APPROVED BLD2023-0401+Structural_Plan+3.31.2023_5.19.35_PM+3457666GENERAL STRUCTURAL NOTES
ISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS)
WOOD
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS
H V
(THE
FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS)
ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS
CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER.
Harriott Valentine Engineers Inc.
MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE
20.
FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CON-
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS
1932 First Avenue, Suite 720
CRITERIA
TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH
FORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17,
UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UN-
Seattle, Washington98101-2447
FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED
LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEA-
tel2066244760fax 2064476971
1.
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
IN THE SOILS REPORT.
SONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS
`^ww.harriottvalentine.com
DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2018 EDITION),
JOISTS: (2X MEMBERS) HEM -FIR NO. 2
IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS
& LOCAL BUILDING CODE MODIFICATIONS TO THE INTERNATIONAL BUILDING CODE.
ALLOWABLE SOIL PRESSURE. . . . . . . . . 2500 PSF
MINIMUM BASE VALUE, FB = 850 PSI
STEEL (SST300), POST HOT -DIPPED GALVANIZED(HDG) OR GALVANIZED WITH A MINI -
(3X & 4X MEMBERS) DOUGLAS FIR NO. 1
MUM OF 1.85OZ ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL
2.
DESIGN LOADING CRITERIA:
SOILS REPORT REFERENCE: GEOTECH CONSULTANTS N0. JN23011
MINIMUM BASE VALUE, FB = 1000 PSI
LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST : ........
_ The folio
...................
" " "
ing documentation shall be available
CONCRETE
HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" site forth
building inspector -
FLOOR LIVE LOAD (RESIDENTIAL) . . . . . . . . . . . . . . . . . . .40 PSF
STRUCTURAL LIGHT FRAMING: DOUGLAS FIR NO. 2
OR IUT" SERIES JOIST HANGERS.
FLOOR
FLOOR LIVE LOAD (BALCONIES AND DECKS) . . . . . . . . . . . . . . .60 PSF
10.
CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD-
(INCL. 3X AND 4X POSTS) MINIMUM BASE VALUE, FB = 900 PSI
-
_ �X COE APPROVED
ARCHITECTURAL PLAN SET
ROOF SNOW LOAD (Pf)PSF
26. NAILS NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
. . . . . . . . . . . . . . . . . . . . . . . .25
ANCE WITH IBC SECTION 1905 AND ACI 301. CONCRETE SHALL ATTAIN A 28-DAY
BEAMS AND STRINGERS: DOUGLAS FIR NO. 1
-
X❑ COE AF
PROVED STRUCTURAL PLAN SET
WIND:
STRENGTH OF F' C = 2, 500 PSI. THE CONCRETE M I X SHALL CONTAIN A MAXIMUM OF
(INCL. 6X AND LARGER) MINIMUM BASE VALUE, FB - 1350 PSI
SPECIFICATIONS:
COE REVIEWED
CALCULATION PACKET
BASIC WIND SPEED (3-SECOND GUST) 100 MPH
330 POUNDS OF CEMENT PER CUBIC YARD AND SHALL HAVE A HIGH (30 PERCENT OR
ENERGY
SIZE LENGTH DIAMETER
CREDIT WORKSHEET
WIND IMPORTANCE FACTOR (Iw). 1.0
MORE) SCM (SUPPLEMENTARY CEMENTITIOUS MATERIALS, SUCH AS FLYASH OR SLAG)
POSTS AND TIMBERS: DOUGLAS FIR NO. 1
SITE PN
6D 2" 0.113" '�
WIND EXPOSURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . g
CONTENT. CEMENT SHALL BE A BLENDED HYDRAULIC CEMENT CONFORMING TO
(6X6 AND LARGER ) MINIMUM BASE VALUE, FC - 1000 PSI
: ❑ CIVIL PLAN
8D 2-1/2 0. 131
TOPOGRAPHICAL FACTOR (Kzt). 1.04
ASTM C595.
STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR OR HEM STANDARD GRADE
10D 3" 0.148;; ! ❑
TO THE
-FIR
12D 3-1/4 0.148
A CONCRETE PERFORMANCE MIX SHALL BE SUBMITTED ARCHITECT, STRUCTURAL
EARTHQUAKE:
LAT. 47.788
ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO
2X6 STUDS AND PLATES: HEM -FIR N0.3 STUD GRADE
/
16D 3-1/2" 16" 0. 162" , , , , , , , ,
CITY o: ;D; o;D; BUILDING DEPARTMENT : 02= . . .
/LONG. /-122.377
PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE
SEISMIC IMPORTANCE FACTOR (Ie) . . . . . . . . . . . . . . . . . . . 1.0
AMOUNTS OF CEMENT, SUPPLEMENTARY CEMENTITIOUS MATERAAS, FINE AND COARSE
21.
ENGINEERED LUMBER MEMBERS SHALL BE MANUFACTURED UNDER A PROCESS BY THE
IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
SEISMIC USE GROUP. I
AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP,
NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING
NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)
APPROVED
PLANS MUST BE
MAPPED SPECTRAL RESPONSE (Ss/Si) . . . . . . . . . . . . . . .1.28g/0.45g
CONCRETE YIELD & SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ARTICLE
THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL
FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF
SPECTRAL RESPONSE COEF. (SDS/SD1) . . . . . . . . . . . . . .1.02g/0.54g
4.2.3 OF ACI 301. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD
RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL LUMBER SHALL
SHEATHING WITH NO COUNTERSINKING PERMITTED.
ON JOB SITE
SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . D
INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT
BE MANUFACTURED IN ACCORDANCE WITH THE APPROPRIATE NER REPORT AND GLUED
ANALYSIS PROCEDURE . . . . . . . . . . . . . . .EQUIVALENT LATERAL FORCE
DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR
WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL
27• WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN:
ALL WORK SUBJECT
SPECIFIED PERFORMANCE.
GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER.
