - - - - - - ------------ ------------------------ I I I I I I I I I HDU2 I I I I 3/S3.2 I I I I I I I I I I I ' I I INT. SLAB ON GRADE I I I PER PLAN NOTE 4 I I I 1 I I I 112/S3.2 I I I v I 4 I I 11 /S3.2 I I I I I --------------------J I I I ti� I I U2 I HDU2 ! I --------------- _________________________ ----------------------------- 411/S3.2 -------------------- 4C 11 /S3.2 STEP IN FOOTING = PER 1/S3.1, TYP. r-� 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 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 L E--, r------ 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 10/S3.1 I I I I I I I I I I I I I I I I I 6 I I I I I I I I I I I I I I I I 7 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 8 1 L------ I I L- - - - - - - - - - - - -10 -11 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: Main Floor Framing Plan SCALE: 1/4" _ 11'-0" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S2,02 A B C D E F G H 6'7 o� 1 2 3 rd 5 0 7 L-1 (i 10 11 Ft 6f6, Go< (3)LVL 13/071/4 _r LSL 3�2x7�4 00 I 4/S4.4 W6 — ALL EXTERIOR WALLS, TYP. U.N.O. i w I HUCi HIM 10 BEAM B2 FASCIA U z -J 12/S4.4 v I0 = 0 X N � LU z, 7<_11/S4.4 = L — L — — — - m 12/S4.4 B2 FASCIA CONT. C�16, BEAM TO BEAM OVER PLYWOOD 2 Plan Notes L. UU INUI JLALt UKAPV11NUb. Ktl'tK IU ANUM1ltUIUKAL UKAW11NUb I'UK ALL DIMENSIONS. 3. ALL NEW POSTS ABOVE SHALL BEAR FULLY ON BEAMS OR POSTS BELOW AND SHALL HAVE FULL CONTINUOUS BEARING THROUGH FLOORS TO FOUNDATION. 4. "W—" INDICATES NEW PLYWOOD SHEARWALL BELOW FRAMING SHOWN. REFER TO SHEARWALL SCHEDULE FOR WALL ATTACHMENTS. ALL NEW EXTERIOR WOOD FRAMED WALLS ARE W6, U.O.N. 5. ALL NEW WOOD HEADERS SHALL BE (2) 2X8, U.O.N 6. PROVIDE (2) BEARING STUDS AT EACH END OF ALL NEW HEADERS AND BEAMS OVER 3'-0" IN LENGTH, U.O.N. 7. NEW MANUFACTURED LUMBER PRODUCTS (LSL, LVL, PSL, GL) 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%. 8. PROVIDE AC, ACE, PC, EPIC, LPC, OR LICE COLUMN CAP AND BASE AT ALL NEW BEAM TO COLUMN CONNECTIONS U.O.N. 9. TYPICAL NEW ROOF FRAMING CONSISTS OF ROOFING PER ARCHITECTURAL DRAWINGS OVER 1 /2" CDX OR 7/16" O.S.B. APA RATED SHEATHING (EXPOSURE 1), FACE GRAIN PERPENDICULAR TO FRAMING PER PLAN, U.O.N. 10. NAIL NEW ROOF SHEATHING WITH 8D AT 6" O.C. AT ALL FRAMED PANEL EDGES AND OVER SHEARWALLS, AND AT 12" O.C. FIELD. 11. PROVIDE H8 AT ENDS OF ALL NEW ROOF FRAMING, U.O.N. Lower Roof Framing Plan Scale: 1/4" = 1'-0" Legend Beam Schedule 0 ® STRUCTURAL WALL OR POST BELOW MARK BEAM HANGER BRIG. STUDS _________. STRUCTURAL WALL OR POST ABOVE B1 LSL 13/4x117/8 HU11 2 B2 LSL 31/2x117/8 HHUS410 2 NON—STRUCTURAL WALL BELOW B3 (3)LVL 13/4x117/8 HGUS5.50/12 3 B4 (4)LVL 13/011 7/8 HGUS7.25/12 4 Wx SHEARWALL PER 12/S4.1 SPAN DIRECTION �HUC EXTENT OF JOISTS L POST TO BEAM HEADER/BEAM PER PLAN CONN. PER 4/S5.1 [ HANGER INVERTED HANGER Bx BEAM PER SCHEDULE, THIS SHEET BLOCKED ROOF DIAPHRAGM: I� 2x4 FLAT BLKG. AT ALL PLYWOOD PANEL EDGES. NAIL ALL PLYWOOD L_ Q 5 PANEL EDGES W/ 8d @ 4"oc & 12"oc FIELD J 12/S4.4 v 6 row Pao ��o� ��o� 1l.11 Ir, Wd +6 O 9BOG7ij� A B C D E F G H I J x�/ STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: W DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: Lower Roof Framing Plan SCALE: 1/4„ _ "-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S2,a3 W1 B C U E F G W 9/S4.3 , 6/S4.3 , - -- -- -- 32-FWS.CL� -- -- -- -- -- R2_FASCIA-- -- -- 6 w 2 12/S4.3 -11 CONT. CS16, RIM TO BEAM OVER PLYWOOD Q N m ; 3 - ; 4 - c� w ; cj w RAFTER F�INV. RAFTER z -- I 6- - - _ 6�6 _ HDU2 BEAM TO BEAM B3 r- ml I I m I m 14" TA230 @ ICI. 2�"oc, TYP. U.N.O. 3/S4.31 - - 13/S4.3 4/S4.3 QC,, -- B4 E_ - - - - C RAFTER E;INV. T-C C RAFTER IN El C B3 - m A� ��?z \'6 ZC INV.ILJ �HUC U tV m i - 5/S4.3 �v - W3 x4'-0" MIN. �HUC L- Plan Notes 1. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 2. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 3. "W-" INDICATES NEW PLYWOOD SHEARWALL BELOW FRAMING SHOWN. REFER TO SHEARWALL SCHEDULE FOR WALL ATTACHMENTS. ALL NEW EXTERIOR WOOD FRAMED WALLS ARE W6, U.O.N. 4. ALL NEW WOOD HEADERS SHALL BE (2) 2X8, U.O.N 5. PROVIDE (2) BEARING STUDS AT EACH END OF ALL NEW HEADERS AND BEAMS OVER 3'-0" IN LENGTH, U.O.N. 6. NEW MANUFACTURED LUMBER PRODUCTS (LSL, LVL, PSL, GL) 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%. 7. PROVIDE AC, ACE, PC, EPC, LPC, OR LICE COLUMN CAP AND BASE AT ALL NEW BEAM TO COLUMN CONNECTIONS U.O.N. 8. TYPICAL NEW ROOF FRAMING CONSISTS OF ROOFING PER ARCHITECTURAL DRAWINGS OVER 1 /2" CDX OR 7/16" O.S.B. APA RATED SHEATHING (EXPOSURE 1), FACE GRAIN PERPENDICULAR TO FRAMING PER PLAN, U.O.N. 9. NAIL NEW ROOF SHEATHING WITH 8D AT 6" O.C. AT ALL FRAMED PANEL EDGES AND OVER SHEARWALLS, AND AT 12" O.C. FIELD. 10. PROVIDE H8 AT ENDS OF ALL NEW ROOF FRAMING, U.O.N. Upper Roof Framing Plan Scale: 1/4" = 1'-0" 6/S4.3 I I W6 -ALL EXTERIOR _ � / WALLS, TYP. U.N.O. g I I I Le end Beam Schedule 0 ® STRUCTURAL WALL OR POST BELOW MARK BEAM HANGER BRIG. STUDS O NON-STRUCTURAL WALL BELOW B1 LSL 13/4x14 HU14 2 B2 LSL 31/2x14 HHUS410 3 Wx SHEARWALL PER 12/S4.1 B3 (3)LVL 13/4x14 HGUS5.50/14 4 B4 (4)LVL 13/4x14 HGUS7.25/14 5 SPAN DIRECTION EXTENT OF JOISTS HEADER/BEAM PER PLAN I I I I I I I I [ HANGER INVERTED HANGER Bx BEAM PER SCHEDULE, THIS SHEET 1 /S4.3 � -------------B-3----1------------ = B3 5 _ W12x96 - - -\� -I - - - - - - - - I --- - - - - -- 5 WF TO BEAM \�' COL. TO BEAM INV. HDU4 CONN. PER 5/S5.1 CONN. PER 6/ 5.2 PER 5/S4.1 Q CONT. CS16, BEAM CONT. CS16, BEAM 6 E-: _B2 8/S4.3 TO HEADER - -I - - 1 - - - - - - - - - 12/S4.3 > TO HEADER �57�6' 6 �� II - 6+ ---...�7/S4.3 do 0 6r 6, CONT. CS16, SHEARWALL W4. J. -.._ GL 51 8x18 HDR. / - - - - W4 - TO FULL -DEPTH TA I / „ 7 �LK� 6VER�LY�06[� � I I - - - I - - - - J -7 IM m m, (2)2x8 HEADER, I 14" TA2310 @ TYP. U.N.O. 24"oc, TYP. IU.N.O. I 3/S4.31 _ 3/S4.3 10/S4.3 B3 I I I I I v z = 8 - - - - - - - - - - - - - - - - - 8 CONT. CS16, RIM TO BEAM OVER PLYWOOD ^�I +6 CV N > 8/S4.3 °' °° z� I 0 r- I I ' _7D 9 =° - - - - - - - - N - - 9 6 E'INV. --- -I-�FASCTT--------- -- -- -- 10---��S4.3 - - J 110 11 I G H I J V� STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved D N: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: W DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: High Roof Framing Plan 5-: 1/4" _ 1'-0" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S2,04 A B C IC F �HUC U tV m i - 5/S4.3 �v - W3 x4'-0" MIN. �HUC L- Plan Notes 1. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 2. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 3. "W-" INDICATES NEW PLYWOOD SHEARWALL BELOW FRAMING SHOWN. REFER TO SHEARWALL SCHEDULE FOR WALL ATTACHMENTS. ALL NEW EXTERIOR WOOD FRAMED WALLS ARE W6, U.O.N. 4. ALL NEW WOOD HEADERS SHALL BE (2) 2X8, U.O.N 5. PROVIDE (2) BEARING STUDS AT EACH END OF ALL NEW HEADERS AND BEAMS OVER 3'-0" IN LENGTH, U.O.N. 6. NEW MANUFACTURED LUMBER PRODUCTS (LSL, LVL, PSL, GL) 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%. 