APPROVED REVISION 1-Structural_Calculations+6.8.2022■ A
GENERAL STRUCTURAL NOTES
(THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS)
CRITERIA
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2018 EDITION),
& EDMONDS BUILDING CODE MODIFICATIONS TO THE INTERNATIONAL BUILDING CODE.
2. DESIGN LOADING CRITERIA:
FLOOR LIVE LOAD (RESIDENTIAL). . . . . . . . . . .40 PSF
DECK LIVE LOAD (RESIDENTIAL) . . . . . . . . . . .60 PSF
ROOF SNOW LOAD (Pf) . . . . . . . . . . . . . . . . 25 PSF
WIND:
BASIC WIND SPEED (3-SECOND GUST) . . . . . . . .110 MPH
WIND IMPORTANCE FACTOR (Iw). . . . . . . . . . . . .1.0
WIND EXPOSURE . . . . . . . . . . . . . . . . . . . . B
TOPOGRAPHICAL FACTOR (Kzt). . . . . . . . . . . . .1.00
EARTHQUAKE:
LAT. / LONG . . . . . . . . . . . .
. . 47.813 /-122.370
SEISMIC IMPORTANCE FACTOR (Ie) . .
. . . . . . . . .1.0
SEISMIC USE GROUP. . . . . . . . .
. . . . I
MAPPED SPECTRAL RESPONSE (Ss/Si) .
. . . . . 1.287g/0. 45g
SPECTRAL RESPONSE COEF. (SDS/SD 1) .
. . . . . 0.89g/0.45g
SEISMIC FORCE RESISTING SYSTEM:. .
.PLYWOOD SHEAR WALLS
DESIGN BASE SHEAR. . . . . . . . .
. . . . . . 9.62k
SEISMIC RESPONSE COEFICIENT (Cs) .
. . . . . . . .0.158
SEISMIC DESIGN CATEGORY . . . . .
. . . . . . . . . . D
RESPONSE MODIFICATION FACTOR (R).
. . . . . . . . . 6.5
ANALYSIS PROCEDURE . . . . . . EQUIVALENT
LATERAL FORCE
REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2015 DATA
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.
4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CON-
DITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CON-
STRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST
VERIFIED. CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT
UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION. THE CONTRACTOR SHALL
BRING ALL CONFLICTS AND DISCREPANICES TO THE ATTENTION OF THE ARCHITECT
AND STRUCTURAL ENGINEER.
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 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 CON-
TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE,
CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CON -
CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
GEOTECHNICAL
8. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION,
COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH REC-
OMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGI-
NEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COM-
PACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FIN-
ISHED 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.
ALLOWABLE SOIL PRESSURE. . . . . . . . . 2000 PSF
LATERAL EARTH PRESSURE . . . . . . . . . 45 PCF
SOILS REPORT REFERENCE:COBALT GEOSCIENCES, LLC PARCEL NO. 00434208501600
CONCRETE
9. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD-
ANCE WITH IBC SECTION 1905 AND ACI 301. CONCRETE SHALL ATTAIN A 28-DAY
STRENGTH OF F'C = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2
SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A
SLUMP OF 5" OR LESS.
THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED
IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND
THE EDMONDS DEPARTMENT OF PLANNING AND DEVELOPMENT FOR APPROVAL TWO WEEKS
PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE
THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS
WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING
STRENGTH DATA IN ACCORDANCE WITH IBC 1905.3. 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.
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -
ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND
C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE
INTERNATIONAL BUILDING CODE.
10. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1),
GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185.
11. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD-
ANCE WITH ACI 318-02. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS
OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTER-
SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAP
ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS.
12. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . . .3"
B. ALL OTHER SURFACES . . . . . . . . . . . . . . . . 1 1/2"
13. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND
SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S
PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO
THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM).
ANCHORAGE
14. EXPANSION BOLTS INTO CONCRETE AND GROUTED MASONRY UNITS SHALL BE
"STRONG -BOLT" ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND
INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 1771, INCLUDING MINIMUM
EMBEDMENT REQUIREMENTS.
15. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH
"SET-XP" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON COMPANY
AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2508.
16. TITEN HD ANCHORS SPECIFIED ON THE DRAWINGS SHALL CONSIST OF "TITEN HD"
HEAVY DUTY SCREW ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND
INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2713.
