REVIEWED BLD RESUB1 BLD2024-0685+Structural Plans+6.14.2024_10.07.04_AM+4322994GENERAL NOTES
ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES
AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH
DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF
SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL
CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO
PROCEEDING WITH ANY WORK OR FABRICATION. THE STRUCTURE HAS BEEN DESIGNED TO RESIST
CODE SPECIFIED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL
ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS THE
SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THIS RESPONSIBILITY INCLUDES BUT IS NOT
LIMITED TO JOB SITE SAFETY; ERECTION MEANS, METHODS, AND SEQUENCES; TEMPORARY
SHORING, FORMWORK, BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES.
CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE
WITH DESIGN ASPECTS ONLY AND IS NOT INTENDED IN ANY WAY TO REVIEW THE CONTRACTOR'S
CONSTRUCTION PROCEDURES.
STANDARDS
ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2021
INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL
BUILDING OFFICIAL OR APPLICABLE JURISDICTION.
APPLICABLE STRUCTURAL PROVISIONS:
• 2021 INTERNATIONAL BUILDING CODE (IBC)
DESIGN CRITERIA
VERTICAL LOADS
AREA
DESIGN DEAD
LOAD
LIVE LOAD
ROOF
15 PSF
25 PSF (SNOW)
OTHER ROOMS FLOORS
15 PSF
40 PSF (2)
STAIRS
ACTUAL
100 PSF (OR 300# PER TREAD)
DECKS
ACTUAL
60 PSF
(1) LIVE LOAD REDUCTION NOT PERMITTED EXCEPT AS NOTED IN IBC SECTION 1607.10.
(2) 30 PSF FOR SLEEPING AREAS
SNOW: (MINIMUM ROOF SNOW LOAD = 25 PSF)
Pg = 25 PSF =GROUND SNOW LOAD
Pf = 0.7CeCt IsPg =FLAT ROOF SNOW LOAD
Ps = CsPf =SLOPED ROOF SNOW LOAD
Is = 1.0 Ce = 1.0, Ct = 1.0, Cs =VARIES
LATERAL FORCES
THE BUILDING MEETS THE CRITERIA TO USE THE "EQUIVALENT LATERAL FORCE PROCEDURE" PER
ASCE 7-16.
WIND:
:�
- EXPOSURE CATEGORY = B
- BASIC WIND SPEED, (3 SEC. GUST), Vu�T = 110 MPH
- WIND IMPORTANCE FACTOR, Iw = 1.0
- OCCUPANCY BUILDING CATEGORY PER TABLE 1-1 = II
- INTERNAL PRESSURE COEFFICIENT (ENCLOSED) _ ± 0.18
- TOPOGRAPHIC FACTOR KZT = 1.00
SEISMIC:
SEISMIC IMPORTANCE FACTORS e = 1.0
RISK CATEGORY OF BUILDING PER TABLE 1.5-1 = II
SPECTRAL RESPONSE ACCELERATIONS Ss = 1.287 & S1 = 0.453
SITE CLASS PER TABLE 20.3-1 = D
DESIGN SPECTRAL RESPONSE ACCELERATIONS Sds = 1.029
SEISMIC DESIGN CATEGORY = D
ANALYSIS PROCEDURE USED =SIMPLIFIED LATERAL FORCE ANALYSIS
RESPONSE MODIFICATION FACTOR PER TABLE 12.2-1, R = 6.5
FOUNDATION DESIGN CRITERIA
SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)*
ACTIVE PRESSURE -RESTRAINED: 55 PCF +14H SEISMIC SURCHARGE (ASSUMED)
ACTIVE PRESSURE -UNRESTRAINED: 35 PCF +6H SEISMIC SURCHARGE (ASSUMED)
PASSIVE RESISTANCE: 200 PCF (INCLUDES F.O.S. >_ 1.5) (ASSUMED)
COEFFICIENT OF FRICTION:.35 (INCLUDES F.O.S. >_ 1.5) (ASSUMED)
ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR "STRUCTURAL BACKFILL". NATIVE EARTH BEARING
SHALL BE SURFACE COMPACTED. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c=
2000 PSI) OR "STRUCTURAL BACKFILL". AREAS DESIGNATED "STRUCTURAL BACKFILL" SHALL BE FILLED WITH
APPROVED WELL -GRADED BANKRUN MATERIAL. MAXIMUM SIZE OF ROCK 4". FROZEN SOIL, ORGANIC MATERIAL
AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF ITS MAXIMUM DENSITY AS
DETERMINED BY ASTM D1557. PROVIDE DRAINAGE AND DEWATERING AROUND ALL WORK TO AVOID
WATER -SOFTENED FOOTINGS.
FREE DRAINING BACKFILL MATERIAL FOR RETAINING &BASEMENT WALLS
A CLEAN, FREE DRAINING, WELL GRADED GRANULAR MATERIAL CONFORMING TO ASTM D2487 GW OR SW
WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE
NO. 200 SIEVE) DOES NOT EXCEED 5%,
PASSING U.S. NO. 200 SIEVE
WITH A MAXIMUM DUST RATIO
PASSING U.S. NO. 40 SIEVE
CONCRETE
SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW, SHALL BE SUBMITTED FOR
APPROVAL A MINIMUM OF 2 WEEKS PRIOR TO BID, ALONG WITH CALCULATIONS THAT ARE PREPARED AND
SEALED BY A REGISTERED PROFESSIONAL ENGINEER (LICENSED IN THE STATE IN WHICH THE PROJECT
OCCURS) DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT
PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE
AND/OR STANDARDS) AS REQUIRED BY THE BUILDING CODE.
CONCRETE ANCHORS:
- ADHESIVE ANCHORS: HILTI HIT-HY 200 (ICC-ESR-3187)
*CONCRETE SHALL BE A MINIMUM OF 21 DAYS OLD AT TIME OF INSTALLATION.
*CONCRETE SHALL BE IN THE TEMPERATURE RANGE AS REQUIRED BY THE CONCRETE
MANUFACTURER.
*HOLE SHALL BY HAMMER -DRILLED ONLY.
*HOLE SHALL BE DRY AT TIME OF INSTALLATION.
