APPROVED BLD RESUB 2-BLD2022-1135+Structural Plan+8.24.2023_7.37.21_PM+3746841GENERAL 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 RESIDENTIAL CODE (IRC) 2018
EDITION, &LOCAL RESIDENTIAL CODE MODIFICATIONS TO THE IRC.
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. 837 /-122.335
SEISMIC IMPORTANCE FACTOR (Ie) .1.0
SITE CLASS . . D
MAPPED SPECTRAL RESPONSE (Ss/S1) . 1. 31g/0.46g
SPECTRAL RESPONSE COEF. (SDS/SD1) . . 1. 05g/0.57g
SEISMIC FORCE RESISTING SYSTEM:. .PLYWOOD SHEAR WALLS
DESIGN BASE SHEAR. .8.40k
SEISMIC RESPONSE COEFICIENT (Cs) .0.161
SEISMIC DESIGN CATEGORY . D
RESPONSE MODIFICATION FACTOR (R). 6.5
ANALYSIS PROCEDURE . EQUIVALENT LATERAL FORCE
REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2008 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. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND
DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL
DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BEUILDING
SECTIONS, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL
ELEEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH
ARCHITECTURAL AND STRUCTURAL DRAWINGS.
5. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCING ANY
WORK AND DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES
PRIOR TO COMMENCING EXCAVATION, AND NOTIFY ARCHITECT OF DISCREPANCIES AND
CONFLICTS.
6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37 (CURRENT VERSION) "DESIGN
LOADS ON STRUCTURES DURING CONSTRUCTION."
7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE
CONTRACTOR'S WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY
AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING
CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS
OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT,
SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO
THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
8. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE
ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR
CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS
REQUIREMENT.
9. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE
CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO
DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO
REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER.
10. SPECIAL INSPECTION OF EPDXY GROUTED INSTALLATIONS & TITEN HD ANCHOR
BOLTS SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 110 AND 1704 OF THE
INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A
QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY
THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING
DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST
RESULTS.
GEOTECHNICAL
11. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE
ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF
SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER
FOR POSSIBLE FOUNDATION REDESIGN.
FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT
FINISHED GRADE. UNLESS NOTED OTHERWISE, FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE
DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE.
ALLOWABLE SOIL PRESSURE 1,500 PSF
LATERAL EARTH PRESSURE . 35 PCF
RENOVATION
12. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE
COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT
EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK
SEQUENCES. EXISTING REINFORCING SHALL BE RETAINED UNDAMAGED WHERE
NOTED ON THE PLANS. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE
OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING
(INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF.
A. ALL NEW OPENINGS THROUGH EXISTING CONCRETE OR MASONRY WALLS, SLABS
AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE.
B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF
MEMBERS PRIOR TO CUTTING ANY OPENINGS.
C. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE OR MASONRY,
THREADED BARS INTO THREADED EXPANSION INSERTS IN THE EXISTING TO
MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS.
13. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CON
STRUCTURAL LIGHT FRAMING:
DOUGLAS
FIR
N0. 2
(INCL.
3X AND 4X POSTS)
MINIMUM
BASE
VALUE,
FB
= 900 PSI
BEAMS
AND STRINGERS:
DOUGLAS
FIR
N0. 1
(INCL.
6X AND LARGER)
MINIMUM
BASE
VALUE,
FB
= 1350 PSI
POSTS
AND TIMBERS:
DOUGLAS
FIR
N0. 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 N0.3/ STUD GRADE
22. 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 NER 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
NER-292
LSL
FB
= 2250
PSI
E
= 1500
KSI
FV
= 285
PSI
NER-481
LVL
FB
= 2600
PSI
E
= 1800
KSI
FV
= 285
PSI
NER-126
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.
DITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CON- 23. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II,
STRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND
VERIFIED. THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANICES TO BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE
THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER. USED IN LIEU OF PLYWOOD.
CONCRETE
14. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD-
ANCE WITH 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.
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -
ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND
C618.
15. 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
16. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD-
ANCE WITH ACI 318-11. 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.
17. 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"
18. 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
19. 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.
20. 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
21. 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 N0. 17,
LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
JOISTS: (2X MEMBERS) HEM -FIR N0. 2
MINIMUM BASE VALUE, FB = 850 PSI
(3X & 4X MEMBERS) DOUGLAS FIR N0. 1
MINIMUM BASE VALUE, FB = 1000 PSI
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.