WOOD
17. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CON-
FORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17,
LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
JOISTS: (2X MEMBERS) HEM -FIR NO. 2
MINIMUM BASE VALUE, FB = 850 PSI
(3X & 4X MEMBERS) DOUGLAS FIR NO. 1
MINIMUM BASE VALUE, FB = 1000 PSI
STRUCTURAL LIGHT FRAMING:
DOUGLAS
FIR
NO. 2
(INCL.
3X
AND 4X POSTS)
MINIMUM
BASE
VALUE,
FB
= 900 PSI
BEAMS
AND
STRINGERS:
DOUGLAS
FIR
NO. 1
(INCL.
6X
AND LARGER)
MINIMUM
BASE
VALUE,
FB
= 1350 PSI
POSTS
AND
TIMBERS:
DOUGLAS
FIR
NO. 1
(6X6 AND
LARGER )
MINIMUM
BASE
VALUE,
FC
= 1000 PSI
STUDS,
PLATES
& MISC. FRAMING:
DOUGLAS
FIR
OR HEM -FIR
STANDARD GRADE
2X6 STUDS AND PLATES: HEM -FIR NO.3/ STUD GRADE
2X AND 3X T & G DECKING HEM -FIR COMMERICAL DEX,
MINIMUM BASE VALUE, FB = 1350 PSI
18. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND
AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND
SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. ALL SIMPLE
SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, FB = 2,400 PSI, FV =
165 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8,
FB = 2400 PSI, FV = 165 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 2,000'
RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. ALL COLUMNS SHALL BE DOUGLAS
FIR COMBINATION NO. 5, FC = 2400 PSI, E = 2.0 X 10E6 PSI.
19. ENGINEERED LUMBER MEMBERS SHALL BE MANUFACTURED UNDER A PROCESS BY THE
NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING
THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL
RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL LUMBER SHALL
BE MANUFACTURED IN ACCORDANCE WITH THE APPROPRIATE ICC REPORT AND GLUED
WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL
GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER.
PSL
FB
= 2900
PSI
E
= 2000
KSI
FV
= 290
PSI
ESR-1387
LSL
FB
= 2250
PSI
E
= 1500
KSI
FV
= 285
PSI
ESR-1387
LVL
FB
= 2600
PSI
E
= 1800
KSI
FV
= 285
PSI
ESR-1387
DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAUSER
CORPORATION. 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 APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST
HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS
PROVIDED.
ALL PROPOSED HOLE SIZES AND LOCATIONS SHALL BE SUBMITTED TO THE STRUCTURAL
ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO DRILLING HOLES.
20. PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOISTS
MANUFACTURED BY THE WEYERHAUSER CORPORATION AND SHALL BE FURNISHED AND
INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS.
ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL
BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS TO
THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION.
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 APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST
HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH PLYWOOD WEB
JOIST PROVIDED.
ALL HOLES SHALL CONFORM TO THE MANUFACTURERS SPECIFICATIONS. IF THREE OR
FEWER HOLES ARE PROPOSED FOR A SINGLE JOIST, HOLES SHALL CONFORM TO THE
WEYERHAUSER ILEVEL TJI ALLOWABLE HOLE CHART. IF MORE THEN THREE HOLES ARE
PROPOSED FOR ONE SINGLE JOIST, ALL HOLE SIZES AND LOCATIONS SHALL BE SUB-
MITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO
DRILLING HOLES.
21. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II,
EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND
BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE
USED IN LIEU OF PLYWOOD.
A. ROOF SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0.
B. FLOOR SHEATHING SHALL BE 3/4" (NOM.) WITH SPAN RATING 40/20.
C. WALL SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0.
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING.
22. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -
TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED
BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR
MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF
A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY
OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS
GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES,
AND COLUMNS.
23. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE"
BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT
DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC
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.
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. UN-
LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEA-
SONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS
IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS
STEEL (SST300), POST HOT -DIPPED GALVANIZED(HDG) OR GALVANIZED WITH A MINI-
MUM OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL
LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST
HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT"
OR "IUT" SERIES JOIST HANGERS.
24. NAILS - 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"
IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)
FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF
SHEATHING WITH NO COUNTERSINKING PERMITTED.
25. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN:
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 2304.9.1 OF
THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS
SHALL BE COMMON. 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.
