REVIEWED BLD RESUB1 BLD2024-0733+STRUCTURAL_Plan+7.16.2024_8.55.29_AM+43798301. ALL MATERIALS WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND
THE 2021 INTERNATIONAL BUILDING CODE (IBC) INCLUDING WASHINGTON STATE MODIFICATIONS.
2. DESIGN LOADING CRITERIA
SNOW LOAD
FLOOR LIVE LOAD (RESIDENTIAL)
WIND (MAIN WIND FORCE RESISTING SYSTEM)
EARTHQUAKE (EQUIVALENT LATERAL FORCE PROCEDURE)
ADDITION ONLY
RAIN INTENSITY
GROUND SNOW LOAD, Pg = 25 PSF
ROOF SNOW LOAD, Pt = 25 PSF
IMPORTANCE FACTOR, 15= 1.0
EXPOSURE FACTOR, Ce= 0.9
THERMAL FACTOR, Ct= 1.1
SLOPED ROOF FACTOR, Cs = 1.0
40 PSF
BASIC WIND SPEED = 97MPH
ALLOWABLE STRESS DESIGN WIND SPEED =
75 MPS
IMPORTANCE FACTOR, IW= 1.0
RISK CATEGORY = II
TOPOGRAPHIC FACTOR, KZc = 1.0
EXPOSURE CATEGORY = C
INTERNAL PRESSURE COEFFICIENT, (GCp;)=
0.18/-0.18
SS= 1.29
Sds = 1.03
S,= 0.45
IMPORTANCE FACTOR, le= 1.0
SITE CLASS D -DEFAULT
SEISMIC DESIGN CATEGORY= D
RISK CATEGORY = II
R = 6.5 FOR LIGHT FRAMED STRUCTURAL
PANEL SHEAR WALLS
OVER STRENGTH FACTOR, S�° = 2.5 (FLEXIBLE
DIAPHRAGMS)
DEFLECTION AMPLIFICATION FACTOR, Cd = 4.0
REDUNDANCY FACTOR = 1.0
SEISMIC RESPONSE COEFFICIENT, CS = 0.16
SEISMIC BASE SHEAR = 0.75 KIPS (ASD)
1.0 INCHES/HOUR
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND
CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY
ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. ALL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS
ARE INTENDED FOR REFERENCE ONLY. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS.
4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY
WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE STRUCTURAL DRAWINGS ARE INTENDED AS
GUIDELINES ONLY AND MUST BE VERIFIED.
5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL
FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS.
6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES, OR
PROCEDURES REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY
AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR
ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO
INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS,
OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR
APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY
THIS REQUIREMENT.
8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY
INDICATED, BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED,
SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER.
9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED
BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND ERECTION IN ACCORDANCE WITH
INSTRUCTIONS PREPARED BY THE SUPPLIER.
10. MECHANICAL /ELECTRICAL /PLUMBING: CONTRACTOR SHALL SUBMIT DRAWINGS SHOWING THE LOCATION, LOADS, AND
ANCHORAGE OF ALL MECHANICAL, ELECTRICAL, PLUMBING, AND SPRINKLER ATTACHMENTS IN EXCESS OF 50 POUNDS TO
STRUCTURAL ENGINEER FOR REVIEW PRIOR TO INSTALLATION. ALL DETAILS NECESSARY FOR ATTACHING THESE SYSTEMS
TO THE BASE BUILDING STRUCTURE, INCLUDING THE DESIGN AND DETAILING OF THE DESIGNATED SEISMIC LOAD RESISTING
SYSTEM AS REQUIRED BY SECTION 1705.14.3 OF THE INTERNATIONAL BUILDING CODE, ARE THE RESPONSIBILITY OF THE
SUPPLIER OF THAT EQUIPMENT AND MUST BE STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF
WASHINGTON.
11. STATEMENT SPECIAL INSPECTIONS:
THE FOLLOWING CONSTRUCTION TYPES ARE TO BE REVIEWED BY A SPECIAL INSPECTOR DESIGNATED BY THE OWNER OR
ARCHITECT. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE TO THE
SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION
REQUIRING SPECIAL INSPECTION. SPECIAL INSPECTION SHALL CONFORM TO SECTION 1704 OF THE 2021 INTERNATIONAL
BUILDING CODE. THE SPECIAL INSPECTION AGENCY SHALL BE RESPONSIBLE FOR KEEPING RECORDS OF SPECIAL
INSPECTIONS AND TESTS. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED
WITH COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS.
POST INSTALLED ANCHORS: PERIODIC SPECIAL INSPECTION IN ACCORDANCE WITH THE PRODUCTS APPROVED ICC-ES
REPORT.