TO FIELD
SEISMIC FORCE RESISTING SYSTEM: . . . . . . . . . . .PLYWOOD SHEAR WALLS
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED
INSPECTION F O R
DESIGN BASE SHEAR . . . . . . . 12.5k
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR-
PSL FB = 2900 PSI E = 2000 KSI FV = 290 PSI NER-292
TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM
CODE COMPLIANCE
SEISMIC RESPONSE COEFICIENT (Cs) . . . . . . . . . . . . . . . . . .0.158
ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND
LSL FB = 2250 PSI E = 1500 KSI FV = 285 PSI NER-481
NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF
RESPONSE MODIFICATION FACTOR (R) 6. 5
C618. TOTAL AIR CONTENT SHALL BE I N ACCORDANCE WITH TABLE 19. 3. 2. 1 OF THE
LVL FB - 2600 PSI E - 1800 KSI FV - 285 PSI NER-126
THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS
,.,.,.....................................,
ACI 318.
SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS
REVIEWED
SEISMIC FORCE RESISTING SYSTEM: . . . . . . STEEL ORDINARY MOMENT FRAMES
DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAUSER
WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER
BY
DESIGN BASE SHEAR . . . . . . 28.2k
11.
REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1),
CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND
THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
= CITY OF E D M O N DS
SEISMIC RESPONSE COEFICIENT (Cs) . . . . . . . . . . . . . . . . . .0.293
GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185.
APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST
BUILDING DEPARTMENT
RESPONSE MODIFICATION FACTOR (R) . . . . . . . . . . . . . . . . . . 3.5
HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED
B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE
y ......................
12.
REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD-
THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST
2X4 STUDS @ 16" O.C. AT INTERIOR WALLS AND 2X6 @ 16" O.C. AT EXTERIOR
REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2008 DATA
ANCE WITH ACI 318. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS
HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS
WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS
OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTER-
PROVIDED.
AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED
HAR�j�
3.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL
SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAP
OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COL-
F wns�
DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS
ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS.
ALL PROPOSED HOLE SIZES AND LOCATIONS SHALL BE SUBMITTED TO THE STRUCTURAL
UMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL?
r;;, o
AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY
ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO DRILLING HOLES.
HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE
DISCREPANCIES PRIOR TO CONSTRUCTION.
13.
CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
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
„ ��,J!9
A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE
4.
CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND
. . .3"
B. ALL OTHER SURFACES 1 1/2"
22.
PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOISTS
AT 12 O.C. AND LAP MINIMUM 4 -0 AT JOINTS AND PROVIDE SIX 16D NAILS
�oNni.ti�'�'
3/23/23
UTILITIES PRIOR TO COMMENCING EXCAVATION. THE CONTRACTOR SHALL BRING ALL
.
MANUFACTURED BY THE WEYERHAUSER CORPORATION AND SHALL BE FURNISHED AND
AT 4" O.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER
CONFLICTS AND DISCREPANICES TO THE ATTENTION OF THE ARCHITECT AND
14.
NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND
INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS.
WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12" O.C.
Project Contact
STRUCTURAL ENGINEER.
,
SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER S
ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL
STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH
Henry Nuckles
PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO
BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS TO
�� ��
7 M I N I MUM EMBEDMENT) @ 4 -0 0. C. UNLESS I ND I CATED OTHERWISE. I ND I V I -
tel 206 413 6664
hnuckles@harriottvalentine.com
5.
CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM).
THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION.
DUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW
16D @ 12" O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE
ACCORDANCE WITH THE PLANS.
ANCHORAGE
AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST
FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE
Project Architect
HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED
GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND
Patricia Brennan Architects
6.
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE
THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST
4515C Bagley Ave N
Seattle, WA98103
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK.
15.
EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH
HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH PLYWOOD WEB
BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5D COOLER NAILS
THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL
"SET-3G" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON COMPANY
JOIST PROVIDED.
FOR 1/2" GWB AND 6D COOLER NAILS FOR 5/8" GWB. WHEN NOT OTHERWISE
Project
AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE
AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2508.
NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING (SPAN RATING 24/0) ON
Shen Federman
SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON-
"TITEN
ALL HOLES SHALL CONFORM TO THE MANUFACTURERS SPECIFICATIONS. IF THREE OR
EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES) ,
23310 Humber Lane
TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE,
16.
TITEN HD ANCHORS SPECIFIED ON THE DRAWINGS SHALL CONSIST OF HD"
FEWER HOLES ARE PROPOSED FOR A SINGLE JOIST, HOLES SHALL CONFORM TO THE
TOP AND BOTTOM PLATES WITH 8D @ 6" O.C. AND TO ALL INTERMEDIATE STUDS
Edmonds, WA98020
CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CON-
HEAVY DUTY SCREW ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND
WEYERHAUSER ILEVEL TJI ALLOWABLE HOLE CHART. IF MORE THEN THREE HOLES ARE
AND BLOCKING WITH 8D @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES
CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2713.
PROPOSED FOR ONE SINGLE JOIST, ALL HOLE SIZES AND LOCATIONS SHALL BE SUB-
AND ENDS.
Issue Date Issue Description
M I TTED TO THE STRUCTURAL ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO
7.
SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION SHALL BE
STEEL
DRILLING HOLES.
C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN
03/23/2023 Permit Submittal
PROVIDED IN ACCORDANCE WITH SECTIONS 109 AND 1704 OF THE INTERNATIONAL
FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL
BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING
17.
STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON
23.
PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II,
BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH
AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER.
THE LATEST EDITIONS OF THE RISC SPECIFICATIONS AND CODES:
EXTERIOR GLUE IN CONFORMANCE WITH APR STANDARDS. ORIENTED STRAND
TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN
THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE
BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE
ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI -JOIST BEAMS TO -
FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS.
A. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (RISC 360)
USED IN LIEU OF PLYWOOD.