7. PROVIDE AC, ACE, PC, EPC, LPC, OR LICE COLUMN CAP AND BASE AT ALL NEW BEAM TO COLUMN CONNECTIONS U.O.N. 8. TYPICAL NEW ROOF FRAMING CONSISTS OF ROOFING PER ARCHITECTURAL DRAWINGS OVER 1 /2" CDX OR 7/16" O.S.B. APA RATED SHEATHING (EXPOSURE 1), FACE GRAIN PERPENDICULAR TO FRAMING PER PLAN, U.O.N. 9. NAIL NEW ROOF SHEATHING WITH 8D AT 6" O.C. AT ALL FRAMED PANEL EDGES AND OVER SHEARWALLS, AND AT 12" O.C. FIELD. 10. PROVIDE H8 AT ENDS OF ALL NEW ROOF FRAMING, U.O.N. Upper Roof Framing Plan Scale: 1/4" = 1'-0" 6/S4.3 I I W6 -ALL EXTERIOR _ � / WALLS, TYP. U.N.O. g I I I Le end Beam Schedule 0 ® STRUCTURAL WALL OR POST BELOW MARK BEAM HANGER BRIG. STUDS O NON-STRUCTURAL WALL BELOW B1 LSL 13/4x14 HU14 2 B2 LSL 31/2x14 HHUS410 3 Wx SHEARWALL PER 12/S4.1 B3 (3)LVL 13/4x14 HGUS5.50/14 4 B4 (4)LVL 13/4x14 HGUS7.25/14 5 SPAN DIRECTION EXTENT OF JOISTS HEADER/BEAM PER PLAN I I I I I I I I [ HANGER INVERTED HANGER Bx BEAM PER SCHEDULE, THIS SHEET 1 /S4.3 � -------------B-3----1------------ = B3 5 _ W12x96 - - -\� -I - - - - - - - - I --- - - - - -- 5 WF TO BEAM \�' COL. TO BEAM INV. HDU4 CONN. PER 5/S5.1 CONN. PER 6/ 5.2 PER 5/S4.1 Q CONT. CS16, BEAM CONT. CS16, BEAM 6 E-: _B2 8/S4.3 TO HEADER - -I - - 1 - - - - - - - - - 12/S4.3 > TO HEADER �57�6' 6 �� II - 6+ ---...�7/S4.3 do 0 6r 6, CONT. CS16, SHEARWALL W4. J. -.._ GL 51 8x18 HDR. / - - - - W4 - TO FULL -DEPTH TA I / „ 7 �LK� 6VER�LY�06[� � I I - - - I - - - - J -7 IM m m, (2)2x8 HEADER, I 14" TA2310 @ TYP. U.N.O. 24"oc, TYP. IU.N.O. I 3/S4.31 _ 3/S4.3 10/S4.3 B3 I I I I I v z = 8 - - - - - - - - - - - - - - - - - 8 CONT. CS16, RIM TO BEAM OVER PLYWOOD ^�I +6 CV N > 8/S4.3 °' °° z� I 0 r- I I ' _7D 9 =° - - - - - - - - N - - 9 6 E'INV. --- -I-�FASCTT--------- -- -- -- 10---��S4.3 - - J 110 11 I G H I J V� STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved D N: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: W DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: High Roof Framing Plan 5-: 1/4" _ 1'-0" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S2,04 A B C IC F NORMAL REINFOF ADD BAI MATCH I REINFOF I1Illwell 3'-0" min. WALL TONAL IN WALL d WALL REINF. IVVI\IVIPIL I VV I11VV REINFORCING Typical Stepped Footing VEL BACKFILL PROVIDE FREE —DRAINING MATERIAL PLACE SLAB PRIOR TO °a BACKFILLING WALL 2" RIGID FOAM (80 psi min. compressive strength) 11/2" dr. @ #4's & #5's SLAB ON GRADE PER PLAN FOOTING DRAIN BY OTHERS B1 is B2 PR( MA' LEVEL BACKFILL 11 ►VIDE FREE —DRAINING -ERIAL% \//I 11/2" dr. @ #4's & #5's = 2" dr. @ #6's FOOTING DRAIN BY OTHERS /\ /j\ QD /\/\/\/\/\ \j i Li\�nvnilViv ivV1 ALLOWED BELOW THIS LINE 1 Pipe and Trench Locations Retaining Wall Schedule W/ Slab 24 #4 x Vl/— @ 12"oc (1)#4 EACH NOSE #4 @ 12"oc EA. WAY (2)#4 BOTTOM Typical Stair On Grade 3 SEE PLAN FOR SLAB THICKNESS AND REINFORCING (typ.) 1/8" x 11/2" PRE —MOLDED CONT. MASTIC JOINT STRIP. (joint may be saw cut at option) PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR FILL PER PLAN Control Joint PROVIDE CONTROL JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 250 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. Typical Slab Joints H ft. 131 is B2 tf Stem Reinforcing Vert. Footing Reinforcing Top Longit. CORNER BARS TO CORNER BARS TO CORNER BARS TO MATCH CROSS WALL CORNER BARS TO MATCH CROSS WALL MATCH EXTERIOR HORIZ. REINF. MATCH HORIZ. REINF. HORIZ. REINF. Horiz. 3'-0" A @ 18"oc — (2)#4 HORIZ. REINF. (alt. hooks) 6" 6" 6" 8" #4 @ 12"oc 4 —0 1 —0 8 #4 @ 18 oc #4 @ 12 oc — (2)#4 8 5 6'-0" #4 @ 12"oc (4)#4 (6)#5 2'-3" 8" 8" 10" #4 @ 12"oc — 8'-0" 2'-9" 8" 1'-3" 12" #5 @ 12"oc #4 @ 12"oc #4 @ 18"oc 8 5 # ADDITIONAL TYP. CORNER ADDITIONAL TYP. CORNER 24 24 VERT. BARS BARS: N VERT. BARS BARS: N 10'-0" 3'-9" 8" 1'-9" 18" # 7 @ 12"oc # 4 @ 12"oc # 4 @ 18"oc 12'-0" 4'-6" 10" 1'-9" 18" #7 @ 9"oc #4 @ 12"oc #6 @ 12"oc (9)#5 CROSS WALL CROSS WALL LT Retaining Wall Schedule H (ft.) 131 is B2 tf Stem Reinforcing Footing Reinforcing Vert. Horiz. Top Longit. S — 0" 6" 6" 9" 8" #4 @ 18"oc #4 @ 12"oc — (2)#4 41— 0" 5" 8" 1'4" 8" #4 @ 18"oc #4 @ 12"oc #4 @ 18"oc (2)#4 6'— 0" 8" 8" 2'— 3" 10" #4 @ 12"oc #4 @ 12"oc #4 @ 12"oc (4)#4 8'-0" 1'-3" 8" S-0" 12" #5 @ 12"oc #4 @ 12"oc #5 @ 12"oc (5)#5 10'-0" 2'-3" 8" 3'-9" 18" #7 @ 12"oc #4 @ 12"oc #6 @ 12"oc (9)#5 12'— 0" 1'— 9" 10" 4'-1" 18" #7 @ 9"oc #4 @ 12"oc #6 @ 12"oc (9)#5 0 PANEL EDGE NAILING OVER HOLDOWN POST SHEARWALL PER PLAN HDU HOLDOWN (2)#4 TOP CONT. 1.5D 0 Double Curtain HOLDOWN POST PER SCHEDULE HEADED BOLT OR ALL —THREAD W/ WASHER & NUT PER SCHEDULE MIN #4 @ 12"oc E.W. TOP & BOT. 3D min. HDU Into Footing Option PANEL EDG NAILING 0' HOLDOWN F SHEARWALL PER PLAN I:I1111:[Il�lIl HOLDOWN POST PER PLAN (2)#4 TOP CONT. STEM WALL W/ REINF. PER GEN. NOTES (u.n.o.) 8" min. HDU Into Stem Wall Option Sinale Curtain Typical Corner Bars at Concrete Walls and Footings s 9 Holdown Schedule Plan Mark Anchor Screws Bolt (6)SDS 1/4"x21/2" 5/8" 0 Min. A.B. Embed (D) Footing 4" 6" 7" Holdown if 2x4 Post O Stem Wall if 2x6 HDU2—SDS2.5 12" (2) 2x4 (2) 2x6 HDU4—SDS2.5 HDU5—SDS2.5 (10)SDS 1/4"x2l/2" 5/8"0 18" 44 44 46 (14)SDS 1/4"x2l/2" 5/8"0 SB5/8x24 46 HDU8—SDS2.5 (20)SDS 1/4"x2l/2" 7/8" 0 SSTB28 8" 46 6x6 HDU11—SDS2.5 (30)SDS 1/4"x2l/2" 1 "0 SB1 x30 10" 48 6x6 HDU14—SDS2.5 (36)SDS 1/4"x21/2" 1"o N/A 12" 4x8 6x6 (D MINIMUM SIZE OF POST AT END OF WALL UNLESS OTHERWISE NOTED ON FRAMING PLANS. (D WHERE 6" STEM WALLS OCCUR, EMBED ANCHORAGE INTO THE FOOTINGS PER THE HOLDOWN SCHEDULE. STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 PERMIT SHEET TITLE: Typical Concrete Details SCALE: 3/4" _ 1'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S3401 10 Typical HDU Holdown 12 PANEL EDGE NAILING OVER — PROVIDE SOLID WOOD HOLDOWN STUDS/POST BLKG. AT HDU LOC'S. SHEARWALL PER PLAN — r � (2)16d TOENAILS EA. HOLDOWN PER PLAN 1 JOIST OR BLOCK NAILING PER SHEARWALL 3 » FULL DEPTH 1/4 (where occurs) SCHEDULE 2x BLOCKING LSL RIM (4)16d INTO EA. BLOCK • I ;; ,� A35 PER SHEARWALL (4)16d INTO EA. BLOCK r- I I 18 #4 x @ 18"oc �//�//�//�// - SCHEDULE JOISTS &SHEATHING 4 min. FACE OF WALL BEYOND — I (2)#4 CONT. \ \ \ \ 1 ea. side of a.b' \\/\\/\\/\\/\ HDU PER PLAN (where occurs) (j\//\//\//\// PER PLAN a ti - �� 11 CONT. AT OPENINGS SEE PLAN FOR SLAB FULL DEPTH 13/4 ;;' ;\j\ �� ' W/ A.B. PER SHEARWALL SCHED. // 5/8"0 / 1 / ff4 I THICKNESS AND LSL RIM\j/ P.T. 2x8 W/ \// P.T. 2x PLATE W/ A.B. TITEN HD PER SHEARWALL �/\ rt •;• � „ REINFORCING (typ.) A35 PER SHEARWALL JOISTS & SHTHG. \\ PER PLAN " PER SHEARWALL SCHEDULE SCHEDULE (embed 4 min.)\/\ g"� @ 48oc elsewhere \\/ (5 " / ) SCHEDULE \\/ (1) r / FULL DEPTH TJI \\/ » / SLAB ON GRADE ea. side of a. b.