*INSTALLER OF HORIZONTAL OR UPWARDLY INCLINED (ANY POSITION EXCEPT DIRECTLY
DOWNWARD) ANCHORS SHALL ALSO BE CERTIFIED BY THE ACl/CRSI ADHESIVE ANCHOR
INSTALLER CERTIFICATION PROGRAM.
- EXPANSION ANCHORS: KWIKBOLT TZ (ICC ESR-1917) BY HILTI, INC. OR STRONG -BOLT 2 (ICC ESR-3037) BY
SIMPSON STRONG TIE, INC.
- SCREW ANCHORS: KWIK HUS-EZ (ICC ESR-3027) BY HILTI, INC. OR TITEN HD (ICC ESR-2713) BY
SIMPSON STRONG TIE, INC.
STRUCTURAL STEEL
= 2/3 MAX. DETAILING, FABRICATION AND ERECTION
CONCRETE: MODERATE WEATHERING POTENTIAL SHALL BE MADE WITH PORTLAND CEMENT SHALL BE MADE
WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I, COARSE AND FINE AGGREGATE ASTM C-33, WATER
CLEAN AND POTABLE AND SHALL BE READY MIXED PER ASTM C-94. NO ALUMINUM (CONDUIT, MISCELLANEOUS
ITEMS, ETC.) SHALL BE EMBEDDED IN ANY CONCRETE. COORDINATE FORMWORK AND FINISH TYPES
ACCEPTABLE TO THE OWNER.
MAX.
MIN.
AGGREGATE
ITEM
DESIGN f'c (PSI)
W/C
FLYASH
GRADING
NOTES
(AT 28 DAYS U.N.O.)
RATIO
O(PCY) G
ASTM AASHTO
SLAB ON GRADE
2500
0.45
100
57 OR 67
1
FOUNDATIONS - UNO
2500
0.50
--
57 OR 67
STEM WALLS
2500
0.45
100
57 OR 67
CONCRETE MIX NOTES:
1. FIBROUS CONCRETE REINFORCEMENT SHALL BE "FIBERMESH" MANUFACTURED BY PROPEX CONCRETE
SYSTEMS OR PRE -APPROVED EQUAL. DOSAGE SHALL FOLLOW MANUFACTURER'S RECOMMENDATION BUT
NOT LESS THAN 1.5 LB/CU. YD.
2. PROVIDE 3000 PSI AT 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS,
EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL
GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED CONFORMING TO ASTM C-260. TOTAL AIR
CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL NOT BE LESS THAN 5% OR MORE THAN 7%.
PLACE CONCRETE: PER ACI 304 AND CONFORM TO ACI 305 AND 306 FOR HOT AND COLD WEATHER PLACEMENT
AND CURING PROTECTION. USE INTERIOR MECHANICAL VIBRATORS WITH 7000 RPM MINIMUM FREQUENCY. DO
NOT OVER -VIBRATE. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION
JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING, EXCESSIVE HOT OR COLD
TEMPERATURE FOR SEVEN DAYS AFTER POURING.
C�RC�l1T
NON -SHRINK GROUT: GROUT SHALL CONFORM TO CRD-C621. F'c = 5000 PSI IN 28 DAYS. FILL OR PACK ENTIRE
SPACE UNDER PLATES OR SHAPES. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR PREPARATION,
INSTALLATION, AND CURING.
REINFORCING STEEL
REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. DETAIL, FABRICATE AND PLACE PER ACI 315
AND ACI 378. LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS
AT ALL HORIZONTAL BARS IN FOOTINGS AND WALLS. WELDED WIRE REINFORCEMENT SHALL CONFORM TO
A185. LAP ONE FULL MESH ON SIDES AND ENDS BUT NOT LESS THAN 8 INCHES. PLACE AT MID -DEPTH OF SLAB
OR AS SHOWN.
POST -INSTALLED ANCHORS
POST -INSTALLED ANCHORS: SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS.
THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE STRUCTURAL ENGINEER PRIOR TO INSTALLING
POST -INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST -IN -PLACE ANCHORS. CARE SHALL BE
TAKEN IN PLACING POST -INSTALLED ANCHORS TO AVOID CONFLICTS WITH REBAR. INSTALL IN ACCORDANCE
WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. INSTALLER SHALL BE QUALIFIED AND
TRAINED BY THE MANUFACTURER. HOLES SHALL BE HAMMER DRILLED ONLY (ROTARY DRILLED ONLY AT
UNREINFORCED MASONRY - NO HAMMER TOOLS).
ALL WORKMANSHIP SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION, 14TH EDITION.
MATERIAL PROPERTIES
WIDE FLANGE SECTIONS: ASTM A992 (Fy = 50 KSI)
OTHER SHAPES AND PLATES: ASTM A36 (Fy = 36 KSI) TYP. U.N.O.; ASTM A572 (Fy = 50 KSI) WHERE INDICATED
HOLLOW STRUCTURAL SECTIONS: RECTANGULAR &SQUARE -ASTM A500 GRADE B (Fy = 46 KSI) ROUND -ASTM
A500 GRADE B (Fy = 42 KSI)
STRUCTURAL STEEL PIPES: ASTM A53, GRADE B, TYPE E OR S (Fy = 35 KSI)
MACHINE BOLTS (M.B.): ASTM A307, GRADE A
ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 55, UNLESS OTHERWISE NOTED, ASTM F1554, GRADE 105 WHERE
INDICATED.
WELDING
STRUCTURAL STEEL: WELD IN ACCORDANCE WITH "STRUCTURAL WELDING CODE" AWS D1.1.
CERTIFICATION :ALL WELDING SHALL BE PERFORMED BY WABO/AWS CERTIFIED WELDERS. WELDERS SHALL BE
PREQUALIFIED FOR EACH POSITION AND WELD TYPE WHICH THE WELDER WILL BE PERFORMING.
ELECTRODES: USE E70 ELECTRODES.
GENERAL REQUIREMENTS
ADHESIVE ANCHOR RODS: ASTM F1554, GRADE 36 UNLESS NOTED OTHERWISE.
FINISH :STRUCTURAL STEEL SHALL BE PRIMER PAINTED, UNLESS NOTED OTHERWISE. WHERE STRUCTURAL
STEEL IS NOTED TO BE GALVANIZED, IT SHALL BE HOT -DIP GALVANIZED IN ACCORDANCE WITH ASTM A123, A384,
AN D A385.