24. 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.
25. 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 LORD 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.
26. WOOD FASTENERS
A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
SPECIFICATIONS:
SIZE
LENGTH
DIAMETER
6D
2"
0. 113"
8D
2-1/2"
0. 131"
10D
3"
0. 148"
12D
3-1 /4"
0. 148"
16D
3-1 /2"
0. 162"
IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUC-
TION) FOR REVIEW AND APPROVAL.
B. NAILS -PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING
SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTER-
SINKING PERMITTED.
C. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED OR FIRE RETARDANT -
TREATED WOOD SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL,
STAINLESS STEEL, SILICON BRONZE, OR COPPER.
27. 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 HERDS 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" O.C. AT INTERIOR WALLS AND 2X6 @ 16" O.C. AT EXTERIOR
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" M I N I MUM EMBEDMENT) @ 4' -0" 0. C. UNLESS I ND I CATED OTHERWISE. I ND I V I -
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 BERMS 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.
J Welch
Engineering LLC
P.O. Box 28427
Seattle Wa. 98118
Joshua T. Welch S.E. `':..
joshtwelch@gmail.com
tel 206.356.9553
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Architect
Lawrence Houston, Architect
10002 17th Ave. NE
Seattle, WA 98117
issue
1. 3/28/23 PERMIT SET
2. 6/16/23 PERMIT REVISIONS
3.8/17/23 CORRECTIONS
4.
5.
Print Date
8/ 17/23
Drawing Title
GENERAL STRUCTURAL
NOTES
Drawing Number
S1.0
MARK
FASTENERS TO STUDS
FASTENERS TO CONCRETE END LENGTH
MSTAM24
(9)10d (0.148"�) x 3"
(5)�/4"� x 13/4" TITEN 2
83/4" MIN.
MSTAM36
(13)10d (0.148"�) x 3"
(8)�/4"� x 13/4" TITEN 2
83/4" MIN.
MSTCM40
(26) 16d (0.148"�) x 3�/4"
(14)�/4"� x 13/4" TITEN 2 17�/$" MIN.
(14)�/4"� x 13/4" TITEN 2 17�/8" MIN.
MSTCM60
(26) 16d (0.148"�) x 3�/4"
� FOUNDATION PLAN
S2.0 scale: 1/4° = 1'-0°
LEGEND
SPAN
��� EXTENT
X SECTION DETAIL
X.
(P.T.) PRESSURE -TREATED
(EX.) EXISTING
COLUMN ABOVE
❑ COLUMN BELOW
ALL -THREAD HOEDOWN AT
\�� END OF SHEARWALL ABOVE
FOUNDATION PLAN NOTES
1. WHERE NEW CONCRETE WALLS OR FOOTING ABUT EX.
CONCRETE, PROVIDE DOWELS #4 x 2'-On TO MATCH
HORIZ. REINFORCING, EMBED 5" IN EPDXY GROUT.
2. WHERE NOTED ON PLAN CONTRACTOR TO VERIFY
EXISTING FOOTING SIZE AS NOTED &REPORT
FINDINGS TO ENGINEER FOR REVIEW AND APPROVAL.
J Welch
Engineering LLC
P.O. Box 28427
Seattle Wa. 98118
Joshua T. Welch S.E.
joshtwelch@gmail.com
tel 206.356.9553
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Architect
Lawrence Houston, Architect
10002 17th Ave. NE
Seattle, WA 98117
issue
1. 3/28/23 PERMIT SET
2. 6/16/23 PERMIT REVISIONS
3.8/17/23 CORRECTIONS
4.
5.
Print Date
8/ 17/23
Drawing Title
FOUNDATION PLAN
Drawing Number
��■0
2
S2.
(2)2x8---1�-- --2 2x8-----
MAIN FLOOR FRAMING PLAN (BASEMENT WALLS;
scale: 1/4° = 1'-0°
LEGEND
FRAMING PLAN NOTES
SPAN
1.
SW__ INDICATES SHEARWALL TYPE PER SCHEDULE 8/S3.0. REFER
TO DETAILS FOR TYPICAL SHEARWALL CONSTRUCTION. SEE
ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION.
�e�
EXTENT
2.
REFER TO GENERAL STRUCTURAL NOTES FOR FLOOR OR ROOF
X
X
SECTION DETAIL
SHEATHING TYPE, THICKNESS, AND NAILING.
3.
UNLESS NOTED OTHERWISE ON PLAN ALL BEAMS BEARING ON
(P.T.)