B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE
2X4 STUDS @ 16" 0. C. AT I NTER I OR WALLS AND 2X6 @ 16" 0. C. AT EXTER I OR
WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS
AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED
OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COL-
UMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. 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 SIX 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 5/8" DIAMETER ANCHOR BOLTS (WITH
7" MINIMUM EMBEDMENT) @ 4' -0" 0. C. UNLESS INDICATED OTHERWISE. INDIVI-
DUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH
16D @ 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. WHEN NOT OTHERWISE
NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING ( SPAN RATING 24/0) ON
EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES),
TOP AND BOTTOM PLATES WITH 8D @ 6" O.C. AND TO ALL INTERMEDIATE STUDS
AND BLOCKING WITH 8D @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES
AND ENDS.
C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN
FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL
BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH
TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN
ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI -JOIST BEAMS TO-
GETHER WITH 16D @ 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE
PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS
PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D 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.
BLD2021-1590
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
E r i &
Jun 27 2022
APPROVED DATE
�**�' 4127122
Project Contact
Jim Harriott
tel 206 778 2990
jharriott@harriottvalentine.com
Project Architect
Maggie Hanna - WAKEdesign, LLC
1752 NW Market St, #203
Seattle, WA 98107
Project
Dunn Residence
315 8th Ave N
Edmonds, WA 98020
Issue Date
Issue Description
11/10/2021
Permit
02/11/2022
Corrections
02/28/2022
Coordination 01
4/27/2022
Construction Set Z
Building Department Approval
REVISION
Jun 08 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
GENERAL STRUCTURAL
NOTES
Drawing Number
S1.0
w
0
Z
w
0
U)
w
z
z
0
■ A
10" 0 PLINTH, REINF. W/
(4) #4 VERT.
(3) #4 EACH WAY
BOTTOM
5/8 0 x 8" TITEN HD TO EX.
CONC. STEMWALL
(3) #4 EACH WAY
BOTTOM
NEW FOOTING BELOW EX.
STEMWALL
l
a
2'-0" SQUARE
COLUMN PER PLAN
(PRESSURE -TREATED)
ABA SERIES POST BASE
3/4" = 1'-0"
COLUMN PER PLAN
(PRESSURE -TREATED)
ABA SERIES POST BASE
EXISTING SLAB
REPAIR SLAB PER 4/S2.0
EX. STEMWALL PER PLAN
1/2" EPDXY GROUT FOR
FULL BEARING
3/4" = 1'-0"
IN
3
4" THICK SLAB REINF. W/
W2.9xW2.9 6x6 W.W.M. CTR'D.
TYPICAL _—X x x x X x— 6 MIL VAPOR BARRIER
o�000 °moo°°oa000°o�'� (OMIT AT EXTERIOR SLABS)
SLAB 80°00�� 0°080°00°�° 0°08° °
4" FREE -DRAINING
GRANULAR FILL
CONTROL -X x X� rx X X-
og°o o
JOINT 800�
�2nd POUR 1st POUR
CON STR. -x x x x x x-
a
JOINT 8`0°00�� 0°080°oo°R°� 0°08
CONTROL JOINT FORMER
"ZIP STRIP" 11/2" DEEP
(JOINT MAY BE SAW -CUT
AT CONTRACTOR'S OPTION)
CUT ALT. WIRES AT JOINT
PLASTIC JOINT KEY
"MEADOW BURKE"
STOP REINF. 1" CLEAR OF
JOINT EACH SIDE
SLAB -ON -GRADE (NOT INSULATED)
3/4" = 1'-0"
FOUNDATION PLAN
scale: 1/4° = V-0°
FOUNDATION PLAN NOTES
WHERE NEW CONCRETE WALLS OR FOOTING
ABUT EX. CONCRETE, PROVIDE DOWELS #4 x
2'-0" TO MATCH HORIZ. REINFORCING, EMBED
5" IN EPDXY GROUT.
2. SEE 10/S4.0 FOR TYPICAL HOLDOWN
REQUIREMENTS AT CONCRETE WALLS AND
FOOTINGS.
3. SLAB -ON -GRADE SHALL BE PLACED AND
CURED FOR A MINIMUM OF SEVEN DAYS
BEFORE RETAINING WALLS ARE BACKFILLED.
SEE RETAINING WALL DETAILS FOR SPECIFIC
CONFIGURATION.