\/\ a ti ( )\\� PER PLAN FULL DEPTH TJI \\/�-(2)#4 CONT. TOP\, \\\� BLKG. @ 48 oc P.T. 2x PLATE W/ A.B. / / %// _ �� 2" THERMAL BREAK PER \ BLKG. @ 48"oc/ (1 ea. side of a.b.) \\//\ _ PER SHEARWALL SCHEDULE\\/ ;; „ /\/ SHEARWALL TO MATCH ABOVE / \\ ARCH., INSULATION W/ \/\ � � /\\// 2 16d TOENAILS EA. () \\/� O° (5/8 @ 48 oc elsewhere) r / • 80 si MIN COMPRESSIVE t5 p , \ RATSi\\/\\ JOIST OR BLOCK \ \ \ REINFORCE PER RETAINING WALL SCHED. / \\/ /\\/ \\ \\/\\i /j /j /j /j (2)#4 CONT. R 12 oc VERT. //\/ /�f �• //\//\/�\/ QU HORIZ. WHERE INTERIOR WALL / / \y//\//\//\//\//\//\//\// , \\/\ \\/\\ SLA E RGREATERNEDW PER ARCH. \\j\ j j�ji��i��i��i��i��i�\�j� FOR CALLOUTS \�/ IN COMMON < o ` IS THAN B 8Edp i\\j\/ /\` \\j` \�\i\�\i\�\i\�\i\\\i/ /\\\\\\\\\\/ \\\//\\� FOR CALLOUTS IN COMMON 5» 8» 5„ REFER 2/S3.2 //i//i//i//i//i// //i//i /i//, 2 REFER 11 /S3.2 RETAINING WALL 61' per arch. FTG. PER 6/S3.1 min. 3 ge Typical Turned -Down Slab Edge POST, PLINTH, & FTG. PANEL EDGE NAILING OVER SHEATHING CAN BE PLACED HOEDOWN STUDS/POST ON EITHER FACE OF WALL P.T. 2x PLATE W/ A.B. SHEARWALL PER PLAN PER SHEARWALL SCHEDULE (5/8" 0 @ 48"oc elsewhere) HOLDOWN (where occurs) POST PER PLAN PER PLAN W/ A.B. PER HEADED LT OR ALL WIDE FLANGE COL. HOEDOWN SCHEDULE THREADW/ WAS OR & NUT9" PER PLAN ABU SERIES BASE W/ 5/8" P.T. 2x PLATE W/ NAILING PER SHEARWALL r @ HDU HOLDOWNS IN LIEU OF BASEPLATE CONN. /—PER 0 x 7" A.B. SLAB ON GRADE PER PLAN SLAB ON GRADE 5/8" 0 A.B. @ 48"oc SCHEDULE A.B. PER HOLDOWN SCHEDULE » SLAB ON GRADE 7/8" � @ HDU, HDU4 & �/8"� 10/S5.1 PER PLAN 11) PER PLAN @ HDU8, 1" @ HDU11) `. / t.ts \/ � < '� ^ • ty • < < I ,? ` ^ `' • to • < < DOTING SIZE & NN REINF. PER PLAN F�\/\/\/\/\/\/ \/\\/\\\/\\ \\/\\/\\;\\/�\\/�\\;�\\;�\\/�\\,�\;�\\/�11, 1'41 (2) #4 CON T. TOP & BOT. 1'_6" (2) #4 CONT. TOP & BOT. FOOTING SIZE & REINF. PER PLAN • ALL FASTENERS INTO PRESSURE u.n.o. u.n.o. • ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. TREATED WOOD SHALL BE GALV. OR STAINLESS STEEL PER OR STAINLESS STEEL PER GENERAL NOTES GENERAL NOTES • REFER SHEARWALL SCHEDULE FOR • REFER SHEARWALL SCHEDULE FOR 5 6 ADDITIONAL RIM & SILL PLATE SIZE REQUIREMENTS 7 ADDITIONAL RIM & SILL PLATE SIZE REQUIREMENTS Post Footing w/ Slab on Grade - ABU Interior Wall w/ Thickened Slab • ALL FASTENERS INTO PRESSURE Interior Wall w/ Thickened Slab • ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. TREATED WOOD SHALL BE GALV. PANEL EDGE NAILING OVER OR STAINLESS STEEL PER PANEL EDGE NAILING OVER OR STAINLESS STEEL PER HOLDOWN STUDS/POST GENERAL NOTES HOLDOWN STUDS/POST GENERAL NOTES � POST, PLINTH, &FTG. � POST, PLINTH, &FTG. HOEDOWN (where occurs) • ADDITIONAL RIM &SILL PLATE REFER SHEARWALL SCHEDULE FOR HOEDOWN (where occurs) •REFER SHEARWALL SCHEDULE FOR ADDITIONAL RIM &SILL PLATE PER PLAN W/ A.B. PER SIZE REQUIREMENTS PER PLAN W/ A.B. PER SIZE REQUIREMENTS HOLDOWN SCHEDULE HOLDOWN SCHEDULE SHEARWALL PER PLAN P.T. 2x PLATE W/ A.B. r PER SHEARWALL SCHEDULE SHEARWALL PER PLAN P.T. 2x PLATE W/ A.B. r � PER SHEARWALL SCHEDULE WIDE FLANGE COL. NAILING PER SHEARWALL (5/8" 0 @ 48"oc elsewhere) NAILING PER SHEARWALL (5/8" 0 @ 48"oc elsewhere) PER PLAN PLINTH PER 10/S5.1 W/ " L VERT. & M CONCRETE SLAB PER, SCHEDULE (2)#4 CONT. TOP SLAB ON GRADE PER PLAN SCHEDULE SLAB ON GRADE (2)#4 CONT. TOP PER PLAN (4)#4 x #3 x� jj BASEPLATE CONN. @ Coc W/ (3)#3 x r IN jj PER 1O/S5.1 PLAN (1 ea. side of a.b.) '' -' (1 ea. side of a.b.) TOP 5" OF PLINTH M � - _ • - CO �i\i \/\/ \ \ \ \ \ \ \ \ \ \ �� LEVELING NUTS INSET \ \/\\ �/\\ #4 @ 18 oc VERT. CTRD. \ \ � FOOTING SIZE & IN SLAB /\\/ //\ \//� I '\// /\\r REINF. PER 10/S3.1 �/\\ F \//\ /\//, __ \\ \\ \ (alt. bends) REINF. PER PLAN /\/, j� // \\\ \ \ \ / / #4 @ 12 oc HORIZ. CTRD. j\\j \\ \ \\ \\\\ \/\\\\\/\\ \\ \\ \\• ' // // \.\\.\\.\\.\\.\\.\\.\\.\\.\\.\\: -- -- / / (2) #4 CONT. BOT. ALL FASTENERS INTO PRESSURE ALL FASTENERS INTO PRESSURE FOR CALLOUTS TREATED WOOD SHALL BE GALV. TREATED WOOD SHALL BE GALV. IN COMMON 6" 6" 6" OR STAINLESS STEEL PER OR STAINLESS STEEL PER REFER 9/S3.2 GENERAL NOTES GENERAL NOTES 9 10 12 Deck or CanopyPost Footing - Square Plinth g q Deck or Canopy Post Footing - Square Plinth pY g q Exterior Wall w/ Slab on Grade STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 P:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 PERMIT SHEET TITLE: Foundation Detall Is SCALE: 3/4" _ �'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S3.2 #3 x © AND L TIES #3 TIES @ 8"oc WHEN DEPTH NOTES: NOTES: @ 6"oc (when pier width OF HDR. IS LESS THAN 24": /��/��/��/�� 1. ACTIVE PRESSURE ABOVE . . \/\\/\\/\\/\ ✓\\/\\/\\/\ �/��/��/�\/�\/� 1. ACTIVE PRESSURE ABOVE °° exceeds 24 use normal REINF. PER GEN. NOTES W/ o EXCAVATION ACTS OVER _ o EXCAVATION ACTS OVER horizontal reinforcement ) Pier Section STD. HOOK TOP & BOT. I (1) PILE SPACING, ACTIVE 00 (1) PILE SPACING, ACTIVE OTHERWISE PRESSURE BELOW EXCAVATION PRESSURE BELOW EXCAVATION ACTS OVER (1) PILE DIAMETER. ACTS OVER (1) PILE DIAMETER. 2. PASSIVE PRESSURE BELOW 2. PASSIVE PRESSURE BELOW (2) # 5 AT TOP OF Notes: EXCAVATION ACTS OVER EXCAVATION ACTS OVER CONCRETE WALL WALL OR HEADER (2) PILE DIAMETERS. (2) PILE DIAMETERS. 1. REINFORCING SHOWN IS MINIMUM. SEE 3. PASSIVE PRESSURES ARE 3. PASSIVE PRESSURES ARE (2)#5 x 4'-0" DIAGONAL PLANS AND WALL ELEVATIONS FOR ANY ADDITIONAL REQUIRED REINFORCING. ULTIMATE, A FACTOR OF ULTIMATE, A FACTOR OF AT EACH CORNER o SAFETY OF 1.5 IS USED. SAFETY OF 1.5 IS USED. PROVIDE STD HOOKS AT 2. PROVIDE FOR ANY OPENING SIX SQUARE 4. ACTIVE PRESSURE ASSUMES 4. ACTIVE PRESSURE ASSUMES pier ENDS OF ALL HORIZ. REINF. FEET OR LARGER UNLESS OTHERWISE NOTED LEVEL BACKFILL. LEVEL BACKFILL. width AT WALL ENDS ON PLANS, ELEVATIONS, OR DETAILS. 7f_ (2)#5 AROUND OPENINGS. 