APPROVED BLD BLD2024-0257+Structural_Plan+3.15.2024_11.48.05_AM+4137848■ monsoons monsoons monsoons monsoons monsoons ■■■■■■r
THE FOLLOWING DOCUMENTATION SHALL BE ;
:
AVAILABLE ON SITE FOR THE BUILDING INSPECTOR: ;
PROJECT SPECIFIC DESIGN CRITERIA
:
,5�OE APPROVED ARCHITECTURAL PLAN SET
Wind Design Data
VCOE APPROVED STRUCTURAL PLAN SET ;
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'
COE REVIEWED CALCULATION PACKET
Wind Design Speed, Vu = 110 MPH, Vasd = 85 MPH
Wind Exposure = B
:
ENERGY CREDIT WORKSHEET
Wind Importance Factor, Iw = 1.0
Internal Pressure Coefficient 0.18
■
SITE PLAN
= +/-
Ktz = 1.00
'
CIVIL PLAN
Kd = 0.85
Seismic Design Data
:
n ;
Importance factor = 1.0
Ss = 1.27g, S1 = 0.49g
;
CITY OF EDMONDS BUILDING DEPARTMENT 2021 ;
Site Class = D
...............................................
SIDS = 1.01 g, SD1 = 0.60g
SDC = D
Seismic System = 15. Light -frame (wood) walls sheathed with wood structural panels rated
for shear resistance
Design Base Shear = 17.02 kips
Cs = 0.156
R=6.5
Analysis procedure: ASCE 11.4, 11.5 & 12.8
Snow Loads
Flat -roof snow load, pf = 25.0 psf
Snow exposure factor, Ce = 1.00
Snow load important factor, Is = 1.00
Thermal factor, Ct = 1.00
Gravity Loads*
Roof Dead Load = 15 psf + 5 psf (SOLAR PANELS)
Roof Live Load = 25 psf
Floor Live Load (Office) = 50 psf
Floor Live Load (Residential) = 40 psf, Balcony & Roof Decks = 60 psf
Floor live Load (Corridor) = 100 psf
Partition Loads = 10 psf (residential)
Partition Loads = 20 psf (office)
Floor Dead Loads = 12 psf (residential)
At rest earth pressure = 60 pcf
*As Applicable
GENERAL
1. ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE 2018 EDITION
OF THE INTERNATIONAL BUILDING CODE (IBC).
2. THE ARCHITECT/ENGINEER (ARCH/ENGR) IS NOT RESPONSIBLE FOR THE LOCATION OF PROPERTY LINES AND/OR
EASEMENT, SOIL CONDITIONS, MECHANICAL AND ELECTRICAL WORK, AND THE PRESENCE OF UTILITIES NOT REPORTED
TO THE ARCH/ENGR IN WRITING BY THE OWNER.
3. THE ENGINEER IS NOT RESPONSIBLE FOR FIELD REVIEW OF CONSTRUCTION UNLESS
SPECIFICALLY RETAINED FOR THAT PURPOSE.
4. 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.
5. 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. CONTRACTOR SHALL COMPARE THE DRAWINGS AND NOTIFY THE ARCH/ENGR
OF ANY DISCREPANCIES PRIOR TO COMMENCING WITH THE WORK.
6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL
ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS.
7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES,
SEQUENCES, OR PROCEDURES REQUIRED TO PERFORM HIS 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.
8. 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.
9. 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.
10. 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.
GEOTECHNICAL
11. GEOTECHNICAL FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE,
EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH
RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER.
FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED
STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE.
FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR
GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE
CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL
BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR
SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT.
IN THE ABSENCE OF A SOILS REPORT THE FOLLOWING VALUES ARE USED:
ALLOWABLE SOIL PRESSURE 2,000 PSF
LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 55 PCF/35 PCF
LATERAL EARTH PRESSURE (SEISMIC) 8H (ULTIMATE LOAD)
PASSIVE EARTH PRESSURE (INCLUDES FACTOR OF SAFETY = 1.5) 350 PCF
COEFFICIENT OF FRICTION (INCLUDES FACTOR OF SAFETY = 1.5) 0.35
SOILS REPORT REFERENCE: (N/A)
GENERAL STRUCTURAL NOTES:
CONCRETE
12. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE
WITH ACI 318-14 AND ACI 301-10. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH (f'c) OF 3000
PSI, SHALL CONTAIN NO LESS THAN 5-1/2 SACKS OF CEMENT, HAVE A MAXIMUM
WATER/CEMENT RATIO OF 0.45, AND A SLUMP OF 5 INCHES OR LESS. CONCRETE HAS BEEN
DESIGNED BASED ON A CONCRETE STRENGTH (f'c) OF 2500 PSI PER SEATTLE BUILDING CODE
SECTION 1705.3 EXCEPTION 2.3 TO AVOID SPECIAL INSPECTIONS AND MATERIAL TESTING.
13. PERFORMANCE MIX DESIGNS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR
APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX DESIGN
SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE (3/4" MAXIMUM),
WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, TARGET CONCRETE
STRENGTH. SUBSTANTIATING STRENGTH DATA CONFORMING TO CURRENT ACI AND ASTM
STANDARDS SHALL BE SUBMITTED WITH THE PERFORMANCE MIX DESIGN. THE USE OF A
PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID
BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD
INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT
DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED
PERFORMANCE.
14. 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 ABD ARI CONTENT MEASURED IN ACCORDANCE WITH ASTM
C231 OR C173.
15. 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
16. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN
ACCORDANCE WITH ACI SP-66-04 AND ACI 318-14 CHAPTER 25. UNLESS OTHERWISE NOTED
LAP REINFORCEMENT A MINIMUM OF 48 X BAR DIAMETER AND EMBED STANDARD 90 DEGREE
HOOKS A MINIMUM OF 6-INCHES. LAP SPLICES SHALL BE STAGGERED SUCH THAT A MAXIMUM
OF 50% OF THE TOTAL REINFORCEMENT IS SPLACED AT ANY ONE LOCATION. 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.
17. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
FOOTINGS AND OTHER UNFORMED SURFACES CAST 3"
AGAINST AND PERMANENTLY EXPOSED TO EARTH
ALL OTHER SURFACES 11/2"
18. SLABS -ON -GRADE: UNLESS NOTED OTHERWISE SHALL BE 4" CONCRETE, REINFORCED WITH
6X6 W1.4XW1.4 WELDED WIRE FABRIC CENTERED IN SLAB. UNLESS OTHERWISE DIRECTED BY
SOILS REPORT PROVIDE MINIMUM 10 MIL VAPOR BARRIER OVER 4" OF COMPACTED SAND OR
GRAVEL.
19. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND
DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE ARCHITECTURAL
DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.