LEGEND
SECTION DETAIL
PRESSURE -TREATED
ALL -THREAD HOLDOWN AT
END OF SHEARWALL ABOVE
STRAP HOLDOWN AT
END OF SHEARWALL ABOVE
WALL OR COLUMN ABOVE
EXISTING STUD WALL
NEW STUD WALL
EXISTING MASONRY WALL
EXISTING CONCRETE WALL
NEW CONCRETE WALL
BLD2021-1590
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
E r i &
Jun 27 2022
APPROVED DATE
Orwwwgw F 4127122
Project Contact
Jim Harriott
tel 206 778 2990
jhardoft@hardoftvalentine.com
Project Architect
Maggie Hanna — WAKEdesign, LLC
1752 NW Market St, #203
Seattle, WA 98107
Project
Dunn Residence
315 8th Ave N
Edmonds, WA 98020
Issue Date
11/10/2021
Issue Description
Permit
02/11/2022
02/28/2022
Corrections
Coordination
4/27/2022
Construction Set 0
Building Department Approval
REVISION
Jun 08 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
FOUNDATION PLAN
Drawing Number
SIO
LL I
U
z
LLI
0
07
LL I
z
z
0
44 (P.T.) STANCHIONS
SEE ARCH'L. FOR LAYOUT
SEE ARCH'L. FOR INFILL,
TOP AND BOTTOM RAILS
UNLESS NOTED OTHERWISE,
PROVIDE THE FOLLOWING
AT A MINIMUM:
26 RAIL CAP, AND 2x4
TOP AND BOTTOM RAILS,
WITH A MAXIMUM SPAN
OF 6'-0"oc, ATTACH EACH
WITH (2) NO. 8 WOOD
SCREWS EACH END (MIN.)
2x2 PICKETS @ 4"oc, ATTACH
EACH WITH (1) NO. 8 WOOD
SCREW TOP AND BOTTOM
NOTE: REFER TO 5/S3.1
FOR FLOOR FRAMING
R E SI GAT
LEDGER
CONTINUOUS FLASHING
WITH DRIP EDGE (COORD.
WITH ARCHITECTURAL)
DECK JOISTS PER
PLAN WITH HANGERS
PER PLAN
(3) 10d BOX EACH
SIDE OF BLOCKING
L
N
_
N
HD2A TOP AND BOTTOM
EACH WITH 5/8" 0 THRU—
BOLT TO STANCHIONS AND
(2) 5/8"0 DIAMETER THRU—
BOLTS TO BLOCKING
(5) 16d
BLOCK ONE BAY FULL
DEPTH WITH (2) 2x
(AT JOISTS PARALLEL
CONDITION, SHOWN)
OR PROVIDE 2x BACKER
16" LONG (AT JOISTS
PERPENDICULAR CONDITION,
SIMILAR)
1-1/2" = 1'-0" 2
SHEARWALL PER PLAN
(2) ROWS 1/2" 0 THRU—
BOLTS @ 8"oc
(EACH ROW)
JOISTS PER PLAN
SHEARWALL PER PLAN
1-1/2)) = 1'-0" 3
PANEL EDGE NAILING
PLAN (8d @ Coc U.N.O.)
TAPERED JOISTS /
(SLOPE PER ARCH'L.� � EX. JOISTS PER PLAN
BEAM PER PLAN
BLOCK ONE BAY EACH
SIDE FULL —DEPTH
@ 48"oc — FIT TIGHT
3/4" = 1'-0" 4
■ A
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
E r i &
Jun 27 2022
APPROVED DATE
Orwwwgw — 4127122
Project Contact
Jim Harriott
tel 206 778 2990
jhardoft@hardoftvalentine.com
Project Architect
Maggie Hanna — WAKEdesign, LLC
1752 NW Market St, #203
Seattle, WA 98107
Project
Dunn Residence
315 8th Ave N
Edmonds, WA 98020
Issue Date
11/10/2021
Issue Description
Permit
02/11/2022
02/28/2022
Corrections
Coordination
4/27/2022
Construction Set 0
Building Department Approval
REVISION
Jun 08 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
MAIN FLOOR
FRAMING PLAN
U
z
w
0
' V O
Drawing Number
S11
z
z
0
HV
Harriott Valentine Engineers Inc.
8d @ 6"oc
RAFTERS PER PLAN
4x10 PER PLAN
2
PANEL EDGE NAILING PER
PLAN (8d @ Coc U.N.O.)
8d @ Coc
TO BLOCKING
EX. OUTRIGGERS
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
BLOCK FULL —DEPTH
(VENT PER ARCH'L.)
REVISED PLAN APPRO
BLOCK FULL —DEPTH
CITY OF EDMONDS BUILDING DIVI
4x10 PER
(VENT PER ARCH'L.)
—
TAPERED SLEEPERS
(SLOPE PER ARCH'L.)