GEOTECHNICAL
12. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND, THEREFORE, MUST
BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL
ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE, UNLESS
OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE.
BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. \
ALLOWABLE SOIL PRESSURE 2,000 PSF
LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 60 PCF/35 PCF
LATERAL EARTH PRESSURE (SEISMIC) 8H (ULTIMATE LOAD)
PASSIVE EARTH PRESSURE (INCLUDES FACTOR OF SAFETY = 1.5) 150 PCF
COEFFICIENT OF FRICTION (INCLUDES FACTOR OF SAFETY = 1.5) 0.25
CONCRETE
13. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH ACI 318-19 AND ACI 301-20.
CONCRETE SHALL ATTAIN A 28-DAY STRENGTH (f'c) OF 3500 PSI BASED ON EXPOSURE CLASS F1, S0, W1, C1 AND SHALL
CONTAIN NO LESS THAN 5-1/2 SACKS OF CEMENT, HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.55, MAXIMUM AGGREGATE
OF 3/4-INCH, AND A SLUMP OF 5 INCHES OR LESS. CONCRETE HAS BEEN DESIGNED BASED ON A CONCRETE STRENGTH (f'c) OF
2500 PSI PER INTERNATIONAL BUILDING CODE SECTION 1705.3 EXCEPTION 2.3 TO AVOID SPECIAL INSPECTIONS AND MATERIAL
TESTING.
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT
CONFORMING TO ASTM C260, C494M, AND C618. UNLESS OTHERWISE NOTED THE TOTAL AIR CONTENT SHALL BE 5%. AIR
CONTENT SHALL BE SAMPLED IN ACCORDANCE WITH ASTM C172 AND AIR CONTENT MEASURED IN ACCORDANCE WITH ASTM
C231 OR C173.
14. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENTS S1), GRADE 60, Fy = 60,000 PSI.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185
15. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI SP-66-04 AND ACI
318-19 CHAPTER 25. LAP ALL REINFORCEMENTS AS FOLLOWS:
BAR SIZE MINIMUM LAP LENGTH MINIMUM HOOK EMBEDMENT
#3 24-INCHES 6-INCHES
GENERAL RESIDENTIAL STRUCTURAL NOTES
(The following apply unless shown otherwise on the plans)
#4 32-INCHES 8-INCHES
#5 40-INCHES 11-INCHES
PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A
MINIMUM OF 8" AT SIDES AND ENDS.
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR
APPROVED BY THE STRUCTURAL ENGINEER. FIELD BENDING OF GRADE 60 REINFORCEMENT SHALL NOT BE ALLOWED.
16. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"
ALL OTHER CASES 1-1/2"
17. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND
WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS
MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES,
CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.
TOLERANCES FOR ALL STRUCTURAL CONCRETE AND REINFORCEMENT SHALL BE IN ACCORDANCE WITH ACI 117-10 AND ACI
117.1R-14.
RENOVATION
18. DEMOLITION: THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION.
SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED, AND IN A MANNER SUITABLE TO THE
WORK SEQUENCES. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW CUTTING, IF AND
WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO BE SAVED. DEMOLITION DEBRIS SHALL NOT BE ALLOWED
TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON
EXISTING FLOOR SYSTEMS TO 40 PSF.
a. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING
WHEREVER POSSIBLE. OVERCUTTING AT CORNERS SHALL NOT BE PERMITTED.
b. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY
OPENINGS.
c. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY CORE DRILLING, IF POSSIBLE.
d. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, THREADED BARS INTO THREADED EXPANSION
INSERTS IN EXISTING CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE
NOTED ON PLANS.
19. CONTRACTOR SHALL CHECK FOR DRY ROT AT ALL EXTERIOR WALLS, EXISTING TOILET ROOM FLOORS AND WALLS, AREAS
SHOWING WATER STAINS, AND ALL WOOD MEMBERS IN BASEMENT AND CRAWL SPACES. ALL ROT SHALL BE REMOVED AND
DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER.
20. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY
WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND
MUST BE VERIFIED. THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANCIES TO THE ATTENTION OF THE
ARCHITECT AND STRUCTURAL ENGINEER.
POST INSTALLED ANCHORS
21. POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE
CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLING POST -INSTALLED
ANCHORS IN PLACE OF MISSING OR MISPLACED CAST -IN -PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST -
INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REINFORCEMENT. HOLES SHALL BE DRILLED AND CLEANED IN
ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS AND THE ANCHOR'S ICC-ES REPORT. SUBSTITUTION
REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW SHALL BE SUBMITTED BY THE CONTRACTOR TO THE
ENGINEER -OF -RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED &SEALED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE STATE OF WASHINGTON. THE CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED PRODUCT
IS CAPABLE OF ACHIEVING EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE
APPROPRIATE DESIGN PROCEDURE AND/OR STANDARDS) AS REQUIRED BY THE INTERNATIONAL BUILDING CODE.