STRUCTURAL DRAWING INDEX
SHEET NUMBER
SHEET DESCRIPTION
S0.0
GENERAL NOTES
S0.1
GENERAL NOTES
S1.0
FOUNDATION PLAN
S1.1
FIRST FLOOR FRAMING PLAN
S1.2
SECOND FLOOR FRAMING PLAN
S2.0
ROOF FRAMING PLAN
S3.0
SHEARWALL SCHEDULE AND HOEDOWN LAYOUTS
S3.1
SHEARWALL SCHEDULE AND HOEDOWN LAYOUT
S4.0
STRUCTURAL FRAMING DETAILS
Grand Total: 9
L■ � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
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CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
■
CARPENTRY:
NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES:
PENNYWEIGHT
DIAMETER (INCHES)
LENGTH (INCHES)
TRACKER** COLOR
CODED NAILS
8d
0.131
2-1/2
BLUE
10d
0.148
3
PURPLE
16d
0.162
3-1/2
ORANGE
20d
0.192
4
-
FOR DIAPHRAGM OR SHEAR WALL NAILING THE FOLLOWING FASTENER TYPES MAY BE USED AT EQUIVALENT
SPACING TO THAT SPECIFIED ON PLANS:
FASTENER TYPE
DIAMETE
LENGTH
EQUIVALENT SPACIN
TRACKER** COLOR
(INCHES)
(INCHES)
(INCHES)
CODED NAILS
8d COMMON WIRE
0.131
2-1/2
6
4
3
BLUE
8d "DIPPED GALV. BOX"
0.131
2-1/2
6
4
3
-
8d "SHINY BOX"
0.113
2-1/2
4-1/2
3
2-1/2
YELLOW
12 GA. STAPLES
0.1055
1-7/8*
6
5-1 /2
4
-
14 GA. STAPLES
0.080
1-1 /2*
6
4
3
-
15 GA STAPLES
0.072
1-1 /2*
5
3
2-1 /2
-
10d COMMON WIRE
0.148
3
6
4
3
PURPLE
10d "HOT DIPPED GALV. BOX"
0.148
3
6
4
3
-
10d "SHINY BOX"
0.128
3
4-1/2
3
2-1/4
WHITE
*BASED ON 15/32" PLYWOOD OR OSB.
**REFERENCE TO COLOR CODED NAILS PER TRACKERS SYSTEM.
WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD OR ORIENTED STRAND BOARD. PLYWOOD
SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE
"STRUCTURAL I" CONFORMING TO PS1-09 AND/OR PS2-10. ALL PANELS SHALL BEAR THE STAMP OF AN
APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF FRAMING AT 32"O.C.
(48/24); ROOF FRAMING AT 24"O.C. (32/16); WALLS (32/16); FLOORS (48/24) ALL WOOD SHEATHED WALLS SHALL BE
BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE.
GLUE -LAMINATED MEMBERS: CONFORM TO ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4
DOUGLAS FIR (DF) FOR SIMPLE SPANS AND 24F-V8 DF FOR CANTILEVERED SPANS (Fb=2400 PSI, Fv=265 PSI, E_
1.8X10^6 PSI) AND DF COMBINATION 2 FOR COLUMNS. ARCHITECTURAL APPEARANCE GRADE WHERE EXPOSED
TO VIEW; INDUSTRIAL APPEARANCE GRADE WHERE NOT EXPOSED TO VIEW. ALL MEMBER TO HAVE EXTERIOR
GLUE AND HAVE AITC OR APA-EWS STAMP. CAMBER AS SHOWN ON STRUCTURAL DRAWINGS.
FRAMING LUMBER: STANDARDS. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST
LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY
ACCREDITED BY THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED
GRADING RULES.
SPECIES AND GRADE (BASE DESIGN VALUE)
1. 6x BEAMS AND HEADERS. "DOUG FIR -LARCH" NO. 1 (Fb=1350 PSI, Fv=170 PSI)
2. 2x TO 4x JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR"
NO. 1 (Fb=975 PSI, Fv=150 PSI)
3. 6x POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1 (Fc=1000 PSI)
4. EXTERIOR STUDS, INTERIOR BEARING WALLS AND 4x COLUMNS. "DOUG FIR -LARCH" NO. 2 (Fb= 900 PSI,
Fc= 1350 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fc=1350 PSI).
5. INTERIOR NON -BEARING STUD WALLS. "DOUG FIR -LARCH" NO. 2 (Fb=900 PSI. Fc=1350 PSI) OR "HEM -FIR"
NO. 1 (Fb=975 PSI, Fc=1350 PSI)
STRUCTURAL COMPOSITE LUMBER (SCL): SHALL BE MANUFACTURED BY WEYERHOUSER, OR PRE -APPROVED
EQUAL IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS CONFORMING TO A CURRENT ICC
EVALUATION REPORT.
MIINIMUM DESIGN VALUES:
1. 2x LVL: Fb = 1700 PSI, Fv = 285 PSI, E = 1300 KSI
2. 1-3/4" LVL: Fb = 2600 PSI, Fv = 285 PSI, E = 1800 KSI
3. 3-1/2" LVL: Fb = 2900 PSI, Fv = 285 PSI, E = 2000 KSI
4. 5-1/4" LVL: Fb = 2900 PSI, Fv = 285 PSI, E = 2000 KSI
5. RIMBOARD:APA/EWS PERFORMANCE RATED RIM (PRR-401) 1-1/4" MINIMUM THICKNESS
PRESERVATIVE TREATED WOOD REQUIREMENTS:
TREATMENTS OTHER THAN THOSE LISTED BELOW ARE NOT PERMITTED.