WOOD
20. 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 BASIC DESIGN STRESS, Fb = 850 PSI
BEAM AND STRINGERS: DOUGLAS FIR LARCH NO. 1
(6 X AND LARGER MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb = 1,350 PSI
STUDS PLATES & MISCELLANEOUS LIGHT FRAMING DOUGLAS FIR LARCH OR HEM -FIR NO. 2,
MINIMUM BASIC DESIGN STRESS Fb = 850PSI, Fc = 1,300 PSI
21. GLUED LAMINATED MEMBERS SHALL BE FABRICATED AND IDENTIFIED AS REQUIRED BY ASTM D3737 AND
A.I.T.C. A190.1. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY
AN A.I.T.C. CERTIFICATE OF CONFORMANCE. IN ADDITION ALL GLULAMS SHALL CONFORM TO APA
PERFORMANCE STANDARD PRG-305. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4,
Fb = 2,400 PSI, Fv = 240 PSI, E = 1,800,000 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR
COMBINATION 24F-V8, Fb = 2,400 PSI, Fv= 240 PSI, E = 1,800,000 PSI. UNLESS OTHERWISE NOTED CAMBER
ALL GLULAM BEAMS TO 2,000 FOOT RADIUS. WHERE REQUIRED BEAMS AND COLUMNS SHALL BE PRESSURE
TREATED AFTER MANUFACTURE IN ACCORDANCE WITH AMERICAN WOOD -PRESERVATIVES ASSOCIATION
STANDARD U1.
22. PARALLEL STRAND LUMBER (PSL): EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND
PLANT NUMBER OF THE MANUFACTURER, THE GRADE, PRODUCT DESIGNATION OR TYPE, THE PRODUCTION
DATE, SPECIES OR SPECIES GROUP DESIGNATION, AND THE QUALITY CONTROL AGENCY. MEMBERS SHALL BE
GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN
PARALLEL WITH THE LENGTH OF THE MEMBER. STRUCTURAL CAPACITIES SHALL BE ESTABLISHED IN
ACCORDANCE WITH ASTM D5456 AND PRODUCT SHALL HAVE AN APPROVED I.C.C.-E.S. EVALUATION REPORT.
MEMBERS SHALL BE TRANSPORTED AND STORED PER MANUFACTURERS RECOMMENDATIONS AND SHALL NOT
BE EXPOSED TO PROLONGED MOISTURE. MINIMUM REQUIRED DESIGN PROPERTIES: Fb = 2900 PSI, E _
2200,000 PSI, Fv = 290 PSI.
DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAEUSER. ALTERNATE
MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL
ENGINEER. ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN
PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND
OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED.
WOOD CONTINUED
23. LAMINATED STRAND LUMBER (LSL): EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND
PLANT NUMBER OF THE MANUFACTURER, THE GRADE, PRODUCT DESIGNATION OR TYPE, THE PRODUCTION
DATE, SPECIES OR SPECIES GROUP DESIGNATION, AND THE QUALITY CONTROL AGENCY. MEMBERS SHALL BE
GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN
PARALLEL WITH THE LENGTH OF THE MEMBER. STRUCTURAL CAPACITIES SHALL BE ESTABLISHED IN
ACCORDANCE WITH ASTM D5456 AND PRODUCT SHALL HAVE AN APPROVED I.C.C.-E.S. EVALUATION REPORT.
MEMBERS SHALL BE TRANSPORTED AND STORED PER MANUFACTURERS RECOMMENDATIONS AND SHALL NOT
BE EXPOSED TO PROLONGED MOISTURE. MINIMUM REQUIRED DESIGN PROPERTIES: Fb = 2325 PSI, Fv = 310
PSI, E = 1,550,000 PSI,
LSL RIM JOISTS SHALL CONFORM TO ANSI/APA PRR 410 AND SHALL BE MARKED IN ACCORDANCE WITH THE
STANDARD.
DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY WEYERHAEUSER. ALTERNATE
MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL
ENGINEER, ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN
PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND
OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED.
24. PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOIST MANUFACTURED BY
THE WEYERHAEUSER. ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW
AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST HANGERS AND OTHER
HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR
GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH
PLYWOOD WEB JOIST PROVIDED.
30. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN
CONFORMANCE WITH DOC PS 1-09 OR PS 2-10 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.
31. 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.
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
32. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON
COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2019. EQUIVALENT DEVICES BY OTHER
MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER
LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER.
CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH
MEMBER. 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 NAILS SHALL BE COMMON AND MAXIMUM NUMBER OF NAILS AS SPECIFIED BY
THE MANUFACTURER SHALL BE PROVIDED.
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 UNLESS NOTED OTHERWISE.
ALL CONNECTIONS 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.
33. 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.
WOOD CONTINUED
34. 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 SEATTLE BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE
NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE SEATTLE 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 2015 NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION. NATURALLY DURABLE OR PRESSURE TREATED WOOD
SHALL BE PROVIDED WHERE REQUIRED BY SECTION 2304.12 OF THE SEATTLE 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 4'4' AT JOINTS
AND PROVIDE EIGHT 16d NAILS AT 4" O.C. EACH SIDE OF JOINT.
ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW
WITH 16d NAILS AT 12" O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/81, 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 @ 121,
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 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 H2.5 @ 24" O.C. UNLESS OTHER METAL CONNECTIONS ARE
PROVIDED.
UNLESS OTHERWISE NOTED ON THE PLANS, APA RATED ROOF AND FLOOR SHEATHING SHALL BE LAID
UP WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND NAILED WITH 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 @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND
ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD PANEL EDGES AND NAIL
WITH EDGE NAILING SPECIFIED.
POST INSALLED ANCHORS
35. 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 ICC-
ES REPORT. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW
SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER -OF -RECORD. 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" (ICC-ES ESR-1771)
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 "SET-XP" (ICC-ES ESR-2508)
b. SIMPSON STRONG -TIE "AT-XP" (IAPMO UES ER-263)
CUSTOM DESIGN ENGINEERING, INC
Custom Design and Engineering, In
6021 Roosevelt Way Ne
Seattle, WA 98115
www.cdengr.com
email: kam@cdengr.com
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1 /24/2024
PROJECT #
Al-3356
SHEET N(kECEIVE
Mar 15 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
S100
BLD2024-0257
FOUNDATION PLAN NOTES:
(TYPICAL UNLESS NOTED OTHERWISE)
1. SLAB ON GRADE ELEVATION VARIES PER ARCHITECTURAL PLAN. SLAB SHALL BE 4" THICK
WITH 6x6 W1.4xW1.4 WWM CENTERED, U.O.N. PREPARE SOILS AND PROVIDE MINIMUM 6-MIL
VISQUEEN VAPOR BARRIER UNDER ALL SLABS. SLABS SHALL BE SUPORTED ON MINIMUM 4
INCHES OF FREE DRAINING MATERIAL.
2. REFER ARCHITECTURAL SHEETS FOR DIMENSIONS AND ADDITIONAL TOP OF SLAB/CURB
ELEVATIONS.
FRAMING PLAN NOTES:
(TYPICAL UNLESS NOTED OTHERWISE)
FLOOR SHEATHING SHALL BE 23/32" TONGUE AND GROOVE APA RATED SHEATHING
(SPAN RATING 40/20). NAIL @ ALL FRAMED PANEL EDGES AND OVER SHEARWALLS
w/1Od @ 6"ocAND 12"oc TO ALL INTERMEDIATE FRAMING.