SUBSTITUTIONS SHALL HAVE CURRENT ICC-ES APPROVAL.
A. CONCRETE ANCHORS
1. MECHANICAL ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED
FOR USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES AC193. PRE -APPROVED MECHANICAL ANCHORS INCLUDE:
a. SIMPSON STRONG -TIE "STRONG -BOLT 2" (ICC-ES ESR-3037)
b. SIMPSON STRONG -TIE "TITEN-HD" (ICC-ES ESR-2713)
2. ADHESIVE ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED
FOR USE IN ACCORDANCE WITH ICC-ES AC308. PRE -APPROVED ADHESIVE ANCHORS INCLUDE:
a. SIMPSON STRONG -TIE "ET-3G" (ICC-ES ESR-5334)
b. SIMPSON STRONG -TIE "SET-3G" (ICC-ES ESR-4057)
c. SIMPSON STRONG -TIE "AT-3G" (ICC-ES ESR-4057)
1�••�
22. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD
GRADING RULES FOR WEST COAST LUMBER NO. 17, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS.
JOISTS: HEM -FIR NO. 2
(2X, 3X, AND 4X MEMBERS) MINIMUM BASE VALUE, Fb = 850 PSI
STUDS PLATES &MISCELLANEOUS LIGHT FRAMING DOUGLAS FIR LARCH OR HEM -FIR NO. 2,
MINIMUM BASIC DESIGN STRESS Fb = 850 PSI, Fc = 1,300 PSI
23. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE
WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION", ANSI / TP 1-2014
FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:
TOP CHORD LIVE LOAD REFER TO DESIGN LOADING CRITERIA
MINIMUM TOP CHORD DEAD LOAD 10 PSF
MINIMUM BOTTOM CHORD DEAD LOAD 5 PSF
MINIMUM WIND UPLIFT (TOP CHORD) 10 PSF
WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANG -NAIL OR EQUAL) AND SHALL BE CONFIGURED SUCH
THAT THE MAXIMUM OPENING BETWEEN MEMBERS DOES NOT EXCEED 42"X24". SUBMIT SHOP DRAWINGS AND DESIGN
CALCULATIONS MEETING THE REQUIREMENTS OF INTERNATIONAL BUILDING CODE SECTION 2303.4 TO THE ARCHITECT,
STRUCTURAL ENGINEER, AND BUILDING OFFICIAL FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL
BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PROVIDE FOR
SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC. SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF
SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.)
SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS -TO -
TRUSS AND TRUSS -TO -GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL
TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. THE TRUSS MANUFACTURER SHALL COORDINATE
LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS, DUCT WORK, AND OTHER MISCELLANEOUS
ITEMS WITH THE CONTRACTOR PRIOR TO FABRICATION. TRUSSES SHALL BE DESIGNED TO SUPPORT ALL LOADS
ASSOCIATED WITH SUCH ITEMS. THE TRUSS SHOP DRAWINGS SHALL INCLUDE ALL DESIGN LOADS AND APPROVED HANGER
CONNECTION DETAILS TO TRUSS CHORDS FOR SUPPORT OF HUNG MECHANICAL SYSTEM COMPONENTS. ANY VARIATION
FROM THE BEARING POINTS INDICATED ON THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL
ENGINEER FOR APPROVAL.
24. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH
DOC PS 1-19 OR PS 2-18 AND AMERICAN PLYWOOD ASSOCIATION PERFORMANCE STANDARD PRP-108. ORIENTED STRAND
BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. SEE PLANS
FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. EACH PANEL SHALL BE IDENTIFIED FOR GRADE
AND GLUE TYPE BY THE TRADEMARKS OF AN APPROVED TESTING AND GRADING AGENCY.
25. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED
PRESERVATIVE, PROVIDE 2 LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS,
BLOCKING, ETC. AND CONCRETE OR MASONRY.
PRESSURE TREATED LUMBER SHALL COMPLY WITH THE AMERICAN WOOD PROTECTION ASSOCIATION (AWPA) STANDARD U1,
COMMODITY SPECIFICATION A AS INDICATED BELOW OR HAVE EQUIVALENT ICC-ES APPROVAL.