PRESSURE -TREATED
WALLS SHALL BE SUPPORTED BY A DOUBLE STUD COLUMN
MINIMUM AT EACH POINT OF SUPPORT.
(EX.)
EXISTING
4.
UNLESS NOTED OTHERWISE ON PLAN ALL NEW (2)2x6 HEADERS
COLUMN ABOVE
SHALL BE SUPPORTED BY A SINGLE 2x TRIMMER PLUS 2x KING
STUD PER 11/S3.0.
0
COLUMN BELOW
5.
COLUMNS SHALL BE DOUBLE STUD MINIMUM, UNLESS NOTED
OTHERWISE. SEE 11/S3.0.
6.
AT ALL NEW SHEARWALLS PROVIDE DOUBLE TOP PLATES AND
SPLICE PER 12/S3.0.
2 2x6--
Q------------
x 2FT. SW4 x 2FT. J_
II------��---; ® �_�� ------
HANGER SCHEDULE
MEMBER
(FLAT ONLY)
HANGER
FACE NAILING
CAPACITY
(Cd = 1.0)
2x6
LUS26
10d COMMON
1055 Ib
2x10 or 2x12
LUS210
10d COMMON
1150 Ib
(2)2x10
LUS210-2
10d COMMON
1150 Ib
SEE PLAN FOR HANGERS NOT SHOWN HERE OR CONTACT ENGINEER.
HANGERS WITH (MAX.) DESIGNATES ALL ROUND AND TRIANGLE HOLES
TO BE USED FOR NAILING.
J Welch
Engineering LLC
P.O. Box 28427
Seattle Wa. 98118
Joshua T. Welch S.E.
joshtwelch@gmail.com
tel 206.356.9553
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Architect
Lawrence Houston, Architect
10002 17th Ave. NE
Seattle, WA 98117
issue
1. 3/28/23 PERMIT SET
2. 6/16/23 PERMIT REVISIONS
3.8/17/23 CORRECTIONS
4.
5.
Print Date
8/17/23
Drawing Title
MAIN FLOOR FRAMING
PLAN
Drawing Number
S2.1
EXIST. SHEARWALL
(3) 10d BOX EACH
SIDE OF BLOCKING
\ � � EXIST. FLOOR FRAMING
2x FULL —DEPTH
BLOCKING � 48"oc
SHEARWALL PER PLAN
EXISTING NAILING
EXISTING BEARING
WALL (BEYOND) W/
HEADER SUPPORT
PER PLAN & 11/S3.0 ��
EXIST. ROOF FRAMINI
& SHEATHING
EXIST. 2x RIM (U.N.0
ON PLAN)
EXISTING BEARING
WALL (BEYOND) W/
HEADER SUPPORT
PER PLAN & 11/S3.0
EXISTING BEAM
2x PLATE W/LTP4 � 24"oc
AT BEAM &PLATE NAILING
PER SW SCHEDULE TO
DOUBLE TOP PLATE
EXISTING FLOOR FRAMING
& SHEATHING
EXISTING BLOCKING
HEADER PER PLAN
2
STRAP SCHEDULE
MARK
END LENGTH
NAILS
NAIL SPACING
CS14
19"
(36) 8d x 21/2"
21/1s"
CS16
14"
(26) 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).
ii
SHEARWALL
PER PLAN W
I
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U LV VI\ VIVL Un � Lnlil I
SIDE FULL —DEPTH
48"oc WITH 2x
JOIST — FIT TIGHT
(SECTION)
STRAP SCHEDULE
2x DOUBLER
AT STRAPS TO
BEA�1 IF REQ'D
i BEA�1 PER PLAN
LSTRAP PER PLAN —
WRAP UNDER BEAM 1
AND UP OPPOSITE )
FACE OF BEAM
MARK
END LENGTH
NAILS
NAIL SPACING
CS14
19"
(36) 8d x 21/2"
21/1s"
CS16
14"
(26) 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
3 BEING CONNECTED (i.e. IN EACH END LENGTH).
�� ��
SHEARWALL PER PLAN
II
II
II
II
II
II
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II
II
II
II
II
II
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JI IL
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SHEARWALL PER PLAN
I �I
I II
I II
.I II
I
I
I
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II
-
T�
II
II
II
PROVIDE
II
II
HALF OF SPECIFIED
NAILS IN
��
EACH END LENGTH
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II
----LJ—
II
--�—
�
II
��
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PIROVIDE
15 8" MIN. END
/
DISTANCE
ii
- II
II II
II II
II II
II II
II II
�I �
FOR NAILS
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II
II
II
II
II
II
��
TYPICAL STRAP HOEDOWN AT FLOOR
--�...�-
2.