APPLICATION
SPECIFIED MATERIAL
PRESERVATIVE
CONNECTORS &
TREATMENT (1)
FASTENERS (2)(3)
FOUNDATION SILL PLATES,
2x, 4x, 6x (FIR), OR
SBX
GALV (G60)
�
TOP PLATES &LEDGERS
GLULAM (SP)
�
p
ON CONCRETE OR
ACQ, CBA, CA
GALV (G185)
MASONRY WALLS (4)
�
p
FRAMING, DECKING,
2x, & 4x (FIR)
ACQ, CBA, CA
GALV (G185)
�
X
POSTS &LEDGERS
2x, & 4x (CEDAR)
NONE
GALV (G90)
w
w
�
BEAMS &COLUMNS
6x (FIR), OR GLULAM (SP)
ACQ, CBA, CA
GALV (G185)
6x OR GLULAM (CEDAR)
NONE
GALV (G90)
1. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED
SBX: DOT SODIUM BORATE
ACQ: ALKALINE COPPER QUAT
CBA & CA: COPPER AZOLE
FIR: DOUG-FIR OR HEM -FIR
SP: SOUTHERN PINE
GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER IBC TABLE 2304.10.1 OR MORE, AS OTHERWISE
SHOWN. STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. ALL WOOD IN CONTACT WITH
CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED WITH THE EXCEPTION OF INTERIOR CONCRETE
TOPPINGS ON WOOD FLOOR SYSTEMS. HOLES AND CUTS IN 3x OR 4x PLATES SHOULD BE TREATED WITH A 9%
SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A
MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND
LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3"x3"x0.229" PLATE WASHER ON ALL ANCHOR BOLTS
WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS
ALLOWED BY IBC SECTIONS 2308.4.2.4, 2308.5.9, 2308.5.10 AND 2308.7.4 OR AS RESTRICTED BY PLANS OR DETAILS,
OR AS APPROVED PRIOR TO INSTALLATION. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE
GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS.
FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS (UNLESS NOTED OTHERWISE ON PLANS)
ITEM
TYPE.
CONNECTION
RAFTER OR TRUSS TO TOP PLATE
TOENAIL &
CONNECTOR
(3) 16d
H2.5 48" O.C.
CEILING JOIST TO TOP PLATE
TOENAIL
(3) 8d
CEILING JOIST TO PARALLEL RAFTER
FACE NAIL
(3) 16d
CEILING JOIST: LAP OVER PARTITION
FACE NAIL
(3) 16d
COLLAR TIE
FACE NAIL
(3) 16d
BLOCKING TO RAFTER
TOENAIL
(3) 8d
RIM BOARD TO RAFTER
END NAIL
(2) 16d
TOP PLATE TO TOP PLATE
FACE NAIL
(2) 16d @ 12" O.C.
TOP PLATE AT INTERSECTIONS
FACE NAIL
(4) 16d
TOP PLATE LAP
FACE NAIL
(8) 16d
STUD TO STUD
FACE NAIL
(2) 16d @ 24" O.C.
HEADER TO HEADER
FACE NAIL
16d @ 16" O.C. EA. EDGE
TOP OR BOTTOM PLATE TO STUD
END NAIL
(2) 16d
STUD TO SOLE PLATE
TOE NAIL
END NAIL
(4) 8d
(2) 16d
BOTTOM PLATE TO FLOOR JOIST AT BRACED PANEL
TOE NAIL
FACE NAIL
16d @ 16" O.C.
(3) 16d @ 16" O.C.
JOISTS TO TOP PLATE, SILL OR GIRDER
TOE NAIL
(4) 8d
BRIDGING TO JOIST
TOE NAIL
(2) 8d
BLOCKING TO JOISTS
TOE NAIL
(3) 8d
BLOCKING TO TOP PLATE
TOE NAIL
(3) 8d
RIM JOIST TO JOIST
FACE NAIL
(3) 16d
RIM JOIST TO SILL OR TOP PLATE
CONNECTOR
A35 @ 24" O.C.
CONTINUOUS HEADER TO STUD
CONNECTOR
A35
BUILT -CORNER STUDS
FACE NAIL
16d @ 24" O.C.
BUILT-UP BEAMS (PER LAYER)
FACE NAIL
16d @ 16" O.C. EA. EDGE
RAFTERS TO RIDGE BOARD
TOE NAIL
FACE NAIL
(4) 16d
(3) 16d
RAFTERS TO HIP
TOE NAIL
FACE NAIL
(4) 16d
3 16d
FRAMING CONNECTORS: SHALL HAVE ICC APPROVAL AND BE MANUFACTURED BY SIMPSON STRONG -TIE
COMPANY, SAN LEANDRO, CA., OR PRE -APPROVED EQUAL. PROVIDE MAXIMUM SIZE AND QUANTITY OF NAILS OR
BOLTS PER MANUFACTURER, EXCEPT AS NOTED OTHERWISE. PROVIDE LEAD HOLES AS REQUIRED TO PREVENT
SPLITTING OF WOOD MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE GENERAL
NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS.
LAG SCREWS: SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. LAG SCREWS SHALL BE OF A DIAMETER
INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIA. EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED
OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME
DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED
PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75 PERCENT OF THE SHANK DIAMETER AND A LENGTH EQUAL
TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE
INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE
SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND PREVENT DAMAGE TO THE SCREW. LAG SCREWS
SHALL NOT BE DRIVEN WITH A HAMMER. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE
GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS.
METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED AND INSTALLED WITHIN THE
JURISDICTION REQUIREMENTS, AND DESIGNED AND DETAILED IN ACCORDANCE WITH ANSI/TP-1, INCLUDING
BRACING AND WIND UPLIFT. PROVIDE 2x6 TOP CHORDS, AND 2x4 BOTTOM CHORDS AND WEBS, UNLESS
COORDINATED AND APPROVED. TRUSSES SHALL BE DESIGNED TO CARRY THE LOADS LISTED IN THE DESIGN
CRITERIA AND ANY ADDITIONAL LOADS INDICATED ON THE FRAMING PLANS AND DETAILS. TRUSSES INDICATED
ON PLANS ARE FOR TYPICAL UNIFORMLY LOADED CONDITIONS. MANUFACTURER SHALL PROVIDE ADDITIONAL
OR SPECIAL TRUSSES AS REQUIRED TO SUPPORT SPECIAL LOADING CONDITIONS AS INDICATED ON DRAWINGS.
PROVIDE INSTALLATION FRAMING PLANS AND DRAWINGS.
PROVIDE CERTIFICATE OF CONFORMANCE FROM AN INDEPENDENT TESTING LABORATORY OR A LICENSED
PROFESSIONAL ENGINEER CERTIFYING THAT THEY HAVE INSPECTED THE FINISHED TRUSSES AND THAT ALL
TRUSSES ARE CONSTRUCTED IN CONFORMANCE WITH THE TRUSS DESIGN DRAWINGS.