GETHER WITH 16D @ 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE
PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS
A. STRUCTURAL STEEL FABRICATION AND ERECTION (INCLUDING FIELD WELDING
B. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (A I SC 303)
A. ROOF SHEATHING SHALL BE 1 /2" (NOM.) WITH SPAN RATING 24/0.
PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS @ 6" 0. C. TO FRAMED
Building Department Approval
AND HIGH -STRENGTH FIELD BOLTING)
B. FLOOR SHEATHING SHALL BE 3/4" (NOM.) WITH SPAN RATING 40/20.
PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO
B. EPDXY GROUTED INSTALLATIONS
C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR AONLY
C. WALL SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0.
INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED
BOLTS. BOLTS IN SHEAR OR BEARING TYPE CONNECTIONS NEED ONLY BE
BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR
8.
SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE
TIGHTENED TO THE SNUG TIGHT CONDITION PER SECTION 8(C).
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING.
SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL
ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF
BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL
RECEIVED
THESE ITEMS.
18.
STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING MINIMUM STANDARDS.
24.
ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-
EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO
Apr 132023
PLATES, ANGLES, AND CHANNELS SHALL CONFORM TO ASTM A36, FY = 36 KSI.
TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED
SUPPORTS WITH 16D @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR
DEEL°MENTER�`ES
DEPARTMENT
A. STRUCTURAL STEEL
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. STEEL
BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR
AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD
PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B, FY = 35 KSI.
MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF
PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED.
APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE
SQUARE OR RECTANGULAR STRUCTURAL TUBING SHALL CONFORM TO ASTM A500,
A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY
BUILDING DEPARTMENT.
GRADE B, FY = 46 KSI. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM
OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS
Drawing Title
TO ASTM A307. THREADED ROD AND STUDS SHALL CONFORM TO ASTM A36.
GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES,
GENERAL STRUCTURAL
GEOTECHN I CAL
AND COLUMNS.
NOTES
19.
ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL
9.
FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION,
BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY
25.
TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE"
COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH REC-
PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED.
BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT
B L D 2 0 2 3 - 04 0 1
Drawing Number
OMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGI-
DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC
NEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COM-
APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF
FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN
S100
PACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FIN-
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TYPICAL
SLAB
4" THICK SLAB REINF. W/
W2.9xW2.9 6x6 W.W.M. CTR'D.
RIGID INSUL. PER ARCH'L.
—x x x x x x-
CONTROL —x x x% rx x x—
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--- 6 MIL VAPOR BARRIER
4" FREE —DRAINING
GRANULAR FILL
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
LEGEND
SPAN
�e > EXTENT
X SECTION DETAIL
X.
(FB) FLUSH BEAM
(PT) PRESSURE -TREATED
COLUMN ABOVE
0 COLUMN BELOW
NEW STRUCTURAL WALL
HANGER SCHEDULE
MEMBER
(FLAT ONLY)
HANGER
117/8" TJI 110
IUS1.81/11.88
117/8" TJI 560
IUS3.56/11.&
2x8
LUS28
(2)2x8
LUS28-2
EXISTING STRUCTURAL WALL
NEW CONCRETE WALL
EXISTING CONCRETE WALL
► MOMENT CONNECTION
SLAB —ON —GRADE (INSULATED) y ALL -THREAD HOLDOWN AT
„ ��� END OF SHEARWALL ABOVE
3/4 = 1 —0 2
STRAP HOLDOWN AT
END OF SHEARWALL ABOVE
CONCRETE WALL
(1) #5 OR #4
DIAGONAL IN
WALL
TYP. FOOTING
REINFORCING
TYPICAL STEPPED FOOTING
3/4" = 1'-0"
CORNER BARS TO MATCH
EXT. HORIZ. REINF.
AS SHOWN
TYPICAL CORNER BARS:
24
24r
CORNER BARS TO MATCH
HORIZONTAL REINFORCING
(ALTERNATE HOOKS)
TIPICAL CORNER BARS:
24
24r
TYPICAL CORNER BARS AT CONCRETE WALLS
3/4" = 1'-0" 4
FOUNDATION PLAN NOTES
1. WHERE NEW CONCRETE WALLS OR FOOTING
ABUT EX. CONCRETE, PROVIDE DOWELS #4 x
2'-0" TO MATCH HORIT 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.
1 LOWER FLOOR
S2.0 scale: 1/4" = V-0"
WOOD -FRAMED STEPS
PER ARCHITECTURAL
rING
2.0
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
3123123
Project Contact
Henry Nuckles
tel 206 413 6664
hnuckles@harriottvalentine.com
Project Architect
Patricia Brennan Architects
4515C Bagley Ave N
Seattle. WA 98103
Project
Shen Federman
23310 Humber Lane
Edmonds, WA 98020
Issue Date Issue Description
03/23/2023 Permit Submittal
Building Department Approval
RECEIVED
Apr 13 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
LOWER FLOOR FRAMING/
FOUNDATION PLAN
Drawing Number
SZO
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PLATE NAILING PER
SHEARWALL SCHEDULE
LEGEND
SHEARWALL PER PLAN
FLOOR SHEATHING NAILING
SPAN
PER PLAN
TRIM TONGUES AND/OR
EXTENT
GROOVES AT EDGE OF
A35 PER SW SCHEDULE
SHEATHING
X
X.
SECTION DETAIL
TJPs PER PLAN
10d BOX FACENAIL
(BEAR 13/4" MIN.)
(FB)
FLUSH BEAM
AT TOP AND BOTTOM
TJI FLANGES
(PT)
PRESSURE -TREATED
COLUMN ABOVE
11/4" LSL RIM
0
COLUMN BELOW
(U.N.O. ON PLAN)
NEW STRUCTURAL WALL
10d BOX EACH SIDE
EXISTING STRUCTURAL WALL
OF TJI TO PLATE -
NEW CONCRETE WALL
SHEARWALL PER PLAN
DRIVE NAILS 11/2" MIN.