2 2x6
X
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X
W
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X
W
INFILL FRAMING PER
GENERAL
STRUCTURAL NOTES
EX. SW EX.
T
EX. SW
� EX.
EX. SW EX.
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3'-4 1 /2" � c�
3 � _�
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(2)2x6 EX. m EX. �� x
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EX.
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EX. SW EX.
�. _
LEGEN D
SPAN
�e�
EXTENT
X
X.
SECTION DETAIL
(P.T.)
PRESSURE -TREATED
(EX.)
EXISTING
COLUMN ABOVE
0
COLUMN BELOW
EX. SW EX. EX
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W �
EX. SW
ATTIC FLOOR FRAMING PLAN (MAIN FLOOR WALLS;
scale: 1/4° = 1�-0°
FRAMING PLAN NOTES
1. SW__ INDICATES SHEARWALL TYPE PER SCHEDULE 8/S3.0. 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. UNLESS NOTED OTHERWISE ON PLAN ALL BEAMS BEARING ON
WALLS SHALL BE SUPPORTED BY A DOUBLE STUD COLUMN
MINIMUM AT EACH POINT OF SUPPORT.
4. UNLESS NOTED OTHERWISE ON PLAN ALL NEW (2)2x6 HEADERS
SHALL BE SUPPORTED BY A SINGLE 2x TRIMMER PLUS 2x KING
STUD PER 11/S3.0.
5. COLUMNS SHALL BE DOUBLE STUD MINIMUM, UNLESS NOTED
OTHERWISE. SEE 11/S3.0.
6. AT ALL NEW SHEARWALLS PROVIDE DOUBLE TOP PLATES AND
SPLICE PER 12/S3.0.
SW
X
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EX. SW
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EX. EX. SW
HANGER SCHEDULE
MEMBER
(FLAT ONLY)
HANGER
FACE NAILING
CAPACITY
(Cd = 1.0)
2x6
LUS26
10d COMMON
1055 Ib
2x10 or 2x12
LUS210
10d COMMON
1150 Ib
(2)2x10
LUS210-2
10d COMMON
1150 Ib
SEE PLAN FOR HANGERS NOT SHOWN HERE OR CONTACT ENGINEER.
HANGERS WITH (MAX.) DESIGNATES ALL ROUND AND TRIANGLE HOLES
TO BE USED FOR NAILING.
J Welch
Engineering LLC
P.O. Box 28427
Seattle Wa. 98118
Joshua T. Welch S.E.
joshtwelch@gmail.com
tel 206.356.9553
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Architect
Lawrence Houston, Architect
10002 17th Ave. NE
Seattle, WA 98117
issue
1. 3/28/23 PERMIT SET
2. 6/16/23 PERMIT REVISIONS
3.8/17/23 CORRECTIONS
4.
5.
Print Date
8/17/23
Drawing Title
ATTIC FLOOR FRAMING
PLAN
Drawing Number
�2.2
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NO WORK AT THIS LEVEL. SHOWN FOR REFERENCE ONLY.
EXISTING ROOF FRAMING PLAN (ATTIC WALLS:
scale: 1/4° = 1'-0°
J Welch
Engineering LLC
P.O. Box 28427
Seattle Wa. 98118
Joshua T. Welch S.E.
joshtwelch@gmail.com
tel 206.356.9553
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Architect
Lawrence Houston, Architect
10002 17th Ave. NE
Seattle, WA 98117
Issue
1. 3/28/23 PERMIT SET
2. 6/16/23 PERMIT REVISIONS
3.8/17/23 CORRECTIONS
4.
5.
Print Date
8/17/23
Drawing Title
EXISTING ROOF
FRAMING PLAN
Drawing Number
S2.3
STRAP SCHEDULE
MARK
END LENGTH
NAILS
NAIL SPACING
CS14
19"
(36) 8d x 21/2"
21/1s"
CS16
14"
(26) 8d x 2�/2"
21/1s"
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).
ULV IiI\ VIVL Un I Lnlil I
SIDE FULL— DEPTH
@ 48"oc WITH 2x
JOIST —FIT TIGHT
(SECTION)
STRAP SCHEDULE
MARK
NAILS
MST27
(30) 0.162
x 21/2n
MST37
(42) 0.162
x 21/2"
1. USE HALF OF THE REQUIRED NAILS IN
EACH MEMBER BEING CONNECTED.
