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APPROVED REV 1 Structural PlansGENERAL STRUCTURAL NOTES (GSN) (FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS) BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 15 PSF. FLOOR LIVE LOAD = 40 PSF FLOOR DEAD LOAD = 10 PSF. WIND LOAD = 110 MPH, EXPOSURE B. LATERAL SYSTEM: LIGHT WEIGHT SHEAR WALLS, R=6.5 EARTHQUAKE ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE SEISMIC DESIGN CATEGORY D. Sds =1.0 WOOD GENERAL: DOUBLE UP FLOOR JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" SOLID BLOCKING AT SUPPORTS OF ALL JOISTS, DOUBLE UP STUDS AT JAMBS AND UNDER BEAMS. EVERY OTHER STUD OF WOOD FRAME BEARING WALL SHALL HAVE A SIMPSON H3 ANCHOR TOP AND BOTTOM, EXCEPT AT THOSE WALLS WHERE PLYWOOD SHEATHING IS DIRECTLY ATTACHED TO THE TOP AND BOTTOM PLATES WITH EDGE NAILING. PROVIDE 2x SOLID BLOCKING AT MID -HEIGHT OF BEARING STUD WALLS, ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 2304,9.1 OF THE INTERNATIONAL BUILDING CODE. ALL FIELD CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESSURE TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EQUIVALENT I.C.C. APPROVAL. ALL WOOD CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT WOOD SHALL BE HOT -DIPPED GALVANIZED, STAINLESS STEEL OR APPROVED EQUAL, TYPICAL UNLESS NOTED OTHERWISE. TYPICAL CONNECTIONS SHALL USE THE FOLLOWING SIMPSON STRONG -TIE CONNECTORS, UNLESS NOTED OTHERWISE: NIhTATIT(NT6151 ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION CDX-RATED SHEATHING OR OSB, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS STAGGER JOINTS. ALL NAILING SHALL BE WITH COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD -TO -WOOD ATTACHMENTS, USE WOOD SCREWS MEETING THE REQUIREMENTS OF A.N.S.I./A.S.M.E. B18.6.1 OF GRADE ASTM A584, GRADE 1013 TO 1022 STEEL (FY=193,600 PSI). HORIZONTAL DIAPHRAGM AND SHEARWALL CAPACITIES SHALL BE PER THE LATEST EDITION OF I.C.C. REPORT ESR-1539. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SHALL HAVE THE FOLLOWING SPAN/INDEX RATIO, AND SHALL BE ATTACHED AS FOLLOWS, UNLESS NOTED OTHERWISE: SPAN/INDEX EDGE INTERMEDIATE USE THICKNESS RATIO ATTACHMENT ATTACHMENT FLOOR 3/4" T & G 40/20 8d AT 6" O.C. 8d AT 12" O.C. EXTETR. WALL 7/16" 24/0 8d AT 6" O.C. 8d AT 12" D.C. SCREWS CAN BE USED INSTEAD OF NAILS FOR FLOOR SHEATHING. SCREWS AT FLOOR SHEATHING SHALL BE #8 x 2 1/2" LONG FOR SHEATHING LESS THAN 1" NOMINAL THICKNESS, AND SHALL HAVE CURRENT I.C.C. APPROVAL AS A REPLACEMENT FOR 10d NAILS IN WOOD PANEL DIAPHRAGMS. SCREWS PER I.C.C. ER-5280 OR APPROVED EQUAL. ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORT MEMBERS WITH AN A.P.A. AFG-01 OR ASTM D3498 QUALIFIED GLUE IN ACCORDANCE WITH A.P.A. FORM E30. AT CONTRACTOR'S OPTION, 10d NAILS MAY BE USED IN LIEU OF SCREWS AT FLOOR SHEATHING WITH PRIOR APPROVAL OF OWNER OR ARCHITECT. NAII INCi- ALL NAILS SHALL CONFORM TO ASTM F1667. ALL NAILING SHALL BE WITH COMMON WIRE NAILS OR APPROVED EQUAL. ALL NAILING SHALL BE WITH POWER -DRIVEN FASTENERS MEETING THE REQUIREMENTS OF I.C.C. ESR-1539 OR APPROVED EQUAL. ALL NAILS AND FASTENERS IN PRESSURE -TREATED OR FIRE RETARDANT WOOD SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, COPPER, OR APPROVED EQUAL, TYPICAL UNLESS NOTED OTHERWISE TO MEET THE REQUIREMENTS OF I.B.C. SECTION 2304.9.5. NAILS SPECIFIED BY PENNYWEIGHT SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: PENNY -WEIGHT SHANK DIAMETER NAIL BENDING YIELD STRENGTH, Fby 8d 0.131" 100,000 PSI 10d 0.148" 90,000 PSI 16d 0.162" 90,000 PSI DOUGLAS FIR SHEAR WALL SCHEDULE MARK SW1 0 SW2 0 SHEAR CAPACITY (WIND) 355 533 SHEAR CAPACITY (SEISMIC) 26D 380 STUDS®PANEL JOINTS 2X 3X DBL STUD ALT TO 3X STUDS FACE NAIL STUDS (2) 2X (2) 16d@6"O.C. SHEATHING APA RATED PANEL 15/32" OSB 1 SIDE 15/32" OSB 1 SIDE PANEL EDGE NAILING PANEL FIELD NAILING Bd@6"O.C. 8d@12"O.C. 804"O.C. Bd®12"O.C. TRUSS/RAFTER TO TOP PLATE H-1 EACH H-1 EACH RIM JOIST TO MUDSILL PLATE" 16d TOENAIL@12" LTP4 @ 4B" O.C. 16d TOENAIL012" LTP4 © 24" O.C. MUDSILL PLATE 2X 3X MUDSILL PLATE TO FOUNDATION 5/8" 0 048" O.C. 5/8" 0 032" O.C. MUDSILL PLT TO FDN ANCH. BLT IF 2X PLATES USED 5/8" 0 @16" O.C. NOTES: NAILS COMMON UNLESS NOTED OTHERWISE INSTALL PANELS HORIZ OR VERTICLE. PLACE PANELS JOINTS ON DIFF. STUDS WHERE SHEATHING IS ON BOTH SIDES OF WALL PANEL NAILING USE COMMON OR BOX NAILS. STAGGER NAILS AT PANEL JOINTS BLOCK ALL PANEL EDGES FRAMING ANCHORS SIMPSON OR APPRVD ALTERNATE. ALTERNATE SHALL HAVE ICBO APPRVD OR EQUAL OR GREATER LOAD CAPACITY. MUDSILL ANCHOR BOLTS= 10" MIN LENGTH, 7" MIN EMBEDMENT, WITHIN 12" OF EACH END OF MUDSILL, 2 MIN. EACH PIECE, 3X3X1/4" STEEL PLATE WASHERS. **LTP4 PLATES NOT REQ'D IF SHEATHING CONTINUOUS ACROSS PLATE LOCATION AND NAILED ON EACH SIDE WITH EDGE NAILING SHEARWALL AND HOLD DOWN LAYOUT SCALE: NTS Revised plan set for new shear wall layout on east end of building. See clouded area. REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Eri,c� Carter 0 BLD2018-1643 BUILDING OFFICIAL Sep 09 2022 APPROVED DATE REVISION Sep 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT sw�� A? n0 lkz PLLC LTING EN�Z� 1412 Beach Dr NE #A Tacoma, Washington 253-533-0835 es@structuralworks.net 155Ue/ReV151on5 No. Date Comments A. PERMIT SET 1 