PROPOSED USE
AWPA USE
CATEGORY
RESIDENTIAL DECKS
DECKING
3B
JOISTS ABOVE GROUND
3B
JOISTS IN CONTACT WITH
GROUND
4A
POSTS
RAILING
4A
3B
LEDGERS
3B
SAWN LUMBER
ABOVE GROUND
3B
GROUND CONTACT
4A
26
PLYWOOD
DAMP ABOVE GROUND
2
EXTERIOR ABOVE GROUND
3B
GROUND CONTACT
4A
POLES
ROUND
46
SAWN
3B
FENCING
PICKETS, SLATS, AND TRIM
3B
SAWN POSTS
4A
ROUND POSTS
4A
RAILS
3B
SILL PLATES
INTERIOR LEDGERS
IN CONTACT WITH CONCRETE
OR MASONRY
IN CONTACT WITH CONCRETE
OR MASONRY
2
_
2
ALL TREATED LUMBER SHALL BEAR THE QUALITY MARK OF AN ACCREDITED INSPECTION AGENCY. THE QUALITY MARK SHALL
INCLUDE:
A. IDENTIFICATION OF TREATING MANUFACTURER
B. TYPE OF PRESERVATIVE USED
C. MINIMUM PRESERVATIVE RETENTION (PCF)
D. END USE FOR WHICH THE PRODUCT IS TREATED
E. IDENTITY OF THE ACCREDITED INSPECTION AGENCY
F. STANDARD TO WHICH THE PRODUCT IS TREATED
TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS
SPECIFIED IN THEIR CATALOG NUMBER C-C-2024. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED,
PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF
FASTENERS AS SPECIFIED BY MANUFACTURER TO ACHIEVE THE MAXIMUM PUBLISHED ALLOWABLE LOAD. ALL CONNECTORS
SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE THE CONNECTOR STRAPS
CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. SHIMS, WHERE REQUIRED, SHALL BE
SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED.
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL
BOLTS AND LAG SCREWS BEARING ON WOOD. ALL LAG SCREWS SHALL BE INSTALLED IN PRE -DRILLED HOLES.
UNLESS NOTED OTHERWISE ALL SAWN LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST
HANGERS AND ALL PREFABRICATED PLYWOOD WEB JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "IUS" SERIES
JOIST HANGERS.
ALL CONNECTIONS/FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED OR FIRE -RETARDANT -TREATED WOOD, SHALL BE
OF HOT DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. HOT DIPPED GALVANIZED FASTENERS SHOULD
CONFORM TO ASTM STANDARD 153, AND HOT DIPPED GALVANIZED CONNECTORS SHOULD CONFORM TO ASTM STANDARD
A653 (CLASS G-185). STAINLESS STEEL FASTENERS AND CONNECTORS SHOULD BE TYPE 304 OR 316. NOTE: ELECTROPLATED
GALVANIZED FASTENERS AND CONNECTORS ARE NOT TO BE USED WITH PRESSURE TREATED WOOD. SIMPSON PRODUCT
FINISHES CORRESPONDING TO THE ABOVE REQUIREMENTS ARE ZMAX (HOT DIPPED GALVANIZED) AND SST300 (STAINLESS
STEEL). STAINLESS STEEL HARDWARE AND FASTENERS SHALL NOT BE COMBINED WITH UNTREATED OR GALVANIZED
MATERIAL.
27. WOOD FASTENERS
A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS:
SIZE LENGTH DIAMETER
6d 2" 0.113"
8d 2-1 /2" 0.131 "
10d 3" 0.148"
12d 3-1 /4" 0.148"
16d 3-1 /2" 0.162"
DESIGN IS BASED ON COMMON STEEL WIRE NAILS MEETING THE REQUIREMENTS OF ASTM F1667. USE OF ALTERNATE
FASTENERS MUST BE SUBMITTED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO THE START OF
CONSTRUCTION.
B. NAILS -PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF
SHEATHING WITH NO COUNTERSINKING PERMITTED.
28. WOOD FRAMING NOTES -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS:
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF
THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE
2304.10.2 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE AS SPECIFIED
ABOVE. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL
DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
INSTALLATION OF BOLTS AND LAG SCREWS SHALL CONFORM TO SECTIONS 12.1.3 AND 12.1.4 OF THE 2018 NATIONAL
DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. NATURALLY DURABLE OR PRESSURE TREATED WOOD SHALL BE
PROVIDED WHERE REQUIRED BY SECTION 2304.12 OF THE INTERNATIONAL BUILDING CODE.
B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X6 AT 16" O.C. TWO STUDS
MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2 x 8 HEADERS
SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED AND SHALL BEAR FULLY ON A MINIMUM OF TWO
STUDS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW.
PROVIDE SOLID BLOCKING BETWEEN STUDS AT MID -HEIGHT OF ALL STUD WALLS OVER 10' IN HEIGHT.