3. FOR WALLS THICKER THAN 8" USE #6 BARS (2)#5 AT CENTERLINE EXTEND BARS 2'-0" BEYOND IN LIEU OF #5 BARS SHOWN. OF PIER. (omit at OPENING 4. AT PIERS < 12" WIDE, PROVIDE #3 TIES 30(H+D) 600(D) 30(H+D) 600(D) piers 12" wide or less) @ 3"oc AND EXTEND 1'-0" ABOVE AND BELOW LARGEST OPENING psf psf psf psf Active Pressure Passive Pressure Active Pressure Passive Pressure A A 2 4 Piles within 79' of Slope Setback Loading Diagram Piles Beyond 79' of Slope Setback Loading Diagram Typical Opening Reinforcing at Concrete Walls SHEARWALL PER PLAN INVERTED ITS HANGER (U.N.O.) PANEL EDGE NAILING OVER — 8d PER EDGE NAILING OF ALL HOLDOWN STUDS/POST SHEARWALL ABOVE (6"oc elsewhere) x �— NON—STRUCTURAL _ I WALL PER ARCH. �— x 13/4" LSL BLKG. BTWN. JOISTS 24" #4 x N F—@ 18"oc CONCRETE WALL, I NON—STRUCTURAL I HOEDOWN STRAP (where I A35 CLIP PER TOP PLATE STRUCTURAL SLAB PER REINF. PER GENERAL STRUCTURAL NOTES, 2x WALL PER ARCH. I WALL PER ARCH. I occurs) PER PLAN. REFER TO CONN. OF SHEARWALL ABOVE PLAN, SLOPE PER ARCH. U.N.O. i HD STRAP SCHEDULE FOR ADDL. INFO. PROVIDE EQUAL NUMBER HOLDOWN where occurs PER ( ) o I OF SPECIFIED NAILS INTO PLAN W/ A.B. PER HOEDOWN DOWELS TO MATCH VERT. SLAB ON GRADE Q I I STUDS ABOVE &BELOW BEAM SCHED. ATTACHED TO SAME JOIST/BM AS STRAP WALL REINF. (alt. hooks) PER PLAN I NAILING PER SHEARWALL 11-611 \ \\ \\ \\ \\ \\ I SCHEDULE, TYP. Max. STRUCTURAL SLAB k o RIM PER PLAN o /\\/\\/\\/\\/\ PER PLAN SLOPE ' K \% /' /\tij \i �° x %\%\%\/\/j/ \/\� /j// PER ARCH. �' /\\//\\//\\//\\//\\//\\//\� j//j//////////! UPTURNED GL PER PLAN \\�\\�\ �\\j' " I I \ \//\//\/� /\\� 6x6 TOP & BOT. W/ SDS'/4x6" SCREWS @ 8"oc JOISTS &SHEATHING �� < < SDS'/4x8" SCREWS INTO STAGGERED Co PER PLAN \\/ STEM WALL & FOOTING SIZE & REINF. PER\j\\/\� `� , < <\\�\\- �i // EA. STUD (16 oc max.) (2)#4 CONT. TOP P.T. 2x6 PLATE W A.B. / 10/S3.1 ----� FOOTING SIZE & \ \ \ \ \ ;//\//\//\//\// 1 ea. side of a.b. ( ) \ \ \ \'� PER SHEARWALL SCHED. OF SHEARWALL ABOVE 5 8"0 ( l REINF. PER PLAN \\ \\ %•ALL FASTENERS INTO PRESSURE @ 48"oc elsewhere) (U.N.O.) \��\\��\\��\\! FOR CALLOUTS TREATED WOOD SHALL BE GALV. %// REINF. PER RETAINING IN COMMON OR STAINLESS STEEL PER j/// WALL SCHEDULE \\� REFER 8 S3.2 GENERALNOTES • REFER SHEARWALL SCHEDULE FOR 5 Wall 7 ADDITIONAL RIM & SILL PLATE 8 Typical Exterior Yp Concrete Footin6g 9 SIZE REQUIREMENTS PANEL EDGE NAILING — �� PROVIDE SOLID WOOD PANEL EDGE NAILING OVER HOLDOWN STUDS/POST VERTICAL GRAIN BLKG. TO PANEL EDGE NAILING OVER HOLDOWN STUDS/POST TOP OF FINAL GRADE PER ARCH. HOLDOWN (where occurs) MATCH HOLDOWN STUDS/POST A35 PER SHEARWALL HOLDOWN (where occurs) OVER HOLDOWN STUDS BLKG. @HOEDOWN LOC'S. PER PLAN W/ ALL —THREAD A35 PER SHEARWALL SCHEDULE PER PLAN W/ ALL —THREAD (2)16d TOENAILS EA. TOP OF PILE PER PLAN SHEARWALL PER PLAN — TO MATCH A.B. SIZE IN SCHEDULE TO MATCH A.B. SIZE IN JOIST OR BLOCK _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ HOLDOWN SCHEDULE (2) 16d THRU EA. VERTICAL GRAIN BLKG. TO POST MATCH HOLDOWN STUDS / HOLDOWN SCHEDULE HOEDOWN PER PLAN �-� (4)16d EA. BLOCK SHEARWALL PER PLAN-� JOIST OR BLOCK-� (2) 16d THRU EA. SHEARWALL PER PLAN (where occurs) / // // // // // // // // // // //', NAILING PER SHEARWALL � (4) 8d INTO EA. BLOCK JOIST OR BLOCK NAILING PER SHEARWALL NAILING PER SHEARWALL JOIST DIRECTION & a ti SHEATHING PER PLAN \\ \\ \\ \\ \\ \\ 0/\?/ \\ \\ \\ \\ \\ \\ I SCHEDULE, TYP. I I SCHEDULE, TYP. SCHEDULE ; /\/ JOIST DIRECTION & JOISTS &SHEATHING - RIM PER PLAN SHEATHING PER PLAN PER PLAN (2)#4 CONT. TOP (1 ea. side of a.b.) 21 13/4" �� 1 /4 LSL RIM JOIST FULL—DEPTH LSL 13/4" RIM— C3 ,y/�X/ E /�� r WF PER PLAN ;; I U S HANGER I , I I , I I U.N.O. ON PLAN \\ \\ \\ \\ \\ \\ \\ \\ II AUGERED HOLE (typ.) P.T. 2x6 PLATE W/ A.B. WHERE JOISTS ARE I I I I 2x WALL PER ARCH. 'I 2x WALL PER ARCH. 4: PER SHEARWALL SCHEDULE PARALLEL, PROVIDE II II t, WHERE JOISTS ARE X I I t� (5/811 0 @ 4811 oc elsewhere) / \/\ TJI BLKG. @ 48"oc II II II II `,� PARALLEL, PROVIDE = (U.N.O.) RETAINING WALL PER \ I I I EMBEDDED PORTION OF INT. SLAB ON GRADE 00 TJI BLKG. @ 48"oc INT. SLAB ON GRADE 00 10 S3.1 /\\// SLAB ON GRADE PER I I II I I PILE TO BE GROUND II PER PLAN P.T. 2x6 PLATE W A.B. PER PLAN 2 4 CONT. TOP () # (1 ea. side of a.b.) P.T. 2x PLATE W 5 8"� / / '\\ PLAN PLAN o II II CLEAN OF MILL SCALE, RUST, ETC. PER SHEARWALL SCHEDULE II II �< < < (5/8"� @ 48"oc elsewhere) < < a REINF. PER RETAINING ti < < (U.N.O.) < < \\\\\ \\ ��10 WALL SCHEDULE r// rf• I I \r�\r\\i\\/\\/ (2) #4 CONT. TOP XXI\y\y \,\\r\\r\\/\\/o —• /\//\ \\��\\��\\��\\��\\�� I II I II • ALL FASTENERS INTO PRESSURE //\\� TREATED WOOD SHALL BE GALV. y\� () 1 ea. side of a.b. • ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV./\/ /\\�� (2)#4 CONT. 1 ea. o OR STAINLESS STEEL PER REINF. PER RETAINING OR STAINLESS STEEL PER side of a.b.) - GENERAL NOTES WALL SCHEDULE GENERAL NOTES Q • REFER SHEARWALL SCHEDULE FOR • REFER SHEARWALL SCHEDULE FOR 6/1 ADDITIONAL RIM & SILL PLATE ADDITIONAL RIM & SILL PLATE SIZE REQUIREMENTS 10 SIZE REQUIREMENTS 11 min. 1 2 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: D� RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS SHEET TITLE: SCALE: DATE: PERMIT Foundation Details November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S3,IIIII3 DECKING PER ARCH. CHANNEL PER PLAN W/ SOLID WOOD WEB BLKG. & 5/8" 0 W.T.S. @ 24"oc & 2x NAILER W/ 5/8" 0 CHANNEL PER PLAN WF BEAM PER PLAN W/ W.T.S @ 48"oc 24" SOLID WOOD WEB BLKG. #4 x N @ 18"oc & 5/8" 0 W.T.S. @ 32"oc & DECKING PER ARCH. _: 2x NAILER W/ 5/8" 0 W.T.S STRUCTURAL SLAB PER @ 48"oc DECK JOISTS PER PLAN PLAN SHEAR TAB PER 12/S5.1 Section DECKING PER ARCH. LUS HANGER CHANNEL PER PLAN1/2" � THRU BOLT ---------------------------------- LUS HANGER WF BEAM PER PLAN W/ LONG LE / L 6x6x5/8 W/ 5/8" 0 LONG SLOTTED HOLE /\\//\\//\\//\\//\\�. � � » @ ANGLE %j�/j�/j�/j�/j�// j�/� EXP. BOLT @ 9 oc _ _ ';; SOLID WOOD WEB BLKG.\\j/\y/ (4 min. conc. embed) Section ;; DECK JOISTS PER PLAN & 5/8" 0 W.T.S. @ 32"oc & 5/8 /\ //\//\//\//\\/� 2x NAILER W/ 0 W.T.S @ 48"oc WF BEAM PER PLAN ;; ;; WF BEAM PER PLAN \/j\ STEM WALL &FOOTING HUS HANGER//\\ //\\i, SIZE & REINF. PER WOOD FRAMING NOT j\\j\/\/\/\/\/\j\\i 10/S3.1 �i�\i\\ice\ice\ice\i�\ice\ice\, SHOWN FOR CLARITY 1 2 3 4 WF BEAM WF BEAM STEEL - - - - - - - 0 STEEL - - - - - - - & CONC. & CONC. 10"sq. PLINTH 10"sq. PLINTH Plan lew Plan View EP BASE DECKING PER ARCH. (2)5/8" 0 A.B. (6" min. (2)5/8" 0 A.B. (6" min. INV. HUS HANGER DECK JOISTS PER PLAN » concrete embed) concrete embed) WF BEAM PER PLAN, TYP. 1 GROUT PAD FOR FULL 1 GROUT PAD FOR FULL BEARING DECKING PER ARCH. BEARING DECKING PER ARCH. WF BEAM PER PLAN W/ WF BEAM PER PLAN W/ DECK JOISTS PER PLAN SOLID WOOD WEB BLKG. SOLID WOOD WEB BLKG. SHEAR TAB PER 12/S5.1, & 5/8" 0 THRU BOLT @ & 5/8" 0 THRU BOLT @ TYP. EA. SIDE WF BEAM PER PLAN W/ 10" s PLINTH, REINF. q 32"oc y 32"oc I LUS HANGER - SOLID WOOD WEB BLKG. & 5/8" 0 W.T.S. @ 32"oc W/ (4)#4 VERT. 11 M II &#3x©@6"oc SHEAR TAB CONN. � � � � 10 s PLINTH, REINF. q• SHEAR TAB CONN. I � � � � 10 s PLINTH, REINF. q• X. PER 12/S5.1 t' t' W/ (4)#4 VERT. PER 12/S5.1 t' t' W/ (4)#4 VERT. ; ; :1 & #3 x r] @ 6" oc & #3 x @ 6"oc �`J `J \\/\\/\,//��/ i\\/\\/\\/\\/\\//\\/\\/\�\/\\/\\/\\/\\��/% //\ 1 —6 VERT. REINF. TO BE j\�� EMBEDDED 4" INTO PILE Plan View PILE PER PLAN N\ \/6 \ VERT. REINF; TO BE f ff \/� 1 —6 \\/\ VERT. REINF. TO BE PILE PER PLAN \//� EMBEDDED 4 INTO PILE y//��//� PILE PER PLAN \///\� EMBEDDED 4" INTO PILE PILE, PLINTH & j �,�\� .