FROM END OF TJI
EXISTING CONCRETE WALL
►
MOMENT CONNECTION
ALL -THREAD HOLDOWN
3/4"
SHEARWALL ABOVE
END OFSHE
STRAP HOLDOWN AT
END OF SHEARWALL ABOVE
SHEARWALL PER PLAN -
TRIM TONGUES AND/OR
GROOVES AT EDGE OF
SHEATHING
(3) 10d BOX EACH
SIDE OF BLOCKING
11/4" LSL RIM
(U.N.O. ON PLAN)
SHEARWALL PER PLAN
SHEARWALL PER PLAN
� PLATE NAILING PER
SHEARWALL SCHEDULE
FLOOR SHEATHING NAILING
PER PLAN
A35 PER SW SCHEDULE
TJPs PER PLAN
BLOCK ONE BAY FULL -
DEPTH @ 48 oc WITH
LSL 11/4" RIMBOARD -
FIT TIGHT TO TJI
10d BOX TOENAIL EACH
SIDE OF LSL TO PLATE
3/4" = 1'-0"
PLATE NAILING PER
SHEARWALL SCHEDULE
FLOOR SHEATHING NAILING
PER PLAN
(3) 10d BOX EACH �� � �/ / � TJI's PER PLAN
SIDE OF BLOCKING / V
12d AT PANEL NAIL
SPACING FOR LOWER
SHEARWALL (STAGGER
ALTERNATE SIDES)
SHEARWALL PER PLAN
BLOCK ONE BAY EACH
SIDE FULL -DEPTH
@ 48"oc WITH LSL 11/4"
RIMBOARD - FIT TIGHT
TO TJI's
3/4" = 1'-0" 4
HANGER SCHEDULE
MEMBER
(FLAT ONLY)
HANGER
FACE NAILING
CAPACITY
(Cd = 1.0)
2x8
LUS28
10d COMMON
1100 lb
117/8" TJI 110
IUS1.81/11.88
10d COMMON
1020 lb
117/8" TJI 560
IUS3.56/11.88
10d COMMON
1220 lb
LVL 13/4x117/8
MIU1.81/11
16d COMMON
2880 lb
FRAMING PLAN NOTES
1. SWINDICATES SHEARWALL TYPE PER
SCHEDULE 8/S4.0. REFER TO DETAILS FOR
TYPICAL SHEARWALL CONSTRUCTION. SEE
ARCHITECTURAL DRAWINGS FOR ADDITIONAL
WALL INFORMATION.
2. REFER TO GENERAL STRUCTURAL NOTES FOR
FLOOR OR ROOF SHEATHING TYPE, THICKNESS,
AND NAILING.
3. COLUMNS SHALL BE DOUBLE STUD MINIMUM,
UNLESS NOTED OTHERWISE. SEE 11/S4.0.
4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP
PLATES AND SPLICE PER 12/S4.0.
5. CS__ INDICATES COILED STRAP TYPE PER
SCHEDULE 6/S4.0. REFER TO DETAILS FOR
TYPICAL STRAP ASSEMBLY.
6. POSTS 0, INCLUDING ENDS OF WALL OPENINGS,
SHALL BE (2)2x6 UNLESS NOTED OTHERWISE.
7. GLAZING OVER STEEL TRELLIS SHALL CONSIST
OF (2) LAYERS OF 3/8" THICK TEMPERED GLASS
LAMINATED TOGETHER WITH 15 MIL POLYVINYL
BUTYRAL INTERLAYER.
8. WITHIN DOTTED HATCH, BLOCK ALL UNSUPPORTED
PANEL EDGES OF DIAPHRAGM WITH FLAT 2x4
AND NAIL ALL PANEL EDGES WITH 10d @ 3"0c.
1 /S3.3
12
1 /S3.3
2x8
@ 16"oc
CV
o
11 CD
3.37 1
C7x9.8 (FB)
4 ,
CS16 x 5-0" LONG -
ATTACH TO SW TOP
PLATE AND WF BEAM
TOP NAILER
S�6
AT CANTILEVERED
HSS (TYP.)
10\ /6\
LM3.4.(FBA .
m
X
^ m
X
CSC ^
m
L� X
S C'��6 �
m
VC
cNn
6' 11 Cn
can
SW1
rZ)L 074XII'.
tis
�
�'
S3.3
FRAME THIS WALL
HSS 5x2x18
s,
W/ 2x8 STUDS (TYP.)
8
FB
i
3.
LZI
2
^�
m771
S3
Cq
HSS 5x2x18 co
@ 86"oc
�®
c�
(FB) N
CV
TC70.8
I 4
(FB)
--
3.3
- __ 2 2x8
________(2)-LVL 13/4x91/4
1 S3.3
I ,yss
SEE PLAN NOTE 7
2
v'
S3.3
LA
CS16 x 5'-0CD
in
LF
10
LONG. ATTACH
I
TO F.O. JOIST
I AND F.O. WF BEAM
~
SW3� \s,6
UPPER FLOOR FRAMING PLAN (LOWER FLOOR WALLS
scale: 1/4" = V-0"
N (1) JOIST WITH-
�RWALL BEYOND
AT DASHED LINE)
(2) LVL \SW4
4
3
SEE PLAN NOTE 7
C9X13_4 (FB
0o co
° I m
X CX
X ICE,
5�
^ m r—
N� N�
SW1 =
---------
(2) LVL 13/4x117 1`
-- c-3
O X
CV
X m o0
X
a ^� _ ^ m
Cn
m
UL 13/4x11 '/8
00
(FB) \
X
co
U J
o >
7 O
S3.
o
VL 13/4x11 7/8
(FB)
c �
GC����
�� PSL 31 /2x117 /s (FB) v
2 2X8 rT r
I
= ---- ..-.: - - - --- :. ---- :-...--- :--. -- ::-.-
I ELEVATOR ..........."."." "."."........... 3
I OPENING
.:.:.:.:.:.:.:.:.:..:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:. S2
I nPF BEARIN.G-WALL a ."... N
117/s». TJI ..1p" " " " " . ".� .. ..............."."."."..." .. .
........?oo C..........................
@.16.oc .
I. f.. :.:.:.:.:.:.:..:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.. .
/ 2 ���, ®......................... .
I S2.
I.. ... .......................... .....................
SW4 .. ...�2).2x8. .. ..SW4....