STUDS MAY BE NOTCHED, CUT, OR PENETRATED WITH ROUND BORED HOLES AS FOLLOWS:
STUD SIZE MAXIMUM NOTCH /CUT MAXIMUM BORED HOLE
2X4 7/8" 1-3/8"
2X6 1-3/8" 2-1 /8"
BORED HOLES SHALL NOT BE LOCATED WITH 5/8" FROM THE EDGE OF THE STUD OR AT THE SAME LOCATION AS A
NOTCH OR CUT.
WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH
TWO 16d NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE
TOP PLATE WITH 16d AT 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE EIGHT 16d NAILS AT 4" O.C. EACH SIDE
OF THE SPLICE.
ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT
12" O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT)
@ 4'-0" O.C. UNLESS INDICATED OTHERWISE. PROVIDE 3"x3" x1/4" HOT -DIPPED GALVANIZED PLATE WASHERS AT ALL
ANCHOR BOLTS. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16d NAILS @ 12"
O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING.
WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP
AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5d COOLER NAILS FOR 1/2" GWB AND 6d COOLER
NAILS FOR 5/8" GWB. PROVIDE 15/32" APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT
ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM PLATES WITH 8d NAILS @ 6" O.C. AND TO ALL
INTERMEDIATE STUDS AND BLOCKING WITH NAILS @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND 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.
NOTCHES AT THE END OF JOISTS AND RAFTERS SHALL NOT EXCEED 1/4 THE DEPTH OF THE MEMBER. NOTCHES IN
THE TOP OR BOTTOM SHALL NOT EXCEED 1/6 THE DEPTH OF THE MEMBER AND SHALL NOT BE LOCATED WITHIN THE
MIDDLE 1/3 OF THE SPAN. THE DIAMETER OF ROUND HOLES BORED IN JOISTS AND RAFTERS SHALL NOT EXCEED 1/3
OF THE DEPTH OF THE MEMBER AND SHALL NOT BE LOCATED WITHIN 2" FROM THE TOP OR BOTTOM EDGE.
TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH
SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH THE NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER
WITH TWO ROWS OF 16d @ 12" O.C. ATTACH RAFTERS AND ROOF TRUSSES AT BEARING LINES WITH H2.5A @ 24" O.C.
UNLESS OTHER METAL CONNECTIONS ARE INDICATED.
UNLESS OTHERWISE NOTED ON THE PLANS, APA RATED ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH
STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND ATTACHED WITH 10d NAILS @ 6" O.C. TO FRAMED PANEL EDGES
AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED
PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR
SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID
BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL
BLOCKING TO SUPPORTS WITH 16d NAILS @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF
DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND FASTEN SHEATHING TO
FRAMING/BLOCKING AS SPECIFIED.
Lathrop Douglass Architects
Established in 1993
3051 Paradise Bay Road
Port Ludlow, WA 98365
Tel: 206.283.9730
C �� CRRTER
QUINN
NURLIN
STRUCTURAL
ENGINEERING
2033 Sixth Ave #995
Seattle, WA 98121
► 206-264-7784
www.CON-SE.com
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
BLD2024-0733
DAY -CROSS
RESIDENCE
NUMBER BY DATE REVISION
RESUB
J u 116 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SHEET TITLE
GENERAL
STRUCTURAL NOTES
DATE
5.30.2024
DRAWN
R.H.
scA�E
AS NOTED
S1.0
LEGEND
X INDICATES DETAIL X ON SHEET SX.X
SX.
.� INDICATES SIMPSON HOEDOWN. REFER TO
.��J HOEDOWN SCHEDULE (81S3.0) FOR
THREADED ROD
CALLOUT &EMBEDMENT INTO CONCRETE
FOUNDATION PLAN NOTES
1. SLABS -ON -GRADE SHALL BE 4-INCHES THICK AND REINFORCED WITH 6X6
W1.4xW1.4 WWM CENTERED, UNLESS NOTED OTHERWISE. PREPARE SOILS AND
PROVIDE MINIMUM 10-MIL VISQUEEN VAPOR BARRIER UNDER ALL SLABS.
2. REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS AND ADDITIONAL TOP
OF SLABICURB ELEVATIONS.
Lathrop Douglass Architects
Established in 1993
3051 Paradise Bay Road
Port Ludlow, WA 98365
Tel: 206.283.9730
C �� CARTER
QUINN
NORLIN
STRUCTURAL
ENGINEERING
2033 Sixth Ave #995
Seattle, WA 98121
► 206-264-7784
www.CON-SE.com
A B C D E F I G �� H
I I I I I I I ' I
I I '�, '�, I I I I III I
1r=--i � i
i I II � - - - - - - - - - - - - - - - � r � - - � - - - i - � - , I
�� - - -- -- -- -- -- =---------------J �--------�--�------------ --
11== J- - �---
2-----------
---
'-0" TO MATCH
IZONTAL REINF.