0/3 1 /201 8 B. REV 1 2/25/20 18 rev2: 9/7/2022 .p�60294 ONAL YW� 09/07/2022 lli K5 O 75 u1 SHEARWALL AND HOLDOWN LOYOUT Project No. 201 8 I G5 Date 1 0/3 1 /201 8 Scale AS NOTED Drawn By ES Checked By ES Sheet 51.0 A l r\ A/ All r-% rl r r l n l A A r T A I t 1 l I T T r PI T /1 ROOF FRAMING PLAN SCALE: %" = 1'-0" REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Eriz-- Ct�, BUILDING OFFICIAL Sep 09 2022 APPROVED DATE OVERFRAMING )ER TRUSS. G TRUSS CE = 1354 LBS REVISION Sep 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT v <S W CIO �h 11� PLLC 6l p'ING Et;�`1�� 1412 Beach Dr NE #A Tacoma, Washington 253-533-0835 es@structuralworks.net I55ue/ReVI51on5 No. Date Comments A. PERMIT 5ET 1 0/3 1 /20 16 B. REV 1 2/25/201 8 09/07/2022 N 0 co (7) 75 0 E HI ROOF FRAMING PLAN Project No. 20181 G5 Date 1 0/3 1 /20 1 8 5cale A5 NOTED Drawn By E5 Checked By E5 Sheet 52.0 FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1 8" MINIMUM BELOW FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE = 1,500 PSF; LATERAL EARTH PRESSURE = GO PCF (RESTRAINED), 40 PCF (UNRESTRAINED); COEFFICENT OF FRICTION = 0.3. ALLOWABLE SOIL BEARING PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION RE -DESIGN. Ml=a0=r= CONCRETE SHALL BE MIXED AND PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1 9OG AND ACI 30 1, INCLUDING TESTING PROCEDURES. MINIMUM 28 DAYS COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE REQUIREMENT OF IBC TABLE 1904.2.2. STRUCTURAL DESIGN IS BASED ON Pc OF 2,500 PSI. PER IBC 1 705.3, NO SPECIAL INSPECTION REQUIRED. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.C.I. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC. MAXIMUM SLUMP 5" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT. FLY ASH, IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE LIMITED TO 1 8% OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE. REINFORCING: ASTM AG 15 (Fy = GO KSI) DEFORMED BARS FOR ALL BARS #4 AND LARGER. ASTM AG 15 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #3 AND SMALLER. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST A.C.I. CODE AND DETAILING MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS: CAST AGAINST AND PERMANENTLY EXP05ED TO EARTH 3" EXP05ED TO EARTH OR WEATHER #G OR LARGER 2" #5 AND 5MALLER 1 112" ALL OTHER PER A.C.I. 318-14. LAP SPLICES IN CONCRETE: LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES PER LATEST EDITION OF A.C.I. 3 18. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/CORROSION. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACINGS GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. 