..".." " . 2 2x1.0........ SW4
----------- ------------------------
I I I CS16 x 5'-0"117/8 TJI 110
@16"'c 9
CS16 x 5'-0" 1 LONG. ATTACH 3
LONG. ATTACH I TO JOIST
TO T.O. JOISTS AND T.O. SW RIM LVL 13/4x11�js
I I (FB) m
U L�
m ^o --
In N X
I X \
4 LVL 13 4x11 7 8
(FB) >
I J
_J 0 6
—I U-) 00
I _73 S3. N
~ OU ~ Oa It
CV
I A � ®
CS16 x 5'-0" LONG CS16 x 5'-0"
ATTACH TO SW RIM I1 LONG. ATTACH
T.O. BEAM/JOIST TO T.O. JOISTS
I
IAND
1----,W1OX45 FB -
do �1---- -
1 3.,-
WELD HOLDOWN ALL- I
THREAD TO TOP FLANGE
OF WF BEAM (TYP.) I
C
SW1 (2)2x10 (2)2x10 SW1
4 4
3
SEE PLAN NOTE
8 FOR NAILING
REQUIREMENTS
WITHIN DOTTED
HATCH
c
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
3123123
Project Contact
Henry Nuckles
tel 206 413 6664
hnuckles@harriottvalentine.com
Project Architect
Patricia Brennan Architects
4515C Bagley Ave N
Seattle, WA 98103
Project
Shen Federman
23310 Humber Lane
Edmonds, WA 98020
Issue Date Issue Description
03/23/2023 Permit Submittal
Building Department Approval
RECEIVED
Apr 13 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
UPPER FLOOR
FRAMING PLAN
Drawing Number
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■ A
PANEL EDGE NAILING PER
PLAN (8d @ Coc U.N.O.)
BLOCK FULL -DEPTH
(VENT PER ARCH'L.)
TRIM RAFTER TAILS
AS REQUIRED (SEE
ARCH'L. FOR DIMS.)
PANEL EDGE NAILING -
PER SW SCHEDULE TO
TOP PLATE (8d @ Coc
U.N.O.)
8d @ Coc -
TO BLOCKING
RAFTER
PER PL
1oIW.1IN!
8d @ Coc
TO BEAM
RAFTERS PER PLAN
SHEARWALL PER PLAN
:L1111: VI110».1II
A35 PER SW SCHEDULE
(@ 48"oc ELSEWHERE)
SHEARWALL PER PLAN
3/4" = 1'-0" 2
17� 112A AT DI nr it
3/4" = 1'-0"
BEAM PER PLAN ALIGNED
OVER SHEARWALL
(3) i6d
AT BLOCK
BLOCK ONE RAFTER
BAY @ 48"oc EA. SIDE
A35 PER SW SCHEDULE
(@ 48"oc ELSEWHERE)
3/4" = 1'-0" 4
LEGEND
X
X.
SPAN
EXTENT
SECTION DETAIL
FB
FLUSH BEAM
PT)
PRESSURE —TREATED
COLUMN ABOVE
COLUMN BELOW
NEW STRUCTURAL WALL
EXISTING STRUCTURAL WALL
NEW CONCRETE WALL
EXISTING CONCRETE WALL
►
MOMENT CONNECTION
ALL —THREAD HOLDOWN AT
END OF SHEARWALL ABOVE
STRAP HOLDOWN AT
END OF SHEARWALL ABOVE
FRAMING PLAN NOTES
1. SW__ INDICATES SHEARWALL TYPE PER
SCHEDULE 8/S4.0. REFER TO DETAILS FOR
TYPICAL SHEARWALL CONSTRUCTION. SEE
ARCHITECTURAL DRAWINGS FOR ADDITIONAL
WALL INFORMATION.
2. REFER TO GENERAL STRUCTURAL NOTES FOR
FLOOR OR ROOF SHEATHING TYPE, THICKNESS,
AND NAILING.
3. COLUMNS SHALL BE DOUBLE STUD MINIMUM,
UNLESS NOTED OTHERWISE. SEE 11/S4.0.
4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP
PLATES AND SPLICE PER 12/S4.0.
5. CS__ INDICATES COILED STRAP TYPE PER
SCHEDULE 6/S4.0. REFER TO DETAILS FOR
TYPICAL STRAP ASSEMBLY.
6. POSTS p, INCLUDING ENDS OF WALL OPENINGS,
SHALL BE (2)2x6 UNLESS NOTED OTHERWISE.
HANGER SCHEDULE
MEMBER
(FLAT ONLY)
HANGER
FACE NAILING
CAPACITY
(Cd = 1.0)
2x12
LUS210
10d COMMON
1335 Ib
2x12
LUC2101
10d COMMON
1410 lb
(2)2x12
LUS210-2
10d COMMON
1335 lb
(2)2x12
HUC210-21
16d COMMON
2385 lb
1. CONCEALED FLANGE HANGERS ONLY NEED TO BE USED WHERE
THE TYPICAL HANGERS CANNOT BE INSTALLED.
ROOF FRAMING PLAN (UPPER FLOOR WALLS'
scale: 1/4" = 1'-0°
MEMBER HANGER FACE NAILING CAPACITY
(SLOPED ONLY) (Cd = 1.15)
2x12 LRU21OZ 10d COMMON 1295 lb
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
Project Contact
Henry Nuckles
tel 206 413 6664
hnuckles@harriottvalentine.com
Project Architect
Patricia Brennan Architects
4515C Bagley Ave N
Seattle. WA 98103
Project
Shen Federman
23310 Humber Lane
Edmonds, WA 98020
Issue Date Issue Description
03/23/2023 Permit Submittal
Building Department Approval
RECEIVED
Apr 13 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
ROOF
FRAMING PLAN
Drawing Number
S12
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HV
1" 5"
BASE E 1/2"
BLOCK FULL -DEPTH
Harriott Valentine Engineers Inc.
OVER BEAM
3/16 ° °
(PLAN VIEW)
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
° °
FACE OF SUPPORTING
MEMBER
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
BEAM PER PLAN WITH
JOISTS PER PLAN
KERF E 3/8" AT WOOD
BEAM
AC EACH SIDE OF POST
BEAR EACH JOIST 31/2"
HSS COL. CONT. PER
I
SEE 1/S3.0 FOR TYP.