EXISTING RIM OR
BEAM PER PLAN
A35 PER SW
(@ 24"oc U.N.O.)
SHEARWALL � II
PER PLAN J II
it Z II
�i---W
2x DOUBLER
AT STRAPS TO
BEAM IF REQ'D �,
':I � BEAM PER PLAN
LSTRAP PER PLAN
WRAP UNDER BEAM
AND UP OPPOSITE
FACE Of BEAM
END OF BEAM
r��:��■��:a��:ni
STRAP PER PLAN
ON SIDE OF BEAM
EXISTING OR NEW
SHEARWALL PER PLAN
TYPICAL HORIZONTAL BEAM STRAP
HOEDOWN SCHEDULE
MARK
FASTENERS TO STUDSI
ANCHOR
2
DIA.
EMBEDMENT LENGTH
SSTB5
OPTION
EPDXY3
CAST—IN4
HDU2
(6) 1/4"� x 2�/2" SCREWS
5/8"
9"
11"
SST616
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 HOEDOWNS.
5. SIMPSON SSTB ANCHOR BOLTS MAY BE USED IN LIEU OF ALL —THREAD.
AT 3x SILL PLATES, PROVIDE LONGER SSTBL MODELS.
RIM PER PLAN SEi
BLOCKING (OR JOI
PER FLOOR AND R
DETAILS
JOISTS PER PLAN
(DIR. VARIES)
TOP PLATE CONNED
PER SW SCHEDULE
WALL SHEATHING i
& NAIL AS SHOWN
BOTTOM PLATE NAILING
PER SW SCHEDULE
PANEL EDGE NAILING
PER SW SCHEDULE
LAP WALL SHEATHING
ONTO RIM &ATTACH W/
PANEL EDGE NAILING
PER SW SCHEDULE OR
USE A35 TOP PLATE
CONNECTION TO RIM
PANEL EDGE NAILING
PER SW SCHEDULE
BLOCK ALL PANEL Lu�t�
��� ANCHOR BOLTS &WASHERS
PER SW SCHEDULE
SILL PLATE PER SW �,
SCHEDULE � PANEL EDGE NAILING
PER SW SCHEDULE
d � � � 4 a.
a
a
TYPICAL EXTERIOR SHEARWALL SECTION
BLOCKING (OR JOIST)
PER FLOOR AND ROOF
DETAILS
JOISTS PER PLAN
(DIR. VARIES)
FULL DEPTH BLOCKING
BOTTOM PLATE NAILING
PER SW SCHEDULE
TOP PLATE CONNECTION
(OR RIM AT EXTERIOR) � PER SW SCHEDULE
PANEL EDGE NAILING
BLOCK ALL PANEL EDGES PER SW SCHEDULE
ANCHOR BOLTS &WASHERS
PER SW SCHEDULE
SILL PLATE PER SW
SCHEDULE = PANEL EDGE NAILING
PER SW SCHEDULE
� 4 � 4 a
a
a a
TYPICAL INTERIOR SHEARWALL SECTION
SHEARWALL PER PLAN
�x�
-----IL
(2) STUDS MIN. —REFER
TO PLAN FOR LOCATIONS
WHERE BUILT—UP POST
CONSISTS OF MORE STUDS
HOEDOWN PER PLAN W/
SCREWS PER MFR. SPECS.
(OR NAILS SIMILAR)
CONCRETE STEMWALL PER
PLAN (6" MIN. THICKNESS)
a
a �:
a
AT EX. CONC. WALL a �� a: a AT NEW CONCRETE WALL
PROVIDE ALL —THREAD ° a � PROVIDE ALL —THREAD AND
AND EMBED IN EPDXY m HEX NUT OR HEADED BOLT
GROUT PER SCHEDULE W w NOTE: AND EMBED PER SCHEDULE
PROVIDE 5" END (HOOKED J—BOLT MAY BE
AND 13/4" EDGE USED FOR LTT HOEDOWNS)
DISTANCE FOR
ANCHORS (MIN.)