1 S4 TYP FOR TURNED DOWN OOTING OPTION 5EE DETAIL 5/55.0 N d° B a d dd d ° °d ° ° ° - a n — — °dn 4 d 6 ° a° ° ° ° ° d d °n d ° °° b °° • °° °8 ° °° °° ° ®° ° °d °° °®° d ° d d , 4 ° ° ° ° ° ° 4 a ° ° ° ° d ° ^ ° °— ° a d ° d ° a °n ° e d d, m NEW 4" SLAB ON GRADE ° ,° ° a a < ° ° < ° d ° ° ° ° ° ° ° d d ° ° p° ^ ° d ° e ° — — ° ° ° 9 °4 ° d ° ° ° ° °d ° ° ° a d ° ° ° d d ° 4'°° ° °O d ° < d ° ° , n ° ° a ° ° e a , ° ° ° d °d d °d° ° d d ° ° a , dO °° ° ° ° d ° d d ° < ° ° ° ed ° b ° °d L 44 FOUNDATION NOTES: 2 ad77— ° p ° ° ° ° ° d ° d ° ° ° ° ° °°° ° ° ° d d ° #4 X 15" DOWEL5. EMBED INTO (E) °° d °d ° d° d ° ° d W° d � CONCRETE FOOTING AND STEMALL ° ° ° WITH SIMPSON SET-XP EPDXY WITH 6" d d ° ° EMBEDMENT. MIN. (2) DOWELS IN FTG d 4 d ° °° g, d & (2) DOWEL5 IN 5TEM WALL (TYP) ° d e d d ° ° ° ° d °d ° a a e d e de ° ° ^ d ° ° g ° ° ° ° ° d #4 X 15" DOWEL5. EMBED INTO (E) CONCRETE d d SLAB WITH SIMPSON 5ET-XP EPDXY WITH 6" _ d a ° ° d v . EMBEDMENT AT 15" O.G. (TYP) d� ° ° a d 'NEW4"SLAB,09GRADE° e d ° ° °d ° ° a ° d d ° d ° d ° ° d b . ° ° ° s d ° , ° ° ° Q d 8 d a ° ° d d d ° ° ° ° °° ° ° °, ° d ° ° d °° °°°° $°° �° °° ° d n d i #4 X 15" DOWELS. EMBED INTO (E) \ CONCRETE FOOTING AND STEMWALL 1 WITH 5IMP50N 5ET-XP EPDXY WITH 6" S4 EMBEDMENT. MIN. (2) DOWEL5 IN FTG & (2) DOWELS IN STEM WALL (TYP) \FOR TURNED DOWN 1 FOOTING OPTION 5EE DETAIL 5/55.0 DO NOT SCALE DRAWINGS, REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMMUM 1 8" BELOW GRADE 3. 4" CONCRETE SLAB OVER GMIL VAPOR BARRIER ON G" PF GRAVEL OR CRUSHED ROCK OVER FIRM UNDISTURBED SOIL OR ENGINEERED COMPACTED BACK -FILL. REINFORCE WITH G x G W1.4 x W1.4 WWF 4. ALL WOOD IN CONTACT WITH CONCRETE SHOULD BE PRESSURE TREATED WOOD. SEE PAGE S 1.0 FOR HOLDOWN LOCATIONS FOUNDATION PLAN SCALE: /16" = 1'-0" #4 X 15" DOWEL5. EMBED INTO (E) CONCRETE FOOTING AND 5TEMWALL WITH SIMP50N SET-XP EPDXY WITH 6" EMBEDMENT. MIN. (2) DOWEL5 IN FTC? & (2) DOWEL5 IN STEM WALL (TYP) #4 X 16" DOWEL5. EMBED INTO (I-) CONCRETE SLAB WITH 5IMP50N 5ET-XP EPDXY WITH 6" EMBEDMENT AT 15" O.G. (TYP) REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Erie C4wfer BUILDING OFFICIAL Sep 09 2022 APPROVED DATE 1 S4 TYP FOR TURNED DOW FOOTING OPTION 3f DETAIL 5/55.0 REVISION Sep 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT S W �0 4ti :2.4' PLLC trLTING E-tACSN 1412 Beach Dr NE #A Tacoma, Washington 253-533-0835 es@structuralworks.net I55ue/Ke'VI510n5 No. Date Comments A. PERMIT SET 1 0/3 112016 B. REV 1 2/25/20 1 8 ZN $o ,p 60M94— c�,4 E'GISTV �w �SS�ONAL��� 09/07/2022 Q� U N K3 � > <g N O C L/Q� �sQ � ca o pcm� CL- LL N Lu FOUNDATION PLAN Project No. Date Scale Drawn By Checked By 20181G5 10/31/2018 A5 NOTED E5 E5 Sheet 53.0 WOOD STUD WALL FOOTING SCALE: N.T.S. NOTES: 1. WOOD STUD WALL 2. 