// / �,�\\ POST BASE \\�\ PILE & PLINTH A PILE & PLINTH Q Q 5 6 7 8 WF BEAM & STEEL CONC. �N STEEL - - - - - - - E o & CONC. WF BEAM = _ SIN 4" min. 16"oc E 10"sq. PLINTH _� STEEL _ 10"sq. PLINTH, REINF. - 5" max. typ. Plan dew & CONC. W/ (4)#4 x L VERT. Ledger Bolt Spacing Elevation 10"sq. PLINTH �//� & #3 x ©@ 6"oc (2)5/8" 0 A.B. (6" min. j NOTE: MAY BE OFFSET UP TO FASTENER SPACING ' TO AVOID 1" GROUT PAD FOR FULL concrete embed WOOD BEAM / // /\/\/\/\/\/\/\/\ INTERFERENCE W JOIST HANGER / BEARING DECKING PER ARCH. Plan View P.T. 2x BLKG. OVER WF BEAM PER PLAN W/ NOTE: PLINTH TO BE INSTALLED JOISTS W/ (2)16d SOLID WOOD WEB BLKG. DECK JOISTS PER PLAN WF BEAM PER PLAN W/ (2)5/8" 0 A.B. (6" AT CONTRACTOR'S OPTION NAILS EA. BLK. & 5/8" 0 THRU BOLT @ 32"oc SOLID WOOD WEB BLKG. & 5/8" 0 THRU BOLT @ min. concrete embed) SLAB ON GRADE P.T. 2x PER ARCH. PER PLAN LUS HANGER 32 oc & 2x NAILER W/ DECKING PER ARCH. 5/8" 0 W.T.S @ 48"oc DECKING PER ARCH. WF BEAM PER PLAN W/ [Z-- DECKING PER ARCH. " ' » 10 s .PLINTH REINF. q SHEAR TAB CONN. DECK JOISTS PER PLAN SOLID WOOD WEB BLKG. & 5/8"0 THRU BOLT @ DECK JOISTS PER PLAN < o< o DECK JOISTS PER PLAN t� t� W/ (4)#4 VERT. & © @ 6 PER 12/S5.1 52 oc & 2x NAILER W/ \�/�\/�� \\/\//\///\//\ #3 x oc /8 W.T.S @ 48 oc - - LUS HANGER - (2)16d TOENAILS INTO i/\/\/\/'11/\/\/1i/zl/�ij \ \ \ \ \ \/%\�/��%��/. I = LUS HANGER =- _ \ -/ LEDGER, EA. BLOCK Li _ INV. HUS HANGER BEAM PER PLAN 10 /\. / VERT. REINF. TO BE 1" GROUT PAD FOR FULL BEAM PER PLAN \ \ \ \ \ \ EP BASE LUS HANGER / EMBEDDED 4" INTO PILE BEARING // i\\%\ \\%� PILE PER PLAN \\� /\/ i// / \/\/ / 10 s PLINTH, q. REINF. HUS HANGER // // //, j\\% %/ P.T. 4x8 LEDGER W 2 \/ » 5/8 \� j\ W/ (4)#4 x L VERT. \\j/\ /\/ /\\j/� /,\//.\ . \/,\/.\ ..\/. >f 3 —6 FOOTING SIZE & ROWS EXP. BOLTS) @ 16"oc STAGGERED 4" /\\/ STEM WALL &FOOTING ( 1 PILE &PLINTH Q & #3 x El @ 6" oc\j�\j�\j�\j�\j�\\ \j�\j� �/.\�/.\�/.\�/.\��/.\� Q (N.T.S.) REINF. PER PLAN \/% %/% SIZE & REINF. PER ) embeds/�\/\/\/\/\/�/��/� 10/S3.1 FOOTING SIZE & 1 REINF. PER PLAN 0 � � \\\\\\ � 2 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: D_ RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: Foundation Detall Is SCALE: 3/4" _ �'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S3,04 SHEARWALL PER PLAN 1 SHEARWALL PER PLAN TYP. DOUBLE TOP PLATE 3 3 2 2 1 2 1 1 1 SHEARWALL PER PLAN A35 (at exterior walls only) 2 SHEARWALL PER PLAN IF SHEARWALL OR OMIT @ HEADERS < 6'-0" — _ It 16d @ 12"oc AT OTHER WALLS (6)16d —.l — INTERSECTING WALL — %' - (see left if shearwall) TYP. STUDS — — —' BEAM OR HEADER I PER PLAN �1 PLYWOOD PANEL EDGE NAILING PER SHEARWALL SCHEDULE — PROVIDE (2) BEARING STUDS U.O.N. �1 PLYWOOD PANEL EDGE NAILING PER SHEARWALL SCHEDULE �2 BASE PLATE NAILING PER SHEARWALL SCHEDULE 2 BASE PLATE NAILING PER SHEARWALL SCHEDULE �3 16d @ 8"oc 16d @ 8"oc 2 Typical Outside Corner Construction Yp Typical YP Header Support w/2 Bearing Studs p p g Typical Shearwall Intersections Yp PANEL EDGE NAILING OF TOP CHORD SPLICE BLOCKING BTWN. JOISTS SHEARWALL BELOW (4)8d INTO EA. BLOCK (12)16d @ 4"oc IN PROVIDE 31/2" LSL JOIST PANEL EDGE NAILING (2) ROWS AT EA. (2)16d @ EA. (2)16d OR BLKG. @ SHEARWALLS (2)16d OVER HOLDOWN POST SIDE OF SPLICE STUD, TYP. EA. JOIST ABOVE W/ EDGE NAILING EA. BLOCK CLOSER THAN 4 oc HOLDOWN PER PLAN, •• /I (1) JOIST BAY OF II REFER TO HOLDOWN I I TOP PLATE CONNECTION I I TJI BLKG. @ 48 oc I I SCHEDULE FOR — BOTTOM CHORD I W/ 16d NAILS OR I SHEARWALL ADDITIONAL INFORMATION SPLICE A35 W/ LSL PER PLAN 5/16 I I o TYPICAL STUDS W/ — — TJI JOISTS PER PLAN PLYWOOD SHEATHING SPACING PER PLAN L _ PER PLAN PANEL EDGE NAILING 2x BLOCKING — SHEATHING PANEL JOINT — 2x BLOCKING ALL —THREAD TO MATCH BTWN. STUDS W/ PANEL EDGE NAILING BTWN. STUDS A.B. SIZE IN HOLDOWN BOTTOM PLATE CONNECTION SCHEDULE PANEL EDGE NAILING BEAM PER PLAN 4'-0" min. BETWEEN SPLICES SPLICE TO OCCUR AT OF VERT. STUD TYP. Bearing Wall Non —Bearing Wall NOTE: SEE SHEARWALL SCHEDULE FOR ALL NAILING AND CONNECTIONS, NOT OTHERWISE NOTED Holdown at WF Beam - HDU 5 Yp p Splice Typical To Plate lice 6 Typical Shearwall Construction 8 Yp Shearwall Schedule 000©O® PANEL EDGE NAILING TO ALL HOLDOWN STUDS/POST Panel Edge Top Plate Connection Base Plate Connection Mark Sheathing SAWN OR MFR.F16d NAILING Nailing g if TJI if Woody at Wood „ 12 at Concrete HOLDOWN PER PLAN II • REFER TO SCHEDULE LUMBER. 2x MIN. PER SCHEDULE W6 15/32" CDX PLYWOOD 8d @ 6" oc 16d @ 6" 10 oc A35 @ 24"oc 16d @ 6" oc 5/8" 0 A.B. @ 48"oc SHEARWALL I � � HOEDOWN POST/STUDS SEE NOTES FOR ADDITIONAL 2x NAILER i W4 15 32" CDX PLYWOOD 8d @ 4"oc 16d @ 4"oc A35 @ 16"oc 10 (2)rows 16d @ 6" oc 5 8" 0 A.B. @ 32"oc / () /PER PLAN PER SCHEDULE A g C REQUIREMENTS 1 /2" MAX. TO W3 ® 15/32" CDX PLYWOOD 8d @ 3"oc (2)rows 16d @ 4"oc A35 @ 12"oc 10 (2)rows 16d @ 6"oc 5/8"0 A.B. @ 24"oc w 1.11SHEATHINGWASHER 16d NAILING EDGE OF�'4 �� o �� 3 5 °° ��PLYWOOD W2 15/32 CDX PLYWOOD 8d @ 2 oc (2)rows 16d @ 4 oc A35 @ 9 oc (2)rows 16d @ 4 oc 3 /80 A.B. @ 16oc I I � —1 J_ _ PER PLAN PER SCHEDULE Detail A Detail C 2W3 15/32" CDX PLYWD. EA. SIDE 8d @ 3" oc EA. SIDE n/a A35 @ 6" oc (3)rows 16d @ 4" oc 14 5/8" 0 A.B. @ 16"oc IIII 1 2W2 15/32" CDX PLYWD. EA. SIDE 8d @ 2"oc EA. SIDE n/a HGA10KT @ 8" 14 oc (3)rows 16d @ 4"oc 5/8" 0 A.B. @ 12"oc ORIENTATION II FULL WIDTH VERTICAL PLAN C Q, a �� 4 5 �� 2W2-10 15/32 CDX PLYWD. EA. SIDE 10d @ 2 oc EA. SIDE n/a HGA10KT @ 6 oc (4)rows 16d @ 4 oc � /8 0 A.B. @ 12 oc PER PLAN IIII GRAIN BLOCKING VIEW00 = IIII TO MATCH HOLDOWN p- 3/8" 1/2" (D BLOCK PANEL EDGES WITH 2x MIN. LAID FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS WITH 8d @ 12"o.c. STUDS/POST min typ. OO 8d NAILS SHALL BE 0.131"0 x 2 1 2" common 16d NAILS SHALL BE 0.135"0 x 3 1 2" box 10d NAILS SHALL BE 0.148'0 x 3" (common). / (common) — / (box) — ( ) o°oe PER SCHEDULE OO EMBED ANCHOR BOLTS AT LEAST 7". EXPANSION BOLTS MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH 4" EMBEDMENT. TITEN HD SCREW ANCHORS MAY J U REFER TO PLAN FOR12" 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 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE SHEATHING. SEE DETAIL C. II w W I I LOCATIONS WHERE °° SECTION I< PLYWOOD EDGE NAILING WITH ® 3x STUDS OR DOUBLE STUDS NAILED TOGETHER W/ BASE PLATE NAILING ARE REQUIRED AT ABUTTING PANEL EDGES OF W3 AND W2. II WALL CONTINUES 12" EDGE OVER EA. STUD 1 C`4 o eq. eq. SEE DETAIL B. WHERE 3x STUDS ARE USED FOR W2, STAGGER NAILS AT ADJOINING PANEL EDGES. OO 3x FOUNDATION SILL PLATES ARE REQUIRED FOR 2W3 AND 2W2. 3x STUDS ARE REQUIRED AT ABUTTING PANEL EDGES AND PANEL JOINTS 1 SHALL BE OFFSET EACH SIDE OF WALL. STAGGER NAILS AT ADJOINING PANEL EDGES. 3x STUD, MIN., REQUIRED AT END OF SHEARWALL. # OF WOOD BMS (LVL) 2-13/4" 3-13/4" 4-13/4" Holdown Strap Schedule 16d NAILING © TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SINGLE —SIDED SHEARWALLS. ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING. SDS SCREW SIZE 1 1 /4"x3/2" 1 1 /4%4/2" 1 /4"x6" PER SCHEDULE SEE PLANS AND HOLDOWN SCHEDULE FOR ALTERNATE REQUIREMENTS. OO ALL EXTERIOR WALLS SHALL BE W6, UNLESS NOTED OTHERWISE. Plan End #Nails Ea. Holdown Studs/Post # OF SDS SCREWS 3 3 3 Mark Length End Length if 2x4 if 2x6 Detail B ® 7/16" O.S.B. MAY BE SUBSTITUTED FOR 15/32" CDX, EXCEPT AT 10d PANEL EDGE NAILING. SPACING OF SDS SCREWS 16"oc 8"oc 6"oc PLAN VIEW AT ABUTTING PANEL O LTP4's (HORIZONTAL ORIENTATION) W/ 8d COMMON MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. CS16 1'-2" (13) 8d (1) 2x4 (1) 2x6 NOTES: EDGES OF W3 & W2 RIM 0 A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. CMST14 2'-6" (33) 10d 46 46 — MIN. SCREW END DISTANCE = 4" Detail D 0 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. CMST12 3'-3" (43) 10d 48 6x6 3 PROVIDE (3) ROWS 16d @ 6" oc AT LVL RIMS. 9 for 10 �4 MINIMUM RIM OR JOIST 31/2" WIDE BELOW SHEARWALL � 2 Typical Holdown Schedule Yp Sisterin Schedule Multi Beams 9 Shearwall Schedule - Sheathed One & Two Sides � STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: D� RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: Typical Wood Framing Details Sc 3/4" _ �'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S4,01 GUARDRAIL PER ARCH. PANEL EDGE NAILING OF SHEARWALL BELOW A35 PER SHEARWALL SCHEDULE ALIGN LSL 13/4 JOIST OR BLKG. OVER (4)8d INTO EA. BLOCK SHEARWALL (4)8d INTO EA. BLOCK (4)8d INTO EA. BLOCK (2)16d TOENAILS 8d @ 6"oc JOIST DIRECTION & JOIST DIRECTION & EA. STUD X a SHEATHING PER PLAN SHEATHING PER PLAN 20 BLKG. W/ 16dCIO i ��r---- — ��,--- @ 6 oc 8d @ 6"oc JOIST DIRECTION AND 77 WHERE JOISTS ARE CONT. CS16 EA. DECK JOISTS & SHEATHING PER PLAN SHEATHING PER PLAN V PARALLEL PROVIDE _ - STUD A TJI BLKG. @ 48"oc 1 NAILING PER SHEARWALL SCHEDULE WHERE JOISTS ARE WHERE JOISTS ARE ITS HANGER, TYP. U.N.O. WHERE JOISTS ARE JOIST OR BLOCK PERPENDICULAR, PERPENDICULAR, PERPENDICULAR, UPTURNED BEAM PROVIDE LUS HANGER PROVIDE ITS HANGER FLUSH BEAM PER PLAN PROVIDE ITS HANGER PER PLAN BEAMHDR, PER PLAN SHEARWALL PER PLAN (whereeoccurs) WHERE JOISTS ARE WHERE JOISTS ARE WHERE JOISTS ARE 2x4 W/ 16d @ 6"oc PARALLEL, PROVIDE PARALLEL, PROVIDE PARALLEL, PROVIDE INTO BEAM FULL —DEPTH 2x BLKG. FULL —DEPTH TJI BLKG. FULL —DEPTH TJI BLKG. @ 48"oc @ 48"oc @ 48"oc FLUSH BEAM PER PLAN Interior Shearwall Below 2 3 4 PANEL EDGE NAILING OVER ALL HOLDOWN STUDS/POST _ SHEARWALL PER PLAN SHEARWALL PER PLAN — NON—STRUCTURAL WALL PANEL EDGE NAILING OVER — PER ARCH. HOLDOWN STRAP (where occurs) X ALL HOLDOWN STUDS/POST F\ PER PLAN. REFER TO HD STRAP _ x _ INVERTED ITS HANGER SCHEDULE FOR ADDL. INFO 8d @ 6"oc I HOLDOWN STRAP (where PROVIDE EQUAL NUMBER OF I occurs) PER PLAN. REFER TO I EDGE NAILING OF SPECIFIED NAILS INTO STUDS NON—STRUCTURAL I HD STRAP SCHEDULE FOR ADDL. SHEARWALL BELOW ABOVE & BELOW (4)8d INTO EACH BLOCK (4)8d INTO EACH BLOCK WALL PER ARCH. I INFO. PROVIDE EQUAL NUMBER I 2x BLKG. W/ 16d @ 6"oc I OF SPECIFIED NAILS INTO LSL 13/4" BLOCKING NAILING PER SHEARWALL JOISTS AND SHEATHING o STUDS ABOVE & BELOW BEAM SCHEDULE, TYP. PER PLAN CD A35 PER TOP PLATE CONN. BEAM PER PLAN a � NAILING PER SHEARWALL OF SHEARWALL ABOVE 8d @ 6"oc I SCHEDULE, TYP. I RIM PER PLAN - t'v\UPTURNED JOISTS & SHEATHING Z x GL PER PLAN DECK JOISTS PER PLAN / PER PLAN TJI BLKG. @ 48"oc TJI 6SDS/4x8x61TOP & BOT. W/" SDS' 4x6" SCREWS @ 8" oc JOISTS &SHEATHING 7(2)16d LUS HANGER / BLKG. @ 24 oc SCREWS INTO STAGGERED PER PLAN � 2x LEDGER W/ / LTP4 IN LIEU OF A35 j PER SHEARWALL SCHEDULE WHERE JOISTS ARE EA. STUD (16"oc max.) � NAILING PER SHEARWALL `� �' TOENAILS EA. (2)SDS�/4 \ x31/2" SCREWS @ 12"oc �' � PERPENDICULAR, X SCHEDULE x JOIST BEAM PER PLAN PROVIDE IUS HANGER LEAVE ONE END OF @ BEAM — ' — BEAM/HEADER PER PLAN STRAP UNAILED JUST — SHEARWALL PER PLAN FOR CALLOUTS SHEARWALL PER PLAN — (where occurs) PRIOR TO COVERING IN COMMON NAILING PER SHEARWALL " REFER TO SHEARWALL REFER 8/S4.2 SCHEDULE 5 6 SCHEDULE FOR ADDITIONAL RIM SIZE REQUIREMENTS 7 Exterior Beam w/ Deck Exterior Upturned Floor P Beam - Joist Perpendicular p Exterior Framing 9 PANEL EDGE NAILING OVER PANEL EDGE NAILING OVER ALL HOEDOWN STUDS/POST SHEARWALL PER PLAN ALL HOEDOWN STUDS/POST �L � REFER TO SHEARWALL SCHEDULE FOR ADDITIONAL JOIST SIZE HOLDOWN STRAP (where occurs) VERT. GRAIN BLKG. --;� PANEL EDGE NAILING OVER — A35 PER SHEARWALL SCHEDULE SHEARWALL PER PLAN REQUIREMENTS PER PLAN. REFER TO HD STRAP TO MATCH HOLDOWN ALL HOLDOWN STUDS/POST PANEL EDGE NAILING HOLDOWN STRAP (where occurs) SCHEDULE FOR ADDL. INFO STUDS/POST VERTICAL GRAIN BLKG. OVER ALL HOLDOWN PER PLAN. REFER TO HD STRAP PROVIDE EQUAL NUMBER OF HOLDOWN PER PLAN TO MATCH HOLDOWN STUDS/POST SCHEDULE FOR ADDL. INFO (4)8d INTO EA. BLOCK, TYP. SPECIFIED NAILS INTO STUDS A35 PER SHEARWALL (where occurs) REFER STUDS/POST lfz PROVIDE EQUAL NUMBER OF PANEL EDGE NAILING ABOVE & BELOW BEAM SCHEDULE TO HD STRAP SCHEDULE (4)8d INTO EACH BLOCK SHEARWALL PER PLAN SPECIFIED NAILS INTO STUDS FOR ADDL. INFO. NAILING PER SHEARWALL ABOVE & BELOW BEAM OF SHEARWALL BELOW NAILING PER SHEARWALL SCHEDULE, TYP. JOISTS & SHEATHING PER PLAN, TYP. NAILING PER SHEARWALL JOIST DIRECTION AND ALIGN LSL 13/4 JOISTL SHEATHING PER PLAN SCHEDULE t ( YP•) NAILING PER SHEARWALL SCHEDULE, TYP.*777 SCHEDULE (typ.) OVER SHEARWALL IF � I PLYWOOD SHEATHING LSL 13/4 JOIST, U.N.O. 13/4" LSL RIM JOIST OR PER PLAN PER PLAN I BEAM PER PLAN BEAM PER PLAN JOISTS & SHEATHING A35 PER SHEARWALL 2x BLKG. @ 48 W/ / / NAILING PER SHEARWALL / SCHEDULE (4)8d INTO EA. BLOCK PER PLAN SCHEDULE oc (4)8d INTO EA. BLOCK (2)16d THRU EA. (2) 16d THRU EA. / — JOIST OR BLOCK / �i JOIST OR BLOCK LEAVE ONE END OF PROVIDE FULL DEPTH BLOCKING NAILING PER SHEARWALL / BEAM /HDR. PER PLAN STRAP UNAILED JUST / — WHERE JOISTS ARE HOLDOWN STRAP (where occurs) PROVIDE TJI BLOCKING EA. SIDE OF STRAP V — BEAM/HEADER PER SCHEDULE TYP . i (where occurs) PRIOR TO COVERING / PARALLEL, PROVIDE PER PLAN. REFER TO HOEDOWN EACH SIDE OF STRAP A PLAN (where occurs) TJI BLKG. @ 48"oc STRAP SCHEDULE FOR ADD'L. JOIST OR BEAM PER PLAN LEAVE ONE END OF SHEARWALL PER PLAN INFO PROVIDE EQUAL NUMBER STRAP UNNAILED JUST BEAM/HDR. PER PLAN OF SPECIFIED NAILS INTO STUDS NAILING PER SHEARWALL PRIOR TO COVERING (where occurs) ABOVE & BELOW BEAM SCHEDULE (typ.) SHEARWALL PER PLAN — SHEARWALL PER PLAN REFER TO SHEARWALL SCHEDULE REFER TO SHEARWALL SCHEDULE 9 10 FOR ADDITIONAL JOIST/BLOCKING SIZE REQUIREMENTS 1 FOR ADDITIONAL RIM & SILL PLATE SIZE REQUIREMENTS 12 CS/CMST Holdown at Floor Beam Parallel Offset Interior Shearwall Interior Shearwall Exterior Floor Framing STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DE N: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: W DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: Wood Framing Details SCALE: 3/4" _ �'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S4,02 11/4" NAILER