XY EMBED MIN. 4"INTO
ONC.
r�` � I I i J J �� � �i
J i i __ ,a., � � 3
�J i i i ��
_�
DAY -CROSS
RESIDENCE
NUMBER BY DATE REVISION
RESUB
Jul 16 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
I I I I
A E F G H
SHEET TITLE
FOUNDATION PLAN
DATE
5.30.2024
FOUNDATION PLAN
DRAWN
R.H.
SCALE
AS NOTED
S2.0
���
A B C D E F
I I I I
I I � - - �� II I I
- - - - - - ��_ �E)-
I I---
�� ��
� G ��� H
I I
I I
I I I I I
A E F G H
--�
--�
TYP.
ND OPENI
- 3
--�
C
OVERFRAMIP
C
(E)RO
TYP.
C
C
LEGEND
I� � �
HANGER
FB
INDICATES FLUSH BEAM
�� ❑
WALLI COLUMN BELOW
UNO
UNLESS NOTED OTHERWISE
WALLI COLUMN ABOVE
SWx
INDICATES SHEAR WALL PER
SCHEDULE 121S6.0
/,
ABRUPT CHANGE IN SLABI
FRAMING ELEVATION
SX
INDICATES DETAIL X ON SHEET SX.X
SPAN AND EXTENTS
�v�
INDICATES SIMPSON STRAP
�`G'
HOEDOWN
TYPICAL WOOD FRAMING PLAN NOTES
1. FLOOR SHEATHING SHALL BE 23132" APA RATED T&G STRUCTURAL SHEATHING WITH PANEL
INDEX 48124. ATTACH TO FRAMING WITH 10d NAILS AT 6" oc AT FRAMED PANEL EDGES AND
WALLS AND 12" oc AT INTERMEDIATE FRAMING.
2. ROOF SHEATHING SHALL BE 19132"APA RATED STRUCTURAL SHEATHING WITH PANEL
INDEX 40120. ATTACH TO FRAMING WITH 8d NAILS AT 6" oc AT FRAMED PANEL EDGES AND
WALLS AND 12" oc AT INTERMEDIATE FRAMING.
3. SWx INDICATES SHEAR WALL PER 121S6.0.
4. ALL HEADERS SHALL BE (2) 2x8 UNO. REFER TO NOTE 5 FOR TYPICAL SUPPORT
REQUIREMENTS.
5. COLUMNS SHALL BE DOUBLE STUDS MINIMUM, U.N.O., WITH BEAM OR HEADER BEARING
FULLY ON COLUMN
Lathrop Douglass Architects
Established in 1993
3051 Paradise Bay Road
Port Ludlow, WA 98365
Tel: 206.283.9730
C �� CARTER
QUINN
NORLIN
STRUCTURAL
ENGINEERING
2033 Sixth Ave #995
Seattle, WA 98121
► 206-264-7784
www.CQN-SE.com
A B C D E F � G � H
I I I I I I
� 24"oc.
- 2
��
JUFACTURED
� @ 24"oc.
--�
--�
DAY -CROSS
RESIDENCE
NUMBER BY DATE REVISION
RESUB
Jul 16 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
I I I I
A E F G H SHEET TITLE
ROO F
FRAMING/SECOND
FLOOR FRAMING PLAN
DATE
5.30.2024
�COND FLOOR FRAMING PLAN
ROOF FRAMING PLAN
DRAWN
R.H. S 2
SCALE
AS NOTED
SHEAR WALL PER PLAN
CORNER BARS TO
MATCH EXTERIOR
HORIZ. REINF.
MATCH CROSS WALL
HORIZ. REINF.
ADDITIONAL
VERT. BARS
CROSS
-----
WALL
TYP. C(
BAR:
DOUBLE CURTAIN
PER ARCH
6
ANCHOR BOLTS PER �
SHEAR WALL SCHED. -
(E)SLAB ON GRADE
PER PLAN
- - - Q -, �
oo�� o°Ooo
-a �: a o
a- °
eQ°� -
(E)CONC. WALL & FTG. - -
dP. � ,- -
.d � � - Q ,
- o-. � % -
I,
I I
I I
I,
I,
I I
II
II
I,
I I
II
I,
I I
I I
I I
I,
I I
I I
I I
I,
I I
6"
I
#4@10"oc
EW BOT.
