APPROVED REV3 BLD2021-1590+Structural_Calculations+8.10.2022_11.49.29_AM+3043212HV
Harriott Valentine Engineers Inc.
GENERAL STRUCTURAL NOTES
SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A
SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. ALL SIMPLE
STEEL (SST300), POST HOT -DIPPED GALVANIZED(HDG) OR GALVANIZED WITH A MINI-
1932 First Avenue, Suite 720
( THE
FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS )
SLUMP OF 5" OR LESS.
SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, FB = 2, 400 PSI, FV =
MUM OF 1.850Z ZINC NC PER SQUARE INCH (ZMAX) . UNLESS NOTED OTHERWISE, ALL
47
Seattle, Washington 206 4 7 69
tel 206 624 4760 fax 206 447 6971
165 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS F I R COMBINATION 24F-V8,
LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH " LUS" SERIES JOIST
www.harriottvalentine.com
CRITERIA
THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED
FB = 2400 PSI, FV = 165 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 2,000'
HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT"
IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND
RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. ALL COLUMNS SHALL BE DOUGLAS
OR "IUT" SERIES JOIST HANGERS.
1.
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
THE EDMONDS DEPARTMENT OF PLANNING AND DEVELOPMENT FOR APPROVAL TWO WEEKS
FIR COMBINATION NO. 5, FC = 2400 PSI, E = 2.0 X 10E6 PSI.
REVISED PLAN APPROVE[
DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2018 EDITION),
PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE
24. NAILS - NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
CITY OF EDMONDS BUILDING DIVISIO
& EDMONDS BUILDING CODE MODIFICATIONS TO THE INTERNATIONAL BUILDING CODE.
THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS
19.
ENGINEERED LUMBER MEMBERS SHALL BE MANUFACTURED UNDER A PROCESS BY THE
SPECIFICATIONS:
WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING
NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING
E riz-
2.
DESIGN LOADING CRITERIA:
STRENGTH DATA IN ACCORDANCE WITH IBC 1905.3. THE USE OF A PERFORMANCE MIX
THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL
SIZE LENGTH DIAMETER
REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE
RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL LUMBER SHALL
6D 2" 0.113"
BUILDING OFFICIAL
FLOOR LIVE LOAD (RESIDENTIAL). PSF
GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD
BE MANUFACTURED IN ACCORDANCE WITH THE APPROPRIATE ICC REPORT AND GLUED
Aug 22 2022
. . . . . . . . . .40
DECK LIVE LOAD (RESIDENTIAL) PSF
INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT
WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL
8D 2-1/2 0.131
APPROVED DATE
. . . . . . . . . . .60
ROOF SNOW LOAD (Pf). PSF
DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR
GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER.
10D 3" 0.148"
.25
SPECIFIED PERFORMANCE.
12D 3-1/4" 0.148"
REVISION 3
WIND:
PSL FB = 2900 PSI E = 2000 KSI FV = 290 PSI ESR-1387
16D 3-1/2" 0.162"
BASIC WIND SPEED (3-SECOND GUST) . . . . . . . .110 MPH
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR-
LSL FB = 2250 PSI E = 1500 KSI FV = 285 PSI ESR-1387
ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND LVL FB = 2600 PSI E = 1800 KSI FV = 285 PSI ESR-1387 IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
WIND IMPORTANCE FACTOR . . . . . . . . . . . . .1.0
C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE
NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)
. .
WIND EXPOSURE B
INTERNATIONAL BUILDING CODE.
DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAUSER
FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF
TOPOGRAPHICAL FACTOR (Kzt). . . . . . . . . . . . .1.00
CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND
SHEATHING WITH NO COUNTERSINKING PERMITTED.
10.
REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1),
APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST
EARTHQUAKE:
GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185.
HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED
25. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN:
LAT. / LONG . . . . . . . . . . . . . .47.813 /-122.370
THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST
SEISMIC IMPORTANCE FACTOR (Ie) . . . . . . . . . . .1.0
11.
REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD-
HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED
SEISMIC USE GROUP. . . . . . . . . . . . . I
ANCE WITH ACI 318-02. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS
PROVIDED.
TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM
MAPPED SPECTRAL RESPONSE (Ss/Si) . . . . . .1.287g/0.45g
OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTER-
NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF
SPECTRAL RESPONSE COEF. (SDS/SD1). . . . . .0.89g/0.45g
SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAP
ALL PROPOSED HOLE SIZES AND LOCATIONS SHALL BE SUBMITTED TO THE STRUCTURAL
THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS
SEISMIC FORCE RESISTING SYSTEM:. . .PLYWOOD SHEAR WALLS
ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS.
ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO DRILLING HOLES.
SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS
DESIGN BASE SHEAR. . . . . . . . . . . . . . .9.62k
WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER
SEISMIC RESPONSE COEFICIENT (Cs) . . . . . . . . .0.158
12.
CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
20.
PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOISTS
THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
SEISMIC DESIGN CATEGORY D
MANUFACTURED BY THE WEYERHAUSER CORPORATION AND SHALL BE FURNISHED AND
. . . . . . . . . . . . . . .
RESPONSE MODIFICATION FACTOR (R). 6.5
A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . . .3"
INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS.
B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE
. . . . . . . . .
ANALYSIS PROCEDURE . . . . . . EQUIVALENT LATERAL FORCE
B. ALL OTHER SURFACES . . . . . . . . . . . . . . . .1 1/2
ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL
2X4 STUDS @ 16" O.C. AT INTERIOR WALLS AND 2X6 @ 16" O.C. AT EXTERIOR
BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS TO
WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS
REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2015 DATA
13.
NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND
THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION.
AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED
SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S
ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW
OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COL-
S.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL
PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO
AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST
UMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL
DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS
THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM).
HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED
HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE
AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY
THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST
TO EACH STUD WITH TWO 16D NAILS, AND TOENAIL OR END NAIL EACH STUD TO
DISCREPANCIES PRIOR TO CONSTRUCTION.
ANCHORAGE
HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH PLYWOOD WEB
BOTTOM PLATE WITH TWO 16D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16D
'�' WAS
JOIST PROVIDED.
�� ��
AT 12 O.C. AND LAP MINIMUM 4 -0 AT JOINTS AND PROVIDE SIX 16D NAILS
°i t
4.
CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CON-
14.
EXPANSION BOLTS INTO CONCRETE AND GROUTED MASONRY UNITS SHALL BE
AT 4" O.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER
DITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CON-
"STRONG -BOLT" ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND
ALL HOLES SHALL CONFORM TO THE MANUFACTURERS SPECIFICATIONS. IF THREE OR
WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12" O.C.
STRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST
INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 1771, INCLUDING MINIMUM
FEWER HOLES ARE PROPOSED FOR A SINGLE JOIST, HOLES SHALL CONFORM TO THE
,>
STAGGERED OR BOLTED TO CONCRETE WITH DIAMETER ANCHOR BOLTS (WITH
9;
VERIFIED. CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT
EMBEDMENT REQUIREMENTS.
WEYERHAUSER ILEVEL TJI ALLOWABLE HOLE CHART. IF MORE THEN THREE HOLES ARE
7 MINIMUM EMBEDMENT)@ 4 -0 O.C. UNLESS INDICATED OTHERWISE. INDIVI-
, 4�'
� cxn�
UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION. THE CONTRACTOR SHALL
PROPOSED FOR ONE SINGLE JOIST ALL HOLE SIZES AND LOCATIONS SHALL BE SUB-
DUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH
7112122
BRING ALL CONFLICTS AND DISCREPANICES TO THE ATTENTION OF THE ARCHITECT
15.
EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH
MITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO
AND STRUCTURAL ENGINEER.
"SET-XP" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON COMPANY
DRILLING HOLES.
16D @ 12" O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE
AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2508.
FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE
Project Contact
6.
CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
21.
PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II,
GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND
Jim Harriott
tel 206 778 2990
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
16.
TITEN HD ANCHORS SPECIFIED ON THE DRAWINGS SHALL CONSIST OF "TITEN HD"
EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND
BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5D COOLER NAILS
jharriott@harriottvalentine.com
ACCORDANCE WITH THE PLANS.