2" 1" WITH (2) 5/8"0 THRU-BOLTS
PLAN
FRAMING CALLOUTS
°I
=� WOOD
BEAM PER PLAN
X
X
BEAM PER PLAN W/
POST PER PLAN
SEE 1/S3.0 FOR TYP.
KERF SEAT CONN.
II
(4) 5/8"0 x 6" LONG1.0
N
'
ABA SERIES POST BASE
FRAMING CALLOUTS
PER 4/S3.0 - BOTH
SIDES OF BEAM
I
I I
TITEN HD
1/2" NON -SHRINK GROUT
DAP WOOD BEAM WHERE NOTED (ONLY)
Ir
SEAT E 1/2% BEAM WIDTH
rn
rn
CD
I
%. ///�//
/' //i��/
•
TYP.
3�16
2'-6"
SQUARE (4) #4 EA. WAY BOTTOM
3'-6" SQUARE
• (5) #4 EA. WAY
(7) #4 EA. WAY
BOTTOM
4'-6" SQUARE
BOTTOM
TYPICAL KERF-SEAT CONNECTION
3/4" = 1'-0" 1
SHEARWALL PER PLAN
3/4" = 1'-0"
2
SHEARWALL PER PLAN
3/4" = 1'-0"
1-1/2)) = 1'-0"
4
SHEARWALL PER WALL PER PLAN
OUTLINE WALL BEYOND
ATTACH LEDGER TO CONC.
PLAN
THERMAL BREAK
WALL W/ (2) 5/8" 0 x 6"
THERMAL BREAK
BLOCK ONE JOIST BAY
THERMAL BREAK
PER ARCH'L
LONG TITEN HD @ 16"oc
PER ARCH'L
FULL -DEPTH @ 48"oc
LEDGER PER 7/S3.0
PER ARCH'L
24"
SLAB -ON -GRADE
TJI's PER PLAN
SLAB -ON -GRADE
TJI's PER PLAN
TJI's PER PLAN
SLAB -ON -GRADE
IF
#4 x� @ 16"oc
PER 2/S2.0
HANGERS PER SCHEDULE
PER 2/S2.0
PER 2/S2.0
(1) #4 NOSING BAR
x x x x
x x x I I
x x x x
x x x I •
•
+I OPENING
I+ x x x x x—
tip' WHS Rojo
SLAB -ON -GRADE
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' x x x x x x
LAYERS OF ASPHALT
/\�/��
W/ (1) 5/8"0 x 6" LONG
REINFORCE THIS
3123123
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IMPREGNATED BUILDING
y\\/\\/
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TITEN HD @ 16 oc
WALL PER 12/S3.0
\!/j\%
Project Contact
°/\'�\!/j\!
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PAPER (SEE 24/S1.0) '�\%j\!
(TYP.)
° oo° ° , o0 0 °\\.
/
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Henry Nuckles
tel 206 413 6664
hnuckles@harriottvalentine.com
(2) #4 CONT.
DRAINAGE PER
/
/�� /
SEE 12/S3.0 FOR WALL
/�� /
SEE 12/S3.0 FOR WALL
#4 CONT. @ 10"oc
Project Architect
1._4"
AND FOOTING CALLOUTS
AND FOOTING CALLOUTS
EA. WAY TOP &
BrennanrNhitects
PatARCHITECTURAL
451r5CBagley Ave
5' 6" 5-0"
6" 5" BOTTOM
Seattle, WA 98103
Project
3/4" = 1'-0" 5
3/4" = 1'-0"
6
3/4" = 1'-0" 7
3/4" = 1'-0"
8
Shen Federman
23310 Humber Lane
Edmonds, WA 98020
Issue Date Issue Description
03/23/2023 Permit Submittal
SHEARWALL PER PLAN
SHEARWALL PER PLAN
A35 PER SW SCHEDULE
LSL 11/4" RIMBOARD
26 P.T. PLATE WITH
#4 @ 16"oc VERT.
BLOCK ONE JOIST BAY
5/8" 0 ANCHOR BOLTS PER
SHEARWALL PER PLAN
(CENTERED)
FULL -DEPTH @ 48oc
#4 @ 16"oc VERT.
SW SCHEDULE (@ 48"oc
(ALT. HOOKS)
ELSEWHERE)
Building Department Approval
26 P.T. PLATE WITH
26 P.T. PLATE WITH #4 @ 10"oc HORIZ.
5/8" 0 ANCHOR BOLTS PER
5/8" 0 ANCHOR BOLTS PER
[(2) AT TOP OF WALL]
#4 @ 10"oc HORIZ.
SW SCHEDULE (@ 48'oc
SW SCHEDULE (@ 48'oc
[(2) AT TOP OF WALL]
JOISTS PER PLAN
ELSEWHERE)
SLAB -ON -GRADE
ELSEWHERE)
ch
SLAB -ON -GRADE
PER 2/S2.0
L
PER 2/S2.0
(BOTH SIDES)
I •
RECEIVED
/
/\\/ x x
�
�
Apr 132023
CITDYEOF
Sx
DEVELOPMENT SERVICES
x x x x x x x x x x x x x
I I
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STRUCTURAL DETAILS
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e
SEE 10/S3.0 FOR WALL
DRAINAGE PER
SEE 12/S3.0 FOR WALL
AND FOOTING CALLOUTS
ARCHITECTURAL
5" 6" 5'
AND FOOTING CALLOUTS
DRAINAGE PER ARCH'L. 5" 6" 5"
(2) #4 CONT.
Drawing Number
„
9
10
11
12
SIO
3/4 = 1 —0
3/4 = 1 —0
3/4 = 1 —0
3/4 = 1 —0
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Harriott Valentine Engineers Inc.
II II
1932 First Avenue, Suite 720
SHEARWALL
Seattle, Washington 98101-2447
PER PLAN
tel 206 624 4760 fax 206 447 6971
PANEL EDGE NAILING
PANEL EDGE NAILING
Www.harriottvalentine.com
PER PLAN (8d @ 6" U.N.O.)
PER PLAN (8d @ 6" U.N.O.)
II C
II W
ca
l l_ W
PANEL EDGE NAILING PER
PLAN (8d @ 6"oc U.N.O.)