CORNER BARS TO
CORNER BARS TO /MATCH EXTERIOR �„
MATCH EXTERIOR HORIZ. REINF. � a PIPE SLEEVES
HORIZ. REINF. (ALT. HOOKS) � ¢ AS REQUIRED
z a �
� � �
� z� I
U � _
I
►RNER ADDITIONAL o �
24 VERT. BARS `"' �
��
CROSSI
WALL -- - ----�
I
2'-0"
MIN.
SINGLE CURTAIN
LIFT &ATTACHMENT
TO SLAB
BY OTHERS
SLAB ON GRADE
PER PLAN
SHEAR WALL n�o nl nnl
(E)SLAB ON GRADE
PER PLAN
SW PER P
c�
z
w
J
W
00
W
Typical Corner Bars at Concrete Walls s3.o
2 314"
HDU2 DETAIL
ALLOWED BELOW
THIS LINE
Lathrop Douglass Architects
Established in 1993
3051 Paradise Bay Road
Port Ludlow, WA 98365
Tel: 206.283.9730
C �� CARTER
QUINN
NORLIN
STRUCTURAL
ENGINEERING
2033 Sixth Ave #995
Seattle, WA 98121
► 206-264-7784
www.CON-SE.com
Pipe and Trench Location Conditions Ss.o
.�ur5iuu5
t SCHEDULE
HOEDOWN SCHEDULE
_DOWN
PLAN ANCHOR EPDXY CAST- 2 MIN. N0.OF �
t PLAN
MARK BOLT EMBED IN -PLACE END STUDS
HDU2 5/8'ID 10" 7" 2
i 1; MINIMUM N0.OF STUDS AT END OF WALL UNLESS OTHERWISE
:M WALL &
NOTED ON FRAMING PLANS.
NFORCMENT
t PLAN
� 2 CAST IN PLACE ALL THREAD wl NUTIWASHERINUT EMBEDDED IN CONCRETE
FOOTING &
REINFORCEMENT
PER PLAN
S PER
CHED.
SLAB ON GRADE
PER PLAN
TG.
I .V. 1L/IL VVAV U I 11.1.
ANCHOR BOLTS PI
SHEAR WALL SCHI
(2)#4 CONT. TOP
8
S3.0
DAY -CROSS
RESUB
RESIDENCE
Ju1162024
CITY OF EDMONDS
DEVELOPMENT SERVICES
7
IORIZ.
DEPARTMENT
NUMBER BY DATE REVISION
SLAB ON GRADE
'ER PLAN
1 RH 7.15.24 Building Dept. Comments
VSULATION PER ARCH
'oc VERT.
OK DIRECTION
�► :��
SHEET TITLE
CONCRETE DETAILS
DATE
5.30.2024
DRAWN
R.H.
S3.0
10
S3.0
11
S3.0
0
12
S3.0
SCALE
AS NOTED
PRnvinF pn�iFi Fnr,F
Nl
PLYWOOD PANEL
(MAYBE EITHER
VERT. OR HORIZ.
NAILING TO
INTERMEDIATE
FRAMING MEMBEf
TOP OF
FOUNDATION
END OF
SHEARWALL
i ivLuvvviv i Liv I L/lIY
BLOCKING AT ALL
PANEL EDGES - REFER NOT�2�
BLOCKING OR
RIM JOIST
DOUBLE TOPIC
PANEL EDGE NAILING AT ALL
JAMB, CORNER, &WALL
END MEMBERS
INTERMEDIATE
FRAMING
MEMBERS
BOTTOM �
ANCHOR BOLT PER SHEARWALL
SCHEDULE
Typical Shearwall Panel Elevation
(2)10d TOENAILS
EA. SIDE OF STUD
(tYp�)
FLOOR JOISTS
PER PLAN
(2)16d EA END OR
(2)10d TOENAILS
BLOCKING
SEE NOTE 4
(4)16d MIN (typ.)
(2) 8d TOENAILS(typ.)
(1) 2x CRIPPLE TYP
UNO-SEE NOTE 2
KING STUD
WIDTH
1. PI�/���RS PER PLAN
2. PROVIDE (2) 2x CRIPPLE STUDS MINIMUM
TYPICAL, U.O.N.
3. SEE ARCHITECTURAL DRAWINGS FOR
OPENING
SIZES AND LOCATIONS
4. 2x SOLID BLOCKING REQUIRED AT CEILING
LINE, ALL PANEL EDGES, AND @ 8'-0" oc MAX.