ROOF SHEATHING SHALL BE 15/32" APA RATED SHEATHING (SPAN RATING 24/0). NAIL @
ALL FRAMED PANEL EDGES AND OVER SHEARWALLS w/ 8d @ 6"oc AND 12"oc TO ALL
INTERMEDIATE FRAMING. ENTIRE ROOF HAS BEEN DESIGNED FOR ADDITIONAL 5 PSF
SOLAR PANELS.
SW- INDICATES STRUCTURAL WALL TYPE PER SCHEDULE 12/S6.0b. SEE
ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION.
ALL HEADERS AND BEAMS ARE MARKED ON PLAN. REFER NOTE 5 FOR SUPPORT
REQUIRMENTS.
THE NUMBER OF COLUMN STUD PLIES ARE INDICATED GRAPHICALLY ON THE PLANS.
TIMBER POST CALLOUTS ARE LISTED WHERE REQUIRED. A MINIMUM OF (2) STUDS ARE
REQUIRED FOR ALL BEAMS & HEADERS.
LEGEND
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HANGER
SW x
INDICATES SHEARWALL PER
SCHEDULE 12/S6.Ob
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INDICATES HOLDOWN. REFER
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,`p�
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NUMBER OF STUDS, THREADED
ABRUPT CHANGE IN SLAB/
ROD CALLOUT & EMBEDMENT INTO
FRAMING ELEVATION
CONCRETE.
FB
INDICATES FLUSH BEAM
INDICATES SIMPSON STRAP
�
HOLDOWN. REFER DETAIL 8/S6.Ob
11,
SPAN AND EXTENTS
FTGX
SPOTFOOTING - SIZE AND
� REQUIRED REINFORCING PER
FOOTING SCHEDULE
CUSTOM DESIGN & ENGINEERING, INC
Custom Design and Engineering, In
6021 Roosevelt Way Ne
Seattle, WA 98115
www.cdengr.com
email: kam@cdengr.com
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1 /24/2024
PROJECT #
Al-3356
SHEET NQRECEIVE
Mar 15 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
FRAMING PLAN NOTES:
(TYPICAL UNLESS NOTED OTHERWISE)
1. FLOOR SHEATHING SHALL BE 23/32" TONGUE AND GROOVE APA RATED SHEATHING
(SPAN RATING 40/20). NAIL @ ALL FRAMED PANEL EDGES AND OVER SHEARWALLS
w/10d @ 6"oc AND 12"oc TO ALL INTERMEDIATE FRAMING.
2. ROOF SHEATHING SHALL BE 15/32" APA RATED SHEATHING (SPAN RATING 24/0). NAIL @
ALL FRAMED PANEL EDGES AND OVER SHEARWALLS w/ 8d @ 6"oc AND 12"oc TO ALL
INTERMEDIATE FRAMING. ENTIRE ROOF HAS BEEN DESIGNED FOR ADDITIONAL 5 PSF
SOLAR PANELS.
3. SW- INDICATES STRUCTURAL WALL TYPE PER SCHEDULE 12/S6.0b. SEE
ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION.
4. ALL HEADERS AND BEAMS ARE MARKED ON PLAN. REFER NOTE 5 FOR SUPPORT
REQUIRMENTS.
5. THE NUMBER OF COLUMN STUD PLIES ARE INDICATED GRAPHICALLY ON THE PLANS.
TIMBER POST CALLOUTS ARE LISTED WHERE REQUIRED. A MINIMUM OF (2) STUDS ARE
REQUIRED FOR ALL BEAMS & HEADERS.
LEGEND
n __1 F
HANGER
SW X
INDICATES SHEARWALL PER
SCHEDULE 12/S6.Ob
®
COLUMNS BELOW
INDICATES HOLDOWN. REFER
COLUMNS ABOVE
,`p�
DETAIL 8/S6.Ob FOR REQUIRED
NUMBER OF STUDS, THREADED
ABRUPT CHANGE IN SLAB/
ROD CALLOUT & EMBEDMENT INTO
FRAMING ELEVATION
CONCRETE.
FB
INDICATES FLUSH BEAM
INDICATES SIMPSON STRAP
Al
HOLDOWN. REFER DETAIL 8/S6.Ob
SPAN AND EXTENTS
FTGX SPOT FOOTING - SIZE AND
REQUIRED REINFORCING PER
FOOTING SCHEDULE
TRUSS FRAMING PLAN NOTES:
TRUSS DESIGN LOADS:
SNOW: 25 PSF, FLOOR LIVE: 40 PSF
ROOF DEAD: 15 PSF, FLOOR DEAD: 15 PSF
UPLIFT =10 PSF
MINIMUM LWR CHORD DESIGN LOAD = 20 PSF
(TYPICAL UNLESS NOTED OTHERWISE)
PRE -MANUFACTURED TRUSSES PER SECTION IBC 2303.4.1
TRUSS DESIGN DRAWINGS. TRUSS CONSTRUCTION DOCUMENTS
SHALL BE PREPARED BY A WASHINGTON STATE LICENSED ENGINEER
AND SHALL BE PROVIDED TO THE BUILDING OFFICIAL AND
APPROVED PRIOR TO INSTALLATION. THESE CONSTRUCTION DOCUMENTS
SHALL INCLUDE, AT A MINIMUM, THE INFORMATION SPECIFIED
BELOW. TRUSS SHOP DRAWINGS SHALL BE PROVIDED WITH THE
SHIPMENT OF TRUSSES DELIVERED TO THE JOB SITE.
1. SLOPE OR DEPTH, SPAN AND SPACING;
2. LOCATION OF JOINTS;
3. REQUIRED BEARING WIDTHS;
4. DESIGN LOADS AS APPLICABLE;
5. TOP CHORD LIVE LOAD (INCLUDING SNOW LOADS);
6. TOP CHORD DEAD LOAD;
7. BOTTOM CHORD LIVE LOAD;
8. BOTTOM CHORD DEAD LOAD;
9. CONCENTRATED LOADS AND THEIR POINTS OF APPLICATION;
10. CONTROLLING WIND AND EARTHQUAKE LOADS;
11. ADJUSTMENTS TO LUMBER AND METAL CONNECTOR PLATE
DESIGN VALUE FOR CONDITIONS OF USE;
12. EACH REACTION FORCE AND DIRECTION;
13. METAL CONNECTOR PLATE TYPE, SIZE, THICKNESS OR GAGE,
AND THE DIMENSIONED LOCATION OF EACH METAL CONNECTOR
PLATE EXCEPT WHERE SYMMETRICALLY LOCATED
RELATIVE TO THE JOINT INTERFACE;
14. LUMBER SIZE, SPECIES AND GRADE FOR EACH MEMBER;
15. CONNECTION REQUIREMENTS FOR:
15.1. TRUSS TO TRUSS GIRDER;
15.2. TRUSS PLY TO PLY; AND
15.3. FIELD SPECIES;
15.4. DRAG TRUSS CONNECTION TO SHEAR WALLS FOR THE LOADS SPECIFIED
(WHERE APPLICABLE).
16. CALCULATED DEFLECTION RATIO OR MAXIMUM DEFLECTION
FOR LIVE AND TOTAL LOAD;
17. MAXIMUM AXIAL COMPRESSION FORCES IN THE TRUSS
MEMBERS TO DESIGN THE SIZE, CONNECTIONS AND ANCHORAGE
OF THE PERMANENT CONTINUOUS LATERAL BRACING.