HEAVY DUTY SCREW ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND
BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE
FOR 1/2" GWB AND 6D COOLER NAILS FOR 5/8" GWB. WHEN NOT OTHERWISE
Project Architect
INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2713. USED IN LIEU OF PLYWOOD. NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING ( SPAN RATING 24/0) ON
7.
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE
EXTERIOR SURFACES NAILED AT ALL PANEL EDGES ( BLOCK UNSUPPORTED EDGES),
Maggie Hanna - WAKEdesign, LLC
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK.
WOOD
A. ROOF SHEATHING SHALL BE 1 2" NOM. WITH SPAN RATING 24 0
»
TOP AND BOTTOM PLATES WITH 8D @ 6 0. C. AND TO ALL I NTERMED I ATE STUDS
1752 NW Market St, #203
Seattle, WA 98107
THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL
B. FLOOR SHEATHING SHALL BE 3/4" (NOM.) WITH SPAN RATING 40/20.
AND BLOCKING WITH 8D @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES
Project
AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE 17. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CON- C. WALL SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0. AND ENDS.
SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON-
FORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17,
Dunn Residence
TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE,
LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING.
C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN
3158thAve N
CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CON-
FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL
Edmonds, WA98020
CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
JOISTS: (2X MEMBERS) HEM -FIR NO. 2
22.
ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-
BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH
MINIMUM BASE VALUE, FB = 850 PSI
TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED
TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN
Issue Date Issue Description
GEOTECHNICAL
(3X & 4X MEMBERS) DOUGLAS FIR NO. 1
BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR
ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI -JOIST BEAMS TO-
11/10/2021 Permit
MINIMUM BASE VALUE, FB = 1000 PSI
MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF
GETHER WITH 16D @ 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE
02/11/2022 Corrections
02/28/2022 Coordination�l
8.
FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION,
A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY
PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS
4/27/2022 Construction Set Z
COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH REC-
STRUCTURAL LIGHT FRAMING: DOUGLAS FIR NO. 2
OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS
PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS @ 6" O.C. TO FRAMED
7/12/2022 Construction Set 03
OMMENDAT I ONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENG I - I NCL. 3X AND 4X POSTS MINIMUM BASE VALUE, FB = 900 PSI GIRDERS, JOISTS, AND DECKING•' OR VERTICAL MEMBERS SUCH AS POSTS, POLES, PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12» O.C. TO
( )
NEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COM-
AND COLUMNS.
INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED
PACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FIN-
BEAMS AND STRINGERS: DOUGLAS FIR NO. 1
BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR
ISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS)
(INCL. 6X AND LARGER) MINIMUM BASE VALUE, FB = 1350 PSI
23.
TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE STRONG -TIE
SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL
ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS
BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT
BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL
Building Department Approval
-
MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE
POSTS AND TIMBERS: DOUGLAS FIR NO. 1
DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC
EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO
TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH
(6X6 AND LARGER ) MINIMUM BASE VALUE, FC = 1000 PSI
APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF
SUPPORTS WITH 16D @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR
FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED
FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN
AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD
IN THE SOILS REPORT.
STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR OR HEM -FIR STANDARD GRADE
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS
PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED
R EVIS I O N
CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER.
.
ALLOWABLE SOIL PRESSURE. . . . . . . . . 2000 PSF
2X6 STUDS AND PLATES: HEM -FIR NO.3/ STUD GRADE
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS
Aug 10 2022
LATERAL EARTH PRESSURE 45 PCF
UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UN-
CITY OF EDMONDS
DEVELOPMENT SERVICES
.