SHEARWALL SCHEDULE
BOTTOM PLATE ATTACHMENT
CAPACITY
SW#
SHEATHING
PANEL EDGE
BLOCKING �
NAILING'��
ATTACHMENT
-2)
TO TOP PLATE �
RIM BOARD FACENAILING TO ANCHOR BOLTING
(plf)
15132" APA RATED SHEATHING
YES 8d @ 6"oc
CLIP @ 24"oc
REQ'D WOOD BELOW C3 TO CONC. BELOW <�
2x NAILS @ 6"oc 5/8'� @ 48"oc
SEISMIC
261 PLF
SW1
0 NAILS SHALL BE 8d COMMON. NAILING APPLIES TO ALL PANEL EDGES (BLOCK ALL UNSUPPORTED PANEL EDGES),
TOP &BOTTOM PLATES AND BLOCKING. NAIL TO INTERMEDIATE FRAMING MEMBERS wl8d @ 12"oc.
02 CLIP SHALL BE EITHER A35 OR LTP4
NAILS SHALL BE 12d COMMON (0.148� x 3.25")
C' SCREWS SHALL BE SIMPSON SDS25300 ('/4"Q� x 5"
MIN.)
�'4 PROVIDE 3"x3"x0.229" PLATE WASHER AT ALL ANCHOR BOLTS.
ANCHOR BOLTS SHALL BE POSITIONED SUCH THAT PLATE EDGE OF
PALTE WASHER ISWITHIN'/2' OF THE EDGE OF THE BOTTOM PLATE
(PLATE WASHERS MAYBE DIAGONALLY SLOTTED WITH A WIDTH OF
UP T013116" AND A LENGTH NOT TO EXCEED 13/4")
0
.�
Lathrop Douglass Architects
Established in 1993
3051 Paradise Bay Road
Port Ludlow, WA 98365
Tel: 206.283.9730
C �� CARTER
QUINN
NORLIN
STRUCTURAL
ENGINEERING
2033 Sixth Ave #995
Seattle, WA 98121
► 206-264-7784
www.CON-SE.com
DAY -CROSS RESUB
RESIDENCE Ju1162024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
NUMBER BY DATE REVISION
WOOD DETAILS
DATE
5.30.2024
DRAWN
R.H.
SCALE
12 AS NOTED
S6.0
S6.0
FULL DEPTH BLK'G @32
wl(2)A34 wIPH6121 SCRE
(E)FRAMING
PER PLAN
CLIP PER SW
SCHEDULE PER PLAN
DEPTH BLK'G @32"oc.
Od NAILS
FRAMING
PER PLAN
=DGER wl
�WS'/2'�x5" LAGS@32"oc.
(E)FRAMING
PER PLAN
CLIP
SCHEDULE PE
FRAMING
PER PLAN
P.
R wl
z"�x5" LAGS@16"oc.
SHEARWALL
PER PLAN
FRAMING
PER PLAN
K'G
SCHEDULE PER PLAN
INVERTED HU28 HANGER
SHEARWALL
PER PLAN
BLK'G EPTH
CONT. 2x8 RIM
PER ARCH
SHEARWALL CLIP PER SW
PER PLAN SCHEDULE PER PLAN
FRAMING
PER PLAN
5 6 7 8
S6.1 S6.1 S6.1 S6.1
GABLE END TRUSS
SHEA1
SHEAF
OVERFRAM
PER PLAN
(E)ROOi
FRAMIN
PRE -MANUFACTURED
TRUSS PER PLAN
BOTTOM CHORD TRUSS
BRACING @24"oc. ATTACH
TO EA. TRUSS wl(2)16d NAILS
SCHED.
10
S6.1
PRE -MANUFACTURED
TRUSS PER PLAN
HANGER PER
TRUSS MANUFACTURER
SHEARWALL
PLAN
ir�rULL DEPTH BLOCKING,
ADD'L BLK'G AS
:DED FOR
1SS HANGER
E)PRE-MANUFACTURED
�RUSS
CLIP PER
SHEARWALL SCHED.
FULL DEPTH
(MAY BE DRI
NOTCHED F(
2xE
2x4@24"oc.,
TOENAIL TO FASCIA
2x LEDG
(2)16d@
'RE -MANUFACTURED
�RUSS PER PLAN
CLIP PER
SHEARWALL SCHED.
Lathrop Douglass Architects
Established in 1993
3051 Paradise Bay Road
Port Ludlow, WA 98365
Tel: 206.283.9730
C �� CARTER
QUINN
NORLIN
STRUCTURAL
ENGINEERING
2033 Sixth Ave #995
Seattle, WA 98121
► 206-264-7784
www.CON-SE.com
DAY -CROSS RESUB
RESIDENCE Ju1162024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
NUMBER BY DATE REVISION
WOOD DETAILS
DATE
5.30.2024
DRAWN
R.H.
SCALE
12 AS NOTED
S6.1
S6.1