(3) 16d
Erg
PLAN
FURR AS REQUIRED TO
MATCH EXISTING CEILING
AT BLOCK
EX. RAFTERS
BUILDING OFFICIAL
Jun 27 2022
RAFTERS PER PLAN
HEIGHT — OR RIP 2x12
EX. RAFTER PER PLAN
PER PLAN
APPROVED DATE
P.
TO OVERALL DEPTH
BLOCK FULL —DEPTH
BLOCK ONE RAFTER
HANGER
LUS210
2
A35 @ 24"oc
@ 24"oc — NAIL
WITH (3) 12d EACH
— A35 PER SW SCHEDULE
BAY @ 48"oc
SIDE EACH BLOCK
SHEARWALL PER PLAN
A35 PER SW SCHEDULE
H2.5A AT EACH RAFTER
H2.5A EACH JOIST
WIND BEAM PER PLAN
SHEARWALL PER PLAN
SHEARWALL PER PLAN
3/4" = 1'-0"
1
3/4" = 1'-0"
2
3/4" = 1'-0"
3/4" = 1'-0"
4
GE NAILING PER
@ Coc U.N.O.)
LL—DEPTH
PANEL EDGE NAILING
PLAN (8d @ Coc U.N.O.)
TAPERED SLEEPERS
(SLOPE PER ARCH'L.)
PANEL EDGE NAILING
PLAN (8d @ Coc U.N.O.)
PANEL EDGE NAILING
PLAN (8d @ Coc U.N.O.)
ARCH'L.)
LBK
TAPERED SLEEPERS
BEAM PER PLAN
TAPERED SLEEPERS
BEAM PER PLAN
BLOCK FULL —DEPTH
@ MIDSPAN OF
OVERHANG
SLEEPERS
R ARCH'L.)
(SLOPE PER ARCH'L.)
EX. JOISTS PER PLAN
(BEAR 13/4" MIN.)
(3) 1Od BOX EACH
SIDE OF BLOCKING
EX. JOISTS PER PLAN
(SLOPE PER ARCH'L.)
EX. JOISTS PER PLANWA
(BEAR 13/4" MIN.)
g
°
O
.t
2u4�
RAFTERS PER PLAN
�o
4127122
A35 PER SW SCHEDULE
BEAM PER PLAN --___
-
Project Contact
H2.5A EACH JOIST
HANGERS PER PLAN
BLOCK ONE BAY EACH
SIDE FULL —DEPTH
@ 48"oc — FIT TIGHT
HANGERS PER PLAN
Jim Harriott
tel 206 778 2990
jharriott@harriottvalentine.com
Project Architect
SHEARWALL PER PLAN
Maggie Hanna — WAKEdesign, LLC
1752 NW Market St, #203
Seattle, WA 98107
(WHERE OCCURS)
Project
3/4" = 1'-0"
5
3/4" = 1'-0"
6
3/4" = 1'-0"
7
3/4" = 1'-0"
8
Dunn Residence
315 8th Ave N
Edmonds, WA 98020
2
2
Issue Date Issue Description
11/10/2021 Permit
02/11/2022 Corrections
EXISTING 2x4 @ 24"oc
PANEL EDGE NAILING
8d @ Coc
RAFTERS PER PLAN
(NEW)
PANEL EDGE NAILING
8d @ Coc
02/28/2022 Coordination 2
4/27/2022 Construction Set 22
RAFTERS PER PLAN
RAFTERS PER PLAN
(EXISTING)
(EXISTING)
Building Department Approval
EXISTING
2x8 @ 16"oc
FURR AS REQUIRED TO
MATCH EXISTING CEILING
2
CDETA:ILDE:LETED
2
DETAIL DELETED
REVISION
Jun 08 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
HEIGHT — OR RIP 2x12
GLULAM BEAM PER PLAN
TO OVERALL DEPTH
GLULAM BEAM PER PLAN
Drawing Title
STRUCTURAL DETAILS
BLD2021-1590
Drawing Number
» > »
3/4 = 1 —0
9
,> > »
3/4 = 1 —0 10
>, , �,
3/4 = 1 —0 11
7 /A" 1'_n"
./ , _ 1 12
S3.0
ED
;ION
Lu
U
z
LL I
0
U)
LL I
IY
z
z
0
HV
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www. harriottvalenti ne. com
A35 @ 48"oc
26 P.T. PLATE WITH
REVISED PLAN APPRONJ
5/8" 0 X 8" TITEN HD
CITY OF EDMONDS BUILDING DIVI
BOLTS @ 48"oc
(3) 10d BOX EACH
Erg
2
2
2
SIDE OF BLOCKING
DETAIL DELETED
=DETAILETED
DETAIL DELETED
BUILDING OFFICIAL
Jun 27 2022
PT RIMBOARD---------
APPROVED DATE
(U.N.O. ON PLAN)
° BLOCK ONE BAY FULL —
DEPTH @ 48"oc WITH
PT RIMBOARD —
j
FIT TIGHT TO JOISTS
EX. CONC. WALL
10d BOX TOENAIL EACH
SIDE OF RIM TO PLATE
a
3/4" = 1'-0"
1
3/4" = 1'-0"
2
3/4" =
1'-0" 3
°
a
3/4" = 1'-0"
4
PLATE NAILING PER
SHEARWALL SCHEDULE
SHEARWALL PER PLAN
EX. FLOOR SHEATHING
TRIM TONGUES AND/OR
PANEL EDGE NAILING
GROOVES AT EDGE OF
PER PLAN FROM NEW
SHEATHING
SHEATING TO FLAT
26 BLOCKING
WAA
10d BOX FACENAIL
{~ �i `� � '
AT TOP AND BOTTOM
OF JOIST
NEW FLOOR SHEATHING
2
DETAIL DELETED
=DELETED
`� '�{�;J �
::,
EX. JOISTS PER PLAN
(BEAR 13/4" MIN.)