2X AND 3X T & G DECKING HEM -FIR COMMERICAL DEX,
LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEA -
DEPARTMENT
SOILS REPORT REFERENCE:COBALT GEOSCIENCES, LLC PARCEL NO. 00434208501600
MINIMUM BASE VALUE, FB = 1350 PSI
SONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS
IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS
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
18. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND
AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND
BLD2021-1590
Drawing Title
GENERAL STRUCTURAL
NOTES
Drawing Number
S100
w
U
Z
w
0
U)
w
z
z
0
HV
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
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
4 4 d 4
O d
Q %
EX. STEMWALL PER PLAN
a ' 1/2" EPDXY GROUT FOR
FULL BEARING
2'-0" SQUARE
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— 6 MIL VAPOR BARRIER
°° 00000°0� o°�o°.g0000°oaf (OMIT AT EXTERIOR SLABS)
SLAB B So°oo�� 0 08 0°00 °° 00— °
4" FREE -DRAINING
GRANULAR FILL
CONTROL -X X xJ �X x X-
�Q oo° o
JOINT 800�°08000°°° 0°08
2nd POUR 1 st POUR
CON STR. -x x x x x x-
° DOoO�oO° 70o°oo0DOo�°O�$
JOINT 8`0°00� 080°0°°M� °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" 4
r--------
OUTLINE OF FOOTINGS
ABOVE - SEE S2.1
-----------------------------------------------------------------------------------
,
-------------------------------------------------------------------------�
2. SEE 10/S4.0 FOR TYPICAL HOLDOWN X SECTION DETAIL
REQUIREMENTS AT CONCRETE WALLS AND
FOOTINGS. (F.B.) FLUSH BEAM
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.
(P.T.) PRESSURE -TREATED
pJ 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
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 APPROVE[
CITY OF EDMONDS BUILDING DIVISIO
Eri.c/ Ga-rtes-
Aug 22 2022
APPROVED DATE
REVISION 3
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
Issue Description
11/10/2021
Permit
02/11/2022
Corrections
02/28/2022
Coordination
4/27/2022
Construction Set
7/12/2022
Construction Set 03
Building Department Approval
REVISION
Aug 10 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
FOUNDATION PLAN
Drawing Number
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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
REMOVE SIDING AT
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
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 APPROVE[
CITY OF EDMONDS BUILDING DIVISIO
Eri.c/ Ga-rtes-
Aug 22 2022
APPROVED DATE
REVISION 3
7112122
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
14X
SECTION DETAIL
2. REFER TO GENERAL STRUCTURAL NOTES FOR
X-
Issue Date Issue Description
FLOOR OR ROOF SHEATHING TYPE, THICKNESS,
11/10/2021 Permit
02/11/2022 Corrections
02/28/2022 Coordination
AND NAILING. (F.B.) FLUSH BEAM
3. COLUMNS SHALL BE DOUBLE STUD MINIMUM,
UNLESS NOTED OTHERWISE. SEE 11 /S4.0.
4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP
(P.T.)
��
\
PRESSURE —TREATED
ALL —THREAD HOEDOWN
END OF SHEARWALL ABOVE
4/27/2022 Construction Set 0
03
7/12/2022 Construction SetAT
PLATES AND SPLICE PER 12/S4.0.
5. CS__ INDICATES COILED STRAP TYPE PER
—
cs�
STRAP HOEDOWN AT
END OF SHEARWALL ABOVE
Building Department Approval
SCHEDULE 6/S4.0. REFER TO DETAILS FOR
TYPICAL STRAP ASSEMBLY.
_____
WALL OR COLUMN ABOVE
6. POSTS [1, INCLUDING ENDS OF WALL OPENINGS,
SHALL BE (2)2x6 UNLESS NOTED OTHERWISE.
EXISTING STUD WALL
REVISION
NEW STUD WALL
Aug 10 2022
EXISTING MASONRY WALL
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
EXISTING CONCRETE WALL
NEW CONCRETE WALL
Drawing Title
MAIN FLOOR
FRAMING PLAN
Drawing Number
S11
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Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
RAFTERS PER PLAN
Seattle, Washington 98101-2447
3
8d @ 6"oc
EX. OUTRIGGERS
tel 206 624 4760 fax 206 447 6971
410 PER PLAN
TO BLOCKING
www.harriottvalentine.com
8d @ 6"oc
BLOCK WITH 2x
EXISTING SHEATHING
(VENT 1")
REVISED PLAN APPROVE
BLOCK FULL —DEPTH
CITY OF EDMONDS BUILDING DIVISIO
4x10 PER
(VENT PER ARCH'L.)