5/8" DIAMETER ANCHOR BOLTS PER SHEARWALL SCHEDULE, 48" O.C. MAXIMUM 3. TREATED BASE PLATE PER SHEARWALL SCHEDULE 4. CONCRETE SLAB ON GRADE 5. #4 HOOKED DOWELS AT 18" O.C., ALTERNATE BENDS 6. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE 7. EDGE NAILING 8. FINISH GRADE OR CONCRETE SLAB AS OCCURS 9. 6" CONCRETE STEM WALL (MINIMUM) 10. (2) #4 BARS CONTINUOUS 11. (1) #4 BAR CONTINUOUS (AT TOP) - PROVIDE #4 BARS AT 10" O.C., (HORIZONTAL), FOR WALLS TALLER THAN 12" A 1 nTrC`. 1. WOOD TRUSS PER PLAN 2. PLYWOOD SHEATHING 3. EDGE NAILING 4. 2x BLOCKING WITH (3) 16d NAILS PER BLOCK 5. WOOD FASCIA WITH (2) 10d NAILS PER TRUSS MANUFACTURER (5) 6. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE 7. SIMPSON H1 AT EACH TRUSS - USE SIMPSON H2.5 EACH SIDE OF GIRDER TRUSS WOOD TRUSS AT WOOD STUD WALL SCALE: N.T.S. 6'-0" MINIMUM LAP A InTrC`. 1. TOP PLATE SPLICE OVER STUD (1) ONLY. 2. DOUBLE TOP PLATE. 3. WOOD STUDS. (2) (3) TYPICAL SPLICE OF TOP PLATES all 6" 6" 1. EXISTING CONCRETE FOOTING OR SLAB AS OCCURS 2. NEW CONCRETE FOOTING PER PLAN 3. 12" LONG #4 DOWELS AT 12" O.C. - PLACE DOWELS IN SIMPSON S.E.T. EPDXY, EMBED 6", MINIMUM NEW CONCRETE AT EXISTING CONCRETE SCALE: N.T.S. (i 1 I -A NOTES: 1. PLYWOOD SHEATHING 2. 2x BLOCKING 3. ARCHITECTURAL FASCIA 4. 2x4 OUTRIGGERS AT 24" O.C. 5. 2x STRUCTURAL FASCIA 6. (2) 10d EACH OUTRIGGER 7. EDGE NAILING 8. 2x4 BRACE AT 48" O.C. 9. 2x DOUBLE TOP PLATE 10. WOOD STUD WALL 11. PRE-MFR'D WOOD TRUSS 12. (3) 10d EACH END GABLE END TRUSS AT WOOD STUD WALL SCALE: N.T.S. ROUGH OPENING WIDTH WOOD HEADER (DROPPED) NOTES: (1) 1. WOOD STUD WALL 2. WOOD HEADER PER PLAN (2) 3. (2) 16d TOENAILS - EACH SIDE, (3) EACH END 4. (3) 16d NAILS AS SHOWN (4) (5) 5. RUN VERTICAL STUDS UP PAST HEADER AS SHOWN 0 i 6. (2) 16d NAILS AT 12" O.C. (6) 8. DOUBLE STUDS UNDER HEADER BEARINGS FOR OPENING WIDTHS GREATER THAN 5'-0" (Il NOTES: 1. CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL REINFORCING LAP PER GSN (24" MINIMUM) 2. CONCRETE STEM WALL OR FOOTING 3. ALTERNATE BENDS 4. REINFORCING PER PLANS AND/OR DETAILS PLAN -CORNER REINFORCING IN CONCRETE FOOTING STEM/WALL SCALE: N.T.S. NOTES: 1. 2x OR VALLEY SET OVER FRAMING AT 24" O.C. 2. WOOD TRUSS PER PLAN BELOW 3. LINE OF PLYWOOD SHEATHING JOINTS 3 4. 2x8 LAYED FLAT OVER PLYWOOD SHEATHING WITH (3) 16d NAILS TYPICAL AT EACH TRUSS 5. SIMPSON A34 OR (2) 16d TOENAILS I . I NOTES: 5 A. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. B. FOR CLARITY, SHEATHING OVER VALLEY FRAMING NOT SHOWN. C. AT 2x OVER FRAMING USE THE FOLLOWING: 0'-4' 2x4 MIN. 4'-8' 2x6 MIN. 8'- 102x8 MIN. 10'-12' 2x10 MIN. PLAN -TYPICAL VALLEY FRAMING AT PREFAB WOOD TRUSSES SCALE: N.T.S. 3'-0" ItL`rmr.71 1. ANCHOR BOLT PER SHEAR WALL SCHEDULE 1) 2. SLOTTED PLATE WASHER 2) 3. STANDARD CUT WASHER 3) REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Eri e C'-v� BUILDING OFFICIAL Sep 09 2022 APPROVED DATE SILL PLATE ANCHOR BOLT SLOTTED PLATE WASHER "' % SCALE: N.T.S. REVISION Sep 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1412 Beach Dr NE #A Tacoma, Washington 253-533-0835 es@structuralworks.net I55ue/ReVI51on5 No. Date Comments A. PERMIT 5ET 1 0/3 112018 B. REV 1 2/25/201 8 02/25/2019 75 Q U N CLI > CO �sQ � c6 Q)O73 o p c� � CL_ IL N LLj CONNECTION DETAILS Project No. 20151 65 Date 10/3 1 /2018 5cale A5 NOTED Drawn By E5 Checked By E5 SCALE: N.T.S. SCALE: N.T.S. Sheet 54.0 FOR POST INSTALLED CONDITIONS USE SIMPSON SET-XP EPDXY AND THREADED ROD. MIN 12" EMBEDMENT IN CONCRETE IS 2 (1) REQUIRED. N InTrC`_ 1. EDGE OF SHEAR PANEL 2. CONTINUOUS DOUBLE STUDS AT (5) SHEARWALL EDGES - NAIL STUDS TOGETHER WITH 10d NAILS AT (6) 12" O.C. 3. EDGE NAILING - ALSO NAIL TO (4) TOP PLATES SAME AS EDGE OF o 0 SHEARWALL NAILING a (7) o 4. HOLDOWN REQUIRED BOTH EDGES OF SHEARWALL 0 5. SHEATHING AND ATTACHMENT PER MIDI. SHEARWALL SCHEDULE 6. SELF TAPPING LAG SCREWS D II o DIIII�� p 7. TREATED BASE PLATE PER SHEARWALL SCHEDULE 8. ANCHOR BOLTS PER SHEARWALL SCHEDULE 8) p o p D 9. SIMPSON SSTB ANCHOR BOLT 9) HOLDOWN FASTENERS ANCHOR DIA. HDU2 (6) SDS 1 /4x2 1 /2 5/8" DIA. HDU4 (10) SIDS 1 /42 1 /2 5/8" DIA. USE SIMPSON SSTB24 ANCHOR BOLT SHEARWALL DETAIL WITH SIMPSON HDU-HDO HOLDOWN SCALE: N.T.S. Epoxy anchors are to be drilled, brushed, blown, and inspected prior to the installation of the the epoxy. Please request the retrofit anchor inspection when ready. LOCATION OF HDR'S WHERE REQ'D. @ UNDERSIDE OF TOP R - SEE NOTE (4) FOR HDR SIZE UNLESS NOTED OTHERWISE ON FLOOR PLAN. SIMPSON MST 48 @ JOINT IN WALL Il'_ . INSTALL STRAP TY 16d OVER WALL SHEATHING TYP. NOTE: LOCATE HDR @ TOP OF WALL OR @ TOP OF OPENING @ CONTRACTOR'S OPTION UNLESS INDICATED OTHERWISE BY ARCHITECT OR ENGINEER. (2) 16d INTO EACH STUD @ TOP & BOTTOM. P (4) 16d INTO SOLID WOOD COL. NO HORIZ PW JOINTS FOR LENGTH OF STRAP 2X6 BLKG. FULL LENGTH BEHIND STRAP. 