29049
o
EX. 2x RIM (U.N.O.
ON
ON PLAN)
— FLAT 26 BLOCKING @
4127122
EACH JOIST BAY
Project Contact
Jim Harriott
A35 PER SW SCHEDULE
tel 206 778 2990
j harriott@harriottvalenti ne.com
SHEARWALL PER PLAN
A35 PER SW SCHEDULE
Project Architect
Maggie Hanna — WAKEdesign, LLC
1752 NW Market St, #203
Seattle, WA 98107
Project
3/4" = 1'-0"
3/4" = 1'-0"
3/4" = 1'-0"
c�
8
Dunn Residence
315 8th Ave N
Edmonds, WA 98020
Issue Date Issue Description
11/10/2021 Permit
02/11/2022 Corrections
02/28/2022 Coordination 0
4/27/2022 Construction Set
Building Department Approval
2
REVISION
DETAIL
DELETED
Jun 08 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
STRUCTURAL DETAILS
BLD2021-1590
Drawing Number
9
10
11
12
S3.1
3/4 = 1 —0
3/4 = 1 —0
3/4 =
1 —0
"/ I _ 1
ED
;ION
Lu
0
Z
LLI
0
U)
LLI
z
z
D
0
■A
z
DETAIL DELETED
3/4" = 1'-0"
STRAP SCHEDULE (NOT ALL USED)
MARK
END LENGTH
NAILS
NAIL SPACING
CS20
9"
(16) 8d x 21/2"
21/16'$
MSTCM40
111/4"
(14) 1Old x 31/4
N/A
1. 10d AND 12d DIAMETER = 0.148"; 8d DIAMETER = 0.131".
2. USE HALF OF THE REQUIRED NAILS IN EACH MEMBER
BEING CONNECTED (i.e. IN EACH END LENGTH).
HOLDOWN SCHEDULE (NOT ALL USED ON PLANS)
MARK
FASTENERS TO STUDS'
ANCHOR
DIA.2
EMBEDMENT LENGTH
SSTB'
EPDXY'
8"
CAST —IN'
11
HDU2
(6) 1/4n0 x 21/2" SCREWS
5/8"
SSTB16
1. 10d AND 12d DIAMETER = 0.148"; 16d DIAMETER = 0.162". SCREWS SHALL
BE SIMPSON "SDS" TYPE SCREWS, INSTALL PER SIMPSON RECOMMENDATIONS.
2. PROVIDE A36 OR A307 ALL —THREAD AT EPDXY AND CAST —IN ANCHORS.
3. PROVIDE SIMPSON "SET—XP" EPDXY PER GENERAL STRUCTURAL NOTES.
SPECIAL INSPECTION IS REQUIRED.
4. AT CAST —IN ANCHORS PROVIDE HEAVY HEX NUT AT BOTTOM OF ALL —THREAD.
HOOKED J—BOLT MAY BE USED FOR LTT HOLDOWNS.