—
EXISTING RAFTERS
(3) 16d
���
PLAN
R
AT BLOCK
BUILDING OFFICIAL
Aug 22 2022
FURR AS REQUIRED TO
MATCH EXISTING CEILING
EX. RAFTERS
APPROVED DATE
RAFTERS PER PLAN
HEIGHT — OR RIP 2x12
PER PLAN
REVISION 3
TO OVERALL DEPTH
BLOCK FULL —DEPTH
BLOCK ONE RAFTER
HANGER
@ 24"oc — NAIL
A35 PER SW SCHEDULE
BAY @ 48"oc
LUS210
A35 @ 24"oc
WITH (3) 12d EACH
SIDE EACH BLOCK
SHEARWALL PER PLAN
A35 PER SW SCHEDULE
H2.5A AT EACH RAFTER
H2.5A EACH RAFTER
WIND BEAM PER PLAN
SHEARWALL PER PLAN
SHEARWALL PER PLAN
I
3/4" = 1'-0"
1
3/4" = 1'-0"
2
3/4" = 1'-0"
3/4" = 1'-0"
4
3
3
3
3
-
EXISTING SHEATHING
BLOCK WITH 2x
EXISTING SHEATHING
(VENT 1")
EXISTING SHEATHING
BEAM PER PLAN
EXISTING SHEATHING
BEAM PER PLAN
TAPERED SLEEPERS
EXISTING RAFTERS
(3) 10d BOX EACH
EXISTING RAFTERS
EXISTING RAFTERS
was aYIN
(SLOPE PER ARCH'L.)
SIDE OF BLOCKING
e
r
,4
i
RAFTERS PER PLAN'a
290t9
.�
7/12/22
Project Contact
A35 PER SW
SCHEDULE
BLOCK ONE BAY EACH
Jim Harriott
HANGERS PER PLAN
SIDE FULL —DEPTH
HANGERS PER PLAN
tel 206 778 2990
jharriott@harriottvalentine.com
H2.5A EACH RAFTER
BEAM PER PLAN
@ 48"oc — FIT TIGHT
Project Architect
SHEARWALL PER PLAN
Maggie Hanna — WAKEdesign, LLC
(WHERE OCCURS)
1752 NW Market St, #203
Seattle, WA 98107
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
Issue Date Issue Description
11/10/2021 Permit
02/11/2022 Corrections
EXISTING 2x4 @ 24"oc
PANEL EDGE NAILING
RAFTERS PER PLAN
PANEL EDGE NAILING
02/28/2022 Coordination �1
8d @ 6"oc
(NEW)
8d @ 6"oc
4/27/2022 Construction Set 02
7/12/2022 Construction Set 03
RAFTERS PER PLAN
RAFTERS PER PLAN
(EXISTING)
(EXISTING)
Building Department Approval
i
DETAIL DELETED
DETAIL
DELETED
REVISION
EXISTING
2x8 @ 16"oc
FURR AS REQUIRED TO
Aug 10 2022
MATCH EXISTING CEILING
CITY OF EDMONDS
DEVELDEPARTMMENTENT OPMENCES
HEIGHT — OR RIP 2x12
GLULAM BEAM PER PLAN
TO OVERALL DEPTH
GLULAM BEAM PER PLAN
Drawing Title
STRUCTURAL DETAILS
Drawing Number
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11
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12
S3.0
3/4 = —0
1
1
3/4 = —0
3/4„ = 1 —0
3/4)) 1 = —0
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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
3
REVISED PLAN APPROVE
BLOCK ONE BAY WITH
CITY OF EDMONDS BUILDING DIVISIO
2x10 (P.T.) ® 24"oc
(3) 0.131 "0 x 31/4"
LONG NAILS EACH END
Gcry
BUILDING OFFICIAL
DETAIL DELETED
DETAIL DELETED
DETAIL DELETED
Aug 22 2022
°a a
APPROVED DATE
°
d
REVISION 3
a
a
2x12 (P.T.) LEDGER
ATTACHED WITH (2)
ROWS 5/8"0 x 8" LONG
TITEN HD ® 48"oc
°
(STAGGER — 24"oc TOTAL)
EX. CONC. WALL
d d
Q
°
3/4" = 1'-0"
1
3/4" = 1'-0"
2
3/4" = 1'-0"
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 BLOCKINGa
wash a�
10d BOX FACENAIL
"' }
AT TOP AND BOTTOM
NEW FLOOR SHEATHING
OF JOIST
DETAIL DELETED
DETAIL DELETED
- r
EX. JOISTS PER PLANa
(BEAR 13/4" MIN.)