I -JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI) OR PRE -APPROVED EQUAL. I -JOISTS SHALL BE
MANUFACTURED IN CONFORMANCE WITH APA PRI-400 CONFORMING TO APPROVED SHOP AND INSTALLATION
DRAWINGS.
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Jun 14 2024
CITY OF EDMONDS
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RES U B
SHEET
Jun 14 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
■
FOUNDATION NOTES:
1. DO NOT SCALE DRAWINGS, REFER TO ARCHITECTURAL
DRAWINGS FOR ALL DIMENSIONS.
2. BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 12" BELOW
GRADE.
3. 4" CONCRETE SLAB OVER 6MIL VAPOR BARRIER ON 6" PF GRAVEL
OR CRUSHED ROCK OVER FIRM UNDISTURBED SOIL OR
ENGINEERED COMPACTED BACK -FILL. REINFORCE WITH 6 x 6 W1.4
x W1.4 WWF.
4. ALL WOOD IN CONTACT WITH CONCRETE SHOULD BE PRESSURE
TREATED WOOD.
5. REFER TO GENERAL STRUCTURAL NOTES PAGE ON S0.0 FOR
ADDITIONAL REQUIREMENTS.
FOOTING SCHEDULES
DIMENSIONS &REINFORCEMENT
MAX CAPACITY
LENGTH &
ROUND
LONG. &
TRANS.
TYPE
(LBS)
WIDTH
DEPTH
OPTION
NO.
SIZE
SQ
RND
FT-1.5
18"
10"
18" f�l
3
#4
2750
2200
FT-2.0
24"
10"
24" Q1
4
#4
4750
3750
FT-2.5
30"
10"
30" Q1
5
#4
7500
6000
FT-3.0
36"
12"
36" Q1
5
#4
10500
8500
FT-3.5
42"
12"
-
6
#4
15000
-
FT-4.0
48"
12"
-
8
#4
18500
-
FT-5.0
60"
12"
-
8
#4
30000
-
IMPORTANT NOTE:
EXTERIOR FOOTINGS W/ FROST DEPTH UP TO 12" ,USE 12" THICK
FOOTING. FROST DEPTH GREATER THAN 12", PLEASE USE
STANCHION AS SHOWN.
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TYPICAL ABU POST BASE
CALL OUT
CONNECTION W/ STANCHION
ADDITIONAL NOTES
1. POSTS SHOWN ON THE FOUNDATION PLAN ARE THOSE DIRECTLY
CONNECTED TO THE FOUNDATION WITH A HOEDOWN OR POST
BASE CONNECTOR.
2. ALL FOOTINGS, FOUNDATIONS, EXCAVATIONS, GRADING, AND FILL
SHALL COMPLY TO THE PROVISIONS OF THE INTERNATIONAL
BUILDING CODE W/ LOCAL AMENDMENTS.
3. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL
MEASUREMENTS AGAINST THE ARCHITECTURAL PLAN SET. ANY
DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE
FOR AND DESIGNER BEFORE FORMING AND/OR POURING
CONCRETE.
4. ALL FOOTINGS CAPACITIES ARE SHOWN ABOVE BASED ON 1500
PSF SOIL BEARING PRESSURE.
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RES U B
SHEET
Jun 14 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
■
FLOOR FRAMING NOTES:
1. DO NOT SCALE DRAWINGS, REFER TO ARCHITECTURAL DRAWINGS
FOR ALL DIMENSIONS.
2. FLOOR SHEATHING SHALL BE 3/4" TONGUE AND GROOVE A.P.A.
RATED PLYWOOD OR OSB PANELS. (EXPOSURE 1, SPAN RATING
48/24). GLUE AND NAIL SHEATHING AT ALL FRAMED PANEL EDGES
WITH 10d AT 6" O.C. AND TO ALL INTERMEDIATE FRAMING AT 12" O.0
3. HEADERS OVER DOORS AND WINDOW OPENINGS SHALL BE
MINIMUM 4x10'S U.N.O.
4. PROVIDE (2) STUDS MINIMUM AT EACH END OF ALL BEAMS U.N.O.
ON PLANS. BEAR BEAM FULLY ON BUILT UP COLUMN AND PROVIDE
POSITIVE CONNECTION BY EITHER A35 OR LTP4 CLIPS ON EACH
SIDE OF BEAM
5. ALL EXTERIOR WALLS SHALL BE SW1 U.N.O.
6. REFER TO GENERAL STRUCTURAL NOTE PAGE ON S0.0 FOR
ADDITIONAL REQUIREMENTS
FLOOR BEAM SCHEDULE
HDR: 4 x 8 DF-L N0.2 (UP TO 4'); 4 x 10 DF-L N0.2 (UP TO 6'); 4 x 12 DF-L
N0.2 (UP TO 8')
POST &TRIMMER &WALL SCHEDULE
® (x3) 2x TRIMMERS + *ALL TRIMMERS AND KING
(x3) 2x KING STUDS. STUDS SHALL CONFORM
(x2) 2x TRIMMERS + PER DETAIL 3/S4.0 UNLESS
® (x2) 2x KING STUDS. NOTED OTHERWISE.
® 6x6 POST
® POST BELOW
® 4x4 POST
X POST FROM ABOVE
® 4x6 POST
0 LOAD BEARING WALL 0 EXISTING WALL
PARTITION WALL
u
SECOND FLOOR FRAMING PLAN
SCALE : 1 /4 " = 1'- 0"
FLOOR FRAMING NOTES:
1. DO NOT SCALE DRAWINGS, REFER TO ARCHITECTURAL DRAWINGS
FOR ALL DIMENSIONS.
2. FLOOR SHEATHING SHALL BE 3/4" TONGUE AND GROOVE A.P.A.
RATED PLYWOOD OR OSB PANELS. (EXPOSURE 1, SPAN RATING
48/24). GLUE AND NAIL SHEATHING AT ALL FRAMED PANEL EDGES
WITH 10d AT 6" O.C. AND TO ALL INTERMEDIATE FRAMING AT 12" O.0
3. HEADERS OVER DOORS AND WINDOW OPENINGS SHALL BE
MINIMUM 4x10'S U.N.O.