PARAPET STUD WALL
PER 11 /S3.2
A35 PER SW SCHEDULE
PARAPET STUD WALL
PER 11 /S3.2
A35 PER SW SCHEDULE
DECK JOISTS PER PLAN
TJI's PER PLAN
10d BOX FACENAIL
TJI's PER PLAN
(BEAR 13/4" MIN.)
HANGERS PER SCHEDULE
(3) 1Od BOX EACH
AT TOP AND BOTTOM
L
SIDE OF BLOCKING
TJI FLANGES
BLOCK ONE BAY EACH
STRAP PER PLAN -
ra
SIDE FULL -DEPTH
WRAP UNDER BEAM
11/4" LSL RIM
11/4" LSL RIM —
@ 48"oc WITH LSL 11/4"
AND UP OPPOSITE
(U.N.O. ON PLAN)
(U.N.O. ON PLAN)
RIMBOARD - FIT TIGHT
FACE OF BEAM
BLOCK ONE BAY FULL -
TO TJI's
2x8 LEDGER W/ (2)
TJI's PER PLAN
DEPTH @ 48"oc WITH
BEAM PER PLAN
ROWS 1/4" 0 x 31/2" LONG
LSL 11/4" RIMBOARD -
10d BOX EACH SIDE
(SECTION)
SDS SCREWS @ 10"oc
BLOCK ONE BAY AND
FIT TIGHT TO TJI
OF TJI TO PLATE -
NAIL PER 3/S2.1
SHEARWALL PER PLAN
SHEARWALL PER PLAN
DRIVE NAILS 11/2" MIN.
10d BOX TOENAIL EACH
FROM END OF TJI
WF BEAM PER PLAN W/
SIDE OF LSL TO PLATE
BLOCKING PER 5/S3.2
TYPICAL STRAP AT
BEAM (PARALLEL)
3/4" = 1'-0" 1
3/4" = 1'-0"
2
3/4" = 1'-0" 3
3/4" = 1'-0"
4
.I
II
SHEARWALL
11
PER PLAN
II
F] _I
III
II II
STRAP PER PLAN- WRAP
2x BLOCK WITH PANEL
Z
::III
UNDER HEADER AND UP
EDGE NAILING PER PLAN
PANEL EDGE NAILING
J
II o
INSIDE FACE OF HEADER
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Project Architect
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Patricia Brennan Architects
4515C Bagley Ave N
Seattle, WA 98103
TYPICAL STRAPPED HEADER
Project
3/4" = 1'-0" 5
3/4" = 1'-0"
6
3/4" = 1'-0" 7
3/4" = 1'-0"
8
Shen Federman
23310 Humber Lane
Edmonds, WA 98020
Issue Date Issue Description
REMOVE SIDING @ LEDGER
SHEARWALL PER PLAN
03/23/2023 Permit Submittal
BLOCK ONE JOIST BAY
BLOCK FULL -DEPTH
CONT. FLASHING W/
SEE 12/S3.0 FOR PLATE
FULL -DEPTH @ 48"oc
OVER BEAM
DRIP EDGE (COORD.
AND A35 CALLOUTS
2x6 P.T. PLATE WITH
2x6 P.T. PLATE WITH
W/ ARCHITECTURAL)
5/8"0 ANCHOR BOLTS
JOISTS PER PLAN
5/8"0 ANCHOR BOLTS
JOISTS PER PLAN -
BEAM PER PLAN
@ 48"oc
@ 48"oc
BEAR EACH JOIST 3�/2"
DECK JOISTS PER PLAN
Building Department Approval
HANGERS PER SCHEDULE
JOISTS PER PLAN
JOISTS PER PLAN
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POST PER PLAN
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Apr 13 2023
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II
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PER 1/S3.2
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IN THIS DETAIL FOR
AT BEAM GAGE
CLARITY —SEE 4/S3.2
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TOP NAILER PER 1/S3.2
RAFTERS PER PLAN
FLOOR SHEATHING NAILING
Project Contact
FLAT BLOCKING
PER PLAN
Henry Nuckles
@ 482'oc WHERE JOISTS
tel 206 413 6664
hnuckles@harriottvalentine.com
ARE PARALLEL TO WF
2x RIM (U.N.O. ON PLAN)
RAFTERS PER PLAN
RAFTERS PER PLAN
A35 PER SW SCHEDULE
HANGERS PER SCHEDULE
HANGERS PER SCHEDULE
10d BOX FACENAIL ATPat
Project Architect
SHEARWALL PER PLAN
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Seattle, WA 98103
Project
3/4" = 1'-0" 5
3/4" = 1'-0"
6
3/4" = 1'-0" 7
3/4" = 1'-0"
c�
8
Shen Federman
23310 Humber Lane
Edmonds, WA 98020
Issue Date Issue Description
PLATE NAILING PER
2x BLOCKING EACH SIDE
PARAPET STUD
03/23/2023 Permit Submittal
SHEARWALL SCHEDULE
WITH PANEL EDGE NAILING
WALL 2x6 @ 24"oc
SHEARWALL PER PLAN
FLOOR SHEATHING NAILING
PARAPET STUD
WALL PER 11/S3.2
PER PLAN (8d @ 6"oc U.N.O.)
(2) 16d INTO
8d
@ 6"oc TO BLOCK
PARAPET STUD WALL
PER 11/S3.2
PER PLAN
16d TO MATCH PANEL
EA. RAFTER
BLOCK
FULL —DEPTH
EDGE NAILING SPACING
(VENT
PER ARCH'L)
A35 PER SW SCHEDULE
Building Department Approval
BLOCK WITH 11/4" LSL
RIM BOARD
TJI's PER PLAN
(BEAR 13/4" MIN.)