EX. 2x RIM (U.N.O. _
ex 7112122
ON PLAN)
FLAT 26 BLOCKING
EACH JOIST BAY
Project Contact
Jim Harriott
A35 PER SW SCHEDULE
tel
jhardoft@hardoftvalentine.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"
5
3/4" = 1'-0"
6
3/4" = 1'-0"
Q
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
4/27/2022 Construction Set
7/12/2022 Construction Set 0
Building Department Approval
DETAIL DELETED
REVISION
Aug 10 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
STRUCTURAL DETAILS
Drawing Number
10
f
11
12
S11
3/4 = 1 —0JJ
3/4 = 1 —0"
3/41= 11-0„
3/4„ = 17 —0„
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,—SHEATHING PER sw
" SHEARWALL SCHEDULE NOT ALL USED ON PLANS
SCHEDULE Harriott Valentine Engineers Inc.
1932 First Avenue Suite 720
A
ONE—SIDED
SHEARWALL
SHEATHING PER SW
SCHEDULE
DETAIL DELETED
TWO—SIDED oQ STAGGER ANCHORS
SHEARWALL °� AT TWO-SIDED
SHEARWALLS
MARK
SHEATHING'
STUDS AT
ABUTTING
PANEL
EDGES'
PANEL EDGE
NAILING 3,4
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 5
SILL PLATE
AT FOUND.
SW1
15/32"
CDX
PLYWOOD
2x
8d
@ Coc
A35
@ 24"oc
16d
@ Coc
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
@ Yoc
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
@ Yoc
A35
@ Coc
N/A
- USE
SOLID
RIM
(2)
ROWS 16d
@ Yoc
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
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
REVISED PLAN APPROVE
CITY OF EDMONDS BUILDING DIVISIO
Eric
BUILDING OFFICIAL
Aug 22 2022
APPROVED DATE
REVISION 3
X \
ANCHOR BOLT WITH PLATEJ —SHEATHING PER SW
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. 7/16" APA RATED
SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32 CDX.
WASHER PER SW SCHEDULE SCHEDULE
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.
(0.229% 3" SQUARE)
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).
TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT
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.
3/4" = 1'-0" 1
1-1 /2" = 1'-0" 2
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.
STRAP SCHEDULE (NOT ALL USED)
II II
SHEARWALL PER PLAN PANEL EDGE NAILING BLOCKING (OR JOIST) BOTTOM PLATE NAILING
MARK
END LENGTH
NAILS
NAIL SPACING
CS20
9"
(16) 8d x 21/2"
21/16"
MSTCM40 111/4"
(14) 1Od x 31/4 N/A
II II II II PER SW SCHEDULE PER FLOOR AND ROOF PER SW SCHEDULE
II
T DETAILS
SHEARWALL PER PLAN
II II II II
I I I I I I w I �; __ --- �..
PROVIDE HALF OF SPECIFIED NAILING TO MATCH NAILING TO MATCH JOISTS PER PLAN
W NAILS IN EACH END LENGTH BOTTOM PLATE NAILING BOTTOM PLATE NAILING (DIR. VARIES)
1. 10d AND 12d DIAMETER = 0.148 ; 8d DIAMETER = 0.131 . PER SW SCHEDULE PER SW SCHEDULE .