FORCES SHALL BE SHOWN ON THE TRUSS CONSTRUCTION
DOCUMENTS OR ON SUPPLEMENTAL DOCUMENTS; AND
18. REQUIRED PERMANENT TRUSS MEMBER BRACING LOCATION.
PROVIDE 4 X 6 DF 1 POST UNDER ALL GIRDER TRUSS SUPPORT LOCATIONS. THESE SUPPORTS
MUST FOLLOW TO FOUNDATION TO DISTRIBUTE BEARING LOADS
UNLESS NOTED OTHERWISE THE ROOF STRUCTURE SHALL CONSIST OF THE FOLLOWING:
1. LIGHT WEIGHT ROOF NOT EXCEEDING 6 PSF. THIS MAY CONSIST OF: LIGHT WEIGHT TILE,
CEDAR SHAKES, COMPOSITION ROOF, LIGHT GAUGE METAL.
2. 15# FELT (OR AS SPECIFIED BY ARCHITECT).
3. 15 / 32 CDX OR 1/2" OSB. NAILED TO 2X NOMINAL FRAMING MEMBERS WITH 10D @ 6" O.C.
EDGES & 12" O.C. FIELD. NO BLOCKING IS REQUIRED, UNLESS SPECIFIED ON PLAN.
4. INSULATION PER ARCHITECTURAL DRAWINGS.
NO MODIFICATION IS ALLOWED ON PRE-ENGINEERED TRUSSES.
FRAMING/BRACING IS ERECTORS RESPONSIBILITY.
ROOF OVER FRAMING SHALL CONSIST OF THE FOLLOWING:
1. 2 X 4 HF #2 FOR SPANS UP TO 6'
2. 2 X 6 HF #2 FOR SPANS UP TO 8'
3. 2 X 8 HF #2 FOR SPANS UP TO 12'
4. 2 X 10 HF #2 FOR SPANS UP TO 16'
REFER TO THE TYPICAL HEADER DETAIL ON THIS SHEET FOR HEADERS NOT SPECIFICALLY CALLED
OUT ON THE PLAN. THIS DETAIL IS TYPICAL FOR NON -BEARING EXTERIOR WALLS.
%J I 1 L.1 \ I L. V V I \/ L. V V V 1 \V V I 1 1 xf-%I V I I I V V 1 Lr'%I V SW-1
1 /419 = 1 I-0"
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED
PLANS MUST BE
ON JOB SITE
N
SW-1
LE 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 Em
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT U G .
POO
0_1
CUSTOM DESIGN & ENGINEERING, INC
Custom Design and Engineering, In
6021 Roosevelt Way Ne
Seattle, WA 98115
www.cdengr.com
email: kam@cdengr.com
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1 /24/2024
PROJECT #
Al-3356
SHEET NQRECEIVE
Mar 15 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
S201
FRAMING PLAN NOTES:
(TYPICAL UNLESS NOTED OTHERWISE)
FLOOR SHEATHING SHALL BE 23/32" TONGUE AND GROOVE APA RATED SHEATHING
(SPAN RATING 40/20). NAIL @ ALL FRAMED PANEL EDGES AND OVER SHEARWALLS
w/10d @ 6"oc AND 12"oc TO ALL INTERMEDIATE FRAMING.
ROOF SHEATHING SHALL BE 15/32" APA RATED SHEATHING (SPAN RATING 24/0). NAIL @
ALL FRAMED PANEL EDGES AND OVER SHEARWALLS w/ 8d @ 6"oc AND 12"oc TO ALL
INTERMEDIATE FRAMING. ENTIRE ROOF HAS BEEN DESIGNED FOR ADDITIONAL 5 PSF
SOLAR PANELS.
3. SW- INDICATES STRUCTURAL WALL TYPE PER SCHEDULE 12/S6.0b. SEE
ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION.
�. ALL HEADERS AND BEAMS ARE MARKED ON PLAN. REFER NOTE 5 FOR SUPPORT
REQUIRMENTS.
i. THE NUMBER OF COLUMN STUD PLIES ARE INDICATED GRAPHICALLY ON THE PLANS.
TIMBER POST CALLOUTS ARE LISTED WHERE REQUIRED. A MINIMUM OF (2) STUDS ARE
REQUIRED FOR ALL BEAMS & HEADERS.
LEGEND
n -1 F
HANGER
SW X
INDICATES SHEARWALL PER
SCHEDULE 12/S6.Ob
®
COLUMNS BELOW
INDICATES HOLDOWN. REFER
COLUMNS ABOVE
,`p�
DETAIL 8/S6.Ob FOR REQUIRED
NUMBER OF STUDS, THREADED
ABRUPT CHANGE IN SLAB/
ROD CALLOUT & EMBEDMENT INTO
FRAMING ELEVATION
CONCRETE.
FB
INDICATES FLUSH BEAM
INDICATES SIMPSON STRAP
HOLDOWN. REFER DETAIL 8/S6.Ob
SPAN AND EXTENTS
FTGX SPOT FOOTING - SIZE AND
REQUIRED REINFORCING PER
FOOTING SCHEDULE
TRUSS FRAMING PLAN NOTES:
TRUSS DESIGN LOADS:
SNOW: 25 PSF, FLOOR LIVE: 40 PSF
ROOF DEAD: 15 PSF, FLOOR DEAD: 15 PSF
UPLIFT =10 PSF
MINIMUM LWR CHORD DESIGN LOAD = 20 PSF
(TYPICAL UNLESS NOTED OTHERWISE)
PRE -MANUFACTURED TRUSSES PER SECTION IBC 2303.4.1
TRUSS DESIGN DRAWINGS. TRUSS CONSTRUCTION DOCUMENTS
SHALL BE PREPARED BY A WASHINGTON STATE LICENSED ENGINEER
AND SHALL BE PROVIDED TO THE BUILDING OFFICIAL AND
APPROVED PRIOR TO INSTALLATION. THESE CONSTRUCTION DOCUMENTS
SHALL INCLUDE, AT A MINIMUM, THE INFORMATION SPECIFIED
BELOW. TRUSS SHOP DRAWINGS SHALL BE PROVIDED WITH THE
SHIPMENT OF TRUSSES DELIVERED TO THE JOB SITE.
1. SLOPE OR DEPTH, SPAN AND SPACING;
2. LOCATION OF JOINTS;
3. REQUIRED BEARING WIDTHS;
4. DESIGN LOADS AS APPLICABLE;
5. TOP CHORD LIVE LOAD (INCLUDING SNOW LOADS);
6. TOP CHORD DEAD LOAD;
7. BOTTOM CHORD LIVE LOAD;
8. BOTTOM CHORD DEAD LOAD;
9. CONCENTRATED LOADS AND THEIR POINTS OF APPLICATION;
10. CONTROLLING WIND AND EARTHQUAKE LOADS;
11. ADJUSTMENTS TO LUMBER AND METAL CONNECTOR PLATE
DESIGN VALUE FOR CONDITIONS OF USE;
12. EACH REACTION FORCE AND DIRECTION;
13. METAL CONNECTOR PLATE TYPE, SIZE, THICKNESS OR GAGE,
AND THE DIMENSIONED LOCATION OF EACH METAL CONNECTOR
PLATE EXCEPT WHERE SYMMETRICALLY LOCATED
RELATIVE TO THE JOINT INTERFACE;
14. LUMBER SIZE, SPECIES AND GRADE FOR EACH MEMBER;
15. CONNECTION REQUIREMENTS FOR:
15.1. TRUSS TO TRUSS GIRDER;
15.2. TRUSS PLY TO PLY; AND
15.3. FIELD SPECIES;
15.4. DRAG TRUSS CONNECTION TO SHEAR WALLS FOR THE LOADS SPECIFIED
(WHERE APPLICABLE).