4. PROVIDE (2) STUDS MINIMUM AT EACH END OF ALL BEAMS U.N.O.
ON PLANS. BEAR BEAM FULLY ON BUILT UP COLUMN AND PROVIDE
POSITIVE CONNECTION BY EITHER A35 OR LTP4 CLIPS ON EACH
SIDE OF BEAM
5. ALL EXTERIOR WALLS SHALL BE SW1 U.N.O.
6. REFER TO GENERAL STRUCTURAL NOTE PAGE ON S0.0 FOR
ADDITIONAL REQUIREMENTS
FLOOR BEAM SCHEDULE
FB-1: 5-1/2" x 15" 24F-V4 DF GLULAM
HDR-1: 5-1/2" x 10-1/2" 24F-V4 DF GLULAM
POST &TRIMMER &WALL SCHEDULE
® (x3) 2x TRIMMERS + *ALL TRIMMERS AND KING
(x3) 2x KING STUDS. STUDS SHALL CONFORM
(x2) 2x TRIMMERS + PER DETAIL 3/S4.0 UNLESS
® (x2) 2x KING STUDS. NOTED OTHERWISE.
® 6x6 POST
® POST BELOW
® 4x4 POST
X POST FROM ABOVE
® 4x6 POST
0 LOAD BEARING WALL 0 EXISTING WALL
PARTITION WALL
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RESUB
Jun 14 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SHEET
S1.2
EXISTING ROOF SHOWN
FOR CONTEXTUAL
PURPOSES ONLY
ROOF FRAMING NOTES:
1. DO NOT SCALE DRAWINGS, REFER TO ARCHITECTURAL DRAWINGS
FOR ALL DIMENSIONS.
2. HEADERS OVER DOORS AND WINDOW OPENINGS SHALL BE
MINIMUM 4X10 U.N.O.
3. PROVIDE (2) STUDS MINIMUM AT EACH END OF ALL BEAMS U.N.O.
ON PLANS. BEAR BEAM FULLY ON BUILT UP COLUMN AND PROVIDE
POSITIVE CONNECTION BY EITHER A35 OR LTP4 CLIPS ON EACH
SIDE OF BEAM
4. REFER TO GENERAL STRUCTURAL NOTE PAGE ON S0.0 FOR
ADDITIONAL REQUIREMENTS
5. PANELS SHALL NOT BE LESS THAN 4' X 8' EXCEPT AT BOUNDARIES
AND CHANGES IN FRAMING WHERE MINIMUM PANEL DIMENSION
SHALL BE 24".
ROOF BEAM SCHEDULE
RHDR-1: 4 x 12 DF-L N0.2
HDR: 4 x 8 DF-L N0.2 (UP TO 4'); 4 x 10 DF-L N0.2 (UP TO 6'); 4 x 12 DF-L
N0.2 (UP TO 8')
ROOF SHEATHING SCHEDULE
SNOW LOAD
NOMINAL
SPAN RATING
EDGE
FIELD
(UP TO)
THICKNESS
NAILING
NAILING
40LBS
7/16"
24/16
8d @ 6" O.C.
8d @ 12" O.C.
70LBS
15/32",1/2"
32/16
10d @ 6" O.C.
10d @ 12" O.C.
130LBS
19/32",5/8"
40/20
10d @ 6" O.C.
10d @ 12" O.C.
175LBS
23/32",3/4"
48/24
12d @ 6" O.C.
12d @ 12" O.C.
• LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE
SUPPORT R503.2.1.1(1).
• NAIL SHEATHING AT ALL FRAMED PANEL EDGES AND TO ALL
INTERMEDIATE FRAMING AS SHOWN ABOVE U.N.O.
POST &TRIMMER &WALL SCHEDULE
® (x3) 2x TRIMMERS + *ALL TRIMMERS AND KING
(x3) 2x KING STUDS. STUDS SHALL CONFORM
(x2) 2x TRIMMERS + PER DETAIL 3/S4.0 UNLESS
® (x2) 2x KING STUDS. NOTED OTHERWISE.
® 6x6 POST
® POST BELOW
® 4x4 POST
X POST FROM ABOVE
® 4x6 POST
0 LOAD BEARING WALL 0 EXISTING WALL
PARTITION WALL
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RESUB
Jun 14 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
E.yi����
S2.0
MSTC STRAP INSTALLED
OVER DOUBLE TOP PLATE.
CENTER BETWEEN NEW
AND EXISTING WALL.
FIRST FLOOR SHEARWALL AND HOEDOWN LAYOUT
SCALE : 1 /4 " = 1'- 0"
swxx
SW1
WALL LEGEND
REFER TO SHEARWALL
SCHEDULE ON PAGE 4.0
ALL NEW EXTERIOR WALLS
SHALL BE SW1 UNLESS
NOTED OTHERWISE.
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CITY OF EDMONDS
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DEPARTMENT
SHEET
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��� 1412 Beach Drive NE
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� JOB NO EDMONDS, WA 98020 �,� 50294 � 253-533-0835
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LOCATE HDR ®TOP OF WALL OR ®TOP
OF OPENING ®CONTRACTOR'S OPTION
UNLESS INDICATED OTHERWISE BY
NO HORIZ PW NOIE:
JOINTS FOR PRO FULL BEARING UNDER GIRDER TRUSSES.
MIN.�� 2X6 STUDS BUILT UP COLUMN
J
LOCATION OF HDR'S WHERE REQ'D.
ARCHITECT OR ENGINEER.
LENGTH OF
STRAP
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(4) FOR HDR SIZE UNLESS NOTED
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& BOTTOM. P (�) i6d INTO
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HEADER AND BEAM SCHEDULE FOR LOAD BEARING WALLS
--
SIMPSON MST 46 ®JOINT
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// 1. WOOD STUD WALL
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6 -O MINIMUM LAP
NOTES:
OVER WALL SHEATHING �'
SIMPSON MST 48 ®CHANGE
IN WALL R HEICIIr.
\2)
TRIMMERS REQ'D
KING STUDS REQ'D
1.
TOP PLATE SPLICE
(3) 2. WOOD HEADER PER PLAN
OPENING SIZE
HEADER SIZE
2X4
2X6
2X4
2X6
16d NAILS � 4" O.C.
(1)
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(3)
(3) STUD B.U. COL. IYP.
i6d
TOENAILS
®CTR FULL
HEIGHT
TOENAILS
IYP.
E0.
EQ.