--LL—_—_u_—_—_1_I--___ _�_—_ —��_— R o
2. USE HALF OF THE REQUIRED NAILS IN EACH MEMBER — — — — — — — — — — — — — — — — — — — — - / was a
BEING CONNECTED (i.e. IN EACH END LENGTH). II II II II 11f II II % "
PANEL EDGE NAILING FULL DEPTH BLOCKING TOP PLATE CONNECTION
SHEARWALL PER PLAN PER SW SCHEDULE (OR RIM AT EXTERIOR) PER SW SCHEDULE
——_—_—_—_u_—_—_—_—_L�—__—_--_—_—_—_—__�—_—__—_—LL—_-
— _
—TT----T----TI— --n _TF_ PANEL EDGE NAILING o9
11 h I I h h SHEARWALL PER PLAN NAILING TO MATCH BLOCK ALL PANEL EDGES PER SWSCHEDULE
Z '.I PROVIDE 15/8" MIN. END BOTTOM PLATE NAILING°
o DISTANCE FOR NAILS PER SW SCHEDULE 7/12/22
II II II W � ANCHOR BOLTS &WASHERS
SHEARWALL PER PLAN 1 :II SILL PLATE PER SW PER SW SCHEDULE Project Contact
SCHEDULE Jim Harriott
III PANEL EDGE NAILING
PER SW SCHEDULE
tel 206 778 2990
Jharriott@harriottvalentine.com
I l INTERSECTING PANEL EDGE NAILING d
II II III
NON-SHEARWALL PER SW SCHEDULE II 1 Project Architect
a a
II II I III � II -
a Maggie Hanna — WAKEdesign, LLC
L 1752 NW Market St, #203
Seattle, WA 98107
TYPICAL STRAP HOLDOWN AT FLOOR TYPICAL SHEARWALL INTERSECTIONS TYPICAL SHEARWALL SECTION Project
3/4" = 1'-0" 6 3/4" = 1'-0" 8 Dunn Residence
315 8th Ave N
Edmonds, WA 98020
HOLDOWN SCHEDULE (NOT ALL USED ON PLANS) — (8) 16d @ 4"oc STAGGERED Issue Date IssueDescription
11/10/2021 Permit
(2) STUDS MIN. REFER TYPICAL DOUBLE TOP PLATE EACH SIDE OF SPLICE 02/11/2022 co err tio n
MARK
FASTENERS TO STUDS'
ANCHOR
DIA.'
EMBEDMENT LENGTH
SSTB'
EPDXY' CAST-IN4
8" 11"
HDU2
(6) 1/4" 0 x 21/2" SCREWS
5/8"
SSTB16
c s
TO PLAN FOR LOCATIONS (16d @ 12"oc ELSEWHERE)
02/28/2022 Coordination
WHERE BUILT-UP POST 4/27/2022 Construction Set 0
CONSISTS OF MORE STUDS
SHEARWALL PER PLAN
HOLDOWN PER PLAN W/
1.
10d AND 12d DIAMETER = 0.148"; 16d DIAMETER = 0.162". SCREWS SHALL
BE SIMPSON "SDS" TYPE SCREWS, INSTALL PER SIMPSON RECOMMENDATIONS.
I.I
SCREWS PER MFR. SPECS.
(OR NAILS SIMILAR)
2.
PROVIDE A36 OR A307 ALL -THREAD AT EPDXY AND CAST -IN ANCHORS.
1 1
II
' CONCRETE STEMWALL PER
PLAN (6" MIN. THICKNESS)
3.
PROVIDE SIMPSON "SET-XP" EPDXY PER GENERAL STRUCTURAL NOTES.
II
I,I
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.
AT EX. CONC. WALL
a �� a AT NEW CONCRETE WALL
BEAM OR HEADER PER PLAN
5.
AT 3x SILL PLATES, PROVIDE LONGER SSTBL MODELS.
PROVIDE ALL -THREAD
PROVIDE ALL -THREAD AND
AND EMBED IN EPDXY
m HEX NUT OR HEADED BOLT
GROUT PER SCHEDULE
W NOTE: AND EMBED PER SCHEDULE
CENTER SPLICE OVER S
7/12/2022 Construction Set 03
Building Department Approval
TUD
REVISION
Aug 10 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
STRUCTURAL DETAILS
PROVIDE 5 END (HOOKED J-BOLT MAY BE
uj
AND 13/4" EDGE USED FOR LTT HOLDOWNS)
MULTI -STUD PER PLAN WITH
v
DISTANCE FOR
NAILING PER GEN. NOTES
6'-0" MIN. BETWEEN SPLICES
Q
ANCHORS (MIN.)
Drawing Number
W
TYPICAL HOLDOWN AT CONCRETE
TYPICAL MULTIPLE —STUD POST CONSTRUCTION
TYPICAL TOP PLATE SPLICE CONSTRUCTION
z
„
= 1 —0 10
3/4 = 1 —0 11
3/4 = 1 —0 120
S4mO3/4