W/ 5/8"0 W.T.S. RAFTERS & SHEATHING @ 32"oc PER PLAN 8d @ 6"oc 8d @ 6"oc WEB STIFFENER EA. SIDE (5)8d INTO EA. BLOCK (5)8d INTO EA. BLOCK PER MFR. RECOMMENDATION FULL -DEPTH LSL BLKG. 1'-0" TJI RAFTERS & SHEATHING RAFTERS & SHEATHING RAFTERS & SHEATHING (may be drilled for venting) PER PLAN 3/16 PER PLAN PER PLAN TYP. ITS HANGER, U.N.O. 31/2" LSL FASCIA STRUCTURAL FASCIA E BEAM PER PLAN '7' PER PLAN PER PLAN A35 PER SHEARWALL (5)8d INTO EA. BLOCK per arch. SCHEDULE NAILING PER SHEARWALL TJI BLKG. @ 48"oc 2x6 W/ 16d @ 6"oc FULL -DEPTH TJI BLKG. 2'-0" max. SCHEDULE :3/1:6 RAFTERS & SHEATHING EA. END, LOC. PER @ 48"oc _ H8 EA. RAFTER WF BEAM PER PLAN W/ PER PLAN ARCH. NAILING PER SHEARWALL 71 I K - 7 FULL WOOD WEB BLKG. W/ FULL -DEPTH 13/4" LSL SCHEDULE ,�\d HEADER/BEAM PER PLAN 5/8"0 THRU BOLTS @ 32"oc RIM SHEARWALL PER PLAN - 5/8"0 W.T.S. @ 32"oc - POST PER PLAN SHEARWALL PER PLAN ITS HANGER, TYP. U.N.O. FULL -DEPTH TJI BLKG. -�� - @ 48» oc BEAM PER PLAN Exterior BearingWall Exterior Non -Bearing Wall g 2 3 4 A35 PER SHEARWALL WEB STIFFENER EA. SIDE SCHEDULE PER MFR. RECOMMENDATIONS NOTCHED LSL 13/4" RIM TO LET OUTRIGGER THRU (5)8d INTO EA. BLOCK » RAFTERS &SHEATHING PER PLAN PANEL EDGE NAILING OF A35 PER PLAN (5)8d INTO EA. BLOCK 8d @ 6oc 1 -0 SHEARWALL BELOW RAFTERS & SHEATHING 2A OUTRIGGER @ 48"oc RAFTERS & SHEATHING PER PLAN PER PLAN RAFTERS &SHEATHING PER PLAN FASCIA PER ARCH., - - - - FASCIA PER ARCH. U.N.O. = BEAM PER PLAN (may HU26TF HANGER 31/2" LSL FASCIA be drilled for venting) BEAM PER PLAN PER PLAN ITS HANGER, TYP. U.N.O. 2'-0" NAILING PER SHEARWALL— A35 PER SHEARWALL max. TJI BLKG. @ 48"oc BEAM PER PLAN SCHEDULE SCHEDULE NAILING PER SHEARWALL 3'-0" WHERE JOISTS ARE SCHEDULE NAILING PER SHEARWALL �\��I (2)16d TOENAILS THRU PERPENDICULAR, 7 H8 EA. RAFTER HEADER/BEAM PER PLAN SCHEDULE EA. BLOCK BOT. FLANGE max PROVIDE IUS HANGER BEVELED BLKG. AS REQ'D. SHEARWALL PER PLAN - WHERE JOISTS ARE _ SHEARWALL PER PLAN SHEARWALL PER PLAN PARALLEL, PROVIDE HEADER/BEAM PER PLAN TJI BLKG. @ 48"oc Exterior Non-BearingWall 5 6 Exterior Bearing Wall 9 7 PANEL EDGE NAILING TO A35 PER SHEARWALL MATCH SHEARWALL BELOW SCHEDULE (5)8d INTO EA. BLOCK NOTCH LSL 13/4" RIM TO (5)8d INTO EA. BLOCK 8d @ 6 oc WEB STIFFENER EA. SIDE PER MFR. RECOMMENDATION 8d @ 6"oc WEB STIFFENER EA. SIDE PER MFR. RECOMMENDATION LET OUTRIGGER THRU PANEL EDGE NAILING TO RAFTERS &SHEATHING RAFTERS &SHEATHING 2x FULL -HEIGHT BLKG. 1'-0" TJI RAFTERS &SHEATHING 2x FULL -HEIGHT BLKG. 1'-0" TJI RAFTERS &SHEATHING MATCH SHEARWALL BELOW PER PLAN INS. LUS HANGER @ PER PLAN (may be drilled for venting) PER PLAN (may be drilled for venting) PER PLAN FASCIA 31/2" LSL FASCIA 31/2" LSL FASCIA - 31/2" LSL FASCIA PER PLAN PER PLAN HU26TF HANGER 31/2" LSL FASCIA PER PLAN, U.N.O. PER PLAN BEAM PER PLAN 3'-0" TJI BLKG. @ 48 oc 2x6 OUTRIGGER @ 48"oc A35 PER SHEARWALL BEVELED BLKG. AS REQ D. A35 PER SHEARWALL 2'_6" per arch. SCHEDULE per arch. SCHEDULE max. - LTP4 IN LIEU OF A35 PER max. TJI BLKG. @ 48"oc NAILING PER SHEARWALL SHEARWALL SCHEDULE - K - H8 EA. RAFTER _ H8 EA. RAFTER SCHEDULE NAILING PER SHEARWALL i� (2)16d TOENAILS THRU NAILING PER SHEARWALL NAILING PER SHEARWALL _ SCHEDULE _ EA. BLOCK BOT. FLANGE SCHEDULE BEVELED BLKG. AS REQ D. SCHEDULE �\ SHEARWALL PER PLAN SHEARWALL PER PLAN HEADER/BEAM PER PLAN SHEARWALL PER PLAN - HEADER/BEAM PER PLAN SHEARWALL PER PLAN 9 10 12 Exterior Non-BearingWall Exterior Non -Bearing Wall g Exterior Bearing Wall g Exterior Bearing Wall g STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p: zo6.443.6z�z ssfengineers.com 934 Broadway - Tacoma, WA 98402 P: 253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DE DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 ISSUE: PERMIT SHEET TITLE: Wood Framing Details SCALE: 3/4" _ �'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S4,s3 2x4 BLKG. W/ 16d @ SHEARWALL PER PLAN A35 PER SHEARWALL 6"oc INTO UPTURNED 8d @ 6"oc SCHEDULE 2x4 W/ 16d @ 6"oc BEAM GREEN ROOF PER ARCH. PANEL EDGE NAILING GREEN ROOF PER ARCH. INTO UPTURNED BEAM (5)8d INTO EA. BLOCK (30 psf max.) OF SHEARWALL BELOW (30 psf max.) NAILING PER SHEARWALL FULL —DEPTH 2x BLKG. RAFTERS & SHEATHING GREEN ROOF PER ARCH. (30 psf max.) RAFTERS &SHEATHING PER PLAN RAFTERS & SHEATHING SCHEDULE PER PLAN PER PLAN BEAM PER PLAN BEAM PER PLAN, TYP. TJI BLKG. @ 48"oc W/ TJI BLKG. @ 48"oc (4)8d INTO EA. BLK. NAILING PER SHEARWALL NAILING PER SHEARWALL SCHEDULE SCHEDULE UPTURNED BEAM PER LSL OR 2x LEDGER TO l� �I PLAN MATCH RAFTER DEPTH - SHEARWALL PER PLAN W/ (3) ROWS 16d @ SHADE POCKET PER 16"oc TO EA. STUD SHEARWALL PER PLAN — ARCH. LTP4 IN LIEU OF A35 PER SHEARWALL SCHEDULE Rafters Parallel to Exterior Wall 2 Interior Bearing Wall 3 4 i A35 PER SHEARWALL SHEARWALL PER PLAN — SHEARWALL PER PLAN — SCHEDULE 8d @ 6"oc 8d @ 6"oc (5)8d INTO EA. BLOCK GREEN ROOF PER ARCH. (30 psf max.) GREEN ROOF PER ARCH. (30 psf max.) GREEN ROOF PER ARCH. (30 psf max.) RAFTERS & SHEATHING PER PLAN RAFTERS & SHEATHING CEILING FRAMING PER RAFTERS & SHEATHING PER PLAN PLAN PER PLAN \ 31/2" LSL FASCIA ' PER PLAN BEAM PER PLAN J 2,—On Max. TJI BLKG. @ 48"oc TJI BLKG. @ 48"oc W/ WEB FILLER PER MFR. (4)8d INTO EA. BLK. 7 SHADE POCKET PER IUS HANGER NAILING PER SHEARWALL _ ARCH. LSL OR 2x LEDGER TO SCHEDULE MATCH RAFTER DEPTH LSL LEDGER TO MATCH W/ (3) ROWS 16d @ RAFTER DEPTH W/ (3) SHEARWALL PER PLAN 16"oc TO EA. STUD SDS'/4x4l/2" SCREWS @ 16"oc TO EA. STUD Rafters Parallel to Exterior Wall 6 Heavy 9 Roof Ledger 7 WEB STIFFENER EA. SIDE A35 PER SHEARWALL PER MFR. RECOMMENDATION SCHEDULE (5)8d INTO EA. BLOCK 8d @ 6"oc GREEN ROOF PER ARCH. (30 psf max.) GREEN ROOF PER ARCH. (30 psf max.) RAFTERS & SHEATHING PER PLAN FULL —DEPTH LSL BLKG. (may be drilled for venting) 1'—O" TJI RAFTERS & SHEATHING PER PLAN 31/2" LSL FASCIA 31/2" LSL FASCIA PER PLAN PER PLAN BEAM PER PLAN A35 PER SHEARWALL 2'-0" per arch. SCHEDULE max. TJI BLKG. @ 48"oc 2'-0" max. — _ H8 EA. RAFTER (2)16d TOENAILS THRU �� NAILING PER SHEARWALL NAILING PER SHEARWALL EA. BLOCK BOT. FLANGE SCHEDULE �� HEADER/BEAM PER PLAN SCHEDULE SHEARWALL PER PLAN SHEARWALL PER PLAN 10 Exterior Bearing Wall 12 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: D� RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 ISSUE: PERMIT SHEET TITLE: Wood Framing Details SCALE: 3/4" _ �'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S4,04 11/2» 3" 11/2" N I� I I �C 14 3" P & BOLTS PER 12/S5.1 EMBED P 1/2"x6"x NOM. >—< per 12/S5.1 max' BEAM DEPTH FOR W8 (2)3/4"0 BOLTS WF PER PLAN & W10 W/ (4)5/8"0 x4" AT BEAM GAGE ' STUDS I �IC14 2 1 •,' j • PLACE EMBEDDED PLATE IN WALL ' I I SUCH THAT ATTACHED PLATE WILL ,' —'� = BE VERTICALLY CENTERED 7 BEAM PER PLAN Minimum de Assumed 3/16 THERMAL BREAK BEAM SIZE PER PLAN CCOQ CAP BEAM SIZE PER PLAN