(3) 16d---------
(3) 16d
AT BARGE
RAFTER
AT BLOCK
BEAM PER
RAFTERS PER PLAN
RAFTERS
PER PLAN
RAFTERS
RECEIVED
PLAN
RAFTERS PER PLAN
HANGERS PER SCHEDULE
WF BEAM PER PLAN W/
A35
PER SW SCHEDULE
PER PLAN
BLOCK ONE RAFTER
Apr 132023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
HANGERS PER SCHEDULE
WEB BLOCKING AND TOP
(@ 482'oc ELSEWHERE)
BAY @ 482'oc EA. SIDE
10d BOX EACH SIDE
NAILER PER 1/S3.2
OF TJI TO PLATE
SHEARWALL PER PLAN
SHEARWALL PER PLAN
SHEARWALL PER PLAN
A35 PER SW SCHEDULE
Drawing Title
STRUCTURAL DETAILS
ATTACH SW TOP PLATE
(@ 48"oc ELSEWHERE)
SHEARWALL PER PLAN
TO WF BEAM W/ 5/8" 0
THRU—BOLTS @ 8"oc
Drawing Number
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II
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1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
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WELD AND SEAL ALL
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WELD AND SEAL ALL
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3/16
Project Contact
I
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A35 PER SW SCHEDULE
Henry Nuckles
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STEEL E 3/8" x 81/4"
tel 206I
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4515C Bagley Ave N
BLOCK WEB SOLID
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COLUMN
N
Project
3/4" = 1'-0" 5
3/4" = 1'-0" 6
3/4" = 1'-0" 8
Shen Federman
23310 Humber Lane
Edmonds, WA 98020
3/16
TOP RAIL F.B. 2" x 1"
Issue Date Issue Description
03/23/2023 Permit Submittal
STANCHIONS F.B. 11/2% 11/2"
4"
INFILL 1/8" 0 CABLE
TYPICAL TJI FRAMING
MAX.
WF BEAM PER PLAN
HSS PER PLAN
IN THIS DETAIL PER
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Building Department Approval
PER PLAN
SDS SCREWS
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Drawing Number
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1932 First Avenue, Suite 720
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www.harriottvalentine.com
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1-1 /2" = 1'-0"
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3/4" = 1'-0" 3
3/4" = 1'-0"
4
CP AT TOP FLANGE (AND AT
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Patricia Brennan Architects
4515C Bagley Ave N
Seattle, WA 98103
CP (COMPLETE
PENETRATION) WELD REQUIREMENTS
SHEAR TAB —
MOMENT
FRAMES
Project
3/4" = 1'-0" 5
3/4" = 1'-0"
6
3" = 1'-0" 7
1-1 /2" = 1'-0"
8
Shen Federman
23310 Humber Lane
Edmonds, WA 98020
OIssue
Date Issue Description
03/23/2023 Permit Submittal
WF BEAM
PER PLAN
CP TOP AND
BOTTOM
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SEE 7/S3.4 FOR CP WELD
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REQUIREMENTS
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NAILS
NAIL SPACING
CMST12
44"
(98)
10d
x 3"
13/4"
CMST14
34"
(76)
10d
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13/4"
CMSTC16
25"
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12d
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11/2"
CS14
19"
(36)
8d x
21/2"
21/16"
CS16
14"
(26)
8d x
21/2"
21/16"
CS18
12"
(22)
8d x
21/2"
21/16"
CS20
9"
(16)
8d x
21/2"
21/16"
CS22
8"
(14)
8d x
21/2"
21/16"
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
MARK
FASTENERS TO STUDS'
ANCHOR
EMBEDMENT LENGTH
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EPDXY' CAST—IN4
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7/8"
8"
N/A
8"
6"5
HDU8
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2. PROVIDE A36 OR A307 ALL —THREAD AT EPDXY AND CAST —IN ANCHORS.
3. PROVIDE SIMPSON "SET-3G" 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.
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DISTANCE FOR
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TYPICAL HOLDOWN AT CONCRETE
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SHEARWALL SCHEDULE (NOT ALL USED ON PLANS)
MARK
SHEATHING'
STUDS AT
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EDGES2
PANEL EDGE
NAILING3,4
RIM JOIST OR BLOCKING TO
TOP PLATE
BOTTOM PLATE ATTACHMENT
SOLID RIM
TJI RIM
BOTTOM PLATE TO
RIM JOIST BELOW4
ANCHOR BOLT
TO CONCRETES
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
@ 3"oc
A35
@ 12"oc
N/A
— USE
SOLID
RIM
16d
@ 3"oc
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
@ Coc
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. 7/16" 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"x 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" n' ""'
INTERSECTING
NON—SHEARWA
PANEL EDGE NAILING
PER SW SCHEDULE
NAILING TO MATCH
BOTTOM PLATE NAILING
PER SW SCHEDULE
PANEL EDGE NAILING
PER SW SCHEDULE
AIAT' 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 WIiH
NAILING PER GEN. NOTES
TYPICAL MULTIPLE -STUD POST CONSTRUCTION
3/4" = 1'-0" 11
BLOCKING (OR JOIS
PER FLOOR AND R01
DETAILS
JOISTS PER PLAN
(DIR. VARIES)
FULL DEPTH BLOCKI
(OR RIM AT EXTERI
BLOCK ALL PANEL E
SILL PLATE PER SW
SCHEDULE
TOM PLATE NAILING
SW SCHEDULE
PLATE CONNECTION
SW SCHEDULE
EL EDGE NAILING
SW SCHEDULE
HOR BOLTS & WASHERS
SW SCHEDULE
EL EDGE NAILING
SW SCHEDULE
a. L
°
TYPICAL SHEARWALL SECTION
3/4" = 1'-0"
6'-0" MIN. BETWEEN SPLICES
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
Project Contact
Henry Nuckles
tel 206 413 6664
hnuckles@harriottvalentine.com
Project Architect
Patricia Brennan Architects
4515C Bagley Ave N
Seattle, WA 98103
Project
8 Shen Federman
23310 Humber Lane
Edmonds, WA 98020
(8) 16d @ 4"oc STAGGERED
EACH SIDE OF SPLICE
(16d @ 12"oc ELSEWHERE)
I
I
I
CENTER SPLICE OVER S
TUD
TYPICAL TOP PLATE SPLICE CONSTRUCTION
3/4" = 1'-0" 12
3123123
Issue Date Issue Description
03/23/2023 Permit Submittal
Building Department Approval
RECEIVED
Apr 13 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Drawing Title
STRUCTURAL DETAILS
Drawing Number
S4mO
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