(5) 4. (3) 16d NAILS AS SHOWN
3'-6"> TO 5'-0"
SEE PLAN
2
1
2
2
J
O
lYP U.N.O. W/(1)
FULL HGT. STUD
STUD
HDR CONN. TO
, „ , „
(2\
l /
Q W
P AN � ��
(1) HORIZ
'MOTH
FACE of COL.
5. RUN VERTICAL STUDS UP
5 -0 > TO 8 -0
SEE PLAN
2
1
2
2
(3)
Z
N Q
STUDS REO'D
-LAM W/16d ®
FULL
STUDS TO
MATCH WALL
2X S7UDS
SEE PLAN FOR SIZE
PAST HEADER AS SHOWN
(6)
�/
�
�
a' O.C. TYP.
STUDS ®TOP
& Bon. of
SOLID WOOD L. OR
dcL�RUSS BRGD(TYP)IST
6. (2) 16d NAILS AT 12 O.C.
8'-0"> TO 10'-6"
SEE PLAN
3
2
3
3
� �
Q
�
Q U
ADDITIONAL
STUD ®HDR
OPNGS.
COL. SEE
PLAN
(7)
r n r r
10 -6 > TO 16 -0'
SEE PLAN
4
3
3
3
(, �
�
� � p
SIMPSON A35
® EA. B.U. COL.
BRG. WHERE
MORE THAN
7. DOUBLE STUDS UNDER
�
WHERE OPENING
WIDTH EXCEEDS
(3) B.U. STUDS
REQ'D
(z) STUDS
MIN ®HDA
HEADER BEARINGS FOR
OPENING WIDTHS GREATER
�
� m
(6 M
� � �
B'-D°
(z) ,sd
THAN 5 -0
NOTES:
� �
�
� �
roENAILs
T'P'
-UNLESS NOTED OTHERWISE, ALL BEAM AND HEADER SUPPORTS SHALL CONFORM TO THIS SCHEDULE
CJ� �
co Ln (n
ROUGH OPENING WIDTH
�
H c� W
- ALL BUILT-UP SUPPORTS WILL MATCH OR EXCEED WIDTH OF SUPPORTED BEAM
oMIT eon. R
slMPsoN HD WHERE
-ALL HEADERS ARE TO BE 4X10 DF-L N0.2 UNLESS NOTED OTHERWISE
® DOORS IYP.
REO'D. SEE PLANS FOR
SX 1REATED R TO FOR SHEARWALL SCHEDULE,
SIZE.
MATCH WALL
WIDTH.
STUD A.B. SIZE &SPACING
(7" MIN. EMBED)
N
O
TYPICAL EXTERIOR
+INTERIOR
BEARING WALL FRAMING ELEVATION
WOOD HEADER (DROPPED)
HEADER AND BEAM SCHEDULE FOR LOAD BEARING WALLS
TYPICAL SPLICE OF TOP PLATES
M
1
r�
L
r�
3
�
����r
SCALE: N.T.S.
SCALE: N.T.S.
SCALE: N.T.S.
SCALE: N.T.S.
G
�
o
NOTES:
z,
w
o�
x
1.
PARTIAL DROP BEAM PER PLAN PROVIDE PLAYWOOD
U �
4w �~'
(11
EPTH SHIM MAT"L. AT BEAM TO KING STUD IF
�� ��S
.¢0���
11)
REQ"D.
4
(7)
\2) /
(7) (2)
(9)
(7)
2.
SIMPSON ST6224 (U.N.O.) NAIL W/ 16d SINKER OR
10d COMMON NAILS
NOTES:
3.
(1) 16d SHORT NIAL FOR EACH 2" OF BEAM DEPTH
1.
BASE PLATE NAILING PER
AT EACH SIDE OF BEAM
SHEARWALL SCHEDULE
(15
4.
srs224
2.
PLYWOOD SHEATHING
(10)
(14)
5.
2x sruD
(1)
(3)
6.
SIMPSON A34 EACH SIDE AT TOP BOTTOM NAIL
3.
PLYWOOD WEB JOISTS PER PLAN
(6)
(9)
(5)
W/(4) 8d COMMON NAILS AT EACH SIDE OF A34 TO
(2) (7)
ll
(3)
(4)
FRAMING
4.
WOOD BEAM PER PLAN
(8) (5)
7.
DBL. TOP PLATE
(5)
5.
BLOCKING AT 48" O.C. BY JOIST
8.
POST OR MULTI- STUD PER PLAN
MANUFACTURER
(4)
($)
(4)
9.
SIMPSON A35 EACH SIDE AT TOP BOTTOM NAIL
W/(4) 8d COMMON NAILS AT EACH SIDE OF A34 TO
(6)
6.
SIMPSON IUS OR LLU TYPE
FRAMING
HANGER
(8)
(16
(4)
10.
DROP BEAM PER PLAN PROVIDE PLAYWOOD FULL
OPTION A
OPTION B
SHIM MAT"L. AT BEAM TO KING STUD IF
7.
(6) #8 SCREWS PER BLOCK -
REOTDH
(5)
(4)
10d NAILS ALTERNATE
11.
FLUSH BEAM PER PLAN
(3)
(12)
12.
PI�MPE H8 CONNECTOR AT E. FACE OF POST TO SILL
(13�
13.
SILL PLATE
�
14.
A35 AT EACH SIDE OF POST TO SILL PLATE
15.
WHERE OCCURS
0 PTI O N C
PLYWOOD WEB
JOIST AT WOOD BEAM
TYPICAL BEAM TO POST WITH TOP PLATE
16.
TS22 OR HTS24 BOTH SIDE
6
'J
�0
5
SCALE: N.T.S.
SCALE: N.T.S.
O
G
END LENGTH
END LENGTH
NOTES:
SHEAR WALL SCHEDULE
L1J
(4)
(1)
1. SIMPSON CS16 STRAP PER TABLE
NOTES:
FRAMING AT
FOUNDATION SILL
WALL
SHEATHING
SIDES
PANEL EDGE
FIELD
ADJA ANEL
BASE PLATE
ANCHOR BOLT
PLATE/PLATE BASE
BLOCKING/RIM
w
2. DBL TOP PLATE
1
1. TYPICAL 2X STUDS AT 16" O.C. U.N.O.
MARK
NAILING
NAILING
EDGES
ATTACHMENT
SPACING
JOIST ATTACHMENT
U
5
W/ (2) 16d END NAILS OR (4) 8d TOE
3. 2X STUD.OR POST PER PLAN
2
NAILS EACH END TO TOP &SILL PLATES.
z
(1)
SW1
7/16" OSB
ONE
8d NAILS
12" O.C.