16. CALCULATED DEFLECTION RATIO OR MAXIMUM DEFLECTION
FOR LIVE AND TOTAL LOAD;
17. MAXIMUM AXIAL COMPRESSION FORCES IN THE TRUSS
MEMBERS TO DESIGN THE SIZE, CONNECTIONS AND ANCHORAGE
OF THE PERMANENT CONTINUOUS LATERAL BRACING.
FORCES SHALL BE SHOWN ON THE TRUSS CONSTRUCTION
DOCUMENTS OR ON SUPPLEMENTAL DOCUMENTS; AND
18. REQUIRED PERMANENT TRUSS MEMBER BRACING LOCATION.
PROVIDE 4 X 6 DF 1 POST UNDER ALL GIRDER TRUSS SUPPORT LOCATIONS. THESE SUPPORTS
MUST FOLLOW TO FOUNDATION TO DISTRIBUTE BEARING LOADS
UNLESS NOTED OTHERWISE THE ROOF STRUCTURE SHALL CONSIST OF THE FOLLOWING:
1. LIGHT WEIGHT ROOF NOT EXCEEDING 6 PSF. THIS MAY CONSIST OF: LIGHT WEIGHT TILE,
CEDAR SHAKES, COMPOSITION ROOF, LIGHT GAUGE METAL.
2. 15# FELT (OR AS SPECIFIED BY ARCHITECT).
3. 15 / 32 CDX OR 1/2" OSB. NAILED TO 2X NOMINAL FRAMING MEMBERS WITH 10D @ 6" O.C.
EDGES & 12" O.C. FIELD. NO BLOCKING IS REQUIRED, UNLESS SPECIFIED ON PLAN.
4. INSULATION PER ARCHITECTURAL DRAWINGS.
NO MODIFICATION IS ALLOWED ON PRE-ENGINEERED TRUSSES.
FRAMING/BRACING IS ERECTORS RESPONSIBILITY.
ROOF OVER FRAMING SHALL CONSIST OF THE FOLLOWING:
1. 2 X 4 HF #2 FOR SPANS UP TO 6'
2. 2 X 6 HF #2 FOR SPANS UP TO 8'
3. 2 X 8 HF #2 FOR SPANS UP TO 12'
4. 2 X 10 HF #2 FOR SPANS UP TO 16'
REFER TO THE TYPICAL HEADER DETAIL ON THIS SHEET FOR HEADERS NOT SPECIFICALLY CALLED
OUT ON THE PLAN. THIS DETAIL IS TYPICAL FOR NON -BEARING EXTERIOR WALLS.
UPPER ROOF FRAMING PLAN
1 /411 = 1 I-01I
_OW ROOF BELOW
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CUSTOM DESIGN & ENGINEERING, INC
ustom Design and Engineering, In
6021 Roosevelt Way Ne
Seattle, WA 98115
www.cdengr.com
email: kam@cdengr.com
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PROJECT #
Al-3356
SHEET NQRECEIVE
Mar 15 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
S202
INC
CL POST, PLINTH & FOOTING
SW PER PLAN
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(2) #4 CONT.
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ANY NOTCH OR HOLE THRU STUDS EXCEEDING
ABOVE DETAIL SHALL GET E.O.R. APPROVAL
FOR POSSIBLE REINFORCING REQUIREMENTS
PRIOR TO DRILLING/NOTCHING
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2x6 STUDS
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THICKNESS AND
REINFORCING. (TYP.)
PLASTIC VAPOR BARRIER
AND COMPACTED GRANULAR
FILL PER PLAN
TYPICAL SLAB EDGE- N. T. S 9
NOTE: BORED HOLES SHALL NOT BE LOCATED @ THE
SAME SECTION OF STUD AS A NOTCH.
1%" MAX 2%" MAX
HOLE SINGLE STUD HOLE
(NO REINF. REQUIRED)
MIN MIN
2%" MAX 3%" MAX
HOLE DOUBLE STUDS HOLE
(NO MORE THAN TWO
5/8MIN SUCCESSIVE STUDS 5/e" MIN
MAY BE BORED)
2x4 STUDS 2x6 STUDS
(3x4 SIMILAR) (3x6 SIMILAR)
NOTE: BORED HOLES SHALL NOT BE LOCATED @ THE
SAME SECTION OF STUD AS A NOTCH.
HOLES ALLOWED THROUGH STUDS - N. T. S 2
NOTES:
HEADERS PER PLAN
(2)10d TOENAILS 2. PROVIDE (1) 2x CRIPPLE STUDS MINIMUM
EA SIDE OF STUD TYPICAL, U.O.N.
(typ.) 3. SEE ARCHITECTURAL DRAWINGS FOR OPENING
FLOOR JOISTS SIZES AND LOCATIONS
PER PLAN
4. 2x SOLID BLOCKING REQUIRED AT CEILING
(2)16d EA END OR LINE, ALL PANEL EDGES, AND @ 8'-0"oc MAX.
(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
TYPICAL WALL OPENING FRAMING ELEVATION - N. T. S
on
10
STUDS P
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JOISTS PER
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BEAM PER PLAN
TOE NAIL TO SUPPORT
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IDE
STUD WALL
PER PLAN
TYPICAL BEAM TO STUD DETAIL - N. T. S 3
PLYWOOD PANEL
EDGE
NOTE:
BEARING AND SHEAR WALL INTERSECTIONS SHALL
BE CONSIDERED DIAPHRAGM BOUNDARIES, TYP
NAILING TO SUPPORTED
PLYWOOD PANEL EDGES
PER PLAN (8d @ 6" min.)
TYPICAL UNBLOCKED SHEATHING - N. T. S 7
11
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HANGER PER
NOTES OR PLANS
QLJEATUTAI(1
JOIST DIRECTION VARIES
PER PLAN. PROVIDE (1) BAY
BLK'G @ 48"oc w/(4)8d NAILS
WHEN JOIST RUN PARALLEL
TO BEAM
JOIST PER PLAN
TYPICAL FLUSH BEAM CONNECTION - N. T. S 4
(8)16d @ 4"oc STAGGERED
AT EACH SIDE OF SPLICE
TOP CHORD SPLICE
BOTTOM CHORD SPLICE
6'-0" MIN. BETWEEN SPLICES
SPLICE TO OCCUR AT CL
OF VERT. STUD (TYP.)