5. AT 3x SILL PLATES, PROVIDE LONGER SSTBL MODELS.
SHEATHING PER SW
SCHEDULE
z
ONE-SIDED Fo-1
SHEARWALL
SHEATHING PER SW
=E F
SCHEDULE
TWO-SIDED OO STAGGER ANCHORS
SHEARWALL AT TWO—SIDED
SHEARWALLS
x
Q
ANCHOR BOLT WITH PLATE —SHEATHING PER SW
WASHER PER SW SCHEDULE SCHEDULE
(0.229" x 3" SQUARE)
1
TYPICAL
SHEARWALL
ANCHOR
BOLT PLACEMENT
1-1/2" = 1'-0" 2
n
77
SHEARWALL PER
PLAN
C
-
PIROVIDE
HALF OF SPECIFIED
W
IN
EACH END LENGTH
— —NAILS
___EF___—
1�1= —
____
__
------
II
-rfi ----u----
II
II
11I
Ji -
II
- - - ----
II
--
IT
T
T--
:. t
--T-1
_T7--
�
o
I
II
PROVIDE
I
II
15/8" MIN. END
Z
W
DISTANCE
FOR NAILS
SHEARWALL PER
II
II
PLAN
�
II
II
II
III
III
II
II
II
II
TYPICAL STRAP HOLDOWN AT FLOOR
3/4" = 1'-0" 6
SHEARWALL PER PLAN
AT EX. CONC. WALL
PROVIDE ALL —THREAD
AND EMBED IN EPDXY
GROUT PER SCHEDULE
(2) STUDS MIN. — REFER
TO PLAN FOR LOCATIONS
WHERE BUILT—UP POST
CONSISTS OF MORE STUDS
HOLDOWN PER PLAN W/
SCREWS PER MFR. SPECS.
(OR NAILS SIMILAR)
CONCRETE STEMWALL PER
PLAN (6" MIN. THICKNESS)
II °
II AT NEW CONCRETE WALL
PROVIDE ALL —THREAD AND
UJ HEX NUT OR HEADED BOLT
W � NOTE: AND EMBED PER SCHEDULE
PROVIDE 5" END (HOOKED J—BOLT MAY BE
AND 13/4" EDGE USED FOR LTT HOLDOWNS)
DISTANCE FOR
ANCHORS (MIN.)
TYPICAL HOLDOWN AT CONCRETE
3/4" = 1'-0"
SHEARWALL SCHEDULE (NOT ALL USED ON PLANS)
MARK
SHEATHING'
STUDS AT
ABUTTING
PANEL
EDGES2
PANEL EDGE
NAILING3,4
RIM JOIST OR BLOCKING TO
TOP PLATE
BOTTOM PLATE ATTACHMENT
SOLID RIM
TJI RIM
BOTTOM PLATE TO
RIM JOIST BELOW 4
ANCHOR BOLT
TO CONCRETE'
SILL PLATE
AT FOUND.
SW1
15/32"
CDX
PLYWOOD
2x
8d
@ 6" oc
A35
@ 24"oc
16d
@ 6" oc
16d
@ Coc
5/8" 0
@ 48"oc
2x
SW2
15/32"
CDX
PLYWOOD
2x
8d
@ 4"oc
A35
@ 15"oc
16d
@ 4"oc
16d
@ 4"oc
5/8"0
@ 32"oc
2x
SW3
15/32"
CDX
PLYWOOD
3x
8d
@ 3" oc
A35
@ 12"oc
N/A
— USE
SOLID
RIM
16d
@ Yoc
5/8" 0
@ 16"oc
2x
SW4
15/32"
CDX
PLYWOOD
3x
8d
@ 2"oc
A35
@ 9"oc
N/A
— USE
SOLID
RIM
16d
@ 2"oc
5/8" 0
@ 12"oc
2x
SW5
15/32"
CDX
PLYWOOD BOTH SIDES
3x
8d
@ 3" oc
A35
@ 6" oc
N/A
— USE
SOLID
RIM
(2)
ROWS 16d
@ 3" oc
5/8" 0
@ 12"oc
3x
SW6
15/32"
CDX
PLYWOOD BOTH SIDES
3x
8d
@ 2"oc
A35
@ 41/2"oc
N/A
— USE
SOLID
RIM
(2)
ROWS 16d
@ 2"oc
5/8"0
@ 12"oc
3x
1. WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 24/0. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF PANELS. 7/6" APA RATED
SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32" CDX.
2. STUDS AT ABUTTING PANEL EDGES MAY CONSIST OF (2)2x STUDS IN PLACE OF 3x STUDS — NAIL (2)2x STUDS TOGETHER WITH BOTTOM PLATE ATTACHMENT NAILING.