TYPICAL HOEDOWN AT CONCRETE
TYPICAL SHEARWALL DETAILS 8c SCHEDULE
SHEARWALL SCHEDULE
MARK
SHEATHINGI
STUDS AT
ABUTTING
PANEL
EDGES2
PANEL EDGE
NAILING3�4
RIM JOIST OR BLOCKING
TO TOP PLATE
SOLID RIM TJI RIM
BOTTOM PLATE ATTACHMENT
SPECIES
REQUIRED
FOR STUDS
&PLATES
BOTTOM PLATE TO
RIM JOIST BELOW4
ANCHOR BOLT
TO CONCRETE5
SILL PLATE
AT FOUND.
SW1
15/32" CDX PLYWOOD
2x
8d @ 6"oc
A35 @ 24"oc
16d @ 6"oc
16d OR #12 @ 6"oc
5/8"� @ 48"oc
2x
SW2
15/32" CDX PLYWOOD
2x
8d @ 4"oc
A35 @ 15"oc
16d @ 4"oc
16d OR #12 @ 4"oc
5/$"� @ 32"oc
2x
HEM —FIR
OR
N/A —USE
SOLID RIM
DOUG—FIR
FRAMING
SW3
15/32" CDX PLYWOOD
3x
8d @ 2"oc
A35 @ 9"oc
16d OR #12 @ 4"oc
5/$"� @ 12"oc
2x
1. WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 24/0. ALLOW %" SPACING AT ALL PANEL EDGES AND ENDS OF PANELS. %6" RPA RATED SHEATHING
(OSB) MAY BE USED IN PLACE OF 15/32" CDX.
2. STUDS RT 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 2%" (COMMON). 16d NAILS SHALL BE 0.135" DIAMETER x 3%" (BOX). NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH
WITH FACE OF SHEATHING (NO COUNTERSINKING). NAILS SHALL BE LOCATED $" MIN. FROM EDGE OF SHEATHING. STAGGER NAILS WHERE SPACING IS LESS THAN 4"oc.
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 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 2% "
MIN. EDGE DISTANCE. TITEN HD ANCHORS SHALL HAVE 3 %" EMBED AND 1%" MIN. EDGE DISTANCE. AT ALL ANCHOR BOLTS, PROVIDE STEEL PLATE WASHERS THAT ARE A MINIMUM
OF 0.229" (3 GAUGE) x 3" x 3" (S I MPSON BP%-3 OR SIMILAR) .
SHEARWALL PER PLF "'
NAILING TO MATCH
BOTTOM PLATE NAIL
PER SW SCHEDULE
SHEARWALL PER PLC
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
NAILING TO MATCH
BOTTOM PLATE NAILING
PER SW SCHEDULE
PANEL EDGE NAILING
PER SW SCHEDULE
TYPICAL ONE—SIDED SHEARWALL INTERSECTIONS
WINDOW SILLS SHALL BE CONTINUOUS
(4)10d TOENAILS MIN.
TYPICAL DOUBLE TOP PLATE
BEAM OR HEADER PER PLAN
(2)10d TOENAILS EA.
SIDE OF HEADER TO STUD
WINDOW SILL PER ARCH'L
WHERE OCCURS (2x6 MIN.)
TOENAIL SILL TO COLUMN
AS FOLLOWS:
MULTI —STUD PER PLAN WITH � (4)10d MIN. fOR 11' MAX. SILL
NAILING PER GEN. NOTES (2)10d MIN. fOR 5' MAX. SILL
TYPICAL MULTIPLE —STUD POST CONSTRUCTION
3�4�� = r-o�� 11
SHEATHING PER SW
SCHEDULE
a
ONE—SIDED
SHEARWALL
ANCHOR BOLT WITH F Ln i L
WASHER PER SW SCHEDULE
(0.229"x 3" SQUARE)
TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT (N.T.S.)
(8) 16d @ 4"oc STAGGERED
EACH SIDE OF SPLICE
(16d @ 12"oc ELSEWHERE)
CENTER SPLICE OVER S
6'-0" MIN. BETWEEN SPLICES
TYPICAL TOP PLATE SPLICE CONSTRUCTION
J Welch
Engineering LLC
P.O. Box 28427
Seattle Wa. 98118
Joshua T. Welch S.E.
joshtwelch@gmail.com
tel 206.356.9553
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Architect
Lawrence Houston, Architect
10002 17th Ave. NE
Seattle, WA 98117
fUD
issue
1. 3/28/23 PERMIT SET
2. 6/16/23 PERMIT REVISIONS
3.8/17/23 CORRECTIONS
4.
5.
Print Date
8/ 17/23
Drawing Title
STRUCTURAL DETAILS
Drawing Number
S3.0