16d @ 12"oc STAGGERED
ELSEWHERE
TOP PLATE SPLICE - N. T. S 8
12
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CUSTOM DESIGN & ENGINEERING, INC
Custom Design and
Engineering, In
6021 Roosevelt Way Ne
Seattle, WA 98115
www.cdengr.com
email: kam@cdengr.com
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PROJECT #
Al-3356
SHEET NQRECEIVE
Mar 15 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
S6.Oa
1).. AArAAnrn 1A11 irnr NAILING
1T (2) ROWS
Q RACRADED WHERE NAILING
_S OUT (2) ROWS
PWALL
'LAN
3x MEMBER WHERE NAILING
TYPE ,2) CALLS OUT (2) ROWS
0
0
PLYWOOD PANEL EDGE NAILING
PER SHEARWALL SCHEDULE
TO MATCH BOTTOM PLATE
NAILING PER SHEARWALL SCHEDULE
TYPICAL UPPER LEVEL
SHEAR WALL (SW) PANEL
(WHERE IT OCCURS)
EDGE OF SW SHEATHING
SHEAR WALL
EDGE/BOUNDARY
MEMBER PER HOLD-DOWN
SCHEDULE
HOLD-DOWN STRAP
PER PLAN
(IF APPLICABLE)
z' GAP
EDGE OF SW SHEATHING
PANEL BLOCKING
2 X FOR SW-1 & SW-2
3XFOR SW 3&
GREATER
EDGE OF SW SHEATHING
HOLD-DOWN TO
FOUNDATION
(REFER TO PLAN FOR SIZE
& HOLD-DOWN SCHEDULE
FOR BOLT)
2XPTHF2SILL
FOR SW-1 & SW-2
3XPTHF2SILL
FOR SW 3 & GREATER
EDGE OF SW SHEATHING
SHEARWALL
PER PLAN 3x MEMBER WHERE NAILING
TYPE ;2'CALLS OUT (2) ROWS
T
�v nnDnARGD INUCDC NAILING
1T (2) ROWS
SHEARWALL
PER PLAN
INTERSECTING WALL - INTERSECTING WALL
(SEE LEFT IF SHEARWALL) (SEE LEFT IF SHEARWALL)
SHEARWALL INTERSECTION DETAILS - N. T. S 2
SHEAR WALL LENGTH
EDGE OF SW SHEATHING
AS DEFINED PER PLAN
-------T
PANEL BLOCKING
2 X FOR SW-1 & SW-2
3 X FOR SW 3 & GREATER
FRAME NON -SHEAR WALLS
PER SW-1 REQ'MNTS
HOLD-DOWN
STRAP
PER PLAN
LPT4 OR A35 CLIP SPACING PER SHEAR WALL
(REQUIRED FOR SW-4 & GREATER.
REFER TO DETAILS 4 & 5).
ADD (2) 2 X STUDS OR SAME SIZE MEMBER AS ABOVE
WHERE UPPER SW BOUNDARY MEMBER
DOES NOT ALIGN WITH LOWER SW BOUNDARY MEMBER.
NAILING OF THESE LOWERS MEMBERS SHALL
MATCH THE BOUNDARY NAILING OF THE MEMBERS ABOVE.
TOP PLATE MUST
HEADER BE CONT.. OVER HEADER
(UNO)
/ PANEL BLOCKING
\ 2 X FOR SW-1 & SW-2
3 X FOR SW 3 & GREATER
SHEAR WALL BOUNDRY MEMBER (HOLD-DOWN
SCHEDULE)
HOLD-DOWN TO FOUNDATION
(REFER TO PLAN FOR SIZE
& HOLD-DOWN SCHEDULE FOR
BOLT)
TEDGE OF SW SHEATHING
. ......... ......... ......... ...................
RIM JOIST (WHERE IT OCCURS)
TYPICAL MAIN/LOWER LEVEL
SHEAR WALL (SW) PANEL
2" 0 X 10 ANCHOR BOLT @ 48" O.C.
IN NON -SHEAR WALLS
SHEAR WALL LENGTH
AS DEFINED PER PLAN TYP ANCHOR BOLT
SIZE & SPACING PER SHEARWALL
SCHEDULE
NOTES FOR TYPICAL SEGMENTED SHEAR WALLS (SW)
NO SCALE
1. REFER TO PLAN FOR SHEAR WALL LENGTH & HOLD-DOWN SIZES.
2. REFER TO SHEAR WALL SCHEDULE FOR SW PANEL SIZE, NAILING
AND BLOCKING.
3. REFER TO SHEAR WALL SCHEDULE FOR BOUNDARY MEMBERS.
4. REFER TO HOLD-DOWN SCHEDULE FOR HOLD-DOWNS & BOLTS.
TYPICAL SEGMENTED SHEAR WALLS - N. T. S 10
HOLD-DOWN
PER
PLAN
J
a
z
SHEAR WALL BOUNDARY
MEMBER
TIE ROD TO FOOTING VERT.
REINF.
(2) BARS REQ'D @ ANCHOR
ROD
ANCHOR ROD
PER HOLD-DOWN
SCHEDULE
GRADE
BEND BARS &
EXTEND 40"
BEYOND
CONC. WALL & SILL PLATE
SW PEI
u
CONFINEMENT R 3" E
REINFORCEMENT 2 �
(2) #4 STIRRUPS i u
a
6 SILL PLATE
c
u
FAILURE
PLANE
(ENGR. REF)
TYPICAL FOOTING
TYPICAL FOUND.HOOKED BAR
INTO FOOTING REINF. PER
(REFER TO FOUNDATION FOOTING
DETAILS) DETAILS.
THREADED ROD HOLD-DOWN REQUIREMENTS
1. THIS A TYPICIAL DETAIL IS APPLICABLE TO HOLD-DOWNS
TD1-TD9.
AND FOUNDATION WALLS AT LEAST 48" LONG. REFER TO
SPECIFIC DETAILS
FOR OTHER CONDITIONS.
2. THIS DETAIL IS APPLICABLE TO FOUNDATIONS WITH
CRAWLSPACE. EXTEND
THREADED ABOVE FLOOR RIM.
HOLD-DOWN SCHEDULE - HOLD DOWNS ATTACHED BETWEEN
FRAMED WALLS
TYPE (2)
CAPACITY (3)(4)
COLUMN
/BOLTS
MST37
2010
2 2 X HEM -FIR
30 - 10d 0.148" DIA
MST48
3105
2 2 X DOUG-FIR
38 - 10d 0.148" DIA
MST60
4800
2 2 X DOUG-FIR
40 - 10d 0.148" DIA
(2) MST48
6210
(2) 2 X DOUG-FIR
(2) 38 - 1 Od (0.148"
DIA)**
(2) MST60
9600
(3) 2 X DOUG-FIR
(2) 40 - 1 Od (0.148"
DIA)**
NOTES:
(1) FILL ALL HOLES WITH 10d COMMONS NAILS
(EXCEPTION SEE NOTE 3).
(2) WHERE DOUBLE STRAPS ARE INDICATED SUCH AS (2)
MST37 USE 10d X 1-1/21, COMMONS NAILS. SEE DETAIL
A/S7.1 FOR DETAIL.
(3) THE VALUES ABOVE ARE BASED ON A 161, CLEAR
SPAN WITH HEM -FIR FRAMING & WIND LOAD DURATION.