2x
16d NAILS AT
5/8" DIAMETER BOLTS
2x
SIMPSON A35 CLIPS
Q
4. BEAM PER PLAN
2. CORNER STUDS OR POST PER PLAN.
AT 6 O.C.
6 O.C.
AT 48 O.C.
AT 18" O.C.
(2)
3. PLYWOOD SHEAR PANEL PER PLAN.
Cn
w
1
4. POST AT END OF SHEAR PANEL PER
SHEAR WALL SCHEDULE NOTES:
�
(2)
PLAN.
3
FRAMING STUDS SHALL BE DOUGLAS-FIR #2 SPACED AT 16" O.C. MAXIMUM. THICKNESS OF STUDS SHALL BE 2x
UNLESS OTHERWISE NOTED IN SCHEDULE.
w
4
5. NAIL CORNER &MULTI -STUDS TOGETHER
STRAP SELECTION
s
1"
1" W/ 16d'S � 16" O.C. STAGGERED �
SHEATHING PANELS MAY BE PLACED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES WITH 2x OR 3x BLOCKING
TO MATCH STUD WIDTH UNLESS NOTED OTHERWISE.
�
o
END LENGTH
TOTAL FASTENERS
CAPACITY
OVERLAP
OVERLAP WALLS. WALLS & 24" O.C. ®NON -SHEAR
ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MINIMUM EDGE ATTACHMENT OF 8d NAILS (� 6" O.C., 12" O.C. FIELD.
w
�
TYPE
(INCH)
FASTENERS
PER MEMBER
(LBS)
3 � s 3
NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING.
�
Q
A
(2) 16d � 4" O.C.
a
6. EDGE NAILING
MINIMUM ANCHOR BOLT SPACING OF 48" O.C. UNLESS OTHERWISE NOTED IN SCHEDULE. MINIMUM OF 2 ANCHORS
PER WALL. PROVIDE 3"x3"x0.25" SQUARE WASHERS AT EACH ANCHOR
�
�
24"
12
1705
7. 16d's (� 4" O.C. STAGGERED
BETWEEN TH � SILL PLATE AND WASHER. A DIAGONAL SLOT IN THE PLATE WASHER MAY BE USED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOT NOT TO
N
r� uj
EXCEED 1-3 4, PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. DO
NOT RECESS BOLTS.
_
� p
B
36"
(2) 16d � 4" O.C.
18
2557
8. 2x STUD � SHEAR BREAK.
TABLES BASED ON 8d NAILS (2 1/2" LONG x 0.113" COMMON OR 2 1/2" x 0.113" GALVANIZED BOX).
� w
m O
C
48"
(2) 16d � 4" O.C.
24
3410
PLANyTEw WALL TRANSITION
NOTE: NAILS SPACED ®2 O.C. SHOULD BE
BLOCKING RIM JOIST ATTACHMENT NEED NOT BE USED WHERE THE SHEATHING IS DIRECTLY ATTACHED WITH EDGE
NAILING TO THE DOUBLE TOP PLATES AT UPPER STORY SHEARWALLS AND
o =
� �
p
STAGGERED MIN. 1/8 .
TO THE BASE/SILL PLATE BELOW AT LOWER STORY SHEARWALLS.
� �
N
oo W
SELECT TYPE D UNLESS NOTED
D
72"
(2) 16d � 4" O.C.
36
5115
WHERE 3x BASE/SILL ARE SPECIFIED, 20d COMMON NAILS SHALL BE USED FOR THE BASE PLATE ATTACHMENT IN
LIEU OF THE ORIGINALLY SPECIFIED 16d COMMON NAILS.
BEAM DRAG 8 SHEARWALL INTERSECTION FRAMING 9 SHEARWALL SCHEDULE
SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S.
Z
(1)
I I
� (2)
NOTES:
1. EXISTING CONCRETE STEM WALL
(2)
(4) 2. EXISTING CONCRETE FOOTING
(1)
(1)
3. 1'-0" LONG #4 DOWELS -
(1)
(2)
(4)
�
(4)
EMBED 6" MINIMUM IN SIMPSON
NOTES:
(5) NOTES:
�
S.E.T. EPDXY
(3)
1. CEILING FRAMING BOTTOM CHORD
/
U J
(3)
4. NEW CONCRETE FOOTING
1.
ARCHITECTURAL COVER -
5. (1) #4 BAR CONTINUOUS
OPTIONAL
2. SIMPSON DTC CLIP AT EACH
� Q
z
(4)
BOTTOM CHORD
� �
� (3)
o
2.
WOOD COLUMN
6 +I
()
� � W
�
Q
(5)
N
3. WOOD STUD WALL
� (n �
�
6
6
N
o p
3.
CBSQ COLUMN BASE
(3)
�
a o D °�
II II
° II
4. SIMPSON DTC CLIP AT 2' O.C.
�
�
D o D
Illllll�lii�- o
D°.°
D
° IIIIIIIIIII
4.
CONCRETE SLAB OR FINISH
(3)
D o � D
� ° D
D.
GRADE AS OCCURS
5 2 16D NAILS
( )
(5)
II
(5)
° • °
� � o
0
5.
CONCRETE FOOTING PER
6. 2X4 FLAT AT 2' O.C.
�
�o�000
°000
000��°
000.�
(6)
PLAN
I
I
�A���
.��
6.
REINFORCEMENT PER PLAN
a
�-
� ��-
PERPENDICULAR TO
FRAMING
PARALLEL TO FRAMING
� o
9"
MIN
9" MIN
PER PLAN
a � o
Q O � CV
��
SHEET
RES U B
PER PLAN
Jun 14 2024
FOOTING
ADDITION
AT
EXISTING
FOOTING
TYPICAL POST TO
FOOTING CONNECTION
INTERIOR
NON
-BEARING STUD WALLS AT WOOD TRUSSES
CITY OFEDMONDS
DEVELOPMENT SERVICES
ii
II SCALE: N.T.S.
SCALE: N.T.S.
DEPARTMENT
■
SCALE: N.T.S.