3. BLOCK ALL PANEL EDGES W/ 2x4 FLAT, ATTACH W/ PANEL EDGE NAILING. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS. END STUDS SHALL
RECEIVE PANEL EDGE NAILING. INTERMEDIATE STUDS SHALL BE 2x STUDS. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH 8d @ 12"oc.
4. 8d NAILS SHALL BE 0.131" DIAMETER x 21/2" (COMMON). 16d NAILS SHALL BE 0.135" DIAMETER x 31/2" (BOX).
5. ANCHORS TO CONCRETE SHALL CONSIST OF CAST —IN —PLACE ANCHOR BOLTS, EXPANSION BOLTS, EPDXY GROUTED ALL —THREADS, OR TITEN HD HEAVY DUTY SCREW ANCHORS.
CAST —IN —PLACE ANCHOR BOLTS HAVE A 7" EMBED AND SHALL BE J—BOLTS OR SHALL HAVE A HEX NUT AT THE BOTTOM END. EXPANSION BOLTS SHALL HAVE 5" EMBED AND
SHALL NOT BE USED AT STEM WALL LOCATIONS WITH EDGE DISTANCE LESS THAN 5" (INSTEAD, USE EPDXY GROUTED ALL —THREADS OR TITEN HD ANCHORS). EPDXY GROUTED
ANCHORS SHALL HAVE 5" EMBED AND 21/2" MIN. EDGE DISTANCE. TITEN HD ANCHORS SHALL HAVE 31/2" EMBED AND 13/4" MIN. EDGE DISTANCE. AT ALL ANCHOR BOLTS,
PROVIDE STEEL PLATE WASHERS THAT ARE A MINIMUM OF 0.229" (3 GAUGE) x 3% 3" (SIMPSON BP5/8-3 OR SIMILAR). PLACE BOLTS PER ANCHOR BOLT PLACEMENT DETAIL.
SHEARWALL PER PLAN
NAILING TO MATCH
BOTTOM PLATE NAILING
PER SW SCHEDULE
SHEARWALL PER PLAN
SHEARWALL PE" "' ""'
INTERSECTING
NON—SHEARWA
PANEL EDGE NAILING
PER SW SCHEDULE
NAILING TO MATCH
\BOTTOM PLATE NAILING
PER SW SCHEDULE
PANEL EDGE NAILING
PER SW SCHEDULE
"IAT' ING TO MATCH
TOM PLATE NAILING
SW SCHEDULE
EL EDGE NAILING
SW SCHEDULE
TYPICAL SHEARWALL INTERSECTIONS
TYPICAL DOUBLE TOP PLATE
'LAN
MULTI —STUD PER PLAN WITH
NAILING PER GEN. NOTES
TYPICAL MULTIPLE -STUD POST CONSTRUCTION
10 3/4" = 1'-011 11
BLOCKING (OR JOIST)
PER FLOOR AND ROOF
DETAILS
JOISTS PER PLAN
(DIR. VARIES)
FULL DEPTH BLOCKING
(OR RIM AT EXTERIOR)
BLOCK ALL PANEL EDGES
SILL PLATE PER SW
SCHEDULE
BOTTOM PLATE NAILING
PER SW SCHEDULE
TOP PLATE CONNECTION
PER SW SCHEDULE
PANEL EDGE NAILING
PER SW SCHEDULE
ANCHOR BOLTS & WASHERS
PER SW SCHEDULE
r PANEL EDGE NAILING
PER SW SCHEDULE
a III
TYPICAL SHEARWALL SECTI ON
3/4" = 1'-0"
(8) 16d @ 4"oc STAGGERED
EACH SIDE OF SPLICE
(16d @ 12"oc ELSEWHERE)
CENTER SPLICE OVER S
6'-0" MIN. BETWEEN SPLICES
BLD2021-1590
TYPICAL TOP PLATE SPLICE CONSTRUCTION
3/4" = 1'-0" 12
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
ErGtu^f�-
Jun 27 2022
APPROVED DATE
4127122
Project Contact
Jim Harriott
tel 206 778 2990
jharriott@harriottvalentine.com
Project Architect
Maggie Hanna — WAKEdesign, LLC
1752 NW Market St, #203
Seattle, WA 98107
Project
Dunn Residence
315 8th Ave N
Edmonds, WA 98020
Issue Date Issue Description
11/10/2021 Permit
02/11/2022 Corrections
02/28/2022 Coordination 1�
4/27/2022 Construction Set A2
Building Department Approval
REVISION
Jun 08 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
STRUCTURAL DETAILS
w
z
w
0
Drawing Number
w
%
S4mO o