** STAGGER NAILING PER DETAIL B
M�
SINGLE HDU DETAIL
MIN. # OF STUDS SEE SINGLE HDU
PER SCHEDULE DETAIL FOR
CALLOUTSIN
HDU PER PLAN COMMON
SINGLE ANCHOR
BOLT THROUGH
BOTH HDU'S
I
Lu
Lu
STEM WALL &
REINFORCMENT w
PER PLAN 0-
•II •
0
c 1•
w
FOOTING &
REINFORCEMENT I•
PER PLAN
_ z
co
DOUBLE HDU DETAIL
BOLTED -HOLD DOWN
PER PLAN
EDGE MEMBER (2) 2 X PLATES
PER S.W. SCHEDULE -Ul 1 j
ROD PER HOLD-DOWN RIM JOIST (TYP)
SCHEDDULEj
MST48 STRAP
(2) 2 X STUDS HDR PER PLA
STRAP LOC �: A EDGE MEMBER
@ PER S.W. SCHEDULE
(EACH -END)
FOR STRAP INSTALLATION
K2) 2 X STUDS
UNDER HDR (TYP)
TYPICAL HOLD-DOWN OVER HEADER BEAM
FOR TD2 HOLD-DOWNS & GREATER
HOLD-DOWN SCHEDULE - HOLD DOWNS ATTACHED TO CONCRETE
MARK
TYPE
CAPACITY
ANCHOR BOLT (MONO
POUR)
ANCHOR BOLT (TWO
POUR)
NUMBER OF STUDS / SOLID
COLUMN
NAILS / SCREWS
/BOLTS
TD1
STHD14 OR HDU4-SDS2.5
3285
SSTB24 FOR HDU4
SSTB24 FOR HDU4
2 2 X HEM -FIR
30 - 10d 0.148" DIA
TD2
HDU5-SDS2.5 SPF/HF
4065
SSTB24 FOR HDU5
SSTB24 FOR HDU5
2 2 X DOUG-FIR
38 - 10d 0.148" DIA
TD3
HDU5-SDS2.5 DF/SP)
5645
5" O x 24 ASTM A 7
5" O x 24 ASTM A 7
(2) 2 X DOUG-FIR
40 - 10d (0.148" DIA)
TD4
HDU8-SDS2.5
7460
SSTB28
SSTB34
(2) 2 X DOUG-FIR
20 --" X 3 - SCREWS
TD5
HDU 11-SDS2.5
9540
1" 0 X 24 ASTM A307
1" 0 X 24 ASTM A307
6 X 6 DF 2 POST
26 --" X 3 - SCREWS
TD6
HDU 11-SDS2.5
11175
1" 0 X 24 ASTM A307
1" 0 X 24 ASTM A307
6 X 6 DF 1 POST
TD7
HDU14-SDS2.5
1 14445
1" 0 X 24 ASTM A307
1" 0 X 24 ASTM A307
6 X 6 DF 1 POST
TD8
HD12
15510
1-1/8" X 24 ASTM A307
1-1/8" X 24 ASTM A307
6 X 6 DF 1 POST
TD9
I HD19
19070
1-1/4" X 24" ASTM 307
1-1/4" X 24" ASTM A307
6 X 6 DF 1 POST
NOTES:
1. HOLDDOWNS SHALL BE MANUFACTURED BY THE SIMPSON STRONG -TIE CO, OR EQUIVALENT.
2. ALL BUILTUP STUDS SHALL RECEIVE SHEAR WALL EDGE NAILING.
3. INSTALL HOLD-DOWN BOLTS THRU THE THICKER SECTION OF THE SOLID POST.
4. 5/8" DIA ASTM A36 THREADED ROD EMBEDDED 12 INCHES IS ACCEPTABLE SUBSTITUTION FOR
SST20, SST24, OR SST28.
3/4" DIA ASTM A36 THREADED ROD EMBEDDED 12 INCHES IS ACCEPTABLE SUBSTITUTION FOR
SST28 OR SST34.
HDU PER PLAN
)LD-DOWN
1
M JOIST (TYP)
2 X PLATES
HDR PER PLAN
A STRAP OPTION
FOR MST48 STRAP INSTL ONLY.
HOLD-DOWN SCHEDULE - HOLD DOWNS ATTACHED TO
EXISTING WITH EP XY
MARK
EPDXY EMBED
COLUMN
/BOLTS
HDU2
7"
2 2 X HEM -FIR
30 - 10d 0.148" DIA
HDU4
9"
2 2 X DOUG-FIR
38 - 10d 0.148" DIA
HDU5
12"
2 2 X DOUG-FIR
40 - 10d 0.148" DIA
HDU8
15"
(2) 2 X DOUG-FIR
Od (0.148"
(2) 38 - 1 DIA)**
HDU11
-
(3) 2 X DOUG-FIR
(2) 40 - 10d (0.148"
DIA)**
NOTES:
1. USE SIMPSON SERIES EPDXY AS INDICATED IN GENERAL NOTES
TYPICAL HOLD-DOWN SCHEDULE - N.T.S 8
SHEAR WALL SCHEDULE
MARK
CAPACITY (LB/FT)
(1)
SHEATHING
(PLYWOOD/OSB) (2)
NAIL SIZE (3)
EDGE NAIL SPACING
(4)
FIELD NAIL SPACING
BOTTOM PLATE NAILING
(2ND FLOOR) (6)
SILL PLATE CONN. TO
FOUNDATION (10)
SHEAR CLIP SPACING
(LTP4 OR A35 REFER TO DETAILS)
TYP FRAMING
(U.N.O
FRAMING AT
ABUTTING EDGES (11)
FOUNDATION SILL
PLATES
PLATES
SW-1
213
7/16
8d (0.131" DIA)
6
SEE NOTE 5
16d @ 6" O.C.
1" X 10 @ 35" O.C.
LTP4 or A35 @ 16" O.C.
2 X
2 X
2 X
(2) 2 X
SW-2
254
7/16
8d (0.131" DIA)
4
SEE NOTE 5
16d @ 4" O.C.
1" X 10 @ 30" O.C.
LTP4 or A35 @ 16" O.C.
2 X
2 X
2 X
(2) 2 X
SW-3
350
7/16
8d (0.131" DIA)
3
SEE NOTE 5
16d @ 4" O.C.
19" X 10 @ 20" O.C.
LTP4 or A35 @ 16" O.C.
2 X
3 X
3 X
(2) 2 X
SW-4
492
15/32
1 Od (0.148 DIA)
3
SEE NOTE 5
16d @ 3" O.C.
5" X 10 @ 24" O.C.
LTP4 or A35 @ 12" O.C.
2 X
3 X
3 X
(2) 2 X
SW-5
631
15/32
1 Od (0.148 DIA)
2
SEE NOTE 5
16d @ 2" O.C.
5" X 10 @ 18" O.C.
LTP4 or A35 @ 9" O.C.
2 X
3 X
3 X
(2) 2 X
SW-6
836
15 BOTH SIDES
1 Od (0.148 DIA)
4
SEE NOTE 5
4" DIA LAG SCREW @ 4" O.C.
4" X 10 @ 18" O.C.