1 (14 (12 V _ (13) (5) 0 (14) (13 SHEARWALL DETAIL WITH SIMPSON HDU HOLDOWN AT FLOOR SUPPORTED BY FOUNDATION RETRO-FIT SCALE: N.T.S. NOTE: PROVIDE FULL BEARING UNDER GIRDER TRUSSES. MIN. (3) 2X6 STUDS BUILT UP COLUMN SIMPSON MST 48 @ CHANGE IN WALL P kEIGHT. INSTALL (2) 16d (2) 16d TOENAILS TOENAILS EQ. (3) 16d @ CTR FULL TYP. EQ. (3) STUD B.U. COL. TYP U.N.O. W/(1) TYP. HEIGHT 7STUD FULL HGT. STUD TO WALL PL. SEE PLAN SIZE OF STUDS REQ'D -LAM W/16d @ 8" O.C. TYP. ADDITIONAL (1) HORIZ FULL WIDTH STUDS TO MATCH WALL STUDS '@ TOP & BOTT. OF OPNGS. HDR CONN. TO FACE OF COL. BUILT UP COL. OR SOLID WOOD COL. SEE PLAN 2X STUDS SEE PLAN FOR -LOCATE STUDS & TRUSS BRG. SIZE @ JOIST (TYP.) STUD @ HDR SIMPSON A35 BRG. WHERE @ EA. B.U. COL. WHERE OPENING WIDTH EXCEEDS 8'-0" MORE THAN (3) B.U. STUDS REQ'D (2) STUDS MIN @ HDA (2) 16d TOENAILS TTP. I OMIT BOTT. FL @ DOORS TYP. SX TREATED P TO MATCH WALL STUD WIDTH. J FOR SHEARWALL SCHEDULE, A.B. SIZE & SPACING (7" MIN. EMBED) 1 I SIMPSON HD WHERE REQ'D. SEE PLANS FOR SIZE. 3.0 TYPICAL EXTERIOR + INTERIOR BEARING WALL FRAMING ELEVATION SCALE: N.T.S. CHORD TIE AT GIRDER TRUSS SCALE: N.T.S. NInTr-C`. EDGE OF SHEARWALL 2. DOUBLE STUDS AT SHEARWALL EDGES - ATTACH STUDS TO ADJACENT STUD WITH 10d NAILS AT 12" O.C. 3. EDGE NAILING - NAIL TO TOP PLATE SAME AS EDGE OF SHEARWALL NAILING 4. HDU TYPE HOLDOWN REQUIRED BOTH EDGES OF SHEARWALL 0) 5. SHEATHING AND ATTACHMENT PER 2) SHEARWALL SCHEDULE 1) 6. EDGE NAILING AT SILL PLATE 7. ANCHOR BOLTS PER SHEARWALL SCHEDULE N InTrC`. 8. BASE PLATE NAILING PER SHEARWALL SCHEDULE 9. PLYWOOD SHEATHING 10. RIM JOIST 11. TREATED BASE PLATE PER SHEARWALL SCHEDULE 12. SOLID BLOCKING FOR FULL BEARING 13. 5/8" DIAMETER ANCHOR BOLT SET IN SIMPSON S.E.T. EPDXY, EMBED 12" MINIMUM 14. SIMPSON COUPLER AND ROD EXTENSION AS REQUIRED 1. GIRDER TRUSS 2. TRUSSES PER PLAN 3. SIMPSON MST60 STRAP OVER TRUSS TOP CHORD AND BLOCKING 4. WOOD STUD WALL BELOW 5. 2x BLOCKING PER TYPICAL DETAIL 1' 0" M CONCRETE SLAB FOUNDATION SCALE: N.T.S. A I r1Trr, 1. PLYWOOD SHEATHING 2. EDGE NAILING 3. FINISH GRADE 4. WOOD STUD WALL 5. 5/8" DIAMETER ANCHOR BOLTS @ 48" O.C. MAXIMUM UNO. EMBED 7" MINIMUM. SEE SHEARWALL SCHEDULE 6. 2x TREATED BASE PLATE 7. CONCRETE SLAB 8• 2 - #4 BARS CONT. TOP AND BOTTOM 0 REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Eri,� Carter BUILDING OFFICIAL Sep 09 2022 APPROVED DATE REVISION Sep 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT �o SW �0 4ti 2kcSti PLLC UlTING E13G1�� 1412 Beach Dr NE #A Tacoma, Washington 253-533-0835 es@structuralworks.net I55ue/ReV151on5 No. Date Comments A. PERMIT 5ET 10/3 112018 B. REV 1 2/25/2018 ZN �EG1ST>;gE� �w �s`SI�NAL �� 09/07/2022 0 7) K) Q U K) >ry Q)O > CC) Q (37) � s Q - <9 �O7) 0 o cry � CL_ IL N u._► CONNECTION DETAILS Project No. 20181 G5 Date 1 0/3 1120 1 8 Scale A5 NOTED Drawn By E5 Checked By E5 Sheet 55.0