W/ P DIMENSIONS THICKNESS ' EMBED P STD. HORIZ. SHORT PER ARCH. I SOLID WOOD BLKG. & 5/8"0 & BOLTS PER 12/S5.1 BEAM DEPTH SLOT HOLES IN P 5 /8 0 x 6 j BEARING P 1/2" - POST PER PLAN THRU BOLT @ 32"oc x EXTERIOR FACE OF per 12/S5.1 Horizontal 6" WALL �; COLUMN PER PLAN FACE OF CONC. WALL Vertical 5" de Typical Beam to Beam Connection YP Headed Stud Embed Plates 2 Typical Beam Yp Bearing on HSS or Pipe 9 p Column 3 STEEL BEAM STEEL BEAM SHEAR TAB CONN. PER » �» » 3 /16 » » » 12/S5.1 W/ W.T.S. IN 1 2 2 2 3—sides 3/16 3 2 2 @ 2 oc 16 1 LIEU OF THRU BOLTS 3—sides �16 BEAM SIZE PER PLAN P 3/8" W/ (12)SDS1/4x31/2" P 3/8" W/ (14)SDS1/4x31/2" �-0 SCREWS M SCREWS BEAM CONTINUOUS WHERE INDICATED < Section beam and col. M 41 -0WF � � � BEAM PER PLAN 'n E � E WF BEAM PER PLAN ea. W.T.S. 3/16 =___ STIFFENER Ps TO E Elevation MATCH COLUMN FLANGES EA. SIDE (2)3/4"0 BOLTS E Elevation E Elevation OF WEB — — — AT BEAM GAGE 3/16 3—sides ea. I GL BEAM PER PLAN GL BEAM PER PLAN i� BEARING P 1/2" 3/16 stiffener I I� DECK JOISTS PER PLAN /1 bos 3 BEAM PER PLAN II �I COLUMN PER PLAN 1 II II 1 R Elevation II 3 II P /8"x14" x BEAM fE Elevation II II 3 P /8"x14" x BEAM II DEPTH II II II DEPTH R Elevation Section II WF BEAM PER PLAN II — WF BEAM PER PLAN BEAMS TO BE MITERED (no arch.) — — — II II gap per II II II II BEAM PER PLAN NOTE: ALL EXPOSED STEEL —STEEL CONNECTIONS 5 TO BE FINISHED PER AESS LEVEL 2 7 WF Beam Bearing on Column COL. & PLINTH D/3 0 HOLES (MAX.) 1" RADIUS CORNERS P 3/8» » P 3/8 5/16 EDGE OF CONC. 5/16 min OR 2 S y0/F X - COL. & - 00 o cm 0 SIZF E BOLTS FACE OF SUPPORTING Shear Plate Schedule 0 2/3 D 2" 21° STEM WALL 2" 2» 12"sq. PLINTH 23" MEMBER Beam No. of Bolt Plate Weld max. Size Bolts Size Thickness Size 8" 8" 2x BOLT 0 size per C6, W6, MC7 2 5/8"0 ® 2" SPACING 1/4" 3/16" min. W schedule MC8, MC9, MC10 C7, C8, C9, C10, W8, W10 2 5/8"0 1/4" 3/16" 1. CONTRACTOR SHALL COORDINATE SIZES AND LOCATIONS OF ALL BEAM PENETRATIONS » 12 C12, C15, MC12, W12, W14 3 3/4"0 1/4" 3/16" WITH MECHANICAL DRAWINGS. ALL PENETRATIONS LARGER THAN 2"0 SHALL BE SHOWN BEAM SIZE PER PLAN ON SHOP DRAWINGS OR SKETCHES AND SHALL BE SUBMITTED TO THE ENGINEER FOR W16 4 3/4"0 1/4" 3/16" APPROVAL. FIELD CUTTING NOT PERMITTED WITHOUT APPROVAL. Base E at Lev W18 4 3/4"0 5/16" 1/4" Edge Condition Standard Base E U W21 4 �/8"0 3/8" 5/16" 2. OPENINGS MAY OCCUR IN MIDDLE HALF OF BEAM LENGTH ONLY. - W24 5 7/8"0 3/8" 5/16" Lev 3. NO CUTTING MAY OCCUR IN TOP OR BOTTOM QUARTER OF BEAM DEPTH. W27 6 7/8"0 3/8" 5/16" II W30 7 7/8"0 3/8" 5/16" 4. ADJACENT OPENINGS MUST BE SPACED AT THE LESSER OF, 12" OR 2.5 x LARGER II SHEAR PLATE SIZE AND OPENING SIZE, EDGE TO EDGE. COLUMN PER PLAN II z BOLTS PER SCHEDULE 5. MAXIIMUM SIZES OF OPENINGS SHALL BE D/3 0 OR D/3 x 2D/3 AS SHOWN. II II o C-D Lev = 11/8" FOR 5/8" BOLTS NOTES: (2)3/4"0 ANCHOR BOLTS II m � J 11/2" FOR 3/4"0 BOLTS 1. STANDARD OR SLOTTED HOLES MAY BE USED. 6. NO OPENINGS SHALL OCCUR WITHIN 12" OF AN ADJACENT BEAM CONNECTION. II = 13/4" FOR 7/8"0 BOLTS 2. BOLT TYPE A325N. II `" Of 3. P MATERIAL — A36 7. REQUIRED OPENINGS NOT MEETING ABOVE CRITERIA SHALL BE SUBMITTED TO 0 `` 4. SEE EXTENDED P DETAIL FOR COLUMN WEB CONNECTIONS. ENGINEER FOR REINFORCING DESIGN. a' ;; ;;a . °a A°aA. ° • .. ,p M1 O ° 9 late 10 12 Steel Beam Penetrations Base p - WF Columns (2)Bolts �) Typical Single Shear Yp 9 Plate Connection and Schedule STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: D� RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 ISSUE: PERMIT SHEET TITLE: Typical Steel Details SCALE: 3/4" _ �'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S5,sl 5 GUARDRAIL PER ARCH. WF BEAM PER PLA 2x WOOD WEB BLK INT. FACE W/ 5/8" @ 32"oc Steel Beam on Post BEAM & R E Elevation r1 I I I I I I I I I I I I I I I I I I I I I I I I PANEL EDGE ALL HOLDOWN SHEARWALL PI HOLDOWN PER (where occurs, NAILING PER SCHEDULE WF BEAM PER WOOD WEB BL FACE W/ 5/8" 4 32"oc � STEEL BEAM SHEARWALL PI STEEL BEAM PER PLAN PANEL EDGE l' R 1/4" W/ (2)SDS1/021/2" ALL HOLDOWN SCREWS INTO POST SHEARWALL PI POST PER PLAN HOEDOWN PER (where occurs, NAILING PER SCHEDULE 5/8" 0 W.T.S. TO MATCH A.B. SPACING PER SHEARWALL SCHEDULE IN TOP & BOT. FLANGES NAILING PER SHEARWALL SCHEDULE 2x6 BLKG. W/ 16d @ 6" oc INTO WEB BLKG. JOIST DIRECTION & SHEATHING PER PLAN ITS HANGER, TYP. TJI BLKG. @ 48"oc VERT. GRAIN BLKG. TO MATCH HOLDOWN STUDS/POSTS VERT. GRAIN BLKG. TO MATCH HOLDOWN STUDS/POSTS JOISTS & SHEATHING PER PLAN 3 PANEL EDGE ALL HOLDOWN SHEARWALL PI HOLDOWN PER (where occurs, NAILING PER SCHEDULE WF BEAM PER WOOD WEB BLI FACE W/ 5/8" y 32"oc � STEEL BEAM SHEARWALL PI PANEL EDGE NAII ALL HOLDOWN ST SHEARWALL PER HOLDOWN PER PL (where occurs) NAILING PER SHI SCHEDULE WATERPROOFING 5/8" 0 W.T.S. TO MATCH A.B. SPACING PER SHEARWALL SCHEDULE IN TOP & BOT. FLANGES NAILING PER SHEARWALL SCHEDULE (4)8d INTO EA. BLOCK JOIST DIRECTION & SHEATHING PER PLAN 2x6 BLKG. W/ 16d @ 6" oc INTO WEB BLKG. TJI BLKG. @ 48"oc VERT. GRAIN BLKG. TO MATCH HOLDOWN STUDS/POSTS 13/4" LSL RIM VERT. GRAIN BLKG. TO MATCH HOLDOWN STUDS/POSTS (4)8d INTO EA. BLOCK JOISTS & SHEATHING PER PLAN TOP PLATE 13/4" LSL RIM 2x NAILER W/ /8"0 W.T.S. @ 32"oc POST PER PLAN JOISTS & SHEATHING PER PLAN DTT2Z EA. GUARDRAIL POST LUS HANGER, TYP. U.N.O. 0 GUARDRAIL PER ARCH. 3/16 WF BEAM PER PLAN W/ 2x WOOD WEB BLKG. @ INT. FACE W/ 5/8" 0 W.T.S. @ 32"oc r1 I I I I I I I I I I I I I I I I I I I I I I I I aE lm DROPPED WF BEAM PER PLAN (cntr'd. under wall above) 8d @ 6" oc (4)8d INTO EA. BLOCK JOISTS & SHEATHING PER PLAN DTT2Z EA. GUARDRAIL POST (2) BAYS FULL —DEPTH 2x BLKG. EA. GUARDRAIL POST 2x4 BLKG. W/ 16d @ 6" oc 7 DECK JOISTS & `. PER PLAN LUS HANGER, TYF FULL DEPTH 2x Lcvvu1►/ (3)SDS1/4x3" SCREWS @ 12"oc PANEL EDGE NAILING OVER— ALL HOLDOWN STUDS SHEARWALL PER PLAN HOLDOWN PER PLAN (where occurs) NAILING PER SHEARWALL SCHEDULE WF BEAM PER PLAN W/ 91/2"dp. WOOD WEB BLKG. @ INT. FACE W/ 5/8" 0 W.T.S. @ 32"oc 3/16 3/16 1" max STEEL BEAM FULL —DEPTH TJI BLKG. @ 48"oc DROPPED WF BEAM PER PLAN (cntr'd. under wall above) 5/8" 0 W.T.S. @ 32"oc INTO TOP FLANGE NAILING PER SHEARWALL SCHEDULE (4)8d INTO EA, BLOCK JOIST DIRECTION & SHEATHING PER PLAN WHERE JOISTS ARE PERPENDICULAR, PROVIDE ITS HANGER @ BEAM WHERE JOISTS ARE PARALLEL, PROVIDE 2x6 BLKG. @ 48"oc 2x6 BLKG. W/ 16d @ 6" oc INTO WEB BLKG. n �018 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: DMR DRAWN: NHD CHECKED: BDM APPROVED: DJS REVISIONS: DPD: RESUB Dec 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Puget Sound Residence 15722 72nd Ave W Edmonds, WA 98026 ARCHITECT: Studio Zerbey 6522 9th ave NW Seattle, WA 98117 PH 2O6.930.5147 IS PERMIT SHEET TITLE: Steel Details SCALE: 3/4" _ �'-o" U.N.O. DATE: November 12, 2021 PROJECT NO: 12687-2021-02 SHEET NO: S5,02 9 10 11 12