SEE DETAIL 1
2 X
3 X
3 X
(2) 2 X
SW-7
1200
15 BOTH SIDES
1 Od (0.148 DIA)
3
SEE NOTE 5
'q" DIA LAG SCREW @ 3" O.C.
4' X 10 @ 14" O.C.
SEE DETAIL 1
2 X
3 X
3 X
(2) 2 X
SW-8
1540
15 BOTH SIDES
1 Od (0.148 DIA)
2
SEE NOTE 5
4" DIA LAG SCREW @ 3" O.C.
4' X 10 @ 24" O.C.
SEE DETAIL 1
2 X
3 X
3 X
(2) 2 X
NOTES
1 ALLOWABLE SHEAR CAPACITY ASSUMES HEM -FIR FRAMING, AND IS BASED ON THE 2018 IBC
WITH INCREASES FOR LOAD DURATION. SW-7 & SW-8 REQUIRES DOUG-FIR FRAMING.
2 UPON ENGINEERS APPROVAL, 19/32" RATED SHEATHING MAY BE USED WITH NO CAPACITY REDUCTION.
O.S. INDICATES ONE SIDE OR WALL TO BE SHEATHED, B.S. INDICATES SHEATHING ON BOTH SIDES.
3 8d NAILS = 0.131" dia 10d NAILS = 0.148" dia
4 FOR SHEAR WALL TYPES SW-3 AND HIGHER, ALL PANEL EDGE NAILING AND FOUNDATION SILL NAILING
SHALL BE STAGGERED.
5 12" FIELD NAILING FOR STUDS 16" O.C. AND 6" FIELD NAILING FOR STUDS 24" O.C.
6 WHERE LAG SCREWS ARE REQUIRED, SCREW LENGTH MUST BE ADEQUATE TO ENSURE 2-1/41,
PENETRATION OF THE LAG INTO THE RIM JOIST BELOW. PRE DRILL WITH 3/16" DIA LEAD HOLE.
7 ADDITIONAL BOTTOM PLATE ANCHORS ARE ONLY REQUIRED AT WALLS DESIGNATED ON PLANS
AS PERFORATED SHEAR WALLS. THESE ANCHORS ARE NOT REQUIRED AT FOUNDATION SILL PLATES.
8 ALIGN STRAPS WITH WALL STUDS AND CENTER AT FLOOR SHEATHING.
9 WALLS WITH OUT SHEAR WALL ID SHALL CONFORM SW-1.
10 3" x 3" x 1/4" GALVANIZED PLATE WASHER IS REQUIRED. EMBED ANCHOR BOLTS 7.5" MINIMUM.
REFER TO S-1 TO PRESSURE TREATING NOTES FOR ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED LUMBER.
REFER TO FOUNDATION WALL SILL BOLTING REQUIREMENTS WHERE ANCHOR BOLT SPACING MAY LESS THAN SHOWN
PER THIS TABLE.
11 REFER TO HOLD-DOWN TABLE WHERE SHEAR WALL EDGE MEMBERS ARE CONTROLED BY THE REQ'D HOLD-DOWN.
AS A MINIMUM REQUIREMENT, A 3X MEMBER AT HOLD DOWNS SHALL BE USED. WHERE (3) 2 X MEMBERS ARE
REQUIRED PER THE HOLD-DOWN TABLE, USE (1) 3 X & (1) 2 X.
SHEAR WALL SCHEDULE - N. T. S 12
CUSTOM DESIGN & ENGINEERING, INC
ustom Design and
Engineering, In
6021 Roosevelt Way Ne
Seattle, WA 98115
www.cdengr.com
email: kam@cdengr.com
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56997 19�1
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1 /24/2024
PROJECT #
Al-3356
SHEET N(kECEIVE
Mar 15 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
S600b
itorliffAV
FULL DEPTH
RIM
SHEARWALL
PER PLAN
LSLI
BOUNDARY NAILING
PER SW SCHEDULE
SHEARWALL
PER PLAN
TRUSS PER
PLAN
1 24
8d @ 6" oc _\
BLK'G @32"oc
I) 10d NAILS
5 6 7 8
IOU @6"o-
3x LEDGER w/ (2) R
5/8" DIAx7" LAGS Cc
-ALIGN W/ STUDS
ROOF FRAMING PER PLAN
LRU SERIES HANGERS
=
SW PER PLAN /
(WHERE OCCURS)
FRAMING & SHEATHING
ER PLAN
SHEARWALL
PER PLAN
2x4 CONT BLCK'G
@ 8d @ 6" o.c TOP
& 16d @ 6" o.c SIDE
BLK'G @32"oc
ATTACH w/ (4) 10d NAILS
ROOF FRAMING
PER PLAN
BEAM PER
PLAN
8d @ 6" oc
BLK'G @32"oc
ATTACH w/ (4) 10d NAILS
TRUSS PER PLAN
9 10 11 12
POO
CUSTOM DESIGN & ENGINEERING, INC
Custom Design and Engineering, In
6021 Roosevelt Way Ne
Seattle, WA 98115
www.cdengr.com
email: kam@cdengr.com
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56997 t�
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1 /24/2024
PROJECT #
Al-3356
SHEET NQRECEIVE
Mar 15 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
S601
INC
Custom Design and Engineering, In
6021 Roosevelt Way Ne
PARAPET -SHEATH PER
SW-1 IN SCHED. PARAPET - SHEATH PER
SW-1 IN SCHED.
A35 CLIP @ 24" O.0
oc FRAMING & SHEATHING 8d 6" oc
A35 CLIP @ 24" O.0
@
PER PLAN FRAMING & SHEATHING
PER PLAN
CUSTOM DESIGN &ENGINEERING,
BLCK @ 32"O.0 - H1 CLIP @ Seatt
ATTACH w/ (4) 10d EA JOIST
NAILS
SW PER PLAN H1 CLIP @ SW PER PLAN
EA JOIST (WHERE OCCURS)
1 2 3 4 2Ei CD
T -SHEATH PER PARAPET - SHEATH PER
SW-1 IN SCHED. SW-1 IN SCHED.
A35 CLIP @ 24" O.0 A35 CLIP @ 24" O.0
8d @ 6" oc 8d @ 6" oc
LU
BLK'G @32"oc
ATTACH w/ (4) 10d NAILS
FULL DEPTH FULL DEPTH
RIM RIM7/\1
CD
SHEARWALL CLIP PER SW SCHEDULE SHEARWALL - -
H1 CLIP (OR
PER PLAN PER PLAN EQUIVALENT) @
EA TRUSS
CLIP PER SW SCHEDULE
5 6 7 8
8d @ 6" oc 8d @ 6" oc
BLK'G @32"oc FULL DEPTH
CONT STRAP PER 5699
FULL DEPTH ATTACH w/ (4) 10d NAILS RIM TRUSS PER PLAN
PLAN
BLK'G @32"oc RIM
ATTACH w/ (4) 10d NAILS
SHEARWALL CLIP PER SW SCHEDULE SHEARWALL H1 CLIP (OR
\ PER PLAN PER PLAN EQUIVALENT) @
EA TRUSS
DRAG TRUSS (REFER TO PLAN
FOR DESIGN LOADING)
02
9 10 11 12
CCD
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